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Permit D18-0321 - FIRE STATION #51 - NEW CONSTRUCTION
TUKWILA FIRE STATION #51 17951 SOUTHCENTER PKWY FINA LED 09/01/20 D18-0321 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 3523049008 Permit Number: D18-0321 17951 SOUTHCENTER PKWY Project Name: TUKWILA FIRE STATION 51 Issue Date: 3/5/2019 Permit Expires On: 9/1/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: CITY OF TUKWILA 6200 SOUTHCENTER BLVD , TUKWILA, WA, 98188 RACHEL BIANCHI Phone: (206) 454-7566 6300 SOUTHCENTER BLVD , TUKWILA, WA, 98188 LYDIG CONSTRUCTION INC Phone: (509) 534-0451 11001 IE MONTGOMERY DR , SPOKANE, WA, 99206 LYDIGC*264JC Expiration Date: 9/11/2019 Lender: Name: LIBERTY MUTUAL INSURANCE COMPANY Address: 1001 4TH AVENUE, SUITE 1700, SEATTLE, WA, 98154 DESCRIPTION OF WORK: CONSTRUCTION A NEW, SINGLE -STORY FIRE STATION FOR 6 ON -DUTY STAFF AND ASSOCIATED SITE IMPROVEMENTS. BUILDING TO HAVE A DOUBLE -HEIGHT, DRIVE -THROUGH APPARATUS BAY CONFIGURATION. SITE IMPROVEMENTS TO INCLUDE PAVED FIREFIGHTER DRILLING AREA, EMERGENCY GENERATOR AND APPARATUS FUELING STATION. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SEWER, BACKFLOW, DRIVEWAY ACCESS, STRIPING, CHANNELIZATION, SIGNAGE, UNDERGROUNDING OF POWER, WATER QUALITY, OIL WATER SEPARATOR, PAVEMENT REMOVAL AND PAVING, SIGNAL MODIFICATION, TRAFFIC CONTROL, AND STREET USE. HIGHLINE WATER DISTRICT. CITY OF TUKWILA SANITARY SEWER. Project Valuation: $2,151,111.20 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIB Electrical Service Provided by: TUKWILA Fees Collected: $81,512.40 Occupancy per IBC: B Water District: HIGHLINE Sewer District: NONE,TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities Channelization/Striping: 1 Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: Volumes: Cut: 1050 Fill: 3000 Number: 1 1 No Permit Center Authorized Signature: Date: S ^ �' I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: "�/. � Date: ( 9 J Print Name: h- /24/. `v, avi This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 438-9350. 3: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 4: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 5: Work on -site under this permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 6: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 7: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 8: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 9: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 10: Any material spilled onto any street shall be cleaned up immediately. 11: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 12: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 13: The Land Altering Permit Fee is based upon an estimated 1,050 cubic yards of cut and 3,000 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 14: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 15: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 24: Highline Water District (206) 824-0375 shall approve all water main, water meters, backflows, and fire hydrants as part of this Building permit. 16: The applicant shall submit to the Department of Ecology a "Notice of Intent for Construction Activity." A copy of the Notice is available at the Public Works Permit Center. 17: Southcenter Parkway and South 180th Street is a high traffic volume intersection. Lane closures on Southcenter Parkway & 180th Street may not be allowed during peak traffic hours. Southcenter Parkway Northbound & South 180th Street Westbound Weekday Peak hours are from 6:00 a.m. to 10:00 p.m. Coordinate lane closure hours and work within the Public right-of-way hours with the Public Works Senior Inspector. 18: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 19: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 20: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 21: Contractor shall provide a copy of a Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 22: Prior to issuance of this permit, Owner/Applicant shall pay a Traffic Concurrency Test Fee in the amount of $2,500.00 under PW permit no. C18-0018. 23: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $6,947.20. 25: Contractor shall coordinate and meet with PSE's Public Improvements (PI) Inspector before crossing the high pressure gas main. Work shall be at the direction of PSE. Contact: Mel Lasenby, PI Inspector, GFR Georgetown. Mobile: (360) 239-2473 Email: MELLASENBY@PSE.COM 26: Project shall comply with the Geotechnical Engineering Report by Hart Crowser, Inc., dated July 20, 2017 and subsequent Geotechnical Reports/Evaluations. 27: Existing traffic loops will be damaged/removed as part of this project. A permanent video detection camera shall be installed within the Southcenter Parkway / S. 180th Street intersection. Coordinate with Scott Moore, Public Works Senior Inspector; who will then coordinate with Scott Bates, Traffic Engineering Coordinator. Office: 206-431-2193 scott.bates@tukwilawa.gov. 28: Prior to issuance of this permit the Contractor shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 32: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 33: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 29: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 30: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 31: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 34: Maintain fire extinguisher coverage throughout. 35: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1010.1.9) 36: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 37: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1010.1.9.1) 38: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1013.1) 39: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1013.6.1) 40: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1013.6.3) 41: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1008.3.5) 42: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 45: All new sprinkler systems and all modifications to existing sprinkler systems shall have: fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 43: U.L. central station supervision is required. (City Ordinance #2436) 44: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2436) 46: All exterior components of sprinkler systems should be painted SAFETY RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #2436) 47: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 49: All piping and attached appurtenances subjected to system working pressure shall be hydrostatically tested at 200 psi (13.8 bar) or 50 psi (3.5 bar) in excess of the system working pressure, whichever is greater, and shall maintain that pressure at /- 5 psi (0.35 bar) for 2 hours. Contact the Public Works Department at 206- 433-0179 to make an appointment. (NFPA 24, sec.:10.10.2.2.1) 50: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located) where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13-6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 51: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5-inch Storz fitting(s) and Knox FDC locking Storz cap. (City Ordinance #2436) 52: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinkler Riser". (NFPA 13) 53: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 54: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3-inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 55: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3-inch high white numbers on a "safety red" background, facing the direction of vehicular access. (City Ordinance #2436) 56: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 57: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72-17.5.3.1) 58: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 59: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437. 60: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 61: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 62: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) 63: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 64: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 65: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 66: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 67: Fire Department. access and existing hydrants shall be constantly maintained during demolition and construction. (City Ordinance #2435) 68: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 69: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port with Knox locking cap, and shall have a 1 1/4" Pentagon open -lift operating not. (City Ordinance #2052) 70: Fire hydrants shall be oriented in the direction of fire apparatus access. 71: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4- foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 72: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 73: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. 48: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 74: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 75: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 76: 1. Per TMC 18.54.040.A, the applicant will need to submit a sensitive areas study evaluating and delineating the potential wetland and associated buffer area. 2. Per TMC 18.45.090, if alteration of the wetland is proposed, the following steps must occur: a. The applicant must apply for a Special Permission -Director approval to dredge, dig, or fill in a sensitive area or buffer; b. A mitigation plan must be developed that complies the plan content and mitigation standards set forth in TMC Chapter 18.45.090; c. The applicant shall demonstrate that reasonable efforts have been made to avoid or minimize impacts to any wetland and buffer (mitigation sequencing); and d. Mitigation projects must be completed prior to activities that will permanently disturb wetlands and either prior to or immediately after activities that will temporarily disturb wetlands. 3. The applicant must complete the required off -site mitigation or provide a bond to ensure completeness prior to the issuance of a certificate of occupancy for the project. 77: Signs are not approved as part of this permit. A separate sign permit is required 78: A soils inspection is required after amending the soil, but before any plants are installed 79: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 80: 1. Sheet L4.01. A coastal redwood is too large for the proposed location. Please replace with a more suitable -sized tree, such as a Nokia Cypress. If using the Nokia Cypress, locate 2 trees in the planting area on the east side of the trash building and 1 in the planting area to the west of the building. 2. Sheet A002. To avoid conflicts with the proposed landscaping, move the light pole along the rear of the site (SW corner) from under the tree to a location between the 2 trees. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 5010 CHANNELIZATION/STP 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0611 EMERGENCY LIGHTING 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 0606 GLAZING 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0613 LIGHTING EQUIP/CONT 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 5070 SANITARY SIDE SEWER 4029 SI-COLD-FORM TRUSS 4027 SI-COLD-FORM WELD 4000 SI-CONCRETE CONST 4036 SI-DRIVEN DEEP FOUND 4043 SI-E.I.F.S 4030 SI-EMPIRICALLY MASON 4046 SI-EPDXY/EXP CONC 4044 SI-FIRE RESISTJNTS 4042 SI-FIRE RETARD COAT 4022 SI-MASONRY 4034 SI-METAL PLATE CONN 4023 SI-OBS-SEISMIC REST 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4025 SI-STEEL CONST 4004 SI-WELDING 5090 STORM DRAINAGE 5100 STREET USE 5240 TRAFFIC SIGNAL CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: "1 For o ice use on CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: TBD (Southcenter Pkwy at S 180th St) Tenant Name: Tukwila Fire Station 51 PROPERTY OWNER Name: City of Tukwila Address: 6300 Southcenter Blvd City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: Rachel Bianchi, City of Tukwila Address: 6300 Southcenter Blvd City: Tukwila State: WA Zip: 98188 Phone: (206) 454-7566 Fax: -Email: rachel.bianchi@tukwilawa.gov GENERAL CONTRACTOR INFORMATION Company Name: Lydig Construction Address: 3180 139th Ave SE, Suite 110 City: Bellevue State: WA Zip: 98005 Phone: (425) 885-3314 Fax: Contr Reg No.: LYDIGC*264JC Exp Date: 09/11/2019 Tukwila Business License No.: 328046357 King Co Assessor's Tax No.: Suite Number: Floor: New Tenant: 0 Yes ..No ARCHITECT OF RECORD Company Name: Weinstein A+U Architect Name: Ed Weinstein, FAIA Address: 2200 Western Ave, Suite 301 City: Seattle State: WA Zip: 98121 Phone: (206) 443-8606 Fax: Email: edw@weinsteinau.com ENGINEER OF RECORD Company Name: Swenson Say Faget Engineer Name: Dan Say, PE, SE Address: 2124 Third Avenue, Suite 100 City: Seattle State: WA Zip: 98121 Phone: (206) 443-6212 Fax: Email: dsay@ssfengineers.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Liberty Mutual Insurance Company Address: 1001 4th Avenue, Suite 1700 City: Seattle State: WA Zip: 98154 H:\Applications\Forms-Applications On L ne\201 I Applications \Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATIOi_ /206-431-3670 Valuation of Project (contractor's bid price): $ 7,215,000 Existing Building Valuation: $ 0 Describe the scope of work (please provide detailed information): CONSTRUCTION A NEW, SINGLE -STORY FIRE STATION FOR 6 ON -DUTY STAFF AND ASSOCIATED SITE IMPROVEMENTS. BUILDING TO HAVE A DOUBLE -HEIGHT, DRIVE -THROUGH APPARATUS BAY CONFIGURATION. SITE IMPROVEMENTS TO INCLUDE PAVED FIREFIGHTER DRILLING AREA, EMERGENCY GENERATOR AND APPARATUS FUELING STATION. Will there be new rack storage? ® Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lg Floor 11,240 IIB B 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck ..PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 0 *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 15 Compact: 0 Handicap: 1 Will there be a change in use? Yes ❑ No If "yes", explain: Site previously undeveloped FIRE PROTECTION/HAZARDOUS MATERIALS: WI Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 1 No If `yes', attach list of materials and storage locations on a separate 8-.1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 >. Q PUBLIC WORKS PERMIT INFI 'IATION — 206-433-0179 Scope of Work (please provide detailed information): CONSTRUCTION A NEW, SINGLE -STORY FIRE STATION FOR 6 ON -DUTY STAFF AND ASSOCIATED SITE IMPROVEMENTS. BUILDING TO HAVE A DOUBLE -HEIGHT, DRIVE -THROUGH APPARATUS BAY CONFIGURATION. SUE IMPROVEMENTS TO INCLUDE PAVED FIREFIGHTER DRILLING AREA, EMERGENCY GENERATOR AND APPARATUS FUELING STATION. Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ..▪ .Tukwila O ...Sewer Use Certificate ® .. Highline ❑ .. Renton ❑ ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided ❑ .. Seattle Septic System: O On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ® ...Civil Plans (Maximum Paper Size — 22" x 34") ® ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance ® ...Construction/Excavation/Fill - Right-of-way Non Right-of-way ® ...Total Cut 1,050 ® ...Total Fill 3,000 ® ...Sanitary Side Sewer 0 ...Cap or Remove Utilities ® ...Frontage Improvements ® ...Traffic Control ..▪ .Backflow Prevention - Fire Protection 6 " Irrigation 2 " Domestic Water cubic yards cubic yards ® ...Permanent Water Meter Size... 2 " WO # ❑ ...Temporary Water Meter Size .. WO # ® ...Water Only Meter Size 2 " WO # ❑ ...Sewer Main Extension Public ® Private 0 ❑ ...Water Main Extension Public ® Private 0 ® .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone .. Storm Drainage ❑ .. Abandon Septic Tank .. • Curb Cut .. • Pavement Cut ® .. Looped Fire Line .. • Grease Interceptor ® .. Channelization .. • Trench Excavation .. • Utility Undergrounding 0 ...Deduct Water Meter Size 15 FINANCE INFORMATION Fire Line Size at Property Line 0 ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNE [D AGENT: Signature: Print Name: IZc .L4 1314ut/t^1 Mailing Address: l/w J 6L` k" c€+, 4- a. Date: (0( li(�'- Day Telephone: it* I (' ( I /11(4, 4c- w A- qg 185 City State Zip H:Wpplications\Forms-Applications On Line\2011 Applications'Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 r -• it BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Tukwila Fire Station #51 PERMIT # D18-0321 @ So;r1Hc6N put`' If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization $12,000.00 Erosion prevention $40,000.00 Water/Sewer/Surface Water $238,000.00 Road/Parking/Access $378,000.00 A. Total Improvements $668,000.00'' 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. $2,000.00 D. 1.5% of amount over $200,000 of A. $7,020.00 4. TOTAL PLAN REVIEW FEE (B+C+D) $ 11,520.00 (4) /050,. 5. Enter total excavation volume / $2,500.00 " Enter total fill volume 3 00 t; / cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —1.00 $23.50 101 —1,000 $37.00 •-/ 1,001 — 10,000 ✓ $49.25 10,001 — 100,000 $49.25 for 1" 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001-200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ t5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 b 1(6 - 1 CORRiCTIOH RECEIVED CITY OF TUKWILA DEC 122018 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 11,520.00 (6) ( � ) $--07e0-(7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. 7. Pavement Mitigation Fee Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. a'' $ 223 �' . 59750- (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 - 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. J 1,001 - 10,000 ./ $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 $ 58 S - 583-• 99 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLANT REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees CAtt KifiK 56W-A aNNEo-nod $ ' 6,947.20 ✓ CIOQ1 Total A through I $ 2.ojo3" (10) 0.00 (9) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 33 2-33 g9 44e788 1. ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Affiance RCFC 01.01,2014-12.31.2015 / Total Fee 0.75 $625 $6005 / $6630 1 $1125 $15,012.5.0' $16,137.50 1.5 $2425 $30,05 $32,450 2 $2825 �,$48,040 $50,865 3 $4425 / '$9 080 $100,505 4 $7825 / $150,1 $157,950 6 $12525 / $300,250\ $312,775 Approved 09.25.02 Last Revised 01/01/14 /Temporary Meter /0.75" $300 2.5" $1,500 3 N / .//Z%I$ / Clear Form Cash Regis City of DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $324.45 D18-0321 Address: 17951 SOUTHCENTER PKWY Apn: 3523049008 $324.45 Credit Card Fee $9.45 Credit Card Fee R000.369.908.00.00 0.00 $9.45 DEVELOPMENT $315.00 PERMIT REINSPECT FEE - AFTER HRS INSP FEE TOTAL FEES PAID BY RECEIPT: R20987 R000.359.000.00.01 0.00 $315.00 $324.45 Date Paid: Tuesday, June 23, 2020 Paid By: TOM PITMAN Pay Method: CREDIT CARD 960926 Printed: Tuesday, June 23, 2020 12:09 PM 1 of 1 SYSTEM, Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT PermitTRAK D18-0321 Address: 17951 SOUTHCENTER PKWY Apn: 3523049008 DEVELOPMENT ADDITIONAL PLAN REVIEW QUANTITY PAID $70.00 $70.00 $70.00 $70.00 $70.00 TOTAL FEES PAID BY RECEIPT: R20981 R000.345.830.00.08 1.00 qg3O).2.jLo. IG 7 Date Paid: Monday, June 22, 2020 Paid By: CITY OF TUKWILA Pay Method: ACCOUNT 908301102.1000.107 / Printed: Monday, June 22, 2020 3:42 PM 1 of 1 Cash Regiter Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID $57,484.56 D18-0321 Address: 17951 SOUTHCENTER PKWY Apn: 3523049008 $57,484.56 DEVELOPMENT $26,254.62 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $11,520.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $11,520.00 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $3,214.62 IMPACT FEE $9,216.80 FIRE R304.345.852.00.00 0.00 $1,877.08 PARK R104.345.851.00.00 0.00 $7,339.72 PUBLIC WORKS $7,469.95 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $49.25 GRADING PEFtMIT ISSUANCE R000.342.400.00.00 0.00 $223.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $6,947.20 SEWER SERVICE FEE $13,956.01 SEWER - HOME/DEVELOP n R402.379.002.00.00 0.00 $13,956.01 TECHNOLOGY FEE $587.18 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R17055 R000.322.900.04.00 0.00 $587.18 1 $57,484.56 l0`6'o407- IDGO l01 g6.5-1+.2?c b20j Date Paid: Friday, March 01, 2019 Paid By: CITY OF TUKWILA Pay Method: ACCOUNT Printed: Friday, March 01, 2019 4:11 PM 1 of 1 CRIIWS DESCRIP IONS I ACCOUNT QUANTITY 1 PAID PermitTRAK $24,027.84 D18-0321 Address: 17951 SOUTHCENTER PKWY Apn::3523049008 $24,027.84 DEVELOPMENT $23,321.33 PERMIT FEE R000.322.100.00.00 0.00 $14,130.20 PLAN CHECK FEE R000.345.830.00.00 0.00 $9,184.63 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 TECHNOLOGY FEE $706.51 TECHNOLOGY FEE TOTAL FEES PAID BY RE ' EIPT: R15624 R000.322.900.04.00 0.00 $706.51 • $24,027.84 rc(4 %)(6ciwit/k017,.00. wl /Ia1(5 9-h4 vto [r2 au Date Paid: Monday, October 15, 2018 Paid By: CITY OF TUKWILA Pay Method: CITY ACCOUNT Printed: Monday, October 15, 2018 3:13 PM 1 of 1 SYSTEMS Permit Inspection Report City of Tukwila Permit Number: D18-0321 Applied: 10/15/2018 Approved: 3/1/2019 Issued: 3/5/2019 Finaled: 9/1/2020 Status: FINALED Parent Permit: Parent Project: Details: Description: TUKWILA FIRE STATION 51 Site Address: 17951 SOUTHCENTER PKWY City, State Zip Code: TUKWILA, WA 98188 Applicant: TUKWILA FIRE STATION 51 Owner: CITY OF TUKWILA Contractor: LYDIG CONSTRUCTION INC CONSTRUCTION A NEW, SINGLE -STORY FIRE STATION FOR 6 ON -DUTY STAFF AND ASSOCIATED SITE IMPROVEMENTS. BUILDING TO HAVE A DOUBLE -HEIGHT, DRIVE -THROUGH APPARATUS BAY CONFIGURATION. SITE IMPROVEMENTS TO INCLUDE PAVED FIREFIGHTER DRILLING AREA, EMERGENCY GENERATOR AND APPARATUS FUELING STATION. PUBLIC WORKS ACTIVITIES INCLUIDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SEWER, BACKFLOW, DRIVEWAY ACCESS, STRIPING, CHANNELIZATION, SIGNAGE, UNDERGROUNDING OF POWER, WATER QUALITY, OIL WATER SEPARATOR, PAVEMENT REMOVAL AND PAVING, SIGNAL MODIFICATION, TRAFFIC CONTROL, AND STREET USE. HIGHLINE WATER DISTRICT. CITY OF TUKWILA SANITARY SEWER. 1 WO INSPECTIONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS 4/5/2019 4/9/203.9 PRE -Lee CONSTRUCTION Sipe APPROVED #1 Notes: #1 Met with Tom Pitman -Superintendent.. 1. Went over inspections and Scheduling inspections. 2. Did not find any concerns at this time. 4/5/2019 4/9/2019 PRE -Minnie CONSTRUCTION Dhaliwal APPROVED #1 Notes: Met with Tom Pitman - Superintendent 1. Went over inspections & scheduling of inspections. 2. Did not find any concerns at this time. 5/8/2019 5/8/2019 PUBLIC WORKS PRE -CON Scott Moore PARTIAL APPROVAL Notes: Inspection and precon moved to 5/9 5/8/2019 5/8/2019 SANITARY SIDE SEWER Scott Moore PARTIAL APPROVAL Notes: Field precon for sanitary sewer Printed: Thursday, 07 November, 2024 1 of 17 it SUPERION Permit Insp( ction Report City of ukwioa 5/14/2019 AM 5/14/2019 EROSION MEASURES Scott Moore NOT APPROVED Notes: Arrived on site at 11:00 am to discuss erosion control measures on site. Erosion control measures are being installed as the inspection is being done. Temporary rumble bars are installed at temporary location, silt fence is being installed today. Silt socks have been installed but not complete. Gravel on road. Sweeper is on its way Arrived on site at 11:00 am to discuss erosion control measures on site. Erosion control measures are being installed as the inspection is being done. Temporary rumble bars are installed at temporary location, silt fence is being installed today. Silt socks have been; installed but not complete. Gravel on road. Sweeper is on its way 5/17/2019 5/17/2019 EROSION MEASURES Scott Moore NOT APPROVED Notes: Arrive on site contractor had truck delivery and mud tracking down 180th. Trucking is stopped until BMP is fixed. Awaiting sweeper. It's late. Temporary construction entrance other then plan is not working. Will need to regroup with new idea until sewer is in. See pictures. 5/28/2019 PM 5/28/2019 SANITARY SIDE SEWER Scott Moore PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 5/28/2019 2:43 PM Tom Pitman 12 noon inspection if possible Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 5/28/19 inspection was not called in. Contractor had numerous issues in the field at the time of the build from the stub. Materials used were not per approved by revision but by the Sr. Inspector on site to facilitate the build due to ground water and a deep excavation. The sewer superintendent was notified of build. 5/29/2019 5/30/2019 SANITARY SIDE Eric Pritchard PARTIAL SEWER APPROVAL Notes: SS#3 MH Type 2 48" in place per plans; 6" pipe to SS#1 CO, and SS#2 CO in place per plans. 5/30/2019 AM 5/30/2019 PUBLIC WORKS PRE -CON Eric Pritchard CANCELLED eTRAKiT Inspection Request Notes: 5/29/2019 1:21 PM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com This was just a placeholder for the Side Sewer inspection, as it was not available in the scheduling system. 5/30/2019 5/30/20:L9 SANITARY SIDE Eric Pritchard PARTIAL SEWER APPROVAL Notes: SS#8 CO and stub for oil/water separator in place per plans, as well as pipe to SS#7 CO and SS#8 CO and stub for future structure at west end of sewer. Printed: Thursday, 07 November, 2024 2of17 .. r1 SUPERION Permit InspE ction Report City of 'Tukwila 6/3/2019 AM 6/3/2019 STREET USE Eric Pritchard PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 5/31/2019 12:56 PM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com Sawcutting / potholing in ROW. Traffic control is good and sawcutters are vacuuming up their slurry. 6/11/2019 AM 6/11/2019 SPRINKLERS Brian Lucero NOT APPROVED eTRAKiT Inspection Request Notes: 6/10/2019 12:11 PM Tom Pitman Main Fire line into building Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com The inspection is for public works. I listed it as not approved because it's not a fire inspection. 6/11/2019 6/11/2019 FIRE LOOP Scott Moore PARTIAL HYDRANT APPROVAL Notes: Met on site to go over the inspection and bury of the fire line. 6/13/2019 AM 6/13/2019 SANITARY SIDE SEWER Eric Pritchard PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 6/12/2019 3:18 PM Tom Pitman clam inspection if possible Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com Plumber tied into side sewer and sleeved his pipes prior to pouring concrete footings over top of pipes. Okay to proceed. 6/13/2019 6/13/2019 EROSION MEASURES Eric Pritchard NOT APPROVED Notes: Temporary erosion control measures are still in place, with additional construction entrance as shown on plans. Dust control is needed, as much of the site is covered in a fine, powdery dust that is carried by wind. Recommend using a water truck on a routine basis. Printed: Thursday, 07 November, 2024 3of17 i1 SUPERION Permit Inspe City of ,cti©n Report Tukwila 6/13/2019 AM 6/13/2019 FOOTING Lee Sipe PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 6/12/2019 7:25 AM Tom Pitman Mayes Testing will be on -site at 8am for special inspection (1 hour inspection) Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com #1 P/A I, Brace frame reinforcing for footing E/3.-2 per detail 5/S302, Exterior footing & hold down for stem. Grid F/3.9 to 5, C to F/5, B1 to C1/6, C 1/6 to 7 and aprox. B1.5 - C 1/7 per plan notes 17/ S501 & 20/S301. 6/14/2019 AM 6/14/2019 FOOTING Lee Sipe PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 6/13/2019 11:06 AM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com #2 P/A Footing (2) foundation reinforcing approved. Grid. 1-2/E-F, 1-2/A-B 6/18/2019 6/18/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: Storm drain structure # 9 is in place and pipe is grouted with sand collar, per plans. OK to bury 6/18/2019 AM 6/18/2019 FOOTING Lee Sipe PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 6/17/2019 12:07 PM Tom Pitman Mayes will be on -site at 7am for special inspection Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com #3 P/A Approved (4) footing reinforcing, detail 14/301- Grid 2/B1, 2/C1, 3/B1, 3/C1. S.I. APPROVED. 6/20/2019 6/20/203.9 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: Storm Drainage Structure #9 inlet and quarry spall pad are in place per plans. Grouting is not complete. Storm Drainage Structure #8, inlet, outlet and dispersion pads are in place per plans; grouting not complete. See photos, attached. • Printed: Thursday, 07 November, 2024 4 of 17 I.— SUPERION Permit Inspection Report City oflTukwilai 6/24/2019 AM 6/24/2019 FOOTING Bill Centen PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 6/19/2019 9:44 AM Tom Pitman Continuous footing Mayes on site 7AM Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 6/24/2019 - BC Partial - Inspected continuous footings at the following grid lines: *F Line from 2.5 - 5 *A Line from 3 - 7 *7Line from A-B *1 Line from B - E 6/24/2019 6/24/2CI19 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: OK to proceed. 6/26/2019 AM 6/26/2019 FOOTING Bill Centen PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 6/25/2019 8:05 AM Tom Pitman Concrete pour 1pm Mayes on site 6am Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 6/26/2019 - BC *A line from 2 - 3 line - ok *F Line from 2 - 3 - ok **RFI #36 9 Epoxy bars has been completed at F2 & A2 - ok per S.I. 7/10/2019 AM 7/10/2019 SANITARY SIDE SEWER Scott Moore PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 7/9/2019 7:50 AM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com Side sewer passed water test to the floor drain in the wash bay area. Oil water separator will need inspection at time of install. Printed: Thursday, 07 November, 2024 5 of 17 r1 SUPERION ction Report ukwila 7/15/2019 AM 7/15/2019 STREET USE Scott Moore PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 7/11/2019 8:47 AM Tom Pitman PSE work Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com All traffic control is set per plan and contractor had TCS on site for the PSE conduit run. 7/19/2019 AM 7/19/2019 FOUNDATION WALL Bill Centen NOT APPROVED eTRAKiT Inspection Request Notes: 7/16/2019 1:06 PM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 7/19/2019 - BC 1. Waiting on Special Inspector's report. Re -scheduling for Monday. 7/22/2019 7/22/2019 FOUNDATION WALL Bill Centen PARTIAL APPROVAL Notes: 7/22/2019 - BC *Exterior foundation Walls are approved to pour RFI #039 has been submitted and approved for mis-aligned Footing. Epoxied bars have been installed and footing has been enlarged per Engineers recommendations - Ok per special inspector at 6 Line from B - C ok to pour 7/24/2019 7/24/2019 CURB ACCESS SDW Scott Moore PARTIAL APPROVAL Notes: Tom - 206-854-1062 met with Tom on site to go over timing of the curb cut and access 8/6/2019 PM 8/6/2019 CONCRETE SLAB Bill Centen NOT APPROVED eTRAKiT Inspection Request Notes: 8/5/2019 8:25 AM Tom Pitman Mayes will be on site at 12 to inspect Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 8/6/2019 - BC Concrete slab inspection has been postponed to 8/7/2019. 1. Need to have RFI from Engineer for non -consolidated corner at column connection at 6 Line & B1. 2. Will see at next concrete slab inspection. Printed: Thursday, 07 November, 2024 6of17 rl SUPERION Permit Insp City of fiction Report Tukwila 8/7/2019 8/7/2019 CONCRETE SLAB Bill Centen CANCELLED Notes: 8/8/2019 PM 8/8/2019 CONCRETE SLAB Bill Centen NOT APPROVED eTRAKiT Inspection Request Notes: 8/7/2019 1:05 PM Tom Pitman Mayes testing on site at 12:30 for reinspection of rebar Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 8/8/2019 - BC 1. Do not pour. 2. Need Special Inspectors approval. Special inspector had not finished his inspection or submitted his report. 3. Rebar does not have minimum clearances per plan. Additional dobe required. 4. Still waiting on concrete fix for non -consolidated corner at foundation wall inspection from previous inspection at 6 Line & B1 column connection. Anchor bolts did not get proper embedment. See previous correction for column bolt embedment. 5. Submit all structural repairs to the city for approval or set up Procore as previously discussed for responsible parties to have access. 8/8/2019 8/8/2019 STORM DRAINAGE Eric Pritchard NOT APPROVED Notes: Oil/Water Separator installation, per RFI. Unable to inspect, as it's not in the! approved plans. Moving forward ahead of the review process is risky! Please submit as a revision for review Iby Tukwila DCD and Public Works departments. 8/9/2019 AM 8/9/2019 CONCRETE SLAB Russell Steinike PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 8/8/2019 2:00 PM Tom Pitman Mayes testing will be on -site at 8am for reinspection, Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PK'WY Phone: 2068541062 e-Mail: tpitman@lydig.com Grid lines A-F and 3.1-7 ONLY! 8/16/2019 AM 8/16/2019 CONCRETE SLAB Lee Sipe PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 8/15/2019 6:54 AM Tom Pitman Mayes testing will be on -site at 7am for there report 11am City inspection approx. I will call the morning of the inspection Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com P/A Reinforcing for slab grid 1-3.1/A-F, OK per special inspection report #M8191132.0019 P/A Reinforcing for slab grid 1-3.1/A-F, OK per special inspection report #M8191132.0019 Printed: Thursday, 07 November, 2024 7of17 SUPERION Permit Inspection Report City of Tukwila 8/27/2019 Any 8/27/2019 FOOTING DRAINS Bill Centen NOT APPROVED eTRAKiT Inspection Request Notes: 8/26/2019 9:48 AM Tom Pitman I would like to request a PM inspection for this. Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 8/28/2019 - BC Footing Drain piping is installed around foundation only. 1. Ok to install washed rock per plans and wrap with filter fabric. 2. call for re -inspection. 8/28/2019 8/28/2019 FOOTING DRAINS Bill Centen PARTIAL APPROVAL Notes: 8/28/2019 - BC Footing Drains are approved around foundation only. 1. Currently has no connection to storm pond 9/26/2019 Any 9/26/2019 SI-STEEL CONST Bill Centen PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 9/25/2019 7:32 AM Tom Pitman Mayes will be on -site at 7am for their inspection, Sometime around 10am or latter Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 9/26/2019 - BC *Verified Special Inspectors report for Steel framing, Bolting, Bracing, Metal deck puddle welds, Steel welding, and Button punching at Mezzanine pan decking (seams @ 24" o.c.) From Grid Lines: A - F line & 1- 2 Line - Ok to pour Mezzanine only. 9/27/2019 Any 9/27/2019 FOUNDATION WALL Bill Centen APPROVED eTRAKiT Inspection Request Notes: 8/8/2019 1:24 PM Tom Pitman This inspection is for The SOG, The system will not let me schedule an inspection for SOG so 1 scheduled the foundation wall, Also it will not let me schedule the perimeter SOG inspection can we do both. Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 9/26/2019 2:28 PM Tom Pitman Am if possible Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 9/27/2019 - BC ***RFI's #39 & #63 have been corrected and approved per Engineer's requirements. Special Inspector's report is attached. All work has now been Printed: Thursday, 07 November, 2024 8 of 17 ii SUPERION Permit Insp( City of action Report Tukwila completed. 9/30/2019 Any 9/30/21)19 CONCRETE SLAB Bill Centen APPROVED eTRAKiT Inspection Request Notes: 9/26/2019 2:29 PM Tom Pitman Am if Possible Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 9/30/2019 - BC *Level 1 and Mezzanine deck - approved through periodic inspections. 10/10/2019 Any 10/10/2019 FRAMING Lee Sipe PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 10/9/2019 7:27 AM Tom Pitman Am inspection See Carlos (206-436-9094) Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com P/A framing Approved - exterior parapet wall on lower roof only. Grid 3/1- 7/A-F. Modified roof wall needs submttal to building department for approval, Gr d 3/1/A-F. 10/15/2019 Any 10/15/21)19 FRAMING Lee Sipe PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 10/11/2019 8:33 AM Tom Pitman Roof wall framing Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com Partial, Approved framing of roof wall on exterior Grid 3.1/A-F only. 10/18/2019 Any 10/18/2019 FRAMING Lee Sipe PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 10/16/2019 10:34 AM Tom Pitman exterior wall framing, roof parapet framing Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com P/A 1. Approved lower roof parapet wall framing, GWB on inside of parapet. (Grid 3.1-7/A-F) 2. Approved upper roof parapet walls framing. Printed: Thursday, 07 November, 2024. 9off17 SUPERION 10/22/2019 Any 10/22/2019 FRAMING Lee Sipe PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 10/21/2019 7:11 AM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com P/A 1. OK framing exterior walls Grid 1-3/A-F. 2. Verify welding required on exterior framing walls 3-7/A-F. 10/30/2019 Any 10/30/2019 ROOF CEILING _ INSUL Lee Sipe PARTIAL APPROVAL #13 Exterior perimeter foam insulation Notes: 10/28/2019 9:13 AM Tom Pitman Roof parapet insulation Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com P/A OK- Exterior perimeter foam insulation at roof to wall connections. 11/6/2019 11/6/2019 WALL Bill Centen PARTIAL SHEATHING_ SHEAR APPROVAL Notes: 11/6/2019 - BC *Exterior Shearwalls are approved. Ok to cover. 1. Interior Shearwalls are not ready at this time. 11/6/2019 Any 11/6/20:19 LATH —GYPSUM BOARD Bill Centen CANCELLED eTRAKiT Inspection Request Notes: 11/1/2019 12:23 PM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 12/6/2019 Any 12/6/2019 SI-MASONRY Bill Centen PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 12/4/2019 8:15 AM Tom Pitman AM inspection if posible Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 12/6/2019 - BC Printed: Thursday, 07 November, 2024 10 of 17 NeC ii SUPERION Permit Inspection Report City of Tukwila 1. Special inspector s report 12/6/2019 noted missing corner bars. Grout poJr is only 1 course high for future brick veneer. Ok to pour w/ special inspector's approval at next visit. 12/6/2019 Any 12/6/2019 FRAMING Bill Centen PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 12/4/2019 10:44 AM Tom Pitman Electrical Room framing Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 12/6/2019 - BC *Exterior walls only at all 3 Electrical rooms. Not ready. 1. Electrical rough - in has not been inspected. 12/9/2019 Any 12/9/2019 FRAMING Lee Sipe CANCELLED #16 Notes: 12/6/2019 1:16 PM Tom Pitman PM inspection if possible Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com Canceled per contractors equest. 12/11/2019 Any 12/11/2019 FRAMING Bill Centen PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 12/10/2019 11:37 AM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 12/11/2019 - BC Partial - *Electrical room (Rm # 105) - Ok to insulate exterior walls. **Framing at Interior walls - Partial Deflection track is installed at all non-Shearwalls - ok Ok to install hard lid ceilings. 12/16/2019 Any 12/16/2019 FRAMING Lee Sipe PARTIAL APPROVAL #18 Notes: 12/12/2019 11:08 AM Tom Pitman AM inspection if possible Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com Printed: Thursday, 07 November, 2024 11 of 17 rk SUPERION Permit Insp ction Report City of Tukwila P/A exterior walls OK to insulate. OK to cover one side of interior walls. 12/20/2019 12/20/2019 FOOTING DRAINS Bill Centen PARTIAL APPROVAL Notes: 12/20/2019 - BC Partial approval - Inspected footing drains at the following location: *1 Line - from A to F Line - ok to cover * F.1 Line from 1- 3 Line ok to cover 12/23/2019 Any 12/23/2019 FRAMING Lee Sipe PARTIAL APPROVAL #19 Notes: 12/18/2019 8:36 AM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com P/A #19 OK - exterior wall insulation. Ok - Interior wall framing except door walls of bunks & hard lids of bunks. 1/1/2020 1/2/2020 WALL INSULATION Lee Sipe PARTIAL APPROVAL #20 Notes: P/A Exterior wall insulation level #1 only. Grid line 5/C1-F, F/1-5, 1/ A-F, A/1-2, 2/A-B 1/10/2020 Any 1/10/2020 FRAMING Lee Sipe PARTIAL APPROVAL #21 Notes: 1/8/2020 2:38 PM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com P/A 1. approved wall framing, Grid 4-5/B1-E. 2. Level 2 exterior wall insulation, (except Grid 3.1) 1/13/2020 1/13/2020 SPRINKLER COVER AARON JOHNSON PARTIAL APPROVAL Notes: Partial cover, entire building ok, will need to check dry system coverage and trip test at sprinkler final. Ok for hard lids and drop ceiling inside structure. 2/3/2020 2/3/2020 STREET USE Eric Pritchard CANCELLED Notes: No roadwork today. Printed: Thursday, 07 November, 2024 12 of 17 r1 SUPERION Permit Insp rction Report City of!Tukwila 2/18/2020 Any 2/18/2020 CURB ACCESS SDW Eric Pritchard CANCELLED eTRAKiT Inspection Request Notes: 2/14/2020 8:19 AM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com Not ready today. Contractor to reschedule for tomorrow, if possible. 2/20/2020 Any 2/20/2020 CURB ACCESS SDW Eric Pritchard NOT APPROVED eTRAKiT Inspection Request Notes: 2/18/2020 12:05 PM Tom Pitman Signage for ROW work and Forms for curbs in ROW Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com Rescheduled for 2/20, per phone call from Tom Pitman. Current form layout does not match the plans at the northern entrance. Plans call for depressed curb and gutter across entrance to preserve gutter line from existing roadway. 2/21/2020 Any 2/21/2020 CURB ACCESS SDW Eric Pritchard PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 2/20/2020 5:05 PM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com Curb forms have been corrected to match plans. OK to proceed. 3/5/2020 Any 3/5/2020 CURB ACCESS SDW Eric Pritchard PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 3/4/2020 3:20 PM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com Forms for north entrance are in place per plans. OK to proceed. Printed: Thursday, 07 November, 2024 13 o'f 17 r4 SUPERION Permit InspE City of !ction Report Tukwila 3/6/2020 Any 3/6/2020 STREET USE Eric Pritchard PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 3/5/2020 9:02 AM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com SIDEWALK CLOSED AHEAD warning signs have fallen down and need to be restored. OK to proceed. 3/13/2020 Any 3/13/2020 STREET USE Eric Pritchard PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 3/12/2020 10:36 AM Tom Pitman lane closure for survey of South drive Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com Traffic control set up is good. OK to proceed. 4/9/2020 4/9/2020 CURB ACCESS SDW Scott Moore NOT APPROVED Notes: Curb was place about 3" to high on Southcenter Parkway Curb was place about 3" to high on Southcenter Parkway Met with Tom on site to go over engineers plan to fix the problem with curb elevations. About 75' of curb will need to be pulled and replace on Southcenter Parkway. also talked about the sidewalk and compaction reports. 1 was told no compaction reports will be done due to money issues. Met with Tom on site to go over engineers plan to fix the problem with curb elevations. About 75' of curb will need to be pulled and replace on Southcenter Parkway. also talked about the sidewalk and compaction reports. I was told no compaction reports will be done due to money issues. 4/13/2020 4/14/2020 SUSPENDED Lee Sipe PARTIAL CEILING APPROVAL Notes: Approved Ceiling grid North side of building. 4/13/2020 4/13/2020 CURB ACCESS SDW Scott Moore PARTIAL APPROVAL Notes: Grades were checked for the sidewalks and subgrade was firm. P robe hard. along Southcenter Parkway. 4/22/2020 AM 4/22/2020 STORM DRAINAGE Scott Moore 27170 Notes: ok to bury pipe ok to bury pipe Printed: Thursday, 07 November, 2024 14of17 vkir rk SUPERION Permit Insp City of Iction Report Tukwila 4/23/2020 AM 4/23/2C120 CURB ACCESS SDW Eric Pritchard PARTIAL APPROVAL 312485 Notes: Sidewalk panels from north end of project to just north of the crosswalk at 180: ADA slope requirements have been satisfied. Forms for south entrance: the forms are currently set at greater than 2% cross slope through the crosswalk area. Lydig is working to correct prior to tomorrow morning's concrete pour. 4/24/2020 4/24/2020 CURB ACCESS SDW Eric Pritchard PARTIAL APPROVAL Notes: Cross -slopes at crosswalk area within south entrance are formed up for 2% or less. OK to proceed. 4/29/2020 iP M 4/29/2020 CURB ACCESS SDW Eric Pritchard PARTAL APPROIVAL Notes: Met with Tom Pittman of Lydig construction and design architect on site to discuss ADA requirements just north of Southern access Drive 5/6/2020 5/6/2020 PAVING AND RESTORE Eric Pritchard PARTIAL APPROVAL Notes: Met with SCI Infrastructure representatives to line out asphalt paving for Friday's grind and overlay. OK to proceed. 5/8/2020 5/8/2020 PAVING AND RESTORE Scott Moore PARTIAL APPROVAL Notes: on site at paving time . on site at paving time . 6/1/2020 6/1/2020 PAVING AND RESTORE Eric Pritchard PARTIAL APPROVAL INSPECTION SET UP BY SCOTT MOORE Notes: Met with pavement markings subcontractor to confirm layout of DO NOT BLOCK markings in front of new entrance. OK to proceed. 6/4/2020 6/26/2020 CURB ACCESS SDW Eric Pritchard PARTIAL APPROVAL Notes: 6/8/2020 6/9/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: Storm drainage at the southwest corner of the project has been reconfigurecl: 12 inch drain pipe has been removed from CB #9 and structure has been plugged; new 12 inch storm pipe from drainage swale is now connected to C13 #8. OK to proceed. 6/30/2020 6/30/2020 EMERGENCY LIGHTING Jim Benner NOT APPROVED Notes: CORRECTION/ #1 -EXTERIOR LANDINGS REQUIRE EM. LTG. (5) 7/22/2020 AM 7/23/2020 PUBLIC WORKS FINAL Eric Pritchard PARTIAL APPROVAL 44756 Notes: Performed site walk-through with Tom Pitman of Lydig Construction and generated the attached Public Works final punch list. OK to proceed. Printed: Thursday, 07 November, 2024 15 of 17 r4 SUPERION 8/10/2020 AM 8/14/2020 PUBLIC WORKS FINAL Eric Pritchard APPROVED 351102 Notes: Our punchlist items are complete. OK to final. 8/11/2020 8/11/2020 EMERGENCY LIGHTING Jim Benner APPROVED Notes: APPROVED/ #2 CORRECTIONS MADE O.K. -EM. LTG. APPROVED/ #2 CORRECTIONS MADE O.K. -EM. LTG. 8/12/2020 8/12/2020 PLANNING FINAL Lynn Miranda APPROVED Notes: See attached email & Landscape plan for remaining work to be done ASAP & when wetland plantings completed. 8/12/2020 8/12/2020 LANDSCAPING Lynn Miranda APPROVED Notes: See attached email & Landscape plan 'for remaining work to be done ASAP & when wetland plantings completed 8/12/2020 8/12/2020 GAS PIPING FINAL Lee Sipe APPROVED Notes: 8/12/2020 8/12/2020 GLAZING Lee Sipe APPROVED Notes: 8/12/2020 8/12/2020 SUSPENDED CEILING Lee Sipe APPROVED Notes: 8/12/2020 8/12/2020 SI-E.I.F.S Lee Sipe APPROVED Notes: 8/12/2020 8/12/2020 FOOTING Lee Sipe APPROVED Notes: 8/12/2020 8/12/2020 LATH —GYPSUM BOARD Lee Sipe APPROVED Notes: 8/12/2020 8/12/2020 WALL INSULATION Lee Sipe APPROVED Notes: Printed: Thursday, 07 November, 2024 16 of 17 rk SUPERION Permit insp1 City of !ction Report Tukwila 8/12/2020 Any 8/12/2(120 FRAMING Lee Sipe APPROVED eTRAKiT Inspection Request Notes: 4/10/2020 10:00 AM Tom Pitman Contact Name: Tom Pitman Site Address: 17951 SOUTHCENTER PKWY Phone: 2068541062 e-Mail: tpitman@lydig.com 8/12/2020 8/12/2020 SOILS Minnie Dhaliwal APPROVED Notes: Must be scheduled prior to planting - check structural soils, bioretention soils, other soils Soil inspection never called for. Did not do structural soils for trees where needed on site. 8/24/2020 AM 8/24/2020 BUILDING FINAL** Lee Sipe NOT APPROVED 8900 Notes: NOT READY 9/1/2020 AM 9/1/2020 BUILDING FINAL** Lee Sipe APPROVED 34204 Notes: Building final approved Printed: Thursday, 07 November, 2024 17 of 17 SUPERION OFF HOURS INSPECTION Reimbursement authorization/approval to conduct inspection activities durin7 off hours. Date: % —a,3 ?-o f -c Requested By: Z. / p-) a v+ L Contractor: y+ �oh.S frv& fah Insection Information Project Name: T u K(Atr e TA l 1GIvt Project Address/Location: 1-7 5 5 / Sou 4-4 t e Requested Date for Inspection: (. _3 0 ap....1-0 Requested Time: 4-1,'3 0 P Contact Name: Jo r 71rn Of ri Phone Number: � 0 6 � Ew5 t/ "`�0 6 ,Z Inspection Requested: 5n1 Yt eit ey Lr L A t q 5 Permit Number: bit " t" .2. 1 �,- P k'Y ** Contractor will be charged a minimum for three (3) hour inspection time for any off -hours inspection work at $105.00 per hour (minimum total of $315.00). This is to be paid at the time of request. ** The undersigned, as an authorized representative of the above firm, hereby agrees to reimburse the City for its overtime inspections on the above referenced project. A separate invoice will be issued for all inspection time in excess of three (3)•hours. Signature: Printed Name: Date: City Use Only: Approved: Disapproved: Paid: Receipt No: Date of Approval/Disapproval: Remarks: Authorized Reviewer: V:\permit Center\Applications-Handouts\Ternpiates\Forms\Off Hours Inspection 1-2017.docx Revised: June 14, 2019 RECEIVED CITY OF TUKWILA JUN 2 3 2020 PERMIT CENTER REINFORCING STEEL OBSERVATIONS REPORT Report Number: M8191132.0017 Service Date: 08/09/19 Report Date: 08/09/19 MAYES TESTING ENGINEERS 10029 S. Tacoma Way Ste E2 Tacoma, WA 98499-4686 253-573-9939 Client Project Shiels Obletz Johnsen, Inc City of Tukwila Fire Station 51 Attn: Justine Kim 17915 Southcenter Parkway (Fire Station 51) r5th Ave Tukwila, WA Ottle, WA 98104-3176 Project No.: M8191132 Permit po.: D18-03 1 Inspectors: Carl Tacker On site at 17915 Southcenter parkway in Tukwila WA. Weather: Partly Cloudy Performed reinspection of reinforcing steel for the slab on grade at between gridlines A to F/3.1 to 7. The following deviations were noted as incomplete on report M8191132.0016: 1. Smooth dowels were still in progress of being placed along gridline 3.1., these are now in place. Reinforcing steel inspected for size, grade, laps, and conformance with the project documents. NOTE: Clearances were verified, and will be verified again, and contractor to adjust if necessary at time of placement. To the best of our knowledge, the items inspected today are in conformance with approved plans and specifications. Services: Special Inspection./Materials Testing Mayes Testing Engineers Rep.: Cali Tacker Reported to: Contractor: Lydig Construction Inc Report Distribution: (1) Shiels Obletz Johnsen, Inc, Justine (1) Ancora Projects LLC, Julie Kim DeDonato (1) City of Tukwila, Building Official (1) Lydig Construction, Inc., Kiel Lunsford (1) Mayes Testing Engineers, Inc, (1) Weinstein AU LLC, Emma Dennis Sanbom Ncwvinski Reviewed By: ;E(.E(V'E0 CITY OF TUKWILA AUG 0 9 2019 PERMIT CENTER Dennis Sanbom Senior Project Field Manager The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. CT0001, 10-16-13, Rev.10 Page 1 of 'I REINFORCING STEEL OBSERVATIONS REPORT MAYES TESTING ENGINEERS .lremxm co,..u, Report Number: Service Date: Report Date: M8191132.0014 08/07/19 08/08/19 * Report Contai s Deviation(s) 10029 S. Tacoma Way Ste E2 Tacoma, WA 98499-4686 253-573-9939 Client Shiels Obletz Johnsen, Inc Attn: Justine Kim 5th Ave ttle, WA 98104-3176 Perm! Inspectors: Carl Tacker On site at 17915 Southcenter parkway in Tukwila WA. Project City of Tukwila Fire Station 51 17915 Southcenter Parkway (Fire Station 51) Tukwila, WA Project No.: M8191132 Weather: Cloudy Inspected reinforcing steel for the slab on grade at between gridlines A to F/3.1 to 7. The following deviations are noted and discussed with the Contractor: 1. Reinforcement lap splices are not according to the schedule. 2. Along gridline 5.5, there is a break in the reinforcement, every other bar should continue through the control joint. 3. The interior wall along gridline 3.1 has only 2 of required 3 #5 continuous bars 4. Hold downs are not in place. 5. Smooth dowels are not set along gridline 3.1. Reinforcing steel inspected for size, grade, laps, and conformance with the project documents. Except as noted, reinforcing steel is in conformance with the project documents. PRELIMINARY INSPECTION Services: Special Inspection/Materials Testing Mayes Testing Engineers Rep.: Carl Tacker Reported to: Contractor: Lydig Construction Inc Report Distribution: (1) Shiels Obletz Johnsen, Inc, Justine (1) Ancora Projects LLC, Julie Kim DeDonato (1) City of Tukwila, Building Official (1) Lydig Construction, Inc., Kiel I.unsford (1) Mayes Testing Engineers, Inc, (1) Weinstein AU LLC, Emma Dennis Sanborn Nowinsk6 RECEIVED CITY OF TUKWILA AUG 0 9 2019 PERMIT CENTER Reviewed By: Paul Davis Office Manager I The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. CT0001, 10-16-13, Rev.10 Page 1 of 1 City of Tukwila Allan Ekberg, Mayor INFORMATIONAL MEMORANDUM TO: Planning Department FROM: Rachel Bianchi, Communications and Government Relations Manager DATE: October 15, 2018 SUBJECT: Wetland Reconnaissance Report — Tukwila Fire Station 51 The City contracted with The Watershed Company to provide a Wetland Reconnaissance Report for the future Tukwila Fire Station 51 site. See the following pages for the complete report. In summary, the reconnaissance study has identified an area along the base of the cut slope that meets the three -parameter test for wetlands. Because this area is at the base of a very large and recent mass -excavation, the area appears to be an artificially created and therefore not regulated by the state or City of Tukwila. The Army Corps of Engineers may or may not retain jurisdiction. The reconnaissance study does not provide surveyed points to map the boundary of the artificial wetland area in relation to the proposed construction and therefore the team is unable to confirm if the Fire Station 51 project impacts the wetland. In preliminary review with the project architect, Weinstein A+U, if the project overlaps with the artificial wetland, it is believed it would be minor and we would likely able to change the back apron paving to avoid impacting the artificial wetland should the Corps wish to retain jurisdiction. The City is engaging The Watershed Company to provide a delineation study and survey to provide accurate mapping information. The Watershed Company will reach out to the Corps for a preliminary assessment of the artificial wetland. Given the impact is likely minor if any impact exists at all, this should not impact initial review of the building permit for Fire Station 51. rRECEIVED OCT 1 b 2018 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA OCT 1 5 2018 PERMIT CENTER b'8• a3a� J THE WATERSHED COMPANY October 12, 2018 City of Tukwila Rachel Bianchi. 6200 Southcenter Blvd Tukwila, WA 98188 Phone: (206) 454.7566 Via email: Rachel.bianchi@tukwilawa.gov SCIENCE & DESIGN Re: Tukwila Fire Station 51, Wetland Reconnaissance Report The Watershed Company Reference Number: 180848 Dear Rachel, As requested by the City of Tukwila, a wetland and stream reconnaissance study was conducted on October 10, 2018 on two parcels located at 17951 Southcenter Parkway, in the City of Tukwila (parcel numbers 352304-9008 and -9040) by ecologist Sam Payne. A reconnaissance field sketch is enclosed with this letter. In summary, an area along the base of the cut slope meets the three -parameter test for wetlands. Because the area is at the base of a very large and recent mass -excavation, the area appears to be artificially created and therefore not regulated at the state or local level. However, the Army Corps of Engineers may retain jurisdiction. Methods Public -domain information on the subject properties was reviewed for this reconnaissance study and include the following: • USDA Natural Resources Conservation Service, Web Soil Survey (WSS) application • U.S. Fish and Wildlife Service National Wetland Inventory (NWI) maps • Washington Department of Fish and Wildlife interactive mapping programs (PHS on the Web, SalmonScape) • Washington Department of Natural Resources, Forest Practices Application Mapping Tool (FPARS) • Washington Department of Natural Resources, Wetlands of High Conservation Value Map Viewer 750 Sixth Street South Kirkland, WA 98033 p 425.822.5242 f 425.827.8136 watershedco.com Wetland Reconnaissance Report City of Tukwila October 12, 2018 Page 2 • King County's GIS mapping website (iMap), including wetland/stream inventory and elevation contours • Tukwila city maps Wetlands The study area was evaluated for wetlands using methodology from the Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Region Version 2.0 (Regional Supplement) (US Army Corps of Engineers [Corps] May 2010). Areas meeting the criteria set forth in the Regional Supplement were determined to be wetland. Soil, vegetation, and hydrologic parameters were sampled at several locations along the wetland boundary to make the determination. Identified wetlands within the property were classified using the Washington State Wetland Rating System for Western Washington, Version 2 (Publication #04-06-025) (Rating System). According to the defined scope, all ratings were estimated. Streams The study area was evaluated for streams based on the presence or absence of an ordinary high water mark (OHWM) as defined by the Revised Code of Washington (RCW) 90.58.030 and the Washington Administrative Code (WAC) 220-660-030. The OHWM edge was located by examining the bed and bank physical characteristics and vegetation, using recent guidance from the Department of Ecology, Determining the Ordinary High Water Mark for Shoreline Management Act Compliance in Washington State (Publication no. 16-06-029). Findings The subject property is located within the Lower Green River - West sub -basin of the Duwamish-Green Water Resource Inventory Area (WRIA 9); Township 23N, Range 04E, Section 35. A mass -excavation project was carried out on this property sometime between 2013 and 2014 according to an aerial photo review (Figures 1 and 2) and King County iMap elevation contours, which appear to show the original slope topography (Figure 3). Current slope topography is shown in Figure 4. Additionally, the flat and sloped portion of the site lack mature vegetation and contain subsoils as opposed to a normal topsoil profile, indicating prior disturbance. Civil engineering grading plans and permits on file with the city and other agencies would likely also further document the extent of the project, but were not provided for review at the time of this evaluation. The excavation lowered and flattened the eastern approximately 2/3rds of the property, resulting in a steep, approximately 2:1 graded slope in the western 1/3rd. Wetland Reconnaissance Report City of Tukwila October 12, 2018 Page 3 The grading and earthwork has resulted in or revealed a very compact surface soil within the study area. Aquatards, composed of clay hardpan or other compact soil material, were observed in soil data pits throughout the site. This has resulted in small areas of shallow ponding and stunted wetland vegetation in numerous areas. These areas appear to be saturated or ponded for an insufficient time period to meet wetland criteria, although the timing of this study is too short to have verified this. These areas have poorly developed soils and, in our opinion, are best characterized as marginal areas that do not or do not yet meet the full, three -parameter criteria. Figure 1. Aerial photo dated May 2013 (Google Earth Figure 2. Aerial photo dated July 2014 (Google Earth). Wetland Reconnaissance Report City of Tukwila October 12, 2018 Page 4 Figure 3. King County Contours (King County iMap). Figure 4. Surveyed topography by PACE, dated December, 2017 One area was identified on the property that does meet the three -parameter wetland criteria is hereafter referred to as emerging wetland A (emA). There is strong evidence to suggest that emA was intentionally created from a non -wetland site. None of the wetland inventory mapping resources identify wetlands or streams in the vicinity of emA. It is located in an area where significant excavation has exposed a groundwater seep at the toe of slope. A clay hardpan is present throughout the lower areas of the hillslope below a very shallow topsoil layer, generally less than one inch. The clay hardpan is exposed on some locations. Soil saturation and a very shallow water table Wetland Reconnaissance Report City of Tukwila October 12, 2018 Page 5 was observed in soil points along the hillslope. Although water may move slowly through the clay layer, it appears that precipitation and runoff provide the majority of the water in emA. Figure 5. EmA, featuring wetland obligate plants such as cattail (center). Vegetation in emA includes a diversity of small and stunted hydrophytic plants, likely slow -growing due to surface subsoil conditions. Wetland obligate species are abundant, including narrow -leaf cattail, small -fruited bulrush, and common spike rush. The shallow depression at the base of the slope was ponded with approximately one inch of water during the site visit, and extended from the toe of slope to another shallow depression near the adjacent stormwater pond. Soils within the wetland met hydric soil criteria. The wetland does not appear to have a surface water connection to any other waterbodies, although it is separated from an adjacent stormwater pond by a small berm. One ditch was noted directly upslope of emA, but an outlet could not be found during the site visit. Wetland A is estimated as a Category II wetland with a habitat score of 5 (2014 wetland rating system). Per the defined scope, this rating is approximate and can be finalized upon a formal delineation report. No streams were identified within or encumbering the study area. The property lacked any watermarks, stained leaves, algae, bed, bank, or hydraulically sorted sediments. Wetland Reconnaissance Report City of Tukwila October 12, 2018 Page 6 Figure 6. EmA approximate area in red. Photo taken from top of retaining wall. According to the Tukwila Municipal Code (TMC) 18.06.922, "wetlands do not include those artificial wetlands intentionally created from nonwetland sites." Therefore, Wetland A does not meet the Tukwila wetland definition and would not be regulated as such. The Washington Department of Ecology and other state agencies also use this definition. WAC 173-22-030 states that "wetlands do not include those artificial wetlands intentionally created from nonwetland sites." Due to the nature and complexity of wetland regulation at the local and state level, we recommend this conclusion be reviewed and verified with Tukwila and Ecology to confirm the status of these areas, property -wide. The Corps, however, more broadly regulates wetlands and has no official policy on "artificial" wetlands. In the instance of newly emerging wetlands, the Corps may deny jurisdiction or may retain jurisdiction but decline to require the full set of mitigation and other elements normally enforced on historic wetlands. Depending on the findings of Corps review, full jurisdiction and permitting requirements may also result in this instance. Therefore, we recommend a Jurisdictional Determination (JD) be requested if direct impacts are proposed or if there is another federal nexus, such as the use of federal Wetland Reconnaissance Report City of Tukwila October 12, 2018 Page 7 funds. To apply, a JD packet, consisting of a Joint Aquatic Resource Permit Application should be submitted that includes sufficient background documentation of historic site conditions and evidence to show how construction has resulted in the wetland conditions. Please note: The information contained in this email is based on the application of technical guidelines currently accepted as the best available science and in conjunction with the manuals and criteria outlined in the methods section. All discussions, conclusions and recommendations reflect the best professional judgment of the author(s), are based upon information available to us at the time the study was conducted. All work was completed in good faith, within the constraints of budget, scope, and timing. The findings of this report are subject to verification and agreement by the appropriate local, State and Federal regulatory authorities. No warranty, expressed or implied, is made. Should you have any questions or concerns regarding our findings, please feel free to contact me. Sincerely, Sam Payne Ecologist Hugh Mortensen, PWS Senior Ecologist / President Enclosures f-I-IE WATERSHED COMPAN1 Reconnaissance Sketch — Tukwila Fire Station 51 750 Sixth Street South Kirkland WA 98033 425.822.5242 425.827.8136 Site Address: Parcel Number: Site Visit Date: 17951 Southcenter Parkway, Tukwila Prepared for: City of Tukwila 3523049008 and 3523049040 TWC Ref. No.: 180848 October 10, 2018 LEGEND Emerging Wetland Ditch 0 Subject Parcels 0 Data Point (DP) Note: Field sketch only. Features depicted are approximate and not to scale. Data points are marked with yellow- and black -striped flags. Page 1 of 1 WATERSHED WETLAND DETERMINATION DATA FORM — Western Mountains, Valleys, and Coast Region DP-1 COMM \ ' Project/Site: Tukwila Fire Station 51 Applicant/Owner: City of Tukwila City/County: Tukwila / King Sampling date: 10/10/2018 State: WA Sampling Point: 1 Investigator(s): Sam Payne Section, Township, Range: S35, T23N, RO4E Landform (hillslope, terrace, etc): Terrace Subregion (LRR): A Lat: - Soil Map Unit Name: Alderwood and Kitsap soils, very steep Local relief (concave, convex, none): Concave Slope (%): 0 Long: - Datum: NWI classification: None Are climatic / hydrologic conditions on the site typical for this time of year? ❑ Yes ® No (If no, explain in remarks.) Are Vegetation N, Soil ®, or Hydrology M significantly disturbed? Are "Normal Circumstances" present on the site? ® Yes ❑ No Are Vegetation ❑, Soil ❑, or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes ® No ❑ Hydric Soils Present? Yes M No ❑ Wetland Hydrology Present? Yes El No ❑ Is the Sampled Area within a Wetland? Yes ® No ❑ Remarks: Drier than normal per WETS (Seattle -Tacoma International Airport Station). VEGETATION — Use scientific names of plants. Tree Stratum (Plot size: 5-m diameter) Absolute % Cover Dominant Indicator Species? Status Dominance Test worksheet: Number of Dominant Species that are OBL, FACW, or FAC: 5 (A) 1. 2. Total Number of Dominant Species Across all Strata: 5 (B) 3. 4. Percent of Dominant Species 100 that are OBL, FACW, or FAC: (A/B) Sapling/Shrub Stratum (Plot size: 3••m diameter) 0 = Total Cover Y FAC 25 Prevalence Index worksheet: Total % Cover of: Multiply by: 1. Populus balsamifera 2. Salix lucida 10 Y FACW OBL species x 1 = 3. FACW species x 2 = 4. FAC species x 3 = 5. FACU species x 4 = Herb Stratum (Plot size: 1-m diameter) 35 = Total Cover OBL UPL species x 5 = 25 Y Column Totals: (A) (B) 1. Eleocharis palustris Prevalence Index = B/A = 2. Trifolium repens 20 Y FAC 3. Scirpus microcarpus 15 Y OBL Hydrophytic Vegetation Indicators: ❑ 1 — Rapid Test for Hydrophytic Vegetation M 2 — Dominance Test is > 50% ❑ 3 — Prevalence Index is s 3.0' ❑ 4 — Morphological Adaptations' (Provide supporting data in Remarks or on a separate sheet) ❑ 5 — Wetland Non -Vascular Plants' ❑ Problematic Hydrophytic Vegetation' (Explain) 'Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 4. Poaceae sp. 10 N FAC* 5. 6. 7. 8. 9. 10. 11. Woody Vine Stratum (Plot size: 3-m diameter) 70 = Total Cover Hydrophytic Vegetation Yes 0 No • Present? 1. 2. % Bare Ground in Herb Stratum: 10 = Total Cover Remarks: *Presumed indicator status for unknown species. US Army Corps of Engineers Western Mountains, Valleys, and Coast — Version 2.0 SOIL Sampling Point: DP-1 Profile Description: (Describe to the depth needed to document the indicator Depth Matrix Redox Features or confirm the absence of indicators.) Loc2 Texture Remarks (inches) Color (moist) % Color (moist) % Type' 0-1 N 3/1 75 10YR 4/6 25 C M Loamy sand 1-5 10Y 2.5/1 100 Loamy sand 'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Loc: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils': ❑ Histosol (A1) ❑ Sandy Redox (S5) ❑ 2cm Muck (A10) ❑ Histic Epipedon (A2) ❑ Stripped Matrix (S6) ❑ Red Parent Material (TF2) ❑ Black Histic (A3) ❑ Loamy Mucky Mineral (F1) (except MLRA 1) ❑ Very Shallow Dark Surface (TF12) ❑ Hydrogen Sulfide (A4) 0 Loamy Gleyed Matrix (F2) ® Other (Explain in Remarks) 0 Depleted Below Dark Surface (A11) 0 Depleted Matrix (F3) 0 Thick Dark Surface (Al2) 0 Redox Dark Surface (F6) ' Indicators of hydrophytic vegetation and 0 Sandy Mucky Mineral (S1) 0 Depleted Dark Surface (F7) wetland hydrology must be present, unless 0 Sandy Gleyed Matrix (S4) ❑ Redox Depressions (F8) disturbed or problematic. Restrictive Layer (if present): Compact soil layer HydrType: soil Yes ►�� No • present? Depth (inches): 1 inch Remarks: Soils are newly disturbed and exposed by excavation and have not developed hydric soil indicators. The amount of water present within the soils during a dryer than normal period suggests that an aquic moisture regime is present, meeting hydric soil criteria. HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required: check all that apply) Secondary Indicators (2 or more required) ® Surface water (Al) Water Stainod L (oxcopt M RA a 4A Water Leaves 1, eavoc ❑ ® High Water Table & 1B) (BP) -Stained (B9) (MLRA ❑ 2, 4A & 4B) 0 Drainage Patterns (B10) ❑ Dry -Season Water Table (C2) 0 Saturation Visible on Aerial Imagery (C9) (A2) ® Saturation (A3) 0 Salt Crust (B11) 0 Water Marks (B1) 0 Aquatic Invertebrates (B13) 0 Sediment Deposits (B2) 0 Hydrogen Sulfide Odor (C1) 0 Drift Deposits (B3) 0 Oxidized Rhizospheres along ❑ Algal Mat or Crust (B4) 0 Presence of Reduced Iron (C4) ❑ Iron Deposits (B5) 0 Recent Iron Reduction in Tilled ❑ Surface Soil Cracks (B6) ® Stunted or Stressed Plants (D1) 0 Inundation Visible on Aerial Imagery (B7) 0 Other (explain in remarks) ® Sparsely Vegetated Concave Surface (B8) Living Roots (C3) _i Geomorphic Position (D2) ® Shallow Aquitard (D3) Soils (C6) ® FAC-Neutral Test (D5) (LRR A) 0 Raised Ant Mounds (D6) (LRR A) ❑ Frost -Heave Hummocks Field Observations: Surface Water Present? Yes 0 No ® Depth (in): Water Table Present? Yes Ig No 0 Depth(in): 0" Present? Wetland Hydrology Yes 0No ■ Saturation Present? Yes 0 No 0 Depth (in): 0" (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Saturation and water table appears to be perched on very hard and compact soils. Adjacent surface water present. US Army Corps of Engineers Western Mountains, Valleys, and Coast — Version 2.0 n., HI. WAT E RS H D WETLAND DETERMINATION DATA FORM — Western Mountains, Valleys, and Coast Region DP-2 COMPANY Project/Site: Tukwila Fire Station 51 Applicant/Owner: City of Tukwila City/County: Tukwila / King Sampling date: 10/10/2018 State: WA Sampling Point: 2 Investigator(s): Sam Payne Section, Township, Range: S35, T23N, RO4E Landform (hillslope, terrace, etc): Hillslope Local relief (concave, convex, none): None Slope (%): 80 Subregion (LRR): A Lat: Long: - Datum: Soil Map Unit Name: Alderwood and Kitsap soils, very steep NWI classification: None Are climatic / hydrologic conditions on the site typical for this time of year? ❑ Yes ® No (If no, explain in remarks.) Are Vegetation ®, Soil ®, or Hydrology ® significantly disturbed? Are "Normal Circumstances" present on the site? ® Yes ❑ No Are Vegetation ❑, Soil D, or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes N No ❑ Hydric Soils Present? Yes ® No ❑ Wetland Hydrology Present? Yes N No ❑ Is the Sampled Area within a Wetland? Yes ® No ❑ Remarks: Drier than normal per WETS (Seattle -Tacoma International Airport Station). VEGETATION — Use scientific names of plants. Tree Stratum (Plot size: 5-m diameter) 1. 2. 3. 4. Absolute Dominant Indicator % Cover Species? Status Sapling/Shrub Stratum (Plot size: 3-m diameter) 1. 2. 3. 4. 5. 0 = Total Cover Dominance Test worksheet: Number of Dominant Species that are OBL, FACW, or FAC: Total Number of Dominant Species Across all Strata: Percent of Dominant Species that are OBL, FACW, or FAC: 100 (A) (B) (A/B) Herb Stratum (Plot size: 1-m diameter) 1. Poa sp. 0 = Total Cover 90 Y FAC* 2. Typha angustifolia 5 N OBL Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species x 3 = FACU species x 4 = UPL species x 5 = Column Totals: (A) (B) Prevalence Index = B/A = 3. Trifolium repens 4. 5. 6. 7. 8. 9. 10. 11. 5 N FAC Woody Vine Stratum (Plot size: 3-m diameter) 1. 2. 100 = Total Cover Hydrophytic Vegetation Indicators: ❑ 1 - Rapid Test for Hydrophytic Vegetation ❑ 2 - Dominance Test is > 50% ❑ 3 - Prevalence Index is <- 3.01 ❑ 4 - Morphological Adaptations' (Provide supporting data in Remarks or on a separate sheet) ❑ 5 - Wetland Non -Vascular Plants' ❑ Problematic Hydrophytic Vegetation' (Explain) 'Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 0 = Total Cover % Bare Ground in Herb Stratum: 0 Hydrophytic Vegetation Present? Yes ® No ❑ Remarks: *Presumed indicator status for unidentified species. US Army Corps of Engineers Western Mountains, Valleys, and Coast - Version 2.0 SOIL Sampling Point: DP-2 Profile Description: (Describe to the depth needed to document the indicator Depth Matrix Redox Features or confirm the absence of indicators.) Loc2 Texture Remarks (inches) Color (moist) % Color (moist) % Type' 0-1 10YR 2/2 100 Clay loam 1+ 10G 4/1 100 Clay 'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Loc: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: ❑ Histosol (A1) ❑ Sandy Redox (S5) ❑ 2cm Muck (A10) ❑ Histic Epipedon (A2) ❑ Stripped Matrix (S6) ❑ Red Parent Material (TF2) ❑ Black Histic (A3) ❑ Loamy Mucky Mineral (F1) (except MLRA 1) ❑ Very Shallow Dark Surface (TF12) ❑ Hydrogen Sulfide (A4) ® Loamy Gleyed Matrix (F2) ❑ Other (Explain in Remarks) ❑ Depleted Below Dark Surface (A11) ❑ Depleted Matrix (F3) ❑ Thick Dark Surface (Al2) ❑ Redox Dark Surface (F6) 3Indicators of hydrophytic vegetation and 0 Sandy Mucky Mineral (S1) ❑ Depleted Dark Surface (F7) wetland hydrology must be present, unless ❑ Sandy Gleyed Matrix (S4) ❑ Redox Depressions (F8) disturbed or problematic. Restrictive Layer (if present): Type: Hydric soil �� present? Yes No • Depth (inches): Remarks: Clay hardpan at one inch below ground surface could not be penetrated with a shovel. HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required: check all that apply) Secondary Indicators (2 or more required) ❑ Surface water (Al) Water Stained L eavor (oxcopt M oA 1 2, 4A Water Leaves 1, ❑ El High Water Table &-4B) -Stained (B9) (MLRA ❑ 2, 4A & 4B) ❑ Drainage Patterns (B10) 0 Dry -Season Water Table (C2) 0 Saturation Visible on Aerial Imagery (C9) Living Roots (C3) 0 Geomorphic Position (D2) 0 Shallow Aquitard (D3) Soils (C6) 0 FAC-Neutral Test (D5) (LRR A) 0 Raised Ant Mounds (D6) (LRR A) 0 Frost -Heave Hummocks (A2) (B9) ® Saturation (A3) 0 Salt Crust (B11) 0 Water Marks (B1) ❑ Aquatic Invertebrates (B13) ❑ Sediment Deposits (B2) 0 Hydrogen Sulfide Odor (C1) 0 Drift Deposits (B3) 0 Oxidized Rhizospheres along 0 Algal Mat or Crust (B4) 0 Presence of Reduced Iron (C4) 0 Iron Deposits (B5) 0 Recent Iron Reduction in Tilled ❑ Surface Soil Cracks (B6) 0 Stunted or Stressed Plants (D1) ❑ Inundation Visible on Aerial Imagery (B7) 0 Other (explain in remarks) 0 Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes 0 No Depth (in): Water Table Present? Yes El No El Depth (in): 0" Wetland Hydrology Yes 0 No ■ Present? Saturation Present? Yes El No ❑ Depth (in): 0" (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Soils saturated to surface. US Army Corps of Engineers Western Mountains, Valleys, and Coast — Version 2.0 t HE - WATERSHED WETLAND DETERMINIATION DATA FORM — Western Mountains, Valleys, and Coast Region DP-3 COM PAN Project/Site: Tukwila Fire Station 51 Applicant/Owner: City of Tukwila City/County: Tukwila / King Sampling date: 10/10/2018 State: WA Sampling Point: xx Investigator(s): Sam Payne Section, Township, Range: S35, T23N, R04E Landform (hillslope, terrace, etc): _ Hillslope Local relief (concave, convex, none): None Slope (%): 80 Subregion (LRR): A Lat: _ Long: - Datum: Soil Map Unit Name: Alderwood and Kitsap soils, very steep NWI classification: None Are climatic / hydrologic conditions on the site typical for this time of year? ❑ Yes M No (If no, explain in remarks.) Are Vegetation ®, Soil ®, or Hydrology M significantly disturbed? Are "Normal Circumstances" present on the site? M Yes ❑ No Are Vegetation ❑, Soil ❑, or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes El No ❑ Hydric Soils Present? Yes ❑ No Wetland Hydrology Present? Yes ❑ No Is the Sampled Area within a Wetland? Yes ❑ No Ig Remarks: Drier than normal per WETS (Seattle -Tacoma International Airport Station). VEGETATION — Use scientific names of plants. Tree Stratum (Plot size: 5-m diameter) 1. 2. 3. 4. Absolute Dominant Indicator % Cover Species? Status Saolino/Shrub Stratum (Plot size: 3-m diameter) 1. Populus balsamifera 2. 3. 4. 5. 0 = Total Cover FAC Dominance Test worksheet: Number of Dominant Species 3 that are OBL, FACW, or FAC: (A) Total Number of Dominant Species Across all Strata: (B) Percent of Dominant Species that are OBL, FACW, or FAC: 3 100 (A/B) 5 = Total Cover Herb Stratum (Plot size: 1-m diameter) 1. Poa sp. 40 Y FAC' 2. Trifolium repens 35 Y FAC 3. 4. 5. 6. 7. 8. 9. 10. 11. Woody Vine Stratum (Plot size: 3-m diameter) 1. 2. 75 = Total Cover Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species x 3 = FACU species x 4 = UPL species x 5 = Column Totals: (A) (B) Prevalence Index = B/A = Hydrophytic Vegetation Indicators: ❑ 1 - Rapid Test for Hydrophytic Vegetation ❑ 2 - Dominance Test is > 50% ❑ 3 - Prevalence Index is <- 3.0' ❑ 4 - Morphological Adaptations' (Provide supporting data in Remarks or on a separate sheet) ❑ 5 - Wetland Non -Vascular Plants' ❑ Problematic Hydrophytic Vegetation' (Explain) 'Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 0 = Total Cover % Bare Ground in Herb Stratum: 15 Remarks: Hydrophytic Vegetation Present? Yes ® No ❑ US Army Corps of Engineers Western Mountains, Valleys, and Coast - Version 2.0 SOIL Sampling Point: DP-3 Profile Description: (Describe to the depth needed to document the indicator Depth Matrix Redox Features or confirm the absence of indicators.) Loc2 Texture Remarks (inches) Color (moist) % Color (moist) % Type' 0-4 2.5Y 100 Loamy sand 'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Loc: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: ❑ Histosol (Al) ❑ Sandy Redox (S5) ❑ 2cm Muck (A10) D Histic Epipedon (A2) ❑ Stripped Matrix (S6) ❑ Red Parent Material (TF2) ❑ Black Histic (A3) ❑ Loamy Mucky Mineral (F1) (except MLRA 1) ❑ Very Shallow Dark Surface (TF12) ❑ Hydrogen Sulfide (A4) ❑ Loamy Gleyed Matrix (F2) ❑ Other (Explain in Remarks) ❑ Depleted Below Dark Surface (A11) ❑ Depleted Matrix (F3) ❑ Thick Dark Surface (Al2) 0 Redox Dark Surface (F6) 3lndicators of hydrophytic vegetation and 0 Sandy Mucky Mineral (S1) ❑ Depleted Dark Surface (F7) wetland hydrology must be present, unless 0 Sandy Gleyed Matrix (S4) 0 Redox Depressions (F8) disturbed or problematic. Restrictive Layer (if present): Type: Compact soils at 3" Hydric soil Yes • No present? 0 Depth (inches): Remarks: Very compact at 3", could not penetrate deeper. HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required: check all that apply) Secondary Indicators (2 or more required) ❑ Surface water (Al) Water Stained L eavoc (^),cop. ML R 1, 2, •A Water Leaves 1, ❑ ❑ High Water Table &-4B) -Stained (B9) (MLRA ❑ 2, 4A & 4B) ❑ Drainage Patterns (B10) 0 Dry -Season Water Table (C2) 0 Saturation Visible on Aerial Imagery (C9) Living Roots (C3) 0 Geomorphic Position (D2) 0 Shallow Aquitard (D3) Soils (C6) 0 FAC-Neutral Test (D5) (LRR A) ❑ Raised Ant Mounds (D6) (LRR A) ❑ Frost -Heave Hummocks (A2) (B9) ❑ Saturation (A3) 0 Salt Crust (B11) 0 Water Marks (B1) 0 Aquatic Invertebrates (B13) ❑ Sediment Deposits (B2) 0 Hydrogen Sulfide Odor (C1) ❑ Drift Deposits (B3) 0 Oxidized Rhizospheres along 0 Algal Mat or Crust (B4) 0 Presence of Reduced Iron (C4) ❑ Iron Deposits (B5) 0 Recent Iron Reduction in Tilled 0 Surface Soil Cracks (B6) 0 Stunted or Stressed Plants (D1) ❑ Inundation Visible on Aerial Imagery (B7) 0 Other (explain in remarks) 0 Sparsely Vegetated Concave Surface (B8) Field Observations: Wetland Hydrology Yes ■ No 0Water Present? Surface Water Present? Yes 0 No @ Depth (in): Table Present? Yes 0 No ® Depth (in): Saturation Present? Yes 0 No ® Depth (in): (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: US Army Corps of Engineers Western Mountains, Valleys, and Coast — Version 2.0 i HE WATERSHED WETLAND DETERMINATION DATA FORM — Western Mountains, Valleys, and Coast Region DP-4 Project/Site: Tukwila Fire Station 51 Applicant/Owner: City of Tukwila City/County: Tukwila / King Sampling date: 10/10/2018 State: WA Sampling Point: 4 Investigator(s): Sam Payne Section, Township, Range: S35, T23N, RO4E Landform (hilislope, terrace, etc): Terrace Subregion (LRR): A Lat: Soil Map Unit Name: Alderwood and Kitsap soils, very steep Local relief (concave, convex, none): None Slope (%): 0 Long: - Datum: NWI classification: None Are climatic / hydrologic conditions on the site typical for this time of year? ❑ Yes E No (If no, explain in remarks.) Are Vegetation E, Soil E, or Hydrology E significantly disturbed? Are "Normal Circumstances" present on the site? E Yes ❑ No Are Vegetation ❑, Soil ❑, or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes E No ❑ Hydric Soils Present? Yes ❑ No E Wetland Hydrology Present? Yes E No ❑ Is the Sampled Area within a Wetland? Yes ❑ No Remarks: Drier than normal per WETS (Seattle -Tacoma International Airport Station). VEGETATION — Use scientific names of plants. Tree Stratum (Plot size: 5-m diameter) 1. 2. 3. 4. Absolute Dominant Indicator % Cover Species? Status Sapling/Shrub Stratum (Plot size: 3-m diameter) 1. 2. 3. 4. 5. = Total Cover Dominance Test worksheet: Number of Dominant Species 1 that are OBL, FACW, or FAC: (A) Total Number of Dominant Species Across all Strata: (B) Percent of Dominant Species that are OBL, FACW, or FAC: 1 100 (A/B) 0 = Total Cover Herb Stratum (Plot size: 1-m diameter) 1. Poaceae sp. 10 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. FAC Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species x 3 = FACU species x 4 = UPL species x 5 = Column Totals: (A) (B) Prevalence Index = B/A = Woody Vine Stratum (Plot size: 3-m diameter) 1. 2. 10 = Total Cover Hydrophytic Vegetation Indicators: ❑ 1 - Rapid Test for Hydrophytic Vegetation E 2 - Dominance Test is > 50% ❑ 3 - Prevalence Index is <- 3.01 ❑ 4 - Morphological Adaptations' (Provide supporting data in Remarks or on a separate sheet) ❑ 5 - Wetland Non -Vascular Plants' ❑ Problematic Hydrophytic Vegetation' (Explain) 'Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. % Bare Ground in Herb Stratum: 90 = Total Cover Hydrophytic Vegetation Present? Yes ® No ❑ Remarks: `Presumed indicator status US Army Corps of Engineers Western Mountains, Valleys, and Coast - Version 2.0 Sampling Point: DP-4 Profile Description: (Describe to the depth needed to document the indicator Depth Matrix Redox Features or confirm the absence of indicators.) Loc2 Texture Remarks (inches) Color (moist) % Color (moist) % Type' 0-4 5Y 4/1 98 10YR 4/6 2 C M Clay loam 4+ 5Y 4/1 95 5YR % 5 C M Clay 'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Loc: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: ❑ Histosol (Al) 0 Sandy Redox (S5) 0 2cm Muck (A10) 0 Histic Epipedon (A2) 0 Stripped Matrix (S6) 0 Red Parent Material (TF2) 0 Black Histic (A3) 0 Loamy Mucky Mineral (F1) (except MLRA 1) 0 Very Shallow Dark Surface (TF12) 0 Hydrogen Sulfide (A4) 0 Loamy Gleyed Matrix (F2) 0 Other (Explain in Remarks) 0 Depleted Below Dark Surface (A11) 0 Depleted Matrix (F3) 0 Thick Dark Surface (Al2) 0 Redox Dark Surface (F6) 3Indicators of hydrophytic vegetation and 0 Sandy Mucky Mineral (S1) 0 Depleted Dark Surface (F7) wetland hydrology must be present, unless ❑ Sandy Gleyed Matrix (S4) 0 Redox Depressions (F8) disturbed or problematic. Restrictive Layer (if present): Clay hardpan HydrType: soil Yes • No ►�� present? Depth (inches): 4" Remarks: Soil pit located in compact surfaces, and depleted soil matrix colors appear to have been exposed during earthwork. HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required: check all that apply) Secondary Indicators (2 or more required) ❑ Surface water (A1) (oxcopt M R" + 2, •A Water Leaves 1, -Stained (B9) (MLRA ❑ ❑ 0 High Water Table (A2) &-4B) (B9) 2, 4A & 4B) ® Saturation (A3) 0 Salt Crust (B11) 0 Drainage Patterns (B10) ❑ Water Marks (B1) 0 Aquatic Invertebrates (B13) 0 Dry -Season Water Table (C2) ❑ Sediment Deposits (B2) ❑ Hydrogen Sulfide Odor (C1) 0 Saturation Visible on Aerial Imagery (C9) ❑ Drift Deposits (B3) ❑ Oxidized Rhizospheres along Living Roots (C3) 0 Geomorphic Position (D2) 0 Algal Mat or Crust (B4) 0 Presence of Reduced Iron (C4) IS] Shallow Aquitard (D3) ❑ Iron Deposits (B5) 0 Recent Iron Reduction in Tilled Soils (C6) ❑ FAC-Neutral Test (D5) ❑ Surface Soil Cracks (B6) 0 Stunted or Stressed Plants (D1) (LRR A) 0 Raised Ant Mounds (D6) (LRR A) ❑ Inundation Visible on Aerial Imagery (B7) 0 Other (explain in remarks) 0 Frost -Heave Hummocks IS] Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes 0 No ® Depth (in): Water Table Present? Yes 0 No El Depth (in): Wetland Hydrology Yes 0 No ■ Present? Saturation Present? Yes E31 No 0 Depth (in): 0" (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Very shallow ponding unlikely to occur for a period of time required to meet wetland conditions. US Army Corps of Engineers Western Mountains, Valleys, and Coast — Version 2.0 'E$ NF P APE,'Y RED f EGAD V ON( 13E11. r, tP ?, ATE (.OI' -,EDIMIEN N PARCEL • 45 MEN6113I \ #485 802 I ' Ijilll 1 1`51\\11I ° I Il\11 I JF..TEN1,0N-/ �' I POND (01" I ; 11 1, I' / ►I\11I1 I I ; \1\ 1 1(i I i�l\ l h 1 I 1 \t\ I 1 I,) 111 . (II I II /I I 1 I f I / I 'i �l 1 I ,; j I 10111I 88MI• RIM ••-33.971 :IJJ I I E. 16" CPEP (N0),: 1 D. 2( V I .', 1 SO.MH 1111.3 L9f1 I \ IEj 3f3" (:PE IF (E':.•I8.1 1\ \ \ �i _ % PER. Si GALE P00P1.0IE'. ($ I \ I \�\\\,a' �y I Ui /FvIA SOUTH PIxOJE.C' \ \ �!� 1 N,Ern, ROM) `(SOU'irlrp 1 I \\\\N\ \ \\.\I E 38" CPEP.,1915 .__1•. L.\\ \ 1 1 APPROXIMATE E.NO FiER (:OLDSMII"I NORTH FIND I\• _.._ \ \_�. 1 .. OUM011 NOVA-. NO STUN MARKEROR '\ \ \ \ PIPE FOOND \ `v Y S. 187 PVC (W).2G1 y N. . \ • , \33\ yam\\\,' ''':J�,\�1� ` =k/\ g 001EI. DIS1) 0" -3E, RIM::.2 'E H" 22EP (S)''.2:1 CELL 2 I11 � = (FOND Bar.( 1 0 I 1100 YEAR. -"I t {fl I WS EL 2415 1 if I I 1 i I I i( I FY 26 CONC Av 1 �aI cunt e, Cu/TAR;. 19+0 per_...___.._..,{..._.._.._..._ N.164,181.70 n/ / V / :1,287,269.26 11. IMI'I I�I.0-" 32.20 t N ( ) • f 4 CONC A- 23.A CONC (S)X/31 S ASSUMED D 104j3E: UGGES MI RIM 31.32 If: I. CHAN d \C (N1 2 S"M I 1MM., 32 44 CI P IAN 20"CONC / i rs h)�-e been rep'ie b�T the Pi / naytrent for conformancepith with current 1 sn- „c- o ergo s and, do/ not authori v_iolaiions of bi S .a tis1=.<dtt::lyt�rtii fi s :... ..:' ` !\ regain d resubnirt1ta1 of rc d 'd' segi.ent aproval cceptanee'is subject to field inspection 2y �lic Woriik utilities inspector. .:;:0• UTI, TY ASEMEW' EC H5i 36121 .._.,,._._.._ 18 LF 6" SSS 0 14.0% BUILDING FF 35.0 20' 011111Y EASEMENT �P 0E:1 #201301316000018 I RSkY OARS IEh �• • CONNECT SIDE SEWER PER MECH IE 29.0 8' 88C0 RIM 34.94 • IE 29.0 (6" SSS) slRAFE P 2ON3I; �' • Ifl 1111 N5,164.28 . -23 E:1 87-28.,36 \ I \II�� IIIJ IN1µ� ��I I}f rA 1. L'�I 18SIv+ 09SM ;SPN to en' N 164,308.59 ........ E.3,287,291.28 /-\/ - w GAS (SEE MECH) 88/3 WASH, TYPE 2=418' RIM 33.54 IE 25.82 6" W IN 25:72 6" E OUT SI)Mhl 1MM•31. 350 IE 18" 0.0NC (N)„22.1 I11 12" CONC lsl•:. y 1 '' 'Q EC ` U'DEC )EC 1.,31.6E CONC. 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E:1 28 252.49 / 'h ! /!/ ///i /// // ' /2, t \ / aA\\\` dill(/l///// \ FUTURE STRUCTURE 1 / J \\IE 31.3 'ill! / /J 1 I / 11 wv �N. 1 VIIIIIIIIIII 1 lIh III 1 \ I 11111111 `. ill! 111 \ 11111111 \ �1 1111 111 lIIl111f1k WI 11v)~ 1111111 1111 111 Ihif'l1� IIII �I� 20 LF 6" SSS 0 2.0% 41 LF 6" 55507.2% 9917, 6" 99C0 ( " RIM 34.28 £.1 IE 27.94 (6" SSS) 9902, 8' 88C0 (1 RIM 33.80 IE 28.33 (6" S55) 89116. e' 89CO RIM 33.70 cvi IE 27.20 (6" SSS) 5 LF 6" SS 0 4.0% OIL/WATER SEPARATOR WITH OIL SHUT ("jyr OFF VALVE (SEE MECH, M901) aj ,j IE 27.0 4 LF 6" S5 0 20.0% SS STUB FOR FUTURE PAD IE 26.62 26 LF 6" SSS 0 2.0% DECK SSM 101,4:>30.71 IE la" CONC SE 22.2 INFECTION BEFORE C493913121 NM ?RENNIE OAS MAN WORK SHALL EE AT wIktitItINED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION 111 ND MAR CAP 11 Is RECEI TUKWI PUBLIC W 4 5/8/19 Permit Revision 3 4/4/19 Permit Revision 1B 12/11/18 Design Revisions Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 SVVP CRL MJS Seattle, WA 98101 engineering pllc 02018 LPO Engineering plc • These documents have been prepared specifically lc, the above named project. They are nol suitable for use on other projects or in other locations without the approval°. panicIpalicn of the Engineer. JURISDICTIONAL APPROVAL STAMP ED 2019 RKS N A+ U ARCHITECTS + URBAN DESIGNERS Scale l'-20' 230 231 5500 tti • RECEiVED CITY OF TUKWILA PF_FIMIT CENTER PROPERTY UNE ID( CONTOUR (INDDO EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT UGHT DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY ASPHALT (AC) PAVEMENT HEAVY DM CONCRETE PERVIOUS CONCRETE GRAVEL SURFACING CURB AND GU DRAINAGE SWALE BIORETENTION CELL QUARRY SPALL DISCHARGE PAD AREA/OVERFLOW DRAIN TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE FOOTING/SUBSURFACE DRAIN FOOTING DRAIN CLFANOUT DOWNSPOUTS SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION BOLLARD ARE HYDRANT vWATER FITTINGS WATER SERVICE UNES WATER MEIER WATER SERVICE UNES FIRE SERVICE UNE ARE SERVICE VAULT FIRE SERVICE CONNECQON CITY OF 1RJKIMLA UTILITY NOTES ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4-FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2 POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3 ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. Call 3 Working Days Before You DIG! 8 It 1 t 36 34 32 30 STA. 50+12.00.:0.09 R6t- _ IE 2•.00 (6" S) IN IE 2'.88 (6': NJ DUI 9912, ---STA 7.-O.Odr : RIM 33;80 + IE 28:33 S) IN 48 .6w SS IE :28,33 4.OUT... .14.07. 22 8813; 'TYPE 2-48' 2 a 50+00 STA •50+63. RIIJ :33.54: IE'28:82: (6 W)'IN wLL WATER 26.96 FINISHED GRADE- 8 • STORM . Lx . IE 27 417 ..E.27.7 .67 LF 6. SS O 3.45 INSTALL 6. 0 SEWER INSIDE :EA ND 8: lF 12",011JB:0 2% FILL WITH 01{OUT INSTALL 14:25 8 LF A 51+39.62; I9:30.74::: E 16.85 (6' W SIDE EX. 12". 51l 60 H:1"=2D';V:1"=2' SEWER PROFILE 34 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 8 2019 City of Tukwila BUILDING DIVISION APPROVED NOT USED 3 RECEIVED CITY OF T ISKWILA MAY Z12019 PERMIT CENTER 5 5/20/19 Sewer 4 5/8/19 Permit Revision 3 4/4/19 Permit Revision 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by SWP Drawn by CRL Checked by MJS L p 1932 First Ave, U pe205.725.12110] r. 206.973.5344 engineering pllc nwe.0ee09m0eedny.r0m 02018 LPD Engineering ells -These documents have boon prepared speciOcaly for the above named project. They are not suitable for use on other projects or In other locations without the approval and paridpation of the Engineer. J• St,. RL /ONAL EN'' 5I1� JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Dale 10/15/2018 SEWER PROFILE Sheet Title Sheet C4.2 WE I N ST E I N A+ U ARCHITECTS + URBAN DESIGNERS City of Tukwila Washington Cover page to Ordinance 2240 The full text of the ordinance follows this cover page. AN ORDINANCE OF THE CITY COUNCIL OF THE CITY (fl TUKWH.A, WASHINGTON, VACATING PORTIONS OF THE EXISTING SOUTHCENTER PARKWAY RICH.T--OF-WAY FROM APPROXIMATELY SOUTH 180th STREET TO EXISTING CITY LIMITS, AS OF THE DATE OF ORDINANCE ADOPTION, FOR THE TUKWILA SOUTH PROJECT; PROVIDING FOR SEVERABILITY; AND ESTABLISHING AN EFFECTIVE DATE. Ordinance 2240 was amended or repealed by the following ordinances. AME DED BY: 2387 §2, 4, incorporate Exhibits C-F REVIEWED FOR CODE COMPLIANCE APPROVED FEB 26 2019 City of Tukwila BUILDING DIVISION REPEALED .BY: RECEIVED CITY OF TUKWILA OCT 1 5 2018 PERMIT CENTL TL Aie-o3al City of Tukwila Washington Ordinance No. C•, AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF TUKWILA, WASHINGTON, VACATING PORTIONS OF THE EXISTING SOUTHCENTER PARKWAY RIGHT-OF-WAY FROM APPROXIMATELY SOUTH 180th STREET TO EXISTING CITY LIMITS, AS OF THE DATE OF ORDINANCE ADOPTION, FOR THE TUKWILA SOUTH PROJECT; PROVIDING FOR SEVERABILITY; AND ESTABLISHING AN EFFECTIVE DATE. WHEREAS, the "Tukwila South Project" comprises approximately 512 acres of real property, and La Pianta LLC owns or controls approximately 503 of those acres, which is known as the "Tukwila South Property" generally located between the boundaries of South 178th Street/South 180th Street on the north; South 204th Street on the south; Orillia Road and Interstate 5 on the west; and the Green River on the east; and WHEREAS, the Tukwila South Property is located within an Urban Growth Area and is appropriate for urban development pursuant to the Growth Management Act, and the City's adopted Comprehensive Plan; and WHEREAS, La Pianta intends to develop the Tukwila South Project consistent with the Tukwila South Master Plan, which envisions the creation of a major new employment and housing base on the Tukwila South Property; and WHEREAS, the City Council accordingly entered into a Development Agreement with La Pianta LLC for the Tukwila South Project by adopting Ordinance No. 2233 • and WHEREAS, the Development Agreement calls for an extension of Southcenter Parkway in a new alignment to function as the major transportation arterial through the site; and WHEREAS, on June 1, 2009, following required public notification, the City Council conducted a public hearing on the matter, and at the conclusion of such hearing determined that the aforementioned right-of-way should he vacated. NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF TUKWILA, WASHINGTON, HEREBY ORDAINS AS FOLLOWS: Section 1. Findings and Conclusions. The City Council makes the following findings and conclusions: Upon completion of the extension of Southcenter Parkway in a new alignment along the west edge of the valley floor as described in the Development Agreement, portions of Southcenter Parkway from approximately South 180th Street to the existing City limits will not be needed for right-of-way and public vehicular travel as part of the City's street system and there is no remaining public use or benefit to these portions of Southcenter Parkway following the dedication of the right-of-way necessary for the new Southcenter Parkway alignment. W:';Word Processing\Ordinances\Tukwila South Southcenter Parkway Street Vacation.doc LV:ksn 05/282009 Page 1 of 2 Section 2. Street Vacated. After making the above findings regarding the proposed street vacation, the City Council finds that the easement for public vehicular travel on Southcente:r Parkway from approximately South 180th Street to the existing City limits, as the right-of-way is more particularly described in Exhibit A, and depicted on the map attached as Exhibit B, shall be vacated upon the conditions set forth herein. Section 3. Consideration. The consideration for this vacation is La Pianta LLC's obligations to the City in the Development Agreement. Section 4. Conditions Precedent. The following conditions shall be met prior to vacation of portions of Southcenter Parkway right-of-way: 1. La Pianta LLC shall dedicate all right-of-way necessary for the realignment and construction of relocated Southcenter Parkway along the east edge of the valley as described in the Tukwila South Project Development Agreement adopted by City Council by Ordinance No. 2233 2. The construction of the relocated Southcenter Parkway in the new alignment shall be complete as described in the Tukwila South Project Development Agreement adopted by the City Council by Ordinance No. 2233 . Section 5. Severability. If any section, subsection, paragraph, sentence, clause or phrase of this ordinance or its application to any person or situation should be held to be invalid or unconstitutional for any reason by a court of competent jurisdiction, such invalidity or unconstitutionality shall not affect the validity or constitutionality of the remaining portions of this ordinance or its application to any other person or situation. Section 6. Effective Date. If La Pianta, LLC provides proof of compliance with all conditions precedent to this vacation, the street vacation shall be effective. Otherwise, this street vacation shall be null and void. After receipt of such proof, the City Clerk is hereby directed to record a copy of this ordinance. This ordinance or a summary thereof shall be published in the official newspaper of the City, and shall take effect and be in full force five days after passage and publication as provided by law. PASSED BY THE CITY COUN IL OF THE CITY OF TUKWILA, WASHINGTON, at a Special Meeting thereof this 7N day of t,v U' (_ , 2009. ATTEST/ AUTHENTICATED: // !- Christy O'Flahet`ty, CMC, City Clerk APPROVED AS Attachment: xhibit A - Legal Description Exhibit B - Map Hagger . ' ayor Filed with the City Clerk: (2 • ' Passed by the City Council: b Published: 6 - 5 `'9 Effective Date: (G' -a�C -,C) 9 Ordinance Number: TT`i C% W:\Word Processing\Ordinances\Tukwila South Southcenter Parkway Street Vacalion.doc LV:ksn 06/05/2009 Page 2 of 2 EXHIBIT A VACATED PORTION OF SOUTHCENTER PARKWAY Parcel 1: That portion of Southcenter Parkway (also appearing of record as Frager Road and also appearing of record as 57th Avenue South) located in King County, Washington and lying between the two following described lines A and B: LINE A: Beginning at the northwest corner of the southwest'/4 of the northeast'/4 of section 35, township23 north, range 4 east, W.M.; Thence south 88°54'46" east along the north line of said subdivision, 449.30 feet; Thence south 01 °05' 14" west 36.0 feet to the southerly margin of south 180th street; Thence continuing south 01°05'14" west 365.78 feet; Thence north 88°54'46" west 424.89 feet; Thence south 86°58'00" west 103.76 feet; Thence south 58°20'50" west 74.23 feet to the easterly margin of said Southcenter Parkway and the true point of beginning; Thence proceeding northwesterly, at right angles to said easterly margin of said Southcenter Parkway, to the westerly margin of said Southcenter Parkway and the terminus of Line A. LINE B: The southerly city limits of the City of Tukwila as said city limits cross said Southcenter Parkway. Parcel 2: THAT PORTION OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 35,.TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., DESCRIBED AS: BEGINNING AT THE SOUTHEAST CORNER OF SAID SUBDIVISION; TI-IENCE NORTH 87°50'57" WEST, 243.15 FEET; THENCE NORTH 02°09'03" EAST 248.09 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 78°00'27" EAST 38.15 FEET TO THE WESTERLY MARGIN OF SOUTH CENTER PARKWAY, AS CONVEYED BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 6343848; THENCE SOUTH 11°59'33" EAST 164.65 FEET; THENCE ALONG THE ARC OF A CURVE TO THE RIGHT, HAVING A RADIUS OF 537.14 FEET, THROUGH A CENTRAL ANGLE OF 00°08'00", AN ARC DISTANCE OF 1.25 FEET; THENCE NORTH 24°56'33" WEST 170.23 FEET TO THE TRUE POINT OF BEGINNING; TOGETHER WITH THAT PORTION OF THE EAST HALF OF P. J. MUSIEL ROAD ABUTTING THE WEST LINE OF THE PROPERTY ABOVE DESCRIBED, AND BOUNDED ON THE WEST BY THAT PORTION VACATED UNDER CITY OF TUKWILA VACATION ORDINANCE NO. 626, ON THE SOUTH BY THE NORTH MARGIN OF THE NEW ALIGNMENT OF P. J. MUSIEL COUNTY ROAD AND ITS EXTENSION EASTERLY AND NORTHERLY (ALONG THE 50 FOOT RADIUS CURVE) TO THE INTERSECTION WITH THE 'WEST MARGIN OF SOUTH CENTER PARKWAY, AS CONVEYED BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 6343848, AND ON THE NORTH BY THE SOUTHWESTERLY EXTENSION OF THE NORTH LINE OF THE PROPERTY DESCRIBED ABOVE; SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. W:\Word Processing\Ordinances\Tukwila South Southcenter Parkway Street Vac Exhibit A.doc LV:ksn 05/28/2009 Pagel of 1 f1 TOSC LE k 6;A, LINE ' i Q /y0 ii1 ,/, . I. I PA LINE 'Er CITY LIMIT LINE CE SOU -1178th STREET A%) GREEN RIVER TUKWILA BOUPH PROJECT TUKWILA SOUTH PROJECT DEVELOPMENT AGREEMENT Exhibit B SOIJfHCENTER PARKWAY IRIONT OF WAY VACATION TUKWILA, KING COUNTY. WARS -MOTOR. SUMMARY OF Ordinance No. 2240 City of Tukwila, Washington On June 8, 2009 the City Council of the City of Tukwila, Washington, adopted Ordinance No. 2240, the main points of which are summarized by its title as follows: AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF TUKWILA, WASHINGTON, VACATING PORTIONS OF THE EXISTING SOUTHCENTER PARKWAY RIGHT-OF-WAY FROM APPROXIMATELY SOUTH 180TH STREET TO EXISTING CITY LIMITS, AS OF THE DATE OF ORDINANCE ADOPTION, FOR THE TUKWILA SOUTH PROJECT; PROVIDING FOR SEVERABILITY; AND ESTABLISHING AN EFFECTIVE DATE. The full text of this ordinance will be mailed upon request. Approved by the City Council at a Special Meeting thereof on June 8, 2009. Published Seattle Times: June 15, 2009. 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Site Add ress /i/>2Q 7/oi/ /&010- 1 6Dsnne fl Potak./afY• Date a• /to •2o/S Runoff drains to PPM. /f!-44D A4PAo a./ AAZNMJS 71P S APrA 4.)/ FAC1L ITY ACTIVITIES (Check all that apply) 13( r r Fueling & fuel transfer Outdoor manufacturing Outside drum or container storage Vehicle, equipment & building washing LIQUIDS STORED C)NSITE . (Check allithat apply) r r r r Loading/unloading of products Landscape construction/maintenance Outside storage of uncovered materials Other: Cleaning Products Xi Bleach it Drain cleaners i et i Sanitizers Solvents & Paints Fr Solvents, Citra Soly, degreasers i_tfi Dry cleaning fluids Iti Paint thinner, turpentine Petrochemicals : Antifreeze ` 1 Brake fluid, transmission fluid Ii Gasoline .f..i Soaps 1; !Paint, coatings, oil based [ill Machine oil, cutting oils 11t! Other liquids ;<i Paint latex i ii Motor oil !I J Sealers i it Hydraulic fluids tin Wood preservatives )(Other liquids D E EL VEJ}W.6 LQv_: i Other liquids rOBat.. 1660 irk-. Food Preparation/Waste Acids, bases, chemicals Other T/fcld►{t.. (1: Cooking Oil (s 1 Grease Xi Acid 'Ili Ammonia Iii Fertilizers co R RI ]U Inks, dyes r'� 1'U+ ir Other liquid - . ` 4 "•e Caustic, base, lye `t Other liquids Li t'i# •-, #J Photographic chemicals i.0 Pesticides, herbicides CONTACTS-: Title e REVIEWED FOR 7Phone Numbers Site Manager ODE COMPLIANCE raAPPROVEDEnvironmental Officer FEB 2 6 201Onsite T Spill CleanupCoordinatorUILDING DIVISION Backup Spill Cleanup Coordinator C RECEIVED t'Y OF TUl{WILA Business Owner DEC 1 2 2018 Cleanup Contractor 1 . in .. % % 1 P RMIT CENTER •wwwevemmenvieriamegmedwwirevex Potential Spill Areas (list all locations) Spill Material & Spill Kit Locations (list all locations) 9P1L,L. KIT 4 o)t 5Tbf V' V 4P CLoLVe'V . [Attach a Site Plan !Additional Information Provide a description of any additional emergency cleanup and disposal procedures not listed above that you will use at your site, or any other special conditions that exist: . VIV?-rrh8d5erPNVWWANVgPVVIVIRIWWVAF%PrndgitMNVIEWsWBtanri_tlWEVWlgindsuigemWldmtgWsmio% ia Stop, contain, and clean up the chemical spill if: a B 1. The spilled chemical and its hazardous properties have been identified; 2. The spill is small and easily contained; and 3. The responder is aware of the chemical's hazardous properties. Spill Clean Up 1. Alert the manager/owner of property where the spill has occurred. 2. Obtain personal protective equipment, as appropriate to the hazards. Refer to the Material Safety Data Sheet or other references for information. 3. Stop the source of the spill (upright container, plug leak, etc.). 4. Seal off storm drains with berms or drain covers and stop any spread of the spill. 5. Protect floor drains or other means for environmental release. Spill socks and absorbents may be placed around drains, as needed. 6. Use pads and/or granular sorbent to clean up spilled material. Loose spill -control material should be distributed over the entire spill area, working from the outside, circling to the inside. When spilled materials have been absorbed, use brush and scoop to place materials in an appropriate container. 7. Let pads sit on spill to absorb spilled material. 8. Remove spent pads and/or sorbent and dispose of properly. If a spill or release cannot be controlled or injuries have occurred due to the release the following procedures should be implemented: 1. Summon help or alert others of the release; 2. Evacuate the immediate area and provide care to the injured- Call 911; 3. If potential fire or explosion hazards exist, initiate evacuation procedures- Call 911; 4. Respond defensively to any uncontrolled spills: 5. Use appropriate personal protective equipment when responding to any spill; 6. Attempt to shut off the source of the release (if safe to do so); 7. Eliminate sources of ignition (if safe to do so); 8. Protect drains by use of adsorbent, booms or drain covers (if safe to do so). 9. Notify the onsite emergency contacts; 10. Notify other trained staff and/or emergency response contractors to assist with the spill response and cleanup activities; 11. Be prepared to provide MSDS information to the responders if asked; 12. Notify the appropriate agency if a release has entered the environment. Refer to the Spill Reporting Table for reporting thresholds. kt,TIONS Spill Reporting Type of Discharge Who to Notify Time to Notify A spill of hazardous material, oil, or other substance, unless there is no chance it will leak out of the building, get into a storm or sewer drain or endanger people. Ecology Northwest Regional Office: (425) 649-7000 Immediately, but no later than 24- hours after obtaining the knowledge. A spill or discharge which could constitute a threat to human health, welfare, or the environment. Ecology Northwest Regional Office: (425) 649-7000 AND 911 Immediately, but no later than 24- hours after obtaining the knowledge. A spill or discharge of oil or hazardous National Response Center: (800) 424-8802 AND Washington Emergency Management Division: 1-800-258-5990 OR 1-800-0ILS911 AND Ecology Northwest Regional Office: (425) 649-7000 AND 911 Immediately substances which presents a threat to human or health, welfare, or the environment. A spill or discharge which might cause bacterial contamination of shellfish. WA State Department of Health: (360) 236-3330 AND Ecology Northwest Regional Office: (425) 649-7000 Immediately All spills to the storm drain system, including catch basins and drainage ditches, as well as streams, lakes, etc. King County Stormwater Services: (206) 477-4811 Immediately To the best of your ability, please be ready with the following information: FO 11 F0 61 FO 11 FO 61 FO 11 Where is the spill? What spilled? How much spilled? How concentrated is the spilled material? Who spilled the material? is anyone cleaning up the spill? riAre there resource damages (e.g. dead fish or oiled birds)? Who is reporting the spill? How can we get back to you R1FO FO 11 1 • rglq..4(44 . 5 4:3 3-01 TO 2' trout SEE OWL, TO nR, VIM TO Olt TOMA. SEE CPN MECHANICAL SITE PLAN SCAM - — CORONAE. ON 94CET 11201 •h.7 , 1 \ 7. li fit...sax:L.,. i 1,. FOR SEANCE TO SETE I f y'L _. - 1 i .., ; I I . II l i I 7 f• ill t ; ,., .11 rf •000 CAU.CN. DOODLE CCNTATRUENT CONTALOMOR ERSPERSER NEL TERMNAL SEE OVL CRT, TO SIX STORK r-7., I 1.\—FROL CL. STOP FOR CONIVOADON--, NEL CONTROL SISTER PANEL REN CATIDKEY k— &YE. OLmttATER '''ARATOR. FCR CONTXUA ery TO Ot RAM SEPARATCR. SEE OVL ey-,41 C—CNTRAJATION 6-W TO SAINTJUIT SERER LE-27-0'. SCE OM 1327 rco COM11-4110,4 ID STE CAS • SERNCE 1 _ _-• — - -- — - ...--- — •.. • , _...--------- - ..--, 91;. \NI ,,• . - . - • - , '--- • _ '----'.- 0 .'i. .•, . „_. . Sout\lce i? ,.. , • :•--.,-3 .._----,-;-,-, r..-7,-___•----•4 ",."..7 .-'i NORM •-• DRAWING NOTES: I. pen ts MACRAMMATC. PROVOE nrimcs ANO 000075 AS REOUTRED TO AVM) NOM( EP OMER TRADES ANO AS PEOUSIED FOR A CODE COLIINANT RISTALLADON. 1 ,ZO PRWOCOO)7701t.9300 Rr Tukwila Fire Station 51 Pro:Re-1110 17001 0711620, Oran,' Cree)r•41, .770 JLA Issue PERMIT SUSAIIVAI. Dato 10/15;I6 Shte. 0017 MECHANICAL SIM ELAN 50707 M1 01 10 70 -00 z LLI 1— tjol w ••• R51.9 111 / / / / / / / / / / / .••••••• ©2018 LPD Engineering PLLC .1 • •••••• ......••••••••••• R31.9 4.1 4 A R36.9 -- I / / 'If 1 R25.9 o Q. 0 TRUC 10.1+Whooll V,I—, %.0 •-•••••• A.—. REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION '< USED FOR EXHIBIT CORRICTION -12.. 11,3, 1=9 E Cr Cs E I A. I_ C2.s.es. r-i9t1, C:Ise.sral I "%/\/1•=1 Os's. rsa I I Body Haig 1-1•C 1\11 Jr-. Soc1V G.•-•=su n •=1 Cles ra nos Lc. cl.c-to- I •=. cic ti Max s..s1 An gist 000ft 9. cQft 1 'I . CI 0f-t 1 .91Oft 9. CI 0 Ott 9.00s 9.00- RECEIVED CITY OF TUKWILA DEC I 2 2018 PERMIT CENTER - _ - - TUKWILA-FIRE STATION 51- P D 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.lpdengineering.com Description DECEMBER 10, 2018 FIRE TRUCK TURNING EXHIBIT TUKWILA FIRE TRUCK L54 (47' X 9') Figure Tukwila Fire Station 51 Tukwila, WA Weinstein A+U 12-11-1 IZ-3 SLt= EP I sk uN (Ts Conditioned Floor Area Component:Performance, R occupancies Doors U Ove:rhead Glazing U Vertical Glazing U : FlatNeuited:Ceilings U Wall (above grade) U :Floors U : :Slab onGrade F = Below Grade Wall U Below Grade Slab F 7 417 0 300 0 500 0.300 0:026 0 056 0 029 0.540 0.042 0 570 RECEI i3u I poi 14.6 CorvlrvMet e, _ REVIEWED FOR CEDE COMPLIANCE APPROVED DEC 14 CAB FEB 26 2019 BHC Consult fits, LLC City: of Tukwila BUILDING DIVISION Code Target:Values Area :UA : 0 0 0 ti3 9 41:7 :11 : 60.7 34 0 0 : 4:17 .::225 0 0 Target UA Total • Target Credits from Table 406.2 If the Proposed t1A <_:the Target UA, a 0 the Pr posed home meets the 2015 WSEC: : Exterior Doors: plan Component ID : . . Description Credits fnim.Table Ref. 289 Proposed Proposed Design Area: : : : UA :0 :0 0 7:9 25 : 4:117 : 590 :18 0 4.1:7 0 :225 0 : 0 Proposed UA Total Credits from Table • :406:2 277 0:0 406 2 are >_ those:required in Section R406.2, then the Door: 0:00 : Width . • Height Feet i"`" Feet: 1"` .Area 0 CORR41C IO1 LTri#_±. UA 0 0 H H 0 H 0 0 0 : 0:00: : :6.00:. 0:00: : : 0.00 : • 0 0 :0 0 :o :0 :0 :0 0 :0 :a 0 Overhead Glazing; Plan JD: Component :Description Ref. Sum cif Area and UA Glazing Width: Foa.: Inch U Height FPPI: td1ch :0 :0 0.00 :0:•: .::0 0. 0.00 0: ::0 • 0 : 0,00 0 0 — 0 : o. d :0 0 : Olio O .:::: ; :: t) Sum of Area and UA : 0 0 3zi RECEIVED CITY OF TUKWILA DEC 1122018 PERMIT CENTER (:mvrinM 9rvil WSI IFFP1(1.(119 /Vnreinn 111 CnniM by norrniceinn frnm W aehi rrRm ctnte I Inivarcit„ Fvhminn Fnwnv Prnnram lean ennvrinM reefrirtinnel . . . . . . Vercai : : ; : : : ID: : : : : : : : desCrip:tiOri: : : : • : H1 H2 1 GL-1 (See Glazing legend on A411 - GL-1 (See Glazing legend on A411 - C3 C3 ' o : • : : o: Glazing :U: : 0.00. 4 2 Wid.th: :Hebtit: :reet :Feei : :Area : • : : : 3 2 0 8.38 4 4 6 8 :54 :26 0 :0 : :8 : : 0 : b: : 6.00 0.bo. 6.00: : : g • : C3 0.00: 6 o.00. 2 0.: 0: • : 060: 6.00: : : :0 .0 : 0: : 0.00, [3 :0 : *4.06 :6 : • : :0 • :0 ri] : 0: : : 0. 000: o : : : :0 :6 :0 6.00: :0 ..0 : • : • 2 0.00: :0 : : : :0 : 0: : : C3 o.o o : 0.06 0 :•:•:•HO : o.00 : : • : :6 0',. 6.06: : 6 0 H6.06: 6.00: :0 : : : :0 :.0 El '0 0.00 '0.00 6.00. : : :6 :6 H :6 :0 El 0.06 : 6.00- : : : : :0 : :0 EL.Li '0' 0.60 : • :6 : : 6.00: 1=1 : o : 0: 000 0.00: : : : : :0 : :•: :0 :0 b 6.00. :6 lo . o 0: : 0.00' : 0 : 0.60 :6 : b: : 0.60 L1 [-3 0.00 : 0.00. : 6: 0.00 :6 :6 b: : 660: : : :b 0 H16.00. .0 • 0.00 : : : : 0 0 0 . . • • . . . . • • Flat/Vaulted Ceilings raywrinht Plan : • • . ComPonent Attic 'Sum of:Area and UA . . Glazing Area:Weighted U : g : :26 . . : • be6dri : • : : E 3 Roof Type 3 (See A402custom „:*0;62.1. : 0::: : ::b:OoO: : o: • : : : b: E: : : : : : : : : : : : : • : • : • • • : • : • : • : Walis :(Above : : : Plan: : : : • : :COniponenl: : ID: : : : : • : • . • . • . Deecri tiori • : E E HE.HE:H HAW1: xi X1 (See A401) - Brick E1 . . . . Usforil:: . . . . : X2 X2 (See A401) - Metal EdiretOrti : : :13.035. X3 X3 (See A401) - Cement Plank EOuitcimE : ::o:.684' :6:::: ::bloo0: Ficiot (over braWI:or P..ia:H:HHHHH : : : : • . . exterior): :Component : Description • : • • • • • • : • • • . • • ' • ' " ' • " ' • . • . • Slab:cin Grade (lese feet grade): : : : : : : : • : • : • : • :• : ID: : : : : : Description SIab: 1 R10 2' vertical EiI :10',2 : : '0:540: ::0:: : : : O: E : o.000: : : O: : : : o:.o0o: • ........ ....... . . . . . Below Grade iNalle :and : : • " • • • • • " • " Plan : : • : : : : :cbrnpOnen : : ID- : : . : : : • • :Sum :Sum • Sum . : . . . . . . . . . . . . . . . . . of Areaa9d;LIA . . . . • • • • . . . . . . . . . . . . • . . • . • , • . . • . . . . . . . . . . . . . . . • . . . . . . . . . • • • • • • • • • . . . . . . . • • " • • • • • • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . of Area:ohl:LIA . . . • • • • • • • • • • • • • • • • • • • \ • • • • • • • • • • • • :Sum of Areaa9d UA WaII Wall . „ : Slab rea • : OA • :F Area • . . . . . . . : • : Net:Ated : : LiA : • • 417 : : : : :9 ::0 :1:417 : :9 194 :::.HH:5 39 : : : : : : : Ei 357 :: : HH: Ho :18 . . . . . . : : : : E LiA : • : • '0 : • :0 . . . . . . . . . . . . . . . . . . . . . . . . . . . 417 : : : : : :25 . : . : : : :6 417 Slab : tiA • E 0 : : : : &moo: : E : : .:ci. : E : E o bolo . . . • : . . . : • : . . • 0 : 6 : o...o6o: : : : : : :O.:ci : : :o.bob ,.i . 0 : : i : o:.000: : : . : 00 i : :6.6.0 : E :: : : : :0 : 0 : : : : .a.OoO: : : : : : :o.C) : : : :ci.doci : :0.0 : ::b nrtrairirdlf xvi WI IFFP1ILMQ IVarcinn 111 r.nnierl hv norrnievinn frevn WrovhirvItnn Ptah:. 1 Inivarvihr Frtonvinn Fruarnv Prnrtram Icrt. rnnvrinht rovirirtinnvl Table R406:2 Summary: : .Opt. 1a. 1c :ad 2a: 2b: :2 :3a 3b: 3c: • 3d: :4 5a: 5b: : 5c: : 5d( Description: Efficient;Building:Ehvelope:1:a : Efficient Building: Envelope:1:b E'ffcient Building:Envelope :l c Efficient :Building: Envelope :1 d Air Leakage: Con'trol;and ;Efficient:Ventilation 2a Air.Leakage: Control and Efficient:Ventiiation 2I : Air Leakage; Control:and :Efficierit;Ventilation 2'c High:Efficiency HV.AC 30: High :Efficiency HVAC 3b: High :Efficiency HVAC:3c : High:Efficiency HVAC:3d : High. Efficiency HVAC Distnbution.SyStem: Efficient Water Heating 5a: Efficient. Water. Heating 5b: Efficient: Water.. Heating 5c: Effdieht.Water heating:5d.:. Renewable Electric Energy:: Total Credits : : *Please iefer:to:Table R4:06.2:forcomplete.option.deseriptions: .•........•..• ....• ..• ....... : Ciedit(a): : 11:5: : 1.0: .1 •:a:0: : 1 1 :n :f:: n n: n: nnnvrinhf N11?t WSI IFFP1f1.fY1Q fl/arcinn 111 f:miarf hi nermiecim fr rn Wachinrkm Stafo I Inivxeilv Frfaneim Fnarnv Prmram feaa nnrwrirhf rachir innel glECEINE J\\ JAN 0 7 2019 �tg o REID MIDDLETON, INC. January 7, 2019 Corbin Hammer Reid Middleton 728 N. 134th Street SW Everett, WA 98204 21kID MIDDLETON, INC. Swenson Say Faget STRUCTURAL ENGINEERING 2124 Third Ave, Suite 100 Seattle, WA 98121 0 206.443.6212 934 Broadway, Suite 100 Tacoma, WA 98402 0 253.284.9470 ssfengineerscom Re: Responses to January 2, 2019 Reid Middleton Review Comments Tukwila Project #D18-0321 Tukwila Fire Station 51 Tukwila, WA. Following are our written responses to the Januaiy 2, 2019 Reid Middleto review comments for the project. Structural Item 11. See added note on Open Web Steel Joist loading diagram for K1 joist on additional axial load requirement for joist design. Item 14. The footing diameter has been increased to 16" so that adequate cover is provided in the event that the footing is cast directly in soil. FF.E L2cf'OR CODE COMPLIANCE APPROVED JAN 18 2019 eet S102 for City of Tukwila BUILDING DIVISION Item 17. See supplemental calculations sheets SC2-1 and SC2-2 for canopy knife plate connection calculations. Item 21. Detail 2/S403 is the detail for torsional bracing of the W 14x26 braced frame beam. The diaphragm connection to the braced frame beam for diaphragm continuity to the frame beam is detail 4/S403. See supplemental calculations sheets SC2-3 for connection calculations. Item 23. The original letter response noted detail 3/S403 as the detail for torsional bracing but should have referred to detail 2/S403. Please call if you have any questions regarding the above information. Tukwila Fire Station. 51 Sincerely, Dan Morrow, P.E. Swenson Say Paget January' 7, 2019 2 Swenson Say Fagot STRUCTURAL ENGWEERING 2124 Third Ave, Suite 100 Seattle, WA 98121 0 206.443.6212 December 10, 201. REID MIDDLETON, INC. Emma Nowinski Weinstein AU 2200 Western Avenue Suite 301 Seattle, WA 98121 Re: Responses to November 13, 2018 Reid Middleton Review Comments Tukwila Project #D18-0321 Tukwila Fire Station 51 Tukwila, WA. Following are our 'written responses to the November 13, 2018 Reid Middleton structural review comments for the project. Geotechnical Item 1. See sheet 102 Statement of Special Inspections for required Geotechnical sj Item 2. The City of Tukwila has retained the Geotechnical Engineer under separate services for the project. Structural Item 1 CODE FOR (Oiv.'LIANCE APPROVED ontract to provide JAN 18 2019 City of Tukwila BUILDING DIVISION See sheet 102 Statement of Special Inspections for required structural special inspections. Item 3. Please see notes added to sheet S1.01, Note 15 for non-destructive test requirements of complete joint penetration welds in the structural steel braced frames. Required testing of concrete is per the Statement of Special Inspections sheet S 102 and General Structural Notes paragraph 17. Item 4. See notes added to the General Structural notes sheet and added Sheet S102 Statement of Special Inspections sheet S 102. Item 5. Deferred submittals are as itemized in paragraph 13 of the General Structural Notes, Sheet S 101. Please note that there are no cold -formed steel trusses, open -web steel -wood trusses, or hold- down systems in the project. Item 6. See notes added to the Seismic Design criteria, paragraph 1, on Sheet S 101 for the Story shear and response modification factors used. Tukwila Fire Station 51 December 10, 2018 2 Item 7. The floor design loads are shown on sheet S101 paragraph 2. See revisions to Design Loads for clarifications. Item 8. See revised Design Loads section sheet S101 for apparatus bay fire truck load and mechanical room floor load. Item 9. See revised Design Live load callout on Sheet S202. Item 10. See revised Design. Loads section sheet S101 for roof design snow load. Item 11. See Open Web Steel Joist loading diagrams on Sheet S 102. Item 12. The structural concrete for the project consists of conventional strip and spread footings and short concrete stem walls (less than 12" tall). There are no concrete walls, beams or other concrete elements exposed to weather that would require consideration for freeze/thaw, sulfate or permeability issues. The geotechnical report for the site does not indicate any adverse soil conditions such as sulfates. The structural notes for concrete construction for the project scope are adequate as written. Item 13. ASTM A1044 referenced in the comment relates to studs for shear reinforcement in concrete construction and the standard specifically states that the stud assemblies referenced in the standard do not apply to studs used for steel -concrete composite construction. Studs used for the current project are for composite construction, Neilson Studs, etc. and are ASTM A29 or A108 low carbon steel. General Structural note 49 specifies the criteria for headed studs used for composite construction as ASTM A29 or ASTM A108 for low -carbon steel. Item 14. See supplemental calculations sheet SC-1 and SC-2 for security fence footing calculations. Item 15. See revised plan callouts and revised detail 5/S302 for footing reinforcing. Item 16. Doors at the apparatus bay are rollup-type doors and the frames at the doors do not provide vertical support for the doors. Frames only provide backing for attachment of the rollup tracks for the doors. Detail 14/S402 shows support framing for the storefront in front of the door and calculations for this condition are shown on pages G14 and G15 of the calculations. Item 17. a. See supplemental calculations sheets SC-3 to SC-10 for canopy calculations. b. See canopy detail revisions on S403 for canopy deck material callouts. w Tukwila Fire Station 51 December 10, 2018 3 Item 18. Only the low roof building area is irregular. The low roof diaphragm attachments as required in Detail 19/S402 (metal roof deck to supports and struts) have sufficient strength to resist the amplified forces per ASCE 7-10 12.3.3.4. See amended calculation sheet L70 (SC-11). Item 19. See amended calculation sheet L70 (SC-11) for calculations showing that diaphragm attachments and chords are adequate for force increases required by ASCE 7-10 12.3.3.4. Item 20. The roof structure shown on S203 does not have any reentrant corners. Sheet S202 has been revised to show drag/chord elements at reentrant corners in the low roof structure. Item 21. The roof diaphragm is not discontinuous between Grids 2 and 2.1. See detail added to plans for clarification of the condition in this location. Item 22. The plans have been revised to show the designated drag elements. Item 23. See detail 3/S403 for torsional bracing of braced :frame beam. Item 24. The connection details referenced in the elevation 1,2, and 6/S402 are shown in details 3/S402, 8/S402 and 20/S403. Details 3/S402 and 20/S403 show the gusset plate in a kerf passing through the column face and not connecting to the face of column. Detail 8/S402 has been revised to show a similar kerf condition. Item 25. Calculations for the bracing connections to the W14 beam and beam checks per AISC 341-10 are provided on sheets L30-L32 for the bottom of beam connections and L38-L40 for the top of beam connections. For detailing purposes, the gusset plates for braces are detailed as a single combined plate for each set of braces. Item 26. Detail 9/S402 has been revised to show plate reinforcing is to be Grade 50 material. Item 27. See supplemental calculations sheets SC-12 through SC-19 for column baseplate and anchor rod design. Design is based on the most heavily loaded frame. Item 28. Detail 17/S501 has been revised to note that studs for holdowns are to installed back-to-back. Item 29. Sheet S201 has been revised to more clearly indicate which walls are designated shear walls. Item 30. Evaluation report UES ER-126 for Sure -Board Panels section 3.2.1.4 indicates the maximum aspect ratio is 2.25. Wall height at the low roof area of the building is approximately 10'-6". Tukwila Fire Station 51 December 10, 2018 4 Based on the wall height, there are two 4'wall piers that are outside the 2.25 aspect ratio. If these two wall piers are ignored, the wall shears along this line are still within the design shear and no alterations are required in the design. Item 31. The shear wall chord studs shown in 17/S501 are attached to the holdown shown in the detail. No uplift at the track web should occur due to chord uplift if the chord studs are anchored by the holdown. Item 32. Story drift calculations are provided on calculation sheets L9, L22, and L42 for braced frames. The anticipated deflection of light gauge shear walls under the wall maximum capacity is provided in the manufacturer chart on sheet L66 of the calculations. Wall deflections, including deflection amplification factor Cd, are within allowable story drift limits per ASCE 7-10, Table 12.12-1. Item 33. See supplemental calculations sheet SC-20 and revised details 5 & 10 S403 showing support framing for the brick -clad parapets. Item 34. See revised details 5 showing beam bottom flange bracing for beams with out -of -plane loading (W18 condition and W12 condition at low roof areas). Item 35. Mechanical screen wall calculations are provided on sheet L77 of the original calculations. Beam torsional bracing has been added to detail 18/S402 showing the stub pipe for support of the screen posts. Item 36. See supplemental calculations sheets SC-21 through SC-23 for Trash/Fuel enclosure gravity and lateral calculations. Please call if you have any questions regarding the above information. Sincerely, Dan Morrow, P.E. Swenson Say Faget JAN 1 7 2019 Li) REID MIDDLETON, INC. Supplemental Structural Calculations For: Tukwila Fire Station 51 Tukwila, WA Client: Weinstein AU Submitted: January 7, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 18 2019 City of Tukwila BUILDING DIVISION 9 trn)ECE[1V "'D\cc—o JAN 07 2019 zuoovt.co5 ,vcRo3 E.I) MIDDLETON, INC. Swenson Say Faget, Inc. 2124 Third Avenue, Suite 100, Seattle WA 98121 Structural Engineering Ph: (206) 443-6212 Fax: (206) 443-4870 I er-iL. /o3 (oin-r;',artrz c4ioP;� P 2 Co r.( c-6770 .1 rNT- C1.4ci C. FMcC.T> Fp,-cc,7),P net- fit; 'c ?&& 7 F., .' (, - / (7p k-s'' 15= 3 Nib) tJ Z 4 G= LI.37 - L,37(r) 3(? ) C &4 C rt © l-{c' (..€ A e - /L (�) r, A- ( tf2 f A FA6r. Lt r 3,0 y300 AS t, LoA4) �4 YStS 5g1-a1 Sc-3 G-c b t+•U( 6 - t Vt. 5 L s (t.Cf"2 ) n Z_ F1 A I� 14-5, (/, S ;.. 2 / 0, 6, 7 tit;k- > 3,S7 k. d G LEv� S C¢, ..r rS e t /'?0Af -rz 14 V p t- h ,4 7 e C ri 1 &/S `i 0 ) !S � � � f c � 0 W A- P, e--13 > "141 S S E- 4 "`F�+C 4i / (C -4 -1. A .5 C f e, e fx. 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DESIGN 00 J 0 LLI ssfengineers.com SWENSON SAY FAGEY Sc - SHEET Nonconstrained Post Footing per IBC 1807.3 Footing Lateral Parameters v 8:i5.00 Ibs h 4.5 ft b 1.0 ft A 1.29 d 3.24 ft d 3.5 ft S1 500 psf/ft ASD Increase 1.33 , 1806.3.4 Mult. 2 S1* 583 psf , S1** 1552 psf I d* 1.2 ft Footing Bearing Paramete P 500 Ibs Qa 9000 psf qa 1162 psf Footing Dimensions Footing Diamter 1.00 ft Footing Embed 3.5 ft Table 1806.2" Lateral Load Allowable 9 S" p 1 f (9 ') 2 $ S S Height of Applied Lateral Load Diameter of Footing A=2.34P/S1b Minimum Embed Depth d = 0.5 A {1 + [1 + (4.36 h / A)11/2} Equation 18-1 Veryify actual embed, d, is greater than the Minimum Embed Depth Allowable Lateral Bearing Pressure (per ft below natural grade) Allowable Stress Increase Multiplier Allowable Lateral Bearing Pressure at 1/3d Lateral Bearing Pressure Per IBC Table 1806.2 1/3 d Axial Load Allowable Allowable Brg Pressure Per IBC Table 1806.2 or soils report Actual Brg. Pressure Material Brg Pressure Lateralb Lateral Sliding (psf) (psf/ft)e friction a resistance Crystalline Bedrock 12,000 1200 0.7 - Sedimentary Folieated Rock 4,000 400 0.35 - Sandy Gravel and/or gravel (GW GP) 3,000 200 0.35 - Sand, Silty Sand, Clayey Sand, Silty Gr 2,000 150 0.25 - Clay, sandy clay, slilty clay, clayey silt, . 1,500 100 - 130 a multiply this coeff by the dead Toad b Lateral sliding resistance clue to be multiplied by the contact area, as limited by 1804.3 c where the building ofical determine that the in -place soil with allowable bearing capacity less then 1500 psf are Iikey to be present at the site then the allowable bearing calapcity shall be determined by soil investigation. d an increase of 1.33 is permitted when using the altemate load combination in section 1605.3.2 which includes siesmic or wind. e PSF per foot below natural grade. STRUCTURAL ENGINEERING Page 1 t J el 6 oc C....4-n' 0 6: rt.:1),) / / a v-)1 s Pt' or-.1 frt.op, po3 t, `-"C f CI V cr F c- 0 0 g G s 12..0 f Mix, A LA- (4..0 t. I TA t*1 le7"17- p.1 Lt., A g_ tl 0 10.71 k—f4- pir 7 Li fC- ; 7,61 1. 17: 0 f \I t- P 0P- r li1/4.) 7 sKC., 5rA.Ltc .1-11 /-r 5 k.) 4- t- = lo. 7/ it, ft ,C,v7-7 ft,r - t_e3 "ig 54rJ3 L.4-9 ?•6;14•:;, /OA, 7:2 H 55 /4 SC p -7r-:71 AA. F 12. + eqr f; P.. 5'74 ;Ss 4._ erzi 715: er;' PROJECT f p C DATE enQ'tz- ? cv 0 ("/ o •,1- 00 N Lb Cr) 1_,) ry N O 0 - - e-01. CO CS) (3) < < • E 0 co c, cn ci 0- o 0 '5 cr) < 12 -a (71 alt I.- 0 ALI al c 0 (1.) 0 0 0 U1 ..„ SWENSON SAY FAGET STRUCTURAL ENGINEERING PROJ. DESIGN — 3 SHEET Project: g6 Dan Morrow, SWENSON SAY FAGET December 06, 2018 C:\Users\dv mo\Desktop\Work\TFS\Station 51\CD work\canopy stuff\ Load Cases Load Case Design Checks Seismic Type Results (42)D+S Allowable (ASD) -NA- Yes Member End Reactions (Extreme Rows Only) Member Result Case Name Offsett Fx VyK Vz Mx My Mz K K-ft K-ft K-ft BmX001 D+S 0.000 -3.569 -0.002 -0.000 0.000 -0.000 0.000 BmX001 D+S 3.330 -3.569 -0.712 -0.000 0.000 -0.000 -1.189 BmX002 D+S 0.000 -0.000 0.712 -0.000 0.000 -0.000 -1.189 BmX002 D+S 3.340 -0.000 0.000 -0.000 0.000 -0.000 0.000 V001 D+S 0.000 3.844 0.002 -0.000 0.000 -0.000 0.000 Member Forces Member Tension Compression +Mz -Mz +My -My Vy Vz Torsion K K K-ft K-ft K-ft K-ft K K K-ft BmX001 0.000 -3.569 0.000 -1.189 0.000 0.000 -0.712 0.000 0.000 BmX002 0.000 -0.000 0.000 -1.189 0.000 0.000 0.712 0.000 0.000 V001 3.844 0.000 0.002 0.000 0.000 0.000 0.002 0.000 0.000 Nodal Reactions (Extreme Rows Only) Node Result Case Name FX FY FZ MX MY MZ K K K K-ft K-ft K-ft 1 D+S 3.569 -0.002 0.000 0.000 0.000 -NA- 2 D+S -3.569 1.428 0.000 0.000 -NA- -NA- Nodal Displacements (Extreme Rows Only) Node Result Case Name DX DY DZ RX RY RZ in in in deg deg deg 1 D+S -0.000 0.000 0.000 0.000 0.000 -0.066 2 D+S 0.000 -0.000 0.000 0.000 0.000 0.000 4 D+S -0.001 -0.115 0.000 0.000 0.000 -0.099 vJ 2 6 Page 1 VisualAnalysis 12.00.0020 (www.iesweb.com) Sc - Y "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number: Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, I = TFS51 SINGLE -SPAN BEAM ANALYSIS For Simple, Propped, Fixed, •-r Canta9ever Beams Simple 12.0000 29000 14.40 Beam Loadings: Full Uniform: w= Distributed: #1: #2: #3: #4: #5: #6: #7: #8: Point Loads #1 #2 #3 #4 #5 #6 #7: {#{8: #9 #10: #11: #12: #13: #14: #15: Moments: #1: #2: #3: #4: ft. ksi in ^4 0.0000:kips/ft. Start Simple Beam 4' 7017 Propped Beam Fixed Beam Cantilever Beam End b (ft.) Wb (kips/ft.) e (ft.) We (kips/ft.) a (ft.) P (kips) : 1.0000 3.57 : 8.0000 3.57 C (ft.) M (ft-kips) 5.0 4.0 3.0 a Y 1.0 2.0 m 0.0 Subject: Originator: courtyard canopy HSS in wall c I Checker: I e b a +p +wb +M +we RL x RL = ML = +M(max) = -M(max) = -0(max) _ +A(max) = 0(ratio) = Nomenclature Results: Reactions: 4.46 k I RR = N.A. MR = Maximum Moments: fix= x= Maximum Deflections: fix= (a�x= 10.71 ft-k 0.00 ft-k RR +w 2.68 k N.A. 8.00 ft. 0.00 ft. -0.586 in. 0.000 in. U246 Shear Diagram t a ° m 8 N o ° CO Cn -1.0 0 cv N of t vi 'ci -2.0 -3.0 -4.0 12.0 0.10.0 • 8.0 t 6.0 E m 4.0 ° 2.0 0.0 8 v 4 O O O x (ft.) Moment Diagram O of c") 8 M 8 N ▪ N CO h N cri x (ft.) N r 6.25 ft. 0.00 ft. 8 8 O p CO 0 CO 0 0. 0 codai ai ai o ci0 . N 1 of 1 12/6/2018 10:46 AM "BEAMANAL.xIs" Program Version 2.0 SINGLE -SPAN BEAM ANALYSIS For Simple, Propped, Fixed, or Cantilever Beams Job Name: Job Number: Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, I = TFS51 Simple 12.0000 ft. 29000 ksi 17.30 in ^4 Beam Loadings: Full Uniform: w= Distributed: #1: #2: #3: #4: #5: #6: #7: #8: Point Loads: #1 #2 #3. #4: #5: #6: #7: #9: #10: #11: #12: #13: #14: #15: Moments: #1: #2: #3: y 0.0000 ]kips/ft. Start 4 Simple Beam417 Propped Beam Fixed Beam Cantilever Beam End b (ft.) Wb (kips/ft.) e (ft.) We (ki,ps/ft.) a (ft.) P (kips) 1.0000 3.57 8.0000 3.57 C (ft.) M (ft-kips) S. 5.0 4.0 3.0 2.0 ▪ i.o O 0.0 -1.0 -2.0 -3.0 -4.0 S. 12.0 - a1o.0 - 8.0 - AND 6.0 • 4.0 E • 2.0 Subject: Originator: courtyard canopy W12 beam in roof c I Checker: I e b a +p +wb +M +we RL x RL = ML = +M(max) = -M(max) = -A(max) = +(max) _ L(ratio) = Nomencllature Results: Reactions: RR = MR = Maximum Moments: x= (cox= Maximum Deflections: x= fix= 4.46 k N.A. 10.71 ft-k 0.00 ft-k RR +w 2.68 k N.A. 8.00 ft. 0.00 ft. -0.488 in. 0.000 in. U295 Shear Diagram x (ft) Moment Diagram cri co N cd x (ft.) CV CO 6.25 ft. 0.00 ft. o 8 of o 0 a a)N ® o 0 o O N r aO CV1� c0 of Di O O 03 CO 1 of 1 12/7/2018 8:49 AM A s 6-4-rr r'r)t�0 G e_A-, dopy g ).-7z c e,t) LAX( '7 ).f: I VI, pe e, TAI k C7 5 ciThd r 1.02' 2,0 1,01- 62j/ V ‘.1_4 44 fr,o, of. 7 t-n ?41 k. /21_ 2 k"- 1-i k '7( r--. or) 4- 4.60 1, IA) A e , y C Vfl2.22_4 PROJECT P.. I 4.4. DATE 0 °Z1I.00nOl N - N N tO 06 CI: • 00 ▪ N (C5 OL N N 0 0 — — CN C70 00 cn < < ci• 6 E 0 g 0 o cn O • D LE 0 0,- -J- N g1') ssfengineers.com SWENSON SAY FAGET ENGINEERING ENGINEERING PROJ. # DESIGN "1\ V - '7 SHEET Project: gA Dan Morrow, SWENSON SAY FAGET December 09, 2018 C:\Users\dv_mo\Desktop\Work\TFS\Station 51\CD work\canopy stuff\ Load Cases Load Case (42)D+S Design Checks Allowable (ASD) Member End Reactions Extr ( Seismic Type -NA- Results Yes Member Result Case Narne Offset Fx Vy Vz Mx My Mz ft K K K K-ft K-ft K-ft BmX001 D+S 0.000 -1.021 -0.075 -0.000 0.000 -0.000 -0.000 BmX001 D+S 2.330 -1.021 -0.328 -0.000 0.000 -0.000 -0.340 BmX002 D+S 0.000 -0.000 0.372 -0.000 0.000 -0.000 -0.340 V001 D+S 0.000 1.239 0.001 -0.000 0.000 -0.000 0.000 V001 D+S 2.826 1.237 -0.001 -0.000 0.000 -0.000 0.000 Member Forces Member Tension Compression +Mz -Mz +My -My Vy Vz Torsion K K K-ft K-ft K-ft K-ft K K K-ft BmX001 0.000 -1.021 0.000 -0.340 0.000 0.000 -0.328 0.000 0.000 BmX002 0.000 -0.000 0.000 -0.340 0.000 0.000 0.372 0.000 0.000 V001 1.239 0.000 0.001 0.000 0.000 0.000 0.001 0.000 0.000 Nodal Reactions (Extrem l Node Result Case Name FX FY FZ MX MY MZ K K K K-ft K-ft K-ft 1 D+S 1.021 -0.075 0.000 0.000 0.000 -NA- 2 D+S -1.021 0.703 0.000 0.000 -NA- -NA- Nodal Displacements (Extreme Rows Only) Node Result Case Name DX 1 D+S 2 D+S 4 D+S in DY DZ RX RY in in deg deg -0.000 0.000 0.000 0.000 0.000 -0.015 0.000 -0.000 0.000 0.000 0.000 0.000 -0.000 -0.016 0.000 0.000 0.000 -0.021 Page 1 VisualAnalysis 12.00.0020 (www.iesweb.com) WI2)cy0, RZ deg "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number: Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, I = TFS51 SINGLE -SPAN BEAM ANALYSIS For Simple, Propped, Fixed, or Cantilever Beams Simple 16.0000 ft. 29000 ksi 14.40 in.^4 Beam Loadings: Full Uniform: w= Distributed: #1: #2: #3: #4: #5: #6: #7: #8: Point Loads #2 #3 #4 #5 #s #7 #8. #10: #11: #12: #13: #14: #15:. Moments: #1: #2: #3: #4: 0.0000]kipstft. Start ISubject: IGrid A canopy HSS beam in wall Originator: f I Checker: I Simple Beam Propped Beam Fixed Beam "' Cantilever Bearn c. RL End b (ft.) Wb (kips/ft.) e (ft.) We (kips/ft.) a (ft.) P (kips) 0.5000 1.02 8.0000 2.04 : 15.5000 1.02 C (ft.) M (ft-kips) 2.5 2.0 1.5 1.0 O. 0.5 re io L -0.5 0.0 -1.0 -1.5 -2.0 -2.5 10.0 - w 9.0 - 0. 8.0 - Y 7.0 • 6.0 5.0 m 4.0 E 3.0 O 2.0 2 1.o 0.0 a +p +wb imfinnonniritemontin +we RL = ML = +M(max) = -M(max) = -A(max) = +A(max) _ A(ratio) = 8 CO N C N aDCO CV CO O O (V t7 ri O h Nomenclature Results: Reactions: RR = MR = Maximum Moments: x= x= Maximum Deflections: fix= x= 2.04 k N.A. 8.67 ft-k 0.00 ft-k RR +w I2.04 k I N.A. -0.788 in. 0.000 in. U244 Shear Diagram 8.00 ft. 0.00 ft. 8.00 ft. 0.00 ft. co 0) O N t') Q x (ft.) Moment Diagram m L O) CO((CV CO CV CO h 0 V CO CV CO 0 7 O (p O 1� 00 O OaiM ' s ca x (ft.) 1 of 1 12/9/2018 6:17 PM Sc-7 "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number: Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, I = TFS51 SINGLE -SPAN BEAM ANALYSIS For Simple, Propped, Fixed, or Cantilever Beams Simple 16.0000 29000 17.30 Beam Loadings: Full Uniform: w= Distributed: #1: #2: #3: #4: #5: #6: #7: #8: Point Loads #4 #5 #6 u#p7 #9 #10: #11: #12: #13: #14: #15: Moments: #1: #2: #3: #4: ft. ksi in ^4 0.0000:kips/ft. Start Subject: Originator: Grid A canopy W12 beam in roof Checker: I c ,.. Simple Beam : b a Propped Bearn +p i Fixed Beam ' Cantilever Beam End b (ft.) Wb (kips/ft.) e (ft.) We (kips/ft.) a (ft.) P (kips) : 0.5000 1.02 8.0000 2.04 : 15.5000 1.02 C (ft.) M (ft-kips) 2.5 2.0 1.5 1.0 0.5 0.0 -0.5 -1.0 -1.5 -2.0 -2.5 10.0 rn 9.0- C 8.0- -Ng 7.0 - E O i 6.0 - 5.0 4.0 3.0 2.0 1.0 0.0 0 O d co e +M +we +wb RL x ML = +M(max) = -M(max) = -A(max) = +A(max) = A(ratio) = I 2.04 k N.A. Nomenclature Results: Reactions: RR = MR = Maximum Moments: x= x= Maximum Deflections: x= 8.67 ft-k 0.00 ft-k RR 2.04 k N.A. 8.00 ft. 0.00 ft. -0.656 in. 0.000 in. U293 Shear Diagram N CO n N of v 6 0 n (d of m (V 0 M co M O 0 0 8.00 ft. 0.00 ft. I 0 h O 4 0 .- (V (d . to x (ft.) Moment Diagram 8 � r n N 0 x (ft.) (O 0( is O N (V CO co N M O n st M N O 1 of 1 12/9/2018 6:15 PM Sc -(0 A'? r PL ¢ eo r n 1, t.i °n-f^ ti ,,,; mar cq, ! ti Li — 6 R ca � M r � zg-,,, ,.. 8,y 1/7 y' -, 524 k7ft Vvo2S cA47. - � let .Y �`4 .31 £f /e/ft n14-Pr1' VPrSn d°71Z'tT1(/4') .o,i.Z L`lft (1) wet t7S /5�(4°��r v�.�tr(fa:� �c.?a"t' (32t,P`d c CH0 R-,?o lC.r (2,5 t7Pr- RR-F.: `D f4 F,•4!P4 (, °u Vrl<,ot= c&C <t n t 4. P ht P-.-rat, OtAP.4 C IP a • (Ili i YP (A 140 a' t•c » Tk c, .r..,R '6V(AR-t Are-' 4> Re- T tit+-)T co 2r.t t ft-S f T°...) t E. i s 6 R r C• S s SEG 6•5s1 k-fi � C co' ) Uri 6- eLet5 -7 `i 56 VA. - 0.7 x • O.Sss = C'3Sy klffn° a-c,EA, a�" ` ° • 7f% t nr c,tgPdE p i2.3.3.'1 ( '7)t,V-�T Go /.4-/ S $A,t1 Mtvrftt. D<<k 4-sr", ,.s Ape �,I..1 'f- o.'ft%1-(fr. 17oc:-t 5 4,"4( r' Asi.i'3 'J(r C. E.vtlit fAs7 i tGS pQOve 0i- D t hP f+ -,ti ,A 1T,4-q-t ,w E+..-' Ts A A.E. > 7' P pt f D° ave4t.4 c" er ADfa2%-,q c Pot. e^tc iES'EP Po E-cF3' 4 ('0p--D Fop -cc 7: Nt/ _ .SSc --g (-Ty •ry 7.6 " .p > q,s c` r OIZ AScE -i d C E U W 12xz(o c t.40.c.- I, A = 7.4c t4'- �� /2.;.3. Y o{l4S*61 - o,1 (?6s,„z)cal fe::e• - (I-Yk ✓e�4 p = 6f%.7 p ► F C $40fb ow F o i- l..1c124-AScrD cHoLo FpR-c E STRUCTURAL ENGINEERING /o1 2t.)1 • 4 0 0 W� E cn SWENSON SAY FAGET 002-I 1.4,1 v: t .`170. (�C 1) fT R r FMAA 6 Co v' .. •.( 12.? ArsEP'LATE Co"-1S1.(€p. rPAME ? 642,16 G ok- Fr= i S M4 A'E N+ G'4 sr u p t i FT Iio ko :i p F up Li F i /t* M r lLE it o..r SP;r`'4� cc)LV•,� 18,63 1. �,S x 1r x Ho k rr (!'' t'CSC' ecS h-lr.r!va ?o,J pt-�"+� lv/t 3(4c l ci. 1- (i ) tot1)Da cep- A e Lo-- Pio Cr ncj' C. f S (' Rid` 4 n S:E"T cur tor N-N. t.1•t-aR- 150 1ri 1'rCs1' GNI Q M Cc/4 pLA.r F"oa+'1 t3r-Arc n FR E"S o:t ; ff , L( is -Z.. 37, 26 k. i! /0,31 t '► (0 I { !EC-04440i / L« "i 0 ( —7 4 C,F 2?} v Fs4JCi ,� 2 @IIII) STRUCTURAL ENGINEERING PROJECT DATE an l 10/ 7 0/ PROJ. # DESIGN C - z, N � o ci O M N N 00 N N � C73 CO m rT a, o a, u cn °o a uN j >x a ° -2a o m N v m N Cn <) ssfengineers.com C9 LL a z SHEET ACI31&!4- - ANCHORING TO CONCRETE ✓ se- S D L t) ,r( PP „..1 r, T r) S t~ c77 o Pa S (.4 P fa k tL"`3 TO 318-1 y MADE BY DATE i",f I //.018 Version 1.4 DATE TFS SI A,.Iclfo4 5c6-I'h~"TI6�► , r3/�Acf� .r-24rtE 6 gl CONCRETE ANCHOR DESIGN BASED ON ACI318-08 APPENDIX D ()Basic Design Parameters: (SECD.3-D.4) Loads: (Per Applicable Loads Combinations in Sect. 9.2; load applications that are predominantly high cycle 'Fatigue or impact loads are not covered.) Nua = Vua = 95.24 37.26 p Factor Conditions: Ductile Yes Headed Stud No Yes Normalweight k k Ultimate Factored Tensile Load (kips) Ultimate Factored Shear Load (kips) •-- Steel Element NOTES et SKETCHES .Ro )C f a( 1%44 Potential Failure Surfaces crossed by supplementary reinforcement proportioned to tie prism into the structural member? •-- Anchor Type 0-- N/A - Only applicable to Post -installed anchors �-- Anchor located in a region of concrete member where analysis E o c indicates no cracking at service load levels? (YES = No Cracking Anticipated) . , �k�, t_ r� Anchors are located in structure assigned to Seismic Design Category C, D, E, or F. (Sect. D3.3) User must verify that anchors are designed to meet D3.3.4 or satisfy D3.3.5 or D3.3.6 0--- Concrete Type °Steel strength of anchor in tension: (SEC D.5.1) Nsa = nAsefuta n= Asa, N = luta = y = (Na = 6 0.606 75 55 272.70 153.39 Assumes no eccentricity in bolt group loading (D-3) Number of Anchors in a Group in2 Effective Cross Sectional Area of Anchor ksi Specified Tensile strength of anchor steel ksi Specified Yield strength of anchor steel k k > Nu = 95.24 00 Seed failure 0.75 k • - . OK Se- r (3 Column Baseplate @ Grid 0113sers\dv_mo\Desktop\Work\TFS\Station 51\CD work\permit stuff\ANCHORBOLT(3184 4).xlsm Page No. 1 of 5 Concrete Breakout strength of anchor in tension: (SEC D.5.2) Nth = Anc 'ed,Ntlic,NPcp,NNb Single Anchor (D-4) Anco N = Anc Wec,NWed,NWc,NYcp,NNb Anco Anc= hef = Ca,min = Ca,max = Pc= e'N = Edges = 4680 18 39 106 4000 0 4 Anco = 9hef2 Wed,N = 1 Group of Anchors (D-5) rec .o0 o, f p C O . 0 O ` + ' O° Concrete breaknur In2 Projected concrete failure area of anchor or group of anchors. See RD.6.2.1(b) In Effective anchor embedment depth in The smallest edge distance in The largest edge distance psi in Eccentricity of Normal Force on a group of anchor. See Figure RD.5.2.4 Number of Edges surrounding anchor or group of anchors. See Figure RD.5.2.4 Commentary in Projected area of the failure surface of a single anchor remote from edges for ca of 1.5hef or greater 1 < 1 Modification factor for eccentrically loaded anchor groups 1 + 2e'et 3haf = 0.7+0.3c 1.5 hat 'I'c,N = 1.00 Ycp,N = 1.00 Nb = kcXfcli2hef3/2 Nb = 16Xfclnhef513 Ano = wec,N wed,N = 1Pc,N = 'cpN = 2916.0 1.00 1.00 1.00 1.00 if C,,,,, > 1.5h., Modification factor for edge effects if C �, < 1.5h., Modification factor for edge effects for anchor in cracked section for Post -installed anchors in uncracked section w/o supplemental reinforcement Basic concrete breakout strength k = 24 for cast4n anchor Alternative concrete breakout strength for 11in < hef < 25in. in 2 _ Nb = 125.22 k Nth g = 200.98 k roNcb= 113.05 k > Nu= 95.24 0.75 k o ---- -4 OK N. Column Baseplate @ Grid lSt1l3sers\dv_mo\Desktop\Work\TFS\Station 51\CD work\permit stuff\ANCHORBOLT(318-08).xlsm SC —y Page No. 2 of 5 ®Pullout strength of anchor in tension: (SEC D.S.3) Npn = `frc pNp Abrg = 4 Np = Abrg8fc Np = 0.9fcehda �cp = Np = 0Np g = 1.00 128.00 72.00 (D-14) i n Z Bearing area of single headed stud or anchor bolt. See Table 1. The pullout strength in tension of a single headed stud or bolt (D-15) The pullout strength in tension of a single hooked bolt (D-16) NOTE: Hooks bolts not acceptable per Needham po/icy. 0.75 Assume that the force is shared evenly w/ other bolts, if multiple anchors. k > Nu =) 15.87 Ik ®Concrete Side -Face Blowout strength of Headed' anchor in tension: Single Anchor: Nsb = 160Ca1Abrg1 9 1/2 (D-17) Cal = Cat = Factor = Nsb = 4iNab = 39 106 0.929 733.65 412.68 in Distance from center of anchor shaft to the edge of concrete in k Distance from center of anchor shaft to the edge of concrete in direction orthogonal to C = C,r See Commentary Figure 1. Cat < 3'Ca1 k > Nu = 95.24 10.75 OK (SEC D.5.4) N. k . ------ -• N/A Multiple Anchors: Nsbg = (1 + S/6Ca1)Nsb (D-18) 5= Nsbg = Nsbg = 12 733.65 412.68 In Spacing of the outer anchors along the edge in the group. k k > Nu = 95.24 k • 0.75 OK Column Baseplate @ Grid 1iIV3sers\dv_mo\Desktop\Work\TFS\Station 51\CD work\permit stuff\ANCHORBOLT(318-08).xlsm SC Page No. 3 of 5 6°Steel strength of anchor in shear: (SEC D.6.1) Vsa = nAse,vfuta Vsa = 0.6nAse,vfuta Vsa = 0.6nAse,vfuta Vsa = 4iVsa = 272.70 132.94 For cast -in headed stud anchors (D-19) For cast -in headed bolt & hooked bolt anchors (D-20) t-4— For post-installedanchors (D-20) s,eer^ma2o,eeeeded by ro c,e+e apcll k k > V„ _ 37.26 k ®Concrete Breakout strength of anchor in shear: (SEC D.6.2) Vcb = Ave wed Vic Viiih VVb Avco 0.65 Single Anchor (D-21) j `O 0 ohs 4 by fmiYeey,Taeeeded by co,rnu �pd( V g = Avc �ecv�edv�cv�nvVb Group of Anchors (D-22) Avco Avc = Cal` _ e'„ _ le = da = ha = Enter Case: 4680 39 0 18 1 48 Case 2 in2 -40K p o i t fbyhm fines, afree edge S,0 - G f 4„ Projected concrete failure area on an anchor or group of anchors. See Figure 4 Commentary in Distance from center of anchor shaft to the edge of concrete in one direction. See Commentary in Eccentricity of shear force on a group of anchors. See Figure 5 Commentary in Load bearing length of anchor for shear. See Table 2 Commentary. in Outside diameter of anchor or shaft diameter of headed stud, headed bolt, or hooked bolt. in Vb = 7(Ie/dao.2da1/2ipc1/2ra11.5 Thickness of member in which an anchor is anchored, parallel to anchor axis. Case 1: No supplementary reinforcement or edge reinforcement smaller than a No. 4 bar. Case 2: Supplementary reinforcement of a No. 4 bar or greater between the anchor and the edge. Case 3: Supplementary reinforcement of a No. 4 bar or greater betwwen the anchor and the edge, and with the supplementary reinforcement enclosed withing stirrups spaced at not more than 4 in. See commentary Sc,(6 Column Baseplate @ Grid rAl3sers\dv_rno\Desktop\Work\TFS\Station 51\CD work\permit stuft\ANCHORBOLT(318-08).xlsm Page No. 4 of 5 Continued 1 ( 1 + -� ) 3c1 `f'ed,V = 1.0 = 0.7+0.3 cn, 1.5 cal = 1.2 'ec,V = `f'ed,V = = 41h,V = A„o, = Vb = Vcbg= 4Vcb 0 = 1.00 1.00 1.20 1.10 4608.00 142.86 192.21 108.12 <1 Modification factor for eccentrically loaded anchor groups if Cat > 1.5 C„ Modification factor for edge effects if C e2 < 1.5 C„ Modification factor for edge effects Anchor in cracked secifon Case .2 Thy = (1.5Ca1 / ha) A 0.5 (where ha < 1.5ca1) �= 0.75 in2 k k > Vu=I 37.26 Ik - -- - ♦ OK 0 Concrete Pryout strength of anchor in shear: (SEC D.6.3) Vcp = kcpNt single Anchor (D-30) Vcpg = kcpNcbg Group of Anchors (D-31) Nth g = Vcp g = 41Vcp g = 1 2 200.98 401.96 226.10 for hef<2.5 forhef> 2.5 k k k > Vua = 37.26 c, • Cor,cnnpryour anchors far fmm a fit, Ma., k ♦ �= 0.75 OK Interaction of tensile and shear forces: (SEC D.7) if Vua < 0.241Vn ..�N/A if Nua < 0.2AANn > NUA �._..._....__._......_..._._...-�--�-�--�--._..._._..._._...__.......---.♦ 41Nn •-------. 4Vn > VUA •..__.._.... - + N/A if Nua > 0.241Nn & Vua > 0.241Vn ♦- • NuA VUA - �N + mV < 1.2 ♦----.--.--.--------•-a n n OK G- ►7 Column Baseplate @ Grid XI13sers\dv_rno\Desktop\Work\TFS\Station 51\CD work\permit stuff\ANCHORBOLT(318-08).xlsm Page No. 5 of 5 HSS (TS) Column Base per AISC Design Guide 1 (Connection is not designed to transfer moment) F,ut<‘,. D 6e-,&"€- bit-5(5- PC, r ' 1 1,,E •�F' r _t ` tj EJ f (f4 LRFD Factored Loads Material Properties Column Properties (Cl,E Load Combos) Column: F = 46 ksi v Section: HS56X6X1/2 P„ = 95.24 kips (Compression) F„ = 58 ksii A = 9.74 in2 T„ = 95.24 kips (Tension) d = 6.00 in V„ = 37.26 kips Base PL: Fv = 50 ksi b = 6.00 in F„ = 65 ksi tiles = 0.47 in Anchor Rod: F1554 Gr. 55 Fq,f,ta= 75 ksi Concrete: fc' = 4 ksi Rebar: fv = 60 ksi Column Base Required Strength The required shear strength must be greater than the required shear strength determined from Toad combinations including the amplified seismic load or the required column strength based on AISC 341-10 analysis, if a SCBF. (Loads input above) Base PL Design (per AISC Design Guide 1) Compressive Axial Load Design Inputs N = 12 in B= 10 in A2/A1 = 1.44 ---> For Concrete Bearing 172.8 Concrete Bearing Strength IK., l;. = (4).R5C'Ii 4Pp = 318.2 kips OK Base PL Yielding m = 0.5 (N - 0.95 d) = 3.15 in n=0.5(B-0.95b) = 2.15 in t=1� 21 = 0.5916 in n' = 0.25 (d b )°.5 = 1.50 in 1= MAX (m,n,n')= 3.15 in USE 1.00 in OK Tensile Axial Load 489.6 kips E 0 n 0.95 b E B Number of Bolts = 6 Bolt Tension, Ti,,,bot = 15.9 kips/bolt Effective Moment Arm = 2 in (Assumed to be the distance from the bolt centerline to the outside face of the HSS Wall) Effective Width = 4 in (2 x Moment Arm) Effective Width (Override) = in (If the assumpition above is not valid, leave blank otherwise) Mu,piate = 7.93667 k-in/in Zreq = 0.176 in3/in treq = 0.840 in USE 1 in OK USE 1 in thick, GR 50 Base Plate Project: TFS 51 Item: Braced frame baseplate Date: 12/1/2018 Engineer: dvm Sheet: Anchor Rod Design (per AISC Design Guide 1) Anchor Rod Diameter = 1 in N„ = 7 ---> Total # of bolts resisting shear PL Washer Thickness = 0.375 in ---> Reference Spec Table 14-2 Nt = 7 ---> Total # of bolts resisting tension Ignore Shear? No ---> Yes if using shear lug or embedded column connection Fnt = 0.75Fu „ta = 56.25 ksi F„„ = 0.45Fu,tuta = 33.75 ksi ---> fu„= 6.78 ksi Ab = 0.785 In2 F'nt=1.3F„t - (F„t/Y'Fn„)fu„ < Fut= 56.3 ksi Zb = 0.167 in3 Combined Bending/Tensile Stress Bolt Lever Arm, I = tp/2 + t„„asher/2 = 0.59 in Bolt Bending Moment, Mtb = Vul,/N„ = 3.2 k-in/bolt Bolt Bending Stress, ftb = Mu,/Zb = 19.0 ksi Bolt Tensile Stress, fta = Nua/NtAe = 17.3 ksi Combined Tension Stress = ftb + fta = 36.3 ksi < (OF, = 42.188 ksi OK USE db = 1.00 in Check the tensile strength of the Rods per ACI 318-11 Appendix D = 0.75 (ACI Section D4.4) nt= 8 threads/in ASe,N = 0.61 in2 futa = 75 ksi �Nsa = 4)nAse.Nfuta = 239 kips OK Column to Bose PL Weld Design Column Tensile Load, T,,wi = 95.24 kips (If braced frame, check axial Toad in column, not joint reaction) Column Shear Load, Vu,co1 = 0 kips (If braced frame, check axial load in column, not joint reaction) Shear Force Direction? Strong Axis Lwem = 2 x (d + b) = 24 in Use L. = 24 in (for Tension) Use Lweid = 12 in (for Shear) ft = 3.97 k/in f„ = 0.00 k/in f, = 3.97 k/in Dfeq = fr/1.392 = 2.85 sixteenths Minimum Wall Thickness 0.152 in OK USE D = 3 sixteenths USE tplate = 1.0 in v kg,Aei- / r/y t-eZh t.15 ry Project: TFS 51 Item: Braced frame baseplate Date: 12/1/2018 Engineer: dvm Sheet: D u T o f P L.A.iU C (3 R cLc l v k.D ® P AAA eer rkA ,Av•-• PIPET Cx i��s,oa ScISM IC F°R-cC AScE 7—lo Fpr e,`fa.pSprwP l lzpirf = o .'( (i . b) (0 V.) we (2.qt. ) 34,5 rsf Z_ �o (Nit11.-A,, ,-i A ovf' -rot of Sre`tl_ t3.3. r -�=G (t.oaF cc p - I,o vent 51,s = SI. p s f (ve-.+c 12 - a3 2`(I prf /ESD (PT 2.d0 y 3 w 3`I,i p'f V72.:{4. VA/t % tt,Z i•IA Ok. Cv L rt M R rc- b P ,-c./ , di c H S $1., '/ N tt.4C F 0 rh-ov" n( pp`t - tarht_ l3cR,•-" 80Tro t &.,L,(s£ p c 6— 4A. �f 0p t o A (Zts 5( $Tn-i c- E NSS Es < PROJECT ? (?-U f ti DATE CO2 , z.U' N 0 N a c0 � ma a m N o� N N O 0 N N � CO 03 33 a; d E o og ▪ o - m a M N ssfengineers.com STRUCTURAL ENGINEERING PROJ. # 1vM DESIGN Sc U SHEET Gcarc- 7 tt.. f: uEf / �'/��k3It E J C-LetS Vitt: (L00E- rf2-, Rc.J(f /2OO F to S T' rvt 30 es ✓E l ok� i .--f re21-1 o e� v./ / 9 (se r n (.4, f � P 4-r/ of rY Lc' "-"Teg - 1.v 12 x 2- G V-/ i S d l V'1L (9 1? e' c 7 va.M. t� x Z. . !0 3 "�- S .6, r` A "'A = 2 -1 z w • fr fJ x8.? kS' t' r Z. G. (nJ PI 7430 by c 0.1 s 30' S'rhrf 1O''YYz..'ri MAoe YZ.a f sW J 30' t1� G td4-1 f Imo' tr)l2X�o r'^ : sUa(s3 k..f' v G•1. 1v • \ /S. ? If k' • Art_ : t. 11 = ��30 3 A- (' '( 1 41-ps{ a -2vY w / 3 . S S- k.- • {r- Y St- L>ra 0.1? " 12_o F t .a is AQ441? friL�1-T) a.J v'` 0 1S� Op nn k 0-1 l,-i 4-0 tJ 770" P= , a 5 u kr P A2..4-cep HT t 3 r_6 „ E-1 S s 1f5c.i x 1464 7>•,/� = 32. k /2 DP Pi Fo a r' &- c 1c re, iz tO t- L.G A..fl l z/ oov p5 .48; @IIITRUCTURAL ENGINEERING TFS S ( PROJECT Ft-) t.-t / Gam"' R= -4--ra r -- 1 71)--h 2 ( CJ�I. CS I ta.-LO DATE oozy 20r7o, PROD. # DV r-A DESIGN rc—Z/ N O N V ,C?O mO' CO O LO N N 00 N N •O 03 CO COCO N E ,o 0 v m 00 o U) a'° 0 i 'Po L O N N 0 H F ®) ssfengineers.com SWENSON SAY FAGOT SHEET s-4rr'4"4-t gtMCT M-e-A-A ;6$ 38- IR`lb f v RZly We"144r oe‘.^ 4 rS f r2+15 w�cLT S� f t. psi 7z,T�c PLpG tar Yo(2a,ff)= Z.—taco G.I. rfG l t - C /3 A-3 r f f4r.5)4A- , 0 4- ✓R-rl iy (3. 14 /4so� Sc-z SpticsarSr3 t -r TtPICAL EXTERIOR Ndltl;— SIDING PER ARCH. OVER SIAEBONt4 200 PAE1<S OVER 6006162-43 STUDS R/ 16'oe. - �- - - - - - -PER SCHEDULE �ER FRAMING E SLAB EL +6' r 6' S O SLR GRADE W/ �4 1 16'oc E1R C1RD. IN SLAB RAINED DOW SUB ---.. EDGE ON 24 x 12'QP LMASH ENCLOSURE J AREA - 17 _J w,— P(Le rs vv1.c fd�•N, yf 'T L76 L SnO '6- z ( ".4t) nr Os- §O vTi.t Rrt.bv _ (2.3 pSf (juc>�o..� 7-rOti r to q elf (S v c Y?w.1) L✓r vod ..., n 6,t-rC . c) e(R 6' )(1 ° p S f-' ' ;Z�v C.6 (A -AN) t,...)1 n4 7 6-o ve-4-r.j S 6- Lt./ I.a.Rtt .u' -r Y= SzB�/ti 26,Yv c,1. - '1 (0Y0/Zo / 3 1. RSt st•R-e6E god r 4 - i-0) a&1 J/ 8 a R; �{ Sreez- "dDS of s f lof e)uw -J s ( Z1 O A i-for-Dow•.+S ✓cop - 56 2. a tr r. t o A4-n o STRUCTURAL ENGINEERING TF-s PROJECT F%Je L/ 6-a cy^.1-ro n-/ 77 4.s-4 E r.s c t o r u F DATE _002 r 2ai7 0e PROJ. # N O N V oo d' N 0 rri Lo N N 00 N N co Cr' n o0 v .7 Q Im° y a ro N o 1 ssfengineers.com DESIGN SHEET -v- Sc — L2 ASCE 7-10 Seismic Analysis Equivalent Lateral Force Procedure Project: Tukwila Fire Station 51 Fuel Bldg Risk Category Site Class IV C II, II, or III, or IV per T'ablel.5-1 per soils report (D assumed, without soils report) Ss 1.435 Si 0.535 hn 15 ft R 6.50 IE 1.5 T 0.15 (sec) I To 0.10 (sec) Ts 0.48 (sec) k 1.000 Fa 1.00 Fv 1.30 SMs 1.44 E SM1 0.70 E Sos 0.957 E Sol 0.464 E Cs 0.221 E 0.702 E 0.010 E Cs, design 0.221 Bldg. Weight 22.8 k V=CsW 5.0k E 2% in 50 yr, Latitude & Longitude lookup 2% in 50 yr, Latitude & Longitude lookup CBF able 11.5-1 q. 12.8-7 able 11.4-1 able 11.4-2 q. 11.4-1 q. 11.4-2 q. 11.4-3 q. 11.4-4 q. 12.8-2 q. 12.8-3 need not exceed, T < TL q. 12.8-5 or 12.8-6 minimum q. 12.8-1, Strength Level Base Shear not including p Vertical Distribution (Strength (Level Forces) p 1.0 Level ASCE 7-1012.3.4.2 hx (ft) Wx hxk (ft) Roof 1 15 ( 22.8 15.0 E22.8 Ta = Crhnx Eq. 12.8-7 Sp = FaSs Eq. 11.4-1 SM, = FFSI 2 SDs = 3 SMs 2 SDI =3SMI CS= DS (RI) CS _ T�RSDI C3 = 0.01 C _0.5S s R1 CIJ Eq. 11.4-2 Eq. 11.4-3 Eq. 11.4-4 Eq. 12.8-2 Eq. 12.8-3 Eq. 12.8-5 Eq. 12.8-6 Story Diaphragm Shear w/ p Force w/o p Wxhxk Cvx Fx (k) EV (k) Fpx (k) 342.01 1.0001 5.0 1 5.01 5.0 342.0 5.0 12/8/2018 wkh__ k Eq. 12.8-12 w,h, !=I n 11; Fpx = '-x .►r'px Eq. 12.10-1 n w, !=X ECIEOVIEE I REID MIDDLETON, INC, L engineering p Tukwila Fire Station 51 17951 Southcenter Parkway Tukwila, WA 98188 Technical Information Report October I I , 201 8 The information contained in this report was prepared by and under the direct supervision of the undersigned: Marc Servizi, P.E. LPD Engineering, PLLC 1932 1st Ave, Suite 201 Seattle, WA. 98101 (206) 725-1211 • • REVIEWED FOR CODE COMPLIANCE APPROVED FED 2 6 2019 City of Tukwila BUILDING DIVISION Prepared for: Weinstein AU 2200 Western Ave, #301 Seattle, WA 98121 (206) 443-8606 RECEIVED CITY OF ruKINILA OCT 152018 PERM( P D engineering pllc TUKWILA FIRE STATION 5 TECHNICAL INFORMATION REPORT TABLE OF CONTENTS Section I — Project Overview 1 Section 2 — Conditions and Requirements Summary 2 Section 3 — Offsite Analysis 5 Section 4 — Flow Control and Water Quality Facility Analysis and Design 8 Section 5 — Conveyance Systems Analysis and Design I I Section 6 — Special Reports and Studies I 1 Section 7 — Other Permits 12 Section 8 — CSWPPP 12 Section 9 — Bond Quantities, Facility Summaries, and Declaration of Covenant I2 Section I 0 — Operations and Maintenance Manual 13 FIGURES Figure I: TIR Worksheet Figure 2: Vicinity Map Figure 3: Existing Impervious Coverage & Conditions Figure 4: Soils Map Figure 5: Downstream Drainage Course Figure 6: Proposed Conditions APPENDICES Appendix A — Design Drawings Appendix B — Design Calculations and Supporting Information Appendix C — Stormwater Pollution Prevention and Spill Plan & Construction Stormwater Pollution Prevention Plan Narrative Appendix D — Operations and Maintenance Guidelines Appendix E — Declaration of Covenant Appendix F — 2010 Tukwila South Master Storrnwater Infrastructure Plan Technical Information Report (Excerpts) U engineering pllc TUKWILA FIRE STATION 51 TECHNICAL INFORMATION REPORT OCTOBER 11, 2018 SECTION I — PROJECT OVERVIEW This Technical Information Report (TIR) is for the construction of Fire Station 51 in Tukwila, Washington. The site is currently vacant, addressed as 17951 Southcenter Parkway, on two parcels (#3523049008 and #3523049040) with area of 5.67 acres. Refer to Figure 1 — TIR Worksheet for basic site information. See Figure 2 — Vicinity Map for the site location. The proposed project includes construction of a new fire station facility, including an apparatus bay, living quarters, and courtyard. Paved parking and driveways will be installed for vehicular access. Other site features include walkways, landscaping, trash enclosure area, and a bioretention cell for stormwater management. This TIR addresses the requirements of the 2016 King County Surface Water Design Manual (KCSWDM), as adopted by the City of Tukwila. The 2016 KCSWDM provides nine core and five special requirements, all of which will be addressed in this report. According to Figure 1.1.2.A Flow Chart for Determining Type of Drainage Review Required of the KCSWDM, the project requires a Full Drainage Review. Existing Site Summary The existing project area is currently vacant. The site is bordered by businesses to the north, Southcenter parkway to the east, a pond to the south, and S 184th PI to the west. The topography of the western half of the site slopes down towards the southeast at a 50% grade. The elevation change over this portion of the site is approximately 116 feet. The eastern half of the site is flat. The King County iMap shows erosion and landslide hazards on the site. The project is within the Lower Green River drainage basin as designated by the King County Districts Report. According to the 2016 KCSWDM, the definition of a "redevelopment" is as follows: "Redevelopment project means a project that proposes to add, replace, or modem impervious surfaces for purposes other than a residential subdivision or maintenance on a site that is already substantially developed in a manner consistent with its current zoning or with a legal non -conforming use, or has an existing impervious surface coverage of 35% or more." Refer to Figure 3 — Existing Impervious Coverage & Conditions for a layout of the existing impervious areas across the property. Based on Figure 3, the existing impervious coverage for the property is 0% since it is undeveloped, which means this project will classify as a "new development." According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service's Web Soil Survey, the underlying site soils consist of Alderwood and Kitsap Soils with very steep slopes (AkF). sandy loam with slopes of 8 to 15%. Refer to Figure 4 — Soils Map. According to mapping available in the City of Tukwila's 2013 Surface Water Comprehensive Plan, the site area is located in the P17 drainage basin and is subject to the Tukwila South Development Agreement. LPD Engineering PLLC Page I Tukwila Fire Station 51 Technical Information Report, October I I, 2018 P engineering p lc A Technical Information Report (TIR) was prepared in 2010 by Goldsmith for Segale Properties. The Fire Station 51 site is part of a larger redevelopment project (Tukwila South Master Stormwater Infrastructure Plan) with a large storm water facility. The "North" stormwater pond constructed at 180th and Southcenter Parkway was constructed for the purposes of detention (Level 3) and water quality (Basic Level) treatment runoff from the subject site and others. The report indicates the pond in slightly different location and orientation than the original design. However, it was confirmed by R. Larson that the pond area and volume remain unchanged from the original design. The pond is designed based on surface coverage from the FS #51 site as follows from the previous TIR: Table 4-3B Post Development Land Cover by Sub -basin (Goldsmith 2010) Land Cover (Acres) Sub- Basin Outwash Grass Till Grass Impervious Total % Impervious (Interpolated) N1D 0.47 0.35 5.00 5.82 85.9% SECTION 2 - CONDITIONS AND REQUIREMENTS SUMMARY This section addresses the requirements set forth by the 2016 KCSWDM, as listed in Chapter 1.2. Per Figure 1.1.2.A of the 2016 KCSWDM, this project is subject to Full Drainage Review because it involves greater than 2,000 square feet of new plus replaced impervious surface and is not eligible for targeted, simplified, directed, or large project drainage review. Thus, the project is required to evaluate all nine Core Requirements and five Special Requirements. See below for evaluation of requirements and how they are addressed by the project. Per discussions and emails, including the City Attorney and City Drainage Engineer and review of the 2009 Developer Agreement, the project is required to design the drainage system in accordance with the 1998 King County Drainage Manual. However, the City has provided guidance to the project team to design to current (2016) code. This includes the addition of enhanced water quality treatment and Onsite Stormwater Management BMP's (Flow Control BMPs). Currently, it is anticipated that these requirements will be addressed by bioretention cells and permeable pavement. Core Requirements Core Requirement 1 — Discharge at Natural Location (1.2.1): Since the existing site is undeveloped, runoff currently sheet flows to the north and east directions toward existing grass swales at the base of the slopes. These swales convey flow to the storm system that is tributary to Green River. In the proposed conditions, new drainage facilities will take stormwater to the detention pond on the site to the south. From here, the stormwater will travel to the same piped system as in existing conditions. Essentially, the stormwater will be routed to a flow control facility as a result of the new development and then follow a different route that ultimately goes to the same discharge point. Core Requirement 2 — Off -site Analysis (1.2.2): A Level 1 Downstream Analysis has been completed for the project site and is included in Section 3 of this report. LPD Engineering PLLC Page 2 Tukwila Fire Station 51 Technical Information Report, October II, 2018 P 1 Core Requirement 3 — Flow Control (1.2.3): Flow control will be addressed by the recently constructed detention pond to the south of the site. This pond was constructed as part of the larger development and is designed to meet Level 3 flow control. Therefore, formal on -site flow control structures for the fire station site are not required. Excepts from the TIR for the design of this pond are attached in Appendix F of this report. Core Requirement 4 — Conveyance System (1.2.4): Refer to Section 5 of this report for a description of the conveyance sizing. Core Requirement 5 — Construction Stormwater Pollution Prevention (1.2.5): A Temporary Erosion and Sediment Control (TESC) plan has been included with the plan set. The TESC plan will be considered the minimum for anticipated site conditions. The Contractor will be responsible for implementing all TESC measures and upgrading as necessary. The TESC facilities will be in place prior to any demolition, clearing, grubbing or construction. The Construction Stormwater Pollution Prevention (CSWPP) plan narrative and Stormwater Pollution Prevention and Spill (SWPPS) plan are provided in Appendix C of this report. Core Requirement 6 — Maintenance and Operations (1.2.6)f The maintenance and operations manual for the proposed stormwater facilities have been provided within Appendix D. Core Requirement 7 — Financial Guarantees and Liability (1.2.7): Financial guarantees and liability are not required, as the Owner is the City of Tukwila, which is a public agency. Core Requirement 8 — Water Quality Facilities (1.2.8): The project proposes more than 5,000 square feet of pollution generating impervious surface (PGIS), and therefore water quality treatment will be required. Water quality treatment will be addressed by proposed bioretention cells, sized to treat at least 91 % of the total tributary runoff volume, as required by section 6.2.1 of the 2016 KCSWDM. Because the fire station is a commercial land use, it will need Enhanced Water Quality treatment per King County Table 6.1.2.A; which specifies a treatment train. Per discussion with R. Larson (City of Tukwila), the City will accept water quality systems that are specified in the Depaitnuent of Ecology Manual. This includes bioretention cells. Therefore, to combine the BMP and water quality functions, we are recommending bioretention cells for this purpose. Core Requirement 9 — Flow Control BMPs (1.2.9): Per section 1.2.9.2 of the 2016 KCSWDM, this project will be subject to Large Lot BMP Requirements, as it is greater than 22,000 SF but less than 5 acres. Flow control BMPs used for this project include bioretention cells and permeable pavement. There will be one bioretention cell south of the building and another to the east. Permeable pavement will be utilized for various walkways and parking spaces for which it is feasible. See Section 4 of this report for more information on Flow Control BMPs. Special Requirements Special Requirement 1 — Other Adopted Area -Specific Requirements (1.3.1): The 2016 King County SWDM is one of several adopted regulations in the City that apply requirements for controlling drainage on an area -specific basis. Adopted area -specific regulations include requirements that may LPD Engineering PIIC Page 3 Tukwila Fire Station 51 Technical Information Report, October 11, 2018 I:1 engineering c have a direct bearing on the drainage design of a proposed project. These regulations include the following: • Critical Drainage Areas — The project is not within a designated critical drainage area. • Master Drainage Plans (MDPs) — The project is not within an area covered by an approved Master Drainage Plan. The project is not part of a Master Planned Development, a Planned Unit Development, a subdivision that will have more than 100 lots, a commercial development that will construct more than 50 acres of impervious surface, and will not clear more than 500 acres within a drainage sub -basin. Therefore, a Master Drainage Plan is not required. • Basin Plans (BPs) — There is no specific basin plan for the Lower Green River basin. • Salmon Conservation Plans (SCPs) — The Salmon Habitat Plan for the Green/Duwamish and Central Puget Sound Watershed (WRIA 9), dated August 2005, was reviewed to determine if there are regulations applicable to this site. The site ultimately drains to Green River, which according to the conservation plan offers high benefit to Chinook Salmon. The proposed project will be implementing water quality facilities to mitigate pollution - generating surfaces, and thus the project is will not adversely affect salmon habitat. • Stormwater Compliance Plans (SWCPs) — The project is not anticipated to impact, nor is it within an area governed by the SWCP. • Lake Management Plan (LMPs) — The project is not within an area governed by a LMP. • Flood Hazard Reduction Plan (FHRPs) — It does not appear that the currently adopted 2013 King County Flood Hazard Management Plan has any special requirements for this site associated with the proposed improvements. • Shared Facility Drainage Plan (SFDPs) — The proposed project is not within an area with an SFDP. Special Requirement 2 — Flood Hazard Area Delineation (1.3.2): According to King County iMap and the Department of Ecology Flood Hazard Maps, the project does not contain nor is it adjacent to a Flood Hazard Area. Special Requirement 3 — Flood Protection Facilities (1.3.3): The project does not have existing flood protection facilities, nor does it propose new flood protection facilities. Special Requirement 4 — Source Control (1.3.4): In the proposed conditions, there will be one applicable activity matching those listed within section 1.3.4 of the 2016 King County SWDM that will require the use of source control measures. This activity is identified as "A-13 Vehicle Washing." Applicable source control BMPs included dedicated wash pads, sewer connection, holding tanks and catch basin inserts. Special Requirement 5 — Oil Control (1.3.5): The project will not have high -use site characteristics nor is it an existing high -use site; therefore, oil control is not required. LPD Engineering PLLC Page 4 Tukwila Fire Station 51 Technical Information Report, October 11, 2018 P engineering p c SECTION 3 - OFFSITE ANALYSIS The following is a Level 1 downstream analysis for the project site. Task I — Study Area Definition and Maps The project area is currently unoccupied and totals approximately 5.67 acres. The downstream analysis for the project area is based upon the following resources: • Site Survey • King County iMap • City of Tukwila Mapping/GIS • 2010 Technical Information Report for the Tukwila South Master Stormwater Infrastructure Plan (excerpts attached in Appendix F) Task 2 — Resource Review The following resources have been reviewed for the project area: Basin Summary The project is within the Lower Green River drainage basin as designated by the King County Districts Report. Floodway Map The site is not located within a Floodway or Floodplain per the King County iMap database, which uses FEMA Data to delineate flood areas. Sensitive Areas The following is a summary of sensitive areas located within the project area or within the downstream drainage course from the project area. King County iMap database was used to examine the following sensitive areas. Sensitive Areas The following is a summary of sensitive areas located within the project area or within the downstream drainage course from the project area. King County's iMap database was used to examine the sensitive areas. • Landslide Prone Deposits — The project is not located within a landslide prone deposit area however there is potential for shallow delbris slides • Liquefaction Prone Deposits - The project is not located within a liquefaction prone deposit area • Seismic Hazard — The project is not located within a seismic hazard area • Erosion Hazard — The project is located within an erosion hazard area • Critical Aquifer Recharge — The project is not located within a critical aquifer recharge area • Wetland and Streams — There are no wetlands or critical streams located on or within the vicinity of the site. LPD Engineering PLLC Page 5 Tukwila Fire Station 51 Technical Information Report, October II, 2018 P D engineering pllc Critical Areas Per City of Tukwila Critical Areas Map, landslide potential is moderate; slope is between 15% and 40% and underlain by relatively permeable soils. Drainage Complaints Drainage complaints for the project site and downstream drainage course have been investigated using King County iMap. Complaints older than 10 years are not required for Level 1 downstream analysis. No drainage complaints were identified at the project site. 303d List of Polluted Waters Downstream of the project site, there is one water that is listed on the 2016 Water Quality Assessment Section 303(d) of the Clean Water Act. The water body is the Green River, located approximately 0.40 miles west of the site. Green River has been assigned a Category 5 water body as a result of the last sampling event in 2010, which indicated 0 of the 12 samples did not meet the minimum dissolved oxygen (DO) quantity of 8 mg/L (Listing ID #10812). Water Quality Problems Per the current 2017 City of Tukwila Water Quality Report, there are no water quality problems within the project limits at this time. Task 3 — Field Inspection On -site Conditions The project site is currently unoccupied. There is no existing drainage infrastructure on site. All of the stormwater that falls sheet flows towards the pond located south of the project site. Refer to Task 4 for the complete description of the downstream drainage from the project area. Upstream Basin There will be a steep slope to the west of the project area. Multiple drainage swales will be installed to collect drainage from the slope prior to running onto new plus replaced impervious surfaces. Therefore, these upstream areas will not be accounted for in the calculations or sizing of any flow control BMPs or water quality treatment facilities. Task 4 — Drainage System Description and Problem Descriptions SITE DRAINAGE TO POND (Figure 5) As described in the 2010 Tukwila South Stormwater Infrastructure TIR, the project site was identified as a North Basin (Sub -Basin N) during previous development of the pond located south of the project site. This is referring to the north portion of the adjacent development taking place at the time. For the proposed Fire Station 51 project, the majority of drainage will be taken to this existing detention pond and follow the same downstream path. Refer to Figure 5 — Downstream Drainage Course for details. The following is an excerpt from the 2010 Tukwila South Stormwater TIR (attached in Appendix F) describing the downstream drainage course from Sub -Basin N: LPD Engineering PLLC Page 6 Tukwila Fire Station 51 Technical Information Report, October I I, 2018 P engineering p lc Sub -Basin N consists of site area and off -site runoff draining to the South 180th Street Pump Station and ultimately to the Green River. Discharge to the Green River is either via the City of Tukwila's existing stormwater pump station located adjacent to South 180th Street near the intersection of Southcenter Parkway or via a 12-inch diameter gravity storm drain pipe which conveys low flow discharges into the P-17 basin. Surface water discharges from the South 180th Street basin are somewhat complicated. The vast majority of stormwater runoff from the South 180th Street basin is conveyed to the Green River via the South 180th Street Pump Station. This pump station, comprising three 5600 GPM pumps and one 2800 GPM pump discharges to a 66-inch-high pressure line which outfalls to the Green River near South 180th Street. This 66-inch pressure line also conveys stormwater runoff from Interstate 5 to the Green River, bypassing the project site. Low flow discharges tributary to the pump station holding pond (near the Claim Jumper restaurant on the south side of South 180th Street) are conveyed to the east in a 12-inch pipe. This pipe eventually connects to a manhole near the intersection of South 180th Street and Andover Park West. During periods of low flow, and in the absence of backwater in the Andover Park West storm drain system, flow from the 12-inch pipe would be conveyed northward towards the P-17 Pump Station. If the Andover Park West storm drain is significantly backwatered, and if the Green River is low, flow from the 12-inch line could be conveyed directly to the Green River via .a gravity drain line. During periods when both the Green River is high and the Andover Park West system is backwatered, there is likely no input from the South 180th Street basin into the P-17 basin. This downstream description from the previous TIR aligns with the stormwater GIS mapping received from the City of Tukwila. The GIS mapping shows the 36-inch discharge pipe from the existing detention pond, routing to the S 180th Street pump station and the discharges to the 72-inch system in S 180th Street (to Green River) and the .12-inch system for the low discharges that eventually goes to the P-17 pump station to the north. At this time, there are no known downstream drainage problems that would be exasperated with the FS #51 project. FRONTAGE DRAINAGE TO NORTH (Figure 5.1 and 5.2) Runoff from pavement and gutter in Southcenter Parkway in front of the property flows northerly in the gutter, then enters the piped system via catch basins in the gutter. In front of the property, the catch basin is in the gutter, but connects to an 18" SD that lies behind the curb. The 18" SD continues northerly to a 36-inch line, then turns east at Minkler Blvd into a 66-inch storm line which continues to Pond P-17 at the Cedar River. Per discussion with R. Larson (City of Tukwila), this pond now receives less flow due to the removal of 178th St roadway as part of the construction of Tukwila South. Refer to Figures 5.1 and 5.2 attached, showing the north downstream route. Task 5 — Mitigation of Existing or Potential Problems As mentioned, the Fire Station 51 site is currently undeveloped, and therefore does not have any concentrated flows or impervious surfacing. The existing detention pond south of the project site is in good condition and at this time, the existing downstream drainage course appears to have adequate capacity to convey the proposed flows from the project. LPD Engineering PLLC Page 1 Tukwila Fire Station 51 Technical Information Report, October I I, 2018 P I:1 engineering lc SECTION 4 - FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Existing Site Hydrology As stated earlier, the existing project site is an undeveloped site that is sloping generally from southwest to northeast. Stormwater would generally sheet flow along the north and east edges of the project site. There is an existing detention pond to the south of the project site that was designed to accommodate the proposed project. Developed Site Hydrology The proposed project improvements will include the construction of a new fire station facility, paved driveways and parking areas, walkways, and landscape improvements. Refer to Figure 6 — Proposed Conditions, which shows the proposed site conditions and a summary of the surface areas. Table 1 shows a breakdown of the new plus replaced impervious surfaces. Target surfaces are not applicable, since flow control facilities are accounted for by the existing detention pond south of the site. Table 1— New Plus Replaced Impervious Area Square Feet Acres Building/Roof 13,485 sf 0.310 ac PGIS (Asphalt and Concrete) 36,887 sf 0.847 ac Standard Concrete (Non-PGIS) 6,859 sf 0.157 ac Permeable Concrete (3,525 SF considered 50% effective impervious) 1,763 sf 0.040 ac Total New Plus Replaced Impervious Area 58,993 sf 1.354 ac Flow Control Facilities According to King County Flow Control Applications Map, the project site is located within Level 2 Flow Control area (Conservation Flow Control area). The level 2 Flow Control standard per section 1.2.3.1.B of KCSWDM is the following: "Match developed discharge durations to predeveloped durations for the range of predeveloped discharge rates from 50% of the 2-year peak flow up to the full 50-year peak flow. Also match developed peak discharge rates to predeveloped peak discharge rates for the 2- and 10 year return periods." Flow control will be addressed with the previously constructed pond located south of the property. This pond was part of the Tukwila South Master Stormwater Infrastructure Plan development in 2010 and was developed to meet the Level 2 Flow Control Standard. Stormwater modeling for the Tukwila LPD Engineering PLLC Page 8 Tukwila Fire Station 51 Technical Information Report, October I I, 2018 P D engineering pllc According to the 2010 TIR, the pond (entitled "north pond") accounted for the Fire Station 51 basin, with a basin area of 5.82 acres (5 acres impervious). The total parcel area for the project site is 5.67 acres and the new plus replaced impervious surface is 1.35 acres. Therefore, the actual areas of the project are less (impervious much less) than the areas used to model the pond. Based on coordination with the City of Tukwila, the constructed pond is in a slightly different location and orientation from the original design, but it was confirmed that the pond area and volume remain unchanged. Refer to the applicable excerpts from the 2010 Tukwila South Stormwater TIR attached in Appendix F for details on the Hydrologic Modeling and facility dimensions. The curb and gutter line in Southcenter Parkway drains northerly to Pond #P17. Per discussion with R. Larson, this pond now receives less flow due to the removal of 178th St roadway as part of the construction of Tukwila South. Consequently, it is acceptable to allow the sidewalk runoff to enter the gutter line and discharge to Pond #P17. Furthermore, since the sidewalk is not a pollution generating surface, water quality treatment is not required. The onsite system is designed to capture runoff to the Maximum extent feasible. Bypass runoff from the lower portion of both driveways will discharge to the frontage gutter. Flow Control BMPs According to Section 1.2.9.1 of the 2016 KCSWDM, since the project involves greater than 2,000 SF of new plus replaced impervious, flow control BMPs must be applied. The site will be considered a "Large Lot" (greater than 22,000 SF), and thus flow control BMPs shall adhere to section 1.2.9.2.2 of the 2016 KCSWDM. To determine the amount of the target impervious surface requiring flow control BMP mitigation, this definition from the 2016 KCSWDM was adhered to: "For projects that will result in an impervious surface coverage on the buildable portion of the site/lot of less than 45%, flow control BMPs must be applied to 50% of target impervious surfaces. For projects that will result in an impervious surface coverage 45-65% on the buildable portion of the site/lot, flow control BMPs must be applied to 50% of target impervious surfaces reduced by 1.5% for each 1 % of impervious surface coverage above 45% (e.g. impervious coverage of 55% results in a requirement of FCBMPs applied to 35% of target impervious surfaces). For projects that will result in an impervious surface coverage greater than 65% on the buildable portion of the site/lot, flow control BMPs must be applied to 20% of the target impervious surfaces or to an impervious area equal to at least 10% of the site/lot, whichever is less." The project will result in greater than 65% of impervious area over the buildable portion of the site/lot. Thus, 20% of the target impervious surfaces or an impervious area equal to at least 10% of the site/lot (whichever is less) shall be mitigated with flow control BMPs. Since no flow control facilities are proposed, the "target impervious surface" is considered to be the new plus replaced impervious surfaces. In this case, 20% of the target impervious surface, (58,993 SF) will be 11,799 SF, which is less and therefore the amount of area required for flow control BMP mitigation. 10% of the total site/lot would be 24,688 SF. Each Large Lot BMP was examined to determine its feasibility for the project: • Full Dispersion — To accomplish full dispersion, the total area of impervious surface being dispersed would need to be less than 15% of the total native vegetated surface area, which is not feasible for this site. LPD Engineering PLLC Page 9 Tukwila Fire Station 51 Technical Information Report, October 11, 2018 I:1 engineering lc • Full infiltration — This project will not be able to utilize full infiltration as a flow control BMP, as the site soils cannot meet the minimum design requirements outlined by section C.2.2.2 of the KCSWDM. Existing soils must consist of coarse sands or cobbles or medium sands, which is not the case for this project. The project's geotechnical report indicate site soils consisting of fill over glacial till. • Bioretention — Bioretention cells will be proposed for this project. The KCSWDM requires that bioretention in till soils (inside UGA, rainfall region SeaTac 1.0 and less) must provide volume based on 0.6 inches of equivalent storage depth. Therefore, the bioretention area (at the overflow elevation) must be at least 5% of the tributary impervious area. One bioretention cell will be south of the new fire station facility and the other will be east of the building. Based on the tributary impervious area to each, the bioretention cells are adequately sized as a flow control BMP. This information is shown on Figure 6 and in the MGS Flood reports in Appendix B. The total amount of target (new plus replaced) impervious surface being mitigated by bioretention is 51,289 SF, which exceeds the required threshold of 11,799 SF. • Permeable Pavement — Even though the flow control BMP requirement is satisfied by bioretention, there is permeable pavement proposed for various walkways and parking areas. The total amount of permeable pavement is 3,525 SF. In conjunction with the area mitigated by bioretention, the required amount of mitigated area has been satisfied and no further evaluation of flow control BMPs are required. • Infiltration. Per the City's infiltration map, the FS51 project site is located in an area where infiltration is allowed. However, actual soil conditions as reported by Hart Crowser indicate that the material is till and is not available for infiltration because the site was excavated down to its current ground level and consists of unweathered till. Water Quality Treatment Water quality treatment facilities will be required for this project since there is greater than 5,000 SF of pollution -generating impervious surface (PGIS). Currently, the existing detention pond was designed for basic water quality treatment. However, due to the fire station's classification as a "commercial" site, enhanced water quality treatment is required per section 6.1.2 of the 2016 KCSWDM. Per coordination with the City of Tukwila, it will be acceptable to use enhanced water quality options from the Department of Ecology (DOE) Stormwater Management Manual. Per Volume V of the current 2014 DOE Manual, bioretention cells can be utilized for enhanced treatment. Therefore, it is efficient to combine water quality facilities and flow control BMPs on this project with bioretention. The total amount of proposed PGIS is 38,022 SF, while the amount of PGIS tributary to bioretention is 33,396 SF. Water quality facilities preceding detention must filter at least 91% of the influent runoff volume. Though not all of the tributary areas to each bioretention cell consist of exclusively PGIS, the cell must still be sized to treat at least 91% of the total runoff volume. There are bypass areas of PGIS that cannot be feasibly collected and routed to bioretention due to site grading and elevations. The difference between proposed PGIS and treated PGIS is 4,626 SF. This area would be below the threshold (surface area exemption) of 5,000 SF for application of water quality treatment. Additionally, the bioretention areas are sized (in terms of runoff volume treated only) to treat a total impervious surface of 51,289 SF, which is greater than the amount of proposed PGIS by 13,267 SF. The bioretention cells sizes proposed for the site treat more than 91% of the influent runoff, and therefore provide adequate water quality treatment for the PGIS. MGS Flood models were ran to LPD Engineering PLLC Page 10 Tukwila Fire Station 51 Technical Information Report, October II, 2018 1:11 engineering confirm that this requirement was met; the MGS Flood reports for this exercise are attached in Appendix B. SECTION 5 - CONVEYANCE SYSTEMS ANALYSIS AND DESIGN A conveyance analysis was completed for seven different pipe runs associated with the proposed design. Conveyance pipes will need to be sized to convey (at a minimum) the 25-year peak flow, per section 1.2.4.1 of the 2016 KCSWDM. Rational method was used to compute runoff According to section 3.2 of the 2016 KCSWDM, rational method is "appropriate for sizing new conveyance systems that drain smaller, quickly responding to tributary areas (i.e., less than 10 acres) where very short, intense storms tend to generate the highest peak flows." The methodology from section 3.2.1 was used to determine the "C" value coefficients and the peak rainfall intensities. Areas were determined based on the tributary area to each pipe system. The Conveyance Analysis Spreadsheet is attached in Appendix B. The following pipe systems were analyzed for conveyance capacity (Refer to the drainage plan sheet C2.0, located in Appendix A): 1. 12-inch southwest outlet to pond 2. 8-inch south bioretention outlet 3. 8-inch southeast outlet to south bioretention 4. 6-inch southeast outlet to south bioretention 5. 8-inch south outlet to south bioretention 6. 12-inch southwest outlet to south bioretention 7. 12-inch swale outlet The 12-inch southwest outlet to the pond (Pipe Run #1) runs from the trench drain (SD #1) located on the northeast corner collecting runoff from the northeast portion of the site, connects to the 24" overflow drain (SD #2) carrying all discharge from the east bioretention. It then connects to Catch Basin #7 conveying discharge from the south bioretention. Upon reaching Catch Basin #9, it collects runoff from the westernmost swale that collects the adjacent slope before finally discharging into the detention pond located south of the site. The full flow capacity of each pipe was found using Manning's Equation, taking into account the pipe diameter, Manning's n value, and pipe slope. These values were compared to the 25-year peak flow found using the rational method. Based on this comparison, it was determined that all the pipes along this run have adequate conveyance capacity for the 25-year storm event. The other pipe runs were analyzed in a similar fashion. All pipe runs are sized to have adequate conveyance capacity, meeting requirements set forth by the 2016 KCSWDM. See the Conveyance Analysis Spreadsheet for a complete listing of the analyzed pipes. SECTION 6-SPECIAL REPORTS AND STUDIES A geotechnical report has been prepared by Hart Crowser, Inc., dated July 20, 2017. This report is available upon request under separate cover. LPD Engineering PLLC Page 11 Tukwila Fire Station 51 Technical Information Report, October 11, 2018 P 1:1engineering p Also, the Technical Information Report for the Tukwila South Master Stormwater Infrastructure Plan from May 2010 describes the sizing of the existing detention pond south of the site. Due to the size of this report, only applicable excerpts are attached in Appendix F of this report. SECTION 7 - OTHER PERMITS The project will disturb more than one acre, and thus coverage under the Construction Stormwater General Permit will be required from the Department of Ecology. SECTION 8 - CSWPPP The Construction Stormwater Pollution Prevention Plan (CSWPPP) consists of the TESC plans in the drawing set with the accompanying Construction SWPPP Narrative and a Stormwater Pollution Prevention and Spill (SWPPS) plan per the 2016 KCSWDM. The TESC plan is on sheet C1.0 of Appendix A. SWPPP narrative and SWPPS are both attached in Appendix C of this report. An NPDES permit from the Washington State Department of Ecology will be required for the project because it will disturb over one (1) acre of land area. The TESC plan includes utilization of the excavation of the south bioretention cell as a sediment settling facility. A minimum volume was calculated using the methodology from the 2016 KCSWDM, with the 2-year developed flow rate from MGS Flood. A volume of an equivalent sediment trap was calculated to find the necessary sediment settling volume required for the facility. A copy of the Sediment Facility Sizing worksheet and associated MGS Flood reports used for this exercise is attached in Appendix B. The TESC elements shown are intended to be the minimum allowable. The NPDES permit will require periodic inspection of the TESC elements to confirm they are holding up and continuing to function as intended. During construction, the contractor is responsible for upgrading these facilities as necessary. The implementation of the TESC plan and construction maintenance, replacement and upgrading of the TESC facilities are the responsibility of the contractor, per the contract documents. The TESC facilities will be constructed prior to and in conjunction with all clearing and grading activity and in a manner in which sediment or sediment laden water does not leave the project site, enter the drainage system, or violate applicable water quality standards. SECTION 9 - BOND QUANTITIES, FACILITY SUMMARIES,AND DECLARATION OF COVENANT A Bond Quantities Worksheet is not expected to be required since the owner is the City of Tukwila, which is a public agency; no bonding is required. The draft Declaration of Covenant for Inspection and Maintenance of Stormwater Facilities and BMPs is attached in Appendix E of this report. LPD Engineering PLLC Page 12 Tukwila Fire Station 51 Technical Information Report, October II, 2018 0� P II. engineering p c SECTION 10 — OPERATIONS AND MAINTENANCE MANUAL Recommended operations and maintenance guidelines for the proposed stormwater drainage facilities from Appendix A of the 2016 KCSWDM are attached in Appendix D of this report. LPD Engineering PLLC Page 13 Tukwila Fire Station 51 Technical Information Report, October I I, 2018 engineering plIc FIGURES Figure I: TIR Worksheet Figure 2: Vicinity Map Figure 3: Existing Impervious Coverage Conditions Figure 4: Soils Map Figure 5: Downstream Drainage Course Figure 6: Proposed Conditions KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner City of Tukwila Phone (206) 433-0179 Address 6300 Southcenter Blvd. Tukwila, WA 98188 Project Engineer Marc Servizi Company LPD Engineering PLLC Phone (206) 725-1211 Part 3 TYPE OF PERMIT APPLICATION ❑ Landuse (e.g.,Subdivision / Short Subd. / UPD) © Building (e.g.,M/F / Commercial / SFR) © Clearing and Grading ❑ Right -of -Way Use O Other Public Works Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Tukwila Fire Station 51 DPER Permit # TBD Location Township 23 Range 4 Section 35 Site Address 17951 Southcenter Parkway Tukwila, WA 98188 Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands ❑ Other Public Wei ❑ Shoreline Management ❑ Structural Rockery/Vault/ ❑ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Type of Drainage Review (check one): Date,(include revision dates): Date of Final: Report © Full ❑ Targeted ❑ Simplified ❑ Large Project ❑ Directed 10/11/2018 Site Improvement Plan Type (check one): Date (include revision dates): Date of Final: Plan (Engr. Plans) al Full ❑ Modified ❑ Simplified 10/11/2018 Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Experimental / Description: (include conditions in TIR Section 2) Blanket Approved Adjustment No. Date of Approval: 2016 Surface Water Design Manual 1 4/24/2016 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Start Date: Yes / (9Describe: Completion Date: Re: KCSWDM Adjustment No. Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Special District Overlays: Drainage Basin: Lower Green River Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream © Steep Slope West side of site ❑ Lake © Erosion Hazard ❑ Wetlands © Landslide Hazard Shallow debris slide potential ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other Public Works ❑ Habitat Protection Part 10 SOILS Soil Type Alderwood and Kitsap soils Slopes Very steep Erosion Potential Unknown ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other Public Works ❑ Seeps/Springs ❑ Additional Sheets Attached 2016 Surface Water Design Manual 4/24/2016 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE ❑ Core 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ LID Infeasibility ❑ Other LIMITATION / SITE CONSTRAINT ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: Detention Pond (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: 1 Offsite Analysis Level: 1 / 2 / 3 dated: Flow Control (include facility Level: 1 / 2O/ 3 or Exemption Number summary sheet) Flow Control BMPs Bioretention Conveyance System Spill containment located at: Erosion and Sediment Control / CSWPP/CESCL/ESC Site Supervisor: TBD Construction Stormwater Contact Phone: TBD Pollution Prevention After Hours Phone: TBD Maintenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Provided: Yes / No Liability Water Quality (include facility Type (circle one): Basic / Sens. Lake /nhanced 1_3_a__s_I Bog summary sheet) or Exemption No. Landscape Management Plan: Yes / No Special Requirements (as applicable): Area Specific Drainage Type: CDA, / SDO / MDP / BP / LMP / Shared Fac. None Requirements Name: Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption /(Non) 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: None 2016 Surface Water Design Manual 3 4/24/2016 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control • High -use Site: Yes / �o Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION © Clearing Limits © Stabilize exposed surfaces l Cover Measures 0 Remove and restore Temporary ESC Facilities 0 Perimeter Protection 0 Clean and remove all silt and debris, ensure X❑ Traffic Area Stabilization operation of Permanent Facilities, restore operation of Flow Control BMP Facilities as © Sediment Retention necessary © Surface Water Collection © Flag limits of SAO and open space preservation © Dewatering Control areas 0 Dust Control ❑ Other Public Works © Flow Control © Protection of Flow Control BMP Facilities (existing and proposed) 0 Maintain BMPs / Manage Project Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description 0 Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility © Flow Control BMPs ❑ Other Existing pond ❑ Vegetated Flowpath ❑ Wetpool ❑Filtration ❑ Oil Control ❑ Spill Control ❑ Flow Control BMPs © Other- Bioretention Bioretention Bioretention 2016 Surface Water Design Manual 4 4/24/2016 ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Covenant ❑ Native Growth Protection Covenant ❑ Tract Public Works ❑ Other ❑ Cast in Place Vault ❑ Retaining Wall ❑ Rockery > 4' High U Structurgai 1iStkiep;OIope ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my know • • - + • ru ation pr err is accurate. /9//# Signed/Date 2016 Surface Water Design Manual 4/24/2016 5 0 N N 0 ap.dwg andreww exhibits\figure 2 i a) 0 c 0 0 m L 0 7 0 c 0) c .0 U U) U 0 U s:\lpd engineering S 160TH ST S 164TH ST *23 S 166TH ST S 167TH ST S 168TH ST S171S ST S 172ND ST -57 Q N z 0 64THis 7. cri > S 166TH m cn S 170TH ST S 168TH ST S 176TH ST w 0 z C S w 81ST ST S 183RD STD ITI cn S AV HJlirb S 17 cn w -1 < < c Im 1) Aso I. ti S 178T (31 o1 'ti co < w N, O < S 1 ND T v S 184TH ST S 186TH ST S 188TH ST � D 0 r., m STRANDER BLVD > c O C --I 0 m z -1 m CORPORATE DP N PROJECT co:H D Ij SITE m H 0 cr x � 0 �i Q z 1_ F- O x i CC CO C11 O D ct- S 192ND ST, rrl ,: cn _J S 194TH ST TR.CK DR z CORPORATE DP S MINKLER BLVD 0 m ▪ MIDLANDJR cri -a Z. TRILA Q DI UPL'AN DR 180—H S m a ct 0, a.7r. sz- w • Q ▪ U ill 2 pgRkoR c o S GLACII R ST S 190TH ST ( co co > > > < < QI / S 194TH ST w J J ON DR cn O m O S1 LV 2ND w > 0 z 188TH ST W S 190TH ST 72ND AVE S zl 0 TUIKW I LA--F I R E--S—TAT1O=1 1 P D 1932 1st Ave., Suite 201, Seattle, WA 5'9101 p. 206.725.1211 f. 206.973.5344 engineering plIc www.Ipdengineering.com DESCRIPTION VICINITY MAP OCTOBER 11, 2018 FIGURE 2 0 1 0 1 1! p 11 ta=1:1SIN EXISTING DETENTION POND • . 1 ►� i 1 1 iftunimmij s 31817-19T 4N. 0 50 100 11 Scale 1 n=100' EXISTING IMPERVIOUS AREA Existing Impervious 0.00 AC Total Site Area 5.67 AC Percentage of Site Impervious 0.00% TUKWILA FIRE TATIONZA ©2018 LPD Engineering PLLC P D 1932 1st Ave., Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering p I I c www.Ipdengineering.com DESCRIPTION OCTOBER 11, 2018 EXISTING CONDITIONS & IMPERVIOUS COVERAGE FIGURE 3 s ROr i rr 1!i ul1 el ar L11 MEW die KING COUNTY AREA, WASHINGTON (WA633) MAP UN'IT SYMBOL MAP UNIT NAME AkF Alderwood and Kitsap soils, very steep Ur Urban Land Wo Woodinville silt loam 0 P D 1932 1st Ave., Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.lpdengineering.com DESCRIPTION -I LA FIRE STATIO t `l- OCTOBER 11, 2018 SOILS MAP FIGURE 4 lV } I r� 0 36" SD EXISTING DETENTION POND 72' SD S 180TH ST PUMP STATION 2018 LPD Engineering PLLC -{to" sD DISCHARGE TO GREEN RIVER GREEN RIVER L P D 1932 1st Ave., Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering plic www•Ipdengineering.com DESCRIPTION OCTOBER 11, 2018 DOWNSTREAM DRAINAGE COURSE FIGURE 5 u 1 1 1 1 1 1 1 Frontage flows northerly in 36-in SD Frontage flows northerly in gutter, then 18" SD. 1 inch = 500 feet. 0 200 400 600 INCIIIMIC= Feet DOWNSTREAM DRAINAGE MAP - NORTH FIG 5.1 City of Tukwila Surface Water Map Book Paae J4 SEA\\SIMBA\PROJ\TUKWLAWACITYOF\412954SWCOMPPL\GIS\LAYOUT\MAPBOOK6.MXD TJANTZEN 4/212013 07:49:16 ql PI IMP i MOP if/ w N Easterly To P17 / Cedar River 1 inch = 500 feet 0 200 400 600 Feet DOWNSTREAM DRAINAGE MAP - NORTH FIG 5.2 City of Tukwila Surface Water Map Book Page 14 SEA \\SIMBA\PROD\TUKWILAWACITYOF4412954SWCOMPPL\GIS\LAYOUT\MAPBOOK5 MXD TJANTZEM 5/15/2012 14:01:10 4 %�ll)l71%lillll, L,'!//fr!' __-- `1,s//ll gill EAST BIORErENT)ON BASIN TOTAL BASIN AREA 15,484 SF (0.355 AC) TRIBUTARY IMPERVIOUS 7,024 SF (0.161 AC) /PERMEABLE PAVEMENT PARKING (TYP) -r rzzz ROOF (100% EFFECTIVE IMPERVIOUS) PGIS (ASPHALT/CONCRETE) (100% EFFECTIVE IMPERVIOUS) CONCRETE WALKWAYS (NON-PGIS) (100% EFFECTIVE IMPERVIOUS) PERVIOUS PAVEMENT (3525 SF © 50% EFFECTIVE IMPERVIOUS) TOTAL NEW PLUS REPLACED IMPERVIOUS AREA 6,859 SF (0.157 AC) /UK -MLA -FIRE STATION-51 ©2018 LPD Engineering PLLC L P D 1932 1st Ave., Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pIIc www.lpdengineering.com DESCRIPTION OCTOBER 11, 2018 PROPOSED CONDITIONS FIGURE 6 IP1 c engineering p APPENDIX A Design Drawings t-� TUKWILA FIRE STATION 51 TUKWILA, WASHINGTON • /f 1�� / \ / �� • 50 0 25 50 too `,..\ // ` \ Scale T-50' / // SOUTHCENTE IRKW 1- • CO -I / / 0 0 0 o 1 0 0 00 0 HCENTE��,r��� n1 NOTES HORIZONTAL DATUM: WASHINGTON STATE PLANE COORDINATES (NORTH ZONE), NAD 83/11 EPOCH 2010.00. BASED ON GPS TIE TO WSDOT MONUMENT GP17005-349 AND CONSTRAINED TO THE WASHINGTON VIRTUAL REFERENCE NETWORK. VERTICAL DATUM: NAVD 88 (GNSS DERIVED GEOID 12A) SITE AREA: TL 3523049008 179,369 SQ FT ± TL 3523049040 68,699 SQ FT ± ALL DISTANCES SHOWN ARE GROUND DISTANCES UNLESS OTHERWISE NOTED. THE LOCATION AND DESCRIPTION OF ALL SURVEY MARKERS SHOWN HEREON ARE BASED ON FIELD OBSERVATIONS TAKEN IN JULY 2016, UNLESS OTHERWISE INDICATED. WORK PERFORMED IN CONJUNCTION WITH THIS SURVEY UTIUZED THE FOLLOWING EQUIPMENT AND PROCEDURES: (A) 1" TRIMBLE 56 SERIES ELECTRONIC TOTAL STATION, MAINTAINED TO THE MANUFACTURER'S SPECIFICATIONS PER W.A.C. 332-130-100. (B) FIELD TRAVERSE, EXCEEDING REQUIREMENTS SET FORTH IN W.A.C. 332-130-090. THIS TOPOGRAPHIC SURVEY DRAWING ACCURATELY PRESENTS SURFACE FEATURES LOCATED DURING THE COURSE OF THIS SURVEY. UNDERGROUND UTILITIES SHOWN HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY OTHERS AND PACE ENGINEERS, INC. DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABIUTY FOR THEIR ACCURACY OR COMPLETENESS. CONTRACTOR/ENGINEERS SHALL VERIFY EXACT SIZE AND LOCATION PRIOR TO CONSTRUCTION. CALL FOR LOCATE: UTILITY LOCATION SERVICE: 811 OWNER CITY OF TUKWILA PUBUC WORKS DEPARTMENT 6200 SOUTHCENTER BLVD, SUITE 100 TUKWILA, WA 98188 OWNER'S REPRESENTATIVE SHIELS OBLETZ JOHNSEN (SOJ) 800 5TH AVE. SUITE 4130 SEATTLE, WA 98104 JUSTINE KIM & CARRIE HOLMES T: (206) 838-3706 E: JUSTINEKOSOJSEA.COM ARCHITECT WEINSTEI N A+U 2200 WESTERN AVE, SUITE 301 SEATTLE, WA 98121 EMMA NOWINSKI & LAUREN ROCK T: (206) 443-8606 E: EMMANOWEINSTEINAU.COM CML ENGINEER LPD ENGINEERING, PLLC 1932 FIRST AVE., SUITE 201 SEATTLE, WA 98101 PHONE: (206) 725-1211 CONTACT: MARC SERVIZI LANDSCAPE ARCHITECT SWIFT COMPANY, LLC 3131 WESTERN AVE, M423 SEATTLE, WA 98121 BARBARA SWIFT & SHAWN STANKEWICH T: (206) 632-2038 E: SHAWNOSWIFTCOMPANY.COM EARTHWORK OUANTTTIES CUT: 1,050 CY FILL: 3,000 CY DISTURBED AREA: 92,800 SF (2.2 Ac) THE ABOVE QUANTITIES ARE BASED ON COMPARING THE FINISHED GRADE TO EXISITING GRADE AND ARE FOR PERMITTING PURPOSES ONLY. CONTRACTOR TO VERIFY QUANTTIES. LEGAL DESCRIPTIONS NEW PARCELS BAND C AS DESCRIBED AND DELINEATED ON CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. L 13-005, RECORDED UNDER RECORDING NO. 201302279000005, IN KING COUNTY WASHINGTON; TOGETHER ,ER WITH THOSE PORTIONS OF VACATED SOUTH 178TH S STREET ADJOINING, WHICH ATTACHED THERETO BY OPERATION OF LAW PURSUANT TO THE CITY OF TUKWILA ORDINANCE NO. 2400, RECORDED UNDER RECORDING NO. 20160120000436. PROJECT DESCRIPTION CONSTRUCT A NEW FIRE STATION WITH 6 ON —DUTY STAFF. BUILDING TO HAVE A DRIVE —THROUGH CONFIGURATION AND INCLUDE A DOUBLE —HEIGHT APPARATUS BAY AND A SINGLE —STORY LIVING SPACE. SHEET INDEX SHEET NUMBER SHEET TITLE C0.0 C1.0 C1.1 C1.2 C2.0 C2.1 C2.2 C2.3 C3.0 C3.1 C3.2 C3.3 C4.0 C4.1 C4.2 C5.0 C5.1 C5.2 C5.3 C5.4 C5.5 TS01 COVER SHEET • TESC & DEMOLrrION PLAN TESC DETAILS NOTES GRADING & DRAINAGE PLAN GRADING & DRAINAGE NOTES & DETAILS GRADING & DRAINAGE NOTES & DETAILS GRADING & DRAINAGE NOTES & DETAILS PAVING & HORIZONTAL CONTROL PLAN PAVING & HORIZONTAL CONTROL NOTES PAVING & HORIZONTAL CONTROL NOTES PAVING & HORIZONTAL CONTROL NOTES SEWER PLAN SEWER NOTES & DETAILS SEWER PROFILE COVER SHEET — WATER WATER PLAN AND PROFILE WATER PLAN AND PROFILE WATER PLAN AND PROFILE WATER NOTES & DETAILS WATER NOTES & DETAILS SIGNAL MODIFICATION PLAN & DETAILS & DETAILS & DETAILS Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by SWP Drawn by CRL Checked by MJS t ll l \ 1932 Fist Are, I 1 Sae MI. / 50.ea3 , SA195101 engineering 1.206.973.5344 plic wwn$EwgM wn 02015LP0 Enp4.° plc -Thew docuTerga. have been aepne 'gr.-Scaly caly w 0w tom named PMc4. Thy an nd suitable b wan o5m Plods' or b ohe blab w'a7d4 CM emovsl ara gYcyeem of Ce. Enpnea. JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL. Date 10/15/18 COVER SHEET Sheet Tide Sheet C O. O N A+ U ARCHITECTS + URBAN DESIGNERS // / v BEST LINE OF AREA tr r 7- _ Y f O. / / \ EASEMENTCOVEREDB& WATERROAD / (P+1'ND SEDI6OTMENT / \ ON PARCEL B O= / / EASEMENT REC. \ #4857802 CT12.0) RAGE / o \ \ / / �\ \f\\�' / / / / / \ \ BERM \ ' / / / • / 1/ // i/ \\ I 1 / �CELL 2 i i , (PD 0 80T.I 1 2 0) JJ1 1 I,oO YEAR 1 I' !1 W5 EL 24.75 , 1 1 1 , 1 SILT4FENCE ' , I II I i g'1 I 1 I I Ii I DETENTION-----;n \. POND TOP EL 28 I I I 1 I I II ; IWI I I=1 I i I" II I II ISOMH RIM=33.971 I IE CPEP (NE)=19.51 IE136' CPEP (S)=19.4 1EISOMH RIM=31.91 36° CPEP (E)=19.j IE 6" CPEP (SW)=19. IA I PERI3SEGALE PROPERTEt I LLE TUK tLA SOUTH PROJECT N RTH POND - CUTLERI (508iT11) IE 35' CPEP=1915 APPROXIMATE END FIER GOLDSMITH NORTH PC/ND I -OUTLET SOI9TH N0 STUB MARKER'OR PIPE FOON0 I CB RIM -was IE 18" PVC (W>25.1 CHN INK FNC aI" WATER HIGHLINE VTER DIST) 6 STW IP 1 t OUTH a •C8 RIM=29.15-'-e IE 8' CPEP (5)=25.16 t I i y E' I ONC tN)=23.4 F IE12" CONC (404=23.4 Y EXT3.5 c . W & 5"ASSUMED )TOSE PLUGGs0 SSMH RIM=31.325 IE CL CHAN B" PVC (NE/S)-25.2 SSMH RIM=32.44 IE CL CHAN 20"CONC (NW/5E)=16.4 a82 i9'01 R=40.00' LA57.47' VACATED BY TUKWILA ORD 2400 KING / COUNTY -4,4 2016770617,7 �FC�3 / \ TOPS. CENTER VERT. 18' 000P EL=33.3 IE 5" IYEX (5W)=31.5 i 5' FILO4 (5)=31.5 \ \ UTILIZE BIORETENTION EXCAVATION AS TEMPORARY SEDIMENT SETTLING TRAP (AREA 2000 SF) ®® 20' UTILITY EASEMENT REC /5136121-. 20' UTLITY EASEMENT REC #20130916000018 [. ..._ ------ - 4r_ TEMPORARY INTERCEPTOR SWALE RIM=30.98 IE 3f" CMP (W)=1 IE 36' CMP (E)- un STABILIZED CONSTRUCTION ENTRANCE REMOVE EX BARRIER AND SIGN (TYP) ROCK CHECK DAM PROPOSED BUILDING OUTUNE SAVE AND PROTECT EX UTIL STR TO REMAIN SOMH RIM=31.35. REMOVE EX CURB AND CB RIM=31.68 SW ASSUMED ABANDONED DS • 4.01 . ,D ,•,•• •„ • is 6" PVC WAITS OF WORK REHAR LS ss is SSMH R01=30.71 IE CL CHAN 20"CONC CATCH BASIN FILTER ref :II -SOW RIMA30.58 IE Is' CONC (5E1=22.2 IE 8" CONC 000 CB IM..29.72 SOMH RIM=29.57 iE la" CONC (5E1=21.8 IE 24" CPEP (5E1=21.9 20 0 10 20 40 scale r-20' LECEND PROPERTY UNE ROUGH GRADE EX CONTOUR (INDOO EX CONTOUR a BUILDING REMOVAL CONCRETE REMOVAL STABIUZED CONSTRUCTION ENTRANCE CONSTRUCTION FENCING SILT FENCE TREE PROTECTION EX TREE TO BE REMOVED EX TREE TO REMAIN EX CURB TO BE REMOVED EX unurr TO BE MOVED CATCH BASIN FILTER UNITS OF WORK Can 3 Working Day; Bofors DIM .47 1-800-424..6666 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by SWP Drawn by CR. Checked by MJS 1932 BHA Are, hen teen prepared speak* for the above awed plea They are not NSA, !or me on ohs plods or In awl !mations withal the SURISDICIPONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 TESC & DEMOLITION PLAN Sheet Title N A+ U ARCHITECTS + URBAN DESIGNERS LU UJ iy 5 t 1 1 ws NOT USED NOT USED 5 NOT USED 9 AOAP SKIRT GEOTEXTI FABRIC SCHEMATIC DETAIL wr9 NOT USED RETRIEVAL STRAP OVERFLOW (TO BYPASS PEAK FLOWS) SEDIMENT ACCUMULATOR (MIN. 0.5 CF STORAGE) PROVIDE "STREAMGUARD SEDIMENT CATCH BASIN INSERT' OR APPROVED EQUAL MANUFACTURER INFORMATION: BOWHEAD ENVIRONMENTAL & SAFETY P.O. BOX 375 PRESTON, WA 98050 (800) 909-3677 W W W.SHOPBOW HEAD.COM NTS INLET PROTECTION 6 NOT USED 1 0 25T2 OR R-AS NOTED 12" MIN. DEPM GEO—TEXTILE FABRIC 4" — 8" OUARRY SPALLS WATER LEVEL LTERED RUNOFF xrz A NOT USED S CONSTRUCTION ENTRANCE 7 ROVIDE SOLID COVER FM FOR DISCHARGE OF ACCEPTABLE SEDIMENT FREE STORMWATER TO APPROVED OUTLET EE m AN OVIDE 6" MIN CLEAN GRAVEL AROUND PERIMETER WRAP WITH FILTER FABRIC 4" DIAMETER OR GREATER PIPE OR DRUM (MUST BE OF NON LEACHABLE MATERIAL) W/ 2 01A WEEP HOLES WIRE TIES SUMP PUMP AND MOTOR W/CAPACITY AS NECESSARY 2"x2" BY 14 Ga. WIRE 0 JOINTS IN FILTER FABRIC SHALL BE EQUIVALENT, IF SPLICED AT POSTS, USE STAPLES, WIRE STANDARD STRENGTH RINGS, OR EQUIVALENT TO ATTACH FABRIC USED FABRIC TO POSTS. FILTER FABRIC 2"x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED MINIMUM 4"x4 TRENCH BACKFILL TRENCH WIT NATIVE SOIL OR 3/4"-1.5" WASHED GRAVEL 2"x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT 2' MIN 12" MIN POST SPACING MAYBE INCREASED TO 8' IF WIRE BACKING IS USED 1' MIN, CONTRACTOR SHALL INCREASE DEPTH IF NECESSARY NOTES: 2"x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT LEVEL BOTTOM !ITS A SILT FENCE 14 MINIMUM 4"x4" TRENCH GRASS OR ROCK GRADE: MAX 5% WITH POSITIVE DRAINAGE TO A SUITABLE OUTLET SUCH AS A SETTLEMENT TRAP STABILIZATION: SEED, COVER MEASURES, OR ROCK 12" THICK, PRESSED INTO SWALE BANK AND EXTENDING AT LEAST 8" VERTICAL FROM THE BOTTOM. INTERCEPTOR SWALE 8 TOP OF SEDIMENT TRAP EL - )00C WATER SURFACE REMOVE SEDIMENTATION AFTER SITE IS STABIUZED & T.ES.C. MEASURES ARE REMOVED. EXCAVATE BIDRETETt1IDN POND AS REWIRED. BTM EL = XXX SEDIMENT TRAP 1 2 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by SWP Drawn by CRL Checked by MJS I) 1932 NX Ave, I Seattle,p. .2211 I. 206173.5344 engineering pllc a.eea6, 02SIR LPD Enpteeip 9k.TMss M60,666e esea oven moved 'with* for the *we named. plea They the nth subtle b wean cnp pc)ede p h we. Borue.m'wr ee elyrovd and 2412100a dIe Enpreer. J• SE 49 �,dl H` z BT I� N DNA. c r / JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 TESC DETAILS Sheet Title Sheet C 1.1 ARCHITECTS + URBAN DESIGNERS W Z W OW OF TLIKVAA GRADING AND EROSION CONTROL NOTES CITY OF TUKVVILA GENERAL NOTES CITY OF TUKWILA CONSTRUCTION NOTES CONSTRUCTION NOISE NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES. ESTABLISH THE CLEARING LIMIT'S, INSTALL BE CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS. ALL DOWNSTREAM EROSION PREVENTION AND AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING ED TO IN ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABIUZATON IS ESTABUSHED. 5. FROM MAY 1 THROUGH SEPTEAIBI:R 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURESMY TO PROTECT DISTURBED 30.AREAS 'THAT WILL Y AND RKEDPERM ENOR SEVEN MAYS OR MORE 8. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: a. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. b. STOCKPILE. ON SITE. ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. c. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BONG PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A UEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE UFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES: WALLS. DRAINS. DAMS, STRUCTURES, VEGETATION. EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES. AND SHALL WITH THE DIRECTORS APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT -RELATED WORK. AIL 10. AWORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE. AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTER SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED. INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS. THEIR BUkhLHS, AND ADJACENT PRIVATE PROPERTIES AND PUBUC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE. TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS. THEIR BUFFERS. AND PUBUC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: a. NOTIFY THE PUBUC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. b. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. e. MAINTAIN ALL ROAD DRAINAGE ,TbiEMS, STORM WATER DRAINAGE SYSTEMS. CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. d. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. e. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. GRADING AND EROSION CONTROL NOTES 5 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK. NOTIFY THE UTILITIES AT 206-433-0179. 3. REQUEST A PUBLIC WORKS UTIUTY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CAWNG 206-433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS. AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 8. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBUC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBUC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBUC FACIUTIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON UCENSED LAND SURVEYOR. VERTICAL DATUM SHALL 8E NAVE 1988. HORIZONTAL DATUM SHALL of WASHINCTON STATE (CRIO) COORDINATESunoee. ZONE USING NAD 83/91 SURVEY CONTROL AND TIED TO ANY TWO CRY OF TUKWILA ��„� HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY. EASEMENTS. AND ACCESS TRACTS. GENERAL NOTES 6 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY SHAAPPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE/CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITYS INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS a. ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING: b. PRIOR TO ANY ACTIVITY IN CRY RIGHT-OF-WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. c. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2N0, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. d. FIRE. PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. e. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE DIRECTOR. f. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. Nit A CONSTRUCTION NOTES i 1. FOR ALL COMMERCIAL MULT1-FAMILY, AND NEW SINGLE-FAMILY HOMES, CONSTRUCTION -RELATED NOISE IS ALLOWED: 7 AM TO 8 PM MON-FRI 9 AM TO 8 PM SAT, WORK ON THIS DAY IS BY CITY PERMISSION ONLY NO WORK SHALL BE PERMITTED ON SUNDAY. NO DEUVERIES SHALL BE SCHEDULED PRIOR TO 7:00 AM OR AFTER 8:00 PM. 2. CONSTRUCTION -RELATED NOISE IS NOT ALLOWED OUTSIDE OF ALLOWABLE HOURS. LEGAL HOLIDAYS, OR SUNDAYS. Art CONSTRUCTION NOISE NOTES 4 ��GG�R��7 STREET SWEEPING NOTES DUST SUPPRESSION NOTES 1. CONTRACTOR SHALL IMMEDIATELY SWEEP THE PAVED CITY RIGHT-OF-WAY WHEN DIRT OR OTHER CONSTRUCTION RELATED DEBRIS IS DEPOSITED. STREET SWEEPING NOTES 7 1. DUST FROM CLEARING, GRADING, AND OTHER CONSTRUCTION ACTMTES SHALL BE MINIMIZED AT ALL TIMES. 2. IMPERVIOUS SURFACES ON OR NEAR THE CONSTRUCTION AREA SHALL BE SWEPT, VACUUMED, OR OTHERWISE MAINTAINED TO SUPPRESS DUST ENTRAINMENT. 3. ANY OUST SUPPRESSANTS USED SHALL BE APPROVED BY THE CTIY OF RENTON. PETROCHEMICAL DUST SUPPRESSANTS ARE PROHIBITED. WATERING THE SITE TO SUPPRESS DUST IS ALSO PROHIBITED UNLESS R CAN BE DONE IN A WAY THAT KEEPS SEDIMENT OUT OF THE PUBUC DRAINAGE SYSTEM. DUST SUPPRESSION NOTES S CITY OF TUKWILA SWPPS AND SPILL PLAN NOTES MOBILRAT ON/STOCKPILE AREA NOTES BIORETENTION AREA PROTECTION NOTES i. NO HAZARDOUS LIQUID PRODUCTS, INCLUDING BUT NOT UNITED TO PETROLEUM 7. TRUCK WASHOUT SHALL NOT BE ALLOWED ON SITE. THE CONTRACTOR SHALL PROVIDE PRODUCTS, FUEL SOLVENTS, DETERGENTS, PAINT, PESTICIDES, CONCRETE ADMIXTURES TRUCK WASHOUT OFF -SITE AT AN APPROVED AND LEGAL LOCATION. AND FORM OILS SHALL BE STORED ON -SITE WITHOUT PRIOR APPROVAL. IF REQULaTLi), THE CONTRACTOR SHALL PROVIDE FOR SPILL CONTAINMENT IN ACCORDANCE WITH CRY 8. CONTRACTOR SHALL PROVIDE TO THE OWNER'S REPRESENTATIVE AND THE CICY THEHOURS OF BOTHELL REQUIREMENTS. CONTRACTOR SHALL PROVIDE A UST OF THE TYPES AND LOCATION OF SPILL RESPONSE MATERIALS. CONTRACTOR WILL ALSO IDENTIFY DISPOSAL. SIZES OF UOUIDS THAT WILL ED BE STORED/HANDLON SITE. CONTRACTOR WILL ALSO METHODS FOR CONTAMINATED WATER AND SOIL AFTER A SPILL SHOW THE PROPOSED LOCATION FOR STORAGE ON A PROJECT SITE PLAN AND WILL PROVIDE A PROPOSED METHOD OF SECONDARY CONTAINMENT. THE OWNER'S 9. THE CONTRACTOR SHALL PROVIDE A REPORT TO THE OWNER'S REPRESENTATIVE AND REPRESENTATIVE AND THE CITY SHALL REVIEW AND APPROVE THE PLAN PRIOR TO THE CITY IDENTIFYING THE PERSONNEL RESPONSIBLE FOR POLLUTION PREVENTION. STORAGE. INCLUDING CONTACT INFORMATION. AND CLEARLY USTING THE RESPONSIBILITIES OF 2. CONSTRUCTION WASTE SHABE PROMPTLY REMOVED FROM THE SITE AND SHALL NOT THESE PERSONNEL LL BE STOCKPILED. 10. THE CONTRACTOR SHALL PROVIDE A DESCRIPTION OF THE PROCEDURES TO BE USED 3. NO STATIONARY FUEL TANKS SHALL BE ALLOWED. IN MONITORING THE POLLUTION PREVENTION BMPS AND RESPONDING TO A BMP THAT 4. FUEUNG OF CONSTRUCTION EQUIPMENT SHABE A MOBILE FUEL TRUCK AND SHALL NEEDS ATTENTION, INCLUDING RECORD KEEPING. LL 8E ALLOWED ONLY IN PAVED AREAS. CONTRACTOR SHALL PROVIDE A PLAN FOR 11, THE CONTRACTOR SHALL PROVIDE A REPORT TO THE OWNER'S REPRESENTATIVE AND FUEUNG AREA SPILL CONTAINMENT TO THE OWNER'S REPRESENTATIVE AND THE CRY THE CITY IDENTIFYING THE PERSONNEL RESPONSIBLE FOR SPILL PREVENTION, WITH A PROPOSED METHOD OF SECONDARY CONTAINMENT. THE OWNER'S INCLUDING CONTACT INFORMATION. AND CLEARLY USTING THE RESPONSIBILITIES OF REPRESENTATIVE AND THE CITY. SHALL RENEW AND APPROVE THE PLAN PRIOR TO THESE PERSONNEL FUELING. ALL SPILLS, CONTAINMET, AND CLEAN UP SHALL BE THE CONTRACTOR'S RESPONSIBILITY AND AT THEIR OWN EXPENSE. 12. THE CONTRACTOR SHALL ALSO PROVIDE A DESCRIPTION OF THE PROCEDURES TO BE S. FUEUNG OF CONSTRUCTION EQUIPMENT SHALL. ONLY BE ALLOWED DURING DAYLIGHT USED IN MONITORING THE SPILL PREVENTION BAPS AND RESPONDING TO A SPILL HOURS. INCIDENT, INCLUDING RECORD KEEPING. B. THE CONTRACTOR SHALL REMOVE FROM THE SITE ALL EQUIPMENT THAT REOUIRES SIGNIFICANT REPAIR. MINOR REPAIRS OR MAINTENANCE MAY BE ALLOWED ON SITE IN AN APPROVED AREA THE CONTRACTOR SHALL SUBMIT A PLAN FOR THE PROPOSED LOCATION OF VEHICLE MAINTENANCE AND REPAIR AND SHALL INDICATE THE PROPOSED METHOD OF CONTAINMENT FOR POSSIBLE LEAKING VEHICLE FLUIDS. THE CONTRACTOR SHALL ALSO PROVIDE A PLAN TO THE OWNER'S REPRESENTATIVE AND THE CITY FOR THE COLLECTION, STORAGE. AND DISPOSAL OF VEHICLE FLUIDS. THE OWNER'S fun REPRESENTATIVE AND THE CRY SHALL REVIEW AND APPROVE PLAN PRIOR TO ANY ON -SITE MAINTENANCE SWPPS AND SPILL PLAN NOTES 1 O 1. UNIT CONSTRUCTION VEHICLE TRAFFIC WITHIN FOOTPRINT OF BIO R ETENTION AR AREAS TO MAXIMUM EXTENT FEASIBLE DURING CONSTRUCTION. 2. DO NOT EXCAVATE BIORETENTION AREAS TO SUB -GRADE UM1L SITE HAS BEEN STABUZED AND JUST PRIOR TO INSTALLATION OF BIORETENTION SOIL AND PLANTING. 3. GEOTECHNICAL ENGINEER TO REVIEW BIORETENTION SUBGRADE PRIOR TO INSTALLATION OF SOIL AND PLANTING. 4. DO NOT ALLOW CONSTRUCTION STORMWATER RUNOFF TO ENTER EXCAVATED BIORETENTION AREAS. BIORENTENTION AREA PROTECTION NOTES I 1 1. ANY EXCAVATED MATERIAL REMOVED FROM THE CONSTRUCTION SIZE AND DEPOSITED ON PROPERTY WITHIN THE CRY LIMITS MUST BE DONE INCOMPLIANCE WITH A VALID CLEARING GRADING MUSTMLOCATIONS FOR THE CITBIUZATC AREA AND STOCKPILED MATERIAL Y BE APPROVED BY THE CITY INSPECTOR AT LEAST 24 IN ADVANCE OF ANY DUMPING. 2. HAULING HOURS WITHIN THE RIGHT-OF-WAY ARE RESTRICTED TO MON-FRI 8:30 - 3:30. • NTS MOBILIZATION/STOCKPILE AREA NOTES 12 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by SWP Drawn by CRL Checked by MJS I IJ \ 1922 first Ave, I / Suite 201. W]5STTTIl .1211 1. 206.973.534a engineering pllc aaw.pa..aaa....t.n 02016 LPD Enpinearinp pk•Thaee documents have beep peepa<e ep912601* for the ebwa named project. They aro not suaabb for ice en other poled, or In otlw bcallmn without the approval end palklpalbnof 0,e Ertpineer. J• SF Qs, 4. ,'QL r., ON �AL to' ISIAg JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 NOTES Sheet Title Sheet C1.2 N A+ U ARCHITECTS+ URBAN DESIGNERS EX COMBINED WET/ DETENTION PONO'\ BOTTOM ELEV: 12.0 TOP OF DEAD STORAGE ELEV: 28.0 100-YEAR WATER LEVEL: 24.75 / / WEST UNE OF AREA Lr1- COVERED EY ROAD (POND BOT. / EASEMENT & WATER / +I' SEDIMENT / \ ON PARCEL a STORAGE _ / EASEMENT REC \ . / /485780a 12.0) / \ N., \ / CONNECT TO \ \ J POND °/ / \ \ \ \ IE19.4/ / \ 40 IF 12' SD \ 09.0X 1 LOUTLET I It? 31.0 met EtThON CM -le TOP 34.0 BOTTOM 31.0 r\ 12' PONDING DEPTH AREA 2040 SF 0ETFNTIONJ I ' 154 LF 6" PERF 0 0.11% / C8 TYPE 1 NM 4.. IE 31.7 (8" NW) IN IE 31.7 (8" E) OUT OLLL 2 47/-(POND O, OT.� /100 YEAR WS EL 24.75 i I 4 ec»i ca TYPE 2.1119' RIM -J.3.5 IE 25.5 (8' S) IN IE 25.5 8' E) IN IE 25.2 12" W) OUT I aim 24' oyes:Lai RIM 31.5 IE 28.42 (8" S) lN IE 28.42 (8" N) OUT I 1 1 7LF 8" SD 041.7X 1 621LF 8" SO 00.I8X 4&T RIM - 8C)co TEE I3lE 26.0 (8') IE(SOWRIM=31.91 36' CPE' (E)=19.4 I 36 IE CPEP (SW)=19.1 PERISEGALE PROPERTIES 1 TI LL TU4618 80UTH PR0.4-' NORTH POND - WILE -/ (SOUT4) IE 35" CPEP=1915 APPROXIMATE END FIER GOLDSMITH N P NO _p I NO STUB - ER OR PIPE rO/ND eI C8 R1M=.4J.85 IE2 IE 4 18"4044648PVC (W)f=2626.1 .94 1 6' CHN LNK No / t 8" WATER (HIGHLINE WATER DIST) 6' STY/ IP t i s OU% E Ti j !7 // v ONAmp )=23.4 (� IE 12' CONC (t01A=23.4 / EX/. IE 12" CONC (S) 3.6 / W @ S ASSUMED TO E CB RIcCB RImaPWGG Q IE H' CPEP (5).25.16JThiwmm"-�.-_ 1 n SS CONC N.1AL / RI 31.0 /IE 23.71 (12" E) IN / IE 28.0 (8' NW) IN IE 23.0 (12' SW) OUT1 VACATED BY o ';'KWiLA ORD / �I, 240D K o> IE 21392 Z on ' RECORDINLTNWU. Z o 201607 20000735 c3 z o / INLET IE\32.03 IE 6" h0x ('81I}'=3^.T IE 6' FAX (S)-31.5 33 LF 12 SD 0 24.5X 6" FOOTING DRAIN CONNECTION 0 2.0% MIN 5NT EC #5436121 149 LF 12' SD 0 1.0% CURB CUT OPENING (TYP OF 3) Z` 120'011UTY EASEMENT REC 1'201309i 6000016 . `. . ' 57 LF 6' SD 19+00 CUR -g^ FOOTING DRAIN ROOF LEAQER CONNECTION 165 LF 8' SD 0 0.9X 52 LF 8' DIP SD 0 0.52 SIGNAL; 39 LF 8' SD BUILDING FF 35.0 4LI:6 16" 5 T 'milirll _____--- `I -1' ]OI1 RIM=30.96 IT Ate 1,.,1 .11E .' CMP (W)'I .2 -.. ����, ,, >3 V uP SW ALE (TYP) 20 LF 8' SD 55 018 11 • •' l TOP 33.5 BOTTOM 30.0 8' PONDING DEPTH cRI AREA 450 SF -/q \\\ ... \ 3 \ \ \ \ \\ \ '.: \ =, N., N. -. ''. :_.....:1,-... -..... 1, z.....,........z...T., ::::22-------- \\ :\ �� \\\ Z\ \ \\ SDMH RIM.31.35,R IE 18' CONC (N).22.7 IE 12" CONC (5).22.9 6-DEC 8'OEC 22"DEC 18"OEC RI 2.0 IE 30.3 (8' S) OUT ROOF DOWNSPOUT _]i IE 32.7 gj ' I � � B�,A\MG h t10H; PLR 65 fi•C 04 ,8 N55L550 �W ; tH 11111 18/ 262. SSMH RIM=30.71 IE CL CHAN 20"CONC (NW/SE)=16.2 12" PVC (SW)=16.6 IE 8' PVC CULV=33.8 CB RIM=29.84 CONC (SW)=24.2 SDMH R1M=30.58 1E 18" CONC (NW)=22.3 IE 18" CONC (5E)=22.2 IE 8' CONC / 0.6° 50 CB RIM-26.05 fE 12" CMP (NW)=24.1 CIAP (N_)=24.1 \\\ zN g n 15' 021 10 EASEMELYI' REC. #6343861 /'' `1� 55 MyP,M�2Y.1ir3 '/2' C (N)-21.8 _��• .f 12" 008CDNC (S)-2Le IE 12- CONC (W)=22.4 ,p[ }A� 3R'N t=- 20 0 110 20 40 Scale 1-20' /ryp� LEMID j//ff j -2a0 / // //// - - END REBAR @ CAP LS 30429' CB IM.29.72 IE " PVC (NE)=26.7 MH RIM.30.30 18" CONC (NW).22.1 12" CPEP (NE)-22.I IE 8" PVC (SW).24.8 22"DEC 90 SDMH RIM-29.57 IE 18" CONC (NW).21.8 IE 18" 4056 (SE).21.8 IE 24" CPEP (SE)-21.9 I- 4 SOLO• F. • DS. PROPERTY UNE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT UGH? DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY CONCRETE PERVIOUS CONCRETE GRAVEL SURFACING VERTICAL CURB CURB AND GUTTER DRAINAGE SWALE BIORETENi1ON CELL OUARRY SPALL DISCHARGE PAD AREA/OVERFLOW ORNN TRENCH ORAN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE FOORNG/SUBSURFACE DRAIN STORM DRAIN CLEAROUT FOOTING DRAIN CLEANOUT DOWNSPOUTS Can 3 Working Days Bofors You DIEU 1-800-424-6888 Rev Dale Issue Tukwila Are Station 51 Project No. 17001 Designed by SWP Drawn by CRL Checked by WS P. 206.725.1211 nare teen peepared specfr.aly Cr the gave named project They arerotaitableke user. JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/113 GRADING & DRAINAGE PLAN Sheet Title Sheet C2.0 N A+ U ARCH ITECTS + URBAN DESIGNERS IJJ GENERAL STORM DRAINAGE NOTES 1. ALL LOCATIONS OF EXISTING UTILITIES AND UNDERGROUND STRUCTURES SHOWN ON THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. THE CONTRACTOR SHALL INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF PROPOSED IMPROVEMENTS. 2. THE CONTRACTOR SHALL VERIFY THE LOCATIONS AND ELEVATION OF AIL CONNECTIONS TO EXISTING SYSTEMS PRIOR TO CONSTRUCTION. 3. A SEPARATE SEWER/DRAINAGE SIDE SEWER PERMIT FROM THE DEPARTMENT OF PLANNING AND DEVELOPMENT (DPD) IS REQUIRED. AT THE TIME OF APPLYING FOR THIS PROJECT'S SIDE SEWER PERMIT, THE APPROVED DPD PLAN COVER SHEET AND DRAINAGE CONTROL PLAN SET MUST BE PRESENTED WITH THE PERMIT APPLICATION. 4. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED DRAINAGE CONTROL PLAN ON FILE WITH DPD AND IN THE APPROVED BUILDING PERMIT PLAN SET. ANY DEVIATION FROM THE APPROVED PLANS MAY REQUIRE WRITTEN APPROVAL FROM DPD. 5. A COPY OF THE APPROVED DRAINAGE CONTROL PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO CONSTRUCTION OF IMPERVIOUS SURFACING UNLESS OTHERWISE APPROVED BY DPD. 7. STORM DRAINS SHALL BE ONE OR MORE OF THE FOLLOWING OR AS INDICATED ON THE PLAN: A. PVC PIPE AND FITTINGS PER ASTM 3034 SDR 35 WITH RUBBER GASKET JOINTS. PVC PIPE FOR PSS AND PSD SHALL 8E TESTED FOR EXCESSIVE DEFLECTION WITH A MADREL PER SECTION 7-17.3 (4) OF THE SPECIFICATIONS. 8. CONCRETE - ASTM C-14 CL III FOR PIPES LESS THAN 12" IN DIAMETER. C. CONCRETE - ASTM C-76 CL M FOR PIPES 12" AND 15" IN DIAMETER. D. CONCRETE - ASTM C-76 CL III FOR PIPES 18" AND LARGER. E. HDPE - DOUBLE WALLED SMOOTH INTERIOR CORRUGATED HIGH DENSIN POLYETHYLENE PIPE. PIPE SHALL BE HANCOR HPQ OR APPROVED EQUAL AND SHALL MEET THE REQUIREMENTS OF AASHTO M252 TYPE 5 FOR PIPE A INCHES IN DIAMFTFR AND 1 F55, AND AASHTO M3R4 TYPE C, FOR PIPE 12 INCHES IN DIAMETER AND GREATER. FETTINGS AND COUPLINGS FOR PIPE 8-INCHES IN DIA AND GREATER SHALL SILT TIGHT. F. DUCTILE IRON SHALL BE PER ANSI A21.51 CLASS 50 WITH PUSH ON JOINTS. FITTINGS FOR DUCTILE IRON PIPE SHALL BE PER ANSI A21.10 OR ANSI A21.53 WITH PUSON JOINTS. GLANDS ON MECHANICAL JOIN PIPE AND FITTINGS SHALL BE DUCTILE. 8. BEDDING SHALL DE CLASS B FOR ALL PIPES EXCEPT DUCTILE IRON PIPE, WHICH SHALL BE CLASS D. BEDDING MATERIAL FOR PVC PIPE AND CMP SHALL BE MINERAL AGGREGATE TYPE 22. BEDDING MATERIAL FOR PVC PIPE AND CMP SHALL BE MECHANICALLY COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS MEASURED BY ASTM D-698. 9. GRAVEL FOR TRENCH BACKFILL SHALL BE NATIVE MATERIAL FREE OF ORGANICS IF IT CAN BE COMPACTED TO A FIRM AND UNYIELDING CONDITION. IF IMPORTED MATERIAL IS NEEDED, USE CITY OF SEATTLE SPECIFICATIONS TYPE 17 OR APPROVED EQUIVALENT. 10. TEES OR WYES ON NEW PIPE LESS THAN 24" DIAMETER SHALL BE PREFABRICATED. TEES ON EXLSTING PIPE OR ON NEW PIPE 24" AND ABOVE SHALL BE CONNECTED BY CORE DRILLING AND FLEXIBLE CONNECTION. SEE SEATTLE SPECIFICATIONS. 11. TEES, CATCH BASIN CONNECTIONS, SIDE SEWERS, AND SERVICE DRAINS SHAD BE PLACED ALA MINIMUM SLOPE OF 2% AND A MAXIMUM SLOPE OF 509(. INLET CONNECTIONS SHALL BE PLACED AT A MINIMUM SLOPE OF 596 AND A MAXIMUM SLOPE OF 5096. 12. RECONNECTION OF EXISTING CATCH BASINS SHALL INCLUDE NEW TRAPS, CONNECTION TO STORM DRAINS, AND REMOVAL OF EXISTING IMPS. 13. WHERE A NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6 INCHES OR LESS, PROVIDE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN UTILITIES. 14. PIPE INSTALLATIONS SHALL BE IN ACCORDANCE WITH COS SPECIFICATIONS 7-01. 15. THE FOOTING DRAINAGE SYSTEM/FOUNDATION DRAINAGE SYSTEM AND THE ROOF DOWNSPOUT SYSTEM SHALL NOT BE INTERCONNECTED UNLESS SUCH CONNECTION IS AT LEAST 1 FOOT BELOW THE FOOTING DRAINAGE SYSTEM/FOUNDATION DRAINAGE SYSTEM AND DOWN SLOPE OF THE BUILDING FOUNDATION. 16. SERVICE DRAINS AND SIDE SEWERS SHALL NOT BE BACKFILLED UNTIL THE PIPE HAS BEEN INSPECTED AND APPROVED AND THE LOCATION AND DEPTH IS RECORDED BY THE INSPECTOR. 17. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION COLLECTION FACILITIES TO ENSURE SEDIMENT OR OTHER HAZARDOUS MATERIAL DO NOT ENTER THE STORM DRAINAGE SYSTEM. 18. PIPE TO BE ABANDONED SHALL BE FILLED WITH PORTLAND CEMENT AND SAND MIXTURE IN ACCORDANCE WITH THE CITY OF SEATTLE SPECIFICATIONS. 19. THE CONTRACTOR SHALL PROVIDE SUPPORTS FOR POWER POLES NEAR EXCAVATIONS PER SEATTLE CRY LIGHT STANDARDS NO. D3-6. 20. PRIOR TO FINAL INSPECTION AND ACCEPTANCE OF STORM DRAINAGE WORK, PIPES AND STORM DRAIN STRUCTURES SHALL BE CLEANED AND FLUSHED. ANY OBSTRUCTIONS TO FLOW WITHIN THE STORM DRAIN SYSTEM, (SUCH AS RUBBLE, MORTAR AND WEDGED DEBRIS), SHALL BE REMOVED AT THE NEAREST STRUCTURE. WASH WATER OF ANY SORT SHALL NOT BE DISCHARGED TO THE STORM DRAIN SYSTEM OR SURFACE WATERS. 2L. CONTRACTOR SHALL OBTAIN ALL PERMITS FOR WORK WITHIN THE PUBLIC RIGHT OF WAY. THE CITY WILL INSPECT AND ACCEPT ALL WORK WITHIN THE PUBLIC RIGHT OF WAY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SCHEDULE AND COORDINATE THE APPROPRIATE INSPECTIONS, ALLOWING THE PROPER ADVANCE NOTICE. THE INSPECTOR MAY REQUIRE RECONSTRUCTION OF ITEMS THAT DO NOT MEET THE CITY'S STANDARDS OR THAT WERE CONSTRUCTED WITHOUT INSPECTION. 22. THE CONTRACTOR SHALL ADJUST ALL EXISTING MANHOLE RIMS, DRAINAGE STRUCTURE LIDS, VALVE BOXES AND UTILITY ACCESS STRUCTURES 70 FINISHED GRADE WTTH IN THE AREA AFFECTED BYTHE PROPOSED IMPROVEMENTS CRY OF TUCWIL.A STORM DRAINAGE NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCNON STANDARDS, AND THE ADOPTED KING COUNTY SURFACE WATER DESIGN MANUAL UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DMINS TO STREAMS", "DRAINS TO WETLANDS", OR "DRAINS TO GROUNDWATER", A5 APPUCABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. STORM DRAINAGE NOTES 5 ID IVA 8' RISEN SECTION r►A orn PRECAST BASE SECTION (MEAM1RDWENTAr rel. Ime.AE1 NOTES: 1. MAXIMUM DEPTH FROM FN19- ED GRADE TO PIPE INVERT SHALL BE 4.0: 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDMJCE WITH ASTM C 478 (AASHTO 1991) & ASTM C 890 UM.ESS OT4EHVASE SHOWN ON PLANS OR NOTED IN THE STANDARD SPEOFCATIONS 3. REB R MELDED WIRE FABRIC HAYING A MIMMUM AREA CC 012 SQUARE INCHES PER FOOT MAY BE USED WELDED WIRE FAEF21C SHALL COMPLY TOASTM A 497 (AASHTO M 221) DO NOT PLACE WIRE FABRIC IN THE KNOOKOUTS 4 THE BOTTOM OF THE PRECAST BASE SECTION MAY BE RCUNOEO PRECAST BASES SMALL BE FURNISFIEO WITH CUTOUTS CR KNOCKOUTS KNOCKOUTS SHALL HAVE A WALL T14ICIWESS OF 2' MINIMUM 5, KNOCKOUTS MAY SE ON ALL 4 SICES 11 T H MAXIMUM DIAMETER CIF 20' KNOCKOUTS MAY BE EITHER ROUND OR 't7 SHAPE PIPE TO BE INSTALLED IN FACTORY SUPPLED KNOCKOUTS 6 KNCICKOUTOFarrow (HOLE SIZE SHALL. BE EQUAL TO PIPE OUTER DAMS I EH PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASF SECTION AND RISER SECTION SHALL NOT 154CEED 1/2" PER FOOT 8 CATO18881N FRAME NeD GRATE SHALL BE P4 ACCORDANCE WITH STANDARD a.t1.iP40AiOa8 #' MEET THE STRENGTH REOUREMENTS OF FEDERAL SPECIFICATION RR-F821D MATING SLIRFAOESSHALL BE FINISF¢DTO ASSURE NON.ROCKING FIT 9. FRAME ANOGRATE MAY 8E INSTALLED WITH FLANGE OCNYN OR CAST INTORISER 10 VANED GRATE, Rtrt1TO DS-05. 11 REFER TO DS-05 FOR CATCH BASIN MARKINGS N R,011 11 City of Tukwila CATCH BASIN TYPE MIST 03.01 anstroin 0803 B. SHELTON CATCH BASIN - TYPE 1 DETAIL 2 WORTARSILIZT VPh ..o..r Taw* woMi vuo MEAD., WIC EMIL IIWC .110111.110101.3 M4 *NM RE..?A 1.4.1MTINC.N.1 MOW SINCINER MB.Ab.4Gi1R eNrrC.C.rC/TILL MI n.ee.R ONI MP. eRen4A Rsq INYMrRLWC.R. TxiNMY 0,111112,107 H7AO. N11.10 mN- enoRWlwlma. .. ia.rmo e.Rtf.11'R.E%AIR M EONALANISI OM.ca.w.A.a11sR.van e MR POM7CTEP CORN E00.4111FLVIT .AIMS 1 AWR CAR MINGOtl. 917/ l fE PRIMAITI.1 RtM'O GINC rlm Pal ON1.TLo85MT) .I ?WI nR.CI ORCTCFOlo W...a RIT 1 ..da.1[CTIO lrbr..r PaoRST►udDINICT NrmOr N011EIR, 1. WANOHOw3IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3' MIN. CLEARANCE, STEPS N CATCH BASIN SHALL HAVE 6' MIN. CLEARANCE NO STEPS ARE REQUIRED WHEN 'I' L54' OR LESS. REFER TO OS•10C AND OS-11 FOR STEPS AND LADDERS. 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WITH AWALL THICHGIESS OF 2* MIN. HOLE SIZE SHALL 8E EQUAL TO PIPE OUTER OLAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE 1S 35' FOR48' CATCH BASIN. 4r FOR S4' CATCH BASIN, AN041P FOR Er CATCH BASK MINIMUM DISTANCE BETWEEN HOLES ISS'. 3. ALL BASE RflNFORCING STEEL SHALL BE PLACED N THE TOP HALF OVINE BASE 1' M81. CLEARANCE. 4. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE RO4.111ED. S. FRAME AND GRATE MAY BE INSTALLED WITH FIANCE GOWN OR CAST INTO RISER S. LOCATE STEPS AND TAMERS AWAY FROM OPENINGS AND CENTERED OVER THE MANHOLE. REFER TO MOO FOR VANED GRATE AND CATCH BASIN MARKINGS. City of Tukwila CATCH BASIN MKT TYPE 2 (4r3PAq-) 0542 FAYb1.n OSLO I MAT WPM 04.08 AI.RPW.M B08 EMERSON, CITY ENGINEER CATCH BASIN - TYPE 2 (48754"/60") DETAIL 3 NOTES 1 FOR USE ASSMALL CATCH BASIN OR OSTR1BLRION BOX 2 FOR USE IN NON -TRAFFIC AREA ON PRIVATE PROPERTY 3 SOW CONCRETE COVER WHEN N USED A5 A DISTRIBUTION BCX 4 COMPACT SUHGRADE TO90% MCOPEO PROCTOR. 5 REFER TO DS-032 OF 2 FOR MATERIAL C"MENS4CN Mel TO 11C41/ City of Tukwila CATCH BASIN YARD DRAIN rat. LISLE 1 OF WW,En .t IO9.03 unow4 B. SHELTON CATCH BASIN - YARD DRAIN DETAIL 1 OF' 2 4 MATERIAL DIMENSIONS WITH OR WITHOUT PERFORATION INSIDE DIAMETER 11T4G 18" 24' 24'T80 DE7'TH 3G 3E" 36" 3e OR 48- WALLYNICKNESS 2' 2.1/2' 3.1/4' 3" BELL0.0. 10' 27" 33' 30' BELL LD 14 22' 27.71E' 27.14' BELL DEPTH ISM- 3.1/2' 3-1/2' r ORATEOIA8ETER 13.7A0" 21.718" 27JM" 27• ORATE THICKNESS 1.708' 3.172' 3472' r APPROX.WEIONT 3gpq 4DD5 9751 EMI 1MIR 1 SET GRATE INTO BELL RECESS `` NOTES; 2 MAY REQUIRE A BASE SLAB. 0 a FOR USE IN NON.TRAFFIC AREAS ON PRIVATE PROPERTY wit IaCaul t y!` City of j7 `?Q Tukwila CATCH BASIN YARD GRAN Rlar. 08d3 2OF2 - n ca. u4ROY+*, S. SHEB.TON CATCH BASIN - YARD DRAIN DETAIL 2 OF 2 6 1 t r I I t' ff L4-w.wm � i I� .p � V"pQ. i I I o� t i, ,..7 _. PLAN ee LI/. SECTION *J0 DETAL OF HANDLE SECTION CC SECTION RA L..rJ DETAIL 0 NOT 19 ICU{ City of Tukwila CATCH BASIN 1000 METAL COVER sesn OS-04 44.M4..1: 09.03 Amor.: S, SHELTON CATCH BASIN - SOLID METAL COVER DETAIL 7 11M111.000 PO* IITTCRNO.TO•CfECCINSD VI! 1 SLOTLETA& LOC/ONO LID SECTION04 1. W�ELOW013 FAT PERMRI5D. 2 OBEN9ONS SMALL NAVE A81NE"TOLERANCE. 3. EDGES SMALL HAYS IT RADIUS NO IT CHARMER OR COMPLETE GEHIMRING. 4. 11E8 NAME OF THE MANUFACTURER AND DOECTON OF FLOW SHALL INEME�SEDCNTIETOPSURFACEOFEACHORATE- 0. EASINSIS BE RECESSED tl6'. 8. EAEOSS GRATE WITH MATERIAL TYPE.DI (FOR DUCTILE IRON, OR CS (FORGAST 812E THE NEAR THE NAME OP TMAMMACTURER. 8TH. ERNISPLASTIC CATCH SAWN 4MARKING TO BE INSTALLED % M ALL NEW OR ADJUSTED CATCH BASSINS.5,EXCEPT NOSE WT1 SOLID LDS. 7. PLACE CATCH SASE MARK INS, TUTFA TO STREAM. DUMP NO PO ENRGRATE ON THE SURFACE OF EACH GRATE PREFERABLY LOCATED vim BORDER AREA L .COLONS LD REQUIRED. VANE LIETNL AW WV. SECTION CC �rLMM 00411M11MOT 0•11 .r:nAr 10.49OWL WOMBS 103TNGM1 so mews CATCH BASIN MARKING NOTTOW City of Tukwila CATCH BASIN & INLET VAME0 ORATE SUM 0808 Known.I; 04.03 I Warr.MW 04.08 ....s.M BOB EMERSON, CRY ENGINEER CATCH BASIN & INLET - VANED GRATE 8 Rev Dale Issue Tukwila Fire Station 51 Project No. 17001 Designee by SLAP Drawn by CRL Checked by MJS I 1971 F.11 Are, I /l I ) spit/ 201, Soule,6.9.1211 P f.206.973.5344 engineering pllc..n,m,ro N.L'0m 02015 OD ENIne4AN p! -Mae 4xunata hem ..en Pµae4 we5Pa61 8, De a88. name! Pgen They are ed suiaAle for Lee en o*t prolocha in other 6otaawww4e µpad and palcbefa, dale Engineer. 3. Se R EO¢d RAW L ONAL JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 GRADING & DRAINAGE NOTES & DETAILS Sheet Title Sheet C2.1 N A+ U ARCHITECTS+ URBAN DESIGNERS 5 1 1 FRAME PLAN our r MdAD1mA[�� SECTIONS-8 GRAY IRON FRAYS MOTES: 1. FRAME TO BE GROUTED 2. COVER TO SE EJIW CATALOG NUMBER 3717C1PT. AND PRODUCTNIUMBER NCR07-2775A, WITH THE SEAL OF TUKWSA AND LEGENDS 190E, 20E8. AND STORM. 3. FRAME TO BE WIN CATALOG EMBER 3708CPT. OR EQUAL 4. INSTALL SO THAT BOLT HOLES ALIGN WITH CENTER OF LADDER. mMTO WAX City of Tukwila STORM MANHOLE 2s- FRAME WITH COVER 11YA OEM Nnolont 0093 1 IMTIl1Nab 03A8 AR10Maf 0. GIBER80N STORM MANHOLE - 24" FRAME WITH COVER DETAIL 1 ACCESS DETAL re or u CATCH DETAIL City of Tukwila MANHOLE ACCESS AND CATCH MGM 06.100 Norma Ab 116.03 AAnoe1l. e. SHELTON MANHOLE • ACCESS AND CATCH DETAIL 2 13" CC NOTED; 1. LA14EP-13910 CR APPROVED EQUAL 14.1M PIAN CUT OUT VT GRACE 60 STEEL REINFORCING BAR merrecta City of Tukwila MANHOLE POLYPROPYLENE SAFETY STEP arear 03.10C reveal re 0003 .a..mvu. B. SHELTON MANHOLE - POLYPROPYLENE SAFETY STEP DETAIL 3 0OLY►ROPYLENE HANGING LADDER T FCLYFROPYLENE AST AI 04101 2 1NP' GRADE 60 REINFORCING BAR AS15 3. 98B" COLD DRAWN BAR C1010 4 PATENT PENDING - LANE POLY STEPS 5. Le" DIA. BOLT 3164S. 3-1,2" LONG B. 316-SS TYP AT LACIER MOUNTS 6 REFER TODS-16C FOR STEP DETAIL "olio NAt1 City of Tukwila MANHOLE LADDER wan DS-11 Nwmaa .r 08.03 awe., 0. SHELTON MANHOLE - LADDER DETAIL 4 MAXIMUM PIPE SLOPES AND VELOCITIES PPE MATERIAL PIPE SLOPE (ABOVE WHICH PIPE ANCHORS REQUIRED AND MINIMUM ANCHOR SPACING MAXMUM SLOPE ALLOWED MAXMLM VELOCITY AT FULL FLOW CMP, SPIRAL RIB PVC, CPE (111 20% (1 ANCHOR PER :CO LF OF PIPE) 30%(I) 30 FPS C0t0CRETE OR LCPE(-1) 10% (1 ANCHOR PER 50LFC C PIPE) :0%("3) 30 FPS DUCTILE IRON(2) 20% (1 ANCHOR PER PIPE Seri1DN WA WA MARE 121 (HOPE) 20 % (1 ANC10R PER 100 LF OF PPE CROSSSUOPE INSTALLATIONS OIAY) NIA NIA NOTES' •1 THESE MATERIALS ARE NOT ALL(XNED IN LANOSUCE HAZARD AREAS .2 BUTT FUSED OR FLANGED PIPE moos ARE RECUIRED, ABOVE GROUND INSTALLATION *RECOMMENDED ON SLOPES 1 AMAXIMUM SLOPE OF200% IS NAMED FOR THESE PIPE MATERIALS WITH NO JOINTS (ONE SECTION), WITH STRUCTURES AT EACH END, AND NA1H PROPER GROUTING wotteauua ,~ a tik City of -4, -6 Tukwila PIPE ANCHOR Mee" D312 20F 7 a nl OBoa l as u O. SHELTON PIPE ANCHOR DETAIL 5 ROCK -LINED SNOULOER INCH ON CUT SECTION ROCK4LINED SHOULDER DITCH IN FILL SECTON mrzweorz 1. 4'-6"FRACTURED MARRY SPALLS TYPICAL SNOULOER, ecrl0m".- City of Tukwila DITCH SHOULDERS •N1. DS-13 Nina n, 0003 .aamewa: E. SHELTON DITCH - SHOULDERS DETAIL 6 RIGID PIPE COL. CONC.) NOTES, i FLEXIBLE PIPE (CPEP CAIP, PVC) 1 IN PAVED AREAS AND RIGHTS.CF.WAY, BACKFILL V11TM %" HA5US CRUSHED ROCK TCP COURSE. COMPACTED IN MAXIMUMS" LIFTS, T090 % MODIFIED PROCTOR PER ASTA/ 0.1567 2 IN UNPAVED AREAS BAC7(FIU, WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12^ LIFTS TO 90% PER ASTM 0-1567. 3 NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN I"MINN 6" OF THE PIPE EXTERIOR 4. COMPACT PIPE X" CJRUS794D ROCK SECOND T090 % MODIFED PROCTOR PER ASTM 0-1557 Met MIMI City of Tukwila TRENCH 8E00940 AND BACKFILL 03• 4A A71mor .e OBIS .nmow� B. SHELTON his TRENCH - BEDDING AND BACKFILL DETAIL 7 . Moro A INLET DETAIL SECTION AA T REFER TO DS-0e FOR CATCH BASIN MARKING + REBAR AROUND FRAM AND ORATE IPT10m>eA City of Tukwila CURB AND GUTTER CATCH BASIN SURROUND anNrt DS-16 Hama n; 0E03 aAwaoa� B. SHELTON CURB AND GUTTER - CATCH BASIN SURROUND DETAIL 8 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by SOUP Drawn by CRL Checked by MJS I \ J \ 1932Rrs1A,e, I 1 Seattle, Smite ZOI. A1SIMI 2P6.725.1211 p. l f.206.973.5344 engineering pllc..'....9.com 0201E LPO Emineabp plc -These cloament. have hem p4Fme2 sprat* for Co above emne4 P4+a They me Msi able forum oft aver prae/e orb oterboors retheutto .03414 and poi#a0m clVe En19e9. 3.Se ?L G'd'0� _N 4P 4 taT .i fives . 1511I. �► ONAL ELLS JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 GRADING & DRAINAGE NOTES & DETAILS Sheet Title Sheet C 2 m 2 ARCHITECTS + URBAN DESIGNERS D Z 4 1/4' 0 4'0 OS FLOOR AND CAPILLARY PER STRUCTIJRa / ' BREAK DRAWINGS SLOPE TD DRAIN AWAY FROM BUILDING PROPOSED GRADE pER pups CONTRACTOR TO PROVIDE TEMPORARY PROTECTION OF WASHED ROCK BACKFlLL PRIOR TO PLACEMENT OF FINAL FILL LAYERS 4' MIN 5.1" 4' MIN • 1}jrr�:. :'�Ci N 12. MIN OR PER PLAN. 2• * MIN fSECTION12_ THICK - 4' i-- BEVELED END PIPE SECTION COBBLES PROPOSED GRADE •n,• , . - �e'It• •,ll% !J 0:44, t"�- 1 ...re eg1N11 I• itI/,I. K;•',II* /p eI •, N•J qr. \%\// �'- 11J • 41 . l fti ', ♦ \! / / I PLANS AND SPECIFICATIONS 6"PIPE CAP W/HOLE CUT 4"DAROOF DS- SEE ARCH14".r II 1/e" LARGER IN DIAMETER THAN DOWNSPOUT PIPE 1T FILLER PALL AROUND WHEN (TY SLOTTED IRON GRATE W/LOCK A0.IACENi PAVEMENT /O`�\'OOrO'OO•!O'\\ W'O ��\\\\\�/''\^l\\\I�1.\f\�\/• ���\�\�Z\\.\ .��e',.�CI\�\\ /\ \ ,. \`� 3ECT10N / III CONCRETE IS PRESENT) STORM DRAIN CLEANOUT FLUSH W/\:,\\\\O FINISHED GRAD PLASTIC VALVE BOX W/ 6" DIA Lt0 FOR LANDSCAPED AREA50R STD CAST IRON COVER FOR PAVED AREAS SEE DETAIL •SLOPE t VARIES .: \:\.\\:��\ vv\v. •,�71 �Y/\//\✓/\✓///`I/\//\iT\//O//O//\\✓/\✓/�I/\i fl R r / .I •. %,•- /�/\\Q\ + I" ��A/a aka/a/o j1\%\�/p//y//4444 TO D • ,• •� ^ Z o ! .. / F:: ���� / . • ^','2 .'. /• :..:.p O :\\`�\\\ \\`\ 00 EXTEND TO BO7TOM AND PROVIDE 4.0 X "D• AT BOTTOM o o0 �' ♦-..r \*v \ OOo�" )Op0o_4,400oOo00/ �/(� rOOe OO OOo O�� po Ro i /!+ 'E:l\/c�/ FQQT)NSE Q.�AIN 6"-45'(1/8)BEND i '9: �/!\\j . *J � _ \.SURFACING PER PLAN 6"SANRARY TEE BUI W. DRA �I 6' i ��\\ O O TOP S BE A INC+FOOTING & PER STRUCTURAL NGS. SEAT WALLS LA DRAWINGS. DO NOT DISTURB BEARING ZONE INSTALUNG FOOTING WHEN FOOTING DRAIN I O r\��� ` /2•/✓\ .� O'�Oj/O'G\`U\ ` �// \/ ./ WASHED ROCK FOOTING DRAIN PLACED WITH POSITIVE SLOPE FOOTING DRAIN MIN OF 4' BELOW TOP OF FOOTING LEVEL OR TO OUTLET NTS ei DETAIL L c _ �t .tTi•.f.41'I.Ll-ll;.j h?i1.� >t'T1llit ■�I��T 71J�iT171��l1•iiiT�i�, "•i .Jir'•, f� 2dil p' • • 4L•L` ,�..�Ir•'g��it�•�7}1 •4.� ■+-1�U�►.-dT•r�1e•�i.�-(i1•�i.•-s4T� r1'��1•{•.��.'�{,I i% ••• ` 'l••"�4} 2••t�•Z '•`{� 4' COBBLE 1lta�Its'iIf I RI• Ib r•S•P tr • •o `1 7^.`' •• �. •�--. r1: Tile! • •.IT u L11• ..1, 1,'1i- arci[la-. �I•�i•'Q•li� r. ••�% .. � 1' 1.1 TiP'R• r4 • •e O T •rl. t j ^ �•�1''�CIC' 11 f .... +. T•' ' : .. .. • ' • �•1 . , . ".: + 4• - -.. PER (1 ` SLOPE PER PLAN FOOTING DRAIN) I SEE AIL l 6,45' (1/e) BEND NTS 1 RUUr uoWN5POUT CONNECTION WITH CLEANOUT 1 ACO KS1 00, ZURN Z888, TRENCH DRAIN broILM OR APPROVED EQUAL COMPACTED SUBGRADE NTS TRENCH DRAIN 4 pE AAE �LJ11� NIS Pt INLET/OUTLET 3 CONSTRUCTION SEQUENCE FOR PONDING DEPTH 8" -' 1�f'Il�� GRTELT DUCTILE IRON DOMED GRATE WITH WITH LOCK PER PLAN NTS NOT USED AREA 1.5' MIN BOTTOM OF BIORETENTION AREA EI.V (PER Pam) 1.5• MIN 1. INSTALL TEMPORARY SEDIMENT CONTROL BMPS AS SHOWN ON PLAN. 2. COMPLETE SITE GRADING. IF APPUCABLE, CONSTRUCT ��r\�i��i CURB CUTS OR OTHER INFLOW ENTRANCE BUT PROVIDE 00\\�\ i/�\//O/r////ri� i�\p\\//\\G\\//\\O\\4\\//\\/ia \\ \ 3 1 �^•-..... -•//� dill, , t.., i'vvv B SO THAT DRAINAGE IS PROHIBITED FROM j/\\j/\\/Oj/Oi ENTERING 810RETENTION CONSTRUCTION AREA. \\\p\\006\\ ��\ \\ \ \�\p0�\< .. . , _ �/ �' /\\/�\/\\/\\/�\/O� ANCE /�p�\\�p�O�p�p 3. EXCEPT �RIIN NE BIONG RETENTIONN THE NAREA IT OF DIBIORETENTION i/`\/r`\//`q`/�/ AREAS THAT ARE USED AS TEMPORARY SEDIMENT . / %///////////U////J/J BIORETENTION / % RIM PER PLAN / OUTLET PIPE PER PLAN Il�L ROUND DRAIN BASIN OR APPROVED EQUAL SIZE PER PLAN NTS AREA OVERFLOW DRAIN 7 3" TOP MULC / / ,:ssz _.�_.�.:�..s:,..,__,, Lir = it irgi •. \ TRAPS SHOULD BE EXCAVATID 6-INCHES BELOW THE LAYER \\\,-1:.:.:.:.�.,:.: ;..:., .-1 ICSiiiiiBOTTOM OF SOIL MIX DO NOT COMPACT SUBGRADE. UPPER 3-4' PRIOR TO BIORETENTION SOIL MIX BIORETENTION / / r (r/ /\/;/\\� SCARIFY PLACEMENT OF SOIL MIX:14ON `•:/ , / r i >//'�i \ \ •\ \ .V 4. EXCAVATE BIORETENTION AREA PROPOSED DEPTH OUTLET PIPE PER PLAN \ AND SCARIFY THE TOP 12' OF EXISTING SOIL SURFACES D PACT TO A FIRM, UNYIELDING ROUND DNNWBASIN NOR APPROVED COMPACTIONNTOG BEM OBSERVED AND APPROVEDSR0BBYYM. EQUAL W/ LOCKING DUCTILE IRON GEOTECHNICAL ENGINEER. DOMEDRIM PGRATE R TE 5. INSTALL GEOTEXTILE FABRIC PER DETAIL BELOW SOIL 8. MIX (SEE LOWEANDRLLECIFIAND CATIO WASHEDOVROBACKFILL 810RETENTION AREA WITH CK ASS SHOWN IE MIN. 3/4 ON 3 8 4 10 1120 (9Y 100 95-100 75-90 25-40 W3ASHED R1' OCK ACROSS FULL WIDTH OF CELL RECOMMENDED TO ACCOUNT FOR SETTLEMENT. UGHT CETAMPING IS SSARY. 8" PVC SLOTUNDERDRAIN 7. PRESSOAK THE PLANTING SEIF NE SLOTTED PLMRING PER ASTM D1785 SCH 40 VEGETATION TO AID IN SETTLEMENT. IE PER PLAN 8. COMPLETE FINK- GRADING TO ACHIEVE PROPOSED DESIGN ELEVATIONS. LEAVE SPACE FOR UPPER LAYER 200 4' DEPTH BELOW PIPEROUNDAST 4-10 OF COMPOST, MULCH OR TOPSOIL AS SPECIFIED ON 2-5 IRAFl 140N GEOTEXT1LE LANDSCAPE PLANS. FABRIC (ASTM D4491 OR 9. PLANT VEGETATION ACCORDING TO PLANTING PLAN. APPROVED EQUAL). FOR 10. MULCH AND INSTALL EROSION PROTECTION AT SURFACE BIORETENTION AREA I{3 FLOW ENTRANCES WHERE NECESSARY UNTIL ENTIRE PROVIDE 30 MIL EPDM SITE IS STABIUZED. UNER IN UEU OF FABRIC. Nrs BIORETENTION AREA 6 TOP OF CURB 14• 12" 14' 2' SQUARE CURB DOWEL (TYP) GUTTER UNE 1' MIN 1' MIN MODIFIED CONC CURB & GUTTER A iticil, \0/��V?N 4 '.:"'.7:: 4' COBBLES V V °V'� V '� I y/.�'a �V V V p VVV waV ♦ .r-• G VicV ���� V V ���'= V . „� CONC VERTICAL ��Y A CURB �O. TYPICAL GUTTER D ... MODIFIED CONC CURB & GUTTER ,: ....'5• ::: ;:: `::•:; :;+::;'' PAMNr IF , STREET SLOPE ELEVATION 8• 8' '..••.' •'„ 8' 8' 8" y r . j.., •.y .'.. .. SECTION A•A N: vIF �,r.~. !, ...''. , STREET SLOPE FINISHED GRADE VEDCLEANOUT IS IN CONCRETE SET FLUSH W/FINISHEDV PAVED SURFACE, PROVIDE LANDSCAPE GRADEV THICKENEDFDGE&POUR HDPE VALVE 80X STIED F CONCRETEMONOLITHIC GRIPPER PLUG ADEQUATE ACCESS 6".g" S. ��i�j�. 'Y�, ': : ,T r'J' a7j�W.44 18" 12"0 D.I. PIPE CONCRETE 12 - ,�i ;� y,,J� . �ay�,�i �OC^,"I • ;\•� \Q\ .I. FILTER FABRIC FIBER JOINT FILLER SUBGRCOMPAADE SUBGRADE 45' BEN DIA PER PLAN A VARIES i 2" PEA GRAVEL CAST IRON COVER AND RING MARKED "FDCO" FOR FOOTING DRAINS AND "SDCO FOR STORM LINES 45' BEND ��\ GRIPPER PLUG DIA PER PLAN ` �. VARIES '`-° ROAD PAVEMENT • r 1' I 4• COBBLES -+ BIORETENTION AREA CNN, y I(:�`��'Itt1••••••., t4;•II�KIIlI�4Z•)I�KZ•li�41` PER PLANS FLOW I DROP AT GUTTER/FACE OF CURB %3X12' DOWELS 208'O.C. SECTION B-B I , SEE PLAN FOR SEE PLAN FOR I.E. AND DIA PAW AREAS I.E. AND DIA LAPOSC �P® Af;FAB STORM DRAIN CLEANOUTS i . Nib NTS 1 ANTS CURB CUT DRAIN OPENING Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by SWP Drawn by CRL Checked by MJS 1932 Fist area \ sr.ezm. I I - I 98101 26.723.1213 1. t.266.973.s3a engineering pllcrww.I2310,-dn8o 020161.PD Eno0ee lnp plc • Thew docvnerh two peen proofed fprige4y for On above named project. They. not auIaSA for use on other prdects or In other lootlwe without the epprovd and pad r1p*Oon d Ile Engineer. S • Sf- i4'4'd.1�^ R` g G7 (' N �1.ONAl L ♦ s /Y JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 GRADING & DRAINAGE NOTES & DETAILS Sheet Title Sheet C2.3 N A+ U ARCHITECTS + URBAN DESIGNERS COVERED BY ROAD / (POND BOi. / EASEMENT & WATER +1' SEDIMENT / ▪ ON PARCEL B STORAGE _ / / EASEMENT REC. \ p4857802 12.0) `. \ / / \ / 7 /j(,I,iI I IE 1" CPEP (NE)=19.51 I "e I IEj35' CPEP (5)=19.4 SOMH RIM=31.9S 1 411 36' CPEP (E)=19.4 IE i6' CPEP (SW)=19.9 I PER IfSEGALE PROPERTIES I LL 9(kETENTIOT1 CBBBWA110N PORT N:164,204.8 E:1,2{87,188.51 APPROXIMATE END TIER 1 -��- GOLDSMITH NORTH PaNO \ 8 -OUTLET SOITH 1 \ \ N0 SP-IB MARKER OR PIPE FOI:ND I \\ CB RIM..40.86 --- IE 18' PVC IE 24 CONC /8).26.'� 6•CHN LNK FNC/ / / / NEST UNE OF AREA 1- ? / \▪ \� J / \ \ / / \ \ / / \ / \ \ \BDIR CB TAPE 2' \ BERM N:164,225.02 • E1 ,286,960.72 BON, CO 11 E1 N:164,216.2 E1,286,981.49 �(PON0)OT.11 ICELL 2 I I /100 YEAR ' II WS EL 24.75 1 I / I I 1 I l I r' aceerernca O�i4A1UI N:184,213.7 -( E1,287,033.55\ I I '"II'II 1 1�1 I DETENTION-� i I POND TOP / 1,I I EL 25 k. I •1 I I I 1 I II 1 I I� toes, cirri's 2 N:164,219. E:1,287,109.59 1.=.1 d, I Bo 17 24' ONS PLOW DRAM N:164,212.6' E: 1 .287, 1 09.35 I 'I \ \ N �8L4 SOUTH PRO^� R^ CONC y�L 8" WATER_ (HIGHLINE WATER DIST) 6' t <OUTH EN I P <Y111Y EXT JP "'-CONNECT TO EX 8' WATER iEBa CAP/PLUG EX 2' BLOW OFF AT WM 89 LF 8' DIP (CL 52) 8' GATE VALVE toes m00 I(. :164,217.10 \.E:1,287,171.17--- \ \ \ BDFI, CS TYPE N:164,256.0 3.4 -23.4 UMED TO'DE DGE+7 c_----� Tw-It� V ASPHALT PAVEMENT WHEEL CON WALK ss_ SSMH RIM=31.3P IE CL CHAN 8' PVC (NE/S)=25.2 55MH RIM-32.44 IE CL CHAN 20"GONG (NW/5E)=18.4 A=82'f9'01 R.40.00' L=57.47' VACATED BY TUK'WILA 0RD 20' UTILITY EASEMENT REC #20130916000018 0 2400 KING °> COUNTY azor''i RECORDING N0. g = z 20160120000736 o8 c> o � - ---133_, o- - 33--gi -0- - �O[r0 STOPS (4) �; a N . RIM-30.95 ' CAP (W)=1 ' 02? (E)= N:164,382. E1,287,062. \\ v i�yr_•11?1 I IIIT III►.dl WI. 1111111111 1111111111141 V. II III II IIIII IIII' pi I ADA SYMBOL. ;,, 8Bk1soft TYPE 2dr`• N:164,454.3 E:1,287,162.04 i --- \"-\ Z�'- \ \\"\�., �� ''- \` ti �� '--..`�\ Y>�• -�- = // /// / / /"., \\ �• � \ \��\'�% \\;�/ �� �\` `1 `�//////////, / ::.,--,--:---<.: -::- : Es k / 1 /� _ -_ -/i/ //// ///i/ \ IE6"PVC \\\ \ \ __-'//////// / / STALLS ® \' (//I// //t// / \ III 1ro,i viriililll 1 111i 1/I I r11)I)I t)Ii )1 /I/1Ii1 I111 1,1 1111IIf1r I)IIII1�1 I) it 1I I I1IIII/II I FUEL DISPENSER (SEE MECH PLANS) FUEL TERMINAL (SEE MECH PLANS) :BBIi, Q' eeOo - :164.464.06 .E1,287,142 59 4 STALLS PERVIOUS CONCRETE i-01L/WATER.- ARATO (SEE MECH WPPiAN a�Y 0$.. P�r=00. - 8BIt4 e' woo ysts 164,468.18 E1,287,159"79 _ I I f 1 tDI2. 2e P16PLOW r* vi-90Rt:�BiTpN OB�tIAlICA1!'CAT;r?": ~: :164,380.70 :164,424.90 E:1,287,195.97 l E 1, 287,198.79 vr��so 4=75.54'39' R=107.24' L.142.08' 50MH RIM=31.35 8' CONC (90.22.7 2" CONC (5)-22.9 iosca 8"DEC CB RI14.31.66 IE 8" CONC (SE)-27 IE 8' CARP (S90.27. SW ASSUMED ABAND SIDS.�p. PER J sta ILT RS-11 CB RIM=25.05 \� \ IE 12 CARP (NW)=24.1 �JE 12' CARP (NE)-24.1 FS' UTIUTY EASEMEN'i REC. #6343861 / N).21.3 -,� Nc ( IE 12' CONC (5).921.8 IE 12' CONC (w)=22.4 =��PROTECT IX CB. CURB. w`i SOMH RIM=30.5e AND GUTTER IE 18" CC1NC (NW)=22.3 3� 1. IE 18" CONIC (SE)=22.2 w % IE 8' CONC (NE)=23.5 EWE•_ �- TRAFFIC STRIPING sp CB 111=29.72 IE ' PVC (NE)=26.7 SDMH RIM-30.30 18 CONC (NW)=22.1 IE 12' CPEP (NE)=22.1 FND REBAI & CA L5 3042, SDMH RIM-29.57 IE 18' CONC (NW)-21.8 IE 18- CCPEONC (5E)-21.8 IE 24' P 20 10 20 a0 Scale 1'-20' LEGEND - - - - PROPERTY UNE -zJo� IX CONTOUR (INDEX) __-231-_-_ EX CONTOUR 230- - PROPOSED CONTOUR QNOER) - -131- - PROPOSED CONTOUR SPOT ELEVATION FF 760 FINISHED FLOOR ELEVATION ////////////51 PROPOSED MING CONCRETE PAVEMENT UGHT DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY CONCRETE PERVIOUS CONCRETE GRAVEL SURFACING VERTICAL CURB CURB AND GUTTER DRAINAGE SWALE BIORETENTON CELL QUARRY SPALL DISCHARGE PAD AREA/OVERFLOW DRAIN TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE FOOTING/SUBSURFACE DRAIN STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT • DOWNSPOUTS SIDE SEWER PIPE SEWER =MOUT SIDE SEWER CONNECTION I • r,,-1 0 � CURB RETURN TABLE ® A R L STA PC LOCATION FLOW L NE ELEVATION STA PT LOCATION PC 1/4 1/2 3/4 PT 1 49' 28' 23.73 19+59.72, 39.87' LT 31.66 31.81 32.04 32.32 32.68 19+66.30, 61.94' LT 2 94' 12' 19.71 20+18.52, 49.81' LT 32.27 32.17 32.06 31.96 31.85 20+47.30. 35.33' LT 3 91' 15' 23.84 21+88.62, 28.86' RT 30.38 30.44 30.50 30.56 30.67 22+03.59, 44.14' RT 4 89' 20' 31.09 22+27.51, 48.55' RT 30.60 30.42 30.25 30.07 29.89 22+47.56, 28.92' RT BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE UNES WATER METER WATER SERVCE UNES FIRE SERVICE UNE FIRE SEMACE VAULT FIRE SERVICE CONNECTION Call 3 Working Days .afore 7�u DIGI 8 • 1h7 1-800-424-8888 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designee by SWP Drawn by CRL Checked by WS 1932 Rrst Are, SLIte MI. I ) P ide., WA93,01 f,205.913.5314 engineering pllc...I= Y9- O 20181PO Enyneerb9 p! -Thew 8oamenb Mere Lee. 9,1epeebpww bthsubtle b use ea named plea TINT mend other pajecb aril ohm ba&m wiAas 90 exec.! and parr+peem of the E.qt m. a• SE' a a �� N `DNAL ENS / JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 PAVING & HORIZONTAL CONTROL PLAN Sheet Title Sheet C3.0 N A+ U ARCHITECTS + URBAN DESIGNERS M1SIESIfM1e1M ONl.AMMNTCb4KTE MAIM SMACKS iJAltleeNlL FORSISVEN.GTaNMMe COMA 00.OlnlCO•SOpllrN (OTlMA CBBITODVRIE REIWI[ T.PIML8E141 re" woliOUI.ONCW i1.e0d A•EVISNIO n 1210701Ess Mum TYPE CFMEP AIOITOSIVAY (FM) PAVE.EMWWI (FEET) iMa ASSAM PAMPA/710029 KM txltECTat 1010 VW OOMIEIICUL rETaaK1101 /0 N AV 21124 ACCESS COt41EACII1 IEpAlOML 8e CO $0 20 Auer 20 V CU40EIAC 11I11PwroU1D arm MIDW VI IMP COMl1CVi AO 9 1E1O6ltME 7o SS W IRE wowlt, NOTES: 1, ALL SPECIFICATIONS SHALL MEET CURRENTWSOOTMPINA BTANDMD SPECIFICATIONS FOR ROADS, BRIDGE. AND MUN1 PAL CONSTRUCTION'. 2, SEE OETM. R8.11 FCR THE SIDEWALK WIDTH. & OIHet 1 CLASSIFICATIONS ARE DESIGNATED BY ORDNANCE. 4. PAVEMENT SECTION MUST BE DESIGNED PER AASH7O FOR A MINIMUM OFHS20 LOADING. City of Tukwila TYPICAL ROADWAY SECTION moo R5411 IEYEe•.1: 02.2E I Lot ormae 04.08 MPtorA r OOO d=FAWN. CRY ENGINEER NTS TYPICAL ROADWAY SECTION IOU AtO.0 GtAVAVA tRE*FD PEArt AAA,. PAR, rl NOTES: AAWA TYPICAL PATCH POR RIGID PAVEMENT TYPICAL PATCH FOR FLEXIBLE PAVEMENT AAA CAO •'u,yR Ol'•O W. OtOriE MAAS0 by N1 1. ALL WORK TOO:RFCRR TO THE CURRENT WSDOTI0PWA STANDARD SPECIFICATIONS FCR ROAD BRIDGE, AND MUNICIPAL CONSTRUCTION. 2 A /ANNUM OF A ONE YEAR GUARANTEE IS RECURE0ON ALL PAVEMENT PATCHING AND OVERLAYS 3. CONTROLLED DENSITY FILL IN PACE OF CRUSHED ROCK MATERIAL MAYBE REQUIRED LN CASES CF RECENT PAVEMENT OVERLAY, CR AS DIRECTED BY CITY ENG WEER. MT,.00A A City of Tukwila PAVEMENT RESTORATION WET RS-03 r•.Ilal At: Oa03 APreanL: 8, SHELTON PAVEMENT RESTORATION 2 PERMANENTSOLLARD .raYA10A.WAAAx• W ttr.at UAW A... ALTIAIAAA4. ear 4raNI NAN1Y W WpE1l rlp IYYMI®RAM rtc 74t00 t:172.7 NDtTmtte 117rt4Re ---.rA•auA•PA ti-W-r REMOVABLE BOLLARD 1. TIMBER SHALL BE OOUGIJl4 FIR DENSE CONSTRUCTION GRADE AND SHALL BE PRESSURE TREATED, 2. STEELTUBE SHALL CONFORM TOAST1A AS3 OR ASTM AS3GRADEA 3. NUTS, DOLTS, 8 WASHERS SHALL CONFORM TO ASTM A307. 4. ALL STEEL PARTS SHALL SE GALVANIZED. & CONCRETE SMALL. BE 30007l. 4. REMOVABLE BOLLARDS ARE REQUIRED FOR RESTRICTED ACCESS ROADWAYS SUCH AS MAINTENANCE EASEMENT& 7. ACCEPTABLE ALTERNATES: WSDOT TYPE 1(REM) 81YPE 2 (FOXED), STD PLANS ME0,1000 & H.80.2000. 1CTOtuu City of Tukwila BOLLARD EE1E1 RSO4 Al2me.N: 111,03 •e•eeM'At. BOB GNBER50N, CITY ENGINEER BOLLARD 3 SECTION A. NOTES: 1. THIS ALTERNATE SHOULD 8E USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, RIGHT OF WAY, ETC. 2. DRIVEWAYS WITH HIGH VOLUME (AS NOTED BY CITY ENGINEER) MAY 8E APPROVED FOR TNIERAE{iTICA TYre ACA OS, 3. TURNING RESTRICTIONS MAY BEAPPUEO BY THE CRY ENGINEER, 4. CONCRETE SHALL BE CLASS 4000. & INSPECTION REQUIRED BEFORE PACING CONCRETE. AT LEAST24 HOUR NONCE MUST BE GIVEN TO TUKWI A PUBUC WORKS DEPARTMENT FOR INSPECTION, & ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6-THICK 7. WHERE DRIVEWAY WIDTHS EXCEED 15', A sir X5.12T EXPANSION JOINT SHALL BE PLACED LONK'ITWIWLLLYALONG HE CENTERLINE & ALL WORK SHALL 8E PERFORMED N ACCORDANCE WITH M0AANSDOP PLANS AND SPECIFICATIONS ORAS DIRECTED BY THE CITY OFMAMBA. A AN ASPHALT APRON MAY BE USED N AREAS WHERE NO CURB EXISTS. 1D REMOVAL OF EXISTING CONCRETE CRIB, GUTTER OR SIDEWALK smut SE TO THE NEXT EIQeANSION JOINT: SCORE JOINTS MUST BE SAW CUT AND REPINED WITH AN EXPANSION JOINT. NOIM Mal City of Tukwila COMMERCIAL DRIVEWAY own R8.08 5R1.1010l,E 03.03 I um. revnolt 04.08 An.avA� BOB GIBERSON, CITY ENGINEER COMMERCIAL DRIVEWAY 4 ar ma , pAR sow awns* 011118117010 W r SECTION AA NOTES: BNDFIYALK WIDTHS MINOR PRINCIPAL TUKWILA ARTERIAL` ARTERIAL' URBAN CENTER (SEE NOTE 1) S V 8' TmIMAMA AWRY T11 t1AIE2 AVIA PLAN NEW r AMDROat S1.,_x�r wnut ELEVATION 1. SIDEWALKS SHALL BE A MINIMUM OF B FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMB IS OVER 35 MPH, OR WHERE A TRAIL SIOEWALXARE COMBINED. 2. PACE CEMENT CONCRETE OVER 2' OF sr MINUSCRUSI{ED ROCK ORASSPECIflW IN THE CIMRENT 00WAM0DOT STANDARD SPECIFICATIONS. 3, REMOVE EXISTING CONCRETE CURB. GUTTER OR SIDEWALK TO THE NEAREST JOINT: SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. • SEE TMC 0A8.040 11TTOW City of Tukwila SIDEWALK wart Rb11 awe. Ik 0&03 I wTTEr1I 04.06 Aymara, BOB GIBERSON, CRY ENGINEER SIDEWALK 5 SECTION .A.A. PAW EIVISCAMS ov4 3 1CNAATD I,r NALV 1270107 meonEas. 1rTMUmEems mornirma rf:lETJ lulma� _1R ° IAWV LA. IY888 DETECTABLE WARNING PATTERN (SEE NOTE 5) SEM AJOAPITN000tESSRML Et MEM OSETAma4Cll3dweKYeg*tat;Pp ESAINO SEEM 1, RAMPLENTRNLt4EM1ML 5. PIFFVEACICIAAA TOWPAWL TO CURIO wwF tIE WISES m}ENwwenEOsra IV THE ENO.E:A. M MUS SLOP541NL1E121. l MU OEM WMEICI8arrns [ REOUKOONEAOI EVE P RAW ASORRall 9EPIA8E0 AT VSPM.ON COMM SLOEWNK 1.0e21011. l COr30aW Matt W Put= M'OJ7CMaoO•APIP•TL SrixenS A5 I1(51n01Hc1IVE0R 1 p6TERAnumPAP7•MTTE•O DRIAPAT®YO.ES) MUST R PIECASI PAMPAS MEMO KIM GOICAPS IX PPMI CR MICR CI=TYOSA ACCOTAASM 1AVACILESI APO RROCUCTSAMI 01.0775171 At&seurACMKD n rirtAC ZOICIA, AS C,SGriEEnban6mnEsErTf MSdwnt.ONawa,I,M 1511817 ME SRP� M AIEARILSAs SIAMFACIIAED wNtltOR.Tsl UCRI SYST9V,AS DEECASED ON TdEIVOMS122 el WTNTACIWARN.10PMEVAIMMIFACn3ED n&WS MARYW. OF&MIWO, W.'S COC S=ON TRIM 711211811& 711711.1788.707. bode** SACK AEC) 0 STOWEASENMFMNNEDST (MeV° MAME& NC. OF AEIYOOCNH1i M.ASDESCRIED ON.TWA MIME lEpulh •. S••••tMrSMSMMw BRCORPD) MACAWSYCASErAry POP ttl.txll.SU E10STP10 WPM THE FOLLOM4p P PMUCTS MAY le/NO LfACPO MEM IRKS IWO COLOR SECOESAYAW,E 1'WSW /SMNaFAMAMD St FIINTTRAOse&AS DCSCRSED041)0 8YESME: TtMA.evAISM3Om.wyn ts• I YANOUNID wOI LY*ACAP MIMEO PP U8MEWANING MIMES � ACANL•w�aw�p.+. � arS+EMSa AMEAFA L MW1V16I1.1.1.0 ONTO. OF A4•UMREMFOICH) CONCRETE PASL SSTTPAIICO25. MS TO eEMCRAIEDN ACCOROAMCE VATS tiA0IJFA TIO1 ES NETWIC 10010, 4.T11AWOWS 1e•2211101I10E0K LATER WOOFED COETIT 10111AR 140817871011115 TO SOOTS NOT 018771191 MEN SWF/18QNOTLE0BTMN UIY. PAVER* r•ti NOT SE DIRECTLY 10t01N0 !API OTERIAAEISTKYI4VE PPAO.: PARE MORTAND. NTSAM TO EEFUJMIWTIITOP 1EVACE AM ST=IDS AS TDONEALNDOroSAEACL PAVERS RILL SEUDMAl1TIMT JOOT3 APE LEVEL ram /DAOEJO JONT110 INTO PACPPOPABMOOTNTRAYII8 VIIMSR.CSTOBWCKAO BMOC TO COWMEN RrnACE I, SEE WWII S/N'ONRD KAN FJE1001 FORDNENl8N OF DETECTABLE WARMS SURFACE. l 11E0I81DCI SOMME RAMS &WWI, RO.V0LFW,100LFA0•VWL 74287110, F'405D0L IRO.t000 FOR ACCEPTABLE ALTEOMTE RM/• 1A7MTE. NOTTOWNE City of Tukwila CURB RAMP Ern RS12 KMMdIM: 06.03 I unswam 04.06 usews8u BOB GISERSON, CITY ENGINEER CURB RAMP 6 I 4--r DSY NOTISX 55W N' 1,• • • •1 DST- DFIIDE P SOLOYELLOW SST- SINGLE 5000 YELLOW 33W - SINGLE SOUO WHITE SAW - SINGLE BROKEN WHITE SOY - SINGLE BIRCHEN YELLOW • TYPE2YY REFLECTOR • TYPE 41 YELLOW TRAFFIC BUTTON e TYRE /1 %MIITE TRAFFIC BUTTON ▪ TYPE :SAW REFLECTOR 00RECTIONI CF TRAVEL • THIS SPACING SHALL BE USED ONLY 'MIEN THE XSS1')1S USED IN CONJUNCTION WITH THE (SBY) SSW S ALL PAVEMENT MARKINGS TYPE 1 ANO TYPE 2 SHALL MEET THE REQUIREMENTS CF THE APWMVIOOT STANDARD SPECIFICATIONS ANO DETAILS. MOT 181074.18 City of Tukwila RAISED PAVEMENT MARKER mere R3.13 ANON IO 0803 Are•en 21 0. SHELTON RAISED PAVEMENT MARKER 7 STOP & YIELD INSTALLATION .F.r ax+.an ISA A.ArM• CURB WI PA- RKWAY & SIDEWALK CURS WI SIDEWALK WO PARKWAY NOTES: 1. REFER TO MIJTCD FCR ADDITIONAL INFORMATION 2. INSTALL PER CHAPTER 40F THESE STANOAROS 3 USE UCHANNEL POSTS IM4ERE NO CURB AND GIVER WV TO MAU City of Tukwila TRAFFIC SIGN INSTALLATION IImT: RS.14 Amer 4a 06.03 717.a0Au G SHELTON TRAFFIC SIGN INSTALLATION 8 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by SWP Drawn by CRL Checked by MJS 1932 F8Y Are, l 5ui2201, Seask, WA 98101 D. 20L125.1211 f.208.923.53ae engineering pllc P• ,wUy mm 020181.00 Er0Mer2g plc• These dame. Pre teen paO•ed epeciVA N b Ne dlae tamed plea. Troy are rot wig* M we on c/,er pr4l•m a M DO•r ba2an v2771 the egmd and paEtlpean dh Enpkxx. 3' SE JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 PAVING & HORIZONTAL CONTROL NOTES & Sheet Title DETAILS Sheet C3.1 N A + U ARCHITECTS + URBAN DESIGNERS W Y ■ Z MUSKS SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES SIGN INSTALLATION NOTES. METAL POST NOTFQ• I r_ g o' i 1 W $ i a '. w .0.: i I r 1 ' „ 1 DO NOT INTER R5-1 (30'xGN30) 1. SISHEETING REOUIREMF_ 4TS - 1. METAL POSTS SHALL BE 1 { 46.6 # RIGHT TURN ONLY R3-5R (30'x361 IM DIAMOND CRADF DG RFFU FCC TELESPAR QUICK PUNCH POST. 1 LEFT TURN ONLY R3-5L (30'4367 SSTY OR ARPROVFT ROJ IN • STOP,OP, YIELD, KEEP RT, TURN2. METAL STOP MD YIELD SIGN NO PARKING FIRE TAN° R7-9 MODIFIED PER BELLEVUE FIRE RED TO READ: 'NO PARKING FIRE UNE' RESTRICTION, LARGE ARROW. POSTS SHALL HAVE ALTERNATING CHEVRON, CURVE/TURN WARNING, 1' BANDS OF RED AND WHITE 3M ACCESSIBLE LOADING.R7-10802• MODIFIED TO READ 'ACCESSIBLE LOADING' PED & ADV PED CROSSING, DIAMOND GRADE SHEETING. ALL OTHE SCHOOL AND ADV SCHOOL OTHER POSTS SHALL BE AUTHORIZED VEHICLES ONLY* R7-10802: MODIFIED TO READ 'AUTHORIZED VEHICLES ONLY CROSSING, STOP/MELD/SIGNALUNSHEETED. AHEAD, OBJECT MARKERS, END OF DURING SCHOOL HOURS. R9-3C MODIFIED TO READ 'DURING SCHOOL HOURS' ROAD MARKER, AU. STREET NAME 3. FOR IN -SIDEWALK INSTALLATIONS, SIGNS. ALL MAST ARM OR CORE 4" DIAM. HOLE. ANCHOR CURB LANE LOADING ONLY* R7-10802: MODIFIED TO READ 'CURB LANE LOWRIG ONLY OVERHEAD MOUNTED SIGNS. ALL LENGTH MAY BE DECREASED TO OTHER SIGNS SHALL HAVE 3M HIGH 12'. - •"n { I , I { I' { I L •' _{ { 4 -- I +I• I 1 1 1 IATTACH ,WITH 17' 1 1 g 1:. LANE CONTROL SIGN JlTFNSITY PRISMATIC SHEETING OR APPROVED EQUAL 4. POST SHALL BE ROVED CARBON SIGN SHEET STEEL. ASTM A570 GRADE 2. SIGN HEIGHT - (EXCLUDING ADA50 MID BE HOT DIPPED "",.... '""' I I , CORNER BOLT SEE NOTE 7 2' 2 DRIVE RIVETS. SEE SIGNS) GALVANIZED MSHTO M-120 YIELD FROM BOTTOM OF SIGN 1n STRENGTH 60.000 PS1 MIN. NOTE STREET OR SIDEWALK. 6' FROM POST SHALL HAVE 7/18• BOTTOM OF LOWER SIGN FOR DIE -PUNCHED KNOCKOUTS ON 1' MULTIPLE SIGNS ON ONE POST. CENTERS FULL LENGTH. FOUR EXCEPTIONS ONLY AS SPECIFICALLY SIDES. STATED TED ENGINEER. OR APPROVED //''SIGN POST BY 5. ANCHOR SHALL HAVE 4 7f16" / SQUARE 2"x2", / 14 GAGE QUICK 3. FIRE LANE MOUNTING SHALL BE AS HOLES ONE EACH SIDE 2 FROM PUNCH TOP END. FINISH SHALL BE ZINC (GROUND SURFACE FOLLOWS: HOT DIPPED GALVANIZED MATERIAL A 80 INCHES TO TOP Of SIGN TO MEET ASTM A500 GRADE B. _E WHERE rl. '^ .. I fI f % 'I ( ii ' Lnr� _ - SIGNALIZED OR { -' Lyy, I STOP EI6N SCHOOL OR UNPROTECTED ' s 3 _. ijLDING 1/11 Zr i wC; i a5� Z}SL O .ormHAP NOT LOCATED ORADJACENT TO 6. DRNE RIVETS TO BE TL3806 �• _ ANCHOR SQUARE PEDESTRIAN WALKWAY 3/8' DW. 2.5" X 2.5- O.D. 7 B. 80 INCHES TO TOP OF SIGN GAUGE. 24' LENGTH TLOCTAOTED IPEDESTORLW 7. CORNER BOLTS TO BE TLC6516M. A SEE NOTE 5. CONTROLLED CROSSWALKS NOTES: 2 SQUARE METAL WAALKWWHERA WALKWAY. 2 CUBIC FT. CONCRETE 4. ADA SIGN MOUNTING 5' FROM _ POST OF NG SPACE 1 CROSSWALK BARS NOT TO EE PLACED CN THE VWIEEL PATHS MAO EVENLY DISTRIBUTED 2 USE 12- eAR F SPEED LESS THAN 35 MPHELEVATION 3 USE 24•BAR IF SKEWS GREATER OR ECUAL TO 3S IAPH •a 2" CROSSWALK Eeas2ST° BE CENTERED ON CENTERLINE. LANE LINES, AND TRAVEL LADS eprm.uu MEASURED TO BOTTOM OF SIGN IN ACCORDANCE WITH IOC/ANSI A 117.1-2009 SECTIONS 502 & 503 S. CONTRACTOR SHALL. SUBMIT A MOCK UP OF ALL MODIFIED SIGNS TO ENGINEER FOR APPROVAL PRIOR TO ORDER OR PURCHASE OF SIGNS. SITE SIGNAGE 4 ,,L• UTIUTY ADJUSTMENT ,,LY4 CROSSWALK r Clrjj of CATCH DAsws AND MANHOLES `v City of DEMON AND PLACEMENT M r ✓ San RS41 M i aealt RSv '�•4,•:0 Tukwila OEA4 lAYr��sD! I 'Y•- l- ` .� TuK WiLK a:vx.x.m oR03 ixc Y. SHELTON a.......� O. SHEELTON UTILITY ADJUSTMENT - CATCH BASINS AND MANHOLES 2 CROSSWALK - DESIGN AND PLACEMENT 1 2. 2 LAYERS 4' WHIT 3' PAINT STRIPE EXPANSION JOINT 0 20' O.C. 3/16"x1 1/2" PREMOLDED TOOLED JOINT RADIUS CONT MASTIC JOINT STRIP i TH 1/22'-MMIN DEPTH MEDIUM BROOM (SAWCUT JOIN 0 / FINISH WITHOUT CONTRACTOR'S OPTION) SHINERS RESERVED PARKING LV Mg MINI11•••• NNW MOM RESERVED PARKING ME ORM MOO 1...M110 ` l VAN ACCESSIBLE WIDE SIGN POSTS SHALL PER SIGN POST NOTES INDICATED ON DETAIL 6 THIS SHEET EACHS EACH PARKING SPACE RESERVED FOR PERSONS WITH PHYSICAL DISABILITIES SHALL BE IDENTIFIED BY A REFLECTORIZED SIGN PERMANENTLY POSTED IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH STALL OR SPACE CONSISTING OF A PROFILE VIEW OF A WHEELCHAIR WITH OCCUPANT IN WHITE ON DARK BLUE BACKGROUND. THE SIGN SHALL NOT BE SMALLER THAN 70 SQUARE INCHES IN AREA AND SHALL BE CENTERED ON AND JUST BEYOND THE FRONT EDGE OF THE PARKING STALL. SIGNS MAY ALSO BE HUNG ON THE WALL AT THE INTERIOR END OF THE PARKING SPACE. SIGN MOUNTING HEIGHT SHALL BE 60 INCHES ABOVE THE• PARKING SPACE FINISHED GRADE. AN ADDITIONAL SIGNSHALL ALOE POSTED, IN A CONSPICUOUS PLACE TO OFF-STREET E AT EACH ENTRANCE\ PARKING FACILITIES. OR IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH STALL OR SPACE THE SIGN SHALL BE NOT LESS THAN 17 INCHES BY 22 INCHES IN SIZE WITH LLTILHINC NOT LESS THAN 1 INCH IN HEIGHT. WHICH CLEARLY AND CONSPICUOUSLY STATES THE FOLLOWING: 'UNAUTHORIZED VEHICLES PARKED IN DESIGNATED DISABLED PARKING SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR LICENSE PLATES ISSUED FOR PHYSICALLY DISABLED PERSONS MAY BE TOWED AWAY AT OWNER'S EXPENSE. TOWED VEHICLES MAY BE RECLAIMED AT OR OR BY 5-1/2" 24' RECY�I.STT RECYCLED PLASTICWHEE � PERVIOUS` WALK \` 1._5. ' 2-1/2'�'` 11 OC. 45 •' .� ..•�'�. • I ISt� d Q ° �° ° 1 IS I - �.. T� 5' . 10" EM MIN EDc v . q 4 : - a ASPHALT o 6'., PAVEMENT ° 4 - c 4: .: - ° REBAR o :6 a l 4' MIN CRUSHED SURFACING TOP COURSE S'DMI N�QONCRETE LLCM 1. MINIMUM CONCRETE 3000 P.S.I. (S 1/2 SACK) 2. SEE LANDSCAPE SITE PLAN FOR LAYOUT OF TOOLED AND EXPANSION EXPANSION JOINT LAYOUT SHOWN ON LANDSCAPE SITE PLAN TO SUPERSEDE GENERIC EXPANSION JOINT LAYOUT. 3. IF WALK IS OVER 8' WIDE. PLACE LONGITUDINAL EXPANSION JOINT ALONG CENTER OF WALK WHERE REPLACING EXISTING WALK. START NEW WALK EXISITNG JOINT CONCRETE WALKWAY JOINTS. AT ea 8 -•"�6 3-1/2• 5 _-.L.S•J.- 1.4' `� \ 1 • 1 S 4' S _ 1'-8• DOWEL Q : .4 CEMENT CONCRETE TRAFFIC CURB FLUSH WITH ASPHALT NTS WHEEL STOP 6 TWO 1'-4' 8' 11' LAYERS WHITE PANT Nis ADA SYMBOL (PAINTED WHITE) & BLOCKOUT STRIPING 7 TELEPHONING • ars ADA PARKING STALL SIGN 5 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Desired by SWP Drawn by CRL Checked by MJS 1932 First Are, Sub 201. �._ I./ l 1 2.15A12110I O9.09 L 206.973.5346 engineering pllc.e,+1.pc,ii 020+9 LK/En4..t0 plc -These doomeeb h.,e teen arv..d v.rAvN Uwe. ahpw ,.red Pelee. They we rot aubtb or useon aer p,q.rsor h aterbnesa vellx4.6939er npp,oe.q .paAL+NT c01tle Ervi ter. Se, Q4 3 Fl43�9, 'pL / ONAL TO ' . 1e`//: JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 PAVING & HORIZONTAL CONTROL NOTES & Sheet Title DETAILS Sheet C3.2 N A+ U ARCHITECTS + URBAN DESIGNERS 12• B� C� TRUNCATED DOMES ASPHAL CONCR PAVEMENT PeZi PLAN COMPACT I (EKING 12• FIRE ACCESS NO PARKING trK UMITS PER PLAN D CTABLE WARNING PER THROUGH--.... JOINT ...' SCORE UNES (rep ( / / DOT -0 PLAN THROUGH F-45.10-00. TWO OPnt7NAL JOINT LOCATIONS SHOWN. INSTALLIN ryM `. � � LOCATONS SHOWN ON PLANS ♦ ♦II111 IIIIIIIIICdlllll • _ . •r A�� .IZ�CI:��.t1��.�. ��• ��fi-`. •ft •-•• �•• A ...... ..-..., A •�.+,: � IIIIIIIIIIIIIIIIIIIIII ♦ :y}i�'r Illlliell�ii„ �1�J r+ :n�l�i.!1�•I.,•�i!�.(�i L��i!I��I.!:�I.51�'P•� t��=2!d��}iik�ti itt: 1 .� � -4,. ti.;ha'r..15 IIIIIII IgIIIIIIUIII i ♦ x jlLO THROUGH JOIN.-"*"' SEE NOTES p 2:1 MAX SLOPE 3'-O'7dIN WIDTH WID1N PER PLAN 1 a1 MAX SLOPE 3.-0"MIN WIDTH ulnn............ 'r r:r • , r'r,.:. .. i}Y+-�. FLU ''=rl.'•'r{i{' ♦ �'�C����C�\J .� �✓��.. b�F. '✓I ���: .�-�.7 e / e4 \' '. \ �IIJ!/ �I 'v% 8' IN rW �I �b!{��%y/ • MIN / I✓/I.4e•j /� Q�/. :::::::111111 '�f W'wWl IIIIIIIIIIIIIIIP DIRECTIONAL CURB RAMP DETAIL .) /I 2 LAYERS 4' YELLOW J PAINT STRIPE FOR FIRE ACCESS. 2 LAYERS 4• WHITE PAINT STRIPE FOR ADA PARKING BLACKOUT STRIPING & STENCILED LETTERING DETAIL I ASPHALT -CONCRETE TRANSITION SECTION 4 VERTICAL CONCRETE CURB 1'7APER SAW -CUT. TACK COAT AND MATCH EX ASPHALT GRADE NOTES: FINISH.. 1 • EXISTING 1. 1. IF EX OTHERWISE PAVEMENT SECTION IS THICKER, MATCH SECTION. OTHERWISE ar 6 GRADE ASPHALT CONSTRUCT SECTION SHOWN. I I I / / / I / / / / / / / / I / / / / / j `- ! c�k+ 4. ' •�: R '_ f'�I'�!Cr< Imo/ 2. SAW -CUT FULL DEPTH WHERE NEW PAVEMENT ABUTS EXISTING AND \\/�\�\'�i'\\G\ \• APPLY TACK COAT. j I "OV 0 O�VO j b jOV 00 O O o03v"0 00 0 ' 00001,oKe;lif° CO O O O O O C 0 00 ob 00n00noQ O 0°.O Oa e� oa'0 . 0 • b I �90 o.e o= •, 0.0 o (�o-Q✓/��, ob I4, P 'e o Cj.�o;,od Oa =1, �' Oa. = PAVEMENT 3. PLACE ASPHALT IN ACCORDANCE WnH WSDOT APWA SECTION 5-04. O✓I�\ IXSUB-BASE A SUB -BASE MUST BE COMPACTED TO 95% MAX. 4. PROOF ROLL AND REMOVE ANY SOFT SPOTS. REPLACE REMOVED DENSITY PER ASTM 01557 MATERIAL WRH GRAVEL BORROW. CONTRACTOR SHALL TEST AND VERIFY SUBGRADE MEETS COMPACTION REQUIREMENTS PRIOR TO PAVING. ASPHALT PAVEMENT 'I 6 --\ y Oo•0 0 ¢ Oq gg60gaOg Og o o �O O' O 0 O Oo• Oo•0 o� O �t•�I�•v J �T"�4 00- CSOo 00° 0 0; 00 . a o Ober-gpOdo Oseg oOn Z7d �o�'V�oO O. oQ �oC O:. 'p Cdo ' Oo• Oop Oo• 4o•OOPo ,� 2" FINISH GRADE SUBGRADE \� 6" DEPTH PERVIOUS CONCRETE PAVING 8" DEPTH PERVIOUS CONCRETE PAVING 6" MIN PERMEABLE AGGREGATE BASE COURSEAN (WALKWAYS) (PARKING AREAS) -.r.•W<. .ry ti SUBGRADE COMPACTED HMA CLASS 1/2' ASPHALT CONCRETE PAVEMENT CRUSHED SURFACING o J BASE TDFlRM COURSE PER WSDOT SECTION DIN G 9-03.9(3). COMPACT TO 95X ANDIELDIN MAX DENSITY UGHT DUTY HEAVY DUTY COMPACTED TO FIRM AND UNYIELDING CONDITION- 12"GRAVEL BORROW PER WSDOT SECTION CURB TAPER SECTION 5 CONDL 12" GRAVEL BORROW PER WSOOT HMA 3' 4• 9-03.14(1), COMPACT TO 95% MAX DENSITY OR EXSUBGRADE MOISTURE CONDITIONED COMPACTED TO 95% MAX DENSITY PER ASTM D1557 PERVIOUS CONCRETE SECTION 8 SECTION 9-03.14(1), COMPACT TO 95X MAX DENSITY OR EX BASE COURSE 5' 7" SUBGRADE MOISTURE CONDITIONED COMPACTED TO 95% MAX DENSITY PER ASTM D1557 ASPHALT PAVEMENT SECTION 7 FINISHED 5-1/2• / 40 EXPANSION JOINT (TYP) CONCRETE WALKWAY 2%� NOT USED 12 ASPHAL PAVEMENT Ee 1'R. SLOPE VARIES " COMPACTED suet —,1- k3 i r i e l2.,! G.. :r t eliir- Iy1 •, S \ - •r, • 0000, r0o0 = .'Y-. �Y= 0��^- �� CAST-N-PLACE CONCRETE 7• CEMENT CONCRETE\•.-".Y-`f (CLASS 4000 PSI) 00 t tt • 0 �000 O� LANDSCAPE MAINTENANCE STRIP Ne •Cr Zo "• 7-3/4' 4" MIN CRUSHED SURFACING 6' CRUSHED SURFACING SECTION 9 BASE 03.9P WSDOT COMPACT TO 95% MAX DENSITY HEAVY DUTY CONCRETE SECTION 9 70P COURSE CONCRETE VERTICAL CURB I O Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by SWP Drawn by CRL Checked by MJS I _ I1 1 \11 1932 Fast Aye, WA 29.190101 I / 9 Seattle,Suite 201, 1.206.973.53b engineering plic.�...9.<. 02013 LPD Ecnpha90 plc • These Coemenb Me been prepared pegrtYl far ere rime named PQe.They are mewled. b use on ,Herpop[. Or In other ec6e6o aE,Ew.KKdh ward and pxkOel.n d'h E Omer. �° a• SER N. JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 PAVING & HORIZONTAL CONTROL NOTES & Sheet Title DETAILS Sheet C 3.3 N A+ U ARCHITECTS + URBAN DESIGNERS LLI trf Z P engineering p c APPENDIX B Design Calculations and Supporting Information MGS FLOOD PROJECT REPORT -• EAST BIORETENTION Program Version: MGSFIood 4.46 Program License Number: 201410003 Project Simulation Performed on: 10/10/2018 8:25 AM Report Generation Date: 10/10/2018 8:25 AM Input File Name: East Bioretention ONLY.fld Project Name: Fire Station 51 Analysis Title: Comments: East Bioretention PRECIPITATION INPUT Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 13 Full Period of Record Available used for Routing Precipitation Station : 96003205 Puget East 32 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961032 Puget East 32 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** PredevelopmentlPost Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.355 0.355 Area of Links that Include Precip/Evap (acres) 0.000 0.021 Total (acres) 0.355 0.376 SCENARIO: PREDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 Area (Acres) Till Grass 0.194 Impervious 0.161 Subbasin Total 0.355 SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 Area (Acres) Till Grass 0.194 Impervious 0.161 Subbasin Total 0.355 ************************* LINK DATA ******************************* SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* SCENARIO: POSTDEVELOPED Number of Links: 1 Link Name: New Bio Lnkl Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) Riser Crest Elevation (ft) Storage Depth (ft) Bottom Length (ft) Bottom Width (ft) Side Slopes (ft/ft) Bottom Area (sq-ft) Area at Riser Crest El (sq-ft) 100.00 100.50 : 0.50 : 52.6 : 17.0 : L1= 3.00 L2= 3.00 W 1= 3.00 W2= 3.00 : 894. (acres) : Volume at Riser Crest (cu-ft) : (ac-ft) : Infiltration on Bottom only Selected 1,129. 0.026 903. 0.021 Soil Properties Biosoil Thickness (ft) Biosoil Saturated Hydraulic Conductivity (in/hr) : Biosoil Porosity (Percent) Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr)• Underdrain Present Orifice NOT Present in Under Drain Riser Geometry 1.50 1.50 30.00 0.00 Riser Structure Type : Circular Riser Diameter (in) : 8.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ********** Subbasin: Subbasin 1 ********** Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) 2-Year 6.143E-02 5-Year 8.300E-02 10-Year 0.104 25-Year 0.139 50-Year 0.206 100-Year 0.243 200-Year 0.248 ********** Link: New Bio Lnk1 Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) 2-Year 6.143E-02 5-Year 8.300E-02 10-Year 0.104 25-Year 0.139 50-Year 0.206 100-Year 0.243 200-Year 0.248 ********** Link Inflow ********** Link: New Bio Lnk1 Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) 1.05-Year 100.024 1.11-Year 100.038 1.25-Year 100.052 2.00-Year 100.125 3.33-Year 100.186 5-Year 100.239 10-Year 100.389 25-Year 100.533 50-Year 100.544 100-Year 100.549 ***********Water Quality Facility Data ************* SCENARIO: PREDEVELOPED Number of Links: 0 SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Bio Lnk1 Infiltration/Filtration Statistics Inflow Volume (ac-ft): 77.89 Inflow Volume Including PPT-Evap (ac-ft): 84.54 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 84.54, 100.00% Primary Outflow To Downstream System (ac-ft): 84.68 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ********** Link WSEL ********** ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: New Bio Lnk1 *** Point of Compliance Flow Frequency Data*** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2-Year 6.143E-02 2-Year 3.104E-02 5-Year 8.300E-02 5-Year 3.105E-02 10-Year 0.104 10-Year 3.105E-02 25-Year 0.139 25-Year 7.352E-02 50-Year 0.206 50-Year 9.750E-02 100-Year 0.243 100-Year 0.109 200-Year 0.248 200•-Year 0.122 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance"' Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): Maximum Excursion from Q2 to Q50 (Must be less than 10%): Percent Excursion from Q2 to Q50 (Must be less than 50%): MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS -76.7% PASS -76.7% PASS -82.1% PASS 0.0% PASS MGS FLOOD PROJECT REPORT - SOUTH BIORETENTION Program Version: MGSFlood 4.46 Program License Number: 201410003 Project Simulation Performed on: 10/10/2018 8:27 AM Report Generation Date: 10/10/2018 8:27 AM Input File Name: South Bioretention ONLY.fld Project Name: Fire Station 51 Analysis Title: Comments: South Bioretention PRECIPITATION INPUT Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 13 Full Period of Record Available used for Routing Precipitation Station : 96003205 Puget East 32 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961032 Puget East 32 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.160 1.160 Area of Links that Include Precip/Evap (acres) 0.000 0.043 Total (acres) 1.160 1.203 SCENARIO: PREDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 Area (Acres) Till Grass 0.143 Impervious 1.017 Subbasin Total 1.160 SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 Area (Acres) Till Grass 0.143 Impervious 1.017 Subbasin Total 1.160 ************************* LINK DATA ******************************* SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* SCENARIO: POSTDEVELOPED Number of Links: 1 Link Name: South Bioretention Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) Riser Crest Elevation (ft) Storage Depth (ft) Bottom Length (ft) Bottom Width (ft) Side Slopes (ft/ft) Bottom Area (sq-ft) Area at Riser Crest El (sq-ft) (acres) : Volume at Riser Crest (cu-ft) : (ac-ft) : Infiltration on Bottom only Selected 100.00 100.50 : 0.50 : 126.0 : 15.0 : L1= 3.00 L2= 3.00 W 1= 3.00 W2= 3.00 : 1890. 2,421. 0.056 1,903. 0.044 Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : '1.50 Biosoil Porosity (Percent) : 30.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) C1.00 Underdrain Present Orifice NOT Present in Under Drain Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 8.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ********** Subbasin: Subbasin 1 ********** Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) 2-Year 0.337 5-Year 0.452 10-Year 0.532 25-Year 0.679 50-Year 0.841 100-Year 1.085 200-Year 1.120 ********** Link: South Bioretention Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) 2-Year 0.337 5-Year 0.452 10-Year 0.532 25-Year 0.679 50-Year 0.841 100-Year 1.085 200-Year 1.120 ********** Link Inflow ********** Link: South Bioretention Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) 1.05-Year 100.368 1.11-Year 100.483 1.25-Year 100.521 2.00-Year 100.573 3.33-Year 100.600 5-Year . 100.614 10-Year 100.630 25-Year 100.663 50-Year 100.692 100-Year 100.694 ***********Water Quallity Facility Data ************* SCENARIO: PREDEVELOPED Number of Links: 0 SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: South Bioretention Infiltration/Filtration Statistics Inflow Volume (ac-ft): 363.52 Inflow Volume Including PPT-Evap (ac-ft): 377.95 Total Runoff Infiltrated (ac-ft): 0.00, 0.00%. Total Runoff Filtered (ac-ft): 370.29, 97.97% Primary Outflow To Downstream System (ac-ft): 378.23 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 97.97% ********** Link WSEL ********** ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: South Bioretention *** Point of Compliance Flow Frequency Data*** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2-Year 0.337 2-Year 0.204 5-Year 0.452 5-Year 0.330 10-Year 0.532 10-Year 0.382 25-Year 0.679 25-Year 0.490 50-Year 0.841 50-Year 0.585 100-Year 1.085 100-Year 0.591 200-Year 1.120 200-Year 0.682 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): Maxirnum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): Maximum Excursion from Q2 to Q50 (Must be less than 10%): Percent Excursion from Q2 to Q50 (Must be less than 50%): MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS -67.9% PASS -56.0% PASS -57.2% PASS 0.0% PASS 666666 616666 H U1 _:,2,__ R66666 n |;; |: |;;; _: ; § |BB |E §!! �, 1. p;: p= : 3 ;:; __ |!! a#; «§! 222 §9\ 24 66 66. // / \§ | 111 22 Sediment Tank Sizing Calculations Per the 2016 KCSWDM Project Name: Tukwila Fire Station 51 Required Sediment Trap Surface Area (SA): SA=2*Q/Vsed Where: Calculation: Q = 2-year developed flow rate from KCRTS Vsed = Settling Velocity (0.00096 ft/sec) multiplier = 2 Q = 0.384 Vsed = 0.00096 Required SA = 800.0 cfs fps square feet Equivalent Sediment Trap Volume: To determine the minimum sediment tank volume, an equivalent sediment trap was sized based upon the required surface area. Length of Top Surface Area = Width of Top Surface Area = Surface Area Provided = Side Slope = Total Depth of Sediment Trap = Bottom Length of Sediment Trap = Bottom Width of Sediment Trap = 29 28 812 3 3.5 8 7 Total Trap Volume = 1519 11362.12 feet feet square feet (H:1V) feet feet feet cubic feet gallons MGS FLOOD PROJECT REPORT - TESC SEDIMENT SIZING Program Version: MGSFIood 4.40 Program License Number: 201410003 Project Simulation Performed on: 10/25/2017 3:17 PM Report Generation Date: 10/25/2017 3:19 PM Input File Name: Project Name: Analysis Title: Comments: FS 51 TESC.fld Fire Station 51 TESC Sediment Sizing PRECIPITATION INPUT Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96003205 Puget East 32 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961032 Puget East 32 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********'k************* PredevelopmentlPost Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) Area of Links that Include Precip/Evap (acres) Total (acres) SCENARIO: PREDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 Area (Acres) Till Grass 0.487 Impervious 1.112 Subbasin Total 1.599 SCENARIO: POSTDEVELOPED 1.599 1.599 0.000 0.000 1.599 1.599 Number of Subbasins: 1 Subbasin : Subbasin 1 Area (Acres) Till Grass 0.487 Impervious 1.112 Subbasin Total 1.599 ************************* LINK DATA ******************************* SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* SCENARIO: POSTDEVELOPED Number of Links: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 0 ***********Compliance Poi nt Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Subbasin: Subbasin 1 ***Point of Compliance Flow Frequency Data*** Recurrence Interval Computed Using Gringorten Plotting Position Predeveiopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2-Year 0.384 5-Year 0.505 10-Year 0.615 25-Year 0.765 50-Year 1.052 100-Year 1.323 200-Year 1.360 2-Year 0.384 5-Year 10-Year 25-Year 50-Year 100-Year 200-Year 0.505 0.615 0.765 1.052 1.323 1.360 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals engineering p c APPENDIX C Stormwater Pollution Prevention and Spill Plan (SWPPS) & Construction Stormwater Pollution Prevention Plan. (SWPPP) Narrative d D P I:1 engineering pl Tukwila Station 51 Stormwater Pollution Prevention and Spill Plan October 11, 2018 TUKWILA FIRE STATION 5 I STORMWATER POLLUTION PREVENTION AND SPILL PLAN OCTOBER 11, 2018 The following report is in accordance with the 2016 King County Surface Water Design Manual (SWDM) and 2016 King County Stormwater Pollution Prevention Manual. The following is a summary of the items to be addressed on the TESC Plan of the contract documents and an indication of their applicability to this project. PART A: ACTIIVITY SPECIFIC INFORMATION REQUIRED Storage and Handling of Liquids: No petroleum products, fuel, solvents, detergents, paint, pesticides, concrete admixtures, and form oils are expected to be stored on site. There may be small quantities of paint or form oil stored on site during construction. They are expected to be stored in a protected area such as inside a construction trailer, or inside a fenced enclosure in the contractor's work area. Exact: quantities and storage locations are not known at this time. Storage and Stockpiling of Construction Materials and Wastes: Construction materials and waste may be stockpiled temporarily but shall be hauled off regularly. Refer to Note 2 below for additional information. Fueling: No stationary fuel tank will be allowed on site during construction. Fueling will be allowed on site during daylight hours only by a mobile fuel truck, and only in paved areas. Refer to notes 3, 4, and 5 below for additional information. Maintenance, Repairs, and Storage of Vehicles and Equipment: Equipment that requires significant repair will be removed from the site to repair. Minor repairs or maintenance may be allowed on site only in an approved area. Refer to note 6 below for additional information. Concrete Saw Cutting, Slurry, and Washwater Disposal: All concrete saw cutting slurry, as well as rinsing of tools, shall be controlled such that it does not contaminate onsite stormwater. Concrete truck washout will not be allowed on site. Refer to note 7 below. Handling of pH Elevated Water: Because construction stormwater runoff will be routed to a sediment settling trap, monitoring for elevated pH can be conducted as necessary by sampling from the sediment settling trap. Page I P D engineering pllc Application of Chemicals including Pesticides and Fertilizers: No chemicals are expected to be used in this project. PART B:SWPPS SITE PLAN Tukwila Station 51 Stormwater Pollution Prevention and Spill Plan October II, 2018 Refer to Sheet C 1.1 of the drawings. 1. Liquids including petroleum products, fuel, solvents, detergents, pesticides, and concrete admixtures are not anticipated to be stored on site. If products such as fuel are required, these items will be brought in small quantities, used, and removed from the site. Items such as paint or form oils, if needed, will be delivered to the site in small quantities and stored inside a construction trailer prior to use. A note is included on the plan as follows: "No hazardous liquid products including but not limited to petroleum products, fuel, solvents, detergents, paint, pesticides, concrete admixtures and form oils shall be stored on - site without prior approval. If requested, the Contractor shall provide for spill containment in accordance with City of Bothell requirements. Contractor shall provide a list of the types and sizes of liquids that will be stored/handled on site. Contractor will also show the proposed location for storage on a project site plan and will provide a proposed method of secondary containment. The Owner's Representative and the City shall review and approve the plan prior to storage." 2. Construction waste will be limited on this site due to the limited scope of removals. Any demolished material will be removed immediately upon demolition. This project has no hazardous material to be removed. All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well -organized, and free of debris. A note is included in the SWPPS notes as follows: "Construction waste shall be promptly removed from the site and shall not be stockpiled." 3. No stationary tanks will be used for this project. A note is included in the SWPPS notes as follows: "No stationary fuel tank shall be allowed." 4. If required, a mobile fuel truck will be brought to the site to fuel the excavation equipment. A note is included in the SWPPS notes as follows: "Fueling of construction equipment shall be by a mobile fuel truck and shall be allowed only in paved areas. Contractor shall provide a plan for fueling area spill containment to the Owner's Representative and the City with a proposed method of secondary containment. The Owner's Representative and the City shall review and approve the plan prior to fueling. All spills, containment, and clean up shall be the contractor's responsibility and at their own expense." Page 2 P engineering pllc Tukwila Station 51 Stormwater Pollution Prevention and Spill Plan October I I, 2018 5. Equipment will only be fueled during daylight hours. A note is included in the SWPPS notes as follows: "Fueling of construction equipment shall only be allowedduring daylight hours." 6. Equipment that requires significant repair will be removed from the site to repair. Minor repairs or maintenance may be allowed on site only in an approved area. A note is included in the SWPPS notes as follows: "The Contractor shall remove from the site all equipment that requires significant repair. Minor repairs or maintenance may be allowed on site in an approved area. The Contractor shall submit a plan for the proposed location of vehicle maintenance and repair and shall indicate the proposed method of containment for possible leaking vehicle fluids. The contractor shall also provide a plan to the Owner's Representative and King County for the collection, storage, and disposal of the vehicle fluids. The Owner's Representative and the City shall review and approve plan prior to any on -site maintenance." 7. Truck washout will not be allowed on site. A note is included in the SWPPS notes as follows: "Truck washout shall not be allowed on site. The Contractor shall provide truck washout off -site at an approved and legal location." 8. No chemicals are anticipated to be required for this project. 9. Selected Contractor shall provide location for spill response materials, and identify disposal methods for contaminated water and soil. A note is included in the SWPPS notes as follows: "Contractor shall provide to the Owner's Representative and the City the location of spill response materials. Contractor will also identify disposal methods for contaminated water and soil after a spill." PART C: POLLUTION PREVENTION REF'ORT The project will be publicly bid thus no excavation contractor is currently under contract. The possible sources of pollution are limited and are addressed above. In addition to the above information provided on the contract documents, the following notes are included to specifically address pollution prevention: • "The Contractor shall provide a report to the Owner's Representative and the City identifying the personnel responsible for pollution prevention, including contact information, and clearly listing the responsibilities of these personnel." • "The Contractor shall also provide a description of the procedures to be used in monitoring the pollution prevention BMPs and responding to a BMP that needs attention, including record keeping." PART D: SPILL PREVENTION AND CLEANUP REPORT Due to the public bid process, an earthwork subcontractor is not yet under contract for Page 3 P D engineering pllc Tukwila Station 51 Stormwater Pollution Prevention and Spill Plan October 11, 2018 this project. The personnel responsible for spill prevention and cleanup will be identified at the pre -construction meeting for the project. Spill prevention is addressed with notes on the contract documents as stated above. The sources of potential spills are limited and have been addressed on the plan with notes. In addition to the above information provided on the contract documents, the following notes have been added in the SWPPS notes to specifically address spill prevention: • "The Contractor shall provide a report to the Owner's Representative and the City identifying the personnel responsible for spill prevention, including contact information, and clearly listing the responsibilities of these personnel." • "The Contractor shall provide a description of the procedures to be used in monitoring the spill prevention BMPs and responding to a spill incident, including record keeping." Page 4 engineering pllc TUKWILA FARE STATION 51 CONSTRUCTION SWPPP NARRATIVE OCTOBER 1 1, 2018 Tukwila Fire Station 51 Construction SWPPP Narrative October 11, 2018 The following Construction Storm Water Pollution Prevention Plan (SWPPP) Narrative is for the new Tukwila Fire Station 51 construction project. The site is located at 17951 Southcenter Parkway in Tukwila, Washington. The narrative supplements the Temporary Erosion and Sediment Control (TESC) plans. This narrative and the drawings address the requirements of the 2016 King County Surface Water Design Manual (Section 1.2.5 and Appendix D) and Volume II of the 2014 Department of Ecology (DOE) Stormwater Management Manual for Western Washington. Refer to the TESC plans (Sheet C1.0) and TESC notes and details (Sheet C1.1) for more informationregarding any erosion or sedimentation control measures involved in this project. I . CONSTRUCTION STORMWATER POLLUTION PREVENTION ELEMENTS 1) Clearing Limits: Clearing limits will be indicated on the TESC and Site Demolition plan. The actual limits of clearing will likely be smaller than the limit of work, but this identifies the maximum extent of the clearing limits. Areas impacted and not anticipated to be covered with final measures shall be stabilized using approved permanent TESC methods. 2) Cover Measures: It is possible that some of the earthwork and grading may occur in wet weather conditions. The site must be stabilized and no soils will be allowed to remain unstabilized for more than two days between October 1st and April 30th. From May 1 through September 30, install cover measures to protect disturbed areas that will remain unworked for seven days or more. By October 8, seed all areas that will remain unworked from October 1 through April 30. Mulch all seeded areas. Exposed slopes will be protected by DOE -approved coverage methods. BMPs including, but not limited to: C101, Preserving Natural Vegefation; C121, Mulching; C123, Plastic Covering; C130, Surface Roughening; C140, Dust Control; and T5.13 Post Construction Soil Amendment will be used to stabilize on -site soils during construction. 3) Perimeter Protection: DOE approved BMPs for sediment controls are shown on the TESC plan. Sediment will be controlled using silt fences (BMP C233), storm drain inlet protection (BMP C220), and temporary interceptor swales (BMP C200). 4) Traffic Area Stabilization: Construction access will be provided with a quarry spall construction entrance (BMP C105) off of Southcenter Parkway to the east of the site. The Contractor shall provide wheel wash if necessary. 5) Sediment Retention: During construction, stormwater flowing towards the project area from the west will be intercepted by a swale before reaching the project area and discharged directly to the existing detention pond south of the site. The south bioretention excavation will be used as a sediment settling trap for runoff from the construction area. The runoff will be collected by an interceptor swale along the east side of the site and conveyed to the sediment trap. The sediment free water will then be pumped out and discharged to the existing pond. To ensure the bioretention excavation has adequate surface area and volume for this purpose, the minimum required sediment trap size was Page 1 P engineering p Ic Tukwila Fire Station 51 Construction SWPPP Narrative October 11, 2018 found per section D.2.1.5.1 of the 2016.King County Surface Water Design Manual. The total required surface area of the sediment trap is 800 square feet. The bottom surface area of the south bioretention area will be 1,890 square feet, so the excavation will exceed the minimum required size. For sizing calculations, see Appendix B of the project's technical information report. Additionally, catch basin inserts will be used to prevent any sediment from entering the existing stormwater system along Southcenter Parkway. 6) Surface Water Collection: Drainage structures in areas where no work occurs will remain and will be protected; discharge points to the public storm drain main line will also be protected. To prevent discharge of turbid water downstream, all existing catch basins located within the disturbance area and outside of the disturbance area within approximately 300 feet downstream of the site will be protected with storm drain inlet protection (BMP C220). The Contractor shall remove inlet protection at the end of the project without releasing captured sediment into the storm system. As mentioned, existing catch basins will be utilized as temporary sump and pump, routing sediment - laden stormwater to the sediment tank(s). Outlets on various portions of the existing swales will be plugged and utilized for conveyance of sediment -laden water or as sediment settling facilities themselves. 7) Dewatering Control: The majority of the earthwork on the project will be constructed during the dry season, therefore it is not anticipated that groundwater will be encountered in the excavations for this project. In the event that perched groundwater is encountered during any wet season construction, the Contractor shall route it to the sediment settling facility by pumping it out of the excavation. 8) Dust Control: Dust control will be provided to prevent dust created by disturbed soil surface from entering the stormwater system, roadways, or surface waters. Dust control shall be implemented per BMP C140 of Volume II of the DOE Manual. 9) Control Flow Rates: Stormwater flow control during construction is anticipated to be mitigated by routing runoff to temporary sediment settling facility. Refer to the Sediment Facility Sizing calculations and the MGS Flood output included within Appendix B of the project's technical information report. Permanent flow control facilities include an existing detention pond off -site to the south of the project area that was designed for this site. 10) Control Pollutants: Temporary protection of the disturbed soils provides the first level of protection for pollution control, and perimeter measures downstream will mitigate the remaining pollutants. The temporary protection of disturbed soils may be mitigated with a temporary sediment settling facility to provide the second level of interception of pollutants. Construction debris will be removed from the site. The Contractor will be responsible for managing their construction equipment per DOE -approved BMPs. If a truck wheel wash is required, truck wheel wash water and concrete truck washout water shall be collected and discharged to the public sanitary sewer (SS) system. To apply for and obtain a SS release, contact the local sewer purveyors (City of Tukwila and King County Metro) for authorization. 11) Protecting Existing and Proposed Flow Control BMPs: There are two proposed bioretention cells. The excavation for the south bioretention will be utilized as a temporary sediment settling trap. The east bioretention will need to be protected with Page 2 P1 engineering pllc: Tukwila Fire Station 51 Construction SWPPP Narrative October II, 2018 perimeter protection measures, such as triangular silt dike (BMP C208) and silt fence (BMP C233). 12) Maintain BMPs: BMP maintenance will be required in accordance with Tukwila's standard Grading and Erosion Control Notes, as shown on Sheet C1.1. 13) Manage the Project: All phases of construction will be managed by the Contractor. The site must be stabilized and no soils will be allowed to remain exposed and unworked for more than two days between October l,t and April 30th and for more than seven days between May 1st and September 30th. The Contractor will provide maintenance and monitoring of TESC BMPs. Work of all contractors will be coordinated to minimize the duration of disturbance on the site. The best management practices shown on the TESC plan are minimum requirements. Failure to maintain SWPPP measures in accordance with adopted standards may result in the work being performed at the City's direction and the costs assessed as a lien against the property where such facilities are located. 2. PROJECT DESCRIPTION The proposed project for the new Tukwila Fire Station 51 facility, which will include construction of a new fire station facility, including an apparatus bay, living quarters, and courtyard. Paved parking and driveways will be installed for vehicular access. Other site features include walkways, landscaping, trash enclosure area, and a bioretention cell for stormwater management. The project proposes 60,022 square feet of new plus replaced impervious surface, including roof and paved areas. Flow control will be addressed with an existing detention pond on the parcel to the south of the project site, for which the fire station site was accounted for during design. On - site stormwater management and water quality will be provided by proposed bioretention cells. Refer to the project's technical information report for more information. 3. EXISTING SITE CONDITIONS The existing project site is currently vacant. The topography of the western half of the site slopes down towards the southeast at a 50% grade. The elevation change over this portion of the site is approximately 116 fleet. The eastern half of the site, where the project will be constructed, is flat. The King County iMap shows erosion and landslide hazards on the site. The project is within the Lower Green River drainage basin as designated by the King County Districts Report. Stormwater runoff from the site currently discharges to the existing detention pond located south of the site. 4. ADJACENT AREAS The site is bordered by businesses to the north, Southcenter Parkway to the east, a pond to the south, and S 184th Place to the west. 5. CRITICAL AREAS Per City of Tukwila Critical Areas Map, landslide potential is moderate; slope is between 15% and 40% and underlain by relatively permeable soils. Page 3 II engineering pllc Tukwila Fire Station 51 Construction SWPPP Narrative October 11, 2018 6. SOILS According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service's Web Soil Survey, the underlying site soils consist of Alderwood and Kitsap Soils with very steep slopes (AkF). However, these overlying soils were removed when the site was graded in 2013.. A geotechnical report has been prepared by Hart Crowser, Inc., dated July 20, 2017. The geotechnical exploration borings encountered a thin layer of fill over native glacial soils consisting of medium dense to very dense sand and gravel and hard silt. Groundwater was observed from depths of 9 to 15 feet below the ground surface. 7. POTENTIAL EROSION PROBLEM AREAS Per the proposed contract documents, the contractor is to provide protection for soils to limit the exposure to erosion. The limitation of disturbance, adequate cover practices, seasonal work limitation, and runoff control are the most effective methods for reduction of turbidity in stormwater runoff. Any runoff that occurs will be directed to the temporary sump and then pumped to the sediment settling tank. Areas that have not been permanently stabilized will be addressed using DOE -approved BMPs, per the construction documents. 8. CONSTRUCTION PHASING This project will not be formally phased. The contractor is responsible for coordinating work of all subcontractors to keep the duration of site disturbance limited to the maximum extent possible. 9. CONSTRUCTION SCHEDULE Construction is expected to begin in March 2019 and be completed by June 2020. Should any wet weather conditions occur during construction, the contractor shall implement the de -watering procedures outlined in this SWPPP and applicable BMPs including, but not limited to C123, Plastic Covering; C121, Mulching; C122, Nets and Blankets; C126, Polyacrylamide for Soil Erosion Protection; C130, Surface Roughening. 10. FINANCIAL/OWNERSHIP RESPONSIBILITIES This property is owned and operated by the City of Tukwila. The accepted low bidder on the project will be responsible for posting a performance and payment bond with the City of Tukwila, and thus will be the responsible party for any liability associated with erosion and sedimentation impact. 1 I . ENGINEERING CALCULATIONS A copy of any calculations performed during design of the project and relevant storm drainage modeling discussions is included in the project's Technical Information Report. Page 4 Pr engineering p c APPENDIX D Operation & Maintenance Guidelines P D engineering pllc Operations & Maintenance Manual Project Overview This Operations and Maintenance Manual is for the Tukwila Fire Station 51, located at 17951 Southcenter Parkway in Tukwila, Washington. The proposed project includes construction of a new fire station facility, including an apparatus bay, living quarters, and courtyard. Paved parking and driveways will be installed for vehicular access. Other site features include walkways, landscaping, trash enclosure area, and a bioretention cell for stormwater management. Stormwater System Overview The proposed conditions include catch basins and below grade pipe conveyance systems that generally route stormwater to one of the two biorelention cells. There is one bioretention cell south of the building and another east of the building. Two parallel drainage swales will be constructed to the west of the project site. The swale nearest to the paved surfacing will collect runoff form the parking lot/fire truck driveway and route it to the south bioretention cell. The parallel swale to the west will collect runoff from the grass slope to the west of the project and be routed directly to an existing detention pond south of the project site. This detention pond was constructed as part of a larger infrastructure project in 2010 and was sized for flow control of the upcoming Fire Station 51 site. Both outlets from the bioretention cell will be routed to the detention pond. Refer to Sheet C2.0, Grading and Drainage Plan, attached. Bioretention Cell Maintenance As mentioned, there will be two bioretention cells on this project, utilized as water quality treatment facilities and on -site stormwater management best management practices (BMPs). Refer to the attached maintenance guidelines No. 31 from Appendix A of the 2016 King County Surface Water Design Manual (KCSWDM). Permeable Pavement Maintenance Permeable pavement will used for various walkway surfaces and parking spaces. Refer to the attached maintenance guidelines No. 30 from Appendix A of the 2016 KCSWDM. Catch Basins/Conveyance Pipes Maintenance Catch basins and conveyance pipes will be used throughout the site to collect and convey stormwater. Refer to the attached maintenance guidelines No. 5 and 6 from Appendix A of the 2016 KCSWDM for catch basins and conveyance pipes. Tukwila Fire Station 51 Operations & Maintenance Manual LPD Engineering, PLLC Page 1 October 1 1, 2018 P I:1 engineering pl Maintenance Responsibility In order limit the contribution of the pollutants to the storm drainage system, there shall be no use of disinfecting chemicals, cleaning products or other chemical agents used for stormwater BMP maintenance. Equipment used for field maintenance shall be kept in good working order, to limit leaks or spills of contaminates from machinery. This Operations and Maintenance Manual shall be kept in the City of Tukwila Maintenance Administration office, and a copy shall be kept at the Fire Station 51 office. This manual must be made readily available for inspection by City of Tukwila personnel. The City of Tukwila Maintenance Division is the responsible organization for maintenance of the on -site storm systems. The Tukwila Maintenance Division can be contacted through the Public Works Department at (206) 433-0179. The maintenance activity log shall be kept up date with the most current O&M actions and shall be made available for inspection by the City upon request. Attachments: • Exhibit A - Stormwater Facilities Site Map • Grading & Drainage Plan Sheet C2.0, Grading & Drainage Details C2.1, C2.2, and C2.3, Paving Details C3.3 • Maintenance Requirements from the 2016 King County Surface Water Design Manual • Sample Maintenance Activity Log Tukwila Fire Station 51 Operations & Maintenance Manual LPD Engineering, PLLC Page 2 October 1 1, 2018 CUTLET TO EXISTING DETENTION POND SOUTH BIORETENTION EAST BIORETENTION EXHIBIT A - STORMWATER FACILITIES SITE MAP TUKWILA FIRE STATION 51 EX COMBINED WET/ DETENTION POND-N./I BOTTOM ELEV: 12.0 TOP OF DEAD STORAGE ELEV: 28.0 100-YEAR WATER LEVEL: 24.75 / / WEST UNE OF AREA Tl tr1- COVERED 8Y ROAD / (POND 60T. / EASEMENT & WATER .h I. SEDIMENT / ON PARCEL a STORAGE _ %/ EASEMENT REC. \ \4857802 12.0) \ J \ / \ \ \ \\\7 \ 40 LF 12' SD \\ 09.0E / / / / / / CONNECT TO DETENTION, POND / / IE-19.4/ / / RIM 4.0 IE 31.7 (8' NW)IN IE 31.7 (8' E) OUT I GALL 2 1 (P0ND 12.0) OT.I I 41 I /100 YEAR ( I WS EL 24.75 1 0 IEI 31.0 ROFEITISNITION CELLI H TOP 34.0 BOTTOM 31.0 12' PONDING DEPTH 434 AREA 2040 SF I nRFNTION� I ti 154 LF 8' PERF 0 0.0E v RIM IE 25.5 (e' S) IN IE 25.5 ((8' 5) IN IE 25.2 12" W) OUT I I � RR 1. IE 28.42 (8' S) IN IE 28.42 (8' N) OUT I I ) 7 LF 8 SD 041.7E I 62 LF 8' SD 00.I8E GPoM EDCO 2 IE131E 28.0 (8') SDMH RIM-31.94 14 35" CPEP (E)-19.3 IE CPEP (5W)=19.1 PER1SSEGALE PROPERT1E6 LLf I ��,""" 1U1<JOLA SOUTH PROJEC. I Na7RIM POND - OUT (SOUTj) IE 36" CPEP.1915 -yam APPROXIMATE END FIER GOLDSMITH N P ND -0U NO STUe B R 0R PIPE RAND / ti CB RIM=:/3.86 IE 18' PVC (W)-26.1 `� IE 24-COhC (6)-26.� 6'CNN LNK FNC/ 8" WATER (HIGHLINE WATER DIST) 6' STW IP EN EX -CO RIM-29.16-'0 IE 8" CPEP (5)-25.16 \ \ 47 LF 8' SD 0 0.55 M /IE 23.71 (12' E) IN / IE 28.0 (8' NW) IN _IE 23.0 (12' SW) OUT _ _ VACATED BY e TL'KYALA ORD 2400 KID. �> / -/ 1 =E 00INO'-00 Z. o tD r / RECORDING 1 Z. z A ` /y' ' 20150120000735 . 8 z a / 2 '3,=mac, INLET IE\32.03 E 6' Ott* (17.173311,^ E 6' FILM( (5)=31.5 ,33 LF 12SD • 0 24.5E LF 12' SD.! O 0.7E • 40 LF 12"SDr• . 0 1.8E ' .. IE 31.0 H M-32.20 _..0 IE 12 CONC (6R-23.4 T IE 12' CONC (S)o23.6 W & S ASSUMED TOABE PLUGGER CURB CON 5Y 8-1RIM 34.6 a•t : IE 31.8 ((8' E)) IN IE 31.8 6'(N3 1N :- 1E 31.8 8' S OUT r . 169 LF 8' SD 0 0.5E �I r 6' FOOTING DRAIN CONNECTION 0 2.0E MIN ENT nEC 17121 149 LF 12' SD 0 1.0E CUL CUT OPENING 9 (TYP OF 3) 20' UTILITY EASEMENT REC #20130916000018 57 LF 8' SD 52 LF 8' DIP SD. 0 0.55 SIGNAL 4 YP) i #81110' 1 £'l Vir 11 mil'l�flla► 5. a. FOOTING DRAIN (TYP) ROOF LEADER CONNECTION UTTER 39 LF 8' SD DRAINAGE SWALE (TIP) SOWN RIM-31.35 1E 18" CONC (2)=22.7 1E 12' CONC (5)-229 VAT" - ;�a a 22'DEC 4W° 5"DEC e"OEC \\\ ‘1/44,, 55 LF 8' SO 0 1.2E TOP 33.5 BOTTOM 30.0 8' PONDING DEPTH AREA 450 SF 18-DEC 8/ 252 DEC SSMH RIM-30.71 IE CL CHAN 20'CONC (NW/5E)=16.2 12' PVC (SW)=15.6 \ • fE 6' PVC CULV=33.8 CB RIM.26.05 \ IE 12' CUP (NW)-24.1 CMP (Nc) v4 \\ J11 55 MH (612S y5-,_, 10 12" CONG (N)-21.8 IE i2" CONC (5)=21.4 IE 12" CONC (W)=22X 20 )0 20 A0 Scale r-20' / / -230- FNO RERAR & CAP LS 30429" CB RIM=29.84 CONC (SW)=24.2 SOMH RIM-30.58 M IE 18" .ANC (N W)=22.3 IE 18" ON(SE)-22.2 G IE 8' GONG (NE)-23.5 /• / 5, IM-29.72 PVC (22E)-26.7 50MH RIM-30.30 E 18' CONC (NW)=22.1 E 12' CPEP (NE)=22.1 IE e' PVC (5W)=24.8 22-DEC SOW RIM=29.57 IE 18' CONC (NW)-21.8 Q IE 18' SONS (SE)=21.8 IE 24- CPEP (SE)-21.9 PROPERTY UNE EX CONTOUR (INDD() EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT LIGHT DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY CONCRETE PERVIOUS CONCRETE GRAVEL SURFACING VERTICAL CURB CURB AND GUTTER DRAINAGE SWALE BIORETENRON CELL QUARRY SPALL DISCHARGE PAD AREA/OVERFLOW DRAIN TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE too NG/SUBSURFACE DRAIN STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS C.H 3 Working Days Before n You DWI 1-800-424-5ee15 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by SWP Drawn by CRL Checked by MJS I 1932 Ftst Me, �0WA 2101 ( / e206.725.1211 engineering I.206.973.5314 pllc m.mbs.I .... mn 02016 LPD ErgFe9Y2611c• Those 6aoseeb hero been Pepaed aptt312.81s 4 Os atom WWI project lley a• ncl sui268 b ume on o*ler projects orI Ater ImamsmJvnti 2#95.6tl aM P8YcIpeaonof the Elplmer. 3• SF w.4, 'PL q3 66 g a *>7 '.• N /STET°'gyp 0NAL E0 /o r JURISDICTIONAL APPROVAL STAND Issue PERMIT SUBMITTAL Date 10/15/18 GRADING & DRAINAGE PLAN Sheet Title Sheet C 2.0 ARCHITECTS + URBAN DESIGNERS .Ww % 1 z t • 1 i GENERAL STORM DRAINAGE NOTES 1. ALL LOCATIONS OF EXISTING UTILITIES AND UNDERGROUND STRUCTURES SHOWN ON THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. THE CONTRACTOR SHALL INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF PROPOSED IMPROVEMENTS. 2. THE CONTRACTOR SHALL VERIFY THE LOCATIONS AND ELEVATION OF ALL CONNECTIONS TO EXISTING SYSTEMS PRIOR TO CONSTRUCTION. 3. A SEPARATE SEWER/DRAINAGE SIDE SEWER PERMIT FROM THE DEPARTMENT OF PLANNING AND DEVELOPMENT IDPD) 15 REQUIRED. AT THE TIME OF APPLYING FOR THIS PROJECT'S SIDE SEWER PERMIT, THE APPROVED DPD PLAN COVER SHEET AND DRAINAGE CONTROL PLAN SET MUST BE PRESENTED WITH THE PERMIT APPLICATION. 4. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED DRAINAGE CONTROL PLAN ON FILE WITH DPD AND IN THE APPROVED BUILDING PERMIT PLAN SET. ANY DEVIATION FROM THE APPROVED PLANS MAY REQUIRE WRITTEN APPROVAL FROM DPD. 5. A COPY OF THE APPROVED DRAINAGE CONTROL PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. ALL REQUIRED STORMWAIER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO CONSTRUCTION OF IMPERVIOUS SURFACING UNLESS OTHERWISE APPROVED BY DPD. 7. STORM DRAINS SHALL BE ONE OR MORE OF THE FOLLOWING OR AS INDICATED ON THE PLAN: A. PVC PIPE AND FITTINGS PER ASTM 3034 SDR 35 WITH RUBBER GASKET JOINTS. PVC PIPE FOR PSS AND PSIS SHALL BE TESTED FOR EXCESSIVE DEFLECTION WITH A MADREL PER SECTION 7-17.3 (4) OF THE SPECIFICATIONS. B. CONCRETE - ASTM C-14 CL III FOR PIPES LESS THAN 12" IN DIAMETER. C. CONCRETE - ASTM C-76 CL N FOR PIPES 12" AND 15" IN DIAMETER. D. CONCRETE - ASTM C-76 CL 111 FOR PIPES 18" AND LARGER. E. HDPE - DOUBLE WALLED SMOOTH INTERIOR CORRUGATED HIGH DENSITY POLYETHYLENE PIPE. PIPE SHALL BE RANCOR HI-Q OR APPROVED EQUAL AND SHALL MEET THE REQUIREMENTS OF AASHTO M2S2 rept' S FOR PIPE INCHES IN FOR PIPE 12 INCHES IN DIAMETER AND GREATER. rFITTINGS AND COUPLINGS FOR PIPE 8-INCHES IN DIA AND GREATER SHALL SILT TIGHT. F. DUCTILE IRON SHALL BE PER ANSI A21.51 CLASS 50 WITH PUSH ON JOINTS. FITTINGS FOR DUCTILE IRON PIPE SHALL BE PER ANSI A21.10 OR ANSI A21.53 WITH PUSON JOINTS. GLANDS ON MECHANICAL JOIN PIPE AND FITTINGS SHALL BE DUCTILE. 8. BEDDING SHALL BE CLASS B FOR ALL PIPES EXCEPT DUCTILE IRON PIPE, WHICH SHALL BE CLASS D. BEDDING MATERIAL FOR PVC PIPE AND CMP SHALL 8E MINERAL AGGREGATE TYPE 22. BEDDING MATERIAL FOR PVC PIPE AND CMP SHALL BE MECHANICALLY COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS MEASURED BY ASTM D-698. 9. GRAVEL FOR TRENCH BACKFILI SHALL BE NATIVE MATERIAL FREE OF ORGANICS IF IT CAN BE COMPACTED TO A FIRM AND UNYIELDING CONDITION. IF IMPORTED MATERIAL IS NEEDED, USE CITY OF SEATTLE SPECIFICATIONS TYPE 37 OR APPROVED EQUIVALENT. 10. TEES OR AYES ON NEW PIPE LESS THAN 24" DIAMETER SHALL BE PREFABRICATED. TEES ON EXISTING PIPE OR ON NEW PIPE 24" AND ABOVE SHALL BE CONNECTED BY CORE DRILLING AND FLEXIBLE CONNECTION. SEE SEATTLE SPECIFICATIONS. 11. TEES, CATCH BASIN CONNECTIONS, SIDE SEWERS, AND SERVICE DRAINS SHALL BE PIACED AT A MINIMUM SLOPE OF 2% AND A MAXIMUM SLOPE OF 5096. INLET CONNECTIONS SHALL BE PLACED AT A MINIMUM SLOPE OF 5%AND A MAXIMUM SLOPE OF 50%. 12. RECONNECTION OF EXISTING CATCH BASINS SHALL INCLUDE NEW TRAPS, CONNECTION TO STORM DRAINS, AND REMOVAL OF EXISTING TRAPS. 13. WHERE A NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 61NCHES OR LESS, PROVIDE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN UTILITIES. 14. PIPE INSTALLATIONS SHALL BE IN ACCORDANCE WITH COS SPECIFICATIONS 7-01. 15. THE FOOTING DRAINAGE SYSTEM/FOUNDATION DRAINAGE SYSTEM AND THE ROOF DOWNSPOUT SYSTEM SHALL NOT BE INTERCONNECTED UNLESS SUCH CONNECTION IS AT LEAST 1 FOOT BELOW THE FOOTING DRAINAGE SYSTEM/FOUNDATION DRAINAGE SYSTEM AND DOWN SLOPE OF THE BUILDING FOUNDATION. 16. SERVICE DRAINS AND SIDE SEWERS SHALL NOT BE BACKFILLEO UNTIL THE PIPE HAS BEEN INSPECTED AND APPROVED AND THE LOCATION AND DEPTH IS RECORDED BY THE INSPECTOR. 17. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION COLLECTION FACILITIES TO ENSURE SEDIMENT OR OTHER HAZARDOUS MATERIAL DO NOT ENTER THE STORM DRAINAGE SYSTEM. 18. PIPE TO BE ABANDONED SHALL BE FILLED WITH PORTLAND CEMENT AND SAND MIXTURE IN ACCORDANCE WITH THE CITY OF SEATTLE SPECIFICATIONS. 19. THE CONTRACTOR SHALL PROVIDE SUPPORTS FOR POWER POLES NEAR EXCAVATIONS PER SEATTLE CITY LIGHT STANDARDS NO. D3.6. 20. PRIOR TO FINAL INSPECTION AND ACCEPTANCE OF STORM DRAINAGE WORK, PIPES AND STORM DRAIN STRUCTURES SHALL BE CLEANED AND FLUSHED. ANY OBSTRUCTIONS TO FLOW WITHIN THE STORM DRAIN SYSTEM, (SUCH A5 RUBBLE, MORTAR AND WEDGED DEBRIS), SHALL BE REMOVED AT THE NEAREST STRUCTURE. WASH WATER OF ANY SORT SHALL NOT BE DISCHARGED TO THE STORM DRAIN SYSTEM OR SURFACE WATERS. 21. CONTRACTOR SHALL OBTAIN ALL PERMITS FOR WORK WITHIN THE PUBLIC RIGHT OF WAY. THE CITY WILL INSPECT AND ACCEPT ALL WORK WITHIN THE PUBLIC RIGHT OF WAY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SCHEDULE AND COORDINATE THE APPROPRIATE INSPECTIONS, ALLOWING THE PROPER ADVANCE NOTICE. THE INSPECTOR MAY REQUIRE RECONSTRUCTION OF ITEMS THAT DO NOT MEET THE CRY'S STANDARDS OR THAT WERE CONSTRUCTED WITHOUT INSPECTION. 22. THE CONTRACTOR SHALL ADJUST ALL EXISTING MANHOLE RIMS, DRAINAGE STRUCTURE LIDS, VALVE BOXES AND UTILITY ACCESS STRUCTURES TO FINISHED GRADE WITH IN THE AREA AFFECTED BY THE PROPOSED IMPROVEMENTS CITY OF TUKWLA STORM DRAINAGE NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE ADOPTED KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DRAINS 70 STREAMS", "DRAINS TO WETLANDS", OR "DRAINS TO GROUNDWATER", AS APPUCABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. STORM DRAINAGE NOTES 5 K. RISER SECTION 1r RISER SECTION auAAA NaATuaaer PRECAST BASE SECTION NOTES; 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 27.01 2. CATCH BASINS TORE CONSTRUCTED IN ACCORDANCE WFH ASTM C 478 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SFgriti CAN PLATS OR NOTED 'NINE STANDARD SPECSF ICATIOTKS 3, MBAR MELDED WIRE FABRIC HAVING A MINIMUM AREA OP D 12 SOUARE INCHES PER FOOT MAYBE USED WELOE0 WIRE FABRIC SHAD, COMPLY TO ASTM A 497 (AASHTO 221) DO NOT PLACE WIRE FABRIC IN TFE KNOCKOUTS. 4 THE BOTTOM OF THE PRECAST BASE SECTOR MAY BE RCLI1!<£D. PRECAST BASES SHALL BE PURNIS}EO WITH CUTOUTS CYR KNOCKOUTS KNOCKOUTS SHALL HAVE A WALL 134036E55 OF r MINIMUM 5, KNOCKOUTS MAY BE ON All 4 SICES MTH MAXIMUM DIAMETER CF 20'. KNOCKOUTS MAY BE EITHER ROUND OR Cr SHAPE PIPE TO BE INSTALLED N FACTORY SUPPLED KN OO(CUTS. 8. KNOCKOUT OF CUTOUT HOLE SIZE SHALL Wr BE EQUAL TO PIPE OUTER DOME I KH PLUS CATCH BASIN WAIL THICKNESS 7 THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1 Z PER FOOT S CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARO SPECIFICATIONS AND MEET THE STRENGTH REOUFREMENTS OF FEDERAL SPECIFICATION RRf-021D MATING SURFACES SHALL BE FINISHED TO ASSURE NON-RDCWNG FIT S FRAME AND GRATE MAY BE INSTALLED MTH FLANGE DONN CR CAST INTO RISER 10 VANED GRATE, REFER TO OS05. 11. REFER TO DIS-86 FOR CATCH BASIN MARKWGS Oe01OK44 City of Tukwila CATCH BASIN TYPE! IMAM 133.01 ammo NI COS ANeawl. I.!MELTON CATCH BASIN - TYPE 1 DETAIL 2 MATERIAL DIMENSIONS WITH OR WITHOUT PERFORATION INSIDE DIAMETER 1r38G 16" 24' 24'T5G DEPTH 36' 36' 36" 36' OR 48- WALLTHICKNESS 2' 2417 3.114' 3" BELL 0.0. 16. 27" 33' 30' BELL L0. T4' 22' 27.7J5' 27.1J: BELL DEPTH 1.3.1- 3.17r 3.10" r ORATE DIAMETER 13.72" 21.713" 27.314" 27• ORATE TNIUCHESS 1.7n6" 3-1Y.t' 3-11" T APPROX. MOOT 308" 400" 9751 8339; 1100N NOTES; /\J 1 SET GRATE INTO TELL RECESS r-- 2 MAY REQUIRE A SAS,. SLAB. / 0 3 FOR USE IN NON -TRAFFIC AREAS CN PRIVATE PROPERTY „oTmC... City of 'QI-� Tukwila CATCH BASIN YARD DRAIN 01814 OS-03 20F2 I N' &DO 0 s•MOVAL• S. SHELTON CATCH BASIN - YARD DRAIN DETAIL 2 OF 2 6 e9e1,A. MEl Pr CAW Er aal1YA11t� ragra 'Cr PO 3estamar..ate. 36A AA KA Ilia0tOR Nnrtw4olEA STEM mMlFGu 1.400eCNpi1YIR 701.1•1.0 rue WIN UnTARN RAM e.rlpAMR UWpIFClI 0,1 Makin. Me.001d.LTsU50a10RN' aboHilrN E4563453 o4 tooW T08ar ltrcuewYu n mkOmbIto 4ona rOAe1.WIT Man 010: ■EMRATB0A9TNMACiMZN1MTEAPr TM! 0.1011,0 Val TOR CM., WC OM one > F0 IN 151.11MIC110.011Ar 0.1N 1MT NNb1011WanL1 Ma N" Osp Hsi NlA4MVIfCrol Rol W NOTES. 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3" MTV. CLEARANCE. STEPS N CATCH BASIN SHALL HAVE 6" MIN. CLEARANCE. NO STEPS ARE REQUIRED WHEN "8" ISt' OR LESS. REFER TO03-IOC AND D3.11 FOR STEPS AND LADDER& 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WRHA WALL THICKNESS OF r MIN, HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IS 38" FOR 4O' CATCH BASIN, 42" FOR SO CATCH BASIN. AND 43• FOR 80" CATCH BASIN. MINIMUM DISTANCE BETWEEN HOLES ISY. A ALL BASE REINFORCING STEEL SHALL BE PLACED N THE TOP HALF OF THE BASE. CLEARANCE. 4. THEBOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED, & FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER & LOCATE STEPS AND LAGOERS AWAY FROM OPENINGS AND CENTERED OVER THE MANHOLE. REFER TO DS08 FOR VMIED OFLITE AND CATCH BASIN MARLING& City of Tukwila CATCH BASIN TYPE 2 o4r/34"JSD") Hsu 0302 Mir TO RNA Ir aKRO1 00.03 I L4ATIr01805 040S 4.4•44e. BOG GIBERSON, CRY ENGINEER CATCH BASIN - TYPE 2 (48"/54"/601 DETAIL 3 VIOr K..t 11 I II. 1 c..t„c• a4�" '40_ Ir1 0I. 3- 0 PLAN JUL-,.r SECTION A•A DETAIL OF HANDLE SECT WN C4/ SECTION BA 11.10110. City of Tukwila CATCH BASIN SOLID !FETAL COVER .Herr. OS-04 se'A0IW Ate 06,03 At0Favn: B. SHELTON NS CATCH BASIN - SOLID METAL COVER DETAIL 7 PAVEMENT OR0ROUND OUTLET DRAIN 13PE. SIZE PER PLANS WET CRAM PIPE, SIZE PER PLANS INe7Ali Tee of OUTLET RPE .l 000NCRETE SEWER PIPE NOTES: 1 FOR USE AS SMALL CATCH BASIN OR DISTRIBUTION BOX 2 FOR USE IN NONI•TRAFF1C AREA ON PRIVATE PROPERTY 3 SOLID CONCRETE COVER IM'EN USED AS A DISTRIBUTION SOX 4, COMPACT SUOGRADE TO BO % 1C0IFIE0 PROCTOR. 5 REFER TO DS-0320F 2 FOR MATERIAL DIMENSION City of Tukwila CATCH BASIN YARD DRAIN ARAM. B. SHELTON CATCH BASIN - YARD DRAIN DETAIL 1 OFN2 4 1. WELDING O NOT PERWRTED., 2 DAEMONS/WALL HAVEAx/J18"TOIERANCE 3. EDGES 9HA11 HAVE 1T RAOIV9 AND ur GNAWER OR CCAPLETE MO, 4. T)€ 4. THENA6EOF THEMANU4ACTURER PAD ("SECTION OF FLOW SHALL Be EMBOSSED CN THE TOP SURFACE OF EACH ORATE LETIERINO TORE RECESSED K. EM & 608S CRATE WTTH MATEMALTYPE,OI (FOR DUCTILE NON) OR CS (TOR CAST STEEL. NEAR MA NAME CC THE MANUFACTURER, & THERMOPLASTIC CABASHRKING TO BE IRSTALED WIM ALL NEW GRAD LISTED CATCH BASINS. EXCEPT THOSE WM SOLID LIDS, 7. MACE CATCHOATH MMRONO,tlUTFALLTO STREAM. DUMP NO POLLUTANR7.ON THE SURFACE OF EACH GRATE, PREFERABLY LOCATED N TNEBOROER AREA & LCCB.NO LID REWIRED. City of Tukwila VANE DETAIL,, CATCH BASH MAR0050 CATCH BASIN R INLET VANED ORATE NAOOYAL SOB 01ERSON. CRY ENGINEER CATCH BASIN & INLET - VANED GRATE 8 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designer) by SWP Drawn by CRL Checked by MJS I \ I / 1933 First Are, 1) Sub 201, P 0"Nb.RSA 93101 f, 206.973.5344 engineering pllc a,alodaRNadN- 162018 LPD En04 35 plc - These dearest. neve been prepared spec5iely b ea above lamed prNoe. They an not eoGade 614 use on other plo ecta or In other locations odthmjl the approval end parlklp3lon al the Enpine 0. 3 • Sees eG c. . L '4 3 g4. l''! .1 • ild l'i/A SA JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 GRADING & DRAINAGE NOTES & DETAILS Sheet rue Sheet C2.1 N A+ U ARCHITECTS+URBAN DESIGNERS 4 t 1 1 1 J lAttoOOS 011000 SECTION A -A GRAY IRON LOCKING FRAME PLAN MVP ►= I ktj MAT SECTION &8 GRAY IRON FRAME 1. FRAME TO BE CROWED 2. COVER TO BE EJIW CATALOG NUMBER 3717CUP7, AND FMtOOUCT NUMBER NCR07.2775A WITH THE SEM.OF TUKWILA. AND LEGENDS 1SOS.200S, AND STORM. 3. FRAME TO BE EJIW CATALOG NUMBER 3706CP7. OR EQUAL 1, INSTALL SO THAT BOLT HOLES AUGN WITH CENTER OF LADDER. tOTM ttASA City of Tukwila STORM MANHOLE 24. FRAME WITH COVER DSOS IllitNr 0103 1 Lan Emma MOS AtAw19t B.ONERSON IFS STORM MANHOLE - 24" FRAME WITH COVER DETAIL I 11.11•1701.t eau CATCH DETAIL MTTe WA/ City of Tukwila MANHOLE ACCESS ANDCATCN MET: 03-908 Armco et 03.03 Av./Mt S. SHELTON NTS MANHOLE - ACCESS AND CATCH DETAIL 2 1. LANE P-13938 CR APPROVED EQUAL CUT OUT 11 A tlj" GRADE ED STEP_ RENFORONG BAR "bT MIDLL City of Tukwila MANHOLE POLYPROPYLENE SAFETY STEP most 05100 Noma ee 03.03 tembvt9: B. SHELTON MANHOLE - POLYPROPYLENE SAFETY STEP DETAIL 3 POLYPROPYLENE NANOINO LADDER N0 09s 1 PCLYGFSOPYLENE ASTM 04101 2 1/2' GRADE 6D REINFORCNG BAR A616 3. 9/10' COLD DRAWN BAR C1018 4 PATENT PENDING- LANE POLYSItP.Y 5. 3/8" 01A BOLT 316-SS. 3-1/2' ICAO S. 31t4SS TYP AT LADDER MOUNTS e REFER T00.S-10C FOR STEP DETAIL MOTTatCAAA City of Tukwila MANHOLE LADDER DS-11 atwo" su 08.03 ArrAovAu 8.SHELTON MANHOLE - LADDER DETAIL 4 MAXIMUM PIPE SLOPES AND VELOCmES PIPE MATERIAL PIPE SLOPE (ABOVE WHICH PIPE ANCHORS REQUIRED AND MINIMUM ANCHOR SPACNO MAXIMUM SLOPE ALLOWED MAXIMUM VELOCITY AT FULL FLOW CMP. SPIRALRIB, PVC, CPE (91) 20% (1 ANCHOR PER 100LF OF PIPE) 30%('3) 30 FPS CONCRETE CR LCPE DI) T0% (1 ANCHOR PER 50 LF OF PIPE) 20%(-3) 32 FPS 050111E IRON (.2) 20% (1 ANCHOR PER PIPE 5EC110N) WA N/A SYAE(2) (HOPE) 20% (9 ANCHOR PER 100 LF OF PIPE CROSSSLOPE INSTALLATIONS ONLY) N/A NA NOTES; M THESE MATER /US ARE NOT ALLOWED IN LNNDSUCE HAZARD 4I6EAS 2 BUTT FUSED OR FLANGED PIPE JOINTS ARE REQUIRED, ABOVE OROUNO NSTALLATION IS RECOMMENDED ON SLOPES -3 A MAXIMUM SLOPE CF?COS IS ALLOWED FOR THESE PIPE MATERIALS W17H NO JOINTS (ONE SECTION), WITH STRUCTURES AT EACH END. AND WITH PROPER GROUTING _ Cloy of Iii -� Tukwila PIPE ANCHOR q34220P2 el, M.M 1 AnAe2At 8. SHELTON PIPE ANCHOR DETAIL 5 ROCNLINOD SHOULDER DITCH N CUT SECTION 17,1111.3 atcmaAvtm ro ACCc+rmA11 1. 4'4" FRACTURED OUARRY SPALLS roc AS CURBED SHOULDER. ce.161 ,, 2/4 sAt a eeA ROC/CURED SHOULDER DITCH IN FAL SECTION amyl, �1'PICA6 SMOULDER ACTT* KAU City of Tukwila DITCH SHOULDERS MR DS.13 IIVASAH eft OB.M HHa9te: 8. SHELTON DITCH - SHOULDERS DETAIL 6 RIGID PIPE (DJ., CONC.) f FLEXIBLE PIPE xt I. (CPEP CAP, PVC) NOTES: 1. N PAVED AREAS AND RCHT3•CRWAY, BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE. COMPACTED N MAXIMUM 6' LIFTS. TO90 % MODI7EO PROCTOR PER ASTM 0.1557 2 IN UNPAVED AREAS BAOKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT N MAXIMUM 12' LIFTS TO e0%PER ASTM 61537 3 NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTK.LEE SIZE GREATER THAN 1" WITHIN 6. OF THE PIPE EXtERIOR. A COMPACT PIPE % CRUSHED ROCK BEDDING 7090 % MODIFED PROCTOR PER ASTM D1557 'Ka teems City of Tukwila TRENCH SE001N0 AND BACKFILL DS•14A Amnon to OSM AFRO.[.: 8. SNELTON TRENCH - BEDDING AND BACKFILL DETAIL 7 1 I•: I1UltfAx 1 t11e..R.wAht 14. TC r INLET DETAIL. [1? a• 11.99. saa Aaa SECTION AA 1 REFER TO 0.SUe FOR CATCH BASIN MARKING 1 1 wrA mTt[m AVM .A AUER e.al4pe(P+1 sA REBAR AROUND PRAMS AND ORATE to NOT TAIGA. City of Tukwila CURB AND GUTTER CATCH DAMN SURROUND DS•15 tlWot n1 03,03 trtm4. S. SHELTON Ni ad 0 CURB AND GUTTER - CATCH BASIN SURROUND DETAIL JV( Rev Dale Issue Tukwila Fire Station 51 Project No. 17001 Designed by SWP Drawn by CRL Checked by MJS I 1932 fiat Ave, Suite 201. Seattle, WA 55 I ) 0.206.7 5.121101 I.206.573.5349 engineering pllc eew.Ipabpinesm.., 02010 LPD DOWN, qk-Them eobm4M1 have bap Pe9ute pectlkel7 fix the above nemee Papa They an not su0aa for use on ohm pwpcb a k o11e1 lealoa w1ho4 the pro*N 91,9 park1642164 ofthe En9ner. 3' se 4, RI- 5 w"eya F917y"L,ONALENO - JSI/Y JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 GRADING & DRAINAGE NOTES & DETAILS Sheet rue Sheet C2.2 N A+ U ARCHITECTS+URBAN DESIGNERS LW Z t 1 1 r 4 1/4' 0 4.0 DS12' rFLOOR AND CAPILLARY PER STRUCTURAL / BREAD( DRAWINGS SLOPE TO DRAIN AWAY FROM BUILDING PROPOSED pEX p CONTRACTOR TO PROVIDEGRADE TEMPORARY PROTECTION OF WASHED ROCK BACKFlLL PRIOR TO PLACEMENT OF FINAL FILL LAYERS 4' MIN 5.1' 4' MIN MIN OR PER PLAN r i ' = -1" -�iTi�4 2' ^1. „ MIN 1L'�•_$ BEVELED END PIPE SECTION ( PROPOSED .. 12' THICK - 4' COBBLES GRADE .... .// / / I _ 4"0 ROOF DS- SEE ARCH PLANS AND SPECIFICATIONS 6° PIPE CAP W/HOLE CUT 1/8" LARGER IN DIAMETER THAN DOWNSPOUT PIPE JT FILLER (TYP ALL AROUND WHEN -�_ SLOTTED IRON / GRATE W/LOCK ADJACENT PAVEMENT f ��1iSj�l �i�.,r� �� ' ��,rG �� r� S�� ..4,�\\�pyy •ill.' /I�i �U.� �.rSi �T�Y.-}�Tii �-�1 /�\�\ 1�1J l&11�! �}41� 1. ij11Y411,://��� ♦�Q/�r�\\/'�♦�S��\�\\'�\`�<\\���!!!�/ 4p \'O ��\��\ \ ♦ \ \ ♦ • ,,,,, '\/ \'- I! �✓/ PZ`.! \�\h\♦�. �NCr\Q1\ \\ Me•nn�E IMF .. -; •III ■■ CONCRETE IS PRESENT) PL a\ \ \ • v�pj/pj/�pOpppO�/O��JjO/1\pp\gip VARIES VARIES Fl AS R • SLOPE TO D L•n �,<''% "Z � • •. ".: p. .r• / / j %.%._�•�•r / �, �I •' • , O f24):0 .\`\\\`\.✓i�A.PA OOo 0 OOo OOo 00 %r/"O L 04, Dp00 ODOO R \ \�/�.//v EXTEND TO BOTTOM _ AND PROVIDE 4.0 X b' AT BOTTOM iv LANDSCAPED AREAS OR STD CAST IRON COVER FOR PAVED AREAS SEE DETAIL e0o po oao►r<y4•'I- :�c>/\ s• �,• �'.,-���//` t!� f44PNSe�R9R! TOP SHALL BE tT 6,45. 1/8) BEND ( "I7 ,�1 'AO \\ ` SURFACING PER PLAN 6"SANRARY TEE BUI ��ING W DRA FOOTING & PER STRUCTURAL NOS. SEAT WALLS LA DRAWINGS. DO NOT DISTURB BEARING ZONE INSTALLING FOOTING WHEN FOOTING DRAIN \,,, . • _ d(V•A / °44-\\jjQ tc,•,4\C 4 ly / �� \\Q\ <I�\v�- t A//" jc" •1\'� WASHED ROCK FOOLING DRAIN PLACED WITH POSITIVE SLOPE FOOTING DRAIN MIN OF 4• BELOW TOP OF FOOTING LEVEL OR TO OUTLET DETAILNTS 1 p R. tl• 4,41..: `.1 Ir.4 If1�t4'�%I�72�71��1QI] •.IS! •.1� l•�4 iY &�llr••�� -! !i it1'P' 1. 1:02 1..4 1[t.4 ��/��)1�42�11. I.4 .L. TI NIA lt'.14' r �1��`11Yi-• 4" COBBLE p 4,1 . 1, TY41'� Ir • 17. L:4 1j 0. 5I ti �I��i- f4_i c x , '= 4" PER ', ` SLOPE PER PLAN FOOTING DRAT py/ SEE DETAIL 6 45 1/e ( ) BEND ROOF DOWNSPOUT CONNECTION WITH CLEANOUT I ACO K510G, ZURN Z888, TRENCH DRAIN SYSTEM OR APPROVED EQUAL COMPACTED SUBGRADE TRENCH DRAIN 4 F :��' •'&T' F kr�lj ,�,}j :,mil}Ir"ffi�1r�C[��lI 4_� 44.0,14I1'411,,,4II)i- Y"m}' •`� Ter •"' .4 t,1� 7}!f:`1 1" 'di-It'•(� 4T�7. d A �1 f LJ11�1 INLET/OUTLETNG .j CONSTRUCTION SEOUENCE FOR PONOINC DEPTH 8" r.�lfIIIIIi. ,_ ■ • / / //////////////////////A BIORETENTION NYLOPLAST DUCTILE IRON DOMED GRATE WITH LOCK PER PLAN , ■ RIM PER PLAN / OUTLET PIPE PER PLAN ' 1 7 DRAIN BASIN NYLOPLAST OR APPROVED EQUAL SIZE PER PLAN AREA OVERFLOW DRAIN 7 NOT USED 8 BIORETENTION AREA BOTTOM OF 1.5' BIORETENTION AREA MIN EL.EV (PER PLAN) 1. INSTALL TEMPORARY SEDIMENT CONTROL BMPS AS 1.5' SHOWN ON PLAN. MIN 2. COMPLETE SITE GRADING. IF APPLICABLE, CONSTRUCT \ \ \ ' CURB CUTS OR OTHER INFLOW ENTRANCE BUT PROVIDE \///\/\/ ` 4`4\4\\404``4\4\` 1 Fes//� /,,,��,,,�/// .1111, ' i7\�i\\\\ PROTECTION SO THAT DRAINAGE IS PROHIBITED FROM i -• /J/\\/Q/O/\\/Q/' ENTERING BIORETENRON CONSTRUCTION AREA //////////'/ 3. STABILIZE GRADING WITHIN THE LIAR OF DISTURBANCE ! ?j`G*\,p\,r/`\i/`�4\\ ///////�//\/ AREAS THAT TARE USED AS TEMPORARY SEDIMENTETENTION I����.y///\!/O�\/ 3" TOP MULC \��\\ii�� ./ / \\\ ,_ :%�-%�.%�r_.I:.�r...az:_:_I� TRAPS SHOULD BE IXCAVATID 8-INCHES BELOW THE LAYER 18' BIORETENTIO SOIL MIX DO NOT COMPACT SUBGRADE. SCARIFY UPPER 3-4' PRIOR TO PLACEMENT OF BIORETENTION SOIL MIX BIORE SIEVE S(76 SOIL MIX:1A4ROSN „L_�:.:..�:.,:......f.S. �D//Oj/// \.y\\\\pp\\��p!p!� ✓ / /i/i / • �..._ !' IQ_ j/i/ BOTTOM OF THE SEDIMENT TRAP. ,�4�4�i "•/ OUTLET PIPE PER PLAN 4. EXCAVATE BIORETENTION AREA TO PROPOSED DEPTH \ \ - AND SCARIFY THE TOP 1 T OF EXISTING SOIL SURFACES AND COMPACT M A FIRM, UNYIELDING 2O OVERFLOW DRAIN - NYOPLAST CONDITION USING ANON -VIBRATORY SMOOTH DRUM. ROUND DRAIN BASIN OR APPROVED COMPACTION TO BE OBSERVED AND APPROVED BY EQUAL W/ LOCKING DOCILE IRON GEOTECHNICAL ENGINEER. DOMED GRATE DETAIL/ 5. INSTALL CT FABRIC PER DETAIL RIM PER PLAN BIORETENTION 6. O SOIL IE PER (31' BELOW MIX (SEE LEFT) AND WASHED ROCK AS SHOWN PLANS AND TIONS. OVERFIWNG IS 118 3 8 100 4 95-100 10 75-90 2S_40DESIGN ACCEON RECOMMENDED 70UGHT FULLN WIDTH p CELL PTABLE IFTMNECESSARY. N 7. PRESOAK THE PLAITING SOIL PRIOR TO PLANTING 8' PVC SLOTTED UNDERDRAAI PER ASTM D1785 SCH 40 VEGETATION TO AID IN SETTLEMENT. IE PER PLAN 8. COMPLETE FINAL GRADING TO ACHIEVE PROPOSED ELEVATIONS. LEAVE SPACE FOR UPPER LAYERROUND 0 4-10 4" DEPTH BELOW PIPE OF COMPOST, MULCH OR TOPSOIL AS SPECIFIED ON 200 2-5 IRAFl ICON CEOTEXTILE LANDSCAPE PLANS. FABRIC (ASTM D4491 OR 9. PLANT VEGETATION ACCORDING TO PLANTING PUN. APPROVED EQUAL. FOR 10. MULCH AND INSTALL EROSION PROTECTION AT SURFACE BIORETENTION AREA #3 FLOW ENTRANCES WHERE NECESSARY UNTIL ENTIRE PROVIDE 30 MIL EPDM SITE IS STABIUZED. LINER IN LIEU OF FABRIC. BIORETENTION AREA 6 TOP OF CURB 14" 12' 14' 2' SQUARE CURB DOWEL (TYP) GUTTER UNE 1 • MIN 1" MIN MODIFIED CONC CURB & GUTTER lih4' • A ,� ��► SO COBBLES i + ` �V / V �� ♦4i V I V N. ♦ , ■ _ • `- V � •,•f .••� 1Z4+ .'�: V V �+' - .4-•- i �A CUNCB VERTICAL �•►��►"/ CURB .a� STREET SLOPE gg r ". . '• • , " SECTION AA STREET SLOPE FINISHED GRADE IF CLEANOUT IS IN CONCRETE SET FLUSH W/FINISHED PAVED SURFACE, PROVIDE LANDSCAPE GRADE THICKENED EDGE & POUR HDPE VALVE BOX SIZED F. - GRIPPER PLUG CONCRETE MONOLITHIC ADEQUATE ACCESS /////// -r�� r '''"1 ♦ ♦1;j,. =�L► T ;."- .� - - f ... • .: T.��� r. y.� .. is.. v TYPICAL GUTTER ELEVATION - I4' �4 A MODIFIED CONC ✓ CURB & GUTTER ... ,,,,.rLL�� > 1:;1j}` ......If• PAVINe 8" 8" 8" 8" 8" \•1'::7 wti '/~\/ 4^\�-\\:\G� 12"m D.I. PIPE %�/j�/l� __ _ - �= _ 1I _ ='_I1 �/•004 12" ; ..'<�\Ir\� • -d. h A f � \ ;vj\\ ,� p1C:\1'C� � \ FILTER FABRIC v!- CONCRETE S FIBER JOINT FILLER `�T .4"' COMPACTE SUBGRADE 45'BENe . DIA PER PLAN \\�� VARIES j. i ' \ /' 'C� �\' O�. 2" PEA GRAVEL !\4i� Y li• CAST IRON COVER AND RING MARKED "FDCO" FOR FOOTING DRAINS AND "SDCO FOR STORM LINES 45"BEND , +\ `• GRIPPER PLUG DIA PER PLAN \ , `VARIES ROAD PAVEMENT r I--i 1 -- • 4" COBBLES BIORETENTION AREA IY i�IC 'VV ' •cc • • �� DROP .,•e•.•• J4TI�I�{4_ i�4tm)i�iZ11..� G PER PLANS \�� AT GUTTER/FACE OF CURB /3X12' DOWELS 206'0•C. SECTION B-B SEE PLAN FOR 1 1 SEE PLAN FOR / 1 I.E. AND DIA PAVED AFIEA9 I.E. AND DIA SAP® NEM STORM DRAIN CLEANOUTS I L Nn CURB CUT DRAIN OPENING I O Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by SWP Drawn by CRL Checked by MJS 1932 Rs/ Are, 01 I ) p. 2009.i 5.1211 I.206.973.534a engineering pllc.••3oa.m...9...n 02018L30 En9lneert,2pt-Thde 41943 m. WO been HeW5E weumrr la me ebae namedproles They ere. Wig for y. on Dena proJem a FothrI 13E MIA 6ro epaovd and p■6mpel.pdo04ine n dEngineer. d - Se 1 dS R` g F • N i'y'! i • OVAL EO /y/y i/ JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 GRADING & DRAINAGE NOTES & DETAILS Sheet Title Sheet C2■3 ARCHITECTS + URBAN DESIGNERS W Z APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than '% cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than' inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than % inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than '/z inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and is structurally sound. Cracks wider than inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than'% -inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than''/ -inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than %- finch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than''/ -inch wide at the joint of the inlet/outlet pipe. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-9 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 6 - CONVEYANCE PIPES AND DITCHES Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If Applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-11 APPENDIX A :MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 8 - ENERGY DISSIPATERS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed. Site Trash and debris Trash and/or debris accumulation. Dissipater clear of trash and/or debris. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Rock Pad Missing or moved Rock Only one layer of rock exists above native soil in area five square feet or larger or any exposure of native soil. Rock pad prevents erosion. Dispersion Trench Pipe plugged with sediment Accumulated sediment that exceeds 20% of the design depth. Pipe cleaned/flushed so that it matches design. Not discharging water properly Visual evidence of water discharging at concentrated points along trench (normal condition is a "sheet 11oW' of water along trench). Water discharges from feature by sheet flow. Perforations plugged. Over 1/4 of perforations in pipe are plugged with debris or sediment. Perforations freely discharge flow. Water flows out top of "distributor" catch basin. Water flows out of distributor catch basin during any storm less than the design storm. No flow discharges from distributor catch basin. Receiving area over- saturated Water in receiving area is causing or has potential of causing landslide problems. No danger of landslides. Gabions Damaged mesh Mesh of gabion broken, twisted or deformed so structure is weakened or rock may fall out. Mesh is intact, no rock missing. Corrosion Gabion mesh shows corrosion through more than 'A of its gage. All gabion mesh capable of containing rock and retaining designed form. Collapsed or deformed baskets Gabion basket shape deformed due to any cause. All gabion baskets intact, structure stands as designed. Missing rock Any rock missing that could cause gabion to loose structural integrity. No rock missing. Manhole/Chamber Worn or damaged post, baffles or side of chamber Structure dissipating flow deteriorates to 'A or original size or any concentrated worn spot exceeding one square foot which would make structure unsound. Structure is in no danger of failing. Damage to wall, frame, bottom, and/or top slab Cracks wider than'% inch or any evidence of soil entering the structure through cracks, or maintenance inspection personnel determines that the structure is not structurally sound. Manhole/chamber is sealed and structurally sound. Damaged pipe joints Cracks wider than %-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No soil or water enters and no water discharges at the joint of inlet/outlet pipes. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-13, APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 30 - PERMEABLE PAVEMENT BMP Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Preventative Surface cleaning/ vegetation control Media surface vacuumed or pressure washed annually, vegetation controlled to design maximum. Weed growth suggesting sediment accumulation. No dirt, sediment, or debris clogging porous media, or vegetation limiting infiltration. Porous Concrete, Porous Asphaltic Concrete, and Permeable Pavers Trash and debris Trash and debris on the pavement interfering with infiltration; leaf drop in fall season. No trash or debris interfering with infiltration. Sediment accumulation Sediment accumulation on the pavement interfering with infiltration; runoff from adjacent areas depositing sediment/debris on pavement. Pavement infiltrates as designed; adjacent areas stabilized. Infiltration rate Pavement does not infiltrate at a rate of 10 inches per hour. Pavement infiltrates at a rate greater than 10 inches per hour. Ponding Standing water for a long period of time on the surface of the pavement. Standing water infiltrates at the desired rate. Broken or cracked pavement Pavement is broken or cracked. No broken pavement or cracks on the surface of the pavement. Settlement Uneven pavement surface indicating settlement of the subsurface layer. Pavement surface is uniformly level. Moss growth Moss growing on pavement interfering with infiltration. No moss interferes with infiltration. Inflow Inflow to the pavement is diverted, restricted, or depositing sediment and debris on the pavement. Inflow to pavement is unobstructed and not bringing sediment or debris to the pavement. Underdrain Underdrain is not flowing when pavement has been infiltrating water. Underdrain flows freely when water is present. Overflow Overflow not controlling excess water to desired location; native sot is exposed or other signs of erosion damage are present. Overflow permits excess water to leave the site at the desired location; Overflow is stabilized and appropriately armored. Permeable Pavers Broken or missing pavers Broken or missing paving blocks on surface of pavement. No missing or broken paving blocks interfering with infiltration. Level surface Uneven surface due to settlement or scour of fill in the interstices of the paving blocks. Pavement surface is uniformly level. Compaction Poor infiltration due to soil compaction between paving blocks. No soil compaction in the interstices of the paver blocks limiting infiltration. Dead grass Grass in the interstices of the paving blocks is dead. Healthy grass is growing in the interstices of the paver blocks. Inspection Frequency Annually and after large storms, and as needed seasonally to control leaf drop, evergreen needles etc. Permeable pavement is functioning normally. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-38 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 31 - BIORETENTION BMP Maintenance Component Defect or Problem Conditions When Mlaintenance is Needed Results Expected When Maintenance is Performed Preventative Vegetation Vegetation to be watered and pruned as needed and mulch applied to a minimum of 2 inches to maintain healthy growth, Healthy vegetation growth with full coverage as designed. Bioretention Area • Trash and debris Trash and debris in the bioretention area; leaf drop in the fall season. No trash or debris In the bioretention area. Sediment accumulation Sediment accumulation in the bioretention area interfering with infiltration. Water in the bioretention infiltrates as designed. Ponding Standing water in the bioretention area for more than two days. Standing water infiltrates at the desired rate. Inflow Inflow not getting into bioretention; debris/sediment blockage at inlet features; native soil is exposed or other signs of erosion damage is present. Unobstructed and properly routed inflow into bioretention area; inlet is stabilized and appropriately armored. Overflow outlet Overflow water not controlled by outlet features; native soil is exposed or other signs of erosion damage is present. . Outlet features control overflow; overflow is stabilized and appropriately armored. Underdrain Underdrain is not flowing when bioretention area has been infiltrating water. Underdrain flows freely when water is present. Vegetation Plant health Plants not thriving across at least 80% of the entire design vegetated area within the BMP; overly dense vegetation requiring pruning. Healthy water tolerant plants in bioretention area, plants thriving across at least 80% of the entire design vegetated area within the facility. Plant species Plants not water tolerant species. Plants are water tolerant. Weeds Weeds growing in bioretention area. No weeds in bioretention area. Watering Planting schedule requires frequent watering (approx. weekly Year 1, bimonthly Years 2 and 3) for new facilities, and as needed for established plantings or dry periods Plants are established and thriving Pest Control Signs of pests, such as wilting or chewed leaves or bark, spotting or other indicators; extended ponding period encouraging mosquitoes . Plant community is pest -free when following an approved Integrated Pest Management plan; bioretention functioning normally and ponding controlled as needed for pest control Containment Berm and Earthen Slopes Erosion; Erosion occurring at earthen slopes or containment berm side slope. Erosion on the containment berm and side slopes has been repaired and the cause of the erosion corrected. Voids created by nuisance animals (e.g., rodents) or tree roots Voids affecting berm integrity or creating leaky pond condition Voids have been repaired; facility is free of nuisance animals following an approved Integrated Pest Management plan. Settlement Any part of the containment berm top has less than 6 inches of freeboard from the maximum pond level to the top of the berm. A minimum of 6 inches freeboard from the maximum pond level to the top of the berm. Amended Soil Soil nutrients Soil not providing plant nutrients. Soil providing plant nutrients. Bare spcts Bare spots on soil in bioretention area. No bare spots, bioretention area covered with vegetation or mulch mixed into the underlying soil. Compaction Poor infiltration due to soil compaction in the bioretention area. No soil compaction in the bioretention area. Inspection Frequency Annually and after large storms, and as needed seasonally for pruning, plant maintenance, pest control and to control leaf drop, evergreen needles etc. Bioretention facility is functioning normally; plant community is thriving and pest -free. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-39, Maintenance Activity Log To be completed by maintenance staff and provided to the City of Tukwila uon request. Property Name/Owner: Site Address: Property Manager/Contact: Phone: Facility Type: Location on Property: Requirement met by Facility (circle all that apply): On -site Stormwater Management Treatment/Water Quality Flow Control Date Reason for Inspection/Action (circle one) Condition Observed Action Taken Initials Complaint or Problem Regular Maintenance Complaint or Problem Regular Maintenance Complaint or Problem Regular Maintenance Complaint or Problem Regular Maintenance Complaint or Problem Regular Maintenance Complaint or Problem Regular Maintenance Complaint or Problem Regular Maintenance engineering p c APPENDIX E Declaration of Covenant RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: CITY OF TUKWILA 6300 SOUTHCENTER BLVD TUKWILA, WA 98188 DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMPS Grantor: City of Tukwila Grantee: City of Tukwila Legal Description: NEW PARCELS B AND C AS DESCRIBED AND DELINEATED ON CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. L 13-005, RECORDED UNDER RECORDING NO. 20130227900005, IN KING COUNTY WASHINGTON; TOGETHER WITH THOSE PORTIONS OF VACATED SOUTH 178TH ADJOINING, WHICH ATTACHED THERETO BY OPERATION OF LAW PURSUANT TO CITY OF TUKWILA ORDINANCE NO. 2400, RECORDED UNDER RECODING NO. 20160120000736,. Additional Legal(s) on: Assessor's Tax Parcel ID#: 3523049008 AND 3523049040 IN CONSIDERATION of the approved City of Tukwila Public Works permit for application No. TBD relating to the real property ("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby covenants(covenant) with King County, a political subdivision of the state of Washington and its municipal successors in interest and assigns ("King County" and "the County", or "its municipal successor"), that he/she(they) will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 10 below with regard to the Property, and hereby grants(grant) an easement as described in Paragraphs 2 and 3. Grantor(s) hereby grants(grant), covenants(covenant), and agrees(agree) as follows: Form Revised 12/12/06 1 1. The Grantor(s) or his/her(their) successors in interest and assigns ("Owners") shall at their own cost, operate, maintain, and keep in good repair, the Property's stormwater facilities and best management practices ("BMPs") identified in the plans and specifications submitted to City of Tukwila for the review and approval of permit(s) #: TBD. Stormwater facilities include pipes, swales, tanks, vaults, ponds, and other engineered structures designed to manage stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices, native vegetated areas, permeable pavements, vegetated roofs, rainwater harvesting systems, reduced impervious surface coverage, and other measures designed to reduce the amount of stormwater runoff on the Property. 2. King County shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stormwater facilities and BMPs and conduct other activities specified in this Declaration of Covenant and in accordance with King County Code ("KCC") 9.04.120 or relevant municipal successor's codes as applicable. This right of ingress and egress, right to inspect, and right to perform required maintenance or repair as provided for in Section 3 below, shall not extend over those portions of the Property shown in Exhibit "A." 3. If King County determines that maintenance or repair work is required to be done to any of the stormwater facilities or BMPs, the Director of the Water and Land Resources Division or its municipal successor in interest ("WLR") shall give notice of the specific maintenance and/or repair work required pursuant to KCC 9.04.120 or relevant municipal successor's codes as applicable. The Director shall also set a reasonable time in which such work is to be completed by the Owners. If the above required maintenance or repair is not completed within the time set by the Director, the County may perform the required maintenance or repair, and hereby is given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written notice will be sent to the Owners stating the County's intention to perform such work. This work will not commence until at least seven (7) days after such notice is mailed. If, within the sole discretion of the WLR Director, there exists an imminent or present danger, the seven (7) day notice period will be waived and maintenance and/or repair work will begin immediately. 4. If at any time King County reasonably determines that a stormwater facility or BMP on the Property creates any of the hazardous conditions listed in KCC 9.04.130 or relevant municipal Form Revised 12/12/06 2 successor's codes as applicable and herein incorporated by reference, the WLR Director or equivalent municipal successors official may take measures specified therein. 5. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the County as described in Paragraph 3 or any measures taken by the County to address hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the County within thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to costs or fees. 6. The Owners are hereby required to obtain written approval from the King County WLR Director prior to filling, piping, cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated stormwater facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of Covenant. 7. Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 8. With regard to the matters addressed herein, this agreement constitutes the entire agreement between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever whether oral or written. 9. This Declaration of Covenant is intended to protect the value and desirability of the real property described above, and shall inure to the benefit of all the citizens of King County and its municipal successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s) successors in interest, and assigns. 10. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and King County or the municipal successor that is recorded by King County in its real property records. Form Revised 12/12/06 3 IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of Stormwater Facilities and BMPs is executed this day of , 20 STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: GRANTOR, owner of the Property GRANTOR, owner of the Property to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this day of , 20 Form Revised 12/12/06 Printed name Notary Public in and for the State of Washington, residing at My appointment expires 4 I:I engineering c APPENDIX F 2010 Tukwila South Master Stormwater Infrastructure Technical Information Report (Excerpts) TECHNICAL INFORMATION REPORT for Tukwila South Master Stormwater Infrastructure Plan Prepared for: Segale Properties, LLC ,0,7 Prepared by: GOLDSMITH May 2010 a-+-nJ GG� RECEIVED MAY 11 Z010 PUBLIC WOE IN ■ TECHNICAL INFORMATION REPORT for Tukwila South Master Stormwater Infrastructure Plan Prepared for: Segale Properties, LLC Prepared by: op LAND DEVELOPMENT SERVICES GOLDSMITH January 2010 i TABLE OF CONTENTS 1. Project Overview 1-1 2. Conditions and Requirements Summary..,. 2-1 3. Offsite Analysis 3-1 4. Flow Control and Water Quality Facility Analysis and Design , 4-1 5. Conveyance System Analysis and Design 5-1 6. Special Reports and Studies 6-1 7. Other Permits 7-1 8. ESC Analysis and Design 8-1 9. Bond Quantities, Facility Summaries, and Declaration of Covenant 9-1 10. Operations and Maintenance Manual 10-1 FIGURES Figure 1 —TIFI Worksheet Figure 2 — Site Location / Vicinity Map Figure 3 — Drainage Basins, Sub -basins, and Site Characteristics Figure 4 — Soils Map Figure 4-1 — Drainage Basins Figure 4-2 — HSPF Sub -basins and Drainage Patterns Figure 4-3 — HSPF Soil Category Distribution Figure 4-4 — Existing Conditions Land Use Figure 4-5 — Future Conditions Land Use Figure 4-6 — South Detention Pond Frequency Analysis Figure 4-7 — South Detention Pond Flow Duration Analysis Figure 4-8 — North Pond Figure 4-9 — North Pond - Details Figure 4-10 — South Pond Figure 4-11 — South Pond - Details Figure 5-1 — Hydraulic Model Schematic for SWMM Model RECEIVED PIOY 1 1 EU10 TUKPUBLIC WORKS W:1WP\REPORT\03102-2 TIR\03102-2 0510 TIR lntroduction,doc APPENDICES Appendix A — Hydraulic Analysis A.1 Updated Flood Control Study (Section 205) A. 2 — Modeling Data Appendix B - Geotechnical Reports B.1 Stability and Seepage Analyses B.2 Green River Levee Relocation & Extension B.3 Flood Protection Cross -Levee & Stormwater Pond B.4 178th / 180th Roadway Realignment Appendix C - Associated Permits Appendix D — Green River Off -Channel Habitat Restoration Project RECEIVED MAY 11 ZOW UKPUBLIC "WORKS W:\WP\REPOR7\03102-2 TIR\03102-2 0510 TIR lntroducdon.doc Ili C Technical Information Report December 2009 Tukwila South Master Stormwater Infrastructure Plan 4. Flow Control and Water Quality Facility Analysis and Design This report describes the work undertaken to design and evaluate the stormwater management plan for the proposed Tukwila South Project development. Detention facilities were designed to control rates of stormwater discharge from the project site in accordance with the City of Tukwila's Stormwater Management Standards (based on King County's Surface Water Design Manual (KCSWDM) Core Requirements). Potential impacts of the proposed project on peak flows and stages downstream of the project in Johnson Creek and the Green River were analyzed using sophisticated hydrologic and hydraulic modeling techniques. Hydraulic calculations were also conducted to evaluate the capacity of the site's proposed drainage infrastructure. Northwest Hydraulic Consultants Inc. (nhc) performed this work as subconsultants to Goldsmith Land Development Services (Goldsmith). Copies of the models used in this study have been included in Appendix A.2. The proposed Tukwila South Project lies totally within the Green/Duwamish River Drainage Basin, near the southern limits of the City of Tukwila. The Property is approximately 512 acres lying in portions of Sections 26 and 35, Township 23 North, Range 4 East, and Sections 2 and 3, Township 22 North, Range 4 East, W.M. The site is generally bordered by South 180th Street on the north, South 204th Street on the south, Interstate 5, Orillia Road and adjacent properties (such as the King County Transfer Station) on the west, and the Green River (and Green River Levee) on the East. The northern portion of the site is partially developed in commercial and residential properties while the southern portion is primarily undeveloped agricultural land. The western "hilislope," east of Interstate 5 is undeveloped and consists primarily of forested natural and manmade slopes ranging from 15% to 20%. All surface water discharges from the property drain to the Green River via flapgated culverts or pump stations. Part A: Existing Site Hydrology The majority of the Tukwila South Project property (the lowlands east of the western "hillslope") lies at an elevation below the crest of the Green River levee. Offsite drainage from the western Green River valley slopes is collected in groundwater seeps or pipe outfalls and flows onto the project site. This drainage combines with runoff from the site and either flows overland and is dispersed and infiltrated in the agricultural fields, or is collected in systems of manmade drainage ditches or storm drain systems which convey the flow to stormwater outfalls to the Green River. The primary site drainages include: • Johnson Ditch, an 825-acre drainage basin to the south and west of the project site, • The Central basin (future shop area) draining developed lands in the central portion of the project site and hillslope runoff from the west, • the South 180th Street pump station, draining areas in the northwest and central portions of the project site and hilislope areas to the west, and • the Northeast basin draining mostly developed portions of the project site south of S 180th Street. The existing site drainage basins and patterns are 'described in greater detail below. 03102-2 1209 TIR Chapter4.doc 4-1 0 Technical Information Report December2009 Tukwila South Master Stormwater Infrastructure Plan Drainage Basins Green River Drainage Basin The Green River drains a basin area of approximately 483 square miles. The river trends westward about 40 miles from its headwaters near Stampede Pass to the City of Auburn, then turns and flows northwestward 20 miles to the confluence of the Black River, where it becomes known as the Duwamish River. The Duwamish continues northwestward about 11 miles and enters Elliott Bay through two distributaries known as the East and West Waterways. The drainage basin above Howard Hanson Dam is approximately 10 miles wide by 22 miles long with an area of 221 square miles. From its headwaters to the dam, the Green River flows through steep mountain valleys with forested slopes. Downstream from Howard Hanson Dam, the basin is about 45 miles long and varies in width from about 9 miles to a maximum of about 14 miles near Auburn and a minimum of about 2 miles near Elliott Bay. From the dam, downstream about 7 miles to the City of Palmer, the basin is similar to the headwater region above the dam. A diversion dam and intake for the Tacoma water supply, located 3.5 miles downstream from Howard A. Hanson Dam, constitutes the only major development in this reach. Between Palmer and Newaukum Creek, the terrain transitions from a mountainous, sparsely populated headwater region to highly developed agricultural lowlands. This area of about 70 square miles features rolling gravelly hills and contains railroad branch lines, a network of local roads, and several communities. From Newaukum Creek downstream to the Duwamish Waterway, most of the valley lands were subject to periodic flooding prior to completion of Howard A. Hanson project and were primarily agricultural. Since the dam became operational, business and light industrial developments have replaced many of the farms. Most of this 120 square -mile area is a broad, flat valley which includes portions of Tukwila, Auburn, and Renton, most of the City of Kent, several smaller communities, and many miles of highways, railroads, and power and telephone lines. The balance of the basin, from the head of the Duwamish Waterway to Elliott Bay, comprises the principal heavy industrial zone of the City of Seattle. Site Drainage Basins Four principal sub -basins drain the Tukwila South property (see Figure 4-1). These are North Basin (Sub -Basin N), the Northeast Basin (Sub -basin NE), the Central Basin (Sub -Basin C), and the South Basin (Sub -Basin S). The characteristics of each basin are described below: North Basin (Sub -Basin N)— Consists of site area and off -site runoff draining to the north to the South 180th Street Pump Station and ultimately to the Green River. Discharge to the Green River is either via the City of Tukwila's existing stormwater pump station located adjacent to South 180th Street near the intersection of Southcenter Parkway or via a 12 inch diameter gravity storm drain pipe which conveys low flow discharges into the P-17 basin. The tributary area delineated for the South 180th Street Pump Station Basin is consistent with the southern portion of the P-17 Basin as identified in the City of Tukwila Comprehensive Surface Water Management Plan; November 2003, with a minor exception. The Comp Plan shows the southern limit of the basin to correspond approximately to the southern City limits. However, based on analysis of site topographic information it has been determined that surface runoff from approximately 40 acres of the Tukwila South Master Plan site lying south of the City limits would also drain to the North Basin. This area includes most of the horseshoe bend area along the Green River west of the Central basin shown as sub -basin N4 on Figure 4-2. Note that there is no evidence that surface water discharges have ever occurred from this area. However, for purposes 03102-2 1209 TIR Chapter4.doc 4-2 0 Technical Information Report _ December 2009 Tukwila South Master StormwaterInfrastructure Plan of the Master Plan (described below) this area has been delineated as part of the South 180th Street pump station basin. Surface water discharges from the South 180th Street basin are somewhat complicated. The vast majority of stormwater runoff from the South 180th Street basin is conveyed to the Green River via the South 180th Street Pump Station. This pump station, comprising three 5600 GPM pumps and one 2800 GPM pump discharges to a 66 inch high pressure line which outfalls to the Green River near South 180t Street. This 66 inch pressure line also conveys stormwater runoff from Interstate 5 to the Green River, bypassing the project site. Low flow discharges tributary to the pump station holding pond (near the Claim Jumper restaurant on the south side of South 180th Street) are conveyed to the east in a 12 inch pipe. This pipe eventually connects to a manhole near the intersection of South 180th Street and Andover Park West. During periods of low flow, and in the absence of backwater in the Andover Park West storm drain system, flow from the 12 inch pipe would be conveyed northward towards the P-17 Pump Station. If the Andover Park West storm dram is significantly backwatered, and if the Green River is low, flow from the 12 inch drain line could be conveyed directly to the Green River via a gravity drain line. During periods when both the Green River is high and the Andover Park West system is backwatered, there is likely no input from the South 180th Street basin into the P-17 basin. Northeast Basin (Sub -Basin NE) —The Tukwila South project area draining to the City of Tukwila's P-17 pump station is comprised primarily of the existing Segale Business Park Development in the Northeast corner of the project area. Drainage occurs via a 48" storm drain that collects runoff from Segale Park Drive, and conveys it northward along Andover Park West to Minkler Boulevard. At Minkler Boulevard the flow is redirected eastward to the P-17 pump station and ultimately to the Green River. Portions of the Tukwila South Project site in the Northeast basin are generally built out in commercial development. Central Basin (Sub -Basin C) — The Tukwila South Project Central Basin consists of areas draining to an existing gravity outfall, through the Green River levee, located in the central portion of the site approximately due east of the Orillia Road interchange on 1-5. The Central Basin land -use includes partially developed lands (gravel lots) and equipment storage yards, as well as agricultural land and some forested hillsiope. The majority of the Central Basin runoff is collected in a storm drain system and conveyed directly to the Green River outfall by gravity. South Basin (Sub -Basin S) — The Tukwila South Project South Basin consists of areas draining to the Johnson Ditch gravity outfall through the Green River levee. The South Basin land -use is primarily agricultural land and wetlands in low lying portions of the site. The South Basin also includes the existing improvements of Orillia Road and South 200th Street. The storm drainage infrastructure associated with these improvements includes a flow splitter which diverts portions of the runoff (water quality treatment flows) away from the Johnson Ditch outfall. This runoff is directed to a water quality facility located near the South 200th Street Bridge with a separate gravity outfall to the Green River. Runoff exceeding the water quality design discharges from these improvements is directed to the wetlands and ditches draining to Johnson Ditch. Johnson Ditch Drainage Basin and Floodplain The on -site South Basin is a part of the Johnson Ditch drainage basin. The Johnson Ditch drainage basin is bounded on the east by the Green River, on the west by interstate-5, to the north by the Central Basin southern boundary and to the south by the topographic divide. The sub -basin land cover is primarily forest on the steep hillsiopes bordering the western boundary 03102-2 1209 TIR Chapter4.doc 4-3 0 Technical Information Report December 2009 Tukwila South Master Stormwater Infrastructure Plan and agricultural land and wetlands everywhere else. Some residential housing exists around Military Road South in the southwest corner of the subbasin and a new residential housing development is rapidly infilling in the south-central portion of the basin. Runoff from the hillslope and from the agricultural lowlands in this basin is collected in man-made drainage ditches that converge at the Johnson Ditch ponding area. At this point the flow discharges to the Green River via a flap gated gravity outfall or, in times of high Green River water levels, it ponds behind the levee until the river stage drops allowing the ponding area to drain. Hydrologic Modeling Hydrologic modeling for the Tukwila South development was accomplished using the EPA's HSPF program (USEPA, 1988). HSPF is a sophisticated computer modeling program that simulates land surface and in -stream hydrologic processes on a continuous basis. The program is commonly used to transform long-time series of observed rainfall and evaporation data into concurrent time -series of streamflow data based on continuous accounting of soil moisture levels. This approach offers some distinct advantages over the more traditional event -based modeling approaches. Event -based models simulate streamflow for individual storm events, and their accuracy depends on their ability to accurately portray watershed conditions (primarily soil moisture levels) antecedent to the storm event being modeled. Event -based models cannot be used to simulate low flows and hence, are of little value in characterizing the overall hydrologic regime for a given watershed. Continuous hydrologic modeling is of particular value in studying an area such as the ponding that occurs on Johnson Ditch because it allows for a detailed examination of the relationship between the receiving body (Green River) and local runoff from the upland drainage basin. Copies of the HSPF pre- and post development input files are included in Appendix A.2 along with a CD containing the project WDM file. The WDM file contains the relevant input and output time series. Model Input Hydrometric Data Precipitation data at a 15-minute time step for the hydrologic model were developed using data from the Seattle -Tacoma International Airport (SeaTac) National Weather Service station for the period October 1949 — September 1991 and data from the King County Des Moines Creek gage 11U for the period October 1991 — December 2007. Hourly data for the SeaTac gage were disaggregated to a 15-minute time step by King County as described in a memorandum prepared by the County (2007). Data for the Des Moines Creek gage were provided to nhc by the County and checked by nhc for consistency with other nearby gaging records and reasonableness. Data from the Des Moines Creek gage were transposed to SeaTac using a multiplier of 0.959 which was determined based on an analysis of the data for the period October 1991 — September 2007. Because of the proximity of SeaTac to the Tukwila South project site, no adjustment of precipitation data was required when transposing the SeaTac/Des Moines Creek combined record to the project site. Pan evaporation data for the model at a daily time step were obtained from the Puyallup evaporation station. The time series of Puyallup evaporation data was extended using long term monthly averages for periods after the discontinuation of the Puyallup station in 1994. Subbasins Twenty-nine subbasins were delineated within the Tukwila South development and Johnson Ditch watershed corresponding to topographic mapping and observations of current and future conveyance systems. Figure 4-2 depicts the subbasin boundaries for pre- and post -development 03102-2 1209 T1R Chapter4.doc 4-4 Technical Information Report December2009 Tukwila South Master Stormwater Infrastructure Plan conditions and identifies the conveyance route of each subbasin to the Green River. Flow routing from each subbasin is controlled in HSPF by a user -defined stage -storage -discharge relationship (FTABLE). FTABLEs were developed for each subbasin based on culvert or channel hydraulics, as appropriate. In some subbasins located within the Johnson Ditch ponding area, dummy storage FTABLES were used in HSPF while actual storage was accounted for in the ROUTE hydraulic model (described below). Similarly ROUTE was used to model storage and discharge of runoff tributary to the South Detention Pond in the developed conditions model. Soils Soils mapping for the Tukwila South site and the Johnson Ditch watershed was derived from a Soil Conservation Service report (SCS, 1973) and from site specific notes provided by Associated Earth Sciences, Inc. (AESI). Each soil unit was grouped into one of four broad four categories for modeling based on runoff characteristics: till, outwash, saturated (wetland) or alluvium. Figure 4-3 identifies the extent of each of these soil categories in the basin. Land Uses Pre -development land use and land cover conditions within the Tukwila South development and the Johnson Ditch basin were delineated based on a 2002 digital orthophoto. Land use for post - development conditions was developed based on the proposed development tracts described in the Master Plan Alternative supplied by Collins Woerman (2004). The land use categories for current and future conditions are listed in Tables 4-1 and 4-2 and illustrated in Figures 4-4 and 4- 5. For modeling purposes, HSPF differentiates between impervious and pervious surfaces. For each land use category, a percentage of the gross area is assumed to be impervious. From the total impervious area for each land use, a second fraction, the effective portion, is assumed to contribute runoff directly to the drainage system. The effective impervious area (EIA) for each land use class is computed by multiplying the gross impervious area by the effective percentage. The assumed percent EIA by land use is also provided in Tables 4-1 and 4-2. Using GIS, an overlay analysis was performed using the four soil types, twenty-nine subbasins, and all land use categories (for both existing and developed conditions) to develop a matrix of spatially divided ground cover information. Following the overlay analysis, nhc used an in-house program to further process this data and format it for use in HSPF. The results of this overlay analysis can be found in the schematic block of the HSPF model (Appendix A.2) and on Table 4- 3A and Table 4-3B. Model Parameters The HSPF model uses a set of parameters to define the hydrologic response of land surfaces (called PERLNDs or lMPLNDs in HSPF) to meteorologic inputs. These parameters represent the physical characteristiics and boundary conditions for each PERLND or 1MPLND and can be adjusted (calibrated), as necessary, to allow the model to better match simulated flow data. The parameters used in the Tukwila South model were originally developed by the USGS based on a regional calibration study of a number of basins in the Puget Sound area (Dinicola, 1990). These regional parameters have been found by nhc and other users in western Washington to provide a good basis for model application in the absence of site specific calibration data. Model Results The HSPF model was run to provide a time -series of hourly inflows for the period of October 1, 1948 through December 3, 2007. Long term times -series of hydrologic data were developed and saved for each basin discharge point for existing and future land -use conditions. These data were 03102-2 1209 TIR Chapter4.doc 4-5 0 C Technical Information Report December2009 Tukwila South Master Stormwater Infrastructure Plan subsequently used as input to the hydraulic models and analyzed for purposes of the EIS as described below. Flood frequency quantiles for inflow to the North and South Detention Ponds were computed as shown in Table 4-4. 03102-2 1209 TIR Chapter4.doc 4-6 0 c Technical Information Report December 2009 Tukwila South Master Stormwater Infrastructure Plan Part B: Developed Site Hydrology To analyze the post -developed conditions of the Tukwila South site, the existing conditions hydrologic model of the Tukwila South site was updated to represent future land use conditions and post -development drainage patterns. Modeling and analysis methods for the developed site conditions are explained in the Hydrologic Modeling section of Part A of this report. 03102-2 1209 T1R Chapter4.doc 4-12 0 Technical Information Report December2009 Tukwila South Master Stormwater Infrastructure Plan Part C: Performance Standards Flow Control Standards Flow control for the Tukwila South project south basin is to be accomplished to meet conservation flow control criteria. Peak discharges to the Green River in the post developed condition are to be limited to match the existing conditions peak discharges for all events between the 2- and 100- year events. Flow durations are to be controlled to match existing condition flow durations for all levels between % of the 2-year and the 50-year flow. Runoff from the Tukwila South project North Basin flows to the existing pump station located along South 180th Street and then to the Green River. The pump station has an existing nominal capacity of 43.75 cis. Although there is no flow control standard associated with inflows to the pump station, discharges from the north basin need to be controlled in order to prevent inflows from exceeding the capacity of the pump station. Conveyance System Capacity Standards Pursuant to KCSWDM Core Requirement #4, all engineered conveyance systems for the proposed project must be analyzed, designed, and constructed to provide at least a minimum level of protection against overtopping, flooding, erosion, and structural failure. Core Requirement #4 requires that new stormwater conveyance systems, such as that proposed for the Southcenter Parkway Extension be designed with sufficient capacity to convey the 25-year peak flow without street flooding. The Core Requirement allows that in events larger than the 25-year design event the pipe system may overtop, provided the overflow from a 100-year event does not create or aggravate a severe flooding problem or severe erosion problem. A backwater analysis of the proposed on -site storm drains was conducted to evaluate compliance with these requirements. In addition to the design of the new stormwater infrastructure an analysis was undertaken to ensure that the existing stormwater conveyance, specifically the S. 180th Street Pump Station had enough capacity to handle the developed site conditions discharges. This analysis was made using the SWMM model as described below. Note also that because the Northeast basin is already fully developed at a commercial density, and any redevelopment in this basin will result in the same land cover and thus the same simulated runoff from this area, an analysis of the stormwater quantity discharging from this basin was not needed. Water Quality Menu Core Requirement #8 of the KCSWDM mandates that proposed development projects provide water quality facilities to treat runoff from new pollution generating impervious and pervious surfaces. The level of water quality design required is site specific. Review of the Tukwila South site and its receiving body, the Green River, place the development in the Basic Water Quality menu. The treatment goal for facilities in this category is 80% removal of total suspended solids for a typical rainfall year, assuming typical pollutant concentrations in urban runoff. Acceptable treatment options in the Basic Water Quality menu include wetponds, combined detention/wetponds, biofiltration swales, filter strips, and sand filters. It was determined that water quality for the Tukwila South project would be provided using a wetpond in combination with the proposed detention facilities. GRMA and POPP Criteria The proposed south detention pond on the Tukwila South Project will include a new gravity outfall and pump station discharging to the Green River. The Green River Pump Operations Procedures 03102-2 1209 TER Chapter4.doc 4-13 Technical Information Report December2009 Tukwila South Master Stormwater Infrastructure Plan Plan (POPP, 1985) provides specific criteria for the design of new outfalls. Of particular relevance to this project are the requirements regarding new, non -pressurized gravity outfalls to the Green River (POPP Section V.B) and new pumping plants (POPP Section III). Numerous criteria for the design and operation of new outfalls are specified in the POPP, the most notable are paraphrased below: • Section III.A.1 — New pumped outfalls to the Green River shall be designed to limit their operation to periods when the flow at the Auburn gage is less than 9,000 cfs (note that this is now understood to be 12,000 cfs although a formal POPP revision has not been completed). • Section III.B.11 — Storage facilities shall be designed to accommodate a 100-year flood event for a 7-clay duration • Section V.B.2 •- The [non -pressurized gravity] conveyance system shall be designed to prevent discharges when Green River flows at Auburn exceed 9,000 cts (note that this is now understood to be 12,000 cfs although a formal POPP revision has not been completed). • Section V.B.3 — Storage facilities shall be designed to accommodate a 100-year flood event for a 7-clay duration • Section V.B.5 — To the maximum extent possible, storage facilities shall be designed for multi -purpose uses (wildlife, fish habitat, open space, recreation, etc) As noted above, references in the POPP to a flow at Auburn of 9,000 cfs are now understood to be changed to 12,000 cfs although a formal POPP update has not yet been completed (Andy Levesque, personal communication, 2005). The requirement for storage of the 100-year, 7-day flood is to prevent interior flooding during periods when the Green River is at or above flood stage (12,000 cfs at Auburn). During these periods the director of King County's Department of Natural Resources and Parks, or the directors designee, may require that projects tributary to the Green River downstream of the Auburn gage (USGS #12113000) retain stormwater runoff on -site. The 7-day period is intended to reflect the Corps authorized operations of Howard Hanson Dam for a 100-year event, in which flows at Auburn would, in theory, be maintained. at 12,000 cfs for a period of up to or exceeding 7 consecutive days. 03102-2 1209 TIR Chapter4.doc 4-14 0 Technicallnformation Report December2009 Tukwila South Master Stormwater Infrastructure Plan Part D: Flow Control System Flow control for the Tukwila South Development is separated into two distinct flow control systems. The North System being the area that drains to the north detention pond and South 180" Street Pump Station and the South System being the area that drains to the South Detention Pond and then to the Green River. North System A Stormwater Management Model (SWMM model) was developed to evaluate the performance of the North Detention Pond and the South 180th Street Pump Station. SWMM is a commercially available hydrologic and hydraulic routing program developed and maintained by the USEPA (USEPA, 1990) which is commonly used for the design of closed conduit storm drain systems. For this project, only the hydraulic routing portions of the SWMM software, as contained in the extended transport (EXTRAN) subroutines were utilized. EXTRAN allows full hydrodynamic routing including simulation of complex pipe networks, the operation of pump stations, dynamic backwater conditions, and detention storage. The SWMM model developed for this project included: • The existing South 180th" Street Pump Station, including the Claim Jumper bio-swale and the 12" gravity line connecting to the P-17 basin and the four existing pumps which discharge to the 66" pressure line draining to the Green River at South 180th Street • The proposed North Detention facility/Water Quality Pond • The proposed storm conveyance line between the bio-swale and the detention pond SWIVIM Modeling SWMM is an event based model, meaning that it simulates hydraulic performance for discrete events (ranging from hours to weeks) rather than a continuous period like HSPF. SWMM uses physical data, such as pipe sizes, materials, and invert elevations, together with hydrologic data (inflows and tailwater conditions) to simulate the performance of complex hydraulic infrastructure. The majority of the physical parameters for the SWMM model came from 90% design plans prepared by David Evans & Associates for the City of Tukwila. Specific areas such as the S. 180th Street Pump Station (pipe sizes, pump data) were obtained from as -built plans for L.I.D. No. 27 constructed by the City in 1977 and from field surveys conducted by Hugh G. Goldsmith and Associates. The capacity of the four existing pumps at the S. 180th Street Pump Station were obtained from a City of Tukwila memorandum dated May 19, 2000. This information and the elevations of the on and off settings for the pumps were verified by City staff (Tielak, personal communication). Refer to Appendix A.2 for a print out of the SWMM result file and a CD with an electronic copy of the input file. Hydrologic data at a 15-minute time step were extracted from the HSPF model and formulated as input to the SWMM model. A spreadsheet containing this input data is included on the CD provided in Appendix A.2. To evaluate the capacity of the conveyance system and detention ponds, nhc created and simulated a design storm event corresponding to the 100-year recurrence interval. This event was created by selecting an actual event with simulated flows that matched the estimated quantiles across a broad range of durations (1-hour, 3-hour, 6-hour, 24- hour) and then scaling the inflow data by the ratio of the quantile to the simulated discharges at each of these durations such that the final hydrograph reasonably matched the 100-year flow quantiles at all of these durations (i.e. within +/- 5%). 03102-2 1209 TIR Chapter4.doc 4-15 0 Technical Information Report December2009 Tukwila South Master Stonnwater Infrastructure Plan North System Results and Capacity Evaluation The existing pump station at South 180th Street, operated and maintained by the City of Tukwila, receives inflow from the basin south of 180th Street and discharges to a 66" diameter pressure line draining to the Green River. The proposed infrastructure of the Tukwila South development, will direct stormwater runoff from the North basin, including the area in the horseshoe bend (Basin N4 on Figure 4-2), to a water quality/detention pond near S. 180th Street and subsequently to the S. 180th Street Pump Station. Using the SWMM model, the North Detention Pond and the South 180th Street Pump station were simulated for the 100-yr design storm event. Based on this simulation the maximum water surface level reached in the North Detention Pond waste feet (NGVD). Figures 4-8 and 4-9 show a plan view of the proposed pond and the control structure design respectively. The maximum discharge through the South 180th Street Pump Station was 33.6 cfs (e.g. two full size pumps plus the half size pump in operation). Note that for purposes of the hydraulic simulations it was assumed that the 12 inch gravity line draining from the Claim Jumper swale to the P-17 system was backwatered and thus not conveying any flow away from the South 180th Street Pump Station inlet. Although this is a conservative assumption, in all likelihood the gravity discharge would be insignificant during actual storm events and thus this assumption will have little impact on the S1NMM model results. As described above, considering the proposed land -use and drainage infrastructure the maximum simulated discharge from the S. 180th Street Pump Station was 33.6 cfs (15,100 GPM). The nominal capacity (i.e. the operating capacity under design conditions) of the existing pumps is 43.7 cfs (19,600 GPM). Thus, the pump station has adequate capacity to handle the simulated design events, with one full sized pump held in reserve. South System To evaluate the South Detention Pond and its interaction with the Green River an additional reach was added to the Southcenter Parkway SWMM model to convey stormwater from the Parkway drainage system to the South Detention Pond. The SWMM model was used in combination with ROUTE, a customizable FORTRAN program developed by nhc, to facilitate complex hydraulic routing by accounting for temporal variations iin downstream conditions and detailed pump operations. SWMM was used to evaluate the perlformance of the stormwater conveyance system along Southcenter Parkway including backwater effects from the south detention facility. This allowed evaluation of the drainage system capacity to handle flows up to and including the 100- year design event. ROUTE was then used to simulate gravity and pumped discharges from the South Detention Pond to the Green River on a continuous basis allowing an evaluation of flow duration control. The general discussion of the SWMM model provided for the North System is also applicable to the South System and thus is not repeated here. The additions to the SWMM model for the South System included: • The proposed South Detention facility/Water Quality Pond • The proposed storm conveyance line draining to the South Detention Pond ROUTE Modeling A hydraulic routing model was developed for simulating interactions between the proposed South Detention Pond and the Green River. This site -specific routing model was written in FORTRAN using an nhc library of routing functions (ROUTE (nhc, 2004)). The ROUTE model provides 03102-2 1209 TER Chapter4.doc 4-16 0 Technical Information Report December2009 Tukwila South Master Stonnwater Infrastructure Plan significant enhancements over HSPF for complex flow routing because it can account for temporal variations in downstream conditions (i.e. Green River water level) and complex pump operations, such as differences in pump on and off settings and variable tailwater levels. A copy of the ROUTE model is included in Appendix A.2. Critical in the application of the ROUTE model is the development of an accurate elevation - storage relationship for the South Detention Pond. The final elevation -storage relationship for this pond was developed by Hugh G. Goldsmith & Associates (Goldsmith) using data from initial HSPF model simulations to size a pond that would meet conservation flow control requirements and provide the requisite water quality storage volume. Table 4-6 presents the elevation -storage relationship used in the ROUTE model. Historical Green River flows were obtained from the USGS at an hourly increment for the Green River near Auburn gage (USGS 12113000) for the period January 1962 (initiation of storage at Howard Hanson Dam) through December 2007. In order to extend the hydrologic analysis and take advantage of the full SeaTac precipitation record, Green River flows at Auburn that would have resulted from the operation of Howard Hanson Dam were synthesized for the period October 1949 through December 1961. This was accomplished following the reservoir release guidelines used at Howard Hanson Dam (Personal Communication, Marian Valentine, 2003). A stage - discharge rating curve for the Green River at the south detention facility outlet at RM 17.355 was determined based on a HEC-2 model developed by the Seattle Corps of Engineers for the Green River Flood Insurance Study. Discharge from the South Detention Pond was simulated via a combination of gravity drain (two orifices, one weir, and an overflow spillway) and pumped outflows. The pond was designed to meet conservation flow control requirements, matching the 2- through 100-year pre- and post - development discharges and 1/2 of the 2 through 50-year flow durations, by iteratively sizing the outlet controls. Various configurations of orifices and pumps were tried. The detention pond configuration was optimized by determining the best fit to the existing conditions flow duration curve. The final pond gravity discharge components include two orifices at elevations 14.5 and 21.0 feet with diameters of 7.0 and 8.0 inches respectively, a 2.35 foot notch weir at elevation 25.0 feet, and an 8-foot diameter circular emergency spillway with its crest at elevation 29.0 feet. A nominal 2.6 cfs pump was simulated to turn on when the water surface in the pond reached 19.0 feet and turn off when the elevation dropped below 15.1 feet. A second pump with a nominal discharge of 2.6 cfs was set to turn on at pond elevation 21.0 feet and turn off at elevation 15.1 feet. The pumped discharge is conveyed to the Green River via an 18-inch diameter pipe with its pond invert at 16.0 feet and its Green River invert at 11.0 feet. Note also that as stipulated by the Green River Management Agreement, the ROUTE model shuts off pumping from the South Detention Pond when Green River flows at Auburn equal or exceed 12,000 cfs, corresponding to a water surface elevation of approximately 32 feet at the outfall. The final pond design parameters were refined using the ROUTE model as described below. Figures 4-10 and 4-11 show a plan view of the proposed pond and the control structure design respectively. Simulation Algorithm For each 15-minute time step, the ROUTE model reads simulated HSPF inflows to the South Detention Pond, current storage in the pond, and interpolates the Green River flow from the observed data. The simulation algorithm then proceeds as follows: • Adds HSPF simulated inflow to the current storage in the pond, using the updated storage to determine a new water level (headwater elevation). 03102-2 1209 T1R Chapter4.doc 4-17 0 Technical Information Report December2009 Tukwila South Master Stonnwater Infrastructure Plan • Determines Green River elevation from observed Green River discharge and rating curve and sets this as the tailwater elevation. • Looks up gravity discharge based on headwater and tailwater elevations. • Determines whether or not a pump is in operation based on user -defined on and off settings. • Routes flow through the gravity outfall using level pool routing and through the pump based on user supplied criteria. In any time step, water may be discharged from the discharging body through the culverts or the pump or both, depending on headwater and tailwater elevations. South System Results and Capacity Evaluation The ROUTE model was run for the same time period as the HSPF model; October 1, 1948 through December 3, 2007. The South Detention Pond was designed to control runoff for storm events ranging between a 2- and 100-year recurrence interval, with controlled discharges to the Green River via gravity and pumped outfalls. Arty spill caused by events exceeding the 100-year event would be discharged to the Johnson Creek ponding area via an overflow spillway (although no overflow events were simulated in the 60 year period of hydrologic record). After running the HSPF and ROUTE models, elevation -frequency and elevation -duration curves for pre- and post -development conditions were generated. Figures 4-5 and 4-6 present frequency and flow duration analysis results for discharges from the South Detention Pond. Analyses show that the proposed water quality/detention pond would adequately mitigate peak discharges and flow durations in accordance with the conservation flow control standard. Emergency Overflow Design Calculations The proposed South and North detention/ water quality facilities have been designed to safely convey emergency overflows to downstream systems. Emergency conditions are considered as either runoff events larger than the 100-year event or inflows resulting from failure of the conveyance and control system. 03102-2 1209 TER Chapter4.doc: 4-18 0 C Technical Information Report December 2009 Tukwila South Master Stormwater Infrastructure Plan North Pond The discharge rate from the North Pond is limited by the capacity of the downstream conveyance system and the 180th St. pump station. Therefore, the secondary inlet and both the primary and secondary overflow structures have been designed to convey the peak simulated 100-year event pond discharge of 29.1 cfs. The resulting water surface elevations are reflected on the design plans. The following is a presentation of the design calculations for the required overflow facilities. Secondary Inlet Design Calculations A secondary inlet to the control structure is provided as additional protection should the inlet pipe become blocked. A grated opening ("jailhouse window") in the pond control structure functioning as a notch weir is proposed for the north pond. This opening has been sized to direct at a minimum the 15 min peak 100-year discharge flow rate of 29.1 cfs to the downstream conveyance system. ales= 29.1 cfs Notch weirs formula: Q = Cd(L-0.2H)H312 where :Cd=3.27+0.4H P P=height of weir above outlet invert elevation. L= length of weir (L) L = OD 360 where Ais the ' jailhouse window" opening angle in degrees D = control structure diameter (ft) D=72in=6ft A =120° L = 6.28 ft Weir Elevation = 24.50 ft Outlet Invert Elevation = 16.00 ft P = 24.5ft— 16.0ft= 8.50ft Maximum Available Head (Design Opening Height) = 1.50 ft. (Cd=3.34) Qr°,, = 36.72 cfs Required Head for Qdes = 1.28 ft (Cd=3.33) Overflow W.S. = 24.50 f + 1.28 f = 25.78 ft Overflow W.S. Elevation = 25.78 ft Primary Emergency Overflow Structure Design Calculations The baffle wall within the main pond control structure will function as the primary overflow structure. The hydraulic gradeline elevation required to convey the design overflow rate under free flow conditions is 20.69 ft. This is compared to the hydraulic grade line generated from the SWMM analysis (HGL=22.96ft). The highest of these elevations determines the primary overflow water surface. The overflow water surface is therefore 22.96ft. 03102-2 1209 T1R Chapter4.doc 4-19 0 Technical Information Report December 2009 Tukwila South Master Stormwater Infrastructure Plan Qdes= 29.1 cfs Notch weirs formula: Q = Cd(L— 0.2H)H 312 where :Cd==3.27+0.4H P P=height of weir above outlet invert elevation. L= length of weir (L) L = 6.00 ft Weir Elevation = 19.37 ft Outlet Invert Elevation = 16.00 ft P = 19.37 ft— 16.0ft = 3.37 ft Required Head for des = 1.32 ft (Cd=3.32) Overflow W.S. = 19.37 ft + 1.32 ft = 20.69 ft Overflow W.S. Elevation = 20.69 ft Secondary Emergency Overflow Structure Design Calculations The secondary overflow structure for the pond is a 96" diameter "bird cage" structure. This structure will allow overflows to be directed to the conveyance system downstream of the main flow control structure. The following are the design calculations for this structure. Qck;= 29.1 cfs Diam(D) = 96 in Riser flow is controlled by either weir or orifices conditions. To convey the design flow, the head required is the larger of the two calculated required heads calculated using the following formula based on the weir and orifice flow equations. Qweir := 9.739DH 312 Qdes \2/3 _ ( 29.1cfs \213 — (9.739D1 — 9.739(8f ) L i Qnrij ==3.782D2H"2 =0.52ft 2 ( 2 Qdes _ 29.1CfS H°"f (3.782D2) 3.782(8 ft)2 = 0.01 ft Weir flow governs, Head at Qa„ Riser Elevation Emergency Overflow W.S. =0.52ft = 26.000ft =26.52ft 03102-2 1209 TIR Chapter4.doc 4-20 Saturated t 3 z 0 Grass Forest I Pasture I Grass Forest L Pasture I Grass Impervious 1 Total I lect Boundary 0.00 I 1 1 I 15.37 I 1.87 1 0.11 _ I_ 3.25 I 42.09 18.45 0.31 nN. 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Thes areas ore located just North of HSPF Basins NIA and N10 and east of JC2C and JC2E (outside Levy). a) ca .Q r W:\WP\REPORT\03102-2 TIR\NHC\Landcover Tables.xls 0 0 M W:\WP\REPORT\03102-2 T1R\03102-2 1209 T1R Chapter4.doc pQ N A tri cu .0 to o ;, ua 'C C-D J C E a. 0 d QJ N 0 a 3 0 ID E o` ID u I Subbasin I Forest I Pasture I Grass ( Forest I Pasture I _Grass i Forest { Pasture { Grass { Forest { Pasture { Grass I Forest { Pasture { Grass I Impervious { Total I Inside Project Boundary CIA I I I _ 0.39 I 1_ _ 0.06 I 2.10 I I 2.63 I ' ' 8.08 I I 1.39 I 27.44 I 42.09 H p m 00 o H LA O b m N N m N m d' 00 Q, M Ci 6 co O"1 H l} 0 0 m N N 01 01 a 0 m in O 0 0 m • 6 01 m H N N m 20.22 I 3.06 N Is N 1` 1!1 u N 11 00 J N J co ''� m H tO 6.05 43.00 97.85 23.24 Outside Protect Boundary CIA I 0.06 I I 0.01 I. _0.15 I 0.49 I 0.20 I 1.77 I I 0.00 I I I I 3.17 I I 0.01 I 1.38 { 7.24 Q m r! t0 N .4 V N n O 00 ,i VI N N^ ri H N .mi a~ ; tD HDI' N N N 'y ID '"' 7 N N 11.1 O O 0 H H ID N O o! 0 m Cf 0 CO n 111 V 1n O 10 H 0 H O Q lO N N N 61 1O m ,y ,�.1 00 N a m ,N.1 O 0.01 0.88 CO N 00 O. m 0 0 00 0 I, n CO N ui 016 V m H N m ,my H en CO m 0 0.93 34.44 0.08 4.50 H H N O O O O 'y t0 r V N 0.02 Q d D N0 o 0 N O 01 0? or M N 5.21 36.98 84.15 19.91 0.23 0 O ID 00 43.60 1.46 0.03 0.00 o O m N 0.03 0.74 o« O O c c M 0 . 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N 1` 0 n n N 0 O H o O o 0 0 TO"O no H 0 t.1 H c:,c 0.00 co ul 0 N O 0 0.07 m ir �0 0.00 oo acoa N01 00 + HQ U i I JC3B JC48 JC4C JC5 0Q ., Z IDIN I Ti3TN 0 W Z Z I N2A N2B 01U z m ,y U Q m U0V -, JC2C JC2D 01 Q -, JC3B JC4A CO 1.10 U VU JC7 N1A H N CO m ZZZ2Z H n Li 1. 0 L m N ezZz m �N 10p z W:\WP\REPORT\03102-2 TIR\NHC\Landcover Tables.xls Technical Information Report Tukwila South Master Stormwater Infrastructure Plan December2009 Table 4-4 - Hydrologic Analysis - Flood Frequency Analysis Drainage Location Condition DSN # Flood Frequency Quantiles (cfs) by Return Period 2 yr 10 yr 25 yr 50 yr 100 yr North Detention Pond pre -development 295 11.5 18.2 22.2 25.6 29.1 North Detention Pond (in) post -development 1295 43.0 65.6 78.9 89.6 101.2 South Detention Pond pre -development 195 10.4 16.2 19.6 22.5 25.5 South Detention Pond (in) ' post -development 1195 39.5 56.8 66.5 74.3 82.4 South Detention Pond (out) post -development 2190 5.0 7.1 7.9 8.4 8.9 Pond Condition DSN # Stage Frequency Quantiles (ft) by Return Period 2 yr 10 yr 25 yr 50 yr 100 yr North Detention Pond post -development SWMM not available 24.2 South Detention Pond post -development 195 20.5 22.5 23.4 24.0 24.5 Table 4-5 - Elevation -Storage -Area Tables South Detention Pond Elevation ft Total Volume (acre-ft) Active Volume (acre-ft) Surface Area (ft) 10 0.00 190726 11 4.48 199838 12 9.18 209012 13 14.08 218136 14 19.19 227272 14.45 21.56 0.00 231425 16 30.80 9.24 287700 18 44.77 23.21 312084 20 59.70 38.14 329005 22 75.19 53.63 346110 24 91.48 69.92 363368 26 108.57 87.01 380788 28 126.45 104.89 398446 29 135.71 114.15 407856 03102-2 1209 TER Chapter4.doc 4-32 C c Technicallnfonnation Report December2009 Tukwila South Master StonnwaterInfrastructure Plan Table 4-6 - Elevation -Storage -Area Tables North Detention Pond Elevation Total Volume Active Volume Surface Area ft 14 (acre-ft) 0.00 (acre-ft) (ft2) 100941 15 2.36 104832 16 4.81 108833 17 7.36 112855 18 9.99 116928 18.37 10.99 119633 19 12.74 122046 (-19.37 r-13.79- , t0.0) r' "" 123- 54 T 20 15.59 1.80 125585 21 18.51 4.72 129147 22 21.52 7.73 132736 23 24.61 10.82 136349 24 27.78 13.99 139985 24.5 29.40 15.61 141817 25 31.04 17.25 143853 26 34.38 20.59 147343 27 37.80 24.01 151061 28 41.31 27.52 154802 03102-2 1209 TIR Chapter4.doc 4-33 �LJ 1 1 Tukwila South Project Drainage Basins Scale - 1 inch = 1,000 feet A0 500 =,000 2,000 �s .Fast +e cord. syst.: WA State Plane N ued. datum: NAVE, 88 horz units feet northwest hydraulic consultants Project no. 21518 Dotter 1. 2009 Figure 4-1 HSPF Basins Conveyance System Drainage via North Detention Pond MINI via South Detention Pond JC2A' F Tukwila South Project HSPF Subbasins and Drainage Patterns Scale - 1 inch = 1,000 teat A0 500 1,000 z Owl moil. awl.. WA Slate Plane N vett datum: NAVD 66 horr. units: bet nort eveal hydraulic consultants pmjecl no. 21516 Oc ober 1, 2009 Figure 4-2 Tukwila South Project HSPF Soil Category Distribution Scale -,,0_,,000feet /\ 0 506 ,000 2,000Feet coord. syst.. WA Slate Plane N yeti. datum: NAW 88 horr. units: feel northwest hydraulic consultants protect no. 21516 October 1, 2009 Figure 4-3 1.• • e,„- , • g a Figure 4-4 • at=6. • —01 • / ar— , ,r r--- • Tukwila South Project Future Conditions Landuse Scale - 1 Inch = 1,000 feet 0 500 1,000 Z000 Feel axed, syst., WA State Plane N vert datum: NAVD 88 bora. unite: feet northwest hydraulic consultants project no. 21518 October 1, 2009 Figure 4-5 '� a 4 03 h eo 11 1.1 1 11111111' I 1 wPaN.l 1A D+A 2P {tj 1 11111111111 ` : 111: r ' • lig FAO Izz 'W'M "3 b'a "N ZZ'dM1'E R Z "33S ONV'W'M "3 4'N "N £Z 'dMI'S£ "73S AO SNOIlNOd Technical Information Report December2009 Tukwila South Master Stormwater Infrastructure Plan 5. Conveyance System Analysis and Design This report describes the work undertaken to design and evaluate the stormwater management plan for the proposed Tukwila South Project development. Specifically, this section details the analysis performed to design and evaluate the storm drainage conveyance system. Northwest Hydraulic Consultants Inc. (nhc) performed this work as sub -consultants to Goldsmith Land Development Services (Goldsmith). Model Development A Stormwater Management Model (SWMM) was developed to evaluate the performance of the storm drainage conveyance systems within the Tukwila South Development. SWMM is a commercially available hydrologic and hydraulic routing program developed and maintained by the USEPA (USEPA, 1990) which is commonly used for the design of closed conduit storm drain systems. For this project, only the hydraulic routing portions of the SWMM software, as contained in the extended transport (EXTRAN) subroutines were utilized. EXTRAN allows full hydrodynamic routing including simulation of complex pipe networks, the operation of pump stations, dynamic backwater conditions, and detention storage. SWMM defines the geometry of a conveyance system as a series of nodes and links. Nodes represent catch basins, drain points, natural cross- section thalweg points, storage areas, and stormwater inflow points. Links are comprised of pipes, open channels, and outlet control features such as weirs and orifices. The SWMM model developed for this project is comprised of two separate drainage paths or reaches, one that drains to the north and the other to the south. Combined, these two reaches include 98 nodes, 94 conduits, 2 pump stations, and 2 detention / water quality facilities. Key features of this rnodel included: • The proposed stormwater conveyance along Southcenter Parkway. • Future secondary storm lines included to determine minimum grades within future development areas. • The proposed north and south detention/water quality ponds. • The existing South 180`h Street Pump Station, including the Claim Jumper bio-swale, the 12" gravity line connecting to the Andover Park West drainage system, and the four existing pumps that discharge to the 66" pressure line draining to the Green River at South 180th Street. • The proposed pump station that will discharge stormwater from the south detention / water quality facility to the Green River. • Procedures for future secondary storm line design an analysis. Node and Link Configuration The majority of the physical parameters for the SWMM model came from 90% design plans prepared by David Evans & Associates for the City of Tukwila. Other components, such as the South 180`h Street Pump Station (pipe sizes, pump data) were obtained from as -built plans for L.I.D. No. 27 constructed by the City in 1977 and from field surveys conducted by Goldsmith. The capacity of the four existing pumps at the South 1801h Street Pump Station were obtained from a City of Tukwila memorandum dated May 19, 2000. This information and the elevations of the on 03102-2 1209 TIR Chapter5.doc 5-1 0 C c Technical Information Report December2009 Tukwila South Masser Stormwater Infrastructure Plan and off settings for the pumps were verified by City staff (Tielak, personal communication). Additional features proposed as a part of the Tukwila South development, including detention / water quality ponds, pipes, nodes, and pumps, were designed by nhc and Goldsmith. A schematic of the EXTRAN model is illustrated in Figure 5-1. Tables 5-1 and 5-2 summarize the key geometric and hydraulic parameters of each node and conduit as well as the modeling results. Refer to Appendix A.2 for a copy of the SWMM model report files as provided by nhc. An electronic copy of the SWMM input and output files, along with a spreadsheet of the input hydrographs, have been included on a CD also in Appendix A.2. 03102-2 1209 TIR Chapter5.doc 5-2 Technical Information Report December 2009 Tukwila South Master Stormwater Infrastructure Plan Inflow Nodes There are a total of 25 inflow nodes represented in the model. Each inflow node is linked to a hydrograph computed using the HSPF hydrologic model (described in Section 4 of the TIR). Inflow nodes were defined at the upstream end of each model branch and at intervals along the drainage network to approximately reflect inflow distribution and accumulation along the conveyance system. To select the event for SWMM modeling, nhc analyzed routed flows from the HSPF model to estimate flow frequency quantiles across a range of different durations (e.g. 15-minute, 1-hour, 3- hour, 6-hour, and 24-hour peaks). Frequency analysis was performed on the HSPF routed flows at the downstream end of the North and South SWMM reaches. Hydrographs were then selected for the 100-year event and scaled to match the 100-year, 15-minute peak. Further adjustments were then made to the simulated inflows to better match the frequency quantiles at all durations, thus ensuring a reasonably representative 100-year design flood event. Detention Ponds The SWMM model Incorporated the two detention / water quality ponds in the Tukwila South development as designed by Goldsmith. In addition to these ponds, the SWMM model also included the existing detention vault at the South 180th Street Pump Station and the small Claim Jumper detention / water quality pond that connects to it. Conveyance System Capacity Standards Pursuant to KCSWIDM Core Requirement #4, all engineered conveyance systems for the proposed project must be analyzed, designed, and constructed to provide at least a minimum level of protection against overtopping, flooding, erosion, and structural failure. Core Requirement #4 requires that new stormwater conveyance systems, such as that proposed for the Southcenter Parkway Extension, be designed with sufficient capacity to convey the 25-year peak flow without street flooding. The Core Requirement allows that in events larger than the 25-year design event the pipe system may overtop, provided the overflow from a 100-year event does not create or aggravate a severe flooding problem or severe erosion problem. A backwater analysis of the proposed on -site storm drains was conducted to evaluate compliance with these requirements. In addition to the design of the new stormwater infrastructure an analysis was undertaken to ensure that the existing stormwater conveyance, specifically the South 180th Street Pump Station had enough capacity to handle the developed site conditions discharges. This analysis was made using the SWMM model as described below. Note also that because the Northeast basin is already fully developed at a commercial density, and any redevelopment in this basin will result in the same land cover and thus the same simulated runoff from this area, an analysis of the stormwater quantity discharging from this basin was not needed. Model Results Using the SWMM model, the entire conveyance system and associated detention facilities were simulated for the 100-year design event. Ground elevations and simulated water surface elevations for each node are presented in Table 5-1 and maximum velocity and discharge for each conduit are listed in Table 5-2. The analysis demonstrates that the proposed and future conveyance system has sufficient capacity to convey the 100-year flood without resulting in street or property flooding. The maximum simulated discharge from the South 180th Street Pump 03102-2 1209 TIR Chapter5.doc 5-4 Technical Information Report December 2009 Tukwila South Master Stormwater Infrastructure Plan Station was 33.6 cfs or 15„100 GPM. The total nameplate capacity of the four installed pumps at the South 180th Street Pump Station is 43.7 cfs (three 12.5 cfs pumps and one 6.25 cfs). Thus, the analysis demonstrates that the pump station has adequate capacity to handle the simulated design events, with one of the larger pumps held in reserve. The performance of the detention / water quality ponds is detailed in Section 4 of this TIR. Future Development Area Conveyance System Design To facilitate the design of the secondary storm lines serving future development areas, the following procedure should be used. This procedure aims to simplify future designs by only requiring a backwater analysis of the future secondary lines. • Future developments should verify that proposed land surface cover is consistent with the values assumed for the trunk system analysis. • Tail water elevations for future secondary system backwater analysis to be based on the maximum water surface elevations shown in Table 5-1. • Design flows for the future area will be calculated either by using the HSPF model of the trunk system or by using methods consistent to the 2005 KCSWDM as appropriate. • Backwater analysis of the secondary lines to use either SWMM or methods consistent with the 2005 KCSWDM. • As described in the KCSWDM, conveyance systems are required to fully contain the 25-year event. Overtopping of the conveyance system is allowed for events larger than the 25-year event provided that "the overflow from a 100-year runoff event does not create or aggravate a severe flooding or erosion problem...". Although the trunk system has been conservatively sized to fully contain the 100-year event with no overtopping, future secondary system designs may permit overtopping for the 100- year event. Future secondary conveyance systems will limit analysis to the 100-year event verifying that the KCSWDM capacity standard is met. 03102-2 1209 TIR Chapter5.doc 5-5 0 c Technical Information Report December2009 Tukwila South Master Stormwater Infrastructure Plan Table 5-1 - Node Summary Invert Elevation Ground Elevation Maximum Water Surface Elevation Node (feet) (feet) (feet) N-1 19.37 28.00 24.29 N-2 19.83 27.90 24.49 N-42A 19.93 28.88 24.78 N-42 20.05 28.59 24.79 N-44 20.34 27.97 24.80 N-46 20.63 27.33 24.95 N-48 20.92 26.58 25.09 N-50 21.22 26.08 25.23 N-50C 21.26 26.22 25.25 N-52 21.49 26.58 25.29 N-54 21.68 27.08 25.36 N-56 22.07 26.70 25.46 N-58 22.37 25.76 25.53 N-60 22.62 26.53 25.59 N-5 20.37 28.75 24.56 N-7 20.69 27.92 24.61 N-9A 20.91 27.53 24.64 N-9 20.95 27.52 24.65 N-9B 20.98 27.53 24.66 N-11 21.21 27.96 24.69 N-13 21.51 29.11 24.73 N-15 21.75 29.93 24.76 N-17 22.16 29.40 24.80 N-19A 22.40 28.81 24.89 N-19 22.44 28.79 24.93 N-19B 22.48 28.81 24.96 N-21 22.57 28.98 25.01 N-23 22.84 29.68 25.26 N-25 23.13 30.43 25.53 N-27 23.42 31.18 25.81 N-29 24.01 31.18 26.34 N-29A 24.61 31.00 26.69 N-29B 25.21 32.00 26.83 N-29C 25.81 33.00 27.63 N-290 26.41 34.00 27.75 N-29E 27.01 35.00 27.89 N-31 24.23 30.36 26.43 N-33A 24.37 30.13 26.51 N-33 24.41 30.11 26.72 N-33B 24.51 30.50 26.79 N-33C 25.03 31.00 27.10 03102-2 1209 TIR Chapter5.doc 5-6 0 Technical Information Report December2009 Tukwila South Master Stormwater Infrastructure Plan Table 5-1 - Node Summary Invert Elevation Ground Elevation Maximum Water Surface Elevation Node (feet) (feet) (feet) N-33D 25.65 32.00 27.24 N-33E 26.26 33.00 28.05 N-33F 26.86 34.00 28.18 N-33G 27.47 35.00 28.33 N-35 24.63 30.45 26.80 N-34 24.81 30.45 26.87 N-36 25.10 31.45 26.91 N-38 25.33 32.03 27.12 N-38A 25.49 32.03 27.15 N-38B 26.09 31.00 27.56 N-38C 26.69 32.00 27.84 N-38D 27.29 33.00 28.80 N-38E 27.89 34.00 28.95 N-38F 28.49 35.00 29.29 PS-1 16.00 29.00 22.96 PS-2 16.00 28.90 22.45 PS-3 16.00 27.90 22.24 PS-4 16.00 26.10 21.79 PS-NHC2 19.37 27.00 21.55 S-41 24.72 32.15 28.85 S-39 24.36 31.53 28.72 S-37 23.92 30.97 28.56 S-35 23.54 31.41 28.43 S-33 22.92 30.95 28.33 S-31 22.48 30.04 28.25 S-29 22.20 29.48 28.20 S-27A 21.93 29.22 28.15 S-27 21.87 29.21 28.13 S-27B 21.81 29.22 28.11 S-25 21.49 29.55 28.04 S-23 21.16 30.23 27.88 S-21 20.92 30.65 27.85 S-19 20.28 30.07 27.66 S-17 19.93 29.80 27.54 S-15 19.57 29.05 27.42 S-13 19.26 28.39 27.31 S-11 18.77 27.43 27.04 S-9A 18.55 27.01 26.91 S-9 18.50 26.99 26.84 S-9B 18.45 27.01 26.73 S-7 18.15 27.03 26.43 S-5 17.79 28.01 26.06 031022 1209 TIR Chapter5.doc 5-7 Technical Information Report December2009 Tukwila South Master Stonnwater Infrastructure Plan Table 5-1 - Node Summary Invert Elevation Ground Elevation Maximum Water Surface Elevation Node (feet) (feet) (feet) S-4 17.45 28.68 25.72 S-4A 17.00 30.00 24.77 S-4B 16.35 30.00 24.43 S-3 16.05 29.00 24.43 S-2 15.25 29.00 24.43 S-1 14.45 32.00 24.43 S-NHC1 10.00 29.00 24.43 S-NHC2 14.20 29.00 15.18 N-Pondout 16.00 29.00 23.16 PS-NHC1 19.07 20.07 24.00 PS-NHC3 19.30 24.80 20.82 S-NHC3 _ 14.00 17.00 14.72 N-POND 14.00 28.00 24.20 180THVAULT 8.00 18.00 14.22 S-POND 10.00 29.00 24.43 180THPOND 19.27 45.37 21.79 03102-2 1209 TIR Chapter5.doc 5-8 0 C Technical Information Report Tukwila South Master Stormwater Infrastructure Plan December 2009 Table 5-2 - Link Summary Conduit Length Diameter Maximum Flow Maximum Velocity (link) U/S Node D/S Node (feet) (inches) (cfs) (ft/sec) N-1:N-POND N-1 N-POND 155 48 75.6 6.26 N-2:N-1 N-2 N-1 231 48 75.92 7.06 N-42A:N-2 N-42A N-2 45 36 44.17 6.25 N-42:N-42A N-42 N-42A 60 36 11.03 1.56 N-44:N-42 N-44 N-42 146 36 11 1.56 N-46:N-44 N-46 N-44 146 24 10.97 3.49 N-48:N-46 N-48 N-46 146 24 10.95 3.49 N-50:N-48 N-50 N-48 152 24 10.94 3.48 N-50C:N-50 N-50C N-50 21 24 6.94 2.21 N-52:N-50C N-52 N-50C 112 24 6.91 2.2 N-54N-52 N-54 N-52 96 24 6.89 2.52 N-56:N-54 N-56 N-54 196 24 5.17 2.29 N-58:N-56 N-58 N-56 148 24 5.24 2.9 N-60:N-58 N-60 N-58 123 24 5.55 3.03 N-5:N-2 N-5 N-2 272 48 34.93 3.05 N-7:N-5 N-7 N-5 159 48 34.95 3.58 N-9A:N-7 N-9A N-7 111 48 34.97 3.92 N-9:N-9A N-9 N-9A 18 48 34.98 4 N-9B:N-9 N-9B N-9 18 48 34.99 3.94 N-11:N-9B N-11 N-9B 128 48 35.01 4.01 N-13:N-11 N-13 N-11 150 48 35.06 4.29 N-15:N-13 N-15 N-13 119 48 35.12 4.52 N-17:N-15 N-17 N-15 203 48 28.34 3.85 N-19A:N-17 N-19A N-17 120 36 28.34 5.07 N-19:N-191 N-19 N-19A 20 36 28.34 4.91 • N-19B:N-19 N-198 N-19 20 36 28.34 4.77 N-21:N-19B N-21 N-19B 45 36 28.34 4.67 N-23:N-21 N-23 N-21 134 36 28.35 4.64 N-25:N-23 N-25 N-23 144 36 28.36 4.68 N-27:N-25 N-27 N-25 144 36 28.38 4.72 N-29:N-27 N-29 N-27 294 36 28.43 4.81 N-29A:N-29 N-29A N-29 300 24 8.24 2.62 N-29B:N29A N-29B N-29A 300 24 5.77 2.55 N-29C:N-29B N-290 N-298 300 18 5.87 3.55 N-29D:N-29C N-29D N-29C 300 18 2.56 1.83 N-29E:N-29D N-29E N-29D 300 18 2.85 2.7 N-31:N-29 N-31 N-29 110 36 18.61 3.25 N-33A:N-31 N-33A N-31 71 36 18.62 3.42 N-33:N-33A N-33 N-33A 20 36 18.63 3.33 N-33B:N-33 N-33B N-33 47 24 8.23 2.62 N-33C:N-33B N-33C N-33B 263 24 8.25 2.63 03102-2 1209 TIR Chapter5.doc 5-9 Technical Information Report Tukwila South Master Stormwater Infrastructure Plan December 2009 Table 5-2 - Link Summary Conduit Length Diameter Maximum Flow Maximum Velocity (link) U/S Node D/S Node (feet) (inches) (cfs) (ft/sec) N-33D:N-33C N-33D N-33C 305 24 5.78 2.56 N-33E:N-33D N-33E N-33D 305 18 5.9 3.56 N-33F:N-33E N-33F N-33E 305 18 2.6 1.83 N-33G:N-33F N-33G N-33F 305 18 2.85 2.7 N-35:N-33 N-35 N-33 111 36 10.42 1.85 N-34:N-35 N-34 N-35 80 36 10.45 1.99 N-36:N-34 N-36 N-34 146 36 10.51 2.48 N-38:N-36 N-38 N-36 113 24 10.58 3.68 N-38A:N-38 N-38A N-38 80 36 8.85 2.39 N-38B:N-38A N-38B N-38A 300 24 8.9 3.5 N-38C:N-38B N-38C N-38B 300 24 6.31 2.92 N-38D:N-38C N-38D N-38C 300 18 6.35 3.86 N-38E:NO38D N-38E N-38D 300 18 2.77 1.84 N-38F:N-38E N-38F N-38E 300 18 2.85 2.71 PS-1:PS-2 PS-1 PS-2 300 36 28.86 4.08 PS-2:PS-3 PS-2 PS-3 102 36 28.86 4.08 PS-3:PS-4 PS-3 PS-4 260 36 28.86 4.08 PS-4:PS-NHC1 PS-4 PS-NHC1 100 12 0 0 PS-4:180THVAULT PS-4 180THVAULT 40 36 28.81 9.57 PS-NHC2:PS-NHC3 PS-NHC2 PS-NHC3 100 66 31.72 4.61 S-41:S-39 S-41 S-39 120 24 8.46 3.94 S-39:S-37 S-39 S-37 145 24 7.96 3.86 S-37:S-35 S-37 S-35 122 24 7.7 3.41 S-35:S-33 S-35 S-33 206 36 15.16 4.49 S-33:S-31 S-33 S-31 147 36 15 4.3 S-31:S-29 S-31 S-29 95 36 15.06 4.09 S-29:S-27A S-29 S-27A 91 36 15.19 3.75 S-27A:S-27 S-27A S-27 20 36 15.31 3.52 S-27:S-27B S-27 S-27B 20 36 15.39 3.51 S-27B:S-25 S-27B S-25 137 36 15.59 3.15 S-25:S-23 S-25 S-23 130 36 23.52 4.35 S-23:S-21 S-23 S-21 96 48 23.69 3.21 S-21:S-19 S-21 S-19 257 48 39.97 4.85 S-19:S-17 S-19 S-17 141 48 39.97 4.61 S-17:S-15 - S-17 S-15 143 48 40.07 4.32 S-15:S-13 S-15 S-13 125 48 40.22 3.87 S-13:S-11 S-13 S-11 196 48 52.98 4.42 S-11:S-9A S-11 S-9A 83 48 53.02 4.22 S-9A:S-9 S-9A S-9 18 48 53.06 4.22 S-9:S-9B S-9 S-9B 18 48 71.45 5.69 S-9B:S-7 S-9B S-7 108 48 71.39 5.68 S-7:S-5 S-7 S-5 143 48 71.31 5.67 S-5:S-4 S-5 S-4 128 48 71.25 5.67 03102-2 1209 TIR Chapter5.doc 5-10 C Technical Information Report Tukwila South Master Stormwater Infrastructure Plan December 2009 Table 5-2 - Link Summary Conduit Length Diameter Maximum Flow Maximum Velocity (link) U/S Node D/S Node (feet) (inches) (cfs) (ft/sec) S-4:S-4A S-4 S-4A 214 48 71.19 5.67 S-4A:S-4B S-4A S-4B 315 48 71.13 5.66 S-4B:S-3 S-48 S-3 134 60 71.07 3.74 S-3:S-2 S-3 S-2 400 60 74.09 4.3 S-2:S-1 S-2 S-1 385 60 73.94 5.13 S-1:S-POND S-1 S-POND 101 60 101.59 5.46 S••POND:S-NHC1 S-POND S-NHC1 42 36 7.68 1.09 S-NHC2:S-NHC3 S-NHC2 S-NHC3 126 36 5.27 3.2 180THPOND:PS-4 180THPON D PS-4 50 12 1.47 2.89 N-Pondout:PS-1 N-Pondout PS-1 99 36 28.86 4.08 03102-2 1209 T1R Chapter5.doc 5-11 Legend Conduits /\/ Closed Conduit Junctions Flow Input Other Outfatls . vim Storage L.1� r^ t o s NHC, S-27A .33 0. N-34 LN-35 36 N.336 3r'A N-388 N-38C • 80THVAULT PS-NHC2 ps NHC3 PSNHC1 180THPOND 133D N-46 N44 N-42 N-42A IN-33E ^— N-33G IN-38D I`138E Tukwila South Project Hydraulic Model Schematic for SWMM Model Scale - 1 inth = 550 feet Ao zfio boa t,000 MEMFeel toad. arrL: WA Stale Plane N 50t datum: NAVD 88 hix2. units: feet northwest hydraulic consonants project no. 21516 October 1, 2009 Figure 5-1 Geotcchnlcal Engineering Design Report Tukwila Fire Station 51 Tukwila, Washington Prepared for Weinstein A+U July 20, 2017 19297-00 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 1 5 2018 PERMIT CENTER HART WSERS[R 11 HARTCROWSER Geotechnical Engineering Design Report Tukwila Fire Station 51 Tukwila, Washington Prepared for Weinstein A+U July 20, 2017 19297-00 Prepared by Hart Crowser, Inc. Erik C. Ellingsen, P Senior Project Geotechnical Engineer ike E. Schmitz, PE Associate Geotechnical Engine 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 Fax 206.328.5581 Tel 206.324.9530 Barry S. Chen, PhD, PE Senior Principal www, hartcrowser. corn !1 Contents PROJECT DESCRIPTION 1 SITE CONDITIONS 1 SOIL AND GROUNDWATER CONDITIONS 2 Soil Conditions 2 Groundwater Conditions 3 GEOLOGY REVIEW 2 GEOTECHNICAL ENGINEERING CONSIDERATIONS AND RECOMMENDATIONS 3 Earthquake Engineering 4 Seismic Setting 4 Seismic Hazards 4 Seismic Design Parameters 4 Building Foundations 5 Allowable Bearing Pressure and Settlement 5 Foundation Resistance to Lateral Loads 6 Size and Embedment of Foundations 6 Pavement Design 8 Control of Groundwater 9 Construction Considerations 9 GEOTECHNICAL RECOMMENDATIONS FOR CONSTRUCTION 9 Foundation Construction 9 Retaining Wall Recommendations 10 Earthwork Recommendations 10 Site Preparation and Grading 10 Structural Fill 11 Use of On -Site Soil as Structural Fill 11 Temporary Cuts 12 Pavement Recommendations 12 RECOMMENDATIONS FOR CONTINUING GEOTECHNICAL SERVICES 13 REFERENCES 14 Y 19297-00 HIARTCROWSER July 20, 2017 ii I Contents TABLES 1 2012 IBC Seismic Design Parameters 5 2 Passive Resistance to Lateral Loads for Spread Foundations 6 3 Recommended Pavement Sections 9 FIGURES 1 Vicinity Map 2 Site and Exploration Plan 3 Active Regional Crustal Fault Zones APPENDIX A Existing Subsurface Explorations APPENDIX B Laboratory Testing Program APPENDIX C Historical Explorations NW 19297-00 Si July 20, 2017 TCRO Geotechnical (Engineering Design Report Tukwila Fire Station 51 Tukwila, Washington This report presents our geotechnical engineering design recommendations for the proposed City of Tukwila Fire Station 51, located west of the Southcenter Parkway and S 180th Street intersection in Tukwila, Washington. Our scope of work included: • Reviewing existing nearby site data and reports; • Completing geotechnical engineering and seismic design analysis; • Providing geotechnical conclusions and recommendations; and • Preparing this report. We completed this work in general accordance with our revised proposal dated March 20, 2017. We received the notice to proceed on June 8, 2017. This report is for the exclusive use of City of Tukwila, Weinstein A+U, and their design consultants for specific application to this project and site. We completed this work in accordance with generally accepted geotechnical engineering practices for the nature and conditions of the work completed in the same or similar localities, at the time the work was performed. We make no other warranty, express or implied. PROJECT DESCRIPTION We understand that the proposed fire station development will consist of constructing a new headquarters with an approximate building area of 16,000 square feet. The structure will be constructed at grade (i.e. will have no below grade levels), and the project will include a concrete apron that will wrap around the building and extend to Southcenter Parkway. The building development plans are still being finalized at this time. We understand that the project's future phases may include an equipment barn and training tower zone which are not part of our current scope; we can review and determine if additional geotechnical recommendations for these aspects of the project are needed as the design progresses. Based on discussions with Swenson Say Faget (SSF, Project Structural Engineer), preliminary structural loading for the headquarters building will consist of bearing pressures on the order of 3,000 pounds per square foot (psf). SITE CONDITIONS Figure 1 shows the location of the site. Figure 2 shows the site extents for the current project along with the historical explorations from the previous phase of the project performed by others. The proposed fire station is located on the lot west of the intersection between Southcenter Parkway and S. 180th Street. Previously, the site straddled the western portion of 178th Street. In 2014, 178th Street was realigned as part of the Tukwila South development and southern extension of Southcenter 1111 Y 19297-00 H4RTCROWSE1R July 20, 2017 2 I Tukwila Fire Station 51 Parkway. This realignment included cutting into the existing hillside west of the site to create the parcel for the proposed project. According to the 2012 GeoEngineers report, the hillside was cut to 2:1 (horizontal:vertical). The boring included as part of the GeoEngineers report was drilled prior to the site regrading. During our site reconnaissance, we observed that a shoring soldier pile and timber lagging element has been installed along the new slope. It is our understanding that the engineering improvements installed as part of this previous work has mitigated any potential slope hazard (if any). The current ground surface at the site is generally flat at around Elevation 30 feet (NAVD 88). SOIL AND GROUNDWATER CONDITIONS Our understanding of the subsurface conditions is based on our review of data from the historical exploration at the site and the borings and laboratory analysis performed by Hart Crowser for this project. Subsurface conditions interpreted from explorations at discrete locations on the site and soil properties inferred from the field and laboratory tests formed the basis of the geotechnical recommendations in this report. The nature and extent of variations between explorations may not become evident until additional explorations are performed or construction begins. If variations are encountered, it may be necessary to reevaluate the recommendations made in this report. Generalized soil and groundwater conditions are provided below. The boring logs by Hart Crowser are provided in Appendix A and the laboratory analysis by Hart Crowser is in Appendix B. Applicable logs of explorations and laboratory results performed by others are provided in Appendix C. GEOLOGY REVIEW The geology of the site is mapped in the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, by Derek B. Booth and Howard H. Waldron (2004). This publication indicates that the site geology consists of ice -contact deposits (Qvi) with coarse -grained nonglacial deposits (Qpfnc) and fine-grained nonglacial deposits (Qpfnf) located in the near site vicinity. The Qvi is described as having a silt -rich matrix with lenses and pods of glacial till. The Qpfnc is described as predominantly gravel and sand and the Qpfnf is described as predominantly silt and clay. Our explorations generally encountered a layer of surficial fill underlain by alternating layers of native silt/clay and native sand. The native deposits encountered were consistent with the descriptions of the Qpfnc and the Qpfnf described in the geologic map. Soil Conditions GeoEngineers Preliminary Geotechnical Assessment (2012) The 2012 preliminary geotechnical assessment was performed prior to the cut of the existing hillside at the site. GeoEngineers explored the site by performing one boring (the approximate location is shown on Figure 2) to a depth of about 85 feet, or about 25 feet below the current ground surface. The report indicates that the subsurface consists of a foot of fill over about 15 feet of Vashon ice contact deposits. These deposits are underlain by very dense silty sand and hard silt that are likely fine- grained pre -Fraser deposits. 19297-00 July 20, 2017 Y iii1R7CROIAISEft Tukwila Fire Station 51 13 Hart Crowser Investigation (2017) On June 29 and 30, 2017, we drilled six borings, designated HC-1 through HC-4, HC-5A, and HC-6A, at the site to depths between 161/2 and 311/2 feet. The borings typically encountered a thin layer of fill over native glacial soils. The boring locations are shown on Figure 2. Based on the results of our review of the historical data and our subsurface investigation, we anticipate that the majority of the proposed building will encounter native glacial deposits predominantly consisting of medium dense to very dense sand and gravel and hard silt. Borings HC-1 and HC-4 encountered a hard clay layer near the surface. Beneath the near surface clay, the sand and silt are generally consistent with glacial till deposits. A medium dense silty sand layer was encountered in borings HC-2 and HC-4 at depths of 131/2 and 15 feet, respectively. These densities are likely not representative of the actual in place soil condition, as the drilling method, water table, and material combined to artificially lower the blowcounts. The density of the glacial deposit at this depth is likely dense to very dense. The glacial deposits will provide a suitable bearing layer for the building foundation. Groundwater Conditions Groundwater was observed at depths ranging frorn 9 to 15 feet below ground surface within the borings during our investigation — corresponding to elevation 21 to 15 feet (NAVD 88). The environmental impact statement for the Tukwila South development includes historical well data that indicates that between September 2003 and March 2005, static groundwater levels ranged from elevation 11 to 16 feet (NGVD 29), which correspond to approximate elevations 14.5 to 19.5 feet (NAVD 88). We recommend a design regional groundwater table of elevation 21 feet (NAVD 88). Based on our observations, we do not expect to encounter significant groundwater shallower than 10 feet below ground surface (bgs). However, we do expect limited perched groundwater and seepage throughout the subsurface, particularly where less silty zones are encountered. Groundwater may fluctuate because of variations in rainfall, temperature, season, and other factors. Subsurface conditions interpreted from explorations at discrete locations on the site and the soil properties inferred from the field and laboratory tests formed the basis of the geotechnical recommendations in this report. The nature and extent of variations between explorations may not become evident until additional explorations are performed or construction begins. If variations are encountered, we may need to reevaluate the recommendations in this report. GEOTECHNICAL ENGINEERING CONSIDERATIONS AND RECOMMENDATIONS Our recommendations are based on our current understanding of the project and the subsurface conditions interpreted from explorations at and near the site by Hart Crowser and others. If the nature or location of the facilities is different than we have assumed, we should be notified so we can review, change, and/or confirm our recommendations. WEI 11,11 H/tRTOOOWSEi 19297-00 July 20, 2017 4 I Tukwila Fire Station 51 Earthquake Engineering Seismic Setting The seismicity of western Washington is dominated by the Cascadia Subduction Zone, where the offshore Juan de Fuca plate subducts beneath the continental North American plate. Three main types of earthquakes are typically associated with subduction zone environments: crustal, intraplate, and interplate earthquakes. Seismic records in the Puget Sound area clearly indicate a distinct shallow zone of crustal seismicity, the Seattle Fault, which may have surficial expressions and can extend to depths of 25 to 30 km. Figure 3 shows the position of the Puget Sound crustal faults in relation to the project site. A deeper zone is associated with the subducting Juan de Fuca plate and produces intraplate earthquakes at depths of 40 to 70 km beneath the Puget Sound region (e.g., the 1949,1965, and 2001 earthquakes) and interplate earthquakes at shallow depths near the Washington coast (e.g., the 1700 earthquake with an approximate magnitude of 9.0). Seismic Hazards There are no mapped faults beneath the site; therefore, the potential for surface rupture at the site is low. Considering the site's soil and groundwater conditions, the potential for soil liquefaction and liquefaction -induced hazards is also low. As previously mentioned, it is our understanding that any potential slope hazard has been mitigated by the work performed previously and is not considered in our study. Seismic Design Parameters The basis of seismic design for the 2015 International Building Code (IBC) is the risk -targeted maximum conslidered earthquake (MCER) which is used to determine spectral response accelerations. The peak ground acceleration (PGA) is determined using the maximum considered earthquake geometric mean (MCEG). The MCER ground motion response accelerations are defined for the most severe earthquake considered by IBC 2015, determined for the orientation that results in the largest maximum response to horizontal ground motions, and adjusted for the targeted risk. The geometric mean PGA corresponding to MCER is defined for the most severe earthquake without adjustment for the targeted risk. The most severe earthquake considered by the IBC has a 2 percent probability of exceedance in 50 years, corresponding to a 2,475-year return period. The mapped response spectra are based on Site Class B (rock) conditions. Seismic parameters are adjusted based on the actual site conditions, generalized as the soil site class. IBC 2015 defines the design spectral acceleration parameters at short periods (SsD), and at the one -second period (Sio) as two-thirds of the corresponding site -class -adjusted MCER parameters (SMs and SM1). Similarly, ASCE 7-10 requires MCEG peak ground acceleration adjusted for site effects (PGAM) to be used for evaluation of liquefaction, lateral spreading, seismic settlements, and other soil -related issues. 19297-00 Y July 20,2017 I&RTOO R Tukwila Fire Station 51 15 The seismic design parameters for this site were obtained from the USGS US Seismic Design Maps web application (http://earthquake.usgs.gov/designmaps/us/application.php) accessed on July 12, 2017. The resulting seismic design parameters are shown in Table 1. Inputs used to generate the seismic design parameters are as follows: • Latitude:47.4f169 • Longitude: -122.262369 • Soil Site Class: C • Risk category: IV Table 1 — 2015 IBC Seismic Design Parameters Seismic Response Parameter Mapped Parameters for Site Class B Parameters Adjusted for Site Class C Seismic Design Parameters Peak ground acceleration for soil -related hazards PGA = 0.590 g PGAM = 0.590 g PGAM = 0.590 g Spectral response acceleration at short periods Ss = 1.436 g SMs = 1.436 g Sos = 0.958 g Spectral response acceleration at 1-second period Si = 0.536 g SM1 = 0.697 g Sol = 0.464 g Building Foundations Based on the results of our subsurface exploration, we expect that the proposed building subgrade will be within the undisturbed, dense to very dense native soils. The building foundation may be designed as a shallow foundation, consisting of spread footings, a mat foundation, or a combination of the two. Our recommendations for the design and construction of shallow foundations are provided below. Allowable Bearing Pressure and Settlement Allowable bearing pressures generally increase with increased footing width. For spread footings bearing in undisturbed dense to very dense native soils, we recommend a maximum allowable bearing pressure of up to 9 kips per square foot (ksf). This allowable bearing pressure is a net value and includes a factor of safety of 3.0 for dead plus live loading. Allowable bearing pressures may be increased by up to one-third for wind or seismic loads. Based on the subsurface information, we expect that building foundations will bear on the undisturbed dense to very dense native soils. Local areas of medium dense native soils may be encountered that rnay require overexcavation to allow placing the high bearing pressure foundations on dense to very dense soils. We expect the maximum depth of overexcavation to be less than 2 feet in most areas. Lean concrete should be used as backfill materials where the design allow bearing pressure exceeds 8 ksf. Footings should be founded outside of an imaginary 1H:1V plane projected upward from the bottom edge of adjacent footings or utility trenches. WW 19297-00 H/, (hO ER July 20, 2017 6 I Tukwila Fire Station 51 We expect the native load -bearing soil to generally behave elastically, with settlement occurring as the building loads are applied or shortly thereafter. We expect that settlement of individual footings will be less than 1/2 inch. Differential settlement is expected to up to % inch over a 50-foot length or between isolated footings. Settlement of foundations will vary as a function of the size and stiffness of the foundation and the elevation of the subgrade. We recommend placing a 2- to 4-inch-thick layer of lean concrete at the bottom of foundation excavations to protect the subgrade during wet weather construction. The lean concrete should be placed immediately after excavation. Foundation Resistance to Lateral Loads Shallow foundation resistance to lateral loads is from passive soil resistance against the side(s) of the footing and/or frictional resistance along the base of the footing. For passive resistance to lateral Toads, we recommend applying passive equivalent fluid pressure and sliding resistance using the values in Table 2. The equivalent fluid pressure should be applied using triangular pressure distribution, ignoring the passive resistance 2 feet below the adjacent ground surface. A factor of safety of 1.5 has been applied to these values and assumes that the footing concrete is poured directly against native, undisturbed soil. Table 2 — Passive Resistance to Lateral Loads for Spread Foundations Soil Type Allowable Passive Equivalent Fluid Density Allowable Coefficient of Friction Undisturbed, dense, native soils 365 pcf above water 190 pcf below water 0.32 Structural fill 300 pcf above water 150 pcf below water 0.30 *Foundation concrete must be placed directly against undisturbed native soils. Size and Embedment of Foundations We recommend embedding exterior footings a minimum of 18 inches below the lowest adjacent grade. Interior footings should be embedded a minimum of 12 inches below the top of the slab. Continuous wall footings and individual column footings should have minimum widths of 24 inches. Design of Floor Slabs We recommend placing the slab -on -grade floor on native dense to very dense glacial soils. The floor subgrade should be recompacted or proof rolled to firm and non -yielding conditions. Alternatively, the site soils could be overexcavated and replaced with a minimum of 12-inch-thick compacted structural fill. Where weak soil or expansive clay is observed at the floor slab subgrade level, the weak soil or expansive clay should be overexcavated and removed to expose competent, non -expansive soil. 19297-00 July 20, 2017 ww ILI /1/.IRTatOWS€R Tukwilla Fire Station 51 17 Based on an assumed floor load of 250 psf, we estimate this alternative would result in floor settlements on the order of less than Y2 inch. Maximum differential settlements are typically estimated to be one-half of the total settlements. The floor slabs should be underlain directly by a drainage layer at least 6 inches thick. This layer should consist of clean, well -graded, coarse sand and gravel with a fines content (soil finer than the No. 200 sieve based on the minus %-inch fraction of the material) of less than 3 percent by weight. This layer serves as a capillary break and drainage layer. We make the following recommendations: • Compact the drainage layer to the criteria of structural fill as discussed in the Structural Fill section. • A modulus of subgrade reaction of 150 pci is appropriate for design of floor slabs on the structural fill. • Sliding friction between the slab and subgrade may be determined using an allowable coefficient of friction of 0.30. Any soil that is to be considered as capillary break or drainage material should be submitted to Hart Crowser for gradation analysis. Note that if the bottom of the excavation is soft, wet, and disturbed, the contractor should be prepared to place a temporary working surface. This surface cannot count as part of the 6-inch drainage layer. Retaining Walls A retaining wall may be required as part of the project, and would likely consist of concrete cast -in - place (CIP) walls. Retaining walls may be designed as either yielding walls or non -yielding walls; we define a yielding wall as one where the top moves away from the retained soil, when loaded, at least 0.1 percent of its height. CIP concrete walls shoulcl be designed to resist wall backfill earth pressures as described in the recommendations section below. Recommendations for design are presented below; retaining wall drainage, earthwork, and general retaining wall construction recommendations are presented later on in the report. • For a yielding wall (active horizontal soil pressure coefficient) with level backfill, the equivalent fluid density of the soil is 35 pounds per cubic foot (pcf). • For a non -yielding wall (at rest horizontal soil pressure coefficient) with level backfill, the equivalent fluid weight is 55 pcf. • For a typical wall footing poured against native dense to very dense soils, we recommend estimating allowable passive pressure with a triangular pressure distribution with an equivalent fluid density of 365 pcf (above groundwater table). This value includes a factor of safety of 1.5. IN IL I H1 RTC ROWSEiR 19297-00 July 20, 2017 8 I Tukwila Fire Station 51 • For resistance to lateral Toads, we recommend that a coefficient of friction to resist sliding equal to 0.32 can be used for wall footings poured neatly on structural fill or the dense to very dense native soils. These values include a factor of safety of 1.5. • To account for short-term increases in lateral load on subgrade walls, the structural engineer may choose to apply an additional equivalent fluid pressure of 7H for a yielding wall or 14H for a non - yielding wall. Pavement Design We understand the that garage floor slabs will be designed as pavement structures. The project will also include a concrete apron as well as asphalt pavement for parking areas. Flexible Pavement We have assumed that the traffic conditions for the car parking area will be similar to WSDOT requirements for flexible pavement for car parking areas (WSDOT 2015). Accordingly, we recommend a minimum pavement section of 4 inches of asphalt over 6 inches of CSBC for the car parking areas. Rigid Pavement The concrete apron will receive regular fire truck loading. Within the headquarters footprint, there will be garage space where fire trucks will be parked. We have assumed that the design vehicle loading will be equivalent to AASHTO HS-20 loading (i.e. a hypothetical vehicle with one 8,000-pound axle and two 32,000-pound axles, i.e. an equivalent single axle loading (ESAL) of 32,000 pounds). For design, we have followed the guidelines presented in ACI 330-08 Guide for the Design and Construction of Concrete Parking Lots (2008). Design input parameters for a twenty-year design life as required in 2008 ACI 330-08 are summarized as follows: • Traffic Category. Traffic category D with average daily truck traffic of 700 (truck parking areas, multiple units, entrance and exterior lanes); Traffic category C with average daily truck traffic of 100 (for garage parking areas) U Subbase thickness. 6 inches for CSBC • Modulus of Subgrade Reaction (k). 230 psi for CSBC o Modulus of Rupture. 505 psi (assumes concrete compressive strength of 4,000 psi) Based on ACI 330R-08 and WSDOT (2015), the following pavement recommendations in Table 3 are made for the design of new rigid pavements and flexible pavements, respectively. 19297-00 July 20, 2017 Ira HA TCiROWSFR Tukwilla Fire Station 51 19 Table 3 — Recommended Pavement Sections Pavement Type Pavement Function Traffic Load Recommendation Flexible Car Parking Lightly Loaded 4 inches of Asphalt over 6 inches of CSBC Rigid Garage Truck Parking Heavily Loaded 6 inches of Portland cement concrete (PCC) over 6 inches of CSBC Rigid Driveways Heavily loaded 7 inches of PCC over 6 inches of CSBC We can provide revised recommendations for the pavement section if more specific traffic load data is provided to us. Control of Groundwater The regional groundwater table is below the planned finished floor level; however, limited amounts of perched groundwater may be encountered and should be considered in the permanent drainage design. Rainfall, surface water, and groundwater from adjacent utility trenches can also increase short- term water discharge rates. We recommend a permanent drainage system be installed to collect and remove water and prevent any build-up of water pressures. We anticipate a perimeter drain would suffice and would consist of at least 6 inches of clean sandy gravel with a perforated drainage pipe bedded in the gravel, placed along the perimeter of the site. A layer of polyethylene sheeting (visqueen) should be provided to protect the drainage layer from concrete as the floor slab is poured. The site should be designed with positive drainage such that surface water will not pond near the structures. Roof drains should not be connected to the subgrade drainage system and should be sloped and tightlined to a suitable outlet away from the proposed buildings. The pavement areas should be designed with positive drainage such that surface water will not pond and will drain to a suitable outlet. Construction Considerations Limited amounts of perched groundwater may be encountered during excavation of foundations and utility trenches. The contractor should be prepared to provide temporary dewatering measures such as ditches and sumps to control potential groundwater inflow. GEOTECHNICAL RECOMMENDATIONS FOR CONSTRUCTION Foundation Construction Hart Crowser must observe exposed footing/mat subgrades before steel reinforcement placement to confirm design assumptions about subsurface conditions and subgrade preparation. The exposed subgrade should be carefully prepared and protected before concrete placement. Considering the high allowable bearing pressures, any loosening of the materials during construction could result in more settlement. It is important that foundation excavations be cleaned of loose or mT rur HARTOWWSER 19297-00 July 20, 2017 10 I Tukwila Fire Station 51 disturbed soil before placing any concrete and that there is no standing water in any foundation excavation. These conditions should be observed by our representative. The foundation settlement estimated herein assumes that careful preparation and protection of the exposed subgrade will occur before concrete placement. Before placing concrete for footings, subgrade soil should be in a very dense, non -yielding condition. Any disturbed soil should be removed. We recommend placing a 2- to 4-inch-thick lean or structural concrete slab to protect subgrade soils from being softened by water or construction activities after it is exposed. Concrete may only be placed over very dense, non -yielding soil after the subgrade has been checked by Hart Crowser. Lean concrete shall contain between 145 and 200 pounds of cement per cubic yard and have a maximum water -to -cement ratio of 2. Retaining Wall Recommendations • Backfill with a minimum thickness of 18 inches of free -draining sand or sand against backfilled walls to prevent build-up of hydrostatic pressures. We recommend that the wall backfill material conform to Section 9-03.12(4) of the current WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. • Install drains behind any backfilled subgrade walls. The drains, with cleanouts, should consist of minimum 4-inch-diameter perforated pipe that is placed on a bed of, and surrounded by, at least 6 inches of free -draining sand or sand and gravel. The drains should be sloped to carry the water to a sump or other suitable discharge. ■ The backfill should be continuous and envelop the drainage behind the wall. • The drainage fill surrounding the pipe should be compatible with the size of the holes in the perforated drain pipe. Earthwork Recommendations Site Preparation and Grading Site preparation will involve demolishing existing buildings and foundations, removing pavement (including any remnants of the former 178th Street), surface vegetation and landscaping, and removing other obstructions that may interfere with new construction. All visible organic material (sod, humus, roots, and/or other plant material), debris, and other unsuitable material should be removed from subgrade areas. We recommend conducting all site grading and paving, as well as any utility trenching, during relatively dry weather. It may be necessary to relocate or abandon some utilities. Excavation of these utility lines will probably occur through fill. Abandoned underground utilities should be removed or completely grouted. The ends of remaining abandoned utility lines should be sealed to prevent soil or water from entering the 19297-00 July 20, 2017 ow Y H/.IRTC ROIVUSCR Tukwila Fire Station 51 111 pipe. Soft or loose backfill should be removed, and excavations should be backfilled with structural fill. Coordination with the utility owners is generally required to address existing utilities. Structural Fill Backfill placed within the building area or below paved areas should be considered structural fill. We make the following recommendations for structural fill: • For imported soil to be used as structural fill, use a clean, well -graded sand or sand and gravel with less than 5 percent by weight passing the No. 200 mesh sieve (based on the minus 3/4-inch fraction). Compaction of soil containing more than about 5 percent fines may be difficult if the material is wet or becomes wet during rainy weather. (Note that we do not think the excavated soils from the site will be suitable for reuse as structural fill.) • Place and compact all structural fill in lifts with a loose thickness no greater than 10 inches. For hand -operated "jumping jack" compactors, loose lifts should not exceed 6 inches. For small vibrating plate/sled compactors, loose lifts should not exceed 3 inches. • Compact all structural fill to at least 95 percent of the modified Proctor maximum dry density (as determined by ASTM D 1557 test procedure). • Control the moisture content of the fill to within 2 percent of the optimum moisture. Optimum moisture is the moisture content corresponding to the maximum Proctor dry density. • In wet subgradle areas, clean material with a gravel content of at least 30 to 35 percent may be necessary. Gravel is material coarser than a US No. 4 sieve. • Before filling begins, provide samples of the structural and drainage fill for laboratory testing. Laboratory testing will include a Proctor test and gradation for structural fill and a gradation for drainage fill. Field testing with a nuclear density gauge uses the maximum dry density determined from a Proctor test so it is important to complete the laboratory testing as soon as possible to not delay backfilling. Use of On -Site Soil as Structural Fill The undisturbed native soil and fill soils have high fines content (soil fraction passing the #200 sieve, such as silt and clay) and are highly moisture sensitive. The majority of the near -surface soils appear to contain more than 5 percent fines and, therefore, will be moisture -sensitive during periods of wet weather and could be difficult to compact in wet weather conditions. The moisture content of the near -surface soils are moist, indicating that moisture conditioning (i.e., drying) may be necessary to achieve adequate compaction. Because of the variable nature of the on -site soils, and the variables involved with weather conditions, we recommend that the on -site soils not be used as structural fill. Nonetheless, the native on -site soils can be used for non-structural purposes such as preload fill or in landscaped areas. Y 19297-00 HARTO OwSE1R July 20, 2017 12 I Tukwila Fire Station 51 Temporary Cuts Because of the variables involved, actual slope grades required for stability in temporary cut areas can only he estimated before construction. We recommend that stability of the temporary slopes used for construction be the sole responsibility of the contractor, since the contractor is in control of the construction operation and is continuously at the site to observe the nature and condition of the subsurface. Excavations should be made in accordance with all local, state, and federal safety requirements. For planning purposes, the soils across the site are likely OSHA Soil Classification Type B; however, the soil classification must be reevaluated at the time of construction. The stability and safety of open trenches and cut slopes depend on a number of factors, including: • Type and density of the soil; • Presence and amount of any seepage; • Depth of cut; • Proximity of the cut to any surcharge Toads near the top of the cut, such as stockpiled material, traffic loads, structures, etc.; • Duration of the open excavation; and • Care and methods used by the contractor. Based on these factors, we recommend: • Using plastic sheeting to protect slopes from erosion; and • Limiting the duration of open excavations as much as possible. Pavement Recommendations We recommend that pavement sections be constructed over a subgrade surface consisting of at least 6 inches of compacted structural fill. Alternatively, it has been our experience that proof rolling of native ground or with overexcavation of near -surface soft soils prior to pavement construction works well. Vegetation should be cleared from the site, and any topsoil containing organic material should be overexcavated and replaced with well -compacted structural fill. This would reduce the potential for long-term settlement and pavement distress associated with the settlement. 19297-00 Y July 20, 2017 H/IRT O1NSER Tukwila Fire Station 51 113 RECOMMENDATIONS FOR CONTINUING GEOTECHNICAL SERVICES Before construction begins, we recommend that Hart Crowser continue to meet with the design team as needed to address geotechnical questions that may arise throughout the remainder of the design and permitting process. We also recommend that we review the project plans and specifications to confirm that the geotechnical engineering recommendations have been properly interpreted. During construction, we recommend retaining Hart Crowser to perform the following tasks: • Review contractor submittals, • Observe foundation installations, • Observe foundation and wall drainage installation, • Provide other observations as required by the City of Tukwila, • Attend meetings as needed, and • Provide geotec:hnical engineering support as needed during construction. Ey Al 19297-00 HARTCROMISEI1 July 20, 2017 14 I Tukwila Fire Station 51 REFERENCES American Concrete Institute 2008. ACI 330R-08 Guide for the Design and Construction of Concrete Parking Lots. AASTHO (2014). LRFD Bridge Design Specifications, Seventh Edition, Volume II. AASTHO. City of Tukwila. (2005). Tukwila South Project Final EIS, Final Environmental Impact Statement. July. GeoEngineers (2012). Geotechnical Siting Evaluation, Proposed Fire Station Site, Tukwila Washington for Segale Properties. December 17. IBC 2012. International Building Code. International Code Council. WSDOT 2015. WSDOT Pavement Policy, Washington State Department of Transportation, Construction Division, June 2015. \\seafs\Projects\Notebooks\1929700_Tukwila Fire Stations\Deliverables\Reports\Tukwila FS51 Report\Tukwila FS51 Draft Report_for BC review.docx 19297-00 July 20, 2017 gain. M/I ITCROWwER FIGURES 17 1 AM! t? ss, 7 RE c ath: L:\Notebooks\192970 152nd Si pnl to Q S 192nd St SeattleY Tukwila WASHINGTOIV 5 '1t St S 158th St S14 rt°'�1a1 ?r€m: 5 160th St S 1641h St S 166th St S 168th St :n lt Q E S 172nd St o S 173r▪ d St S 175th St S 176th St S 188th St S 182nd St Q 'c tl fer S 176th St Seata > S Q '.1 56tT Ave 5 Southcente rr, <r 134„ Shander Blvd T;lks, i RWid w is Minkier Blvd , S 180th St co • Project Location to Q S 194th St4-0 L0 >� 4 r I S 196th St Sources: Esri, HERE, DeLorrne:?,l'JSGS, Intermap, INCREMENT,P, NRCan, Esri Japan tMETI, Esri China (Hong Kong), Esri Korea, ElPhailand), Mapmylndia, NGCC, ©;;,DpenStreetMap`contributors, and the GIS IO t� N 5 v C 181 y co > L Q > L Q C L t� O 0 1,000 2,000 4,000 Feet Powell Ave SW seyW" sti SW'16th SW 27t S SI Tukwila Firestation 51 Tukwila, Washington Vicinity Map 19297-00 7/17 Y Figure u 0 HARTCROWSER 1 Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, Ae-oGFID, IGN, and the GIS User Community Legend • Boring (Hart Crowser 2017) ® Historical Boring (GeoEngineers 2012) Tukwila Firestation 51 Tukwila, Washington Site Plan 19297-00 7/17 Figu-e Vl Cr c c_ U C N E Z 0 N ai -o E N LL to (73 0 N m O 03 N LL 03 J 0 0 0 0 O 0 .0 d 0 z J a 0) d E U O 0 le Bainbridge Island Seattle Bellevue' Seattle Fault•Zone ,00 Project Site • Service Layer Credits: Content may not reflect National Geographic's current map policy. Sources: National Geographic, Esri, DeLorme, HERE, UNEP-WCMC, 0 Splays of Seattle Fault Zone 0.75 1.5 3 Miles i Beaux Art: village Renton Tukwila Firestation 51 Tukwila, Washington Site Proximity to Seattle Fault 19297-00 7/17 ins M11 ,YY• l Figure 3 Appendix A r APPENDIX A Field Exploration Methods and Analysis HARTC:ROWSTR 19297-00 July 20, 2017 T^_ wC W a a APPENDIX A Field Explloration Methods and Analysis This appendix documents the processes Hart Crowser used to determine the nature of the soils at the project site, and contains the following sections: • Explorations and Their Locations, • Auger Borings, and • Standard Penetration Test Procedures. Explorations and Their Locations The exploration Togs in this appendix show our interpretation of the drilling, sampling, and testing data. These logs indicate the approximate depth where the soils change. The soil changes may be gradual and may vary in depth across the site. In the field, we classified the soil samples according to the methods shown on Figure A-1, Key to Exploration Logs; the legend explains the symbols and abbreviations used on the logs. Figure 2 in the main text shows the explorations, located with a measuring tape from existing physical features. Elevations are referenced to the North American Vertical Datum of 1988 (NAVD88) and were estimated from existing plans provided by Weinstein A+U. Auger Borings Borings were drilled with a 4.25-inch-inside-diameter hollow -stem auger using a truck -mounted drill rig subcontracted by Hart Crowser. A Hart Crowser geologist continuously observed the drilling. A detailed field log was prepared for the boring. Using the standard penetration test (SPT), we obtained samples at intervals of no more than 5 feet. Standard Penetration Test Procedures The SPT (as described in ASTM D 1586) is an approximate measure of soil density and consistency. To be useful, the results must be interpreted in conjunction with other tests. The SPT was used to obtain disturbed soil samples. This test employs a standard 2-inch-outside-diameter split -spoon sampler. A 140-pound autohammer free - falling 30 inches drives the sampler into the soil for 18 inches. The number of blows required to drive the sampler the last 12 inches is the standard penetration resistance. This resistance, or blow count, measures the relative density of granular soils and the consistency of cohesive soils. The blow counts are plotted on the boring logs at their respective sample depths. Ns 1i HARTO WSB? 19297-00 July 20, 2017 2 I Tukwila Fire Station 51 Soil samples were recovered from the split -spoon sampler, field classified, placed into watertight jars, and taken to Hart Crowser's laboratory for further testing. In the Event of Hard Driving Occasionally, very dense materials preclude driving the total 18-inch sample. When this happens, the penetration resistance is entered on logs as follows: Penetration Tess than 6 inches. The log indicates the total number of blows over the number of inches of penetration. Penetration greater than 6 inches. The blow count noted on the log is the sum of the total number of blows completed after the first 6 inches of penetration. Thissum is expressed over the number of inches driven that exceed the first 6 inches. The number of blows needed to drive the first 6 inches is not reported. For example, a blow count series of 12 blows for 6 inches, 30 blows for 6 inches, and 50 (the maximum number of blows counted within a 6-inch increment for SPT) for 3 inches would be recorded as 80/9. 19297-00 July 20, 2017 NW MN 0 J 0 m PERM_GINT FIL IONS\FIELD D N w CC a \1929700 TUKWI 0 w 7 13:34 - L:\N Y.GLB - 7/7 \GINT\PORTLAND LIB z F L 0 >- z O J_ O 0 0 0 J x 0 Sample Description Classification of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless presented herein. ASTM D 2488 visual -manual identification methods were used as a guide. Major divisions are not necessarily an indicator of soil behavior, which is a function of fines content activity and loading rate. Relative Density/Consistency Soil density/consistency in borings is related primarily to the standard penetration resistance (N). Soil density/consistency in test pits and probes is estimated based on visual observation and is presented parenthetically on the logs. SAND or GRAVEL N Relative Density (Blows/Foot) Very loose 0 to 4 Loose 4 to10 Medium dense 10 to 30 Dense 30 to 50 Very dense >50 SILT or CLAY N Consistency (Blows/Foot) Very soft 0 to 2 Soft 2 to 4 Medium stiff 4 to 8 Stiff 8 to 15 Very stiff 15 to 30 Hard >30 Moisture Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, usually soil is below water table Soil Classification Chart Major Divisions Symbols Typical Graph USCS Descriptions Clean Gravels ►w •,• GW Well -Graded Gravel; Well -Graded Gravel with Sand (<5% fines) 0 V o�Q, ° GP Poorly Graded Gravel; Poorly Gracled Gravel with Sand Gravel and ' �l y • r GW-GM Well -Graded Gravel with Silt; Well -Graded Gravel with Silt and Sand Gravelly Soils Gravels • r GW-GC Well -Graded Gravel with Clay; Well -Graded Gravel with Clay and Sand More than 50% f Coarse FRetained (10% fines) 0 o 1r? '10 GP -GM Poorly Graded Gravel with Silt; Poorly Graded Gravel with Silt and Sand on No. 4 Sieve 0 6 o !'� 1;t/ A GP -GC Poorly Graded Gravel with Clay; Poorly Graded Gavel with Clay and Sand Coarse Gravels with 'GMSilty k Silty Gravel; Gravel with Sand Grained Soils Fines (>12% fines) �4 A. GC Clayey Gravel; Clayey Gravel with Sand More than 50% of Material Retained on Sands with0•' :.•. i ;..' .4 SW Well -Graded Sand; Well -Graded Sand with Gravel No. 200 Sieve few Fines (e5%fines) .: SP Poorly Graded Sand; Poorly Graded Sand with Gravel Sand and •• �'• • • SW-SM Well-Gracled Sand with Silt Well -Graded Sand with Silt and Gravel Sandy Soils Sands :. j;. ' f.; 4, SW -SC Well -Graded Sand with Clay; Well -Graded Sand with Clay and Gravel More than 50% of Coarse Fraction (10% fines) • SP-SM Poorly Graded Sand with Silt; Poorly Graded Sand with Silt and Gravel Passing No. 4 Sieve • .: j �t% SP-SC Poorly Graded Sand with Clay; Poorly Graded Sand with Clay and Gravel Sands with ; • i ,' • .', SM Si:ty Sand; Silty Sand with Gravel Fines (> 12% fines)/ ��* sc Clayey Sand; Clayey Sand with Gravel Silts ML Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt Fine Grained Soils . J',,4.4 ■ '' MH Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt More than 50% of Material CL Leane Clay; Lean Clayrwith Sand lor Gravel; Sandy or Gravelly Lean Clay a PassingNo. Sieve Clays CH Fat Clay; Fat Clay with Sand or Gravel; Sandy or Gravelly Fat Clay Organics — — = OL/OH Organic Soil; Organic Soil with Sand or Gravel; Sandy or Gravelly Organic Soil Highly Organic -- PT Peat - Decomposing Vegetation - Fibrous to Arnorphous Texture Minor Constituents Trace Few Little Some Estimated Percentage <5 5 - 10 15 - 25 30 - 45 Soil Test Symbols %F Percent Passing No. 200 Sieve AL Atterberg Limits i Water Content in Percent Liquid Limit Natural Plastic Limit CA Chemical Analysis CAUC Consolidated Anisotropic Undrained Compression CAUE Consolidated Anisotropic Undrained Extension CBR California Bearing Ratio CIDC Consolidated Drained Isotropic Triaxial Compression CIUC Consolidated Isotropic Undrained Compression CKODC Consolidated Drained k0 Triaxial Compression CKODSS Consolidated k0 Undrained Direct Simple Shear CKOUC Consolidated k0 Undrained Compression CKOUE Consolidated k0 Undrained Extension CRSCN Constant Rate of Strain Consolidation DSS Direct Simple Shear DT In Situ Density GS Grain Size Classification HYD Hydrometer ILCN Incremental Load Consolidation KOCN k0 Consolidation kc Constant Head Permeability kt Falling Head Permeability MD Moisture Density Relationship OC Organic Content OT Tests by Others P Pressuremeter PID Photoionization Detector Reading PP Pocket Penetrometer SG Specific Gravity TRS Torsional Ring Shear TV Torvane UC Unconfined Compression UUC Unconsolidated Undrained Triaxial Compression VS Vane Shear WC Water Content Groundwater Indicators Groundwater Level on Date or At Time of Drilling (ATD) Groundwater Seepage (Test Pits) Sample Symbols ® 1.5" I.D. Split Spoon 0 Core Run Grab 3.0" I.D. Split Spoon Modified Califomia Sampler mSonic Core ® Cuttings m Thin -walled Sampler Well Symbolls Monument Surface Seal Bentonite Seal Well Casing Sand Pack Well Tip or Slotted Screen Slough u HARPCROWSER Project: Tukwila Fire Station Location: Tukwila, WA Project No.: 19297-00 Key to Exploration Logs Figure A-1 Sheet 1 of 1 Date Started: 6/29/17 Date Completed: 6/29/17 Drilling Contractor/Crew: Holt Services, Inc. Logged by: C. Lindgren/M. Pagel Location: See Figure 2. Checked by: E. Ellingsen Drilling Method: Hollow Stem Auger Rig Model/Type: CME-85 Ground Surface Elevation: 30 feet Hammer Type: Auto -hammer Horizontal Datum: Vertical Datum: NAVID 88 Comments: Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Hammer Efficiency (%): Measured: NA Estimated: 80% Auger Diameter: 4.25 inches Casing Diameter: NA Total Depth: 16.5 feet Depth to Ground Water: 13 feet - c 0 iu w a. 0 J 0 m N w J LL 1- z 0, ca ✓ J 11 0 0 co cc co - FP -CD w 0 0 n 0) N 0 0 w 0 zz _ - 10 COt.) ri CC n J q r CC COU CC 2 CC CC COJ z 3 CC C0 C a LL z 0 0 z CC ❑ 0 cc z u 0 0 o Depth (feet) Sample Data Blow Count a. 0, m U 0, J Number Tests 0 J L cs 0 Material Description Water Level PL WC LL 1 • 1 X Percent Fines ♦ SPT N Value 10 20 30 40 Q) a 0 N 5— o ▪ 10- 15- 20 — -Li) 25- -0 30- -9 35 — 22 15 11 52 6 24 50 10 35 47 40 50 R iz 0) W c 0 18 AL, GS, WC 18 AL, GS, WC 18 18 18 S-3 SS-4 AL S-5 Brown, SILTY SAND (SM), fine- to medium -grained. (FILL) 4: l{ Hard, moist, gray, FAT CLAY (CH), with trace organics. (TILL) Very dense, moist, SILTY SAND (SM), fine-grained, trace silt, clay, with beds of silt and trace iron oxidization. (TILL) Hard, dry to moist, gray, SILT (ML), with trace fine-grained sand, trace clay. (TILL) Hard, wet, gray, SANDY SILT (ML), with trace clay, trace organics. (TILL) 14 5/29/2017 • 94 48- 5 82 74 416. 10 82 Bottom of Borehole at 16.5 feet. 90 15 — 20 — 25 — 30 — 35 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. HARTCROWSER Project: Tukwila Fire Station Location: Tukwila, WA Project No.: 19297-00 Boring Log HC-1 Figure A-2 Sheet 1 of 1 Date Started: 6/29/17 Date Completed: 6/29/17 Drilling Contractor/Crew: Holt Services, Inc. Logged by: C. Lindgren/M. Pagel Checked by: E. Ellingsen Drilling Method: Hollow Stem Auger Location: See Figure 2. Rig Model/Type: CME-85 Ground Surface Elevation: 3(1 feet Hammer Type: Auto -hammer Horizontal Datum: Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Hammer Efficiency (%): Measured: NA Estimated: 80% Comments: Auger Diameter: 4.25 inches Casing Diameter: NA Total Depth: 31.5 feet Depth to Ground Water: 9.18 feet 1 1 1 I 1 1 1 1 I 1 I I 1 1 I T 1 I I 1 I 1 I I I 1 1 I 1 1 1 1 -5 0 5 10 15 20 25 Elevation (feet) cWr1 0 cNil 0 cn o cn 0 Depth (feet) I Sample Data o coTests z ' l s L Number 82 ° 0cr Material Description �, we • X Percent Fines ♦ SPT N Value 10 20 30 40 n p 9 m 18 Brown, SILTY SAND (SM), fine- to medium -grained. (FILL) 0- 25 X Ll S-1 I I I Dense, moist, gray, POORLY GRADED SAND WITH SILT (SP-SM). (Ice ,- `Contact Deposit) _ / I,Hard, moist, gray, SANDY SILT (ML), fine-grained sand. (TILL) /_ k 48- - 11 5o 6 48 = gGS, X ki 18 WC 18 S-3 Hard, moist, gray, SANDY SILT WITH GRAVEL (ML), fine-grained sand. (TILL) J- Hard, moist, gray, SILT (ML), with trace fine-grained sand, trace clay. (TILL) N m CV 5 16t7 7 37 s X 18 S-4 Ali. 10 59 Hard, wet, gray, SANDY SILT (SM), fine-grained. (TILL) 8 18 X O [Xj 19 S5 GS, WC L_ Hard, moist, gray, SANDY SILT (ML). (TILL) . ... 26 5115 12 29 50 ^ 18 s-s Becomes gray and olive, with fine- to medium -grained sand. 20 16 27X 50 ^ 18 S-7 25 Very dense, moist, gray, SILT( SAND (SM), fine-grained, with intermittent silt lenses. 24 38 �] - 'J(\ 1832 S e 30 A Bottom of Borehole at 31.5 feet. 70 — 35 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, it indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. EV Project: Tukwila Fire StationAM Location: Tukwila, WA Project No.: 19297-00 Boring Log HC-2 Figure A-3 Sheet 1 of 1 IHARTCROWSCR Date Started: 6/29/17 Date Completed: 6/29/17 Drilling Contractor/Crew: Holt Services, Inc. Logged by: C. Lindgren/M. Pagel Checked by: E. Ellinqsen Location: See Figure 2. Ground Surface Elevation: 30 feet Horizontal Datum: Vertical Datum: NAVD 88 Comments: Drilling Method: Hollow Stem Auger Rig Model/Type: CME-85 Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Efficiency (%): Measured: Auger Diameter: 4.25 inches Total Depth: 16.5 feet Hammer Drop Height (inches): NA Estimated: 80% Casing Diameter: NA 30 Depth to Ground Water: 11.8 feet d 0 N L a�i a w 0 0 a m 0 Sample Data U m >,0 t J Number Tests 0 Material Description -J WC • X Percent Fines ♦ SPT N Value 10 20 30 40 0 0 -N 5- 0 z i 0 w 10— a. 0 J 0 z 0 cc 1- r 0 0 m 0 0 w z_ J co 0) n RY.GLB - 7 cc U 2 cc cc -u' 35— m 'r' 15- -.2 20 — 0 25 — 0 30 — 0 z 1- 0 z z_ 0 0 z F 0 0 0 z a 0m 0 12 20 17 30 34 15 30 50 11 54 22 53 c XL 18 18 18 18 18 S-1 S-2 GS, WC GS, WC S-4 S-5 Brown, SILTY SAND (SM), fine- to medium -grained. (FILL) Hard, moist, gray, SILT (ML), with trace fine-grained sand. (TILL) Very dense, moist, gray, SILTY SAND (SM), fine- to medium -grained with trace organics. (TILL) Becomes moist to wet, brown to red -brown. (TILL) Hard, moist, gray, SILT (ML), with trace fine-grained sand. (TILL) Becomes brown. Very dense, wet, brown -gray, POORLY GRADED SAND WITH SILT (SP-SM). (TILL) \Hard, moist, gray, SILT (ML), fine- to medium -grained with trace organics./ Bottom of Borehole at 16.5 feet. 22 3 64 80 74 83 0 10 15 — 20 — 25 — 30 — 35 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descrptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. A Y H TCROw5ER Project: Tukwila Fire Station Location: Tukwila, WA Project No.: 19297-00 Boring Log HC-3 Figure A-4 Sheet 1 of 1 Date Started: 6/29/17 Date Completed: 6/29/17 Drilling Contractor/Crew: Holt Services, Inc. Logged by: C. Lindgren/M. Parcel Location: See Figure 2. Ground Surface Elevation: 30 feet Horizontal Datum: Checked by: E. Ellingsen Vertical Datum: NAVD 88 Comments: Drilling Method: Hollow Stem Auger Rig Model/Type: CME-85 Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Efficiency (%): Measured: NA Auger Diameter: 4.25 inches Total Depth: 31.5 feet Hammer Drop Height (inches): 30 Estimated: 80% Casing Diameter: NA Depth to Ground Water: 14.8 feet m a) c 0 d w 0 Depth (feet) Sample Data Blow Count a I 0 0) U z rn J Number Tests 0 J a c0 0 Material Description WC • X Percent Fines ♦ SPT N Value 10 20 30 40 a 0 c`vv 5 — N 10- '� 15- 0 20- 25 — -0 30— -u? 35— 25 50 17 33 50 25 42 18 29 32 5 15 13 27 43 13 30 50 15 25 50 .03 io .03 0) co .03 18 18 18 18 18 18 18 18 S_1 GS, WC S-2 GS, C S-4 S-5 GS, WC S-6 S-7 S-8 Dense, moist, brown -gray, SILT (ML), with trace fine-grained sand. Very dense, moist, gray, POORLY GRADED SAND WITH SILT (SP-SM), 1 r \fine- to medium -grained. (Ice Contact Deposit) J� Hard, moist, brown -gray, SANDY SILT (ML), fine- to medium -grained sand. (TILL) / \Very dense, moist, gray, SILTY SAND (SM). (TILL) r Hard, moist, gray, SANDY SILT (ML), fine-grained sand. (TILL) With 2-inch-thick sand lens, with trace organics. Very dense, wet, gray, SILTY SAND (SM), fine-grained. (TILL) Becomes medium dense, with trace organics. Hard, moist, gray, SANDY SILT (ML), fine-grained sand, trace organics. (TILL) Very dense, wet, gray, POORLY GRADED SAND WITH SILT (SP-SM). (TILL) Hard, moist, gray, SANDY SILT (ML), fine-grained sand, trace organics. (TILL) Bottom of Borehole at 31.5 feet. n 94 75 83 8 67 61 24 4 70 10 15 20 25 • 80 30 R 75 — 35 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. Y HARTCROWSER Project: Tukwila Fire Station Location: Tukwila, WA Project No.: 19297-00 Boring Log HC-4 Figure A-5 Sheet 1 of 1 Date Started: 6/30/17 Date Completed: 6/30/17 Drilling Contractor/Crew: Holt Services, Inc. Logged by: C. Lindgren/M. Pagel Checked by: E. Ellingsen Location: See Figure 2. Ground Surface Elevation: 30 feet Horizontal Datum: Vertical Datum: NAVD 88 Comments: Drilling Method: Hollow Stem Auger Rig Model/Type: CME-85 Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Hammer Efficiency (%): Measured: NA Estimated: 80% Auger Diameter: 4.25 inches Casing Diameter: NA Total Depth: 16.5 feet Depth to Ground Water: 9.5 feet ar 5, c 5, iu w 0 Depth (feet) Sample Data Blow Count 5, t C t m J Number Tests Material Description Water Level WC • X Percent Fines ♦ SPT N Value 10 20 30 40 - a m a C7 m 0 n m N w J z z "r 2 cc w a 0 0 J w LT Q) z 0 a co cc LT 5 o`0 20— n O) in N 0 0 m w 0 z_ -J CO n n -J J cc } 5, cc 0 S cc 5, m J 0 z 3 0 a z 0 c0 z u- 0 0 iu °m 0 2 ccu 5 — -'r' 15- -U) 25- -0 30- -'9 35 — -N 10= 25 50 11 24 43 19 26 32 14 24 38 12 32 50 x 18 S-1 ;:18 S-2 GS, WC c 18 ai c- 18 65 S-3 S-4 18 S-5 GS, WC Hard, moist, gray, SILT (ML), fine-grained sand with trace organics. (TILL) Very dense, moist to wet, gray, SILTY SAND (SM), fine- to medium -grained sand with trace organics. (TILL) Becomes wet. Hard, wet, gray, SILT (ML), fine-grained sand with trace organics. 14 6/20/2017 21 ♦ 5 5 T67 58 10 62 • Bottom of Borehole at 16.5 feet. 9315 82 — 20 — 25 — 30 — 35 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. HARTCROWSER Project: Tukwila Fire Station Location: Tukwila, WA Project No.: 19297-00 Boring Log HC-5A Figure A-6 Sheet 1 of 1 Date Started: 6/30/17 Date Completed: 6/30/17 Drilling Contractor/Crew: Holt Services, Inc. Logged by: C. Lindgren/M. Paael Checked by: E. Ellingsen Location: See Figure 2. Ground Surface Elevation: 30 feet Horizontal Datum: Vertical Datum: NAVD 88 Comments: Drilling Method: Hollow Stem Auger Rig Model/Type: CME-85 Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Hammer Efficiency (%): Measured: NA Estimated: 80% Auger Diameter: 4.25 inches Casing Diameter: NA Total Depth: 16.5 feet Depth to Ground Water: 10.65 feet m s) O w o Depth (feet) Sample Data Blow Count a 0 0) N ) L 0, J Number Tests 0 J Q m Material Description Water Level WC • X Percent Fines ♦ SPT N Value 10 20 30 40 5, w L a 0 ccs, 5 — N 10— r 15— 20- 0 25- 0 30- 35 — 10 35 10 23 50 11 20 42 14 21 42 20 50 45 5, c 0- 18 18 18 18 18 S=1 GS, WC S-2 S-3 S-4 S-5 Hard, moist, gray, SILT (ML), fine-grained sand with trace organics. (TILL) With trace iron oxidization. 6-inch-thick sand lens. 6-inch-thick sand lens. Hard, wet, gray, SILT (ML), trace fine-grained sand. (TILL) Bottom of Borehole at 16.5 feet. 14 6/30/2017 • 93 211 58 5 73 62 10 63 70 15 — 20 — 25 — 30 — 35 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum fines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. A 1Y H/ARTCRO WSER Project: Tukwila Fire Station Location: Tukwila, WA Project No.: 19297-00 Boring Log HC-6A Figure Sheet 1 of 1 A-7 APPE NDIX B • • APPENDIX B Laboratory Testing Program .7 HARTGVwsER 19297-00 July 20, 2017 APPENDIX B LABORATORY TESTING PROGRAM Laboratory tests were performed for this study to evaluate the basic index and geotechnical engineering properties of the site soils. Both disturbed and relatively undisturbed samples were tested. The tests and procedures are outlined below. Soil Classification We classified soil samples from the explorations visually in the field and then verified the classifications in our laboratory in a relatively controlled environment. Field and laboratory observations included density/consistency, moisture condition, and grain size and plasticity estimates. We checked the classifications of selected samples using laboratory tests such as Atterberg limits determinations andl grain size analyses. Classifications were made in general accordance with the Unified Soil Classification (USC) System, ASTM D2487, as presented on Figure B-1. Atterberg Limits We determined Atterberg limits for representative fine-grained soil samples. The liquid limit and plastic limit were determined in general accordance with ASTM D4318-84. The results of the Atterberg limits analysis and the plasticity characteristics are summarized in Liquid and Plastic Limits Test Report, Figure B-2. This relates the plasticity index (liquid limit minus the plastic limit) to the liquid limit. The results of the Atterberg limits tests are shown graphically on the boring logs. Water Content Determination Water content was determined for several samples in general accordance with ASTM D2216 as soon as possible following their arrival in our laboratory. Water content was not determined for very small samples or samples where large gravel content would result in unrepresentative values. The results of these tests are plotted at the respective sample depths on the exploration logs. aa 19297-00 July 20, 2017 TABLE B-1: SUMMARY A+U PROJECT NAME LOCATION OF LABORATORY RESULTS Tukwila Fire Station r. L HARTCROWSER CLIENT Weinstein PROJECT NUMBER 1929700 PROJECT Tukwila, WA Borehole Sample ID DepthGravel % % Sand % Fines Liquid Limit Plastic Limit Water Content (%) USCS Group Symbol Soil Description HC-1 S-1 2.5 0.0 5.9 94.1 57 29 28.1 CH FAT CLAY HC-1 S-2 5.0 ' 0.0 51.8 48.2 NP NP 18.0 SM SILTY SAND HC-1 S-3 7.5 HC-1 S-4 10.0 42 30 ML SILT HC-1 S-5 15.0 HC-2 S-1 2.5 HC-2 S-2 5.0 0.0 33.0 67.0 26.2 ML SANDY SILT HC-2 S-3 7.5 HC-2 S-4 10.0 HC-2 S-5 15.0 0.0 48.9 51.1 26.5 ML SANDY SILT HC-2 S-6 20.0 HC-2 S-7 25.0 HC-2 S-8 30.0 HC-3 S-1 2.5 HC-3 S-2 5.0 0.0 77.8 22.2 23.8 SM SILTY SAND HC-3 S-3 7.5 0.0 27.6 72.4 24.7 SM SILTY SAND HC-3 S-4 10.0 HC-3 S-5 15.0 HC-4 S-1 2.5 0.0 5.7 94.3 34 31 29.4 ML SILT HC-4 S-2 5.0 HC-4 S-3 7.5 0.0 11.6 88.4 25.9 ML SANDY SILT HC-4 S-4 10.0 HC-4 S-5 15.0 0.0 54.1 45.8 31.5 SM SILTY SAND HC-4 S-6 20.0 HC-4 S-7 2Gi.0 HC-4 S-8 30.0 HC-5A S-1 2.5 HC-5A S-2 5,0 0.0 79.2 20.8 20.3 SM SILTY SAND HC-5A S-3 7.5 HC-5A S-4 10.0 HC-5A S-5 15.0 0.0 7.2 92.8 29.3 ML SILT HC-6A S-1 2.5 0.0 7.1 92.9 29.3 ML SILT HC-6A S-2 5.0 HC-6A S-3 7.5 HC-6A S-4 10.0 HC-6A S-5 15.0 Soil Grain Size Size of Opening in Inches Number of Mesh per Inch (US Standard) Grain Size in Millimeters AA m a - e 1' a c 4 5 8 ,8,8. 8. 0 o g o S g 8 I II 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 I I I 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 11 1 1 1 1 1 1 1 pp 8 5 8 p 8 Ft F, N F. fD ro O M N "- c0 'O N 7 8. el g M O O O O OO VpO OO O Grain Size in Millimeters pI 8 COBBLES GRAVEL SAND SILT and CLAY Coarse -Grained Soils ' Fine -Grained Soils Fine -Grained Soils Fine -Grained Soils > 50% smaller than No. 200 Sieve Soils with Liquid Limit < 50% Soils with Liquid Limit > 50% SILT CLAY ORGANIC SILT CLAY ORGANIC PEAT ML CL OL MH CH OH PT 60 50 m 40— 73 c A' 30— N m n. 20 I I — ��e ON) — CL I I I I CH —40 P\\ne MH or OH — 60 50 30 20 7 10 CL-ML — ML or OL — 10 4 /� I I I I I I I 0 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit Coarse -Grained Soils Coarse -Grained Soils > 50% Larger than No. 200 Sieve GRAVEL > 50% Coarse Fraction Larger than No. 4 Sieve SAND > 50% Coarse Fraction Smaller than No. 4 Sieve GRAVEL with 5% Fines GW GP SAND with 5% Fines SW SP GRAVEL with >12% Fines GM GC SAND with > 12% Fines SM SC GRAVEL with 5% < Fines <12% GW-GM GW-GC GP -GM GP -GC SAND with 5% < Fines <12% SW-SM SW -SC SP-SM SP-SC For clean sands and gravels: 1 (D3o)2 D6o > 4 for GW (D,o)2 D6o 8 GP SP D o where > 6 for SW otherwise or D,o x D„ < 3 C' =D o x D„ C° D,o D,o, Duo, Deo are particle diameters for which 10, 30, and 60 percent, respectively, of the soil mass are finer. For sands and gravels with fines: GM and SM Atterberg limits below A line with PI < 4 GC and SC Atterberg limits above A line with PI > 7 ITN Project: Tukwila Fire Station 51 Location: Tukwila, WA Project No. 19297-00 Unified SoilILIII Classification (USC) System Figure B-1 Sheet 1 of 1 HAR%cROWSCR 60 Dashed line indicates the approximate // i / / upper limit boundary for natural soils — / 50 40 — / / / /// 0O w o z // / / / // PLASTIC! o c � c — / / / / / �, O 4v / / / OH 10 — / /-/ a§-: 11// ML or OL MH or OH I I ♦ 10 30 50 70 90 110 LIQUID LIMIT Location and Description LL PL 1 P1 4200 MC% USCS • Source: HC-1 Sample No.: S-1 Depth: 2.5 to 4.0 feet FAT CLAY 57 29 28 94 28 CH ■ Source: HC-1 Sample No.: S-2 Depth: 5.0 to 6.5 feet SILTY SAND NP NP NP 48 18 SM ♦ Source: HC-1 Sample No.: S-4 Depth: 10.0 to 11.5 feet SILT 42 30 12 NT NT ML • Source: HC-4 Sample No.: S-1 Depth: 2.5 to 4.0 feet SILT 34 31 3 94 29 ML Remarks: • ■ ♦ • W Project: Tukwila Fire Station L.ocation: Tukwila, WA Project No.: 19297-00 Liquid Limit, Plastic Limit, and Plasticity Index Figure B-2 Sheet 1 of 1 MIRTCROWSER APPENDIX C. ONO APPENDIX C Historical Explorations NW IAr H/aRTOZO SER 19297-00 July 20, 2017 U c a) APPENDIX C HISTORICAL EXPLORATIONS We reviewed historical borings and associated laboratory testing to gain an understanding of the subsurface conditions within unexplored portions of the site. These exploration logs and associated laboratory test results are included in this appendix as follows: • GeoEngineers (2012). Geotechnical Siting Evaluation, Proposed Fire Station Site, Tukwila Washington for Segale Properties. December 17. Logs and test reports by others are included as they were produced by others for reference only and Hart Crowser is not responsible for the accuracy or completeness of the information presented in the logs. Approximate locations of the explorations by others are shown on Figure 2 in the main text; actual locations may differ from those shown. .w 11 H/%RTCROWSER 19297-00 July 20, 2017 Hart Crowser Appendix C • SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER COARSE GRAINEO SOILS MORE THAN50% RETMNEDON NO. 200SfEYE GRAVEL AND GRAVELLY SOILS M 5 Cf FRACTION RETAINED ON NO 4 SIEVE CLEAN GRAVELS IImLE OR N6 FwES) 0v U T . cy a ) nQ GIN WELL-GRAgiOGRAVELSGRAVF1- SAND M0%140FS O O 0 O 0 0 0 GP POORLY -GRADED GRAVELS, GRAVEL • SAND MIXTURES GRAVELS WITH FINES (APPRECIABLEAMONR OF CINES) D o C GM SILTY GRAVELS, GRAVEL -SAND- SLT 500TUPoES 4 C GC CLACLA EYIxNFIE$S'GRAVEL•SAND- SAND AND SANDY SOILS MORE TI AN SO% Or COARSE FRACTION PASSING NO. A SIEVE CLEAN SANDS ILITRE OR NO FINES) b. '� j'i • •SW RAO SANDS, GRAVELLY SANDS =ELLd,DE sp POORLY GRADED SANDS, ORAVELI Y srwo SANDS WITH FINES IAPPiEWABLE AMOUNT OF EWES) • SM SILTY SANDS. SAND • SILT MIXTURES • SC CLAYEY SANDS, SANG -CLAY MIXTURES FINE GRAINED SOILS MORE THAN UM PASSING ND. 200 SIEVE SILTS AND LESS THAN 50 CLAYS AIL INORGANIC SETS, ROCK FLOUR CLAYEY SILTS IMAH SLIGHT PLASTICITY / / ! CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS. LEAN CLAYS OL ORGANC SRI'$AIW ORGANIC SILTY CLAYS 10F LOW PLASTICITY SILTS MUM LIMIT AND CLAYS GREATER THAN 50 MH INORGANC SLYS, MIGCEW SOR liAGiNCE0US31LTYSOIl3 j CH INDROANC MAYS OF HIGH PLASTICITY f I ±±I OH GRGANCCTOLHI OaSANDH SILTS OF MEDIUM PLASTICITY HIGHLY ORGANIC SOILS MALE NaHGiic wic:sWAc01RENTSSs MiMf PT NOTE: Multiple symbols are used to indicate borderline or dual soil classifications Sampler Symbol Descriptions ■ 2.4-inch 1.0. split barrel 11 Standard Penetration Test (SPT) ® Shelby tube • Piston Direct -Push Bulk or grab Blowcount Is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. A "P" Indicates sampler pushed using the weight of the drill rig. ADDITIONAL MATERIAL SYMBOLS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER -d- . CC Cement Concrete AC Asphalt Concrete CR Crushed Rock/ Quarry Spells TS Topsoil/ Forest Duff/Sod SZ Measured groundwater level In exploration, well, or piezometer yGroundwater observed at time of _ exploration Perched water observed at time of exploration • Measured free product in well or piezometer Stratigraphic Contact Distinct contact between soil strata or geotogic units Gradual change between soil strata or geologic units %F AL CA CP CS DS HA MC MD OC PM PP SA TX uc VS NS SS MS HS NT Approximate location of soil strata change within a geologic soil unit Laboratory I Field Tests Percent fines Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Direct shear Hydrometer analysis Moisture content Moisture content and dry density Organic content Permeability or hydraulic conductivity Pocket penetrometer Sieve analysis Triaxial compression Unconfined compression Vane shear Sheen Classification No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen Not Tested NOTE: The reader must refer 1D the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and al: the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. • KEY TO EXPLORATION LOGS GEOENGINEERS r FIGURE A-1 Hart Crowser Appendix C .- Dat ) 06/02/04 - 06/03/04 Logged CHC Checkedy DAR/TAD Ddgng ContractorMethods Subterranean Drilling DEng Hollow -stem Auger S 1.4-inch I.D. Split Spoon Augerr 4-inch I.D. Continuous Flight p mmmer 140 lb hammer/30 in drop DDna"mat Mobile B-51 Total Depth (ft) 834.5 Surface Elevation (ft) 90 Groundwater Elevation (ft) 72 Vertical Datum Datum/ System Easting(x): Northing(y): SAMPLES 1 m Ug. pp' tJ MATERIAL DESCRIPTION OTHER TESTS AND NOTES 1 1 7 7 1 1 10 10 18 6 11 9 48 53 50/5" 29 50/6" 50/5" 50/3" igure Ii I I I4 A-1 for o c 0 o c 0 O C 0 O C 0 • • v SP-SM GP -GM SP-SM SM ML SP-SM ML SM ML SM ML Brown sand with silt and occasional gravel (loose, moist) Gray fine to coarse gravel with sand and silt (dense, .. moist) Brown sand with silt and gravel (very dense, moist) Gray silty sand with occasional gravel (very dense, moist) - Brown silt with sand (hard, moist) _ Gray fine sand with silt (dense, wet) -\Gray silt (hard, moist) - Gray silty fine sand (very dense, wet) - Gray silt with sand (hard, moist) Gray silty fine to medium sand (very dense, wet) Gray silt (hard, moist) explanation of symbols. 11 28 %F=6 %F=45 ' hcavc influcnccd LOG OF BORING 22 ` G EO E N G I N E E R Project: Segale Properties - South Tukwila Development Project Location: Tukwila, Washington Figure: A-2 Project Number: 0291-031-00 Sheet 1 of 2 , Hart Crowser Appendix C SAMPLES o 1 W 0 B m -50 40 J 6 -45 45-3 6 -40 50- 9 -35 55 T1 10 -25 65 -7 6 -20 70 7 6 -15 75 7 6 -10 80o -J a 0,_5 2S - 5 10 to 50/6" 50/6" 50/3" 50/4" 50/6" 50/6" 50/6" 50/6" 50/5" 50/5" 9 10 11 12 13 14 15 16 17 m a 2 SM/ML ML SM ML SM ML SP ML MATERIAL DESCRIPTION Gay silty fine sand with silt lenses (very dense, moist) — Gray silt with organics (hard, moist) Gray silty fine to medium sand (very dense, moist) Gray silt with occasional fine sand (hard, moist) Gray silty sand (very dense, moist) Gray silt (hard, moist) Gray sand with trace situ (very dense, moist) Gray silt (hard, moist) 28 E 03 85- OTHER TESTS AND NOTES %F-45 LOG OF BORING 22 (continued) ` G EO E N G I N E E R Sg Project: Segale Properties - South Tukwila Development Project Location: Tukwila, Washington Figure: A-2 Project Number: 0291-031-00 Sheet 2 of 2 , Sensitive Areas Study Prepared for Applicant: Brandon Miles City of Tukwila 6200 Southcenter Blvd Tukwila, WA 98188 CITY OF TUKWILA SEP 2 4 2019 PERMIT CENTER CRRECTIOfU 44, ��yis,oN NO, LTOR REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 2 2020 City of Tukwila BUILDING DIVISION ILA FI Ya AT I 51 CITY OF TUWILA September 20, 2019 rt�E WATERSHED C ON11'AN 1' ba•olai Title -page image: Proposed site location for the Tukwila Fire Station 51. The information contained in this report is based on the application of technical guidelines currently accepted as the best available science. All discussions, conclusions and recommendations reflect the best professional judgment of the author(s) and are based upon information available at the time the study was conducted. All work was completed within the constraints of budget, scope, and timing. The findings of this report are subject to verification and agreement by the appropriate local, state and federal regulatory authorities. No other warranty, expressed or implied, is made. THE WATERSHED COMPANY 750 Sixth Street South Kirkland, WA 98033 p 425.822.5242 f 425.827.8136 watershedco.com n Reference Number: 180848 Contact: Hugh Mortensen, PWS Principal / Senior Ecologist Sam Payne, WPIT Ecologist Table of Contents 1. Introduction 4 2. Existing Conditions 4 2.1 Location 4 2.2 Environmental Setting 5 2.3 Sensitive Areas 6 2.3.1 Wetlands 6 2.3.2 Watercourses 6 2.3.3 Fish and Wildlife Habitat Conservation Areas 6 2.3.4 Regulations 7 3. Proposed Project 7 3.1 Overview 7 3.2 Mitigation Sequencing 7 3.3 Impacts 8 3.4 Mitigation Plan 9 3.5 Functional Lift Analysis 10 3.5.1 Wetland Functions 10 3.5.2 Buffer Functions 10 4. Code Compliance 11 4.1 Vested Code 11 4.2 Wetland Alterations 11 4.3 Best Available Science 11 4.4 Wetland and Watercourse Sensitive Area Study Requirements 12 4.4.1 Author and Field Professional Credentials 12 4.4.2 Appropriate Methodology 12 4.4.3 Contact and Project Information 12 4.4.4 Site Development Plan 13 4.4.5 Qualifications 13 4.4.6 Identification and Characterizations of Sensitive Areas 13 4.4.7 Statement of Accuracy and Assumptions 13 4.4.8 Determination of Risk 13 4.4.9 Cumulative Impacts 14 4.4.10 Mitigation Sequence 14 4.4.11 Mitigation Plans 14 _* . 4.4.12 Maintenance, Monitoring, Contingency 14 4.4.13 Technical Information Required 14 5. Summary 15 Appendix A Mitigation Plan Appendix B Site Development Plan Appendix C Site Photos ii List of Figures Figure 1. Subject property outlined in yellow (Source: King County iMap). 4 List of Tables Table 1. Summary of online mapping and inventory resources 5 iii 1. Introduction This report has been prepared to document compliance of the Tukwila Fire Station 51 project with the requirements of the City of Tukwila Municipal Code (TMC) Chapter 18.45 — Environmentally Sensitive Areas. The project proponent, City of Tukwila, is proposing to construct a new fire station, including associated driveways and paved surfaces, parking, utilities, and stormwa.ter facilities. According to the City of Tukwila, the project is vested under the 2004 version of the TMC. Sensitive areas including wetlands, streams, and fish and wildlife conservations areas are considered in this assessment; other sensitive areas such as areas of potential geologic instability, would be addressed through a separate report if applicable. 2. Existing Conditions 2.1 Location The proposed location is at 17951 Southcenter Parkway, in the City of Tukwila (parcel numbers 352304-9008 and -9040). Figure 1. Subject property outlined in yellow (Source: King County iMap). 4 2.2 Environmental Setting The study area is within in the 'Lower Green River — West' sub -basin of the Duwamish — Green River watershed (WRIA 9). It is located at the edge of the downtown commercial center of Tukwila, adjacent to a steep undeveloped hillslope to the west. Surrounding land use to the east includes commercial, industrial, and manufacturing. A large stormwater detention pond is located directly south of the property. The subject property is completely undeveloped although highly modified with previous earthwork and grading. A large scale excavation project was carried out on this property sometime between 2013 and 2014. The excavation has intercepted the water table, resulting in the expression of groundwater seeps near the base of the slope. Additionally, the exposure of subsoils and clay hardpans function as an aquitard, perching water near and above the ground surface. At the base of the slope, the exposure of subsoils and clay hardpan function as an aquitard, perching water near the ground surface. The dense and fine textured aquitard prevents appreciable infiltration of accumulated surface water. Wetland surface water is also sustained by precipitation and runoff from upslope, in addition to a localized groundwater table that was revealed during the excavation of the hillside. Vegetation within the wetland is characteristic of emerging wetlands situated in an urbanized environment and includes primarily colonizing native herbaceous species (rushes, sedges, cattail, and forbs), and willow (Salix sp.) and black cottonwood (Populus trichocarpa) saplings. Non -wetland areas on the flat grade are vegetated with primarily a mix of seeded grass and colonizing weedy species. Tree saplings and shrub species are also establishing in some areas of the lower -slope. Bare soils are exposed in numerous shallow depressions where reoccurring inundation has prevented the establishment of plants. Soils lack a top soil layer and organic matter that would reduce the ability for a plant community to establish. Soil substrate is compact and unlikely to contain necessary plant nutrients without significant amendment. Reviewed public -domain information for the site is summarized below (Table 1). Table 1. Summary of online mapping and inventory resources. Resource Summary USDA NRCS: Web Soil Survey Alderwood and Kitsap soils, very steep USFWS: NWI Wetland Mapper No wetlands or streams mapped WDFW: PHS on the Web No priority habitats or species WDFW: SalmonScape No salmon bearing streams mapped WA-DNR: Forest Practices Activity Mapping Tool No wetlands or streams mapped King County iMap No wetlands or streams mapped 5 City of Tukwila maps No wetlands or streams mapped WETS Climatic Condition Normal 2.3 Sensitive Areas 2.3.1 Wetlands The property contains one wetland, Wetland A, which was delineated and is described in the Tukwila Fire Station 51, Wetland Delineation Report (The Watershed Company 2019). Flagged boundaries of Wetland A were surveyed by a professional land surveyor. No watercourses or regulated fish and wildlife habitat conservation areas were identified. Wetland A is newly emerging wetland with a total area of 15,616 square feet forming at the base of an excavated slope where recent grading has intercepted the groundwater table. Wetland hydrology appears to result from groundwater, runoff, and precipitation that perches upon the densely compact and fine textured soils (with some sands in the surface layer). Seasonal inundation occurs in shallow depressions throughout the flat portion of the wetland area. Saturation from an expression of local groundwater occurs along the slope above. Vegetation is characterized as a colonizing community of wetland plants, many of which appears to be small and stunted. Exposed subsurface soils are compact and low in nutrients, which do not provide optimal growing conditions. As Wetland A is newly formed, it lacks the complexity, structural diversity, and habitat potential that a mature wetland would normally provide. Although currently sparse, the plant community is primarily native and may develop into high quality habitat given enough time for plants to mature. However, compaction and lack of suitable soils may significantly slow the development and succession of the site. Due to a lack of soil moisture and moisture -retaining organic material, the buffers of Wetland A are also highly degraded and provide minimal buffer functionality. Compared to Wetland A, the buffers have a higher quantity of non-native weeds or grasses and would be unlikely to establish a native plant community without restoration. 2.3.2 Watercourses No watercourses were identified within the study area. The presence of watercourses was assessed in the Tukwila Fire Station 51, Wetland Delineation Report (The Watershed Company 2019). 2.3.3 Fish and Wildlife Habitat Conservation Areas The study area does not contain Fish and Wildlife Habitat Conservation Areas other than Wetland A, since it meets the definition of Water of the State, as defined in RCW 90.48.020. 6 2.3.4 Regulations The project is vested in the 2004 version of the TMC and must adhere to regulations within Chapter 18.45 (Environmentally Sensitive Areas). Therefore, all code references herein are to the Chapter 18.45 regulations adopted in 2004 (Ordinance 2074). According to the vested 2004 TMC, Wetland A is classified as Type 3 (The Watershed Company 2019). The City of Tukwila requires 50-foot buffers for Type 3 wetlands (TMC 18.45.080.E.3). The purpose of wetland buffers is to protect the integrity, functions, and values of the wetland area. In addition to wetland buffers, the City of Tukwila requires a 10-foot buffer setback for non -industrial and non-commercial structures (TMC 18.45.080.F.1). The purpose of buffer setbacks is to protect sensitive area buffers from incidental impacts resulting from the construction and maintenances of structures. Buffer reductions may be allowed on a case -by -case basis provided the buffer does not contain slopes 15% or greater and the reduction is limited to 50% or less (TMC 18.45.080.G.1). The buffer reduction could be accomplished with buffer enhancement, through the implementation of a buffer enhancement plan (TMC 18.45.080.G.2). Slopes in the Wetland A buffer toward the proposed development have been graded to near flat and are below the 15% criteria. 3. Proposed Project 3.1 Overview The Tukwila Fire station 51 project proposes construction of a new fire station, including associated driveways and paved surfaces, parking, utilities, and stormwater facilities. Project plans are provided in Appendix B. 3.2 Mitigation Sequencing Avoidance: The project avoids direct sensitive area (wetland) impacts. Minimization: The project design has been adjusted to minimize impacts in the wetland buffer to the maximum extent feasible. These include reducing the extent of impervious pavement and adjusting the perimeter fence and drainage ditch to be located outside of the modified buffer. Through the numerus iterations of minimization efforts, all impacts including stormwater improvements and perimeter fencing have been removed from the modified wetland buffer. Where impacts must occur, they are limited to areas outside the proposed modified buffer. "Paper fill," also known as "wetland as buffer," will be utilized on two areas of Wetland A. In a paper fill scenario, the wetland will not actually be directly impacted or filled, but impacted in the plan drawings only such that the buffer moves along with the "new" wetland boundary. Accordingly, the paper -filled wetland is mitigated per the jurisdictional requirements at a level required for allowed wetland fill. The purpose of paper fill is to reduce wetland buffers beyond 7 traditional administrative allowances while providing mitigation at a higher level as a substitute for the buffer reduction. Mitigation: Wetland buffer mitigation will be provided at a ratio greater than 1:1 to ensure an increase in buffer function. 8,270 square feet of wetland buffer enhancement is proposed to compensate for 7,038 square feet of buffer reduction. Wetland mitigation will be provided at a ratio greater than 3:1 to ensure an increase in wetland function. 1,400 square feet of wetland enhancement is proposed to compensate for 422 square feet of paper fill. Mitigation will be monitored for a period of five years to ensure successful establishment of the mitigation area. 3.3 Impacts A reduction of the standard 50 foot buffer is necessary beyond the 50% threshold which would be allowed per 18.45.080.G.1. Therefore, paper fill of Wetland A in the amount of 422 square feet is proposed in order to use a portion of the "wetland as buffer" and meet the 50% threshold for buffer reduction. Paper fill does not result in any direct wetland impacts, rather, it is only considered on "paper" as a way to treat part of an encumbering wetland area as non -wetland in order to decrease the total wetland buffer area. In a paper fill scenario, the buffer extends from the reduced wetland boundary. Applying the buffer reduction to the post -paper fill wetland boundary results in a buffer reduction for Wetland A totaling 7,038 square feet. The buffer is reduced by up to 50% along portions of the eastern buffer area, the maximum allowable by the City of Tukwila. As compensation, mitigation is provided for both the paper fill and the buffer reduction to ensure no net loss of wetland or buffer function. Temporary impacts are expected to occur in an estimated 1,586 square feet of modified buffer due to construction of the drainage ditch outside of the buffer. As compensation, mitigation is provided to ensure no net loss of buffer function. The existing wetland buffer does not provide ecologically significant habitat since it is highly disturbed and lacks vegetation other than seeded or colonizing grasses and weeds. The resulting buffer reduction would therefore have minimal immediate impact to habitat functions within the wetland. Despite a lack of existing habitat, a buffer reduction would result in less long-term opportunity for the future establishment of native plant communities. Due to the local abundance of invasive species and proximity of weed vectors, native plant communities would not automatically establish without intervention. The ability of the buffer to remove sediments and particulate matter may be diminished with a smaller buffer. Dense grassy and herbaceous buffer vegetation provides high water quality benefits for overland runoff, although may be less efficient at removing pollutants from groundwater than forested communities. Proposed mitigation will compensate for water 8 quality impacts by improving infiltration, evapotranspiration, and nutrient uptake (see Section 3.5.2 - Buffer Functions). Cumulative impacts include a watershed scale encroachment to wetlands and wetland buffers from similar projects across all sectors of development. As land prices increase, owners are further incentivized to maximize the developable extent of a property. Resulting cumulative impacts are also subject to local, state, and federal regulations and require no net loss of function. Therefore, cumulative impacts typically result in a net reduction in sensitive area buffer area, but the establishment of higher quality and higher functioning buffers. Wetlands are subject to "no net loss" policy and will not reduce in area as a result of cumulative projects that have similar impacts to the proposed project. 3.4 Mitigation Plan Mitigation for paper frill and buffer reduction will be provided by enhancing 1,400 square feet of Wetland A and 8,270 square feet of buffer as compensation for 422 square feet of Wetland A paper fill and 7,038 square feet of buffer reduction. The proposed mitigation ratio is 3.3:1 of wetland enhancement for paper fill and 1.2:1 for buffer enhancement. Mitigation for temporary impacts will be provided by enhancing up to 3,219 square feet, including all temporary impacts in the buffer at a 1:1 ratio, and additional area in the building setback and drainage ditch area up to the proposed fence line. Wetland enhancement will include planting of native species appropriate to the ecoregion following the removal of non-native invasive and noxious weeds. Considering the poor soil conditions, only hardy plants are proposed and will be planted as live stakes. The ability to improve soil conditions is limited as any disturbance beyond planting and mulching would trigger a federal permitting nexus, which this project is seeking to avoid. Species that will be added to the wetland area include red -osier dogwood (Cornus sericea), Pacific willow (Salix lucida), and Sitka willow (Salix sitchensis). An herbaceous community of colonizing native species is present throughout much of the mitigation area, and will benefit from the establishment of large native shrub and tree species. Much of Wetland A already has colonizing communities of small and stunted willows (Salix sp.) and black cottonwood (Populus trichocarpa). Proposed mitigation areas have been chosen in locations where the Wetland is most lacking in native shrub and tree sprouts. Buffer enhancement will include planting of dense trees, shrubs, and groundcover plants appropriate to the ecoregion following the removal of non-native invasive and noxious weeds. Soils will also be amended to provide an appropriate growing substrate (see Mitigation Plan Sheet W7). Selected trees include red alder (Alnus rubra), Douglas -fir (Pseudotsuga menziesii), and western red cedar (Thuja plicata). Selected shrubs include black hawthorn (Crataegus douglasii), oceanspray (Holodiscus discolor), Pacific ninebark (Physocarpus capitatus), Nootka rose (Rosa nutkana), thimbleberry (Rubus parviflorus), salmonlberry (Rubus spectabilis), and snowberry 9 (Symphoricarpos albus). Selected groundcovers include sword fern (Polystichum munitum) and bigleaf lupine (Lupinus polyphyllus). Plants installed within the buffer will be nursey grown 1- gallon pots. Temporary impact stabilization will include decompacting and amending the soils, and planting a native seed mix of nine different grass species suitable for swales. See the mitigation plan for more information. Monitoring will be provided for a 5-year period following instillation as described in the mitigation plan (Appendix A). 3.5 Functional Lift Analysis 3.5.1 Wetland Functions Wetland functions are typically divided into three categories: habitat, water quality, and hydrology. Functions in all three categories are anticipated to increase with the proposed enhancement. The planting of native trees and shrubs will add to the species and structural diversity of the site, adding habitat complexity and accelerating ecological succession. Water quality functions will benefit from the increased density and structural diversity of native plants, and by adding plants with deeper roots systems. Hydrology will be largely unaffected since no physical alterations are proposed that might add capacity for floodwater retention. Minor improvements will result by the interception of rain water and evapotranspiration. 3.5.2 Buffer Functions The proposed mitigation will restore a portion of the remaining buffer between the development and Wetland A. Buffer functions are anticipated to increase as a result of wetland and buffer enhancement by providing benefits to wildlife habitat, screening from disturbance, maintaining habitat connectivity, and improving the wetland microclimate. Existing buffer conditions provide negligible functions in these categories. The project proposes to improve wetland buffer functions by mitigating for the impacts of the reduced buffer. Water quality benefits are generally divided into four main categories: removing sediment, removing nutrients, removing toxics and pathogens, and maintaining microclimate. The replacement of a grassy plant community with plants selected to develop a multilayered forested community would not provide the same surface level density of vegetation as grass, when compounded by a reduction in buffer width, may result in a reduction in the ability to remove sediments and particulate matter from sheet flow entering the wetland. However, this function has little potential, as the site since runoff from the development will be routed through stormwater treatment and the resulting buffer is very flat (which further slows flow). It will be further mitigated by soil amendments and decompacting that will increase infiltration capacity, thereby reducing sheet flows flowing over the wetland buffer. As the enhanced buffer matures, surface roots and woody debris will also aid in the 10 physical filtering of sediments and particulate matter. Whether this translates to greater retention and biotransforrnation of pollutants may depend on the site specific characteristics, and is based on a variety of factors. The ability of a buffer to remove nutrients is more effective where precipitation and runoff moves through the rooting zone of a forested buffer. Deep roots associated with trees and shrubs have a greater benefit in reducing nutrients in groundwater compared to grassy communities. Shading effects of the installed shrubs and trees will be able to reduce water temperatures within the wetland and improve the microclimate. The net benefits to water quality from removal of nutrients and shading, are anticipated to outweigh a potential decrease in sedimentation removal when considering proposed stormwater facilities and soil improvements. 4. Code Compliance 4.1 Vested Code The project is vested :in the 2004 version of the TMC and must adhere to regulations within Chapter 18.45 (Environmentally Sensitive Areas). Therefore, all code references herein are to the Chapter 18.45 regulations adopted in 2004 (Ordinance 2074). 4.2 Wetland Alterations No use or development may occur in wetlands or wetland buffers except as specifically allowed by the TMC Chapter 18.45. According to TMC 18.45.090.B.6, "isolated Type 3 wetland may be altered or relocated only with permission with the Director." Isolated wetlands are defined as "those wetlands that are not hydrologically connected to, and not contiguous to any 100-year floodplain of a lake, river or stream, in accordance with current state and federal regulations; and have no contiguous hydric soil and hydrophytic vegetation between the wetland and any regulated surface water" (TMC 18.06.932). Wetland A is not within a floodplain or hydrologically connected to a watercourse, and therefore meets the definition of an isolated wetland. With authorization of the Director, this authorizes fill (including paper fill) within portions of Wetland A, as proposed. 4.3 Best Available Science TMC 18.45.020.A states "Policies, regulations, and decisions concerning sensitive areas shall rely on Best Available Science to protect the functions and values of these areas and must give special consideration to conservation or protection measures necessary to preserve or enhance anadromous fish andtheir habitats." The TMC was established based on best available science at the time it was adopted, and the project complies with all code requirements therein. 11 l l M 4.4 Wetland and Watercourse Sensitive Area Study Requirements The requirements for sensitive area special studies are outlined in TMC 18.45.040 and are summarized below. 4.4.1 Author and Field Professional Credentials TMC 18.45.040.A.1: "A required sensitive areas study shall be prepared by a person with experience and training in the scientific discipline appropriate for the relevant sensitive area in accordance with WAC 365-195-905(4). A qualified professional must have obtained a B.S. or B.A. or equivalent degree in ecology or related science, engineering, environmental studies, fisheries, geotechnical or related field, and two years or related work experience." Sam Payne (author & fieldwork) — Ecologist, B.S. Environmental Science. Sam is an ecologist with four years of specialized experience assessing and mitigating for critical areas. Hugh Mortensen (author) — Principal/Senior Ecologist, PWS, Dual B.S./B.A. in Ecology. Hugh is a Professional Wetland Scientist with over 25 years of experience providing Washington municipalities with wetland and stream delineation, classification, mitigation design, and permitting. Katy Crandall (fieldwork) — Ecologist, B.S. Environmental Science. Katy is an ecologist with six years of experience assessing and mitigating for critical areas. April Mulcahy (fieldwork and mitigation plan) — Landscape Designer / Ecologist / Arborist, B.S. in Environmental Horticulture and Urban Forestry and B.L.A. in Landscape Architecture. April is a landscape designer with 10 years of applied experience with a background in horticulture, urban forestry, and wetland science. 4.4.2 Appropriate Methodology TMC 18.45.040.A.2: "The sensitive areas study shall use scientifically valid methods and studies in the analysis of sensitive area data and shall use field reconnaissance and reference the source of science used. The sensitive area study shall evaluate the proposal and all probable impacts to sensitive areas in accordance with the provisions of TMC Chapter 18.45." Response: Sensitive areas were delineated according to industry standard methodology as reported in the Tukwila Fire Station 51, Wetland Delineation Report (The Watershed Company 2019). Impacts to sensitive areas are discussed in Section 3.3 — Impacts. 4.4.3 Contact and Project Information TMC 18.45.040.B.1: "The sensitive area study shall contain the following information, as applicable:... The name and contact information of the applicant, a description of the proposal, and identification of the permit requested;" 12 I. ) Response: Applicant name and contact information is provided in the report title page. Project description is provided in Section 3 — Proposed Project. The requested permit is D18-0321. 4.4.4 Site Development Plan TMC 18.45.040.B.2: "The sensitive area study shall contain the following information, as applicable:... A copy of the site plan for the development proposal showing: sensitive areas and buffers and the development proposal with dimensions; clearing limits; proposed stormwater management plan; and mitigation plan for impacts due to drainage alterations;" Response: The mitigation plan is included in Appendix A and site development plan is included in Appendix B. 4.4.5 Qualifications TMC 18.45.040.B.3: "The sensitive area study shall contain the following information, as applicable:... the dates, names and qualifications of the persons preparing the study and documentation of any fieldwork performed on the site;" Response: Author and fieldwork credentials are provided in Section 4.4.1- Author and Field Professional Credentials. 4.4.6 Identification and Characterizations of Sensitive Areas TMC 18.45.040.B.4: "The sensitive area study shall contain the following information, as applicable:... Identification and characterization of all sensitive areas, water bodies, and buffers adjacent to the proposed project area or potentially impacted by the proposed project;" Response: Sensitive areas were identified and characterized in the report Tukwila Fire Station 51, Wetland Delineation Report (The Watershed Company 2019). A summary of sensitive areas is included in Section 2.3 — Sensitive Areas. 4.4.7 Statement of Accuracy and Assumptions TMC 18.45.040.B.5: "The sensitive area study shall contain the following information, as applicable:... A statement specifying the accuracy of the study and assumptions used in the study;" Response: Methodology and assumptions for delineation of critical areas is provided in the report Tukwila Fire Station 51, Wetland Delineation Report (The Watershed Company 2019) and mitigation plans (Appendix A). 4.4.8 Determination of Risk TMC 18.45.040.B.6: "The sensitive area study shall contain the following information, as applicable:... Determination of the degree of hazard and risk from the proposal both on the site and on adjacent properties;" 13 * Response: The impacts resulting from this project including the reduction of the Wetland A buffer are minimal and are unlikely to increase the degree of hazard or risk to the site or adjacent properties. The proposed mitigation plan will offset impacts and increase the overall ecological function of the wetland and buffer areas on site, reducing risk to other properties and critical areas nearby. There would be no detriment to the public health, safety or welfare on or off the parcel as a result of the proposal. All applicable zoning and building codes will be met. 4.4.9 Cumulative Impacts TMC 18.45.040.B.7: "The sensitive area study shall contain the following information, as applicable:... An assessment of the probable cumulative impacts to sensitive areas, their buffers, and other properties resulting from this proposal;" Response: Cumulative impacts are assessed in Section 3.3 - Impacts. 4.4.10 Mitigation Sequence TMC 18.45.040.B.8: "The sensitive area study shall contain the following information, as applicable:... A description of reasonable efforts made to apply mitigation sequencing to avoid, minimize, and mitigate impacts to sensitive areas;" Response: Mitigation sequencing is addressed in in Section 3.2 — Mitigation Sequencing. 4.4.11 Mitigation Plans TMC 18.45.040.B.9: "The sensitive area study shall contain the following information, as applicable:... Plans for adequate mitigation to offset and impacts;" Response: Mitigation plans are provided in Appendix A. 4.4.12 Maintenance, Monitoring, Contingency TMC 18.45.040.B.10: "The sensitive area study shall contain the following information, as applicable:... Recommendations for maintenance, short-term and long-term monitoring, contingency plans and bonding measures;" Response: Maintenance, monitoring, and contingency is addressed in mitigation plans contained in Appendix A. 4.4.13 Technical Information Required TMC 18.45.040.B.10: "The sensitive area study shall contain the following information, as applicable:... Any technical information required by the director to assist in determining compliance with TMC Chapter 18.45;" Response: No additional information has been requested at this point. 14 w ) 5. Summary The proposed fire station would result in 422 square feet of paper fill in Wetland A and 7,038 square feet of reduction of the standard buffer of Wetland A. Compensatory mitigation will include 1,400 square feet of Wetland A enhancement, and 8,270 square feet of Wetland A buffer enhancement. The proposed project has been designed to meet the criteria of TMC Chapter 18.45 — Critical Areas, as vested in the 2004 code version. No net loss of wetland or wetland buffer function will result from the proposed project. 15 References Anderson, P.S. et al. 2016. Determining the Ordinary High Water Mark for Shoreline Management Act Compliance in Washington State. (Publication #16-06-029). Olympia, WA: Shorelands and Environmental Assistance Program, Washington Department of Ecology. Environmental Laboratory. 1987. "Corps of Engineers Wetlands Delineation Manual," Technical Report Y-87-1, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS. Environmental Science Associates. 2019. "Tukwila Fire Station 51 Wetland Delineation, Tukwila, WA." Memorandum. Granger, T., T. Hruby, A. McMillan, D. Peters, J. Rubey, D. Sheldon, S. Stanley, E. Stockdale. April 2005. Wetlands in Washington State - Volume 2: Guidance for Protecting and Managing Wetlands. Washington State Department of Ecology. Publication #05-06-008. Olympia, WA. Lichvar, R.W. and S. M. McColley. 2008. A Guide to Ordinary High Water Mark (OHWM) Delineation for Non -Perennial Streams in the Western Mountains, Valleys, and Coast Region of the United States. ERDC/CRREL TR-14-13. Hanover, NH: U.S. Army Engineer Research and Development Center. Sheldon, D., T. Hruby, P. Johnson, K. Harper, A. McMillan, T. Granger, S. Stanley, and E. Stockdale. March 2005. Wetlands in Washington State - Volume 1: A Synthesis of the Science. Washington State Department of Ecology. Publication #05-06-006. Olympia, WA. The Watershed Company. 2018. Tukwila Fire Station 51, Wetland Reconnaissance Report. The Watershed Company. 2019. Tukwila Fire Station 51, Wetland Delineation Report. U.S. Army Corps of Engineers. 2010. Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Region (Version 2.0). ed. J. S. Wakely, R. W. Lichvar, and C. V. Noble. ERDC/EL TR-10-3. Vicksburg, MS: U.S. Army Engineer Research and Development Center. U.S. Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS). 2015. National Engineering Handbook, Part 650 Engineering Field Handbook, Chapter 19 Hydrology Tools for Wetland Identification and Analysis. ed. R. A. Weber. 210-VI-NEH, Amend. 75. Washington, DC. 16 Washington State Department of Ecology (Ecology), U.S. Army Corps of Engineers Seattle District, and U.S. Environmental Protection Agency Region 10. March 2006A. Wetland Mitigation in Washington State - Part 1: Agency Policies and Guidance (Version 1). Washington State Department of Ecology Publication #06-06-011a. Olympia, WA. Washington State Department of Ecology (Ecology). U.S. Army Corps of Engineers Seattle District, and U.S. Environmental Protection Agency Region 10. March 2006B. Wetland Mitigation in Washington State - Part 2: Developing Mitigation Plans (Version 1). Washington State Department of Ecology Publication #06-06-011b. Olympia, WA. 17 Appendix A MITIGATION PLAN I kJf\VV IL/`1 F 1 FAL J I /'It I IV1V J I PROPERTY UNE AND BUFFER BSBL (10 FT) WETLAND BUFFER (50 FT) / / / /'/ / / • / : ' \ / / \ \ �` / / //// \ \\ \ N / , / I j ' \ / /N / \ \ �\ 6 WETLAND A 15,616 SF 1 .r y 'I / / • \ \\ \ TOE OF SLOPE VICINITY MAPS LEGEND DELINEATED WETLAND BOUNDARY - - - WETLAND BUFFER - - - WETLAND BUILDING SETBACK LINE (BSBL) TOE OF SLOPE PARCEL LINES SHEETJNDEX W001 EXISTING CONDITIONS W002 IMPACTS ASSESSMENT W003 MITIGATION PLAN W004 SITE PREPARATION PLAN VV005 PLANTING .N AND SCHEDULE W006 PLANT INSTALLATION AND MITIGATION PLAN NOTES NOTES 1. WETLAND DELINEATED BY THE WATERSHED COMPANY ON MAY 8, 2019. 2. PROJECT VESTED TO THE 2004 TUKWILA MUNICIPAL CODE. SEE SENSITIVE AREAS STUDY BY THE WATERSHED COMPANY (2019) FOR MORE INFORMATION. 3. SURVEY RECEIVED FROM LPD ENGINEERING PLLC ON JULY 1, 2019. ti PROPOSED WETLAND BUFFER BSBL (10 FT) PROPOSED WETLAND - BUFFER (25-50 FT) \ •• / �/ •\ / / / / / • PROPOSED TEMPORARY DISTURBANCE AREA (59 SF) PROPOSED PAPER FILL WETLAND (294 SF) WETLAND A 15,616 SF PROPOSED TEMPORARY DISTURBANCE AREA (796 SF) PROPOSED BUFFER PROPOSED BUFFER REDUCTION AREA (4,054 SF) REDUCTION AREA (2,984 SF) PROPOSED TEMPORARY DISTURBANCE AREA (731 SF) • \ PROPOSED PAPER FILL WETLAND (128 SF) TOE OF SLOPE PROPOSED TEMPORARY DISTURBANCE LIMITS LEGEND DELINEATED WETLAND BOUNDARY PAPER FILL WETLAND (422 SF) PROPOSED WETLAND BUFFER REDUCTION (7 038 SF) - - PROPOSED WETLAND BUFFER --- PROPOSED WETLAND BSBL PROPOSED TEMPORARY DISTURBANCE IN MODIFIFED BUFFER (1586 SF) - - PROPOSED TEMPORARY DISTURBANCE UMITS TOE OF SLOPE - - - PARCEL LINES WETLAND ENHANCEMENT AREA (1,400 SF) / / / / / / WETLANDA h `- WETLAND BUFFER FNHCNCEuCuT AREA (8.270 SF) WETLAND BUFFER TEMPORARY IMPACTS ENHANCEMENT AREA (3,219 SF) PROPOSED TEMPORARY DISTURBANCE LIMITS Ft LEGEND REVISED WETLAND BOUNDARY PAPER FILL WETLAND (422 SF) PROPOSED WETLAND ENHANCEMENT (1,400 SF) PROPOSED WETLAND BUFFER ENHANCEMENT (8,270 SF) PROPOSED WETLAND BUFFER TEMPORARY IMPACT ENHANCEMENT AREA (3,219 SF) - - - PROPOSED WETLAND BUFFFR --- PROPOSED WETLAND BSBL - •- • • - PROPOSED TEMPORARY DISTURBANCE LIMITS TOE OF SLOPE - -- PARCEL LINES RESTORATION NOTES 1. PROPOSED WETLAND IMPACTS TO BE MITIGATED THROUGH WETLAND ENHANCEMENT AT A GREATER THAN 3:1 RATIO. 2. PROPOSED BUFFER IMPACTS TO BE MITIGATED THROUGH BUFFER ENHANCEMENT AT A GREATER THAN 1:1 RATIO. IN WATTLE ACEMENT W4 i • Y-`'-„� MULCH AREA ADJACENT ROLLS SHALL TIGHTLY ABUT ) STAKES .4" DEPTH 9 INCH COIR LOG OR STRAW WATTLE. TYPICAL 1'x 1' WOOD STAKES 18'-24- DEPTH, TYPICAL CUT COIR LOG OR STRAW WATTLE AS LITTLE AS POSSIBLE. ADJACENT LOGS OR WATTLES SHALL TIGHTLY ABUT TO PREVENT SOIL SEEPAGE. STAKE AT THE END OF EACH LOG OR WATTLE AND AT 3' ON CENTER PLAN VIEW SOIL PREPARATION AREA B (3,219 SF) SOIL PREPARATION AREA A (7,846 SF) MULCH AREA ( 4 (128 SF) PROPOSED TEMPORARY DISTURBANCE UNITS END WATTLE PLACEMENT 1 1 ' / / NOTES 1. COIR LOG OR STRAW WATTLE SHALL BE INSTALLED PRIOR TO GROUND DISTURBING ACTIVITIES. 2- COIR LOG OR STRAW WATTLE SHALL BE 9 INCH IN DIAMETER. 3. STAKING: USE WOODEN STAKES TO SECURE THE COIR LOG OR STRAW WATTLE. SIZE STAKES TO ENSURE 18'-24' BELOW GROUND AND 2'-3' ABOVE COIR ROLL. STAKES SHALL BE MIN. 29' IN LENGTH; USE LONGER STAKES IF NECESSARY TO SECURE ROLL. 4. WHEN INSTALLING RUNNING LENGTHS OF COIR LOG OR STRAW WATTLE, BUTT THE SECOND LOG TIGHTLY AGAINST THE FIRST; DO NOT OVERLAP THE ENDS. 5. STAKE THE LOGS OR WATTLES AT EACH END AND THREE (3) FEET ON CENTER. STAKES SHOULD BE DRIVEN OUTSIDE THE COIR LOG OR STRAW WATTLE, BUT CLOSE ENOUGH TO HOLD IT IN PLACE. LEAVE 2-3" OF THE STAKE PROTRUDING ABOVE THE COIR LOG OR STRAW WATTLE. 6. WHEN COIR LOG OR STRAW WATTLE ARE USED FOR FLAT GROUND APPLICATIONS, DRIVE THE STAKES STRAIGHT DOWN; WHEN INSTALLING COIR LOG OR STRAW WATTLE ON SLOPES, DRIVE THE STAKES PERPENDICULAR TO THE SLOPE. DRIVE THE FIRST END STAKE OF THE SECOND COIR LOG OR STRAW WATTLE AT AN ANGLE TOWARD THE FIRST COIR LOG OR STRAW WATTLE IN ORDER TO HELP ABUT THEM TIGHTLY TOGETHER. STEP 3 INCORPORATE TOPSOIL TO A MIN. TWELVE (12) INCH DEPTH. STEP 4 INSTALL COMPOST LAYER (2) INCHES DEEP AND WOODCHIP MULCH LAYER FOUR (4) INCHES DEEP AND INSTALL PLANTS. (SEE PLANTING DETAIL.) EXISTING STEP 1 STEP 2 STEP 3 STEP 4 SOIL PREPARATION: WETLAND BUFFER ENHANCEMENT SEQUENCE OF WORK -NOT TO SCALE O SOIL PREPARATION AREA A Scale: NTS 6' TOPSOIL / EXISTING STEP 1 STEP 2 STEP 3 STEP 4 SOIL PREPARATION: SEEDING AREA SEQUENCE OF WORK - NOT TO SCALE PLANTING AREA PREPARATION STEP 1 REMOVE INVASIVE WEEDS. DECOMPACT TO TWELVE (12) INCHES STEP 2 PLACE SIX (6) INCHES 3-WAY TOPSOIL STEP 3 INCORPORATE TOPSOIL TO A MIN. TWELVE (12) INCH DEPTH. STEP 4 SMOOTH SURFACE AND APPLY SEED UNIFORMLY AT 1 LB PER 1,000 SF. SOIL PREPARATION AREA B Sale: NTS CLEAR AND GRUB INVASIVE PLANTS 4" WOOD CHIP MULCH t EXISTING STEP 1 STEP 2 PLANTING AREA PREPARATION STEP 1 CLEAR AND GRUB INVASIVE PLANTS PER STANDARD BMPS. REMOVE CUPPINGS OFFSITE. STEP 2 PLACE FOUR (4) INCHES WOODCHIP MULCH AND INSTALL LIVE STAKES. (SEE PLANTING DETAIL) SOIL PREPARATION: WETLAND ENHANCEMENT SEQUENCE OF WORK - NOT TO SCALE O MULCH AREA C LEGEND REVISED WETLAND BOUNDARY NMI PAPER FILL WETLAND (422 SF) I reffC C d SOIL PREPARATION AREA A (7,846 SF) SOIL PREPARATION AREA B (3,219 SF) 3 MULCH AREA C(1,825 SF) ws TESC BIODEGRADABLE WATTLE (483 LF) — — — PROPOSED WETLAND BUFFER --- PROPOSED WETLAND BSBL — • — — PROPOSED TEMPORARY DISTURBANCE LIMITS Scale: NTS 1. NO SOIL DISTURBANCE SHALL OCCUR IN THI FILLED WETLANDS. 2. CONTRACTOR SHALL SURVEY AND FLAG THI DELINEATED WETLAND BOUNDARIES PRIOR STARTING WORK 3. CONTRACTOR SHALL MARK THE LIMITS OF C AND PLANTING AREAS PRIOR TO BEGINNING CLEARING OR PLANT LAYOUT. 4. TESC WILL BE INSTALLED AND INSPECTED P ANY GROUND DISTURBING ACTIVITES. 5. ENHANCEMENT AREAS MUST BE EVALUATE( CLEARED OF INVASIVE WEEDS, INCLUDING l POPLAR (POPULUS NIGRA) PRIOR TO RESTO PLANTING. )IOIIFr,RAfARI F WATTI F `- SEEDING AREA CONTAINERIZED BUFFER PLANTINGS NOTES: 1. PLANTING PIT SHALL NOT BE LESS THAN (2) TIMES TI IE WIDTH OF THE ROOT BALL DIA. 2 LOOSEN SIDES AND BOTTOMS OF PLANTING PI 3. SOAK PLANTING PIT AFTER PLANTING REMOVE FROM POT OR BURLAP & ROUGH -UP ROOT BALL BEFORE INSTALLING. UNTANGLE AND STRAIGHTEN CIRCLING ROOTS - PRUNE IF NECESSARY. IF PLANT IS EXCEPTIONALLY ROOT -BOUND, DO NOT PLANT AND RETURN TO NURSERY FOR AN ACCEPTABLE ALTERNATIVE 4-INCH MULCH LAYER. HOLD BACK MULCH FROM TRUNK/STEMS FINISH GRADE REMOVE DEBRIS AND LARGE ROCKS FROM PLANTING PIT AND SCARIFY SIDES AND BASE. BACKFILL WITH AMENDED SOIL. FIRM UP SOIL AROUND PLANT. • \ • \ \ \ LIVE STAKE PLANTING \ \ NOTES: 1. INSTALL HARDWOOD CUTTINGS DURING THEIR DORMANCY, DO NOT ALLOW THEM TO DRY OUT. 2. CUTTINGS SHALL BE 3" TO 1" IN DIAMETER OR APPROVED EQUIVALENT. 3. INSTALL TO MIN. 2/3RDS DEPTH INTO SOIL. USE TRIANGULAR SPACING. SEE PLANTING SCHEDULE FOR SPACING. 4. INSURE THAT BUDS ARE POINTING UP. 5. FIRM UP SOIL AROUND INSTALLED CUTTING. 6. WATER AFTER PLANTING. `ONO1133A4"NM • 20 MINIMUM TWO LIVE BUDS EXPOSED ABOVE GROUND. TAMP SOIL AROUND CUTTING, ENSURE NO AIR POCKETS 4" LAYER WOODCHIP MULCH FINISH GRADE FORM PILOT HOLE W/ ROCK BAR, REBAR OR OTHER PLANTING TOOL. DO NOT HAMMER OR POUND IN CUTTINGS UNLESS APPROVED BY RESTORATION PROFESSIONAL. ANGLE CUT AT BASE • THUJA PLICATA/ WESTERN REDCEDAR CONTAINERIZED BUFFER PLANTINGS (7,848 SF) SHRUBS HOLODISCUS DISCOLOR / OCEANSPRAY PHYSOCARPUS CAPITATUS / PACIFIC NINEBARK ROSA NUTKANA / NOOTKA ROSE RUBURS PARVIFLORUS / THIMBLEBERRY RUBUS SPECTABILIS / SALMONBERRY SYMPHORICARPOS ALBUS / SNOWBERRY GROUNDCOVERS LUPINUS POLYPHYLLUS / BIGLEAF LUPINE POLYSTICHUM MUNITUM / SWORD FERN 18 10' 0.C. 2GILL CITY 20 45 45 20 20 36 SPACING SIZE 6' O.C. 1 GAL 6' O.C. 1 GAL 1 GAL 6' O.C. 1 GILL 6' O.C. 1 GILL 6' O.C. 1 GAL OTT SPACING SIZE 375 3' O.C. 1 GAL 375 3' O.C. 1 GILL LIVE STAKES IN WETLAND (1 825 SF) OTT SPACING SIZE CORNUS SERICEA/ RED -TWIG DOGWOOD SALIX LUCIDA/ PACIFIC WILLOW SALIX SITCENSIS / SITKA WILLOW 282 18" O.C. 4' MIN. LENGTH 282 18" O.C. 4' MIN. LENGTH 282 18" O.C. 4' MIN. LENGTH MITIGATION SEEDING AREA (3,219 SF) % HORDEUM BRACHYANT HERUM / MEADOW BARLEY DANTHONIA CALIFORNICA/ CALIFORNIA OATGRASS ELYMUS GLAUCUS / BLUE WILDRYE BROMUS CARINATUS / CALIFORNIA BROME FESTUCA ROEMERI / ROEMER'S FESCUE DESCHAMPSIA CESPITOSA / TUFTED HAIRGRASS AGROSTIS EXARATA / SPIKE BENTGRASS ALOPECURUS GENICULATUS / WATER FOXTAIL DESCHAMPSIA ELONGATA/ SLENDER HAIRGRASS 11% 11% 11% 11% 11% 11% 11% 11% 12% NOTES 1. PLACE TREES 10 FEET APART ACCORDING TO PLAN. 2 PLANT SHRUBS IN GROUPS OF 3 OR 5 INDIVIDUALS PER SPECIES USING TRIANGULAR SPACING. 3. PLANT GROUNDCOVERS IN CLUSTERS OF 5 TO 9 INDIVIDUALS PER SPECIES IN ODD NUMBERS USING TRIANGULAR SPACING. 4. PLANT STAKES IN GROUPS OF 9 TO 13 INDIVIDUALS PER SPECIES IN ODD NUMBERS USING TRIANGULAR SPACING. 5. SEEDING AREA: USE SIMILAR OR EQUAL TO "PT 442 BED GRASSY SWALE NATIVE MIX', AVAILABLE IN OREGON THROUGH PT LAWN SEED. APPLY AT 1 LB PER 1,000 SF. LEGEND REVISED WETLAND BOUNDARY PAPER FILL WETLAND (422 SF) PROPOSED WETLAND BUFFER PROPOSED WETLAND BSBL TOE OF SLOPE PARCEL LINES PLANTING NOTES 1. SEE SHFFT W4 Fl1R SITE PREPARATION NOTES. 2. SEE SHEET W6 FOR PLANT INSTALLATION NOTES. 3. ALL PLANTING AREAS SHALL RECEIVE A MINIMUM OF 1" OF WATER PER WEEK FOR THE FIRST TWO CONSECUTIVE SUMMERS (JUNE 1 - SEPT 30) FOLLOWING INSTALLATION. S SHALL BE HABITUATED TO THE UU 1 LEARN tN VINUNMtN I AL OUNUI I IONS IN I U W MIUI1 1 HEY :NED-C7). ROOK8V, MULTIPLE OR BROKEN LEADERS WILL BE REJECTED. WOODY PLANTS WITH :OR SUN SCALD WILL BE REJECTED. NAMES_�$5HALL CONFORM TO FLORA OF THE PACIFIC NORTHWEST BY HITCHCOCK AND OF WASHINGTON PRESS, 2018 AND/OR TO A FIELD GUIDE TO THE COMMON WETLAND PLANTS OF NORTHWESTERN OREGON, ED. SARAH SPEAR COOKE, SEATTLE AUDUBON SOCIETY, 1997. S. PLANTS AND PLANT MATERIALS SHALL INCLUDE ANY UVE PLANT MATERIAL USED ON THE BUT IS NOT LIMITED TO CONTAINER GROWN, B88 OR BAREROOT PLANTS; LIVE STAKES AND 3ERS, CORMS, BULBS, ETC.; SPRIGS, PLUGS, AND LINERS. 4TAINER GROWN PLANTS ARE THOSE WHOSE ROOTBALLS ARE ENCLOSED IN A POT OR BAG IN Y. RESPONSIBILITY TO OBTAIN SPECIFIED MATERIALS IN ADVANCE IF SPECIAL GROWING, 2RANGEMENTS MUST BE MADE IN ORDER TO SUPPLY SPECIFIED MATERIALS. MATERIALS NOT ON THE PROJECT LIST WILL NOT BE PERMITTED UNLESS AUTHORIZED IN ATION PROFESSIONAL. HAT ANY PLANT MATERIAL SPECIFIED IS NOT OBTAINABLE, A PROPOSAL WILL BE CONSIDERED T EQUIVALENT SIZE OR ALTERNATIVE SPECIES. WITH CORRESPONDING ADJUSTMENT OF 3STANTIATED AND SUBMITTED IN WRITING TO THE RESTORATION PROFESSIONAL AT LEAST 30 = WORK UNDER THIS SECTION. TO INSPECTION AND APPROVAL BY THE RESTORATION PROFESSIONAL FOR CONFORMANCE IER AT TIME OF DELIVERY ON -SITE OR AT THE GROWER'S NURSERY. APPROVAL OF PLANT SHALL NOT IMPAIR THE SUBSEQUENT RIGHT OF INSPECTION AND REJECTION DURING ITE AND REJECTED FOR NOT MEETING SPECIFICATIONS MUST BE REMOVED IMMEDIATELY FROM D REMOVED AS SOON AS POSSIBLE. ESSIONAL MAY ELECT TO INSPECT PLANT MATERIALS AT THE PLACE OF GROWTH. AFTER ANCE, THE RESTORATION PROFESSIONAL MAY REQUIRE THE INSPECTED PLANTS BE LABELED JECT. SUBSTITUTION OF THESE PLANTS WITH OTHER INDIVIDUALS. EVEN OF THE SAME SPECIES BLE. TO SIZES SPECIFIED UNLESS SUBSTITUTIONS ARE MADE AS OUTLINED IN THIS CONTRACT. ENSIONS SPECIFIED REFER TO MAIN BODY OF PLANT AND NOT BRANCH OR ROOT TIP TO TIP. L BE MEASURED WHEN THEIR BRANCHES OR ROOTS ARE IN THEIR NORMAL POSITION. IS GIVEN, NO PLANT SHALL BE LESS THAN THE MINIMUM SIZE AND AT LEAST 50% OF THE PLANTS iE MEDIAN OF THE SIZE RANGE. (EXAMPLE IF THE SIZE RANGE IS 12' TO 18', AT LEAST 50% OF NARD OF THE CONTRACT, SUBMIT A COMPLETE LIST OF PLANT MATERIALS PROPOSED TO BE NG CONFORMANCE WITH THE REQUIREMENTS SPECIFIED. INCLUDE THE NAMES AND NERS AND NURSERIES. SUBMIT DOCUMENTATION TO RESTORATION PROFESSIONAL AT LEAST 30 DAYS PRIOR TO START CTION THAT PLANT MATERIALS HAVE BEEN ORDERED. ARRANGE PROCEDURE FOR INSPECTION I RESTORATION PROFESSIONAL AT TIME OF SUBMISSION. I'S OR GROWERS' INVOICES OR PACKING SLIPS FOR ALL PLANTS ON SITE DURING INSTALLATION. SHOULD UST SPECIES BY SCIENTIFIC NAME, QUANTITY, AND DATE DELIVERED (AND GENETIC FION WAS PREVIOUSLY REQUESTED). AGE HE RESTORATION PROFESSIONAL 48 HOURS OR MORE IN ADVANCE OF DELIVERIES SO THAT THE . MAY ARRANGE FOR INSPECTION. 40 SHIPPING, PLANTS SHALL BE PACKED TO PROVIDE PROTECTION AGAINST CLIMATE 4D DRYING. PROPER VENTILATION AND PREVENTION OF DAMAGE TO BARK, BRANCHES. AND ENSURED. GE - PLANTS SHALL BE DELIVERED AS CLOSE TO PLANTING AS POSSIBLE. PLANTS IN STORAGE MNST ANY CONDITION THAT IS DETRIMENTAL TO THEIR CONTINUED HEALTH AND VIGOR. LIALS SHALL NOT BE HANDLED BY THE TRUNK, LIMBS, OR FOLIAGE BUT ONLY BY THE lR OTHER PROTECTIVE STRUCTURE, EXCEPT BAREROOT PLANTS SHALL BE KEPT IN BUNDLES N HANDLED CAREFULLY BY THE TRUNK OR STEM. !AVE DURABLE, LEGIBLE LABELS STATING CORRECT SCIENTIFIC NAME AND SIZE. TEN PERCENT LAMS IN INDIVIDUAL POTS SHALL BE LIBELED. PUNTS SUPPLIED IN FLATS, RACKS, BOXES, L HAVE ONE LABEL PER GROUP. D TO BE TRUE TO SCIENTIFIC NAME AND SPECIFIED SIZE, AND TO BE HEALTHY AND CAPABLE OF TING ALL OF THE REQUIRED CONDITIONS AT THE restoration prefessIonsFS DISCRETION MUST BE REPLACED IMMEDIATELY AT THE CONTRACTOR'S EXPENSE. IFTER ONE YEAR TO BE REPLACED AT THE CONTRACTOR'S EXPENSE. RY GROWN IN ACCORDANCE WITH GOOD HORTICULTURAL PRACTICES UNDER CLIMATIC JR MORE SEVERE THAN THOSE OF THE PROJECT SITE. 0 SPECIES AND VARIETY OR SUBSPECIES. NO CULTIVARS OR NAMED VARIETIES SHALL BE USED CH. NYING PLANS AND PLANT SCHEDULES. ITS (INCLUDES PLUGS): PLANT ROOT BALLS MUST HOLD TOGETHER WHEN THE PLANT IS EXCEPT THAT A SMALL AMOUNT OF LOOSE SOIL MAY BE ON THE TOP OF THE ROOTBALL. OT-BOUND; THERE MUST BE NO CIRCLING ROOTS PRESENT IN ANY PLANT INSPECTED. RACKED OR BROKEN WHEN REMOVED FROM THE CONTAINER SHALL BE REJECTED. 2. IMPROVE HABITAT, HYUNULUIiY, ANU WA I EN UUALI I Y 1UNU I IONS Ur I HE WO I LAN/ ANU [Ur,t11. 3. REDUCE PREVALENCE OF INVASIVE PLANTS IN MITIGATION AREAS. PERFORMANCE STANDARDS THE STANDARDS LISTED BELOW WILL BE USED TO JUDGE THE SUCCESS OF THE INSTALLATION OVER TIME. IF PERFORMANCE STANDARDS ARE MET AT THE END OF YEAR 5, THE SITE WILL THEN BE DEEMED SUCCESSFUL BY THE CITY OF TUKWILA PERIODIC MAINTENANCE, INCLUDING WEEDING AND WATERING, WILL BE NECESSARY TO MEET THESE STANDARDS. 1. SURVIVAL: ACHIEVE 100%SURVIVAL OF CONTAINER PLANTS BY THE END OF YEAR 1. ACHIEVE 80%SURVIVAL OF INSTALLED TREES AND SHRUBS FROM YEAR 2 THROUGH YEAR 3. THIS STANDARD CAN BE MET THROUGH PLANT ESTABLISHMENT OR THROUGH REPLANTING AS NECESSARY TO ACHIEVE THE REQUIRED NUMBERS. 2. NATIVE PLANT COVER: A ACHIEVE 30% COVER OF NATIVE WOODY PLANTS BY YEAR 2, EXCLUDING ANY EXISTING CANOPY. B. ACHIEVE 50% COVER OF NATIVE WOODY PLANTS BY YEAR 3, EXCLUDING ANY EXISTING CANOPY. C. ACHIEVE 80%COVER OF NATIVE WOODY PLANTS BY YEAR 5, EXCLUDING ANY EXISTING CANOPY. 3. SPECIES DIVERSITY: ESTABLISH AT LEAST TWO NATIVE TREE SPECIES, FOUR NATIVE SHRUB SPECIES, AND ONE NATIVE GROUND COVER SPECIES IN THE MITIGATION AREA AND MAINTAIN THIS DIVERSITY THROUGH YEAR 5. NATIVE VOLUNTEER SPECIES AND EXISTING VEGETATION MAY COUNT TOWARDS THESE STANDARDS. 4. INVASIVE COVER: AREAL COVER FOR ALL NON-NATIVE, INVASIVE AND NOXIOUS WEEDS WILL NOT EXCEED 10%AT ANY YEAR DURING THE MONITORING PERIOD. INVASIVE PLANTS INCLUDE THOSE ON THE KING COUNTY OR WASHINGTON STATE NOXIOUS WEEDS LISTS OR LISTED AS SPECIES OF CONCERN. MONITORING METHODS THIS MONITORING PROGRAM IS DESIGNED TO TRACK THE SUCCESS OF THE MITIGATION SITE OVER TIME AND TO MEASURE THE DEGREE TO WHICH THE SITE IS MEETING THE PERFORMANCE STANDARDS OUTLINED IN THE PRECEDING SECTION. AN AS -BUILT PLAN WILL BE PREPARED BY THE RESTORATION PROFESSIONAL PRIOR TO THE BEGINNING OF THE MONITORING PERIOD. THE AS -BUILT PLAN WILL BE A MARK-UP OF THE PLANTING PLANS INCLUDED IN THIS PLAN SET. THE AS -BUILT PLAN WILL DOCUMENT ANY DEPARTURES IN PLANT PLACEMENT OR OTHER COMPONENTS FROM THE PROPOSED PLAN. MONITORING WILL TAKE PLACE TWICE ANNUALLY IN THE SPRING AND FALL FOR FIVE YEARS. YEAR-1 MONITORING WILL COMMENCE IN THE FIRST FALL SUBSEQUENT TO INSTALLATION. THE FORMAL FALL ANNUAL MONITORING VISIT SHALL RECORD AND REPORT THE FOLLOWING IN AN ANNUAL REPORT SUBMITTED TO THE CITY OF TUKWILA: 1. VISUAL ASSESSMENT OF THE OVERALL SITE. 2. YEAR-1 COUNTS OF LIVE AND DEAD PLANTS BY SPECIES. YEAR-2 THROUGH YEAR-5 COUNTS OF ESTABLISHED NATIVE TREES AND SHRUBS BY SPECIES, TO THE EXTENT FEASIBLE. 3. COUNTS OF DEAD PLANTS WHERE MORTALITY IS SIGNIFICANT IN ANY MONITORING YEAR. 4. ESTIMATE OF NATIVE COVER IN THE MITIGATION AREA USING THE LINE -INTERCEPT METHODOLOGY (OR OTHER SAMPLING METHODS IF APPROPRIATE AND STATISTICALLY DEFENSIBLE). 5. ESTIMATE OF NON-NATIVE, INVASIVE WEED COVER IN THE MITIGATION AREA. 8. TABULATION OF ESTABLISHED NATIVE SPECIES, INCLUDING BOTH PLANTED AND VOLUNTEER SPECIES. 7. PHOTOGRAPHIC DOCUMENTATION FROM AT LEAST THREE FIXED REFERENCE POINTS. 8. ANY INTRUSIONS INTO OR CLEARING OF THE PLANTING AREAS, VANDALISM, OR OTHER ACTIONS THAT IMPAIR THE INTENDED FUNCTIONS OF THE MITIGATION AREA 9. RECOMMENDATIONS FOR MAINTENANCE OR REPAIR OF ANY PORTION OF THE MITIGATION AREA. MAINTENANCE THE SITE WILL BE MAINTAINED IN ACCORDANCE WITH THE FOLLOWING INSTRUCTIONS FOR AT LEAST FIVE YEARS FOLLOWING COMPLETION OF CONSTRUCTION: 1. FOLLOW THE RECOMMENDATIONS NOTED IN THE PREVIOUS MONITORING SITE VISIT. 2. GENERAL WEEDING FOR ALL PLANTED AREAS: A. AT LEAST TWICE ANNUALLY, REMOVE ALL NON-NATIVE INVASIVE OR NOXIOUS WEEDS AS LISTED IN THE KING COUNTY OR WASHINGTON STATE NOXIOUS WEEDS LISTS OR LISTED AS SPECIES OF CONCERN, AND ALL WEEDS THE RESTORATION PROFESSIONAL DETERMINES ARE PROBLEMATIC. B. AT LEAST TWICE ANNUALLY, REMOVE ALL COMPETING WEEDS AND WEED ROOTS FROM BENEATH EACH INSTALLED PLANT AND ANY DESIRABLE VOLUNTEER VEGETATION TO A DISTANCE OF 18 INCHES FROM THE MAIN PLANT STEM. WEEDING SHOULD OCCUR AT LEAST TWICE DURING THE SPRING AND SUMMER. FREQUENT WEEDING WILL RESULT IN LOWER MORTALITY, LOWER PLANT REPLACEMENT COSTS, AND INCREASED LIKELIHOOD THAT THE PLAN MEETS PERFORMANCE STANDARDS BY YEAR 5. C. MORE FREQUENT WEEDING MAY BE NECESSARY DEPENDING ON WEED CONDITIONS THAT DEVELOP AFTER PLAN INSTALLATION. D. DO NOT WEED THE AREA NEAR THE PLANT BASES WITH STRING TRIMMER (ALSO KNOWN AS WEED WHACKER OR WEED EATER). NATIVE PLANTS ARE EASILY DAMAGED OR KILLED, AND WEEDS EASILY RECOVER AFTER TRIMMING. E. SELECTIVE APPLICATIONS OF HERBICIDE MAY BE NEEDED TO CONTROL INVASIVE WEEDS, ESPECIALLY WHEN INTERMIXED WITH NATIVE SPECIES. HERBICIDE APPLICATION, WHEN NECESSARY, SHALL BE CONDUCTED ONLY BY A STATE -LICENSED APPLICATOR. 3. APPLY SLOW -RELEASE. GRANULAR FERTILIZER TO EACH INSTALLED PLANT ANNUALLY IN THE SPRING (BY JUNE 1) OF YEARS 2 THROUGH 5. 4. REPLACE MULCH AS NECESSARY TO MAINTAIN A4-INCH-THICK LAYER, RETAIN SOIL MOISTURE, AND OMIT WEEDS. 5. REPLACE EACH PLANT FOUND DEAD IN THE SUMMER MONITORING VISITS DURING THE UPCOMING DORMANT SEASON (OCTOBER 15 TO MARCH 1), FOR BEST SURVIVAL. 6. THE PROPERTY OWNER WILL ENSURE THAT WATER IS PROVIDED FOR THE ENTIRE PLANTED AREA WITH A MINIMUM OF 1 INCH OF WATER PER WEEK FROM JUNE 1 THROUGH SEPTEMBER 30 FOR THE FIRST TWO YEARS FOLLOWING INSTALLATION, THROUGH THE OPERATION OF A TEMPORARY IRRIGATION SYSTEM. LESS WATER IS NEEDED DURING MARCH, APRIL, MAY AND OCTOBER. CONSTRUCTION NOTES AND SPECIFICATIONS THE RESTORATION PROFESSIONAL WILL MONITOR THE FOLLOWING ACTIVITIES AND COMPLETE THE FOLLOWING INSPECTIONS: 1. ALL SITE PREPARATION. A STAKING OF WETLAND AND CLEARING/PLANTING BOUNDARIES. B. WEED REMOVAL C. SOIL PREPARATION AND AMENDMENT. D. MULCH PLACEMENT. 2. PLANT MATERIAL INSPECTION. A PLANT MATERIAL DELIVERY INSPECTION. B. 100% PLANT INSTALLATION INSPECTION. GENERAL WORK SEQUENCE SITE PREPARATION 1. STAKE WETLAND BOUNDARIES FOR INSPECTION BY RESTORATION PROFESSIONAL. 2. INSTALL EROSION CONTROL MEASURES, SUCH AS COIR WATTLES, PER THE SITE PREPARATION PLAN. 3. MANUALLY CLEAR INVASIVE AND ORNAMENTAL VEGETATION FROM MITIGATION AREA DURING SPRING AND/OR SUMMER u111.0TNC 11 C GVlllrl rRFATINf FYRT1CFrl Cull l:T1NNTITINC r111RINR THE WINTER CTl1RM CFASONI • SITE PREPARATION PLAN. A. ENSURE MULCH DOES NOT TOUCH STEMS OF EXISTING (OR INSTALLED) VEGETATION. SEE PLANTING DI W6. MITIGATION PLANTING AND IRRIGATION 1. INSTALL MITIGATION PLANTS DURING THE DORMANT SEASON (OCTOBER 15 - MARCH 1). A. IN THE BUFFER MITIGATION AREA PREPARE A PLANTING PIT FOR EACH PLANT THROUGH BLANKET WO( INSTALL PER THE PLANTING DETAILS. B. IN THE WETLAND ENHANCEMENT AREA INSTALL LIVE STAKES PER PLANS AND DETAILS. 2. INSTALL A TEMPORARY. ABOVE GROUND IRRIGATION SYSTEM TO PROVIDE FULL COVERAGE TO ALL INST/ WITHIN THE RESTORATION AREA MATERIAL SPECIFICATIONS AND DEFINITIONS 1. FERTILIZER (FOR NEAR AQUATIC ENVIRONMENTS): SLOW -RELEASE, PHOSPHOROUS -FREE GRANULAR FEF MUST INDICATE THAT PRODUCT IS SAFE FOR AQUATIC ENVIRONMENTS. FOLLOW MANUFACTURERS INSTI USE. KEEP FERTILIZER IN WEATHER -TIGHT CONTAINER WHILE ONSRE. FERTILIZER IS ONLY TO BE APPLIE AND 3, NOT IN YEAR ONE. 2. IRRIGATION SYSTEM: AUTOMATED SYSTEM CAPABLE OF DELIVERING AT LEAST ONE INCH OF WATER PER JUNE 1 THROUGH SEPTEMBER 30 FOR THE FIRST TWO YEARS FOLLOWING INSTALLATION. 3. RESTORATION PROFESSIONAL: THE WATERSHED COMPANY ((425) 822-52421 PERSONNEL OR OTHER PERS. TO EVALUATE ENVIRONMENTAL RESTORATION PROJECTS. 4. WOODCHIP MULCH:'ARBORIST CHIPS' (CHIPPED WOODY MATERIAL) APPROXIMATELY ONE TO THREE INC. DIMENSION (NOT SAWDUST). THIS MATERIAL IS COMMONLY AVAILABLE IN LARGE QUANTITIES FROM ARBC TREE -PRUNING COMPANIES. MULCH SHALL NOT CONTAIN APPRECIABLE QUANTITIES OF GARBAGE, PLAT! AND DIMENSIONAL LUMBER OR CONSTRUCTION/DEMOUTION DEBRIS. 5. TOPSOIL: TOPSOIL SHALL BE A 3-WAY MIXTURE OF APPROXIMATELY 33-50% COMPOST AND 5085% SAND ALL COMPONENTS SHALL BE FREE OF PHYTO-TOXIC MATERIALS AND VIABLE SEEDS, RHIZOMES, OR R001 STATE -LISTED NOXIOUS WEEDS. 8. COMPOST: COMPOST SHALL MEET WSDOT STANDARDS SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICI CONSTRUCTION, 9-14.4(8) FOR FINE COMPOST. CONTINGENCIES IF THERE IS A SIGNIFICANT PROBLEM WITH THE RESTORATION AREAS MEETING PERFORMANCE STANDARDS, / PLAN WILL BE DEVELOPED AND IMPLEMENTED. CONTINGENCY PLANS CAN INCLUDE, BUT ARE NOT LIMITED TO. AMENDMENT, ADDITIONAL PLANT INSTALLATION, AND PLANT SUBSTITUTIONS OF TYPE, SIZE, QUANTITY. AND L. Appendix B SITE DEVELOPMENT PLAN a P2p� 6.6. 26.44(B'N)q, 1 I I ' I 7 u'O. SO R 41.7s 62Li 6'SO 00.8X I �ourti P NIti • ER COMBINED .ET/ CETFNN0N POND, BOTTOM FLEE: 12.0 100-Y WDOf 0 vAT L.ELcl24.4r.6,6 . t 6EE, / Mu3,.6TYPE II' .`@f 23. 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CURB RETURN TABLE TAR L STA PC LOCATION FLOW LINE ELEVATION STA PT LOCATION PT 1 49. 28' 23.43 19+59.72, 39.87LT 31.66 31.81 32.04 32.32 32.68 19+66.30. 61.94' LT 2 94' 12' 19.71 20+18.52. 4981 LT 32.27 32.17 32.06 31.96 31.85 20+47.30, 35.33' LT 3 91' 15 23.84 21+88.62, 28.86' RT 30.38 30.44 30.50 30.56 30.67 22+03.59. 44.14' RT 4 89' 20' 31.09 22+27.51. 48.55' RT 30.60 30.42 30.25 30.07 29.89 22+47.56. 28.92' RT gig 1411100-494-5000 Tukwila Fin Station 55 343031. No. Orma. C.A. 1E01 PRP LE 1111E4 engineering p5c 272411:÷•?-7::: +usworncou. 4•IirvaLrtly• PEAtEr SUBMITTAL Ow. 10/1621316 PAVING E 31011VONTEL CONTROL KAN Eted31113 C3.0 Appendix C SITE PHOTOS Photo 1. Wetland A, taken from upslope position (October 10, 20181. Photo 2. Wetland A, emerging hydrophytic plant community (May 8, 2019). 1 �• Photo 3. Wetland A, with dense emerging native plant community (May 5, 2019),. Photo 4. Wetland A, northern portion (May 8, 2019). Photo S. Wetland A, area of proposed mitigation /W1ay8, I019\. Pho1oG. Wetland A^groundwater seeps can beseen onglistening soils where unve8etoted(May Q,2O19). 4 •• Photo 7, Typical non -wetland area (October 10, 2018). Photo 8. Adjacent stormwater pond (October 10, 2018). Structural Calculations For: Tukwila Fire Department Fire Station 51 Tukwila, WA Client: Weinstein A+U October 15, 2018 Index: C1 G1— G22 L1— L77 Design Criteria Gravity Load design Lateral load design 10-15-2018 Swenson Say Faget, Inc. 2124 Third Avenue, Suite 100, Seattle WA 98121 .06 61 Structural Engineering Ph: (206) 443-6212 Fax: (206) 443-4870 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 152018 PEHMi l' CEN i �.:� Project: Tukwila Fire Station 51 Tukwila, WA October 15, 2018 Structural Design Criteria Summary Swenson Say Faget STRUCTURAL ENGINEERING 2124 Third Ave, Suite 100 Seattle, WA 98121 0 206.443.6212 934 Broadway, Suite 100 Tacoma, WA 98402 0 253.284.9470 2015 International Building Code (IBC) with City of Tukwila amendments ASCE 7-10 Minimum Design Loads for Buildings and Other Structures IBC Chapter 16 Structural Design Risk Category IV (IBC Table 1604.5) IBC Section 1607 Live Loads Roof Live Load 25 psf (snow) Snow Load Design Importance Factor 1.2 (ASCE 7-10 Table 1.5-2) Elevated Floor Live Load 50 psf (office) Assembly Area Live Load 100 psf Corridor Live Load 100 psf first floor, 80 psf corridors above first floor Stair Live Load 100 psf Specialized Loads as required by City of Tukwila Fire Department for fleet equipment IBC Section 1609 Wind Loads Basic Wind Speed 115 mph (Risk Category IV) Exposure B IBC Section 1613 Earthquake Loads Site Class C (from Hart-Crowser July 20, 2017 Geotechnical Report) USGS site -specific Seismic Design Mapped spectral accelerations Short Period Spectral Acceleration (Ss) 1.435 g 1-Second Period Spectral Acceleration (Si) 0.535g Design Short Period Spectral Acceleration (Sim) 0.956 g Design 1-Second Period Spectral Acceleration (SDI) 0.464 g Seismic Design Category D Seismic Design Importance Factor 1.5 (ASCE 7-10 Table 1.5-2) See General Structurall Notes for additional soils and materials information Swenson Say Faget, Inc. Structural Engineering 2124 Third Avenue, Suite 100, Seattle WA 98121 Ph: (206) 443-6212 Fax: (206) 443-4870 _A P Pi -(2-A OS l; A proDF 10(5f. 5 P ,41-"-( e �9 r t e Ay ZIP r i, e TP%. 1-et SPAcr.'s-1'6 .. G� = fZ- P./.f.. TL ' 2 0 PI { 0w71 l'f kl ZSe. / 70 Lc. 36e. USE /`(" Toes-r5 oL er-riE7V. tfy S'P*j4 . 3? 'f' S P A-ce JG 7L =2,20 €F DW51 20 k Y S2c' cs N Sr .7 (2 57'5 tir-o" o c, w - 1,.t nt - 5' A -Pr' 8 4- 7 8 6/N 0-.^--( f / 5 5_o s v) (9'1 1 '-/Y . � z s- - s �/"3> ) I✓1 A x 'T ft 6 el 7 3VS •S le.f°t- W2yxaY / 1 = z-!, v_ 5 z6,k- t7' (i ) = 5yo tf 4 S6iP- 1 - Z•f ' 3 cr '/ ; Q r0 p / F Y4. r.--)7 51 a 7, U fie. „ f f 0.d- 1,77 0, 77 „ C p6 (4- od.rf--S 44- G a a r A- /,r n� _ /Z•S(zda = Z5 2 p!f f et. (0,1 ()0) .375 M /Sp•Y k•FF Dec, 0,f @IIIIITRUCTURAL ENGINEERING 'JUtuv/_ A f S -, PROJECT DATE O02i 2a7 d/ PROJ. 1` DESIGN 6 / 206.443.6212 SWENSON SAY FAGET 253.284.9470 SHEET A"°BEAMANAL.xIs" Program Version 2.0 Job Name: Job Number: Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = SINGLESPAN BEAM. ANALYSIS' and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using ABC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 51 Subject: Main App bay beam Simple m 44.0000 29000 2370.00 . W24x84 50_ _ 4.0000 1.00 __... ft. ksi in "4 ksi ft. Beam Loadings: Full Uniform: w = 1.4400 kips/ft. Start Distributed: #1: #2: #3: #4: #5: #6: #7: #8: Moments: #1: #2: #3: #4: Results: Simple Beam Propped Beam Fixed Beam E,I Cantilever Beam V RL x Originator: I Checker. c e b a +P +wb End we (klps/ft.) b (ft.)= Wb (kips/ft.); er(ft.) M (ft-kips) End Reactions: RL = 31.68 (kips MxL = N.A. ft-kips Maximum Moments: +Mx(max) _ -Mx(max) = 348.48 0.00 Maximum Deflections: -A(max) _ +A(max) = 0(ratio) _ -1.767 _ 0.000_ U299 ft-kips ft-kips RR = 31.68 kips MXR = N.A. ft-kips @ x = 22.00 ft. @ x = 0.00 Jft. in. @ x = _ 22.00 ift. in. @ X = 0.00— ft. L Nomenclature Point Loads: #2: #3: #4: #5: #6: #7: #8: *9: #10: #11: *12: #13: #14: #15: +M +we +w RR alt.) P (kips) AISC Code Check ffor X-Axis Bending: Lc = 8.08 ft. Lu=_^9.61 ft. Lb/rt = 20.78 T fbx = 21.34_. ksi Fbx = 33.00 ksi Mrx = 539.00 ft-kips S.R. = 0.647 = fbx/Fbx AISC Code Check for Gross Shear: fv = 2.80 ksi Fv = .. 20.00 ksi S.R. = 0.140 = fv/Fv 1 of 1 9/21/2018 4:17 PM 2' "BEAMANAL.xIs" Program Version 2.0 Job Name: SINGLE=SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 51 Subject: App bay edge beam Job Number. Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 16.0000 T29000 51-0.00 W18x35 50 -4.0000 1.00 Originator: c I Checker: I e ft. A' Simple Beam 4,7 b ksi r a in °4 %� Propped Beam f +P +M +we tl �, +wb ksi Fixed Beam �` il�M+w ft. Cantilever Beam f RL x RR Nomenclature Beam Loadings: Full Uniform: w =I 0.6600 lips/ft. Start Distributed: *1: *2: /3: #4: *5: *6: *7: *8: Moments: *1: #2: #3: #4: Results: b (ft.)` 1Nb (kips/ft:) e (ft.) End We. (kipsft) C (ft.) M: (ft-kips)` End Reactions: RL = 5.28 _ kips MxL = N.A. ft-kips Maximum Moments: +Mx(max) = 21.12 _jft-kips -Mx(max) = 0.00 ft-kips Maximum Deflections: -A(max) = +A(max) = A(ratio) = -0.066 - 0.000_� U2918 In. in. RR = MXR = @ x = @x= @x= @ x = Point Loads: #1: #2: *3: *4: *5: *6: *7: *8: *9: *10: *11: *12: *13: *14: *15: a (ft:) P.(kips) AISC Code Check for X-Axis Bending: Lc = 4.80 ft. 5.28 kips Lu = 5.61 ft. N.A. ft-kips Lb/rt = 32.21 fbx = 4.40 ksi Fbx = 33.00 ksi 8.00 lft. Mrx = 158.40 ft-kips 0.00ft. S.R. = 0.133 = fbx/Fbx AISC Code Check for Gross Shear: _ 8.00 lft. fv = 0.99 ksi 0.00 ft. Fv = 20.00 ksi S.R. = 0.050 = fv/Fv 1 of 1 9/21/2018 4:24 PM CAST -v=a3— Pf 6a7 fz-cc,F (;(4"4f - f 3 S v i Sin 6 tN1 t c D Les- r� A-1 G rz e n C% s--oa +. g„,./ 1vl �.L (SN Ve.a) �. f�J (, 0') r'st) tlt5E S A-P4C 1^'1 = 29f:- \(' _ �•�2 i� w1�X35- Zt 6,7 - Fh_ d A IL , py7 " `"/S - 44 Q.16 L[ p!� If 4 S r e- F r0 { f t-c-S e' 5 Ai-I67 6,1 f-t Jr i e ✓- �^�� 5� a o`pt !� F�� A.(O L.7 PI 0 RUCTURAL EP1GR EERONG T S S t 0/2418 PROJECT DATE Doti 2_6/7 o/ PROJ. # 7v DESIGN G [/ N O N n ✓ co � N • ri o in N ry O 0 N N O EO co CS 6• - y u of O 0 0' N :n • 3 c a mac• `, vd N N m W J E N!a- G v •c tn �w SWENSON SAY FAGET SHEET "BEAMANAL.xls" Program Version 2.0 Job Name: SINGLE -SPAN BEAM ANALYSIS .and . AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC Iftl, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 51 Subject: App bay E-W edge beam Job Number: Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 33:0000 29000 712.00 W 18x46 _.50. _... 11 4.0000 Beam Loadings: Full Uniform: w= Distributed: *1: #2: *3: #4: #5: #6: #7: #8: Moments: #1: #2: #3: #4: Results: fit. ksi in "4 ksi ft. 0.5500 imps/ft. Start Simple Beam _L fl �j, Cantilever Beam v� RL Propped Beam Fixed Beam Originator: End (ft.) - =Wb (kips/ft.) ' e(ft.) We (klps/ft.) C (ft.) M (ft-kips) End Reactions: RL = MxL = 9.08 N.A. Maximum Moments: +MX(max) = -Mx(max) = _ _74.87 0.00 Maximum Deflections: -Amax) = +A/max) = i(ratio) _ -0.711 0.000 U557 kips ft-kips ft-kips ft-kips in. iin. RR = MXR= @X= @X= @x= @X= 9.08 kips N.A. ft-kips 16.50 _ft. 0.00 ft. I Checker: I c e b a +Wb +M x Nomenclature Point Loads: #1: #2: #3: #4: *5: #6: #7: *8: #9: #10: *11: #12: #13: #14: *15: +we RR a. (ft.) P(kips) AISC Code Check tor X-Axis Bending: Lc = 5.43 ft. Lu = 6.76 ft. Lb/rt= 31.17 fbx = 11.40 ksi Fbx = 33.00 ksi Mrx = 216.70__ ft-kips S.R. _ 0.345 = fbx/Fbx AISC Code Check for Gross Shear: _ 16.50ift. fv= 1.39_ksi 0.00 ft. Fv = 20.00 ksi S.R. = 0.070 = fv/Fv 1 of 1 9/21/2018 5:03 PM 65" "BEAMANAL.xts" Program Version 2.0 Job Name: SINGLE -SPAN BEAM ANALYSIS and. AISC ASD. CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using. MSC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 51 Subject: App bay E-W edge beam end span Job Number. Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Beam Loadings: Full Uniform: Simple 21.0000 ft. 29000 ksi 510.00 in.^4 W18x35 50 _ _. ksi 4.0000 ft. 1.00 w= Distributed: *1: #2: #3: *4: *5: *6: *7: *8: Moments: #1: *2: *3: *4: Results: 0 Simple Beam 11 4' Propped Beam Fixed Beam Originator: c I Checker. I e b a +p +wb Cantilever Beam RL x 0.5350 ]kipsfft. Start End b (ft.) Wb (kips/ft.) e '(ft.) We (kipslft.) co.) • M (ft-kips) End Reactions: RL = 5.62 kips MxL =N.A. ft-kips Maximum Moments: +Mx(max) = -Mx(max) = 29.49 0.00 Maximum Deflections: -4(max) = +A(max) = 4(ratio) = -0.158 0.000 U1592 ft-kips ft-kips in. in. RR = MxR 5.62^kips N.A. ft-kips @x= 10.50 ft. @x= 0.00 ft. @x= @x= 10.50 J1t. 0.00 ft. Nomenclature Point Loads: #1: *2: *3: *4: *5: *6: *7: *8: *9: *10: *11: *12: *13: *14: *15: +M +we RR a-(ft.) .: . P:(kips) AISC Code Check for X-Axis Bending: Lc = Lu = Lb/rt = fbx = Fbx = Mrx = S.R. = 4.80 ft. 5.61 ft. 32.21' _ 6.14 ksi 33.00 ksi 158.40 ft-kips 0.186 = fbx/Fbx AISC Code Check for Gross Shear: fv = 1.06 ksi Fv = 20.00 ksi S.R.= 0.053 = fv/Fv 1 of 1 9/21/2018 5:10 PM 4 ItaaF OJt 7L ME;Us(q.n/zCk y 6i-4L T1'p! CA- L JUST /6' SpA.-'t % 1,4-e't11 3 TL `2'L_ LL ''/36c frt-SE /2GL1 7L?/fr 0 y•_!3 " c yvth, [(UOf SAC "' S I 6f- ' = U(a ) — l Go P If- .8" (30-); Z7'a pff I 'f& ?` 35 Y Der of P24- f/1•c; (' , t D ") (6 . F esF) 20' s �6� (2.G,8)5-.S / b, 3 k. f t- y /.)(13x3C 5,f2 f i 5P 6+ 47,1 S t0,7S'j 9.7E J 7-/a 7.'f.! 64 1 1. or7S (l0,3 te-F) 0SYRUCTU AL / 8. -r5 / S?. V rr--fr Zd.N to-rff- f. (Sv fr4.s;)r r . - 70,YY L.fr- dt< 6, `l77 G f,o D k- PROJECT / of 2�J/ 7 DATE OQ2( Wf7U/ PROJ. # - M ENGYNEERING DESIGN 67 206 443.6212 253.284.9470 O 0 (N 0-5 N O co a o o0 a) a ,a 3 N N 6l Q0 N t SWENSON SAY FAGET SHEET "BEAMANAL.xIs" Program Version 2.0 Job Name: Job Number. Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = SINGLE=SPAN BEAM ANALYSIS and AISC ASD. CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 51 Simple 20.0000M ft. - 29000 ksi 510.00 in.A4 IIV18x35 - d...50 ksi 4.0000 ' ft. 1.00 Beam Loadings: Full Uniform: w = 0.4350 ]kips/ft. Start Distributed: #1: #2: #3: #4: #5: #6: #7: #8: Moments: #1: #2: #3: #4: Results: Subject: Originator. Simple Beam Propped Beam Fixed Beam Cantilever Beam End b (): . Wb (kips/ft.) e (ft) We (kips/ft.) .0 (ft.) M (ft-kips) End Reactions: RL = 4.35 kips MxL = N.A. ft-kips Maximum Moments: +MX(max) = 21.75 ft:-kips -Mx(max) = 0.00 ft-kips Maximum Deflections: -A(max) = +A(max) = A(ratio) = -0.106 0.000 U2266 in. in. RR = MXR 4.35 _kips Mech bay edge bm Checker: c e b a +wb RL x N.A. ft-kips @ X = 10.00 ft. @ x = 0.00 J ��ft. @x= @ X = _10.00 0.0_�ft. 0 ft. Nomenclature Point Loads: #1: #2: #3: #4: #5: *6: #7: #8: *9: *10: #11: #12: #13: #14: #15: +M +we !'!! +w RR a (ft.) P (kips) AISC Code Check for X-Axis Bending: Lc = 4.80 ft. Lu = 5.61_ ft. Lb/rt= 32.21_ fbx = 4.53 ksi Fbx = 33.00 ksi Mrx = 158.40 ft-kips S.R. = 0.137 =fbx/Fbx AISC Code Check for Gross Shear: fv = 0.82 _ ksi Fv = 20.00 ksi S.R. = 0.041 = fv/Fv 1 of 1 9/24/2018 10:09 AM tie tl"/24,21/2n'P OOTRIGOFAS 0 L2+.5/l BTWN 4•-0 uc ORTCG R5 1118435 li I7/5402110. 01Bs35 I ... 12CI84422 C1091i$ 3-5105 AT RICH ROOF, M. 411045 BRAGEO FRAME H55 4.542Pwas FR N3 if 0 4 -000 14R1 005J 0 4•400 W24434 C.N. 2554 0854 �04dx 1)--EitACED FRAME 1155 5.0425 BRACES TIP. rRY-3 1 .L! IJ us. c4: }I BRACED FRAME1155 5.0425 BRACES TIP. FRAMED W4ll5 MEOW 0 GRID 2 —t 6005162-43 015050 16'oc 91EA1RE0 0/ SURE -BOARD 200 *gas, FQt FERE RATED 0411.5. p 9JRE-604.0.0 PAN015 10 RAVE ei ICE-6 QR. WALL BOA 49, 3 N7040t 045016F VEREER TO •{', WAWUS PER OER 51ROCT. NOTES A I' 5/5403 STAGED FRIJ .. NA 454237 - (J, ) BRACES �7Vp. Vl ij L24* 4 Mk— 12120*'4 OUTRIGGERS 01R:C4245 0 4•-Obc Pion Notes /-14M1 0W5J 0 4•-0.44 10/5401 v c 5/5402 Legend 1. 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Z9` 5(544 it' -r1-q, 71 sok-4s tt' g 2q� 0 1, y 3 1. 1007,7(2,6 r71'i ,(L °' a✓p 2 r! ois 0 STRUCTURAL ENGINEERING S/ lo(zvr?, PROJECT DATE OGZ( tot 7 0/ PRO). 7Vv- DESIGN 206 443.6212 engineers.com t+� SWENSON SAY FAGES 253.284.9470 SHEET 6-/ o "BEAMANAL.xIs" Program Version 2.0 Job Name: SINGLE SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using RISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS Subject low roof beam Job Number. Originator: Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 19.0000 _ ft. 29000 ksi 204.00 in."4 W12x26 50 ksi 4.0000 ft. 1.00 Beam Loadings: Full Uniform: w=1 Distributed: 11: *2: #3: #4: *5: *6: *7: #8: Moments: *1: #2: *3: *4: Results: 1.2500 jkipsfft. Start 7. Simple Beam Propped Beam 414 Fixed Beam Cantilever Beam End b (ft.) wb (kips/ft.) e (It.) We (kips/ft.) C (ft.) 1 M (ftdcips) End Reactions: RL = 11.88 ]kips MxL = N.A. ft-kips Maximum Moments: +MX(max) = _ 56.41 ft-kips -Mx(max) = 0.00 ft-kips Maximum Deflections: -A(max) = -0.620 in. +A(max) = 0.000 in. A(ratio) = U368 RR = MXR = @x= @ X = 11.88 N.A. c Checker: 1 e b a +p +wb +M RL x kips ft-kips 9.50 ift. 0.00ft. 9.50 3. 0.00 ft. Nomenclature Point Loads: #1: *2: *3: *4: #5: *6: #7: #8: *9: #10: *11: *12: *13: *14: #15: +we +w RR a (ft. P() AISC Code Check for X-Axis Bending: Lc = 5.81 ft. Lu = 6.73 ft. Lb/rt = 27.91 fbx = 20.27 ksi Fbx = 33.00 ksi Mrx = 91.85 ft-kips S.R. = 0.614 = fbx/Fbx AISC Code Check for Gross Shear: fv = Fv = S.R. 4.23 20.00 0.212 ksi ksi = fv/Fv 1 of 11 4/26/2018 10:48 AM 6 {( ®BEAMANAL.xis" Program Version 2.0 SINGLE -SPAN. BEAM ANALYSIS and. AISC ASD CODE CIHECK For,Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shape Subjected to X-Axis.Bending Only Job Name: TFS Subject: low roof beam Grid C Job Number: Originator: ( Checker. Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 29.0000ft. 29000 J ksi 238 00 in."4 W12x30.., __ 50 ksi a.oaoo--- ft. too Beam Loadings: Full Uniform: w = 0.5500 jkipslft. :tart Distributed: b (ft.) wb (kipslft:) *1: *2: *3: ems. #5: #7: yes. Moments: #1: *2: #3: *4: Results: c e .. Simple Beam '' b a '-' Propped Beam +P +M +we 4Fixed Beam Kj +wb ������������������ +w Cantilever Beam t" RL x RR • Nomenclature e (ft.) End We (kips/ft) M (ft-kips) End Reactions: RL = 7.98 __ kips MXL = N.A. ft-kips Maximum Moments: +MX(max) = 57.82 it -kips -Mx(max) = 0.00 ft-kips RR = 7.98lkips MxR =� N.A.ft-kips Cox= 14.50 ft. @ X = 0.00 - ft. Point Loads: #1: #2: #3: s4: #5: #6: #7: #8: #9: #10: #11: *12: #13: *14: #15: a(ffQ P (kips) AISC Code Check for X Axis Bending: Lc = 5.84 ft. Lu = 7.75 ft. Lb/rt = 27.75 fbx = 17.97 ksi Fbx = 33.00 ksi Mrx = 106.15 ft-kips S.R. _ 0.545 =fbx/Fbx Maximum Deflections: AISC Code Check for Gross Shear: -4(max) = -1.268 in. @ x = 14.50 ft. fv = 2.49 _ ksi +4(max) = 0.000 in. @ X = 0.00 ft. Fv = 20.00 ksi 4(ratio) = L/274 S.R. = 0.125 = fv/Fv 1 of 1 4/26/2018 11:08 AM "BEAMANAL.xls" Program Version 2.0 Job Name: SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE,CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS Subject: low roof beam Grid A Job Number. Originator. Checker: 1 Input Data: l 1l12-. Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 27.0000 ft. 29000' ksi �204.00 in A4 µW 12x26 50 ksi :4.0000 ft. '1.00 Beam Loadings: Full Uniform: w= Distributed: #1: #2: *3: *4: *5: *6: *7: #a: Moments: #1: #2: #3: *4: Results: 0 5500 Ikipsflt Start Simple Beam 7-4' %y - Propped Beam Fixed Beam Cantilever Beam End b (ft.) Wb'(kipstft.) e (ft.) We (kips/ft) C (ft.) M.(1t-kips) End Reactions: RL = 7.43 kups MxL = N.A. ft-kips Maximum Moments: +Mx(max) = 50.12 I ft-kips -Mx(max) = 0.00 ft-kips Maximum Deflections: -.A(max) = -1.112 +A(max) = 0.000 m A(ratio) = 11291 in. in. RR = MXR = @x= x= @x= ©x= c b a +P +M +we +wb RL x RR Nomenclature Point Loads: *1: #2: #3: *4: *5: *6: #7: #8: #9: *10: *11: *12: *13: #14: *15: 'a:(ft.) P (kips) AISC Code Check for X-Axis Bending: Lc = 5.81 ft. 7.43 _kips Lu = 6.73 ftN.A. ft-kips Lb/rt = 27.91 fbx = 18.01 ksi Fbx = 33.00 ksi 13.50 lft. Mrx = 91.85 ft-kips 0.00 ft. S.R. = 0.546 = fbx/Fbx AISC Code Check for Gross Shear: 13.50 itt. fv = 2.65 ksi 0.00 ft. Fv = 20.00 ksi S.R. = 0.132 = fv/Fv 1 of 1 4/26/2018 11:11 AM �(3 C ri+-ticEL. 50,Pfr..)R-1- r- -T-0 Fc 0-sr Q) A --Pr 8k1 e" rP- 2.6 S Q 4-6 —Co'Z (.2,s r 20 a NM , g. o .Pk, -f r A 5? V; 1,6 le- V""Ck2- x yi Corr �t.aaC v'r.a i`Zt Co A-A-0 M . l t✓L. 0 ram.- . 0.4 1.54-(t, 111) 2,Z2 f+ is ?cc F� : zt �,s' re-S An 011 145S �XGx.� c� C� �,.+�f?Vrj 0 CSSTRUCTURAL ENGINEERING Tle-s, 51 16I-64)r PROJECT DATE 00"L{ 2.GI '7 0/ PROJ. # DESIGN DV G-f T SWENSON SAY FAGEY SHEET "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number: Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = SINGLE -SPAN BEAM ANALYSIS,and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS Simple 20.0000 29000 202.00 MC 12x31 50 4:0000 1.00 Beam Loadings: Full Uniform: w= Distributed: #1: #2: #3: #4: #5: #6: #7: #8: Moments: #1: #2: #3: #4: Results: ft. ksi in.^4 ksi ft. 0.1600 kips/ft. Start Simple Beam Propped Beam Fixed Beam 1 Subject: Originator: storefront support channel c Checker: e b a +wb Cantilever Beam ' RL x End We (kips/fC); I) (ft.) Wb •(kips/ft.). O. (ft_)... c (n) M (ft-kips) End Reactions: RL = 1.60 kips MxL = N.A. ft-kips Maximum Moments: +Mx(max) = 8.00 tt-kips -Mx(max) = 0.00 ft-kips Maximum Deflections: -A(max) = +A(max) = A(ratio) = -0.098 in. ' 0.000 in. U2442 RR = MXR = @x= @ x = @x= @x= 1.60 kips N.A. ft-kips 10.001ft. 0.00 ft. 10.001ft. 0.00 ft. Nomenclature Point Loads: #1: #2: #3: #4: #5: #6: #7: #8: #9: #10: #11: #12: #13: #14: #15: +M +� +w FR a (fL) P;(kips) AISC Code Check for X-Axis Bending: Lc = N.A. ft. 7.14 ft. Lu = Lb/rt = fbx = Fbx = Mrx = S.R. = N.A. 2.85 ksi 30.00 ksi 84.25 ft-kips 0.095 = fbx/Fbx AISC Code Check for Gross Shear: fv = 0.36 ksi Fv = 20.00 ksi S.R. = 0.018 = fv/Fv 1 01 5/30/2018 12:10 PM 2 (a G�a•:c���3ts [ht 5 PA-4 CCP- js3 12' C—S 69 S' a c S keE E 4-GroR-ems 1.04.D / y 06 p ( f bo km 5- LIV `/ !2S psf nC o t =to f ps f t16 (-t-i Sro r k--&6 112. •'�G 1 irl� DGG�. 2 .122' 1-6PP1-6.1.0 iM t l A-n Lo tkr) 1 c,i b-6r t . 2 i> •2(x (( I 2 : 2.6? ti p5f c gt+ '1-v+Si S 040 L, 4- boo 11 I o,(-o Pt f 2 AA-K Sj - ?.S' f2t IA) O(LI-?-(6 7 , 5' ( S° Di.- { I Zs t3 1 3 d S vJ (,3 °} 13c2,S ref 2I N/ I'()C-(a 1) -? .3 '-s. UI ", o f cJ 3 0 (>L _ Ol2-Y„ ek +'J in- tr Q (s )L 24'j 7? Op LL + 7.S' (a') Izo rs •Iiseu t.s Zt't' 0 , ; u ��SG vv(2-- 4v a.•� 5T/-(2 5r2•,-)C<L f�-^ cfZ.os-.) STRUCTURAL ENGINEERING rr-S PROJECT �C/2_0,2 DATE 00 -r'— (Si 0/ PROD. tt DESIGN 6_1 6 206.443.6212 SWENSON SAY FAGET 253.2°4.9470 SHEET -BEAMANAL.xls" Program Version 2.0 Job Name: Job Number SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams. Usiing AISC W,S., C, or MC Shapes Subjected to X Axis Bending Only TFS Subject: Originator: Mech platform bm I Checker: Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 21.0000 ft. 29000 ksi 245.00 in.^4 W14x26 50 ksi 4.0000 ft. 1.00 Beam Loadings: Full Uniform: w= Distributed: #1: #2: #3: #4: #5: #6: #7: #8: Moments: #1: #2: #3: #4: Results: 1.3500 Jkips/ft. Start c (ft.) M (ft-kips) • End Reactions: RL = 14.18 kips MXL = N.A. ft-kips Maximum Moments: +Mx(max) = _74.42 ft-kips -MX(max) = 0.00 ft-kips Maximum Def ections: -A(max) = +A(max) = A(ratio) = -0.831 in. 0.000 in. U303 c e b a +wb Cantilever Beam 4' RL � x End RR = MxR = @x= @x= @x= .@x= 14.181kips N.A. ft-kips 10.50 ft. 0.00 ft. 10.50 ift. 0.00ft. Nomenclature Point Loads: #1: #2: #3: #4: #5: #6: #7: #8: #9: #10: #11: #12: #13: #14: #15: RR a (ft) P (kips) ,. AISC Code Check for X-Axis Bending: Lc = 4.51 _ ft. - Lu = 5.06 ft. Lb/rt = 37.50 fbx = 25.30 ksi Fbx = 33.00 ksi Mrx = 97.08 ft-kips S.R. = 0.767 = fbx/Fbx AISC Code Check for Gross Shear: fv = 4.00 ksi Fv = 20.00 ksi S.R. = 0.200 = fv/Fv 1 of 1 5/30/2018 11:37 AM 6( 7 "BEAMANAL.xIs" Program Version 2.0 Job Name: Job Number: SINGLE,SPAN '.BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed,.or Cantilever Beams Using AISCW, S, C, or_MC Shape. Subjected to X Axis. Bending Only TFS Subject: Originator: Mech platform stair bm Checker: I Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 15.0000 29000 _ 130.00 W12x19 50 4.0000 1.00 ft. ksi in.^4 ksi ft. Beam Loadings: Full Uniform: w = 0.4380 Ikipsfft. Start Distributed: #1: #2: #3: #4: #5: #6: #7: #8: Moments: #1: #2: #3: #4: Results: C (ft.) M-(ft-kips) End Reactions: RL = MxL = Simple Beam Propped Beam Fixed Beam Cantilever Beam 10_25 kips RR = N.A. ft-kips MXR = Maximum Moments: +Mx(max) = 37.50 ift-kips -Mx(max) = 0.00 ft-kips Maximum Def ections: -L(max) = -0.356 in. +A(max) = 0.000 in. 0(ratio) = U505 @x= @ x = @x= @x= c e b a +wb +M. RL x Nomenclature Point Loads: #1: #2: #3: #4: #5: #6: #7: #8: #9: #10: #11: #12: #13: #14: #15: +w R2 P:(kips) 4.0000 9.50 AISC Code Check for X-Axis Bending: Lc = 3.59 ft. 5.82 - kips Lu = 3.84 ft. N.A. ft-kips Lb/rt = 48.00 fbx = 21.13 ksi Fbx = 29.57 ksi 4.00 ft. Mrx = 52.48 ft-kips 0.00 ft. S.R: = 0.715 = fbx/Fbx _ 6.97 ]ft. 0.00 ft. AISC Code Check for Gross Shear: fv = .3.5.8 . ksi Fv = 20.00 ksi S.R. = 0.179 = fv/Fv 1 of 1 5/30/2018 11:57 AM J igm• iik -, I a gg pp z ?e g C. .*.''. `1 lrvy �1 `1 • I - I y - s� _ \. � J .a, . ,Ikl .., ua0 h \ \ T T.. *73009 .m. ein99 MI ts 16 ? eKn s� WI i3cu oo;. Wm ssx 1 � '`- 'x W----svHu-- _ �� sv% :W1..,.....-.:.---Viw--- - - ----r ,swu- V dry ___.. %��M %'u %III ' w u� m• 1g c�J Wi ill 1;4 . P§e G,g�$.yC S' PI 1 1 1`i'g8_g =Y mb U lu a n A o mmm 99m Q O t> n .0 0 18 0 3 El is Ia E u N On. h m b 2 O O O 4 O 0 .m1 10 ip 0N. H M M~ N 0 0 0 O O m n •1 N II momeomdE Hill WHIP He8 o 51,H1 0 0 8 0 0 o n mm N °iv 8888 2V .44.4 f4.4.4 COO 00 S9 m 0 Om m O .O m o m O O� N O N O O v n O m tp N P" m a m m m o 0 0 a v"r�. my o �n in v� of0..4*0 .iNeipC m mm 0 0 0 0 0 o 0 n 0 n 0 N N ME; MA IMP 1111IsII so sswa sslgS 21111,1 n om nm ~a V b H m aoo8a8Nm 88v,�1:8 .< ry n m o m n a HUMP, m m 8 0 0 Ki l 0 N N .m'1 m 08mm Mill m88i88 m m ry N gm 0 0 m 8 8 8 mN 1°..U1 n 88 p8p�88n 88888 Mg ONry8 NSa .-. �gmPmnc' FOAmom .ma mmm�o.mi mmu C G G C G O G .� C NN?AHEM: mnm1SBSm 8°8 a"r '�"n�ry m mN MIME Pig ei.$m"'�< 000NNg,00.,o ..NN..o NgNmN mN...�..00 o� NomN H1E1 HAMEM m � n � o .. m m m oNm r. n.+ m..mmm m mvm em-.mn mm ou .. .+m u m.+ VP m ono 0 0 `ci o o a o 0 0 o N 0 0 0O 0 0 0 00 0 0 0 o a o 0 0 00 0 og o0 o g o 0 o a o 0 0 o m o 00 g 0 0 B S o N o 0 0 0 o n o 8 g m 1 m m 8 u N I E I I$ g .n mm nN" mn.. .nmum.. .m.n m.. ., .-. .. N �O ., om ..rv�'rv"v ma.. � m n m m o N m O .+ m m m ry n m 0 .. m n N of 11 9 S 'a� em e <0 O o 9 o 8 m m m m 88 EE 88 �e 22 88 m 2 0 8 o 0 0$ 0 o 0 0 0 0 0 00 0 o g 0 o 0 00 0 0 0 0 8 0 0 0 0 0 00 g nl.v01 m °i.mi`.`v NN 00 ono rNn �a8 1 N„ N 'nm $..iOi mry v 1N"GN 8$ Qm0 mYvvn�vrn888mO <8 u0m$ S om m 888`b' 8$ E. 'o0m RIPE 0 0 .m..mi � m m mp 0 0 o 0 m o ry ry ry N 0 m n m 022•8888o 888 nnmmmm m': m 22 m N o m e o 0 0 0 g g e w o .. FARE R E e m m o 0 00 $ m q 8 m 8 0 0 H ry 8 o 0 0 .+ -+ .+ n m .-� .i .+ " ..1 m m m ry OC b .+ H a ti .+ .. .-. N m N N m .. ... ...y m m m mmmmlmmmm m m m m m G� m om uuu uiiutivu CZ,' cooc t'iuuu 2.0 ic-c, a 7-2 s Acter,4 6:7 50 re. &t.r AIL 6 C c CP7 P Cit I- QQ77,.t6 a 2 `( cC Sra'e t 4.9 t,tkre OA Li C L "1..t So 00 s-, (soco L /ft t?kf 12 e-t: 5 4- so -rr 6 -rce f0O7/'-'Cr IS A-k7t Pc)P- PR( ENGINEERING 'IFS 1 0_1741 B _ _ 002 ( c.) ea( SWENSON SAY PAGET j4- S S lU L U o,-A- +tif S (, iG,/ (2, ia4 C(`b F/2-lt41'i 1 r MA 1 i2 4 7 CD t c, r LC 4-6 Cs rs 8 Aer cc• b (-f c'7G r-f i ^- (2.' 55 GXGx`/.f 1P. _ 14 Qr` �� F+ Sr6x6K'/y OI-f CS- , 04- rS C )tti A...r Cj /c- t 0 C// p c v t '.[ S V I.. LA) %60 -r A -a -EA y✓1 Amy rv, ti. co Lc, ,mac .., /v 2 S. 3 2 `` 6J 611 E 0 g' /S /-+SS �Xyx/y 5e (� i = 7�,3w 0 j` OARUCTURAL GINEERING 1,flw Roof Cat_ 'J Ct; G ,2, 0 le 01 HS'S- 3> t( w/ /2' 1-?G(f7 J&- t :AT E Z2 SWENSON SAY FAGLT `,Hit i -zusGs Design Maps Summary Report tUser—Specified Input • Report Title Building Code Reference Document Site Coordinates Site Soil Classification Risk Category 4 Tuk.wiila Fire Station 51 lee October 9. 2018 22:22:54 UTC 2012/2015 International Building Code -which utilizes USGS hazard data available in 2008) 47.44125°N, 122.26174°W Site Class C — "Very Dense Soil and Soft Rock" IV (e.g. essential facilities) d?tiNJ �gR4p©?3 grow ,w a .?ORT Des Moir ess USGS—Provided Output Ss = 1.435 g Sz = 0.535 g SMS= 1.435g S11 = 0.696 g /Renton fiCen t. _; � ;,:�` :- ,• sC.ovington " k 0!trl iFirch sos = SDI = 0.957 g 0.464 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. I�r "•11 M1MCE, Response Spectrum t,fll 4,31 "Y• II, 13, Period, T ISM/ 1 1.11, I Xi, IN! 20A1 it In to, Design Response Spectrum —I 1 I 044 !%O1 OW, 1(,a I.3, 140 1.3 IM 21, Period, T tsec) Although this Information is a product of the U.S. Geological Survey, we provide no (warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject matter knowledge. 1-2 1-- Lit L (7 t 4G VJ 6 LG t-1rs i m "(FEZ u j l�E',x-�' t-t-r G t+ Q A- l A- PP AR-4 r ^iS 8 R.f k $E-Pn%-kt u Bt.), L-isr Foie- 1. r§ "ram Y�g 4 p ,.m A- t. ti S f r. L-0 w Roo (LEA Ar J k L'Y ' 'b A-r -r ` r2-c0 f P- 2FA GI G X 71 rna �r kPP c,1t ERtt r,A MO'n(3( o.S' u 6')u°1L- i264.r--dn Z., D Y. r\ E '4 - t t,n,• ri A- NJ C5 roof f w 2 O 3 7 Z) Q (`Z'e7 pc"f ) 7 7 f.' c> 1-)? t (7) L,Li t..5 !�4 G R i 7-4 7'-Y G---A L.T Prurcr: (."rAc (Pv ps f) 11 _ W-7,(-7 1-6 t-r G GC '- 8 / -t c - ✓ r'E- n FAST" WRGC. 4' f ; A., yet car (f G� k" C-C Gi c 0 f - 2- ve'Sr t&k(t (Sraq. 71) E'isr) 2373s L-'°) s(-?k`- -ID (3f c _ 38 i n Ica �,zs Z 3y; L6 3sY — -rt'' 11 -r35`8 F� ,u 2,0,0 r,sf L' 4.'J Et,.. /o rsf *yo 1.1sf S-0 sf (co ps f )C (6. ) APP S'G yu LAD 0 C STRUCTURAL ENGINEERING l F5 S PROJECT DATE av2-1 2.017 0( PROJ. * DESIGN VP" L3 SWENSON SAY FAGET SHEEP 5-ef54rc r , co No 640=G i f 1c4L U,4c.cs pAAA U-c!. TC) M.UT-,.5Af etsru Et f "I S'15Po4.4�d&. — 1'A-2-7-? c' P 4 ; D N LAi1-GI_ 5 A-' F Lv-Or - OP_ rhoL- -7r rvk et.frf• 4 , Lk- L I' cA- -0 1-'1 Le— V ( L- •-~ / 2 ' y Ft,00.12-- ,4 ru A4 /'' x 7 7 - e 2 2 ,{ f Lc) .ft,O5 ''/Z,' .A.,.67:1_,,-L- 4:et<- 2'/z coat '-(- r'sE FiL4-M .. CG 2.0 ,sf pAce-r? t7v s= 0,0 0 1, S f y✓� c S c 3, 0 of s" if %2,?> cc �s( 67 760 y‘ W 4 !A-5 77Z, g 7D F-L0 0 f-'— /•r ?Al . t,t. o C r i. ) r (5 f, s `C ; 7 2- o $ W4 u. '? (7?') 5-O psf` 1,14, 6 (t t ') ;-Q 05 F : vo W Wh-t_t l2 ' (t4•') S^ p sf 46,9n (9 z• f o ',-./ o ( 1 ?i,U ,✓'o g /Lc c ((y 0 STRUCTURAL ENGINEERING .t es ct PROJECT DATE pc.G21 7.a(1 v/ PPOJ.' )11M DESIGN ssfengi neers.corn SWENSON SAY FAGEY SHEET S c: 7 c vJ 6-16 (f 7 Co1 - Tp71t- tr tN cn 6 r r 7 /-t lb 77) !mot e C/4 P` i f u I __ ,/ L - S D e h E"zr7-0 N. rZv-orz C-7?bo 4-6 wtw 7 Z00 5 aA.a k Wit. t!! (o Z©O Fc-oot` %76 0 !J.,: 5 U." �. 9 z .1 c) e7/ 0 O s 9' 0 O tr STRUCTUI AL ENGINEERING Y / 2- ' O W f'F> c/ PROJECT DATE rj 0?. 2O ? 1 ti/ PROJ. # DESIGN 206.443.6212 SWENSON SAY FAGET 253.284.9470 SHEET _: W12x19 W12x q 1' C 1,; I- I Ir 16/5402 T' ' CP2220.7 14 APP. BAY DOOR LEVEL 1. S E ARCH. FOR REMOVABLE HANDRAIL AT FLOOR EDGE STEEL STAIR: C;2x20.7 STRINGERS W/ 12ga PAN & CONC. TOPPING TREADS TYP. 1L COMPOSITE OPEN WEB SM. JOIST 0 5-0° W/ 1/2° 20ga METAL DECK & 21i2° CONC. TOPPING REINF. W,/ 14 ® 18°oc E.W. C1RD. III SLAB } BRACED FRAME j' Elevation HSS 4.5x(e237 1 S402 BRACES TYP. I• it Id! Elevation S402 BRACED ME • HSS 45x).237' • 5 5 '1 W12x19 W12x19 W12x19. ,,W12x26 14/5402) C12x20.7 9 TOP OFDOORLEVEL HSS 8x4x3/8 TOP OF DOOR BRACED FRAME HSS 5.0x0.25 BRACES TYP. 14/5402 re,C) F >( r.; 7 =CE-x r t LC 7j r A r p.A. r- 61/2--/r� C so.c72 E-.<r7 ) 8/ v (qC,3 1`} • S<(v 6 14 Gfr rr� Z- ;116Y (95.3 zx) • Z?,.rac k, 6-r-, 0 3 V qqq (<ts, • /Gr 99 K LevrE- ►� k. k. w 6 (2_, E> 1 21 � � /2-- 10, 0 .6 L1) 2 Z((a 1- to<8 G (?- c f-+ o c 44 Fe« t v 4-6 In 7 that 0 r ra 0 STRUCTURAL ENGINEERING HSS 8x4x3/9 TOP OF DOOR BRACED FRAME HSS 5.Ox0.25 BRACES TYP. HSS 8x4x3/e TOP OF PROJECT DATE 0 02.- -c 7 O/ F'ROJ. # DESIGN bYM I-6 206.443.6212 SWENSON SAY FAGET 253.284.9470 SHEET ASCE 7-10 Seismic Analysis Equivalent Lateral Force Procedure Project: Tukwila Fire Station 51 E-W ground motion App Bay Risk Category IV Site Class C Ss 1.435 Si 0.535 hn 24 ft R 6.00 IE 1.5 T 0.22 (sec) To 0.10 (sec) Ts 0.48 (sec) k 1.000 Fa 1.00 Fv 1.30 SMS 1.44 SM1 0.70 Sps 0.96 So, 0.46 Cs 0.239 0.535 0.010 Cs, design 0.239 Bldg. Weight 215.1 k V = CsW 51.5 k I I, I!, or III, or IV per Tablel .5-1 per soils report (D assumed, without soils report) 2% in 50 yr, Latitude & Longitude lookup 2% in 50 yr, Latitude & Longitude lookup SCBF Table 11.5-1 Ta = Ch„x Eq. 12.8-7 Eq. 12.8-7 S„ s = FaSs Eq. 11.4-1 Table 11.4-1 Table 11.4-22 Eq. 11.4-1 Eq. 11.4-2 Eq. 11.4-3 Eq. 11.4-4 q. 12.8-2 q. 12.8-3 need not exceed, T < TL q. 12.8-5 or 12.8-6 minimum q. 12.8-1, Strength Level Base Shear not including p = F„S, 2 sDs=3S„,� 2 SDI=3Snsi Cs = SDs CRC CS ; SDI T (R) CS=0.01 C _ 0.5SI (RA Eq. 11.4-2 Eq. 11.4-3 Eq. 11.4-4 Eq. 12.8-2 Eq. 12.8-3 Eq. 12.8-5 Eq. 12.8-6 Vertical Distribution (Strength Level Forces) ASCE 7-1012.3.4.2 Story Diaphragm Shear w/ p Force w/o p Wx hxk (ft) Wxhxk Cvx Fx (k) IV (k) Fpx (k) p I 1.3 Level hx (ft) Roof 24 111.7 24.0 2681.8 0.678 45.3 45.3 34.9 2nd Floor 12.33 103.4 12.3 1274.9 0.322 21.6 66.9 24.7 E 215.1 3956.7' 66.9 10/8/2018 C = M'xx w.h,.k Eq. 12.8-12 i=1 Fpx = `„x wpx Eq. 12.10-1 wi i=x ASCE 7-10 Seismic Analysis Equivalent Lateral Force Procedure Project: Tukwila Fire Station 51 N-S ground rnotion App Bay Risk Category Site Class IV 1I, II, or III, or IV per Tablel.5-1 Ss 1.435 Si 0.535 hn 24 ft R 6.00 IE 1.5 T 0.22 (sec) To 0.10 (sec) Ts 0.48 (sec) k 1.000 Fa 1.00 Fv 1.30 SMs 1.44 Sim 0.70 I Sos 0.957 Sol 0.464 Cs 0.239 0.535 I I 0.010 Cs, design 0.239 Bldg. Weight 247.8 k V = CsW 59.3 k I: per soils report (D assumed, without soils report) 2% in 50 yr, Latitude & Longitude lookup 2% in 50 yr, Latitude & Longitude lookup SCBF Table 11.5-1 TQ = Cth: Eq. 12.8-7 Eq. 12.8-7 Sms. = FaSs Eq. 11.4-1 able 11.4-1 able 11.4-2 q. 11.4-1 q. 11.4-2 q. 11.4-3 q. 11.4-4 q. 12.8-2 q. 12.8-3 need not exceed, T < T� q. 12.8-5 or 12.8-6 minimum q. 12.8-1, Strength Level Base Shear not including p S,ul = FvSI 2 SDs = 3 S,�s 2 SDI - GSM, C - SDS Eq. 11.4-2 Eq. 11.4-3 Eq. 11.4-4 Eq. 12.8-2 Cs - SD, Eq. 12.8-3 T(R) C = 0 . 01 Eq. 12.8-5 0.5S, Cs R ) Eq. 12.8-6 I Vertical Distribution (Strength Level Forces) ASCE 7-1012.3.4.2 Story Diaphragm Shear w/ p Force w/o p Wx hxk (ft) Wxhxk Cvx Fx (k) EV (k) Fpx (k) p I 1.3 Level hx (ft) Roof 24 122.8 24.0 2948.2 0.657 50.6 50.6 38.9 2nd Floor 12.33 125.0 12.3 1541.3ii 0.343 26.5 77.1 29.9 E 247.8 4489.4 77.1 10/8/2018 wxhk Cvx = xn wihik Eq. 12.8-12 n Fi Fpx = `nx wpx Eq. 12.10-1 Xwi i=x LS A -PP C � r (qL co - I (I ..it i` r C ' /a SS ` u x 0, 22& 1 i2A-G& .0�titi•l A.f SE, -1-Fr BF 6a-iD co t----/M,-1, of s rA4x • STop' _o(-•tF tr 174, 0.0/4/x 0r(2 t"); Gt� X r a e cd > S, br2 0,1® tt t,✓f� ✓ f vo f, t fr. , 1.).).t, e w f- wigxHb / / 2- T.0,5 u s r GY4.1 33� S L. = 2t•5'(,f2Iv) = 3,le, k t, STRUCTURAL ENGINEERING PROJECT 10'2_018 DATE C2021 20 (1 0 / PROJ. # 1vr DESIGN 1-7 N G) ('1 C • N (o M O to N N O 0 _ N Co-S cn E o ur V ul 0 0 v a� VI to Q , �o m N N g J zU II- at SWENSON SAY FAGET SHEET is R9 >r�-r 3 L1 v Project: app frame grid 3 '. Dan Morrow, SWENSON SAY FAGET October 08, 2018, C:\Users\dv mo\Desktop\Work\TFS\Design work) Load Cases Load Case Design Checks Seismic Type Results (35).9D+E »+X Strength (LRFD) -NA- Yes (37)1.2D+1.6L+.2Di+.5S Strength (LRFD) -NA- Yes (40)1.2D+1.6S+.5L+Lpa Strength (LRFD) -NA- Yes (41)1.2D+E+.5L+Lpa+.2S »+X Strength (LRFD) -NA- Yes Member Displacements Member +Dx -Dx +Dy -Dy +Dz -Dz in in in in in in BmX001 0.096 -0.000 0.005 -0.292 0.000 0.000 COL001 0.005 -0.005 0.125 -0.096 0.000 0.000 COL002 0.000 -0.008 0.000 -0.115 0.000 0.000 V001 0.033 -0.002 0.000 -0.261 0.000 0.000 V002 0.067 -0.003 0.000 -0.206 0.000 0.000 V003 0.075 0.000 0.061 -0.250 0.000 0.000 V004 0.038 0.000 0.023 -0.090 0.000 0.000 Member Forces Member Tension Compression +Mz -Mz +My -My Vy Vz Torsion K K K-ft K-ft K-ft K-ft K K K-ft BmX001 0.059 -8.159 30.836 -2.881 0.000 0.000 -4.083 0.000 0.000 COL001 5.682 -5.009 0.000 -2.749 0.000 0.000 -0.115 0.000 0.000 COL002 0.000 -8.280 3.010 -0.538 0.000 0.000 0.148 0.000 0.000 V001 9.832 -0.637 0.431 -0.003 0.000 0.000 -0.084 0.000 0.000 V002 10.075 -0.312 0.368 -0.323 0.000 0.000 -0,100 0.000 0.000 V003 0.000 -11.009 0.431 -0.001 0.000 0.000 0.084 0.000 0.000 V004 0.000 -11.339 0.226 -0.538 0.000 0.000 -0.111 0.000 0.000 Nodal Displacements (Extreme Rows Onl Node Result Case Name DX DY DZ RX RY RZ in in in deg deg deg 1 .90+E »+X 0.000 0.000 0.000 9.000 0.000 -0.016 3 .9D+E »+X 0.096 0.005 0.000 0.000 0.000 -0.025 3 1.2D+1.6S+.5L+Lpa -0,.000 -0.005 0.000 0.000 0.000 -0.129 4 1.2D+E+.5L+Lpa+.2S »+X 0.088 -0.008 0.000 0.000 0.000 0.039 5 1.20+1.6S+.5L+Lpa -0.000 -0.003 0.000 0.000 0.000 0.185 Nodal Reactions (Extreme Rows Onl Node Result Case Name FX FY FZ MX MY MZ K K K K-ft K-ft K-ft 1 .9D+E »+X -7.910 -10.643 0.000 0.000 -NA- -NA- 1 1.2D+1.6S+.5L+Lpa 0.580 5.452 0.000 0.000 -NA- -NA- 2 1.2D+E+.5L+Lpa+.2S »+X -9.188 15.036 0.000 0.000 -NA- -NA- Nodal Results (Extreme Rows Node Result Case Name DX DY DZ RX RY RZ FX FY FZ MX MY MZ in in in deg deg deg K K K K-ft K-ft K-ft 1 .9D+E »+X 0.000 0.000 0.000 0.000 0.000 -0.016 -7.910 -10.643 0.000 0.000 -NA -NA 1 1.2D+1.6S+.5L+Lpa -0.000 -0.000 0.000 0.000 0.000 0.065 0.580 5.452 0.000 0.000 -NA -NA 2 1.2D+E+.5L+Lpa+.2S »+X 0.000 -0.000 0.000 0.000 0.000 -0.029 -9.188 15.036 0.000 0.000 -NA -NA 3 .9D+E »+X 0.096 0.005 0.000 0.000 0.000 -0.025 -NA- -NA- -NA- -NA- -NA -NA Page 1 VisualAnalysis 12.00.0020 (www.iesweb.com) �r� Project: app frame grid 3 • Dan Morrow, SWENSON SAY FAGET October 08, 2018 C:\Users\dv mo\Desktop\Work\TFS\Design work\ 3 1.2D+1.6S+.5L+Lpa -0.000 -0.005 0.000 0.000 0.000 -0.129 -NA- NA NA NA -NA -NA 4 1.2D+E+.5L+Lpa+.2S »+X 0.088 -0.008 0.000 0.000 0.000 0.039 -NA- -NA- -NA- -NA- -NA -NA 5 1.2D+1.6S+.5L+Lpa -0.000 -0.003 0.000 0.000 0.000 0.185 -NA- -NA- -NA- -NA- -NA -NA Page 2 VisualAnalysis 12.00.0020 (www.iesweb.com) L/Z TFS 51 Frame Grid 3 Special Concentrically Braced Frame Design SRF System Type Omega Frame Configuration SCBF 2 Level Height Brace Conf. Angle ft deg 4 3 2 24X, 36.(1 race Type Frame Length , IV - Inverted V, X X-brace) .33Jft Frame Loads Level Ve Pe(Brace) phi Pn Check kips kips kips 4 - - - 3 - - 2 - 11 I 20 12 24 OK1 Frame Members AISC 341-10 T IBC 2015 Brace Length Level WP-WP Hinge -Hinge lb ft ft ft 4 - - - 3 - - - 40.8 38.6 19.3 Column Loading SDS 0.98 Level Pdl Pil Psi kips kips kips 4 3 2 1 2.65 3.16 Superimposed aravlty Loads Yes Level Brace Column Beam - Type Section Type Section Type Section 4 3 2 1 Tube HSS4X0.226 Tube HSS6X6X1/2 WF W18X46 iSTRUCTURAL y ENGINEERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfenaineers.com Oft*" XOH 443 6912 FAX' 905t 443 4870 Project: Tukwila Fire Station 51 DCR 0.5 BF Grid 3 Frame Geometery 1-4 30 25 zo 15 10 10 15 20 25 Date: 10/8/2018 Project #: Design: dvm Sheet: `'`t Braced Frame IBC-2015.xlsm TFS 51 Frame Grid 3 . • Special Concentrically Braced Frame Design Brace Capaci Brace For Brace Pt Pc 0.3Pn Omega Pu RyFyAg 1.14Fcre(ya) kips kips kips kips Br 4 - - _ Br3 - - - _ Br 2 - - - Br 1 147 24 5 24 Column Limit State Forces Stability Amplification Level story Pstory Drift Pestory B2 Check kips kips in kips B2<1.5 4 - 1.00 NA 3 - 1.00 NA 2 - 1.00 NA 1 300 2500 1 86400 1.03 OK stabitilty per ASIC 360 A-8-6 Level Expected Limit State Post -buckled Limit State Omega Pu phi Pn phi Pn Comp. Tens. Comp. Tens. Comp. Tens. Comp. Tens. kips kips kips kips kips kips kips kips 5 4 3 - - - - - - - - - - - _ _ _ - - - - - _ _ - 2 - - - - - - - 1 91 -12 91 -2 19 -12 124 403 Base 105 -99 91 -89 33 -26 - - Beam Limit State Forces Level I Expected Umit State Unbalanced Brace Forces Dist Pu Vu Mu Pu Vu Mu Omega Pu kips kips k-ft kips kips . k-ft kips 4 - - - - - - 3 - - - - - _ - 2 - - - - - - -.. - 1 50 - - 10 - - 0 0.5 €111C'T,,,:/flillifrSTRUCTURAL ENGINEERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.esfenaineers.com (NCrrw' 2064436219 Far 206 443 4870 Project: Tukwila Fire Station 51 Upper Frame Transfer BF Grid 3 Frame Geometery 1-4 Check Stability Yes Date: 10/8/2018 Project #: Design: dvm Sheet: Braced Frame IBC-2015.xlsm TFS 51 Frame Grid 3 z Special Concentrically Braced Frame Design AISC 341-10 Element Type Material d b Ag ry rx Fy Ry Rt Fey Fex Fcr phi Pn Fcre Pc Pt ca in in in2 in in ksi ksi ksi ksi kips ksi kips kips Brace4 - - - - - - - - - - - - - - - - - - Brace3 - - - - - - - - - - - - - - - - - - Brace2 - - - - - - - - - - - - Bracel HSS RND A500 Round 4 4 2.5 1.34 1.34 42 1.4 1.3 10 38 8 18 8 24 147 Column4 - - - - - - - - - - - - - - - - - Column3 - - - - - - - - - - _ - Column2 - - - - _ - - - - - - - - - 0.05 Columnl HSS RECT A500 Rect. 6 6 9.74 2.23 2.23 46 1.4 17 1 17 15 124 - - 627 Beam4 - - - - - - - - - - - - - - - - - - Beam3 - - - - - - - - - - - - - - - - - - Beam2 - - - - - - - - - - - - - - - - - - Beam1 W A992 18.1 6.06 13.5 1.29 7.25 50 1.1 1.1 3 96 3 31 - - 743 0.09 Limiting b/t Ratios per AISC 341 - Table D1.1 Braces Columns Level - Ratio Ahd Limit Check Ratio Ahd Limit Check ` Ratio Amd Limi Check 4 -- - - -- - 1 - -- - - 3 -- - - -- - - -- - - 2 -- - - -- - I - 11 D/t 19 26.2 OK 1 b/t 9.91 13.8 OK b/2t15.01 _ 7.2 OK Limiting hit Ratios per AISC 341 - Table D1.1 Braces Column Level Ratio Ahd Limif Check Ratio Ahd Limit Check Ratio Amd Limi Check 4 - - - - - - - -'- - - 3 -- - - -- - - -- - - 2 -- - - -- - - -- - - 1 NA 1 nnel - ..—r---i_.. e�.. - _...- --- - --. NA _ -- - - •-- — - - - h/t 44.6 — 69.0 OK Ahd Std. Highly Ductile Member per Table D1.1 AISC 342 Per AISC Standard 0 ENOINHW AI. 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.sSfendineers.com ()ffirs+- 208 443 9212 Far 90R 443 4870 Project: Tukwila Fire Station 51 Brace Slenderness Limits Level KW Limit Check 4 - - 3 - 1 1 173 200 OK BF Grid 3 Frame Geometery 1-4 Date: 10/8/2018 Project #: Design: dvm Sheet: Braced Frame IBC-2015.xlsm TFS 51 Frame Grid 3 Column Bracing Requirements AISC 360 Appendix 6 Level Pr Lb PrblNodap rbrtNod8) Prb(Rail (3br(Re4 k in k Mn k k/in 4 - - - - - - 3 - - - 2 - - - - - 1 9 91 288 0.9 2.1 0.4 0.8 Beam Bracing Requirements AISC 360 Appendix 6 Level Mr Lb ho Cd Prb(Nodao pbr(Nodaq Prb(Rei) 13br{Req in-k in in k kiln k k/in 4 - - - - - - - 3 - - - - - - - - 2 - - - - - - 1 - - - - - - - Assumptions Brace gravity and self -weight Toad is not significant. If significant check combined bending and axial compression. Brace Ky = 1, pinned at the gusset hinge for out of plane buckling. In x configuration, compression brace is braced by tension brace. (See Nair 1997). Beam and Column K=1 per AISC Spec. App. 7, 7.2.3 Assumes axial loaded members only. No torsional flexural buckling checks. See AISC 360 E4. Compression of single angles must be calculated per AISC 360 E5. In span gravity loads must be applied to the beam and beam checked for applicable load combinations and combined loading. *RUCTURALGINERN61NCpRINe 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfenulneers.com Affirm' 208 443 6717 Far 7084434870 Project: Tukwila Fire Station 51 Date: 10/8/2018 BF Grid 3 Project #: Design: dvm Frame Geometery 1-4 Sheet: Braced Frame IBC-2015.xlsm Braced Frame IBC-2015.xlsm Gusset Schedule 10/8/2018 - ' GUSSET SCHEDULE - Frame Gid 3 Level 4) GUSSET ANGLE a GUSSET PLATE THICKNESS tg W1 W2 BEAM WELD lb BEAM WELD THICKNESS twb COLUMN WELD I, I.ULUMN WELD THICKNESS twc BRACE WELD IN, BRACE WELD THICKNESS twg BRACE OFFSET deg.1 deg. in in in in in in in in in in One Bot 36.0 30 1/2 5 11 15/16 813/16 0 7 13/16 0 6 5/16 1 1/4 One Top 36.0 30 1/2 6 12 15/18 13 9/16 0 6 1/8 0 6 5/16 -5 Two Bot Two Top Throe Rot Three Top Four Bot Four Top Five Bot Five Top Six Bot Six Top Seven Bot Seven Top Eight Bot Eight Top Brace offset is measured from the centerline of the beam along the column centerline, except for One Bot, which is measured from the top face of the baseplate. (+ is up, - is down.) •t TFS 51 BF Grid 3 Column, Beam and Brace Size Brace Dimension 4.00 in Column Dimension 6 in Base Plate Thickness 1 in Connection Eccentricity Axis of Eccentrcity Eccentricty YI x (x, y) tin 9.73 . in Increase y Brace Geometry 1 Brace Angle Brace Weld 36.0 deg 6.0 in Gusset Geometry Gusset Offset 0.5 in Gusset Angle 30 deg Hinge Depth (2tg) 1.0 in Gusset Unbraced Length 5.8 in Gusset Design Schedule Output 10 15 38 Gusset Edge Reinforcing OK le Column Side le Base Plate Side le max 2.7 in 0.4 in 18.8 in Brace I I tg W1 W2 Ibp lc Iw twg Offset , deg. 1 in in in in in in in in Brace 1 36 0.5 5 11 15/16 8 13/16 713/16 6 0.3125 1.23 Base and Col Gusset Weld T ec eb Tc Tb twc twb 147 kips 3.17 in 2.60 in 81 kips 66 kips 0.170 in 0.1235 in Gusset Shape Paddle 1 Project: Tukwila Fire Station 51 Date: 10/82018 CO TRUCTUGaVRALG BF Grid 3 Project #: MEERIN 2124 Third Avenue . Suite 100 . Seattle . WA 98121 Design: dvm www. ssfenaineers.com ()firs' 906 443 A217 Fax' 2ns443411741 One -Bottom Connection $heat: —10 TFS 51 BF Grid 3 Gusset Plate Design Brace Properties Type . HSS4X0.226 Section Round. D 4 in tb 0.210 in Ag* 2.5 in` Material A500 Round Fy. 42 ksi Fu 58 ksi Ry 1 4 Rt 1 3 Connection Force 1.14Fcre(RyFye) 24 kips RyFyAg 147 kips Tube Shear ov 0.75 Ae 5.0 in2 ,Vn 171 kips D/C 0.9 Tube Fracture ipt 0.75 Gap 0.06 in xb 1.273 in U 1.00 Ae 2.24 in2 4Vn 127 kips D/C 1.16 Reinforcing Plates Required Reinforcing Plates An 0.3 in2 - Wplate 8.00 in tplate 0.25 in xb 1.8 in U 0.70 Ap 4.3 in2 An/Ap 0.58 Project: STRUCTURAL ENGINEERING IBC 2015 Gusset Plate Properties Fy 50 ksi Fu 65 ksi is 0.5 in Gusset Plate BI'ock Shear 4v _- 0.75 Shear Yield 180 kips Ten. Yield 100 kips Shear Rupture 234 kips Ten. Rupture 130 kips $kn 233 kips D/C 0.63 Gusset Gross Tension Yield (pt 0.9 Gus Angle 30 deg le 10.9 in $Tn 246 kips D/C L 0.60 Gusset Compression Buckling (pc 0.85 k 0.5 lb 5.8 in Xc 0.3 Fcr 48.5 ksi 1.1 Pc 26 kips 4Pn 225 kips D/C 0.11 Weld Properties Fexx 701ksi tw 0.3125i1in Iw 6.olin i Weld Fracture t 0.75 w0.3125 in IAw/C 5.30 in2 167 kips 0.88 Tukwila Fire Station 51 Date: 1018/2018 BF Grid 3 Project #: 2124 Third Avenue . Suite 100 . Seattle . WA 98121 Design: dvm www.ssfenaineers.com (Mess�44a4372 Fax.706 443 4370 One -Bottom Connection Sheet: IFS BF Grid 3 Column, Beam and Brace Size Brace Dimension 4 in Column Dimension 6 in Beam Dimension 18.1 in 1 Connection Eccentricity Axis of Eccentrcity y (x, y) Eccentricty -5 in yI 15.77 in Brace Geometry Brace Angle Brace Weld Gusset Offset 1 in Gusset Angle 30 deg Hinge Depth (2tg) 1 in Gusset Unbraced Length 1.4 in Gusset Design Schedule Output -00 -45 40 -35 -30 -25 -20 -15 -10 5 Gusset Edge Reinforcing OK le Column Side le Beam Side le max 8.4 in 1.0 in 18.8 in Brace 4 tg W1 W2 lb lc Iw twg Offset deg. in in in in in in in in Brace 1 36 0.5 6 1215/16 13 9/16 6 2/16 6 0.3125 -5.00 Beam and Col Gusset Weld T 147 kips ec 2.48 in eb 3.99 in Tc 56 kips Tb 91 kips twc 0.151 in twb 0.110 in Gusset Shape J Paddle I Project: Tukwila Fire Station 51 2124 Third Avenue . Suite 100 . Seattle . WA 98121 vrxrvr. ssfenp'neers.com Offirsr 211f14496212 Far• M0fi 44S 4f17r1 BF Grid 3 One -Top Connection Date: 10/82018 Project #: Design: dvm Sheet: TFS BF Grid 3 Gusset Plate Design Brace Properties Type HSS4X0.226 Section Round D 4 in tb 0.210 in Ag* 2.5 in' Material A500 Round Fy 42 ksi Fu 58 ksi Ry 1 4 Rt 1 3 Connection Force 1.14Fcre(RyFye) 24 kips RyFyAg 147 kips Tube Shear Nv 0.75 Ae 5.0 in2 �Vn 171 kips D/C 0.9 Tube Fracture 4t 0.75 �- Gap 0.06 in xb 1.273 in U 1.00 Ae 2.24 in2 OVn 127 kips D/C 1.16 Reinforcing Plates Required Reinforcing Plates An 0.3 ire Wplate 8.00 in tplate 0.25 in xb 1.8 in U 0.70 Ap 4.3 in2 An/Ap 0.58 \!,,,X1TRUCTURAL ENGINtERMG IBC 2015 Gusset Plate Properties Fy 50 ksi Fu 65 ksi is 0.5 in Gusset Plate Block Shear 4v 0.75 Shear Yield 180 kips Ten. Yield 100 kips Shear Rupture 234 kips Ten. Rupture 130 kips 4Rn 233 kips D/C 0.63 Gusset Gross Tension Yield $t 0.9 Gus Angle 30 deg le 10.9 in 4 Tn 246 kips D/C 0.60 Gusset Compression Buckling 4ic 0.85 k 0.5 lb 1.4 in A.c 0.1 Fcr 49.9 ksi 1.1Pc 26 kips 4 Pn 232 kips D/C 0.10 Project: Tukwila Fire Station 51 2124 Third Avenue . Suite 100 . Seattle . WA 98121 v Ww.ssfendineers.can C)ffwx' 2118 443 8217 Far 208 443 4870 Weld Properties Fexx 70 ksi tw 0.3125 in Iw 6.0 in Weld Fracture of 0.75 tw 0.3125 in Aw 5.30 in2 �Vn 167 kips D/C 0.88 BF Grid 3 One -Top Connection Date: 10/812018 Project #: Design: dvm Sheet: • rpA ✓ c 1- r �', 2 la,:e /0 8. 466- 1 S' 13 F c> (2J r0 4-,), O 11' Sx (:•JSX W ,,0 (./") gnu;. {vo pl p( ( pro, F 33 - 0 STRUCTURAL. ENGINEERING DESIGN P O fSCiI / 2-04 JECT DATE 02-f 24)/0 I PROJ. # v Z2- c+ sstengineers.com SWENSON SAY FAGET SHEET i 22.65: K� Cn X 0 x N 10.80 K� 0 0 0 w - BrX001-2- _ W12x26 • r vry r c.�� `Z`''' BmX002 W1' 8x46 s<N•55 BmX001-8--- W12x26 N 1 0 k • x �...__- 1 N c 0 0 LZ3 • . Project: app frame grid 2 Dan Morrow, SWENSON SAY FAGET October 08, 2018 C:1Users\dv_mo\Desktop\Work1TFS\Design work\ Load Cases Load Case Design Checks Seismic Type Results (35).9D+E »+X Strength (LRFD) -NA- Yes (37)1.2D+1.6L+.2Di+.5S Strength (LRFD) -NA- Yes (40)1.2D+1.6S+.5L+Lpa Strength (LRFD) -NA- Yes (41)1.2D+E+.5L+Lpa+.2S »+X Strength (LRFD) -NA- Yes Member Displacements Member +Dx -Dx +Dy -Dy +Dz -Dz in in in in in in BmX001-2 0.085 -0.001 0.004 -0.012 0.000 0.000 BmX001-3 0.076 -0.000 0.002 -0.007 0.000 0.000 BmX002 0.141 -0.000 0.008 -0.258 0.000 0.000 COL001 0.004 -0.003 0.001 -0.085 0.000 0.000 COL002 0.000 -0.005 0.005 -0.076 0.000 0.000 COL003 0.008 -0.005 0.043 -0.141 0.000 0.000 COL004 0.000 -0.010 0.000 -0.136 0.000 0.000 V001 0.058 -0.002 0.000 -0.102 0.000 0.000 V002 0.099 -0.003 0.000 -0.138 0.000 0.000 V003 0.109 0.000 0.091 -0.119 0.000 0.000 V004 0.066 0.000 0.039 -0.055 0.000 0.000 Member Forces Member Tension Compression +Mz -Mz +My -My Vy Vz Torsion K K K-ft K-ft K-ft K-ft K K K-ft BmX001-2 0.666 -10.772 1.304 -2.308 0.000 0.000 0.407 0.000 0.000 BmX001-3 0.666 0.000 0.342 -2.777 0.000 0.000 -0.411 0.000 0.000 BmX002 0.000 -11.171 27.831 -5.820 0.000 0.000 4.079 0.000 0.000 COL001 7.460 -5.429 0.777 -0.001 0.000 0.000 0.054 0.000 0.000 COL002 0.000 -10.895 0.952 -0.373 0.000 0.000 0.113 0.000 0.000 COL003 7.939 -4.557 2.523 -5.772 0.000 0.000 -0.673 0.000 0.000 COL004 0.000 -10.019 5.772 -2.523 0.000 0.000 0.673 0.000 0.000 V001 19.322 -0.880 0.204 -0.324 0.000 0.000 -0.098 0.000 0.000 V002 13.511 -0.250 0.291 -0.504 0.000 0.000 0.120 0.000 0.000 V003 0.121 -14.501 0.291 -0.504 0.000 0.000 -0.120 0.000 0.000 V004 0.000 -21.749 0.164 -0.373 0.000 0.000 -0.096 0.000 0.000 Nodal Displacements (!Extreme Row Node Result Case Name DX DY DZ RX . RY RZ in in in deg deg deg 3 1.20+1.6S+.5L+Lpa -0.001 -0.003 0.000 0.000 0.000 0.008 5 .9D+E »+X 0.141 0.008 0.000 0.000 0.000 -0.024 5 1.2D+1.6S+.5L+Lpa 0.000 -0.005 0.000 0.000 0.000 -0.110 5 1.2D+E+.5L+Lpa+.2S »+X 0.141 0.007 0.000 0.000 0.000 -0.041 6 1.2D+1.6S+.5L+Lpa -0.000 -0.005 0.000 0.000 0.000 0.110 6 1.2D+E+.5L+Lpa+.2S »+X 0.130 -0.010 0.000 0.000 0.000 0.031 007 .90+E »+X 0.076 -0.006 0.000 0.000 0.000 0.005 Nodal Reactions (Extreme Rows Onl Node Result Case Name FX FY FZ MX MY MZ K K K K-ft K-ft K-ft 1 .9D+E »+X -15.786 -18.159 0.000 0.000 -NA- -NA- 1 1.2D+1.6S+.5L+Lpa 0.672 6.012 0.000 0.000 -NA- -NA- 2 1.2D+E+.5L+Lpa+.2S »+X -17.814 23.532 0.000 0.000 -NA- -NA- Page 1 VisualAnalysis 12.00.0020 (www.iesweb.com) •t , Project: app frame grid 2 Dan Morrow, SWENSON SAY FAGET October 08, 2018 C:\Users\dv_mo\Desktop\Work:\TFS\Design work\ Nodal Results f Extreme Rows Onl Node Result Case Name DX DY DZ RX RY RZ FX FY FZ MX MY MZ in in in cleg deg deg K K K K-ft K-ft K-ft 1 .9D+E »+X 0.000 0.000 0.000 0.000 0.000 -0.047 -15.786 -18.159 0.000 0.000 -NA -NA 1 1.2D+1.6S+.5L+Lpa -0.000 -0.000 0.000 0.000 0.000 -0.009 0.672 6.012 0.000 0.000 -NA -NA 2 1.2D+E+.5L+Lpa+.2S »+X 0.000 -0.000 0.000 0.000 0.000 -0.033 -17.814 23.532 0.000 0.000 -NA -NA 3 1.2D+1.6S+.5L+Lpa -0.001 -0.003 0.000 0.000 0.000 0.008 -NA- NA N NA NA -NA -NA 5 .9D+E »+X 0.141 0.008 0.000 0.000 0.000 -0.024 -NA- -NA- -NA- -NA- -NA -NA 5 1.2D+1.6S+.5L+Lpa 0.000 -0.005 0.000 0.000 0.000 -0.110 -NA- -NA NA NA- -NA -NA 5 1.2D+E+.5L+Lpa+.2S »+X 0.141 0.007 0.000 0.000 0.000 -0.041 -NA- -NA- -NA- -NA- -NA -NA 6 1.20+1.6S+.5L+Lpa -0.000 -0.005 0.000 0.000 0.000 0.110 -NA- NA NA NA -NA -NA 6 1.2D+E+.5L+Lpa+.2S »+X 0.130 -0.010 0.000 0.000 0.000 0.031 -NA- -NA NA NA -NA -NA 007 .9D+E »+X 0.076 -0.006 0.000 0.000 0.000 0.005 -NA- -NA- -NA- -NA- -NA -NA Page 2 VisualAnalysis 12.00.0020 (www.iesweb.com) TFS 51 Frame Grid 2 Special Concentrically Braced Frame Design SRF System Type Omega Frame Configuration SCBF 2 Level Height Brace Conf. Angle ft deg 4 3 2 12 V 11.671V 3 36.03 35.27.1 r1 J f, IV - Inverted V, X X-brace) Frame Length 11 j 33jft Frame Loads Level Ve Pe(Brace) phi Pn Check kips kips kips 4 - 3 -- - 2 23. 14 29 OK 1 _ 11 7 29 OKI Frame Members AISC 341-10 Brace Length Level WP-WP Hinge -Hinge Ib ft ft ft 4 - - 3 - - 2 20.4 18.4 18.4 18.2, f 1 20-.2 18.2 Column Loading SDSI 0.98 Psi Level PdI Pit kips kips kips 4 L 3 2 2.65 3.16 1 2.65 3.16 Superimposed Gravity Loads, Yes Level Brace Column Beam Type Section Type Section Type 1 Section 4 3 2 Tube HSS4X0.250 Tube HSS6X6X1/2 WF W18X46 1 Tube HSS4X0.250 Tube HSS6X6X1/2 WF W14X26 Project: STRUCTURAL ENGINEERING 2124 Third Avenue . Suite 100 . Seatte . WA 98121 www. ssfengineers.com (fff, a* 705 443 A717 Fax. 706 443 4870 Tukwila Fire Station 51 DCR 0.5 0.2 BF Grim i IBC 2015 25 20 0 10 15 25 35 Date: 10/8/2018 Project #: Design: dvm Frame Geometery 1-4 Sheet: BF Grid 2.xlsm TFS 51 Frame Grid 2 r + Special Concentrically Braced Frame Design Brace Capac Brace Force Brace Pt Pc 0.3Pn Omega Pu RyFyAg 1.14FcreiRyFro1 kips kips kips kips Br4 - - - - Br3 - - - - Br2 162 29 6 28 Br 1 162 29 7 13 Column Limit State Forces Stability Amplification Level Vstory Pstory Drift Pestory B2 Check kips kips in kips B2<1.5 4 - 1.00 NA 3 - 1.00 NA 2 23 3 0.114 29053 1.00 OK 1 11 3.1 0.09 17116 1.00 OK my per AJI 360 A-5- Level Expected Limit State Post -buckled Limit State Omega Pu phi Pn phi Pn Comp. Tens. Comp. Tens. Comp. Tens. Comp. Tens. kips kips kips kips kips kips kips kips 5 4 0 0 0 0 0 0 0 0 - - - - - - - - 3 - - - - - - - - 2- 100 -15 100 -3 21 -14 288 403 1 100 -15 100 -3 21 -14 292 403 Base 117 -109 105 -97 28 -22 Beam Limit State Forces ' Level Expected Limit State Unbalanced Brace Forces - Dist Pu Vu Mu Pu Vu Mu • = ga Pu kips kips i k-ft kips kips k-ft kips 4 - - - - 3 - - - - - - 2 54 - - 11 - - 0 0.5 1 109 1 9_ -6 4 31 0 0.5 KSTRUCTURAL T ENGINEERING 2124 Third Avenue . Suite 100 . Seattle WA 98121 www. ssfen 91neere. com n• 208 443 8717 Fax 208 443 4870 Project: Tukwila Fire Station 51 Upper Frame Transfer BF Grid 1-- Frame Geometery 1-4 eck Stability Yes Date: 10/8/2018 Project #: Design: dvm Sheet: BF Grid 2.xism TFS 51 Frame Grid 2 Column Bracing Requirements AISC 360 Appendix 6 Level Pr Lb Prb( eI) I3br(Nodm) Prb(ReI) 13br(ReI) k in k k/in k kiln 4 - - - - - 3 - - - - - - 2 100 144 1.0 4.6 0.4 1.8 1 100 140 1.0 4.8 0.4 1.9 Beam Bracing Requirements AISC 360 Appendix 6 Level Mr Lb ho Cd Prb(No,iaq Rbr(Nodeq Prb(R.0 f3br(ReI) in-k in in k k/in k Win 4 - - - - - - - - 3 - - - - - - - - 2 - - - - - - - - 1 773 396 13.9 1 1.11 1.87 0.44 0.75 Assumptions Brace gravity and self -weight load is not significant. If significant check combined bending and axial compression. Brace Ky = 1, pinned at the gusset hinge for out of plane buckling. In x configuration, compression brace is braced by tension brace. (See Nair 1997). Beam and Column K=1 per AISC Spec. App. 7, 7.2.3 Assumes axial loaded members only. No torsional flexural buckling checks. See AISC 360 E4. Compression of single angles must be calculated per AISC 360 E5. In span gravity Toads must be applied to the beam and beam checked for applicable load combinations and combined loading. WC1:0:\/1TPUCTURAL GIHIERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfenolneers.com n91rn• 706 449 6212 Fax 2C13 443 4870 Project: Tukwila Fire Station 51 Date: 10/8/2018 BF Grid 4.- Project #: Design: dvm Frame Geometery 1-4 Sheet: BF Grid 2.xlsm ._ TFS BF Grid 2 Column, Beam and Brace Size Brace Dimension 4 in Column Dimension 0 in Beam Dimension 13.9 in Connection Eccentricity Axis of Eccentrcity y (x, y) Eccentricty -5 in yI 12.52 in Brace Geometry Brace Angle 35.27 deg Brace Weld 6.0 in Gusset Geometry Gusset Offset 1 in Gusset Angle 30 deg Hinge Depth (2tg) 1 in Gusset Unbraced Length 1.5 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 8.9 in 1.0 in 18.8 in Brace tg W1 W2 lb lc Iw twg Offset deg. in in in in in in in I in Brace 1 35 0.5 6 12 15/16 13 15/16 5 15/16 6 i 0.31251 -5.00 Beam and Col Gusset Weld T 162 kips ec 2.44 in eb 4.03 in Tc 61 kips Tb 101 kips twc 0.168 in twb 0.119 in _61 t. TI UGTuaac / HNGINEEWNG Gusset Shape Paddle Project: Tukwila Fire Station 51 Date: 10182018 BF Grid Project #: 2124 Third Avenue . Sude 100 . Seattle . WA 98121 Design: dvm www.ssfennineers.com offii w• 2m 4413 6712 FAY' 7AIi 443 4970 One -Top Connection Sheet: L;4 •1 TFS BF Grid 2 Gusset Plate Design Brace Properties Type HSS4X0.250 Section Round D 4 in tb 0.233 in Ag* 2.76 in` Material A500 Round Fy 42 ksi Fu 58 ksi Ry 1 4 Rt 1.3 Connection Force 1.14Fcre(RyFye) 29 kips RyFyAg 162 kips Tube Shear ov 0.75 Ae 5.6 in2 �Vn 190 kips D/C 0.9 Tube Fracture V 0.75 Gap 0.06 in xb 1.273 in U 1.00 Ae 2.47 in2 4Vn 140 kips D/C 1.16 Reinforcing Plates Required Reinforcing Plates An 0.3 ire Wplate 8.00 in tplate 0.25 in xb 1.8in U 0.70 Ap 4.5 in2 An/Ap 0.61 Co STRUCTURAL ENGINEERING N IBC 2015 Gusset Plate Properties Fy 50 ksi Fu 65 ksi is 0.5 in Gusset Plate Block Shear 4v 0.75 Shear Yield 180 kips Ten. Yield 100 kips Shear Rupture 234 kips Ten. Rupture 130 kips ,, Rn 233 kips D/C 0.70 Gusset Gross Tension Yield 4t 0.9 Gus Angle 30 deg le 10.9 in 4 Tn 246 kips D/C 0.66 Gusset Compression Buckling 0.85 k 0.5 lb 1.5 in Xc 0.1 Fcr 49.9 ksi 1.1Pc 32 kips en 232 kips D/C 0.13 Project: Tukwila Fire Station 51 2124 Third Avenue . Suite 100 . Seattle . WA 98121 w W w. ssfenQ,neers. com nfrwp' 708 44.1 F717 FAY' 706 443 4£170 Weld Properties Fexx 70 ksi tw 0.3125 in Iw 6.0 in Weld Fracture 0.75 tw 0.3125 in iit Aw 5.30 in2 �Vn 167 kips D/C 0.97 BF Grid 7r- One-Top Connection Date: 10/8/2018 Project #: Design: dvm Sheet L. 31 TFS BF Grid 2 V-Braced or Super-X Gusset and Beam Design Gusset Geometery and Properties Shear Parallel to Beam Weld tg 0.5 in Fy 50 ksi Weld 0.3125 in L 27.90 in e 6.95in h 5.97 in ,Angle 35.27 deg Brace Comp. Componenents Pc -29 kips H1 -24 kips V1 -17 kips M1 -166 in-k Brace Tension Components Pt 162 kips H2 132 kips V2 94 kips M2 921 in-k Beam Shear Ntop 79 kips Mtop -1074 in -kips Ltop 39.39 in vtop -15 kips Nbot 77 kips Mbot 1087 in -kips Lbot 27.9 in vbot 116 kips Vu 132 kips cbVnb 147 kips D/C 0.90 0RUCTURAL ENGINEERING Vu 156 kips MIIIIIM 419 kips D/C 0.37 Normal Forces to Beam Weld Nu 77 kips Mu -1087 in-k Nuequiv 233 kips 4Nn 628 kips D/C 0.37 Vert Shear Through Gusset Vu' 23 kips II Tn 90 kips D/C 0.25 Horz. Tension Through Gusset Nu' 54 kips " n 134 kips D/C 0.40 Doubler Plate Fyp 0 ksi tp 0 in Ip -3.7 in hp 10.76 in ptop 0.0 kips/in pbot 8.3 kips/in •Vnp 0 kips 4Vn 147 kips Doubler Plate Not Required D/C 1- Project: Tukwila Fire Station 51 2124 Third Avernre. Suite 100 . Seattle . WA 98121 www.ssfenoineers.com fNrirn' 906 443 6712 Far 206 443 41170 Gusset to Beam Welds Rangle 56.1 deg Ru 280 kips 4)Rn 535 kips D/C 0.52 Beam Local Effects Fyb 50 ksi tf 0.42 in tw 0.255 in k 0.82 in Beam Web Local Yield Ru 233 kips 4)Rn 408 kips D/C 0.57 Beam Web Crippling Ru 233 kips 4)Rn 232 kips D/C 1.00 BF Grid 7-- One-Top Connection Date: 10/82018 Project #: Design: dvm Sheet: TFS 51 BF Grid 2 Column, Beam and Brace Size Brace Dimension 4.00 in Column Dimension 6 in Base Plate Thickness 1 in Connection Eccentricity Axis of Eccentrcity Eccentricty yl • x (x, y) '1in 10.52 in Brace Geometry 1 Brace Angle Brace Weld 35.3 deg 6.0 in Gusset Geometry usset set 0.5 in Gusset Angle 30 deg Hinge Depth (2tg) 1.0 in Gusset Unbraced Length 6.6 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Base Plate Side le max 3.6 in 1.0 in 18.8 in Brace 4 { tg W1 W2 Ibp lc Iw twg Offset deg. in in in in in in in in Brace 1 35 0.5 5 11 15/16 9 1/16 712/16 6 0.3125 1.21 Base and Col Gusset Weld T ec eb Tc Tb twc twb 162 kips 3.15 in 2.61 in 89 kips 74 kips 0.189 in 0.1334 in [Gusset Shape 'Paddle 1 Project: Tukwila Fire Station 51 Date: 10/8/2018 ENG N �� BF Grid s:. Project #: 2124 Third Avenue . Suite 100 . Seattle . WA 98121 Design: dvm www. ssfenpl nears. com Afire 21164.43810 One -Bottom Connection Far' aa4 s 870 Sheet: 1,3 3 TFS 51 BIF Grid 2 Gusset Plate Design Brace Properties Type HSS4X0.250 Section Round D 4 in tb 0.233 in Ag* 2.76 in` Material A500 Round Fy 42 ksi Fu 58 ksi Ry 1 4 Rt 1.3 Connection Force 1.14Fcre(RyFye) 29 kips RyFyAg 162 kips Tube Shear qv 0.75 Ae 5.6 in`' On 190 kips D/C 0.9 Tube Fracture 4 t 0.75 Gap 0.06 in xb 1.273 in U 1.00 Ae 2.47 in2 4Vn 140 kips D/C 1.16 Reinforcing Plates Required Reinforcing Plates An 0.3 in2 Wplate 8.00 in tplate 0.25 in xb 1.8 in U 0.70 Ap 4.5 in2 An/Ap 0.61 €49"Pr,R4s7CTUR,AL NG Project: IBC 2015 Gusset Plate Properties Fy 50 ksi Fu 65 ksi t 0..5 in Gusset Plate Block Shear (pv 0.75 Shear Yield 180 kips Ten. Yield 100 kips Shear Rupture 234 kips Ten. Rupture 130 kips $Rn 233 kips D/C 0.70 Gusset Gross Tension Yield (pt 0.9 Gus Angle 30 deg le 10.9 in 4Tn 246 kips D/C 0.66 Gusset Compression Buckling (pc 0.85 k 0.5 lb 6.6 in Xc 0.3 Fcr 48.1 ksi 1.1Pc 32 kips en 223 kips D/C 0.13 Weld Properties Fexx 70 ksi tw 0.3125 in Iw 6.0in Weld Fracture t 0.75 w0.3125 in Iwin 5.30 in2 167 kips D/C 0.97 Tukwila Fire Station 51 Date: 10/8/2018 BF Grid ? Project #: 2124 Third Avenue . Suite 100 . Seattle . WA 98121 Design: dvm www.ssfennineers.com 20R 443 �1' Fax. 9c1F.w,e4117n One-Boltom Connection Sheet: L3N TFS 51 BF Grid 2 Column, Beam and Brace Size Brace Dimension 4 in Column Dimension 6 in Beam Dimension 18.1 in Connection Eccentricity Axis of Eccentrcity x (x, y) Eccentncty 5 in yI 17.40482 in Increase y Brace Geometry Brace Angle 36.03 deg Brace Weld 6.0 in Gusset Geometry Gusset Offset 0.5 in Gusset Angle 30 i deg Hinge Depth (2tg) 1 in Gusset Unbraced Length 3.0 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 10.4 in 1.0 in 18.8 in Brace ¢ tg W1 W2 lb lc Iw twg Offset deg. in in in in in in in in Brace 1 36 0.5 5 11 15/16 14 9/161 4 2/16 6 0.3125 3.64 Beam and Col Gusset Weld T 162 kips ec 1.68 in eb 4.29 in Tc 46 kips Tb 117 kips twc 0.181 in twb 0.132 in @i414411RUCTURALST ENGINEERING (Gusset Shape Paddle I Project: Tukwila Fire Station 51 Date: 10/8/2018 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www. ssfennineers.can Project #: Design: dvm offir , 70R 44.9 F3212 Two -Top Fax 706 443 4A70 p Connection Sheet: r TFS 51 BF Grid 2 Gusset Plate Design Brace Properties Type HSS4X0.250 Section Round D 4 in tb 0.233 in Ag* 2.76 in` Material A500 Round Fy 42 ksi Fu 58 ksi Ry 1 4 Rt 1.3 Connection Force 1.14Fcre(RyFye) 29 kips RyFyAg 162 kips Tube Shear 4)v 0.75 Ae 5.6 in`' 4►Vn 190 kips D/C 0.9 Tube Fracture V 0.75 Gap 0.06 in xb 1.273 in U 1.00 Ae 2.47 in2 4Vn 140 kips D/C 1.16 Reinforcing Plates Required Reinforcing Plates An 0.3 in2 Wplate 8.00 in tplate 0.25 in xb 1.8 in U 0.70 Ap 4.5 in2 An/Ap 0.61 ESTRUGNEERING CTURAL IBC 2015 Gusset Plate Properties Fy 50 ksi Fu 65 ksi ta 0.5in Gusset Plate Block Shear (pv 0.75 Shear Yield 180 kips Ten. Yield 100 kips Shear Rupture 234 kips Ten. Rupture 130 kips (pRn 233 kips D/C 0.70 Gusset Gross Tension Yield 4t 0.9 Gus Angle 30 deg Ie 10.9 in (ITn 246 kips D/C 0.66 Gusset Compression Buckling (pc i 0.85 k r 0.5 lb 3.0 in A,c 0.1 Fcr 49.6 ksi 1.1Pc 32 kips 4Pn 230 kips D/C 0.13 Project Tukwila Fire Station 51 Seattle . WA 981211 www. ssfeneineers. com (Ara. 208 443 6717 Fax- 7OR 443 4870 Weld Properties Fexx 70 ksi tw 0.3125 in Iw 6.0 in Weld Fracture (pt 0.75 tw 0.3125 in Aw 5.30 in2 �Vn 167 kips D/C 0.97 Two -Top Connection Date: 10/8/2018 Project*: Design: dvm Sheet: TFS 51 BF Grid 2 V-Braced or Super-X Gusset and Beam Design Gusset Geometery and Properties Shear Parallel to Beam Weld tg 0.5 — in Fy 50 ksi Weld 0.3125 in L 29.17 in e 9.05 in h 4.14 in Angle 36.03 deg Brace Comp. Componenents Pc -27 kips H 1 -22 kips V1 -16 kips M1 -199 in-k Brace Tension Components Pt 162 — kips H2 131 kips V2 95 kips M2 1188 in-k Beam Shear Ntop 0 l kips -' Mtop 0 in -kips Ltop 0.00 in vtop 0 kips Nbot 79 kips Mbot 1387 in -kips Lbot 29.2 in vbot 135 kips Vu 135 kips 4Vnb 193 kips D/C 0.70 - @‘442/41STRUCTURAL GINEERING Vu 153 kips n 438 kips D/C 0.35 Normal Forces to Beam Weld Nu 79 kips Mu -1387 in-k Nuequiv 270 kips On 656 kips D/C 0.41 Vert Shear Through Gusset Vu' 39 kips ti Y 62 kips D/C 0.63 Horz. Tension Through Gusset Nu' 55 kips n 93 kips D/C 0.59 Doubler Plate Fyp 0 ksi tp 0 in Ip 0.0 in hp 14.58 in ptop 0.0 kips/in pbot 9.2 kips/in 4Vnp 0 kips 4 Vn 193 kips Doubler Plate Not Required D/C - - Gusset to Beam Welds Rangle 60.4 deg Ru 310 kips +Rn 571 kips D/C 0.54 Beam Local Effects Fyb 50 ksi tf 0.605 in tw 0.36 in k 1.01 in Beam Web Local Yield Ru 270 kips •Rn 616 kips D/C 0.44 Beam Web Crippling Ru 270 kips $Kn 391 kips D/C 0.69 Project: Tukwila Fire Station 51 Date: 10/8/2018 Project #: 2124 Third Avenue . Suite 100 . Seattle . WA 9812 Design: dvm vnvw, ssfenaineers.com 46 nrs 2443 0 Two-TopConnection Sheet: Fax' 206 443 4A7[t L271 TFS BF Grid 2 Column, Beam and Brace Size Brace Dimension 4.00 in I] Column Dimension 0 in Beam Dimension 13.9 in Connection Eccentricity Axis of Eccentrcity x (x, y) Eccentricty -5 in yI 13.83 in Brace Geometry Brace Angle Brace Weld Gusset Geometry 36.01 deg 6.0 1 in Gusset Offset 0.5 in Gusset Angle 30 deg Hinge Depth (2tg) 1 in Gusset Unbraced Length 9.2 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 10.5 in 1.0 in 18.8 in Brace 4 degrees tg in W1 in W2 in lb in lc in Iw in twg Offset in in Brace 1 36 0.5 5 11 15/16 14 11/16 4 1/16 6 0.3125 -3.64 Beam and Col Gusset Weldl T ec eb Tc Tb twc twb 162 kips 1.64 in 4.32 in 45 kips 118 kips 0.181 in 0.132 in (Gusset Shape Paddle I Ei4495TRUC1RJRALEG lNEERINGBF Grid 3 Project #: Project: Tukwilla Fire Station 51 Date: 10/8/2018 2124 Third Avenue . Suite 100 . Seattle . WA 9812'1 Design: waw.ssfeneineers.com F"P 443 Fax- 7(N 4434R70 Two -Bottom Connection Sheet: L �� •$ TFS BF Grid 2 Gusset Plate Design Brace Properties Type HSS4X0.250 Section Round D 4 in tb 0.233 in Ag* 2.76 in` Material A500 Round Fy 42 ksi Fu 58 ksi Ry 1 4 Rt 1.3 Connection Force 1.14Fcre(RyFye) 29 kips RyFyAg 162 kips Tube Shear ev 0.75 Ae 5.6 in2 $Vn 190 kips D/C 0.9 Tube Fracture 4)t 0.75 Gap 0.06 in xb 1.273 in U 1.00 Ae 2.47 in2 4 Vn 140 kips D/C 1.16 Reinforcing Plates Required Reinforcing Plates An 0.3 in2 Wplate 8.00 in tplate 0.25 in xb 1.8 in U 0.70 Ap 4.5 in2 An/Ap 0.61 Project: TRUCTURAL ENGINEERING IBC 2015 Gusset Plate Properties Fy 50 ksi Fu 65 ksi tg 0.5 in Gusset Plate Block Shear $v 0.75 Shear Yield 180 kips Ten. Yield 100 kips Shear Rupture 234 kips Ten. Rupture 130 kips iRn 233 kips D/C 0.70 Gusset Gross Tension Yield et 0.91 Gus Angle 30 deg le 10.9 in ITn 246 kips D/C i 0.66 Gusset Compression Buckling 4c 0.85 k 0.5 lb 9.2 in 7 C 0.4 Fcr 46.4 ksi 1.1Pc 32 kips en 216 kips D/C 0.14 Weld Properties 70 ksi rFexx tw 0.3125 in Iw 6.0 in Weld (Fracture $t 0.75 tw 0.3125 in Aw 5.30 in2 (1)Vn 167 kips D/C 0.97 Tukwila Fire Station 51 Date: 10/8/2018 BF Grid 3 Project #: 2124 Third Avenue . Suite 100 . Seattle . WA 98121 Design: dvm www.ssfenaineers.com OfiernaFar. 2CA 4433 4870 Two -Bottom Connection Sheet: Far. 9(1(i 44.9 4A70 1,3? .i IFS BF Grid 2 K-Braced or Super-X Gusset and Beam Design Gusset Geometery and Properties Shear Parallel to Beam Weld tg 0.5 in Fy 50 ksi Weld 0.3125 in L 29.39 in e 6.95 in h 4.06 in Angle 36.0274 deg Brace Comp. Componenenis Pc -27 kips H1 -22 kips V1 -16 kips M1 -153 in -kips Brace Tension Components Pt 162 kips H2 131 kips V2 95 kips M2 912 in -kips Beam Shear Nbot 77 kips Mbot -1087 in -kips Lbot 27.90 in vbot -39 kips Ntop 79 kips Mtop 1065 in -kips Ltop 29.4 in vtop 112 kips Vu 152 kips 4Vnb 158 kips D/C 0.96 Vu 1153 kips n 441 kips D/C 0,35 Normal Forces to Beam Nu 79 kips Mu -1065 in -kips Nuequiv 224 kips On 661 kips D/C 0.34 Vert Shear Through Gusset Vu' 17 kips Vn 61 kips D/C 0.27 Horz. Tension Through Gusse Nu' 55 kips 4Nn 91 kips D/C 0.60 Doubler Plate Fyp 0 ksi tp Oin Ip -1.3 in hp 10.38 in pbot -2.8 kips/in ptop 7.6 kips/in 4Vnp 0 kips fVn 158 kips Doubler Plate Not Required D/C - 1 Gusset to Beam Welds Rangle 55.7 deg Ru 272 kips fin 563 kips D/C 0.48 Beam Local Effects Fyb 50 ksi tf 0.605 in tw 0.36 in k 1.01 in Beam Web Local Yield Ru 224 kips pRn 620 kips D/C 0.36 0+'Project: Tukwila Fire Station 51 Date: 10/812018 BF (grid 3 Project #: 2124Third Avenue . Suite 100.Seattle .WA9812 Design: dvm www.ssrerwineers.com r 4434'1' p Two -Bottom Connection A.� � ens aa�n Sheet BF Grid 2.xlsm Gusset Schedule 10/8/2018 GUSSET SCHEDULE - Frame Grid 2 Level 0 0 GUSSET ANGLE a GUSSET PLATE THICKNESS tg W1 W2 BEAM WELD lb BEAM WELD THICKNESS twb COLUMN WELD I, L.ULUMN WELD THICKNESS twc BRACE WELD Iy, BRACE WELD THICKNESS twg BRACE OFFSET d deg. deg. in In in in in in In in in in One Bot 35.3 30 1/2 5 11 15/16 9 1/16 ! 0 7 3/4 0 6 5/16 1 3/16 One Top 35.3 30 1/2 6 12 15/16 13 15/16 0 5 15/16 0 6 5/16 -5 Two Bot 36.0 30 1/2 5 11 15/16 14 11/16 0 4 1/16 0 6 5/16 3 5/8 Two Top 36.0 30 1/2 5 11 15/16 14 9/16 0 4 1/8 0 6 5/16 3 5/8 Three Bot Three Top Four Bot Four Top Five Bot Five Top Six Bot Six Top Seven Bot Seven Top Eight Bot Eight Top Brace offset is measured from the centerline of the beam along the column centerline, except for One Bot, which is measured from the top face of the baseplate. (+ is up, - is down.) { 5�E f P.5 Pr- ✓ "- Ric P2r Arp t_.7 5-°3 �cr C/ %C B U> 0/f RUCTURAL GINEERING 8 0 L 6 C2 S o u f-4 6-11-, 1 r- 2. r ` _ /coo /F r2.0 P! f (0,2_ i ) 13 ~� 4,7 " L /a' Co Cv 1— IZx2co wac = 2-2-5 w w = 62-> r>' sL- 7g (0-0 - 6 9 te PROJECT DATE G U2-f 2-oI ? 0! 70 l4t,t' (c - ft FS 5 ° 01 20/ PROJ # DESIGN LH Z N 0 rn ri ✓ co • N O e O U1 N O 0 N NI O v go• o FO CO 01 CO 0 0 y Q) �u va a. 3 D o m (n (71 Q r0 U IA F E 0 Q) c c SWENSON SAY FAGET SHEET LY 3 • Project: mech frame Dan Morrow, SWENSON SAY FAGET October 08, 2018 C:\Users\dv_mo\Desktop1Work\TFS\Design work\ Load Cases Load Case Design Checks Seismic Type Results (35).9D+E »+X Strength (LRFD) -NA- Yes (37)1.2D+1.6L+.2Di+.5S Strength (LRFD) -NA- Yes (40)1.2D+1.6S+.5L+Lpa Strength (LRFD) -NA- Yes (41)1.2D+E+.5L+Lpa+.2S »+X Strength (LRFD) -NA- Yes Member Displacements Member +Dx -Dx +Dy -Dy +Dz -Dz in in in in in in BmX001 0.104 -0.001 0.017 -0.147 0.000 0.000 BmX002 0.201 -0.000 0.022 -0.027 0.000 0.000 COL001 0.017 -0.006 0.053 -0.104 0.000 0.000 COL002 0.000 -0.021 0.000 -0.107 0.000 0.000 COL003 0.022 -0.007 0.002 -0.201 0.000 0.000 COL004 0.000 -0.027 0.043 -0.194 0.000 0.000 V001 0.034 -0.002 0.013 -0.029 0.000 0.000 V002 0.067 -0.003 0.000 -0.084 0.000 0.000 V003 0.073 0.000 0.077 -0.040 0.000 0.000 V004 0.037 0.000 0.025 -0.002 0.000 0.000 V005 0.112 -0.005 0.000. -0.097 0.000 0.000 V006 0.134 -0.005 0.000 -0.144 0.000 0.000 V007 0.143 0.000 0.145 -0.011 0.000 0.000 V008 0.117 0.000 0.092 -0.041 0.000 0.000 Member Forces Member Tension Compression +Mz -Mz +My -My Vy Vz Torsion K K K-ft K-ft K-ft K-ft K K K-ft BmX001 1.309 -4.728 23.296 -13.303 0.000 0.000 9.760 0.000 0.000 BmX002 0.000 -12.123 7.500 -3.393 0.000 0.000 2.656 0.000 0.000 COL001 33.502 -11.952 0.448 -5.298 0.000 0.000 -0.492 0.000 0.000 COL002 0.000 -42.728 5.298 -•0.486 0.000 0.000 0.492 0.000 0.000 COL003 10.467 -3.113 6.465 -3.366 0.000 0.000 -0.797 0.000 0.000 COL004 0.000 -11.572 3.377 -6.465 0.000 0.000 0.797 0.000 0.000 V001 23.613 -1.274 0.136 -0.448 0.000 0.000 0.103 0.000 0.000 V002 23.714 -1.002 0.791 -0.503 0.000 0.000 0.178 0.000 0.000 V003 0.000 -25.539 0.791 -0.503 0.000 0.000 -0.178 0.000 0.000 V004 0.000 -25.803 0.139 -0.486 0.000 0.000 -0.108 0.000 0.000 V005 14.717 -0.417 0.749 -0.474 0.000 0.000 -0.168 0.000 0.000 V006 14.880 -0.152 0.087 -0.131 0.000 0.000 0.062 0.000 0.000 V007 0.050 -17.687 0.087 -0.131 0.000 0.000 -0.062 0.000 0.000 V008 0.000 -17.947 0.749 -0.474 0.000 0.000 0.168 0.000 0.000 Nodal Displacements (Extreme Rows Only) Node Result Case Name DX DY DZ RX RY RZ in in in deg deg deg 1 .90+E »+X 0.000 0.000 0.000 0.000 0.000 -0.041 3 1.2D+1.6L+.2D1+.5S -0.001 -0.006 0.000 0.000 0.000 -0.116 4 1.2D+1.6L+.2Di+.5S 0.001 -0.006 0.000 0.000 0.000 0.116 5 .90+E »+X 0.201 0.022 0.000 0.000 0.000 -0.023 5 1.2D+E+.5L+Lpa+.2S »+X 0.201 0.020 0.000 0.000 0.000 -0.024 6 1.2D+E+.5L+Lpa+.2S »+X 0.194 -0.027 0.000 0.000 0.000 -0.010 Nodal Reactions (Extrerne Rows Only) Node Result Case Name FX K FY FZ MX MY MZ K K K-ft K-ft K-ft Page 1 VisualAnalysis 12.00.0020 (www.iesweb.com) . Project: mech. frame • Dan Morrow, SWENSON SAY FAGET October 08, 2018 C`\Users\dv_mo\Desktop\Work:\TFS\Design work\ 1 .9D+E »+X -18.626-47.620 0.000 0.000 -NA- -NA- 1 1.2D+1.6L+.2Di+.5S 2 1.2D+E+.5L+Lpa+.2S »+X 1.434 12.815 0.000 0.000 -NA- -NA- -20.643 58.657 0.000 0.000 -NA- -NA- Nodal Results (Extreme Rows Onl Node Result Case Name DX DY DZ RX RY RZ FX FY FZ MX MY MZ in in in cleg deg deg K. K K K-ft K-ft K ft 1 .9D+E »+X 0.000 0.000 0.000 0.000 0.000 -0.041 -18.626 -47.620 0.000 0.000 -NA -NA 1 1.2D+1.6L+.2D1+.5S -0.000 -0.000 0.000 0.000 0.000 0.051 1.434 12.815 0.000 0.000 -NA -NA 2 1.2D+E+.5L+Lpa+.2S »+X 0.000 -0.000 0.000 0.000 0.000 -0.071 -20.643 58.657 0.000 0.000 -NA -NA 3 1.2D+1.6L+.2Di+.5S -0.001 -0.006 0.000 0.000 0.000 -0.116 -NA- NA N NA NA -NA -NA 4 1.2D+1.6L+.2Di+.5S 0.001 -0.006 0.000 0.000 0.000 0.116 -NA- -NA- -NA- -NA- -NA -NA 5 .9D+E »+X 0.201 0.022 0.000 0.000 0.000 -0.023 -NA- -NA- -NA- -NA- -NA -NA 5 1.2D+E+.5L+Lpa+.2S »+X 0.201 0.020 0.000 0.000 0.000 -0.024 -NA- NA NA NA -NA -NA 6 1.2D+E+.5L+Lpa+.2S »+X 0.194 -0.027 0.000 0.000 0.000 -0.010 -NA- -NA- -NA- -NA- -NA -NA Page 2 VisualAnalysis 12.00.0020 ('www.lesweb.com) TFS 51 Frame Grid B /E Special Concentrically Braced Frame Design SRF System Type 'SCBF Omega 2 Frame Configuration Level Height Brace Conf. Angle ft deg 4 3 2 12X 3g68 ` �� . )C 37.88 I race type Frame Length , IV - inverted V, X X-bra II 15Jft Frame Loads Level Ve I Pe(Brace) phi Pn Check kips i kips kips 4 - - 3 _ - 2 26 16 104 OK 11 I 13 8 110 OKI Frame Members AISC 341-10 Brace Length Level WP-WP Hinge -Hinge lb ft ft ft 4 - - - 3 - - _ 2 19.2 18.1 9.0 1} 19.0 17.3 8.6I Column Loading SDS' 0.98 Psi Level PdI PII kips kips kips 4 3 2 0.75 0.9 1 2,44. 4.69 0.9 Superimposed Gravity Loads Yes Level Brace Column Beam Type I Section Type Section Type Section 4 3 2 Tube INSS4X0.250 Tube HSS6X6X1/2 WF W18X35 1 Tube 1HSS4X0.250 Tube HSS6X6X412 WF W14X26 y ! ENGINEERING STRUCTURAL 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfeneineers.com Am. 2O13 44.3 R712 Far' 208 443 4R70 Project: Tukwila Fire Station 51 DCR 0.2 0.1 BF Grid B-E Frame Geometery 1-4 IBC 2015-1 25 15 10 10 20 Date: 10/8/2018 Project #: Design: dvm Sheet: BF Grid B-E.xlsm TFS 51 Frame Grid B /E Special Concentrically Braced Frame Design Brace Capacity Brace Force Brace Pt Pc I 0.3Pn Omega Pu RyFyAg 1.14Fcre(RyFye) kips kips kips kips Br4 - - - - Br3 - - - - Br2 162 104 20 33 Br 162 110 20 17 Column Limit State Forces Stability Amplification Level Vstory Pstory Drift Pestory 82 Check kips kips in kips B2<1.5 4 - 1.00 NA 3 - 1.00 NA 2 23 3 0.114 29053 1.00 OK 1 11 3,1 0.09 17116 1.00 OK viauiiiiiy poi f1JIL. JOV ii-O-O Level Expected Limit State Post -buckled Limit State Omega Pu phi Pn phi Pn Comp. Tens. Comp. Tens. Comp. Tens. Comp. Tens. kips kips kips kips kips kips kips kips 5 4 0 0 OL^ 0 0 0 0 0 - - .4 - - - - - 3 - - -i - - - - - 2 103 -65 103j -19 22 -20 288 403 1 272 -232 227 -139 57 -49 292 403 Base 340 -332 _ 2421 -239 68 -59 - - Beam Limit State Forces Level ' . Expected Limit State • Unbalanced Brace Forces Dist Pu Vu Mu Pu Vu Mu Omega Pu kips kips k-ft kips kips k-ft kips 4 - - - - - - - 3 - - - - - - - 2 23 - 13 - - 0 0.5 1 44 - - -6 - - 0 0.5 Project: STRUCTURAL ENGINEERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www. ssfenoineers.com nMinai 206 443 6217 Far 708 443 4870 Tukwila Fire Station 51 Upper Frame Transfer BF Grid B-E Frame Geometery 1-4 Check Stability Yes Date: 10/8/2018 Project #: Design: dvm Sheet: BF Grid B-E.xlsm TFS 51 Frame Grid B /E Special Concentrically Braced Frame Design AISC 341-10 Element Type Material d b Ag ry rx Fy Ry Rt Fey Fex For phi Pn Fcre Pc . Pt ca in in in2 in in ksi ksi ksi ksi kips ksi kips kips Brace4 - - - - - - - _ - - Brace3 - - - - - _ - - - Brace2 HSS RND A500 Round 4 4 2.76 1.33 1.33 42 1.4 1.3 43 172 28 66 33 104 162 Bracel HSS RND A500 Round 4 4 2.76 1.33 1.33 42 1.4 1.3 47 188 29 68 35 110 162 - Column4 - - - - - - - - - - - _ _ _ - - - - Column3 - - - - - - - - - - - - - - - - - Column2 Calumnl HSS RECT -HSS A500 Rect. 6 6 9.74 2.23 2.23 46 1.4 1.3 69 69 35 288 -- 627 0.06 RECTA500 Rect. 6 6 9.74 2.23 2.23 46 1. 73 35 292 - - 627 0.15 Beam4 - - - - - - - - - _ - - - - - Beam3 - - - - - - - - - Beam2 W A992 17.7 6 10.3 1.22 7.04 50 1.1 1.1 13 438 12 101 - - 567 0.05 Beam1 W A992 13.9 5.03 7.69 1.08 5.65 50 1.1 1.1 10 282 9 59 - - 423 0.13 Limiting b/t Ratios per AISC 341 - Table D1.1 Braces Level Ratio Ahd Limi Check Ratio Ahd Limit Check �1 o Ratio Amd Limi Check - - - L 3 -- L - - -- - - -- - - 2 D/t 17.2 26.2 OK b/t 9.91 13.8 OK b/2t 7.06 7 7.2 OK 11 Dit 17.2 1 26.2 OK b/t 9.91 13.8 OK b/2t15.98 7.2 OK Limiting h/t Ratios per AISC 341 - Table D1.1 Braces Level Ratio Ahd Limit Check Ratio Ahd Limit Check Ratio Amd Limi Check 4 -- - - -- - - -- - - 3 -- - - -- - - 2 NA1- - - NA - - - h/t _ 53.5 77.7 OK 1 NA(- Awl - NA - - - h/t 48.1 59.2 -- OK lhd Std. Highly Ductile Member per Table D1.1 AISC 342 Per AISC Standard 11 //JTRUCfiUflA. ENGINEERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfendineers.com ()Maw 906 443 9212 Far 2064434870 Project: Tukwila Fire Station 51 Brace Slenderness Limits Level Kl/r Limit Check 4 - - - 3 - - - { 2 82 200 OK . 1 1� 78 200 OK BF Grid B-E Frame Geometery 1-4 Date: 10/8/2018 Project #: Design: dvm Sheet: BF Grid B-E.xlsm TFS 51 Frame Grid B /E Column Bracing Requirements AISC 360 Appendix 6 Level Pr Lb Prb(Nodal) Pr(Nodal) Prb(Roq Prole') k in k k/in k k/in 4 - - - - - - 3 - - - - - - 2 103 144 1.0 4.8 0.4 1.9 1 272 140 2.7 13.0 1.1 5.2 Beam Bracing Requirements AISC 360 Appendix 6 Level Mr Lb ho Cd Prb(Nodai) pbr(Nad,q Prb(Rel) pbr(Re0 in-k in in k k/in k k/in 4 - - - - - - - - 3 - - - - - - - - 2 - - - - - - - - Assumptions Brace gravity and self -weight load is not significant. If significant check combined bending and axial compression. Brace Ky = 1, pinned at the gusset hinge for out of plane buckling. In x configuration, compression brace is braced by tension brace. (See Nair 1997). Beam and Column K=1 per AISC Spec. App. 7, 7.2.3 Assumes axial loaded members only. No torsional flexural buckling checks. See AISC 360 E4. Compression of single angles must be calculated per AISC 360 E5.• In span gravity loads must be applied to the beam and beam checked for applicable load combinations and combined loading. `-//14��T,nuC1a IW l mxeeaixa 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www. ssfenaineers.com Offiniir 208 443 5217 Far 206 443 4870 Project: Tukwila Fire Station 51 Date: 10/8/2018 BF Grid B-E Project #: Design: dvm Frame Geometery 1-4 Sheet: BF Grid B-E.xlsm TFS BF Grid B-E Column, Beam and Brace Size Brace Dimension 4 in Column Dimension 6 in Beam Dimension 13.9 in Connection Eccentricity Axis of Eccentrcity y (x, y) Eccentricty -5. in yI 10.10 in Increase y Brace Angle Brace Weld Gusset Geometry Gusset Offset 1 in Gusset Angle 30 deg Hinge Depth (2tg) 1 in Gusset Unbraced Length -0.2 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 2.3 in 0.4 in 18.8 in Brace 4 tg W1 W2 lb lc Iw twg Offset deg. in in in in in in in in Brace 1 38 0.5 6 12 15/16 10 1/16 8 9/16 6 0.3125 -5.00 Beam and Col Gusset Weld T 162 kips ec 3.38 in eb 3.08 in Tc 85 kips Tb 77 kips twc 0.165 in twb 0.128 in Project: 2124 Third Avenue . Suite 100 . Seattle . WA 98121 vAwi. sSfenoiteers. com f)ffint• me; 44.16217 Far" 2nFi443 4870 gusset Shape Paddle Tukwila Fire Station 51 Date: 10/8/2018 BF Grid B-E Project #: Design: dvm One -Top Connection Sheet: L56 TFS BF Grid B-E Gusset Plate Design Brace Properties Type HSS4X0.250 Section Round D 4 in tb 0.233 in Ag* 2.76 in' Material A500 Round Fy 42 ,ksii Fu 58 ksi Ry 1 4 Rt 1.3 Connection Force 1.14Fcre(RyFye) 110 kips RyFyAg 162 kips Tube Shear $v 0.75 Ae 5.6 in2 4Vn 190 kips D/C 0.9 Tube Fracture qt 0.75 Gap 0.06 in xb 1.273 in U 1.00 Ae 2.47 in2 4 Vn 140 kips D/C 1.16 Reinforcing Plates Required Reinforcing Plates An 0.3 in2 - Wplate 8.00 in tplate 0.25 in xb 1.8 in U 0.70 Ap 4.5 in2 An/Ap 0.61 Ce.° STRUCTURALNGINEERING IBC 2015 Gusset Plate Properties Fy 50 ksi Fu 65 ksi is 0.5in Gusset Plate Block Shear cv 0.75 Shear Yield 180 kips Ten. Yield 100 kips Shear Rupture 234 kips Ten. Rupture 130 kips 4)Rn 233 kips D/C 0.70 Gusset Gross Tension Yield 4t 1 0.91 Gus Angle 30 deg le 10.9 in 4>Tn 246 kips D/C 0.66 Gusset Compression Buckling cc 0.85 k 0.5 lb -0.2 in a.c 0.0 Fcr 50.0 ksi 1.1Pc 121 kips •Pn 232 kips D/C 0.47 Project: Tukwila Fire Station 51 2124 Third Avenue . Suite 100 . Seattle . WA 98121 W*w. ssf enainee rs. co m Afrx:e. 788 441 8217 Fey. 708 441 4870 Weld Properties Fexx 70 ksi tw 0.3125 in Iw 6.0 in Weld Fracture ct 0.75 tw 0.3125 in Aw 5.30 in2 4)Vn 167 kips D/C 0.97 BF Grid B-E One -Top Connection Date: 10/82018 Project #: Design: dvm Sheet: LS/ TFS 51 BF Grid B-E Column, Beam and Brace Size Brace Dimension 4.00 in Column Dimension 6 in Base Plate Thickness 1 in Connection Eccentricity Axis of Eccentrcity Eccentricty yI x (x, y) 1 in 9.75 in Brace Geometry Brace Angle Brace Weld 37.9 deg 6.0 in Gusset Geometry Gusset Offset 0.5 in Gusset Angle 30 deg Hinge Depth (2tg) 1.0 in Gusset Unbraced Length 5.7 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Base Plate Side le max 2.3 in 1.0 in 18.8 in Brace tg W1 W2 Ibp lc Iw twg Offset deg. in in in in in in in in Brace 1 38 0.5 5 11 15/16 8 6/16 8 2/16 6 0.3125 1.28 Base and Col Gusset Weld T ec eb Tc Tb twc twb 162 kips 3.20 in 2.57 in 90 kips 72 kips 0.185 in 0.1436 in [Gusset Shape Paddle I Q'3WClURAL jM NG BF Grid B-E Project #: Project: Tukwila Fire Station 51 Date: 10/8/2018 2124 Third Avenue . Suite 100 . Seattle . WA 98121 Design: dvm www.ssfeneineers.com ors 708aaa ae44348on 0 x� Fax One -Bottom Connection Sheet: 5z TFS 51 BF Grid B-E Gusset Plate Design Brace Properties Type HSS4X0.25O Section Round D 4 in tb 0.2331in Ag* 2.761in` Material A5O0 Round Fy 42 ksi Fu 58 ksi Ry 1 4 Rt 1.3 Connection Force 1.14Fcre(RyFye) 110 kips RyFyAg 162 kips Tube Shear 4v 0.75 Ae 5.6 in`` 4Vn 190 kips D/C 0.9 Tube Fracture 4t 0.75 - Gap 0.06 in xb 1.273 in U 1.00 Ae 2.47 in2 0Vn 140 kips D/C 1.16 Reinforcing Plates Required Reinforcing Plates An 0.3 in2 Wplate 8.001in tplate 0.25 in xb 1.8 in U 0.70 Ap 4.5 in2 An/Ap 0.61 /�u<n� ETRUCTTURAL Project: 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www. ssfenoineers. com IBC 2015 Gusset Plate Properties Fy 50 ksi Fu 65 ksi tg 0.5 in Gusset Plate Block Shear 4v 0.75 Shear Yield 180 kips Ten. Yield 100 kips Shear Rupture 234 kips Ten. Rupture 130 kips Olin 233 kips D/C 0.70 Gusset Gross Tension Yield tit 0.9 Gus Angle 30 deg le 10.9 in 4Tn 246 kips D/C 0.66 Gusset Compression Buckling (pc 0.85 k 0.5 lb 5.7 in Xc 0.3 Fcr 48.6 ksi 1.1Pc 121 kips en 226 kips D/C 0.49 Weld Properties Fexx tw Iw 70 ksi 0.31251 in 6.0 in Weld Fracture 0.75 tw 0.3125 in Aw 5.30 in2 �Vn 167 kips D/C 0.97 Tukwila Fire Station 51 Date: 10/82018 BF Grid B-E Project #: Design: dvm °f`r' 2116 4d:' 6 2 12 aA.• 7t a4s 4670 One -Bottom Connection Sheet: t,�3 TFS 51 BF Grid B-E Column, Beam and Brace Size Brace Dimension 4 in Column Dimension 6 in Beam Dimension 17.7 in Connection Eccentricity Axis of Eccentrcity x (x, y) Eccentricty 7 in yI 12.65767 in Brace Geometry Brace Angle Brace Weld 38.66 6.0 deg in Gusset Geometry Gusset Offset 0.5 i in Gusset Angle 30 j deg Hinge Depth (2tg) tin Gusset Unbraced Length -0.5jin Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 5.0 in 1.0 in 18.8 in Brace 4 tg W1 W2 lb lc Iw twg Offset deg. in in in in in in in in Brace 1 39 0.5 5 11 15/16 10 10/16 6 13/16 6 0.3125 5.60 Beam and Col Gusset Weld T 162 kips ec 2.65 in eb 3.31 in Tc 72 kiips Tb 90 kiips twc 0.177 in twb 0.142 in Project Tukwila Fire Station 51 Date: 10/8/2018 ()rmjciupp.i. rGusset Shape 'Paddle -' ENGINEERING Project #: 2124 Third Avenue . Suite 100 . Seattle . WA 913121 Design: dvm wvAv.ssfeneineers.com ilffirm• ''ns 443421' Two-TopConnection FAx' :rOR 44g 4A70 Sheet: 1SY TFS 51 BF Grid B-E Gusset Plate Design Brace Properties Type HSS4X0.250 Section Round D 4 in tb 0.233 in Ag* 2.76 in` Material A500 Round Fy 42 ksi Fu 58 ksi Ry 1 4 Rt 1.3 Connection Force 1.14Fcre(RyFye) 110 kips RyFyAg 162 kips Tube Shear 4v 0.75 Ae 5.6 in2 4Vn 190 kips DIC 0.9 Tube Fracture 4t 0.75 Gap 0.06 in xb 1.273 in U 1.00 Ae 2.47 in2 OM 140 kips DIC 1.16 Reinforcing Plates Required Reinforcing Plates An 0.3 in` Wplate 8.00 in tplate 0.25 in xb 1.8 in U 0.70 Ap 4.5 in2 An/Ap 0.61 €.11$1.14/111STRUCTURAL GINEERING IBC 2015 Gusset Plate Properties 50 ksi rFy Fu 65 ksi is 0.5in Gusset Plate Bilock Shear w 0.75 Shear Yield 180 kips Ten. Yield 100 kips Shear Rupture 234 kips Ten. Rupture 130 kips ' n 233 kips D/C 0.70 Gusset Gross Tension Yield of 0.9 Gus Angle 30 deg le 10.9 in 4Tn 246 kips D/C 0.66 Gusset Compression Buckling (pc 0.85 k 0.5 lb -0.5 in X,c 0.0 Fcr 50.0 ksi 1.1Pc 121 kips 4Pn 232 kips D/C 0.47 Project: Tukwila Fire Station 51 Seattle . WA 98121 www.ssfenoineers.com .. O frA. 7GR 44.4 6719 Far 7f76.4434670 Weld Properties Fexx 70 ksi tw 0.3125 in lw 6.0 in Weld Fracture t 0.75 w0.3125 in IAwNn/C 5.30 in2 167 kips 0.97 Two -Top Connection Date: 10182018 Project #: Design: dvm Sheet: � 5� TFS BF Grid B-E Column, Beam and Brace Size Brace Dimension 4.00 in Column Dimension 6 in Beam Dimension 13.9 in Connection Eccentricity Axis of Eccentrcity xj(x, y) Eccentricty -51in yl 10.82 in Increase y Brace Angle 38.7 6.0 deg Brace Weld in Gusset Geometry Gusset Offset 0.5 in Gusset Angle 30 deg Hinge Depth (2tg) 1 in Gusset Unbraced Length 7.1 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 3.2 in 0.4 in 18.8 in Brace 4) degrees tg in W1 in W2 in lb in lc in Iw in twg Offset in in Brace 1 39 0.5 5 11 15/16 10 4/16 7 1/16 6 0.3125 -4.00 Beam and Col Gusset Weld T ec eb Tc Tb twc twb 162 kips 2.77 in 3.20 in 75 kips 87 kips 0.177 in 0.142 in 'Gusset Shape Paddle 1 Project: Tukwilla Fire Station 51 Date: 1O/8/2018 ucruea� CCIAGINEERING BF Grid B-E Project #: 2124 Third Avenue . Suite 1 OQ . Seattle . WA 98121 Design: dvm www.ssfeneineers.com 70 1443 6212 Fa, 7(16 443 4A70 Two -Bottom Connection Sheet Far L S J TFS BF Grid B-E Gusset Plate Design Brace Properties Type HSS4X0.250 Section Round D 4 in tb 0.233 in Ag* 2.76 in'` Material A500 Round Fy 42 ksi Fu 58 ksi Ry 1 4 Rt 1.3 Connection Force '1.14Fcre(RyFye) 110 kips RyFyAg 162 kips Tube Shear 4►V 0.75 Ae 5.6 in2 4 Vn 190 kips D/C 0.9 Tube Fracture (fit 0.75 Gap 0.06 in xb 1.273 in U 1.00 Ae 2.47 in2 4 Vn 140 kips D/C 1.16 Reinforcing Plates Required Reinforcing Plates An 0.3 in2 Wplate 8.00 in tplate 0.25 in xb 1.8 in U 0.70 AP 4.5 in2 An/Ap 0.61 ERRUCTURAL NGINEERING IBC 2015 Gusset Plate Properties 50 ksi rFy Fu 65 ksi is 0.5 in Gusset Plate Block Shear $w 0.75 Shear Yield 180 kips Ten. Yield 100 kips Shear Rupture 234 kips Ten. Rupture 130 kips 4 Rn 233 kips D/C 0.70 Gusset Gross Tension Yield 4►t 0.9 Gus Angle 30 deg le 10.9 in cliTn 246 kips D/C 0.66 Gusset Compression Buckling ,' 0.85 k 0.5 lb 7.1 in c 0.3 Fcr 47.8 ksi 1.1Pc 121 kips en 222 kips D/C 0.49 Project: Tukwila Fire Station 51 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www. ssfenei neers. com Weld Properties Fexx Fro( 70 ksi 0.3125 in Iw 6.0 in Weld Fracture (IA 0.75 tw 0.3125 in Aw 5.30 5.30 in2 On kips D/C 0.97 Date: 10/8/2018 BF Grid B-E Project # Design: dvm Offing NIS 443 R217 Two -Bottom Connection Fax• 7t>S 443 4e7n Sheet: BF Grid B-E.xlsm Gusset Schedule 10/8/2018 • - GUSSET SCHEDULE - Frame Grid B-E Level GUSSET ANGLE a GUSSET PLATE THICKNESS tg W1 W2 BEAM WELD lb BEAM WELD THICKNESS twb COLUMN WELD lc I+VLUMN WELD THICKNESS twc BRACE WELD BRACE WELD THICKNESS twg BRACE OFFSET d deg. deg. in in in in in in in in in in One Bot 37.9 30 1/2 5 11 15/16 8 3/8 0 8 1/8 0 6 5/16 1 1/4 One Top 37.9 30 1/2 6 12 15/16 10 1/16 0 8 9/16 0 6 5/16 -5 Two Bot 38.7 30 1/2 5 11 15/16 10 1/4 0 7 1/16 0 6 5/16 4 Two Top 38.7 30 1/2 5 11 15/16 10 5/8 0 6 13/16 0 6 5/16 5 5/8 Throe Rot - -- Three Top Four Bot Four Top Five Bot Five Top Six Bot Six Top Seven Bot Seven Top Eight Bot Eight Top Brace offset is measured from the centerline of the beam along the column centerline, except for One Bot, which is measured from the top face of the baseplate. (+ is up, - is down.) 54i:g4 -G'. k-w DC3-(& Acr 1) 6 b,./414- es 1_46 !{ %' 6 A-u S7"GZ61.„ S Tv c S w / S' rr(4-c "{3o (-! '/"3-i' a,.1r'. /46)1-1/V, Roo V= S r d b `e" ( 6 5 C_ /4-^'4yris t=�R-- S r467,14-tVk(, pSE e6,1A-60./A-_6 TA c•S (>L SfG At Ltv A-O Con e D, 4- a 7 G R t a= ("u S1+0-/JA r 0,('o,2 ` - 7, (, (` /?o o 4-ex./cc- r t� A t•.(_ C g 3 ' �/ = r6.� _ O. O /J SOP ('l3 its (Fr ) ( -.A- LLS {3 L--1.o *+ 12.t5 d.i) U 56 S-) R•E 600-D, 2ocQ p ,+;-r.! G C S p S c G 6 t, ec- A- Icsi (s: r, a . -6 pl•F Z o ��� �• CA-F to Pt-, F-r ( 4-€A- AJ =/ 0/ 1JN1Fj , 1 €G.f,,(a0^) - 6,6 L (s pSf )4- 101600s'fU 12-0o E A,-c.L 7 , w4t iv/ Grtv 4 f-L [ -E d 1 O 7i=1 1 D i (}j Wit.-J-xJ r41 td. S = = D, /6( ``/f - o' USE Sate F oA.i-ram 2-00 p4,0y2 t<. .# J e c /� `'ae y A,Pc r el) 6 ; 120c 1 rE—t n ►/gyp 6r (f 04 tJfeuFr © (G' t'4t.L— Vi L✓4- LL tipL-1 Fy5 c-6(fr (/o') -- p,G / D y' p 5 1 ) r (0 (I Orrf)J 8 tva rdems" L.;P +^2 Ni a !-- P 4-1)C 4 e J '?-1 5 ,2 c.. rx r� f L D 0,..As G- La G-L-�`1 GTYr "1- ES 5/ ''ROJ # 0 STRUCTURAL t/�`'1 ENGON EEROO11G DESIGN PROJECT DATE Jn/Zt>1g ©67 ZO!2 0/ r„ ra - 6 m ri co N 6 rl O N N N O 0 N N 03 Cr Ln Cr FL 0 uo do J N t1 7 a r, 7 p ~ f^! C) N Cr) w 4 cd h O N F SWENSON SAY FAG& SHEET F) I L21/2x21/241/4 OUTRIGGERS 0 4.-0'oc \ OUR 4 BTWN. GCERS '� Wi8x35 31' BRACED HSS BRACES FRAME 4.5x0.237 TYP. < m /12K1 OCT 0 4.-0'oe � I f �cc, tAdA-°'' $ --- � , . _ I , :RACED F HSS 5.0xC BRACES' T . FRAMED WADS BELOW 0 GRID 2 600S162-43 STUDS 0 t6 oc SHEATHED W/ SURE -BOARD 200 PANELS. FOR FIRE RAZED WALLS, SURE -BOARD PANELS TO HAVE TYPE-X GYP. WALL BOARD, r ANCHOR MASONRY VENEER TO Q WALLS PER GEN. STRUCT. NOTES ZV - BRACED FRAME_ HSS 4.5x0.237- BRACES TYP. -.'I �:. 1 10/S401 E— 5,8403 8x35 Mt L21/2x2/2x1/4 OUTRIGGERS 4.-Coo 1.212x1/4 BrtN.J OUTRIGGERS 3 J�E NA (5. qTs f . L GE"E Cr ttiAtn.S &a-% n 6 l(0 16/S402 C12x20.7 0 APP. BAY DOOR LEVEL SEE ARCH. FOR REMOVABLE HANDRAIL AT FLOOR EDGE STEEL STAIR: C12x20.7 STRINGERS W/ 12go PAN k CONC. TOPPING TREADS TYP. 12' COMPOSITE OPEN WEB STEEL JOIST • 5.-0' W/ 11/2 20go METAL DECK & 21/2' CONC. TOPPING REINF. W/ I/4 018'oc, E.W. CTRD. IN SLAB FLAGPOLE (Hp others) 6 d 1 b IA.-4 LA- '7 0.` STRUCTURAL [E4t9GIL EERENG 1-&5 9 PROJECT W12x19 W12x26 o-z_o(0 DATE 0OZ f 2D/' PROD DESIGN g �� N O (-1 V In Cr) m 4 7 N Lci O in N N O 0 N N q Qe co • ITS c 0 y V � F O v v >> a77, 0 s o ~ m` vim. ry m � a o as V)H ssfengineers.com SWENSON SAY FAGET SHEET ASCE 7-10 Seismic Analysis Equivalent Lateral Force Procedure Project: Tukwila FS 51 Low roof building area Risk Category IV Site Class C Ss 1.435 Si 0.535 hn 14ft R 6.50 IE 1.5 T 0.14 (sec) To 0.10 (sec) Ts 0.48 (sec) k 1.000 Fa 1.00 Fv 1.30 SMs 1.44 SM1 0.70 Sin 0.957 SD1 0.464 Cs 0.221 0.739 0.010 Cs, design 0.221 Bldg. Weight 251.4 k V = CsW 55.5 k I I, II, or III, or IV per Table1.5-1 per soils report (D assumed, without soils report) 2% in 50 yr, Latitude & Longitude lookup 2% in 50 yr, Latitude & Longitude lookup Lt Framed Shear walls Table 11.5-1 Eq. 12.8-7 Table 11.4-1 Table 11.4-2 Eq. 11.4-1 Eq. 11.4-2 q. 11.4-3 q. 11.4-4 q. 12.8-2 q. 12.8-3 need not exceed, T < TL q. 12.8-5 or 12.8-6 minimum q. 12.8-1, Strength Level Base Shear C,.= TQ = Eq. 12.8-7 Sms, = FOSS Eq. 11.4-1 SM, = F,,S1 2 SDs - 3 4-7MS Eq. 11.4-4 SD1 = 3 'SMi = SDs Eq. 12.8-2 SD1 T(R) Eq. 11.4-2 Eq. 11.4-3 Eq..12.8-3 C = 0 .01 Eq. 12.8-5 _0.5S, (RI S Eq. 12.8-6 Vertical Distribution (Strength Level Forces) Level hxk (ft) Wxhxk Cvx Roof 14 I 251.4 14.0 3519.6 E 251.4 3519.6 hx (ft) Wx 1.000 Story Shear Fx (k) Diaphragm Force EV (k) Fpx (k) 55.5 I 55.5 55.5 55.5 6/26/2018 wxhxk wh,k Eq. 12.8-12 f-=l, A 5 D L. \/l' . to xce f .i 1..4-1 -b (0" r, t C - E-6, n Fpx = 'nx N'px Eq. 12.10-1 Ewf i=x T 6 rplLi?Tro-cS 14D Mur; S 1 1Lo-0.P tJgZGr(r : 6 io3 psf) I rib / G 6 4` e 1-- ` p 5f e 3 a- d 4 0 �Sc.o /677,00 4 u.. iv61.6 R i s (p01.4 Ci' f 6.ro R.• riff r,.) k'of. G G . 05 A - e � 4 / /`.• w.,4 -try 6Yt(7' i(Co p3 f ) d r > 2_2 y 6o Lb 5r2 L(9 z39r2. e..4 wrt-tip ((, ? ,,-yz-r o,_ ')(rons) _ 57f0 E7-s r cv LC (R-- r> ze (,i) rs-r) - rt 5u 3r Y-3G (,hie.3 r Lt.% c e,-1- t C) Ll, 5(' (7 `) a�� 1>sf /78 O 1-7 ' (7') /2., igsl , 9 YE3 7 ' (7 ,' '6, f ▪ 75y -L.2- 5-5 a t.e 7z7 A it t/ue t f( z, 3 6 Y L-1) @IIITRUCTURAL ENGINEERING 'T S 6I W C 1 Ft P o Df" 4 6r CO 'J / - PZJCW-rJs' "AS 5j.J Lki On.S r�eTifL. pc G- �urSrS S3kT elr"ia.a Ct: t t./4o F.-Tv pJ Sr /. 0 2 0 , o,s Z, 5 / , 0 5", 0 0 r5f �1_u- wc7G-rt r 5/6 G 7? 0 ,e 173/ 6 " / «,4- S ruD5 /, Z �� SC f-cce Vr. r✓ ; 11- if 0 pSf- Wa-c•ts F, ,4-R Ncr Wtr.S L PROJECT G pJf f DATE © O 2( 'G-c?j? 0 PROJ. # 1v DESIGN L-/ N O N0 O `7 CO `,1" N (o O to 00 - ° 07, CO V co N -▪ -o o N w Q F0 Na c fl SWENSON SAY FAGET SHEET Lc_ i)T. / � .t,o✓✓ PlaoP 3clee ! `Cs A-fe.e4 6r21r \/- x�. ,� �- 7. 7 9'` 0r77-t' o 5 ( = 7 p ( f vp tt! fr a 7 k,q-a-C tz-(D (-) w 7-10' UPuF' cj7>`rf(109-(Ml tf'(2r?psf)4" f0'(fQp5f) 5'. Iry hM lae-a > (-f B one "(!2'X;/o"�' +!2__�� T52- .- ''Y' °) 3/ 'f ft• CG3 it 1.4 7 if s tf 22- i' f VAufr 2 ` o(z- 6.-4L-L •)D,� ` � �:,Q- �ff(sv o3-1) ra 7ldFs-f)� of = 3 Y5 Z �6 USE .S«NfPSa-/ 5/4f)U`t- �?�cL, Js GAP f ?y.�' ���() 1 SA; 5'rua1 2.61" Ifu, 4 L. L. 1. C 617 - 2„ f r 2-!' 14,frCC- LE:1Cs7%-( Fc= ajELET A/o ,40 ob0ci?lcs- 7-/t-r A,2 4 s z' = r 5-0,9 iSU V �� 9,6� = y, 2. L-E-4 = 33 = 286 pl F 1 r q' zg6-60')-o,G fro 'Cu,psfrfo'(rdpsf) vt 5E S/H-�N v mac. Do.," 9' w4LA- 205-0 ✓5e- SlF4AV o oa /4 1.0 ! - .t 5 v R-(= - ? G A•R-A S EY2-! ' S Zo U ..'7--l2_ v c u f? -A (._ e Ars,f C r. 5 f .--71. 1? C lti t_'l) a..., I -$ X O. f 3 13, U Cs-u E 1-k ((� .S C /'�-rnvj' d t; " cc_ Pit-AJ El 6 (5- / f % `' A c c, et-4- i3 , A. +.. i u rd 5, P.P.,verC ; P Itrj a_ t:,)G-e-s r-; 4.n..e 6e6 , V %> e/Fpi}-c.( ref ` 5-6 z p (F C 0 STRUCTURAL ENGINEERING T CS S f / c) /zD r y PROJECT DATE 1 r7G 2 r r PROJ. # j`lyJ vii DESIGN Li,„3 SWENSON SAY PAGET SHEET • CASCADE FILL STATION (FDIC) IC I38RIO CORONI NUR • LNO, \ i al 13BB— - r 641' APP BAY I 130 I I tr. --"._anv.�-an ARCH SCREEN WI ELEC SECURITY GATE 9'H ALTERNATE S: 7 81-FOLD DOORS r- 414.9 (1)B el i STL CANOPY ABC AIRLOCK 109 TATION OFFlCE 107 I h BATH 1 1 Bh CANORYPRO COURTYARD (OPENTOABOVE) :-_,,winumium ■■�i DAYROON ALTERIIATEA STATION A ENCLOSURE • 011 ARCHITECTURAL SCREEN Fji Z-6 t k(L- C ° 5 (G A? /,o'Li F-00 f ,44t ' * GO A4 T E- w r) l n-4 z Tt o,./ 1/= 31. (1� n V 7 (7--( rA A--('-Eq Z.6 V- Li32 ! ? y't 5)1' wavA.. L 6D4-- °tS; ,J = 2.79 1.!f per p /6 ` t~-ALL-s 21 q (t o') — 0 E '(24) t'f) + 1a'(' u f LSE 5/1 D4 4 M '-oow.45 Gtitn -r,-e6 2../ t 1t 2 /3,yk 7-A-'a ,4 E`.- % (-& ` 24 a6 k2`(1) 2516 4:41- x �l.L�u a LS.B/I` i j&' 4 LL (E)L(Gn4 0 ()pi., Fr t 6 wtt--tg16 ((o')-6.(.1/0:S'('u2)fi 10'6ofsfq 3'' (ASS S/(-(DN , w,.(S 3%,'F 3 `(o z LL 6 ?" Aa /1.gt. 4,- (/ b ' ? 2 'f ' ? I ( x S$ c: / O 2_2 -{'f “ O Y w k LL LE:.G v: /' / y v" S y p' F //v-Fr it- 1(in')-D.61`f'(20i„ ) +- 10'orsF)] Z.s c Y oao t� v�rwk44 tASE 5/141) 44- t-A 0-, A-, c.f.,'' : 6/2S �-� "(2) (3 Gk sr-)0 GR (I V f ( 6 AL€'' u✓.fLC C.e"! G r-r : Sz ' v 7? p 1 F &r 1NSPr-z77QA/ 140(... 0 .15 It' x & Sg {{'-' (9z6 GS -FPS C( / o12a / s' PROJECT DATE 002 ' Zv/ 7 0/ PROD. # STRUCTURAL 7 V N^ ENGINEERING DESIGN 206.443 6212 0 I 0 253.284.9470 J 2 QU H H. ssfengineers.cum a LL a z 0 z w SHEET EVALUA ION REPORT 6 TM Originally Issued: 01/26/2010 Revised: 06/27/2018 Valid Through: 02/28/2019 TABLE 1 - NOMINAL AND ALLOWABLE SHEAR RESISTANCE TO WIND OR SEISMIC FORCES AND DISPLACEMENT (inches) FOR SHEAR WALLS WITH SURE-BOARD®SERIES 200 / SERIES 200B STRUCTURAL PANELS ATTACHED TO LIGHT GAGE STEEL C-STUDS AT 24" O.C. with SCREWS (pounds per foot)' STEEL FRAMING FASTENER SPACING AT PANEL EDGES INCHES ON CENTER 6 Minimum Gages 6 4 3 2 Va2.34•7 (plf) Vasd2.3," (pif) AVaad" (inch) Vs2,9.4.7 (pif) Vaad2'3'" (pif) AVasd° (inch) Vna3.47 (plf) Vaad2"'" (pif) AVaad" (inch) Vo .3.U.7 (pif) V,,,d " (pif) AVUd° (inch) No. 20 (0.033 inch) 1,085 434 0.21 1,545 618 0.21 1,730 692 0.24 1,915 766 0.26 1,543t0 617 0.17 2,2119° 885 0.22 2,4861° 977 0.22 2,53710 906 0.16 No. 18 (0.043 inch) 1,4057° 562 0.24 1,9251° 770 0.23 2,82110 1,126 0.25 2,98910 1,196 0.21 No. 16 (0.054 inch) 1,697 678 0.25 2,306 922 0.25 2,957tO 1,092 0.26 3,64770 1,253 0.28 No.16 (0.054 inch) 2-Sided —_ _... �... .._... .—. — 5,0111° 1,710 0.28 — No. 14 (0.071 inch) — -- -- -- ---- �. ...—. �. 3,292 1,257 0.24 _.__ No. 14 (0.071 inch) 2-Sided __— --. -- ----- "`" ` 4,635* 1,700 0.22 —" or SI: 1 Inch = 2b 4 mm, 1 Ibllinear = 0.0146 Nlmm. *Fasteners are spaced 6 inches on center maximum into intermediate framing 1 These values are for short-term loads due to wind or earthquake. 2The screws are described in Section 4.2.1 and are installed in accordance with Section 3.3.2.2 of IAPMO ES ER-126. 3 Tabulated values listed in tables are for panels applied to one side or two sides of a wall. 4 For Toad and resistance factor design (LRFD) loads, the tabulated Vn load values shall be multiplied by the resistance factor 0.60 for Seismic or 0.65 for Wind. 5Section 4.3.1 in IAPMO ES ER-126, describes minimum base metal thickness associated with gages. OAll panel edges shall be blocked. Panels may be installed vertically or horizontally. Fasteners shall be spaced a maximum of 12 inches on center along intermediate framing members, except as specifically noted in Table 1 of this report 7 Va = Nominal Strength. Vaad = ASD Design Load. °A tfaad= Deflection at Vaad design Load. 10 Nominal strength is based on double c-stud collectors (end posts) to be designed and installed using one gage thicker than the framing material used in the shear wall. Page 6 of 10 C-CF-2017 02017 SIMPSON STRONG -TIE COMPANY INC. Cor.necrcrs for Cola -Form a Steel Ccnstruction SIMPSON S/HDU Holdowns The S/HDU series of holdowms combines performance with ease of installation. The pre -deflected geometry virtually eliminates material stretch, resulting in low deflection under load. Installation using self -drilling screws into the studs reduces installation time and saves labor cost. Material: 118 ml (10 ga.) Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Use standard #14 self -drilling screws to fasten to studs • Anchor bolt washer is not required • See SB, SSTB and PAB anchor bolts on pp. 236-241 for cast -in -place anchorage cottons • See SET XP° and AT XP° adhesive products for anchor bolt retrofit options Codes: See p. 11 for Code Reference Key Chart r ,Strong"Te S/HDU U.S. Patents 5,979,130 and 6,112,495 Typical S/HDU Installation Model H (A•) Fasteners Stud Member Thickness?" mil (ga.) ASD (lb.) LRFD (ID.) Nominal Tension Load; ° (Ib.) Code Ref. Anchor Bolt Diameter (in,) Stud Fasteners' Tension Load Deflection at ASD Load" Tension Load Deflection at LRFD Load" S/HDU4 77, ?/a (6) #14 2-33 (2-20) 2,320 0.093 3,705 0.149 5,685 IP1, L2, FL 2-43 (2-18) 3,825 0.115 6,105 0.190 9,365 2-54 (2-16) 3,970 0.093 6,345 0.156 9,730 Steel fixture 4,470 0.063 7,165 1103 12,120 S/HDU6 10% % (12) #14 2-33 (2-20) 4,895 0.125 8,495 0.250 10,470. 2-43 (2-18) 6,125 0.119 9,690 0.250 15,460 2-54 (2-16) 6.125 0.108 9,785 0.234 15,005 Steel fixture 5,995 0.060 9,580 0.136 14,695 S/HDU9 12'/e 'A's (18) #14 2-33 (2-20) 6,965 0.103 11,125 0189 13,165 2-43 (2-18) 9,255 0.125 15,485 0.250 21,810 2-54 (2-16) 9,990 0.106 15,960 0.225 24,480 Steel fixture 12,715 0.125 20,510 0.177 31,455 SMDU11 16% 7At (27) #14 2-33 (2-20) 6,965 0.103 11,125 0.189 13,165 2-43 (2-18) 9,595 0,096 15,330 0.162 23,515 2-54 (2-16) 9,675 0.110 15,460 0.158 23,710 Ye, with heavy hex nut (27) #14 2-43 (2-18)" ' 11,100 0.125 17,500 0.250 24,955 2-54 (2-16)6 12,175 0.125 19,445 0.243 29,825 Steel fixture° 12,945 0.111 20.680 0.163 31,715 - These products are available with additional corrosion protection. Additional products on this page may also be available wth this option. Check with Simpson Strong -Tie for details. 1. The Designer shall specify the foundation anchor material type, embedment and configuration. Some of the tabulated holdown tension loads exceed the tension strength of typical ASTM A36 or A307 anchor bolts. 2. Stud design by Specifier. Tabulated loads are based on a minimum stud thickness for fastener connection. 3. /° self-dnlling screws may be substituted for #14 self -tapping screws. 4. A heavy hex nut for the anchor bolt is required to achieve the table loads for S/HDUI 1. 5. Deflection at ASD or LRFD includes fastener slip, holdown deformation and anchor rod elongation for holdowns installed up to 4" above top of concrete. Holdowns may be installed raised, up to 18' above top of concrete. with no load reduction provided that additional elongation of the anchor rod is accounted for. 6. The Nominal Tension Load is based on the tested average ultimate (peak) load and :s provided for design in accordance with section C5 of ALSI S213 that requires a holdown to have a nominal strength to resist the lesser of the amplified seismic load or the maximum force the system can deliver. 7. See pp. 138 through 171 for more information on Simpson Strong -Tie fasteners. Holdown bearing plate 18' max. Top of concrete Shearwall chord studs Holdawn Rod 5° slope max. (12 .) Coupler Holclown Raised Off CFS Bottom Track Bottom track Typical S-HDU Floor -Floor Installation Compression member blocking per design a Holdowns and Tension Ties 243 1.61 4 STD t v/i BLS 2 r�-tc t< V�i nrrr r?. d ri'o " � t r O G' 0 F Ak1,J Mc? fk( kt-t.. L I M I T Q= 1140o (j tic64.-- LIGoa = 6, 2 Usc Coo f(, Z-tf3 57'vaS c9(61o� tof PAD) / $ vp po&r5�1 1 0015 'Fc'R_ c € 6 0-1 r,- r .c c tf 45.14c n s "'i ' ( 1-Z Rire USA r IL W�,, `(a pc t F te3(4(.�w M F 0 wvl wr) 10 use s 6-0 r5f b/ 4 t � - 0,4(1. 0) (d ,R S('') w'H P + 7( (/z) t. S/t,c 0,-? C'rg +gyp O i 2 '( ( cr) pci- 7j8. 1 0:y32,21P�{)= @IIII4)/Sf7RUCTURAL ENGINEERING -T"-F5 5 / PROJECT DATE poll a_O el p to/2c.,l PROJ V� DESIGN (4ar 8 I 0 206 443.6212 i 0 253.284.9470 Td zCO CO in 12 ci a 1. 1 > a 3 a u L O n' M N (� w4 a) 0 C C SWENSON SAY FAGET SHEET 4 IIII IIIII IIII II ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 1' 1 /9/2017 SECTION DESIGNATION: 600S162-43 [33] Single Input Properties: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Wall Solver Design Data - Simple Span Wall Height 10.00 ft Lateral Pressure 30.00 psf Stud Spacing 16.0 in Design Thickness = Inside Corner Radius = Yield Point, Fy = iFy With Cold -Work, Fya = IPunchout Length = Deflection Limit L/600 Axial Load 0 Ib Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax = 500 Ft -Lb <= Ma = 1390 Ft -Lb & Ma(distortional) = 1205 Ft -Lb K-phi for Distortional Buckling = 0 Ib*in/in Check Deflection Deflection Limit: L/600 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.132 in v' Deflection Ratio = L/911 Check Shear Vmax = 200 Ib (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1416 Ib >= Vmax Check Web Crippling Rmax = 200 Ib (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 259 Ib >= Rmax, stiffeners not required 0.0451 in 0.0712 in 33.0 ksi 36.3 ksi 4.000 in • 4 -pP f3n4-1 r.e0F bf,1 s Vf,„„ = 30r1at utitM47r` N-S Ghov Na Womsf <Er5� y 19 t S G a y • 3 � l`/Ft r1-Prtour- I f'y 2,0 6 A Merit L pee wet AS l 5 t-ft T p ,J(lft 4 �jC 4-1 02y qa Ile 4I,.b61p(f ek, ct4o0_0 FoRGe- % P M . S2b °ttff (11 '2 2 M o7 „' 8c4 V7y t`/ fi IJ JJ 1 (9,Y; ,r�� J< uJ►� x �S gc kM y _rNs,Pc 70/kf LA)t , - 0 it_ L7W 14.5 0 p Pates: A t! - r4-P--ai 6 ru S V G{ = S crj 1' FAA krE c frtL. c n t 4-4 Pc- 0-4evt .‘S'.c = o.55S (Co' ) uLr o-o ' 0.7 ,c o. Sys z U . 38'Y ``(f# S.hM� rA6-74.1. Dock k Y A-S APP 687 p rF > elf ' a.Pr -'4 cat m C4.69 p-D FoiLLc -�= �r/� SSS��-(fs (�?1v- ?.6 "- Om - 0,1(1 6S c„z) 5-0 ,„ a FfoQD 7y' k)7 STRUCTURAL ENGINEERING {F5 Sl PP ;if r 00 SWENSON SAY FAGET 1 M CGz -12- M E r-Q0 7 t G upt_,FT Ctc—moo `C.- Co ^^ x-e55( c».f ( .o An0ptE IS.I s— L) 23,3w 6-12-t ry C o ia- (2-00 f- 60 ,¢nor -r , g L2,c' x SCo.i = 554,3 W- I) s7G,; {41(zv prf>> i19 zs arM Cv c. LcA-03 Lae_ r G a+? 22. 5.' Fif 90 LA wr!(,r-r 7-' `�'3S,2_Prf): SYS Lb roe itq- 1,ArE Cc A nn zO.r os i. '(S `)(q()Psc) let0•0 /eo y 3 4-6 /u6T Upc-cfir' 1$r6,�`- 0,7 f r' o-r (c?3j u 5e 3'-c) 4 S u Co M pSSf c A.l C. /A-c_u j D o r,. or 'JCt- be-4 net. RAF Rcr`bi NS F - "- GL I C. Ccl /3r4`I(rR-t0� poor [3(74.11S,, o +-icy ro-4 F R�F^� f3c Ael Yes. Xr 'f' Z:13 ro0,JG Poor,,a0 eor C3x3)4ytIxfSO pc 3' 564. rouvi,16 5 You Lh C) d1 (SY 0 c4) _ L(860 L,to 4960 Gb > 3 `036 dP{-tFr 7 c) '^ A- T y = 7 do psf (ea- Sorts f c P0/_t y g (1, �NI Pc r 770 n.r Foom.IG f5 O iu. Co A CA S 5- rc L0 A-'>S STRUCTURAL ENGINEERING ¶ E' S t :ATE 001 r 2.dti0/ L_7 0 0 SWENSON SAY FAGET • gib K°- r S (c). E tv FEE &A I D V Pt„(F (Froe, o oe; L �} C 0,1 p v-cc` rho e� / J�R•o •� — t (.3DE c) / 's [ O V k (z ch C/O /20 Ci ,')*QS 22.s'f24..S')yZ psfC�: / 1? 5- ,91 T `2 1 ,I ( 3 . p f) : x Li VALVES ?)v NVi MGc_c.pc- Iaoo t Q t4 -r UPc.c Fr /0, 6 `i' — Q, et( ty6,6o 1- J p c ,+.t Tci t,trr l ice ' c,7 x q `-o" FiG (sortsR7 (v) foa 5("Arc/EA F001-714G/b r4(c-('J1r et, A.,a t0Ai j k S ✓F`�'f . 3 ??(S G)6"0c 0 STRUCTURAL ENGINEERING 0 0 SWENSON SAY FAGET / PA-ccsb FJ2.4f4E F ,t; xi 6 S 642-1 g az 0 a t a 1- VpctFf 7.62�` C,a4 •. 53,1 5"e /i-eft-", S t-tGE i 19.44"--›1 s t.__.>� I rS USE ? ` W 1 oe x ()CAP x Zip tO+t 6 STEP Fo j"?4 6 MA>e So/ c PR-cs-S cite' (. i3 -3 ilA 60 ie- z / 6 `i 20 k e 0,1 (6o0,10(1 0" ) D,I '4`f4 vv‘i.J 57hk\ 7.tt.2I A-c316 g•A z. .col( (?")2C ( d ME4-SJrzc D From", Mi-5L40 41,1 j . r �- arz -o.9d : 410.6.. 6, Y , .' A S t.0 AI l -If 1 d paft r7 ) Arc - y ti 0 re e 7 s "7" -ro P STRUCTURAL ENGINEERING r�/2Jt & Afi 0O2 f 2dr'id/ 1 E SIGN L7 00 SWENSON SAY FAGET "FOOTINGS.xls" Results: Total Resultant Load and Eccentricities: EPz = -90.09 ex = -6.470 ey = 0.000 Overtuminq Check: EMrx = N.A. EMox = N.A. FS(ot)x = Entry = EMoy = FS(ot)y = N.A. 1127.51 -809.50 1.393 Sliding Check* Pass(x) = Frict(x) = FS(slid)x = Passive(y) = Frict(y) = FS(slid)y = Uplift Check: EPz(down) = EPz(uplift) = FS(uplift) = 30.24 36.04 1.699 86.40 36.04 N.A. kips ft(>U6) ft-kips ft-kips I4 ft-kips ft-kips (<1.5) 2 G . PgI2- A-SGc; 1 12.i;. `l kips CnS kips c--.h-Ni (>= 1.5) kips ZS kips -148.79 kips 58.70 kips 2.535 (>=1.5) Bearing Length and % Elearinq Area: Dist. x = N.A. Dist. y = N.A. Brg. Lx = 10.590 Brg. Ly = 7.000 %Brg. Area = 52.95 Biaxial Case = N.A. ft. ft. ft. ft. Gross Soil Bearing Corner Pressures: P1 = 0.000 ksf P2 = 0.000 ksf P3 = 2.431 ksf P4 = 2.431 ksf P3=2.431 ks B P4=2.431 ksf L P1=0 ksf CORNER PRESSURES Maximum Net Soil Pressure: Pmax(net) = Pmax(gross)-(D+T)"ys Pmax(net) = 1.831 ]ksf P2=0 ksf Nomenclature for Biaxial Eccentricity: Case 1: For 3 Corners in Bearing (Dist x > L and Dist y > B) Dist. x -,\'Brg. Ly Line of zero pressure Brg. Ix Case 2: For 2 Comers in Bearing (Dist x > L and Dist y <= B) Dist. x Case 3: For 2 Comers in Bearing (Dist x <= L and Dist. y > B) Dist. x Brg. Lx2 Line of zero pressure Brg. Lxi Case 4: For 1 Corner in Bearing (Dist. x <= L and Dist. y <= B) Dist. x Brg. Lx Line of zero pressure Pmax Dist. y Y Pmax Dist. y Brg. Ly2 Pmax Dist. y Pmax Dist. y Brg. Ly 2 of 2 10/11/2018 3:23 PM L7y "FOOTINGS.xds" Job Name: Job Number: RECTANGULAR SPREAD FOOTING ANALYSIS For Assumed Rigid Footing with from 1 To 8 Piers Subjected to Uniaxial or Biaxial Eccentricity TFS 51 BF footing Grid B / F Subject: Originator. dvm Checker. Input Data: Footing Data: Footing Length, L = Footing Width, B = Footing Thickness, T = Concrete Unit Wt., yo = Soil Depth, D = Soil Unit Wt., y.; _ Pass. Press. Coef., Kp = Coef. of Base Friction, p. = Uniform Surcharge, Q = Pier/Loading Data: Number of Piers = Xp (ft,) = Yp (ft.) = Lpx (ft) = Lpy (ft.) = h (ft.) = Pz (k) = Hx (k) _ Hy (k) = Mx(ftk)= My (ft-k) = Pier #1 20.000 7.000 4.000 0.150 1.000 0.120 3.000 0.400 0.000 2 Pier #2 ft ft. ft kcf ft kcf ksf Nomenclature -7.500 7.500 0.000 0.000 1.330 1.330 1.330 1.330 1.500 1.500 -47.62 58.70 19.50 19.50 0.00 0.00 0.00 0.00 0.00 0.00 - Y FOOTING PLAN 1 of 2 10/11/2018 3:23 PM L7� Flat, Gable and Hip Roots Wind Coefficients ure V=1 _ 115 Imph Kd= 0,85 1Table 26.6-1 GCP = (Calculated from Ch. 30 Tables) vLq 0.18 1Table 26.11-1 Velocity Pressure, cif, = 0.00256KdKnM` Design Wind Pressure, p = gh[(GCP)-('3CA Design Wind Pressur ASCE 7-10 Wind Loads - Components and Cladding Part 1: Low -Rise Buldings (h <_ 60 feet) Section 30.4 12.1 psf Location and Building Dimensions Kit=! 1.00 Mean Roof Height, h! 24 ;ft KZ =i 0.7 •Table 30.3-1 Roof Angle! 0 degrees (30.3-1) (30.4-1) I Design ASD IRoof Type j Gable Component Zone Effective Wind Area (sq ft) 5.10 20 50 100 200 ?500 1 + 5.8* 5.4* 4.8* 4.6* 4.6* 4.6* -14.3* -14.0* -13.4* -13.1" --13.1* -13.1* Flat or Gable + 5.8* 5.4* 4.8* 4.6* 4.6* 4.6* Roofs 0 to 2 - -23.9 -21.4 -17.9 -15.5* -15.5* -15.5* Deg OH -22.7 -28.7 -19.1 -21.5 -19.1 -15.5* + 5.8* 5.4" 4.8* 4.6* 4.6* 4.6* 3 - -36.0 -29.'7 -21.5 -15.5* -15.5* -15.5* OH -36.0 -28.8 -19.1 -11.8* -11.8* -11.8* 4 + 13.1* 12.5* 11.7* 11.1* 10.6* _ 9.8* Wall - -14.1* -13.5* -12.8* -12.1* -11.6* -10.9* 5 + 13.1* 12.5. 11.7* 11.1* 10.6* 9.8* - -17.4 -16.3 -14.8* -13.6* -12.3* -10.9* Typ - LC A + 37.0 33.9 29.6 26.6 26.0 25.3 Parapet (Fig. Typ - LC B - _ -27.2 -26.(I -24.6 -23.2 -22.2 -20.7 30.7-1) Comer -LCA + 49.1 42.2 33.3 26.6 26.0 25.3 Comer - LC B - -30.5 T -28.8 -26.5 -24.7 -22.8 -20.7 Gable Roofs < 7 deg - Figure 30.4-2A .2.2 controls this load case for most buildings. Wall Zones - Figure 30.4-1 u: 10 percent of !east horizontal dimension or 0.411. whichever is smaller. but not less than either 4% of least horizontal dimension or 3 ft (0.9 m). h: Mean roof height, in feet (meters), except that eave weight shall be used for 0 _. I tr. STRUCTURAt- ENGINEERING Date: 10/11/2018 Project #: Design: dvm Sheet: 00 5W NSGN SAY E PET L 76 f2 o F /11Cf•f ,S c : SC g—E'e n/ po:TS 19 " o c f J e." r) �2t sS c Rr_ N 7E7t ro ti. rJ 5 ,4i5> rcA-r r?c.''oG P= !Y p f cFc Pe TS4)A-C P° PSf wk« rn..EssJfi v PS w > c '(so es-E) ro ° P' f My tr.Q _ ft,o• �S�2 _ �2CO Tf GEC 2 Z VSr " 3`.yd STb P! Pk StPf-tccm 0 v€Y Z`lz ,.A Sra P,' PG 5-Lt.-EL/6 Zvi k Z I% ro Pt PE 6. 6 Fr S ©r fQ (3C i- (/.o,) k• r+! t 7 G fj r tj3 att. y.• 0 iRUCTURAL ENGINEERING _[ S DATE °'L► 2of7 a i PRO' ;! 3)\� ¶>FS'(;ti _ 7 ? ';HE E. 7 SWENSON SAY FAGET s Project Summary, g1 PROJ-SUM A. 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 General Info PROJ-SUM form shall be provided as a cover sheet for all compliance form submittals. Project Title shall match project plans title block. Project Title: TUKWILA FIRE STATION 51 DREVIEWED1 /b 1S c®0're�nIA�VCE IV APPROVED FEB 2 6 2019 Project Street Address: Southcenter Parkway at S 180TH St Project City, County, Zip: Tukwila, King County, 98188VNtf'' Project Owner or Rep: Rachel Bianchi, Deputy City Administrator Jurisdiction: City of Tukwila Project Description Select all that apply to the scope of project. Select Addition + Existing or Alteration + Existing if the existing building will be combined with the addition or alteration to demonstrate compliance per Section C502.1 or C503.1. �7 New Construction �•/ New Building Existing Building [:alteration [—Historic Building Building Elements FAll �JService Hot and Additions :Building Addition City of Tukwila BUILDING DIVISION Retrofit Change of Occupancy CChange in Space Conditioning Scope - Select all that apply Building Envelope EMechanical Systems Water Systems CDghting Systems Dlectrical Systems r� arc.Mti-oc -f rPSpgA3e — YY'SrcIC?iti4df j1 hype, Occupancy Type-ry 120$ IeC�/1'%' a I flk00-S t 00 5 r Grou R - R2, R3, & R4 over I •All Commercial 0 p ()Mixed Use 3 stories and all R1 Mixed Use - Building is greater than three stories above grade and it has both Commercial and Group R occupancies. Mixed Occupancy - Building is three stories or less above grade and it has both Commercial and Group R2, R3 or R4 occupancies. Select All Commercial to document compliance for the commercial areas of the Space Conditioning Categories Select all that apply to the scope of project [yully Conditioned ISe r L 3 tf jLow Energy Space Category3 R Refrigerated Spaces Warehouse and/or Walk-ini) Equipment building rm, T_ Eligible Low Energy Spaces DJnconditioned [_Low energy heating/cooling capacity fireless service Greenhouse^ —equipment shelter Floor Area and Stories Floors Above Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area 1 12,181 GSF General Compliance Path a Compliance Method 1 - General C Compliance Method 2 - Total Building Performance Compliance Method 1- Projects shall demonstrate compliance with all applicable mandatory and prescriptive requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms to include with a Prescriptive submittal: All applicable ENV, LTG, and MECH. Compliance Method 2- Projects complying via total building performance (TBP) shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code. Refer to Section C401.2, Item 2 for more information. Compliance forms to include with a TBP submittal: PROJ-SUM, ENV-CHK, LTG-EXT, LTG-CHK, and all MECH forms except M'ECH-ECONO and MECH-VENT (pending). Note 1 - Refrigerated Spaces - They shall comply with the envelope and refrigeration equipment requirements in Section C410. Warehouse coolers and freezers shall also comply with the envelope requirements in C402. C410 takes precedent for overlapping requirements. Note 2 - Semi -heated Spaces - If heated with equipment other than electric resistance may take an exemption for wall insulation. All other envelope assemblies shall comply with the thermal envelope provisions. Note 3 - Exemptions For Low Energy .Spaces - Low Energy spaces are exempt from all provisions in WSEC Section C402 Building Envelope, however all other applicable provisions in the Code do apply including lighting, mechanical, service water heating, etc. Note 4 - Eligible Space Conditioning For Low Energy Greenhouses - Greenhouses are defined as spaces that maintain a specialized sunlit environment that is used exclusively for cultivation, protection and maintenance of plants. Cooling with outside air and/or evaporative cooling, and any form of heating equipment, are allowed under the LREEI�GT�phouse category. Greenhouses with cooling equipment that requires a condensing unit are NOT eligible. C CC @yVV �L) OCT 2 3 2018 BHC Consultants, LLC 0 3ai RECEIVED CITY OF TUKWILA OCT 15 2018 PERMIT CENTER Project Summary, og2 PROJ-SUM « 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 General Info (Project Title: TUKWILA FIRE STATION 51 Date 10/15/18 C406 Additional Efficiency Package Options Summary A minimum of two Options are required for new construction, and change in space conditioning or occupancy projects. Select all Options included in the current project scope. Also select Options complied with under previous projects (shell and core, other tenant spaces Buildings with multiple tenant spaces may comply with different options (mix & match). Options are required for all space conditioning categories. Include discipline specific information for C406 options in ENV -SUM, LTG -SUM and Refer to SBCC website for official interpretations regarding C406 provisions. Building level efficiency options: Current Scope Previous Projects C406.8 Enhanced envelope performance C:406.9 Reduced air infiltration C406.5 On -site renewable energy E C C Building area level efficiency options -- C406.2 More efficient HVAC equipment - W C --------------------- C406.6 Dedicated outside air systems (DOAS) C E C406.7 Reduced energy use in service water heating _, „,„, — E C406.3 Reduced lighting power C C C406.4 Enhanced digital lighting controls C4015 Comments: Envelope Summa�� 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 17 Project Info Applicant Info. Provide contact information for individual who can respond to inquiries about information provided. Project Title: TUKWILA FIRE STATION 51 ate APpRQw62011— Company Name: Weinstein A+U or Building Department uj's'e Company Address: 2200 Western Ave #301, Seattle, WA 98121 Applicant Name: Emma Nowinski FEB 2 6 2019 Applicant Phone: 206-443-8606 �+ � Applicant Email: emman@weinsteinau.com City Of TuICWjia Project Description ENew Building Addition [Alter UILDIO+ Envelope Project Scope Select all that apply. CAII Commercial Group R - Commercial [ Mixed Use - Commercial + Group R [Semi -heated ERefrigerated Cooler :Refrigerated Freezer [ Equipment Building Envelope Description Provide brief description of the project and relevant supporting documentation. If project includes multiple Target Insulation Allowance areas, and/or is demonstrating compliance as an Addition + Existing, Alteration + Existing, or Addition + Alteration + Existing project, provide a brief summary of the approach to Tukwila Fire Station 51 is a single story, The primary exterior wall type is light fenestration area is 27% I n addition to the building • •., - and roof assemblies. steel building with a concrete slab on grade floor. gauge, metal frame with masonry veneer. The ,; v - ' clud -. r - Value calculations for the wall types uN Air Barrier Testing Air barrier testing is required for all new construction projects. Testing criteria is 0.40 cfm/ft2 under test pressure of 0.3 inch w.g. To comply with C406.9, demonstrate that measured air leakage of building envelope EAir barrier testing per Section C402.5.1.2 [Additional Efficiency Package Option [Testing not required. Explanation: included in project scope - C406.9 Reduced Air Infiltration - Compliance Documentation Scope and Method Scope of This Calculation ., New Building [Addition [Alteration [No Envelope Scope Target Insulation Allowa:nee Sets the title and calculations in the compliance forms. Selection required to enable forms. • Fully Conditioned - Commercial, Group R, Mixed Use Q Semi -heated 0 Refrigerated Coder 0 Refrigerated Freezer If project includes more than one Target Insulation Allowance area, and/or if project includes addition and alteration areas complying independently, for each area complete an ENV -SUM form Rows 16-46 and either an ENV -PRESCRIPTIVE form, or ENV-UA + ENV-SHGC forms if demonstrating compliance via component performance. Envelope Compliance Path Selection required to enable forms. O Prescriptive •Component Performance Component Performance Calculation Adjustments [Change of Occupancy (C503.2) /Conditioning (C505) - 10% higher UA allowed ClAdditional Efficiency Package Option - C406.8 Enhanced Envelope - 15% lower UA required Additions 0 Addition stand alone ®Addition + Existing Addition stand alone - Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing -to -remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total addition envelope assembly areas as NEW. If resulting total building WWR exceeds 30% and/or SSR exceeds 5%, refer to C502.2.1 and C502.2.2 for prescriptive compliance alternatives. If complying via component performance, complete ENV-UA per instructions for addition stand alone projects. Alterations - Replacement windows only, or resulting LTotal building WWR increased by alteration total building WWR 5 original WWR Fenestration and Skylight CReplacement skylights only, or resulting [I Total building SRR increased by alteration WWR and SRR not increased - Vertical Fenestration and Skylight Area Calculation not required. WWR and/or SRR increased - Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing -to -remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total altered envelope assembly areas as NEW. If resulting total building WWR exceeds 30% and/or SSR exceeds 5%, refer to C503.3.2 and C503.3.3 for prescriptive compliance al ernatives. If complying via component performance, complete HFC PIVPII OCT 2 3 2018 HtU CITY OF TUKWILA OCT 1 5 2018 BHC Consultants, LLCPERMIT CENTER Envelope Summa , pg. 2 ENV -SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: TUKWILA FIRE STATION 51 Date 10/15/2018 Vertical Fenestration and Skylight Area Calculation Prescriptive Path - Enter envelope sf values directly into this section of ENV -SUM for vertical fenestration, skylights, net walls and roof. For Additions and Alterations, refer to these sections in ENV -SUM for further Component Performance - When this Envelope Compliance Path is selected write- protection of this section is enabled. Enter envelope sf values for all assemblies into the ENV-UA form. Envelope information from ENV-UA will auto -fill into this section of ENV - Total Vertical Fenestration Area (rough opening) NET Exterior Above Grade Wall Area Total Skylight Area (rough opening) NET Exterior Roof Area New 2,752 7,386 0 10,332 Existing 0 0 0 0 Total 2,752 7,386 0 10,332 Vertical Fenestration - to-UVall Ratio 27. to/u (1NWR) Skylight -to -Roof Ratio (SRR) Vertical Fenestration Area Compliance VERTICAL FENESTRATION AREA COMPLIES WITH MAXIMUM ALLOWANCE Skylight Area Compliance NO SKYLIGHT PROPOSED. COMPILIES WITH MAXIMUM ALLOWANCE. Vertical Fenestration Alternates QHigh performance fenestration U-factors and SHGC per C402.4.1.3 Q Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone (DLZ) areas and ft2 on project plans. For Daylight Zone Area Calculations - a) Sidelight areas include primary + secondary daylight zone areas. b) Include overlapping toplight and sidelight daylight zone areas under Toplight. c) Net floor area definition in Chapter 2. Q In buildings >_ 3 stories, 25% or more of NET floor area is in DLZ per C402.4.1.1 Q In buildings < 3 stories, 50% or more of CONDITIONED floor area is within DLZ per C402.4.1.1 Daylight Zone Calculations Daylight Zone Fenestration Alternate Not Selected. No Calculations Required Sidelight Daylight Zone Area Toplight Daylight Zone Area Percent Daylight Zone Area Spaces in Single Story Building Requiring Skylights In these spaces a minimum of 50% of the floor area shall be within a skylight daylight zone (DLZ). Refer to C402.4.2 for requirements. SRR = Skylight to roof ratio List all enclosed spaces that exceed 2,500 ft2, have ceiling height greater than 15 ft, and are space types required to comply with this provision. Indicate aperture with 'AP" prefix (AP 1.1%) Space Space Area (ft2) DLZ Area (ft2) SRR or Aperture Exception Envelope Exemptions Low Energy and Semi -heated Spaces Low energy spaces per C402.1.1 Item 1 are exempt from the thermal envelope provisions. Semi - heated spaces heated by systems other than electric resistance are exempt from wall insulation provision only per C402.1.1.1. Complete Low Energy and Semi -Heated Spaces table in MECH-SUM to verify eligibility based on Equipment Buildings Equipment buildings are exempt from the thermal envelope provisions per C402.1.2. The following shall be met to be eligible: building size <_ 500 sf, average wall/roof U- factor <_ U-0.20, electronic equipment load >_ 7 watts/sf, heating system output capacity <_ 17,000 btu/h. Cooling system capacity not Wall Insulation R-Value Hoot Insulation R-Value overall Average U-Factor Equipment Building Envelope Electronic equipment power (watts/sf) Heating system output capacity (Btu/hr) Cooling capacity (Yes/No) Envelope Require WI ents Summary, • g 1 ENV-REQ Revised Oct 2017 r 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Minimum Requirements This table summarizes prescriptive compliance requirements for opaque elements and fenestration. Refer to for Prescriptive Compliance Tables C4021.3, C4021.4 and C402.4 in the 2015 WSEC for important footnotes that apply to these tables. Refer to Section C402 for all applicable requirements for each envelope element type and applicable Prescriptive Path Table C402.13 Notes 1,7 Insulation Minimum R Value Table C402.1.4 Notes 1'2 Assembly Maximum U-factor Occu anc Grou All Other I Group R All Other I Group R Opaque Elements Roofs Insulation Entirely above Deck R-38 c.i. R-38 c.i. U-0.027 U-0.027 Metal Building (with thermal spacer block) N°te 3 R-25 + R-11 Ls R-25 + R-11 Ls U-0.031 U-0.031 Attic and Other R-49 R-49 U-0.021 U-0.021 Joist or single rafter R-49 R-49 U-0.027 U-0.027 Walls, Above -grade Mass R-9.5 c.i, Note 6 R-13.3 c.i. U-0.104 Note 6 U 0.078 Mass transfer deck slab edge No R-Value for prescriptive compliance U-0.200 U-0.200 Metal Building R-19 c.i. R-19 c.i. U-0.052 U-0.052 _ Steel Framed R-13 +R-10c.i. R-19 +R-8.5 c.i. U-0.055 U-0.055 Wood Framed and Other R-21 w/ int. frame R-21 w/ int. frame U-0.054 U-0.054 Below Grade Wall Note 4 Same as above grade Same as above grade Floors Mass R-30 c.i. R-30 c.i. U-0.031 U-0.031 Steel Joist R-38+R-10 c.i. R-38 + R-10 c.i. U-0.029 U-0.029 Wood Framed and Other R-30 R-30 U-0.029 U-0.029 Slab -On -Grade Floors Unheated R-10 for24 in. (from top of slab) F-0.54 F-0.54 Heated Note 5 R-10 perimeter & under entire slab F-0.55 F-0.55 Opaque Doors Swinging No R-Value for prescriptive compliance U-0.37 U-0.37 Nonswineine (Roll-un orslidinel R-4.75 I R-4.75 tJ-0 34 U-0.34 Table C402.4 - 0-30% of wall area, or 30%-40%per Section C402.4.1.1 DLZ or Section C402.4.1.4 DOAS Section C402.4.1.3 High Performance Fenestration Option - 0-40 % of wall area Fenestration Assembly Maximum U-factor Notes 1,2 Vertical Fenestration Nonmetal framing U-0.30 U-0.30 U-0.28 U-0.28 Metal framing (fixed) U-0.38 U-0.38 U-0.34 U-0.34 Metal framing (operable) U-0.40 U-0.40 U-0.36 U-0.36 Entrance doors U-0.60 U-0.60 U-0.60 U-0.60 Skylights Skylights U-0.50 U-0.50 U-0.50 U-0.50 Fenestration Assembly Maximum SHGC Fa cto r Vertical Fenestration PF<0.2: north - SH(iC=0.53; all other SHGC=0.4 0.2 5 PF <0.5: north - SHGC-0.58; all other - SHGC-0.48 PF> 11 5• all nrientatinnc - CHCC-0 64 PF<0.2: north - SHGC=0.46; all other SHGC=0.35 0.2 <_ PF <0.5: north - SHGC-0.51; all other - SHGC-0.42 PF> (1 i• all nrientatinnc - c1-T(',('-(1 56 Skylights SHGC-0.35 SHGC-0.35 C410.2 Refrigerated Spaces Insulation Insulation Minimum R-Value Assembly Maximum U-factor Freezers - Walk-in and Warehouse Roof/ Ceiling R-32 U-0.030 Wall R-32 U-0.030 Door R-32 U-0.030 Door - transparent reach -in triple -pane, heat -reflective treated or as Floor R-28 U-0.035 Coolers - Walk-in and Warehouse Roof/ Ceiling R-25 U-0.039 Wall R-25 U-0.039 Door R-25 U-0.039 Door - transparent reach -in double -pane, heat -reflective treated & as fill or comply with freezer door req. Floor No Requirement Envelope Require ■ ents Summary, • g 2 ENV-REQ 2015 W SEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Definitions: Ls = Liner system -- A continuous membrane installed below the purlins and uninterrupted by framing members. Uncompressed, unfaced insulation rests on top of the membrane between the purl ins. Refer to Section A102.2.5.4. c.i.= Continuous insulation -- Insulation that is continuous across all structural members without thermal bridges other than service openings and penetrations by metal fasteners with a x-sectional area of less than 0.04%of the opaque surface area of the assembly. Components with more than 0.04%metal penetrations may be eligible to follow the alternate CI values below. int = Intermediate framing -- Includes insulated headers, corners and interior partition wall to exterior wall intersections. Refer to Section A1032 for framing definitions. Footnote Summary: Each table in the 2015 WSEC has footnotes applicable to specific information provided in the table. This footnote summary provides only abbreviated details from these footnotes. Refer to2015 WSEC for complete footnote information. Note 1 - Assembly descriptions can be found in Chapter 2 and Appendix A. Note 2 - Use of assembly U-factors, C-factors and F-factors from Appendix A and Chapter 3 are required unless otherwise allowed by the provisions of this Code. Note 3 - For metal building roofs where using R-value compliance method, a thermal spacer block with minimum thickness of 1/2-inch and minimum R-value ofR-3.5 is required. Otherwise use the U-factor compliance method. Note 4 - Where heated slabs are below -grade, they shall comply with the F'-factor requirements for slab -on -grade heated slabs. Note 5 - Heated slab F-factors shall be determined specifically for heated slabs. Unheated slab F-factors shall not be used. Note 6 - CMU walls in all occupancies other than Group R may be eligible for reduced insulation if all provisions stated in applicable footnote are met. Refer to Footnote D in Table C402.1.4 or Footnote C in Table C402.1.3 for eligibility requirements. Note 7 - Components with continuous insulation but with metal penetrations/ connections may be eligible for alternate continuous insulation R-values if all provisions in applicable footnote are met. Refer to alternate prescriptive R-values in table below and Footnote G in Table C402.1.3 for eligibility requirements. Alternate continuous insulation nominal R-values This alternate nominal R-value compliance option is allowed for projects complying with all of the following: 1. The ratio of the cross -sectional area, as measured in the plane of the surface, of metal penetrations of otherwise continuous insulation to the opaque surface area of the assembly is greater than 0.0004 (0.04%), but less than 0.0012 (0.12%). 2. The metal penetrations ofotherwise continuous insulation are isolated or discontinuous (e.g., brick ties or other discontinuous metal attachments, offset brackets supporting shelf angles that allow insulation to go between the shelf angle and the primary portions of the wall structure). No continuous metal elements (e.g., metal studs, z-girls, z-channels, shelf angles) penetrate the otherwise continuous portion of the insulation. 3. Building permit drawings shall contain details showing the locations and dimensions of all the metal penetrations (e.g., brick ties or other discontinuous metal attachments, offset brackets, etc.) of otherwise continuous insulation. In addition, calculations shall be provided showing the ratio of the cross -sectional area o f metal penetrations of otherwise continuous insulation to the overall opaque wall area. Assemblies with continuous msnlation (see definition) _Alternate option for assemblies with metal penetrations, greater than 0_0416 but less than 0.0894 Alternate option for assemblies with mrtai penetrations, greeter than or equal to 0.08.6 but less than 0.1294 R-95ci R-11.9ci R-13ci R-11_4ci R-143ci R-15.7ci R-133ci R-16.6ci R-183ci R-15 2ci R-19.0ci R-21ci R-30ci R-38ci R-42ci R-38ci R-48ci R-53ci R-13 + R-7.5ci R-13+R-9.4ci R-13 + R-10.3ci R-13+R-10ci R-13+R-12.5ci R-13 + R-13.8ci R-13+R-125d R-13 + R-15.6ci R-13+R-37.2d R-13+R-13ci R-13 + R-16.3ci R-13 + R-17.9ci R-19+R-8_5ci R-19+R-10.6d R-19+R-11.7ci R-19 + R-14ci R-19 + R-17.5ci R-19 + R-19.2ci R-19 + R-16ci R-19 + R-2aci R-19 + R-22ci R-20 + R-3-8c1 R-20 + R-4.8ci R-20 .+ R-53ci R-21 + R-5ci R-21 + R-b.3ci R-21 + R-6.9ci End of Envelope Requirements Summary Component Perfor ance Path, pg. 1 ENV-UA Revised Oct 2017 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Project Title: TUKW'ILA FIRE STATION 51 Date 10/15/2018 Target Insulation Allowance Fully Conditioned Space - Commercial, Group R, Mixed Use For Building Department Use Calculation Adjustments Proposed UA shall be at least:15% lower than Target UA Fenestration Area as % gross above -grade wall area 27.1% Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV -SUM For Stand-alone Projects13,14 Existing -to -remain Areas Vertical Fenestration Net Wall User Note Skylights Net Roof Building Component Cavity+Cl Plan/Detail # U-factor Source & Table # ` Proposed UA U-factor x Area (A) = UA (U x A) Target UA U-factor x Area (A) = UA (U x A) fo , 2 o R=44 R= 12 R= A402/2 A402/5 See attached calculations See attached calculations 0.021 0.068 10049 283 211.0 19.2 0.027 . 10332 279.0 Above Deck Insulation U-0.027 -o 00 -2 R= R= R= --~ 0.031 . Metal Building U-0.031 N R= R= R= 0.027 Joist/single rafter U-0.027 u a R= R= R= 0.021 Single raft, attic, other U-0.021 Opaque Walls - Above Grad&.6 Steel Frm R=41 R= 28 R= 33 R= 31 A401/X1 A401/X2 A401/X3 A401/X5 See attached calculations See attached calculations See attached calculations See attached calculations 0.025 0.035 0.034 0.034 4613 1085 734 367 113.5 38.4 24.6 12 .6 0.055 i 6798 373.9 Steel/metal frame U-0.055 -o 00 R= R= R= 0.052 Metal Building U-0.052 R= R= R= 0.054 Wood Frame, other U-0.054 cn m R= R= R= 0.104 S Mass Wall U-0.104 w c H R= R= R= 0.200 Mass Transfer Deck U-0.20 lx n o 0 N m R= R= R= 0.078 Group R Mass Wall U-0.078 3elow Grade Walls^ E g o R= R= R= 0.104 Assumed to be Mass Wall U-0.104 w o 0 R= R= R= 0.078 Assumed to be Mass Wall U-0.078 E E m m 2 R= R= R= 0.031 i Mass Floor U-0.031 8i m u- R= R= R= 0.029 i I Joist/Framing U-0.029 Page 1 Subtotal Component Performance Compliance (UA) Area UA 17130 419 Area UA 17130 1 653 UA COMPLIES Component Perfor L ance Path, pg. 2 ENV-UA Revised Oct 2017 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Project Title: TUKWILA FIRE STATION 51 'Date 10/15/2018 Fenestration Area as % gross above -grade wall area 27.1% Max. Target: 30.0% For Building Department Use Skylight Area as % gross roof area 0.0% Max. Target: 5.0% Building Component Proposed UA Target UA Ins. R Plan/Detail # F-factor Source & Table # 8 FF-factor x Perimeter = FP(F x P_ U F-factor x Perimeter = UA (--- -, Slab -on -grade Unheated R= 10 A402/1&2 Table A106.1L 2ft Horizontal Insulation, Unheated Slab 0.700 563 394.0 0.540 563 303.9 R= Slab -On -Grade F-0.54 R= -8 R= 0.550 I I R= Heated Slab -On -Grade F-0.55 =R= Schedule ID U-factor Source910 U-factor x Area (A) = UA (U xl U-factor x Area (A) = UA (U x A) 104E NFRC 0.37 21 7.8 0.370 i 186 68.6 119 NFRC 0.52 21 10.9 Opaque Swing Doors U-0.37 0 122B NFRC 0.37 28 10.4 m 126B NFRC 0.37 21 7.8 •3 127 NFRC 0.37 28 10.4 cn 131 NFRC 0.37 21 7.8 135 NFRC 0.37 21 7.8 203 NFRC 0.37 25 9.1 Other 130C NFRC 0.24 201 48.3 0.340 i 403 136.9 130D NFRC 0.24 201 i 48.3 Opaquerollup&sliding U-0.34 �� Vertical Fenestration•'° Non -Metal J NFRC 0.24 52 12.4 0.30 i 1661 1 498.4 K NFRC 0.24 165 39.5 Non -Metal Frame U-0.30 L NFRC 0.24 231 55.5 N NFRC 0.24 57 13.6 P NFRC 0.24 783 188.0 S NFRC 0.24 179 43.1 T NFRC 0.24 164 39.4 U NFRC 0.24 20 4.9 V NFRC 0.24 10 2.4 Bi A NFRC 0.28 41 11.4 0.38 150 F 56.8 B NFRC 0.28 47 13.1 Metal Frame, Fixed U-0.38 ar C NFRC 0.28 38 10.7 2 D NFRC I 0.28 23 6.6 Metal, op. E NFRC 0.31 23 7.3 0.40 404 1 161.5 G NFRC 0.31 301 93.3 Metal Frame, Operable U-0.40 H1 NFRC 0.31 54 16.7 H2 NFRC 0.31 25 7.8 Mtl entrance 101A NFRC 0.52 31 16.0 0.60 i 537 322.1 104A NFRC 0.52 42 21.8 Metal Entrance Door U-0.60 106A NFRC 0.52 42 21.8 130A NFRC 0.60 200 119.9 130B NFRC 0.60 201 120.8 130E NFRC 0.60 21 12.6 Skylights1h All Types 0.50 1 All types U-0.50 Refrigerated Space Freezer Floors Proposed UA Target UA CI Plan/Detail # U-factor Source & Table # 2 U-factor x Area (A) = UA (U x A) U-factor x Area (A) = UA (U x A) to g LT it R= R= R= i Freezer Floor TO COMPLY - The Proposed Total UA shall not exceed the Target Total UA. Page 2 Subtotal Page 1 Subtotal Project Total Area' UA 3902 1441 17130 419 21032 1860 Area' UA 3902 1548 17130 653 21032 2201 Component Performance Compliance (UA) Refri erated S . ace Windows In Doors 11' 12 Plan/Detail # Description Looler t Freezer uouble Pane Glass I nple Pane Glass Inert Cias Filled UA COMPLIES] Heat Reflective Treated Glass u C C_ SC C N Note 1 - If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then Target Area Adjustment of all applicable envelope elements will be calculated automatically by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. Note 2 - Opaque assembly U-factors shall come from Appendix A or be calculated per approved method as specified in C402.1.5.1. Note 3 - Proposed CMU mass wall in non -Group R that meet Table C402.1.4 Footnote D requirements can enter the target U-value of 0.104. Note 4 - Semi -heated spaces - For spaces eligible for this wall insulation exception, the UA calculation excludes all wall assemblies. However, wall area values are required to run the window -to -wall ratio calculation. Enter into form all wall types in the semi -heated space. Enter the sfarea of each wall type and enter "1" for the U-factor. Note 5 - Mass transfer slab edges must be covered with an assembly having an overall U-factor of 0.2. Note 6 - Demising walls, doors, and vertical fenestration separating spaces with different degrees of space conditioning (unconditioned, semi -heated, fully conditioned) shall be included only on the ENV-UA form for the space with the greatest degree of space conditioning. Note 7 - List Group R above grade mass walls here. List all other above grade walls, Commercial and Group R, in the Opaque Walls - Above Grade section. Note 8 - Slab -on -grade F-Factors shall come from Appendix A or calculated per approved method as specified in C4021.5.1. Note 9 - Opaque door U-factors shall cornea from Appendix A or calculated per approved method as specified in C402.1.5.1. A door is defined as opaque if less than 50% of the door area has glazing. Note 10 - Fenestration assembly U-Factcrs shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be the default value per Section C303.1.3. Note 11 - Refrigerated Coolers - Target U-factors for cooler roof wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target F-factors for slab -on -grade floors are per C402. Target U-factors for floors that separate a cooler from a non -cooler space (unconditioned and conditioned) are per C402. Target U-factors for vertical fenestration (not within cooler doors) are per C402. Enter only the opaque portion of refrigerated space doors. Windows within doors and reach -in display case doors shall comply with C410 prescriptive requirements. Note 12 - Refrigerated Freezers - Target U-factors for freezer roof wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target ll-factor for insulated freezer floors is per C410. Insulation is required under the entire freezer floor. Enter proposed information in the Freezer Floor section. If the freezer floor assembly rests on top of a standard floor, the vertical edge of the freezer floor shall be entered as a section of freezer wall. If freezer floor insulation is installed as integral to or applied underneath a slab -on -grade or exposed floor, this floor area shall be thermally broken from the surrounding floor. Enter proposed thermal break information in the Freezer Floor section and note it as In -Floor Thermal Break. Enter only the opaque portion of freezer doors. Windows within doors and reach -in display case doors shall comply with C410 prescriptive requirements. Note 13 - Stand alone projects - Enter total existing -to -remain sf areas for net above grade walls (including opaque doors), net roof vertical fenestration and skylights in section provided at top of ENV-UA form. Enter UA information for new envelope assemblies in Building Components section. Note 14 - Addition + Existing, Alteration + Existing, Addition + Alteration + Existing projects - Enter sf areas and estimated U-factors for all existing -to - remain envelope assemblies in Building Components section. Identify these assemblies as EXISTING in U-factor Source & Table # column. Enter UA information for new addition and altered envelope assemblies in Building Components section. Existing and new information will Vertical Fenestrati • n Target Area Adju stment Calculations Project Title: TUKWILA FIRE STATION 51 Date 10/15/2018 If vertical fenestration area exceeds maximum allowed per Section C402.4.1, then Target Area Adjustment of all applicable envelope elements is required. This worksheet automatically calculates these adjustments and updates target areas in the ENV-UA and ENV-SHGC worksheets. Information shown in this VF = Vertical fenestration DR = Opaque doors AG = Above-qrade NW = Net above grade wall (excludes fenestration and doors.) Gross Exterior Above -Grade Wall Area= VF + NW + DR Proposed Areas Gross Exterior AG Wall Area 10137.5 Project Areas -> Existing Non -project Areas -> Max Vert. Fen. % (C402.3.1) Vertical Fenestration Net Above Grade Wall Opaque Door VF= 2751.5 NW= 6798.0 DR= 588.0 VF= NW= X I 30.0% J Total Vertical Fenestration 2751.5 Project Vertical Fenestration 2751.5 Net AG Wall Area 6798.0 - Maximum Target 3041.3 Excess Vertical Fenestration Excess Fenestration +I Target Areas - UA Commercial Vertical Fenestration Non-metal frame Metal frame, fixed Metal frame, operable Metal frame, entrance door Above -grade Wall Steel Frame Metal Building Wood / Other frame Mass Mass Transfer Deck Group Ft Mass Sum of Proposed Target Areas - SHGC x A Non -North Vertical Fenestration PF<0.2 0.25PF<0.5 PF 2 0.5 North Vertical Fenestration PF < 0.2 0.25 PF < 0.5 PF >_ 0.5 100 Delta Vertical Fenestration -289.7 Maximum Target Vert. Fen. Area = I 3041.3 \, 0 greater -289.7 Excess Vertical Fenestration Target Vertical Fenestration 2751.5 Target Net Wall Area 6798.0 Proposed Area 1661.5 149.6 403.7 536.8 Proposed Area 6798.0 9549.5 Proposed Area 2320.2 X X X X X X X X X X X X X 431.3 X X X Total Vertical Fenestration 2751.5 Net Wall 6798.0 Target VF Mult. 1.00 1.00 1.00 1.00 Target Net Wall Mult. 1.00 Sum of Target Target VF Mult. 1.00 1.00 Target VF Multiplier = I 1.00 I Target Net Wall Mult. 1.00 Target Area 1661.5 149.6 403.7 536.8 Target Area 6798.0 9549.5 Target Area 2320.2 431.3 Multiplier applied to all Proposed Vertical Fenestration Areas to calculate Target Vertical Multiplier applied to all Proposed Opaque Above - Grade Wall Areas to calculate Target Above - Grade Wall Area Target areas in shaded boxes are applied to target areas on ENV-UA Sum of target above -grade wall and vertical fenestration areas are calculated to equal the SHGC target areas in shaded boxes are applied to target areas on ENV- SHGC Skylight Target Ar: Adjustment Calc lations Project Title: TUKWILA FIRE STATION 51 Date 10/15/2018 If skylight area exceeds maximum allowed per Section C402.4.1, then Target Area Adjustment of all applicable envelope elements is required. This worksheet automatically calculates these adjustments and updates target areas in the ENV-UA and ENV-SHGC worksheets. Information shown in this worksheet is for reference only and is write -protected. Submit this Target Area Adjustment form with ENV-UA and ENV-SHGC forms. SKY= Skylight INR - Net roof (excludes skylight) Gross Exterior Roof Area= SKY + NR Proposed Areas Gross Exterior Roof Area 10332.0 Total Skylight Area Project Skylight Area Net rroject Roof Area 10332.0 Project Areas -> Existing Non -project Areas -> Max Skylight % (C402.3.1) Skylight Net Opaque Roof SKY= NR= 10332.0 SKY= NR= 5.0% Maximum Tan et 516.6 = Excess Skylht i Target Skylight Area Total Skylight Area Target SKY Multiplier 100 Maximum Skylight Fenestration Area 516.6 Delta Skylight Area —516.6 y, 0 II greater —516.6 Excess Skylight Excess Skylight Target Areas - UA and SHGC x A Skylight All Roof Insulation Above Deck Metal Building Joist / Single Rafter Attic / All Others Sum of Proposed Target Net Roof Area 10332.0 Proposed Area Proposed Area 10332.0 10332.0 Net Roof 10332.0 Target SKY Mult. Target Net Roof Mult. 1.00 Target Net Roof Mult. = 00 Target Area Target Area 10332.0 Sum of Target 10332.0 Multiplier applied to all Proposed Skylight Areas to calculate Target Skylight Area Multiplier applied to all Proposed Opaque Roof Areas to calculate Target Roof Area Target areas in shaded boxes are applied to target areas on ENV-UA Sum of target roof and skylight areas are calculated to equal the sum of proposed SHGC Calculation ENV-SHGC 2015 WSEC Compliance Forms for Comme„sial Buildings inrludina R2 R3 & R4 over a stories and all R1 Revised Oct 2017 Project Title: TUKWILA FIRE STATION 51 Date 10/15/2018 Target Insulation Allowance: Fully Conditioned Space - Commercial, Group R, Mixed Use For Building Department Use Fenestration Area as % gross above -grade wall area 27.1% Max. Target: 30.0% Skylight Area as % gross roof area 0.0% Max. Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV -SUM Notes: 1 - Proposed vertical fenestration and skylight areas entered in ENV-SHGC must match proposed fenestration areas in ENV-UA. 2 - If Target Area Adjustment is required per ENV-UA, then target areas will be automatically adjusted in ENV-SHGC. Refer to Target Area Adjustments worksheet for this calculation. 3 - Fenestration assembly SHGC shall be the manufacturer's NFRC product rating, or shall be the default value per Section C303.1.3. 4 - Fenestration that separates conditioned space from a non -conditioned space shall be included in this worksheet. Enter target SHGC values for this fenestration under proposed SHGC, so it is neutral to the calculation. User Note Skylights Sch. ID Provide SHGC source and fenestration schedule ID Proposed SHGC SHGC x Area (A) = SHGC x P Target SHGC SHGC x Area (A) = SHGC x A 0.35 SHGC 0.35 Skylight Totals All Non -North Sch. ID Vertical Fenestration+ Provide SHGC source and fenestration schedule ID Proposed PF ; SHGC SHGC x Area (A), = SHGC x A Target SHGC ++ PF SHGC x Area (A) = SHGC x A Category A 0.23 41 9 PF < 0.2 0.40 2320 E 928.1 B 0.23 47 11 0.2<_PF<0.5 0.48 , C 0.23 38 9 PF z 0.5 0.64 ,• D 0.23 23 5 ++ lfprojection factor (PF) credits are applied G 0.23 301 69 to the proposed design, Target SHGC will H2 0.23 25 6 sum fenestration area by PF category. j 0.41 52 21 K 0.41 165 67 L 0.41 231 95 N 0.41 57 23 P 0.41 783 321 U 0.41 20 8 101A 0.41 31 13 104A 0.41 42 17 106A 0.41 42 17 130A 0.41 200 82 130B 0.41 201 83 130E 0.41 21 9 __ram + If PF credt is applied, then vertical fenestration Non -North Window Totals 2320.2 865.6 2320.2 928.1 must be entered in the correct table according to orientation. If credit is not applied then all vertical fenestration can be entered in either table. North Vertical Fenestration+ Sch. ID E H1 S T Provide SHGC source and fenestration schedule ID PF Proposed SHGC SHGC 0.23 0.23 0.41 0.41 0.41 x Area (A)i = SHGC x A 23 54 179 164 10 5 12 74 67 4 PF Category PF < 0.2 Target SHGC++ SHGC x Area (A) = SHGC x A O 53 431 228 6 0.25PF<0.5 O 58 PF z 0.5 O 64 ++ if projection factor (PF) credits are applied to the proposed design, Target SHGC will sum fenestration area by PF category. TO COMPLY - The Proposed Total SHGC x A shall not exceed the Target Total SHGC x A. North Window Totals 431.3 162.9 431.3 228.6 HGC GC Total (Skylight + Window) 2 51a S .5 028 5 I 12 51.5 a 1156.7 I Component Performance Compliance (SHGC) SHGC COMPLIES 1=11T115t01:MIT 2015 WSEC Compliance Forms LIM s Checklist, pg. 1 ENV-CHK for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: TUKWILA FIRE STATION 51 Date 10/15/2018 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. Applicability (yes,no,na) Dale Section Component Compliance information required in permit documents Location In Documents limning Department Notes SCOPE na C402.1.1 Low energy spacesapplicable, Identify low energy spaces on plans; include project information, and calculations if that demonstrate spaces are eligible for envelope provisions exemption na C402.1.1.1 Semi -heated spares Identify semi -heated spaces on plans, include calculations that demonstrate spaces are eligible for wall insulation exemption na C402.1.2 Equipment Buildings Provide building area, average wall and roof U-factor, and installed equipment information that demonstrates equipment building is eligible for envelope provision exemption na C410.2 Walk-in and warehouse cooler and freezer spaces Identify walk-in and warehouse cooler and freezer spaces on plans na C101.4.1 Mixed occupancy Identify spaces with different occupancy requirements on plans na C503.2 Change of space conditionin g Identify on plans existing unconditioned spaces changing to semi -heated or conditioned space, and existing semi -heated spaces changing to conditioned space; provide calculations for existing and final level of space conditioning, and alculation.¢ that demonstrate alteration complies with current WSFC nor C505.1 Change of occupancy Identify on plans existing F, S and U-occupancy spaces undergoing a change in occupancy; provide calculations that demonstrate alteration complies with the current WSEC . Identify on plans pre-2002 Group R spaces undergoing a change to a commercial occupancy; provide calculations that demonstrate alteration complies with the current WSEC Identify on plans non -Group R occupancy spaces undergoing a change to Group R; provide calculations that demonstrate alteration complies with the current WSEC ENVELOPE PROVISIONS Yes C103.2 C103.6.3 Compliance documentation Indicate envelope insulation compliance path and provide applicable forms; ENV - PRESCRIPTIVE or ENV-UA/ ENV-ShiGC for component performance attached If complying via total building performance, provide a list of all proposed envelope component types, areas and U-values Yes C303.1.1 C303.1.2 Insulation identificaton Indicate identification mark shall be applied to all insulation materials and insulation installed such that the mark is readily observable during inspection noted Yes C303.1.3 C402.4.3 Fenestration product rating Fenestration products shall be labeled with rated U-factor, SHGC, VT, and leakage rating A411 Yes C303.1.1 C402.2.1 General insulation installation Indicate installation methods, thicknesses densities and clearances to achieve the A401 intended R-value of all insulation materials; Where two or more layers of rigid insulation will be used, indicate that edge joints between lavers are staggered Yes C103.2 C402.2.2 Roof assembly insulation Indicate R-value(s) of cavity/continuous insulation on roof sections; A402 Indicate framing materials on roof sections; Indicate method of framing for ceilings below vented attics and vaulted ceilings per A102.std,, Via;.. ....... ......� .. Provide area weighted average U-factor calculation for insulation whose thickness varies by 1 inch or less; Indicate effective U-factors of tapered insulation entirely above deck per A102.2.6; include roof configuration and slope, maximum R-value at peak and minimum R- value at low point for all roof surfaces Indicate R-values for thermal spacers and each insulation layer, and liner system (LS) method for metal building roofs na C402.2.2 Skylight curb insulation Indicate curb insulation R-value on roof section if not included in skylight NFRC rating Yes C103.2 C402.2.3 C402.2.4 C303.2.1 Above/below grade wall insulation Indicate R-value(s) of cavity/continuous insulation on wall sections; Indicate framing materials on wall sections; A451-457 Indicate method of framing for wood construction per A103.2 (std, int, adv); indicate material density category, wall weig a capaci or qua i ing mass walls; For qualifying ASTM C90 masonry walls, indicate loose -fill core insulation material and percentage of cores filled including grouted cores, bond beams, vertical fills, headers and any other grouted cores; Indicate method of protection of exposed exterior basement/crawlspace wall insulation Building Permit Pla s Checklist, 2015 WSEC Compliance Forms for Commercial Buildings pg. 2 ENV-CHK including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: TUKWILA FIRE STATION 51 Date 10/15/2018 Applicability Code Location in building uepartment (yes,no,na) Section Component Compliance information required in permit documents Documents Notes Yes C103.2 C402.4.4 Opaque doors Indicate rated U-factor (swinging) or R-value (non -swinging - roll-up/sliding) on wall sections or in door schedules - applies to doors with less than 50% glazed area A911 Floor over outdoor or Indicate R-value(s) of cavity/continuous insulation on floor sections; na C402.2.5 unconditioned space insulation Indicate framing material on floor sections; Indicate material density category and weight of qualifying mass floors Indicate R-value of continuous insulation on wall section or foundation detail; C402.2.6 Slab -on -grade floor Indicate insulation extends down vertically and/or horizontally the required distance A402, A451, A452, Yes C303.2.1 insulation from top of slab. A A454 Indicate method of protection of exposed exterior slab edge insulation Radiantly heated :>lab Indicate R-value of continuous insulation on wall section or foundation detail; C402.2.6 Indicate insulation extends down vertically from top of slab and then horizontally na C303.2.1 °u9a>o ade floor under the entire slab; Indicate method of protection of exposed exterior slab edge insulation na C402.2.8 Radiant heating system insulation Indicate insulation R-value behind radiant panels, U-bend/headers and bottom surface of radiantly heated floors (other than radiantly heated slab -on -grade) C402.4.1 Vertical fenestration Provide calculation for total vertical fenestration area as a percentage of gross Yes C502.2.1 maximum area above grade wall area (WWR) for new construction, additions and alterations in attached C503.3.2 ENV -SUM Provide calculations showing that the percentage of overall conditioned floor area within daylight zones is equal to or greater than 50% in 1 and 2 story buildings; OR Increased prescriptive Provide calculations showing that the percentage of overall net floor area within C402.4.1.1 maximum vertical daylight zones is equal to or greater than 25% in buildings 3 stories or more; include na C405.2.4.1 C502.2.1 fenestration area with daylight zones and thegross floor area and list of spaces omitted for the net floor area;,,,, Note in envelope plans that all lighting fixtures located within daylight zones shall be C503.3.2 controls provided with daylight responsive controls per WSEC Section C405.2.4.1; indicate method of control in lighting fj yrrsche ttes -, Indicate that the VT of vertical fenestration is at least 1.1 times the rated SHGC C402.4.1.3 , tea, w ebtI IIJG ve maximum vertical Indicate high performance U-factors and SHGC values in fenestration schedules; na C502.2.1 fenestration area with Indicate if an area -weighted U-factor is used for multiple fenestration elements C503.3.2 high-performance �,;� within the same fenestration category per Table C402.3; provide U-factor calculations Increased prescriptive C402.4.1.4 maximum vertical Indicate that for eligibility, all occupied, conditioned spaces will be served by a Yes C403.6 fenestration area with DOAS mechanical systems dedicated outside air system (DOAS) that delivers ventilation air without requiring operation of the heating/cooling system per Section C403.6 MECHANICAL Wall/vertical Indicate if component performance with target area adjustment will be used to na C402.1.5 fenestration target area adjustment account for vertical fenestration area in excess of the prescriptive maximum allowed C402.4.1 Skylight maximum Provide calculation for total skylight area as a percentage of gross roof area (SRR) na C502.2.2 area for new construction, additions and alterations in ENV -SUM C503.3.3 na C402.1.5.2 Roof/skylight target area adjustment Indicate if component performance with target area adjustment will be used to account for skylight area in excess of the prescriptive maximum allowed Indicate U-factors, SHGC and VT values in fenestration schedules; U-factors, SHGC and Indicate if an area -weighted U-factor is used for multiple fenestration elements Yes C402.4.3 C303.1.3 VT for all fenestration assemblies within the same fenestration category per Table C402.3; provide U-factor calculations A411 Indicate if values are NFRC or default; if default then specify frame type, glazing lavers, gap width, low-e coatings, gas -fill Permanent shading For windows with overhangs or permanent projection shading devices, provide na C402.4.3 devices projection factor calculations (Equation C4-6) and associated minimum SHGC for north and non -north orientations 1:11.11CI1'MOUTTfI Jr1 i. Checklist, 2015 WSEC Compliance Forms for Commercial Buildings pg. 3 including R2, R3, & R4 over 3 stories and all R1 ENV-CHK Revised Oct 2017 Project Title: TUKWILA FIRE STATION 51 Date 10/15/2018 Applicability (yes,no,na) (,ode Section Component Compliance information required in permit documents Location in Documents tiuiI0ing uepartment Notes na C402.4.2 Spaces in single story buildings requiring skylights In single story buildings, provide list of enclosed areas that exceed 2,500 sf; for each space identify the space use, floor area, floor to ceiling height, whether skylights are installed and an exce tion taken* Provide calculations for percentage of conditioned floor area located within a daylight zone includi sk li, ht and elic ible sideli, ht da li, M zones, including, percentage of skylight area in each space over 2,500 sf, OR; Provide calculations for skylight effective aperture (Equation C4-5) for each space over 2500 sf; Indicate haze factor of skylight glazing material or diffuser ADDITIONAL EFFICIENCY PACKAGE OPTION - ENHANCED ENVELOPE PERFORMANCE Yes C406.8 Enhanced envelope performance To comply with additional efficiency package option, demonstrate envelope insulation compliance via component performance; provide ENV-UA / ENV-SHGC compliance forms; verify that building total UA is 15% lower than the Code target UA attached AIR LEAKAGE Yes C402.5.1.1 Air barrier construction and sealing Identify location and provide diagram of continuous air barrier in plans and sections; Provide details for all joints, transitions in materials, penetrations in air barrier and note method of sealing (caulked, gasketed, or other approved method) G G201, A451-457 na C402.5.3 Rooms containing open combustion fuel burning appliances used for space conditioning Indicate that room(s) containing non -direct vent appliances is isolated from conditioned space by the thermal envelope with a sealed air barrier, including doorway gasket ngand sealing around ductwork and ppinq,penetrations; Indicate insulation provided in wall, floor and ceiling of the room envelope, and insulation required on combustion air ductwork na C402.5.4 Access openings and doors to shafts, chutes, stairways and doors Indicate locations of all access openings and doors to shafts, chutes, stairways and elevators; Indicate method of gasketing, weatherstripping and sealing of these openings Yes C402.5.5 C403.2.4.3 Outdoor air intakes, exhausts and relief openings Indicate locations of all stairway enclosure, elevator shaft and building •ressurizationrelief openirgs.outside air intakes and exhaust o nin MECHANICAL Note in envelope plans that all relief, outside air intake and exhaust openings shall be provided with dampers in accordance with Mechanical Section C403.2.4.3 na C402.5.8 Recessed lighting in building envelope Indicate method of sealing between light fixture housing and wall or ceiling; Note in envelope plans that all recessed lighting fixtures shall be IC rated and have an air leakage rating not greater than 2 cfm per ASTM E283 test; include these requirements in lighting fixture schedules na C402.5.6 Loading dock seals Indicate weather seal at cargo and loading dock doors Yes C402.5.7 Vestibules Indicate locations and dimensions of vestibules and air curtains; Indicate exception and criteria utilized for all building entrances and exits that do not have a vestibule or air curtain; Indicate required performance for air curtains installed per exception 7; H w in, rasiae rrom For unconditioned vestibules, indicate which envelope assembly (interior or exterior) complies with the requirements for a conditioned space Yes C I032 C402.5.1.2 Building air leakage testlncrOdetnefolfowingrequirementsinprojectdocuments:(1)Submitairbarrierlest Indicate on plans the location of air barrier boundaries and area calculations on all six sides of the air barrier; G201, noted Indicate air barrier test method in accordance with ASTM E779 or approved equivalent; Indicate required maximum leakage rate for compliance. report to jurisdiction once test is completed; (2) If test results exceed 0.40 cfm/ft' (1.5 Us*m2) at 0.3 in. wg (75 Pa), then visually inspect air barrier and seal noted sources of leakage; (3) Submit a follow-up report to jurisdiction noting corrective measures taken; (4) Include air barrier test report in compliance documentation PitINtR7' - 11 :AMI .. Checklist, pg. 4 ENV-CHK including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 2015 WSEC Compliance Forms for Commercial Buildings Project Title: TURWIIA FIRE SCATIow 51 Date 10/15/2018 Applicability (yes,no,na) uoae Section Component Compliance information required in permit documents Location in Documents tiuiIaing uepartment Notes ADDITIONAL EFFICIENCY PACKAGE OPTION - REDUCED AIR INFILTRATION na C406.9 Reduced air infiltration To comply with additional efficiency package option, indicate in project documents that the air barrier test results shall not exceed 0.25 cfm/ft (0.94 Us*m2) at 0.3 in. wg (75 Pa); indicate air barrier test report shall be submitted to the jurisdiction and buildina owner once test is completed ALTERATIONS na C503.1 C503.3.1 Roof alteration - insulation For a roof alteration where existing ceiling cavities are exposed, indicate cavities are insulated to full depth at R-3 per inch For a roof covering replacement where insulation is installed entirely above the roof deck, indicate insulation complies with requirements for new construction per Tables C402.1.3 or C402.1.4 na C503.1 Wall and floor alteration -insulation For a wall or floor alteration (floor over outdoor or unconditioned space) where existing envelope cavities are exposed, indicate cavities are insulated to full depth at R-3 per inch na C503.3.2 Addition of vertical fenestration Where the addition of new vertical fenestration results in total building window -to - wall ratio (W W R) exceeding the maxirnum allowed per C402.4.1, demonstrate method of compliance (vertical fenestration alternate per C503.3.2, or component performance compliance with tarapt arpa Will IStmpnt fnr the total buildina) na C503.3.3 Addition of skylights Where the addition of new skylights results in total building skylight -to -roof ratio (SRR) exceeding the maximum allowed per C402.4.1, demonstrate component performance compliance with target area adjustment for the total building PROJECT CLOSE OUT DOCUMENTATION Yes C103.6.3 Project close out documentation requirements Indicate in plans that project close out documentation is required including applicable WSEC envelope compliance forms and calculations, and fenestration NFRC rating certificates A401, A411, A911 If "no" is selected for any question, provide explanation: End of Building Permit Plans Checklist 4.1 TUKWILA FIRE STATION 51 U VALUE CALCS Thermal Wall at Mechanical Porch X5 Layer Thickness R1 R1 Construction Component ID (hr•ft2•°F/Btu) (hr•ft2•°F/Btu) EXTERIOR FILM 0.17 0.17 Cox Plywood 0.5 0.79 0.79 Thermal Isolation Clip 2 1.01 1.01 SemiRegid Insulation 2 8.60 8.60 WRB/Air Barrier 0.00 0.00 Ext GYP Sheeting 0.625 0.56 0.56 Metal Studs 6 0.00 0.00 Batt Insulation 6 22 0 Vapor Retarder 0 0 GWB 0.625 0.56 0.56 Interior Film 0.68 0.68 34.37 12.37 R (total) U Value 29.15 0.0343 Exterior Metal Framed Wall w/ Fiber Cement Plank Rainscreen X3 Construction Component Layer ID Thickness R1 (hr•ft2•°F/Btu) R1 (hr•ft2•°F/Btu) EXTERIOR FILM 0.17 0.17 Fiber Cement Planks 0.15 0.15 Watershedding Membrane 0.00 0.00 Metal Z-furring 0.00 0.00 SemiRegid Insulation 4.5 10.75 10.75 WRB/Air Barrier 0.00 0.00 Ext GYP Sheeting 0.625 0.56 0.56 Metal Studs 6 0 Batt Insulation 6 22 Vapor Retarder 0 0 GWB 0.625 0.56 0.56 Interior Film 0.68 0.68 :34.87 12.87 R (total) U Value 29.76 0.0336 TUKWILA FIRE STATION 51 U VALUE CALCS Exterior Metal Framed Wall v✓/ Masonry Veneer X1 Construction Component Layer ID Thickness Rl (hr•ft2•°F/Btu) R1 (hr•ft2•°F/Btu) EXTERIOR FILM 0.17 0.17 Masonry 3.625 0.32 0.32 Vented Air Space 6 1.01 1.01 Brick Tie SemiRegid Insulation 4.5 19.35 19.35 WRB/Air Barrier 0.00 0.00 Ext GYP Sheeting _ 0.625 0.56 0.56 Metal Studs 6 0 Batt Insulation 6 22 Vapor Retarder 0 0 GWB 0.625 0.56 0.56 Interior Film 0.68 0.68 44.65 22.65 R (total) U Value 40.65 0.0246 Typ. Roof Assembly Construction Component. Layer ID Thickness R1 (hr•ft2•°F/Btu) R1 (hr•ft2•°F/Btu) EXTERIOR FILM 0.17 0.17 Roof Membrane 0.00 0.00 Cover Board 0.85 0.85 Tapered Rigid Insul 8 33.00 33.00 Vapor Barrier 0.00 0.00 Substrate Board 0.85 0.85 Metal Deck 0.00 0.00 OWSJ 0 0 Air Gap 1.01 1.01 Acoustic Batt Insulation 11 11 Interior Film 0.68 0.68 47.56 47.56 R U Value 47.56 0.0210 TUKWILA FIRE STATION 51 U VALUE CALCS Exterior Metal Framed Wall w/ Metal Panel Rainscreen X2 Construction Component Layer ID Thickness Rt (hr•ft2•°F/Btu) R1 (hr•ft2•°F/Btu) EXTERIOR FILM 0.17 0.17 Aluminum Panel 0.00 0.00 Metal Z-furring 0.00 0.00 SemiREgid Insulation 8.60 8.60 Thermal Isolation Clip 1.01 1.01 WRB/Air Barrier 0.00 0.00 EXTGypSheeting 0.56 0.56 Metal Studs 6 0.00 Batt Insulation 6 _ 22 Vapor Retarder 0 0 GWB 0.625 0.56 0.56 Interior Film _ 0.68 0.68 33.58 11.58 _ R (total) U Value 28.25 0.0354 Insulated Mechanical Platform Layer Thickness R1 R1 Construction Component ID (hr•ft2•°F/Btu) (hr•ft2•°F/Btu) EXTERIOR FILM 0.17 0.17 Concrete Topper 2.5 0.50 0.50 Deck per Strut 1.5 0.00 0.00 Air Gap 1.00 1.00 Mineral Fiber Board Insul 3 12.30 12.30 Vapor Retarder 0.00 0.00 Polypropelene Protection Membrane 0.00 0.00 Interior Film 0.68 0.68 14.65 14.65 R (total) U Value 14.65 0.0683 Lighting Summa 2015 Washington State Energy Cocle Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 sto ies a Project Info Compliance forms do not require a password to use. Instructional and calculating cells are write - protected. Project Title: TUKWILA FIRE STATION #51 Datej CODE COMPLq NC Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For uilding DAPPROVED FEB 2 6 2019 City of Tukwila Company Name: TRAVIS FITZMAURICE AND ASSOCIATES Company Adcress: 1200 WESTLAKE AVENUE N, SEATTLE WA 98109 Applicant Name: ROCXY JUAN Applicant Phone: (206) 285-7228 Applicant Ernail: rocxy@tf-wb.com Project Description El New Building II Addition 0 Alteration g Seeye... forms. with lighting compliance Include PROJ-SUM form (included in envelope forms workbook) Interior Lighting Description System Included) { El Interior Lighting Plans Interior Lighting Power Allowance Method -by -space Method 1 Building Area Method ■ Space Select method used in project. Interior Lighting Controls Exception 5 Luminaire Level Controls (LLLC) lighting power shall comply with the 0 All C405.2.1 - C405.2.8 Lighting Controls Ei C405.2 Lighting Additional Efficiency Package Option C406.4 Enhanced Digital Lighting Controls To comply with C406.4, no less than 90% of the total installed interior required controls per C406.4. Dwelling Unit Interior Lighting Permanently installed interior lighting fixtures in dwelling units comply with: ® No Dwelling 0 C405.2 thru C405.5 Commercial Lighting Controls and LPA Units O C406.3 High Efficacy Lighting 0 R404.1 Residential High Efficacy Lighting. Dwelling unit lighting complies with WSEC Residential provisions in lieu of WSEC Commercial provisions. Exterior Lighting System Description a Exterior Lighting Plans Included Building Additions Refer to Section C502.2.6 for additional requirements. Compliance Method Interior lighting Exterior lighting Lighting systems in addition area comply with all applicable provisions as a stand alone new construction project Lighting systems in addition are combined with existing building lighting systems to demonstrate compliance C Addition is combined with existing: For interior lighting projects, include new + existing -to -remain interior lighting fixture wattage in Proposed Lighting Wattage table in LTG-INT-BLD or LTG-INT-SPACE form. For exterior lighting projects, include new + existing -to -remain exterior lighting fixture wattage in Proposed Tradable and Proposed Non -Tradable Lighting Wattage tables in LTG-EXT form. RECEIVED RECEIVED OCT 2 3 2018 CITY OF TUKWILA BHC Consultants, LLC OCT 1 5 2018 PERMIT CENTER Dig- 03dl Lighting Summa ry, cont. LTG -SUM 2015 Washington State Energy Cocle Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: TUKWILA FIRE STATION #51 Date 10/10/2018 Change of Space Use under -going a change in space use are upgraded to types per Tables C405.4.2(1) or C405.4.2(2). to the current Code in Proposed Lighting Wattage table in • Existing interior lighting systems in areas comply with LPAs for the new space Identify interior spaces requiring LPD upgrade LTG-INT-BLD or LTG-INT-SPACE form. Interior and Exterior Lighting Alterations Select all Lighting Power and Lighting Control elements that apply to the :>cDpe of the retrofit project. If project includes a combination of spaces where less than of the existing fixtures are replaced in some spaces, and 50% or more of the fixtures are replaced in others, then provide separate lighting power compliance forms for the two retrofit conditions. Spaces undergoing the same type of retrofit may be combined into one lighting power compliance form. Refer to Section C503.6 for additional requirements. All alteration lighting controls shall be commissioned per C408.3. Lighting Power Interior lighting Parking garage Exterior lighting 50% or more of existing are replaced ❑ ■ IN Less than 50% of existing are replaced ID II Lamp and/or ballast replacement only — existing total wattage not increased -;- El ■ 50% or more replaced - Total lighting power of new + existing -to -remain fixtures shall comply with total LPA per Sections C405.4.2 and C405.5.2. Include new + existing -to -remain fixtures in Proposed Lighting Wattage table in LTG-INT-BLD, LTG-INT-SPACE or LTG-EXT form. Less than 50% replaced - Total lighting power of new + existing -to -remain fixtures shall not exceed the total lighting power prior to alteration. Include new + existing -to -remain fixtures in the Proposed Lighting Wattage table in LTG-INT-BLD, LTG-INT-SPACE or LTG-EXT form. 50% threshold applies to number of luminaires for interior spaces and parking garages, and total installed wattage for exterior luminaires. Lighting Controls Interior lighting ! Parking garage Exterior lighting New wiring installed to serve added fixtures and/or fixtures relocated to new circuit(s) New or moved lighting panel ❑ . M Interior space is reconfigured - luminaires unchanged or relocated only New wiring or circuit - For interior lighting, provide required manual controls per C405.2.3, occupancy sensor controls per C405.2.1, daylight responsive controls per C405.2.4 and application specific lighting controls per C405.2.5. For exteror lighting, provide required controls per C405.2.7. New or moved panel - Provide all applicable lighting controls as noted for New Wiring and automatic time switch controls per C405.2.2. Reconfigured interior space - Provide all required lighting controls that apply to a new interior space. Application specific lighting control provisions per C405.2.5 do not apply to reconfigured spaces. No changes are being made to the interior or exterior lighting systems and existing space uses and configuration are not changed. Interior Lighting - Building Area M thod LTG-INT-BLD 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R Revised Nov 2017 Project Title: TUKWILA FIRIE STATION #51 Date 10/10/2018 Calculation Area NOTE 9 Q New Const action Q Addition - O Addition stand alone + existing O Spaces where < 50% of Spaces where >_ 50% of O Spaces where the Use luminaires are replaced luminaires are replaced is changing (C505) For Building Department Use LPA Calculation Type 0 Standard ® Additional Efficiency Package Option O C406.3 Reduced Interior Lighting Power To comply with C406.3, the Proposed LPD shall be 25% lower than the Target LPA. Refer to C406.3 for additional requirements. User Note Maximum Allowed Lighting WattageN°TE 1 Building Area Location (plan #, (P room #, or ALL) Area Description Gross Interior Area in ft2 Allowed Watts per ft2 Watts Allowed (watts/ft2 x area) NOTE 2 Fire station ALL BUILDING INTERIOR 10475 0.54 5657 Total 10475 Proposed Lighting Wattage Building Area Location (plan #, room #) Fixture Description NOTE 3, A, 5, a Number of Fixtures Watts per Fixture NOTE 7 Watts Proposed Fire station E202 PL-1: LED 72W 13 72 936 Fire station E201 PL-2: LED 13W 3 13 3 9 Fire station E201/E202 PL-3: LED 30W 27 30 810 Fire station E201 PL-4: LED 34.5W 8 35 27 6 Fire station E201 PL-5: LED 37.2W . 5 37 186 Fire station E201/E202 PL-7: LED 65W 2 65 130 Fire station E201 RL-2: LED 11.8W 28 12 330 Fire station E201 RL-3: LED 14.3W 8 14 114 Fire station E201 RL-5: LED 11.8W 7 12 83 Fire station E201 RL-6: LED 14W 13 14 182 Fire station E201 RL-7: LED 28W 6 28 168 Fire station E201 RL-8: LED 23.5W 6 24 141 Fire station E201 RL-9: LED 3.5W 5 4 18 Fire station E201 SL-1: LED 39W 5 39 195 Fire station E201 UC: LED 20W/4-FT 5 20 100 Fire station E201 WL-1: LED 20.5W 5 21 103 Fire station E201 WL-2: LED 9W 6 9 54 Fire station E201 WL-3: LED 40W 5 4 0 200 Fire station E201 X: LED 1W 10 1 10 Fire station E201 X2: LED 1W 1 1 1 Compliance by Building Area NOTE e Building Area Warnings Total Allowed Watts Total Proposed Watts Interior Lighting Power Allowance Fire station 5657 4076 COMPLIES C406.3 Note 1 - List all unique building areas per Table C405.4.2(1) that occur in the project scope. Select building area category from drop down menu. Totals 5657 4076 Aln+n 7 II..I:f M..«...... Cfn r.rn+'nn f;n Or .41 in1.F;.... IA/..++nnn 4-hb-. +n nnnn.n+n rvure z - unai messeye - cmer',wanly nuure',uunnduurr wr uns UUIIUrrry died sundue',r rru/uweu uynuny vvdudye rdure w yerrerdre uynuny Power Allowance. Note 3 - Proposed fixtures must be listed in the building area in which they occur. List all proposed lighting fixtures including exempt lighting equipment and existing -to -remain fixtures. Note 4 - For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the .length of the track (in feet) in addition to the fixture, lamp, and ballast information. Note 5 - For lighting equipment eligible for exemption per C405.4.1, note exception number and leave Watts/Fixture blank. Note 6 - Existing -to -remain fixtures shall be included in the Proposed Lighting Wattage table in the same manner as new fixtures. Identify as existing in fixture description. Note 7 - For proposed Watts/Fixture enter the luminaire wattage for installed lamp and ballast using manufacturer or other approved source. For luminaires with screw -in lamps, enter the manufacturer's listed maximum input wattage of the fixture (not the lamp wattage). For low voltage lighting, enter the wattage of the transformer. For line voltage track/busway systems, enter the larger of the attached luminaire wattage or 50 watts/lineal foot, or enter the wattage limit of permanent current limiting device. Note 8 - Proposed Wattage for each Building Area type shall not exceed the Allowed Wattage for that Building Area type. Trading wattage between Building Area types is not allowed under the Building Area Method compliance path. Note 9 - Calculation Area Details: a. Lighting fixtures in a building addition may comply as a stand acne project, or they may be combined with the overall existing building lighting systems to demonstrate compliance. Refer to C502.1. b. For alterations and building additions, provide Building Area types and gross interior areas in the Maximum Allowed Lighting Wattage table. If a building addition will comply as combined with the overall existing building lighting systems, include all applicable existing Building Area types and gross interior areas. Exterior Lightin 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: TUKWILA FIRE STATION #51 Date 10/10/2018 Exterior Lighting Zone 0Zone 1 0 Zone 2 0 Zone 30 Zone 4 Exterior Lighting Zone selection required to enable LTG-EXT form. Zones are defined in Table C405.5.2(1) and specified by the jurisdiction. For Building Department Use Calculation Area i�) New construction 0 Addition - stand alone 0 Addition + existing (!-) Alteration with < 50% C Alteration with >_ 50% ext. ext. wattage replaced wattage replaced User Note Building Grounds Applies to individual luminaires > 100 Watts 121 Efficacy > 80 lumens/watt ❑ Exemption [Id Controlled by motion sensor Tradable Maximum Allowed Lighting Wattage NOTE 1 Base Site Allowance: 600 Tradable Surfaces Surface Description Area (ft2), perimeter (If) or # of items Allowed Watts per ft2 or per If Allowed Watts x ft2 (or x If) NOTE 2 Uncovered Parking and drives Parking and Driveway 91990 0.06 W/ft2 2519 Grounds Walkways >10' wide Ground Walkways 9218 0.14 W/ft2 1291 Other Entry Door Entry Doors 86 20W/LF door 1720 Total Allowed Tradable + Site Allowance Watts: 6130 Tradable Proposed Lighting Wattage "Om' Tradable Surface Fixture Description NOTE 4, 5 Number of Fixtures Watts per Fixture NOTE 6 Watts Proposed Uncovered Parking and drives P-1: LED 242W 5 242 1210 Uncovered Parking and drives SL-5: LED 52W 6 52 312 Grounds Walkways >10' wide B-1: LED 10.3W 4 ].0 91 Grounds Walkways >10' wide G-1: LED 21 W 2 21 92 Grounds Walkways >10' wide SL2-8: LED 25.6W 2 26 51 Grounds Walkways >10' wide SL2-12: LED 38.4W 1 38• 38 Grounds Walkways >10' wide SL2-16: LED 51.2W 1 51 51 Other Entry Door SL-5: LED 52W 4 52 208 Other Entry Door WI.-4: LED 55W 4 55 220 Uncovered Parking and drives WL-4A: LED 18W 5 18 90 Other Entry Door WL-5: LED 13W 3 13 39 Total proposed tradable watts may not exceed the sum of total allowed tradable watts plus the base site allowance. Any base site allowance not needed to make tradable watts comply can be applied to individual non -tradable categories. Total Proposed Tradable Watts: 2303 Non -Tradable Maximum Allowed Lighting Wattage "u't' Site Allowance Remaining: 600 Non -Tradable Surfaces Surface Description Area (ft2), perimeter (If) or # of items Allowed Watts per ft2, If or item Allowed Watts X fi (or x If) NOTE 2 Bldg. Facade FROINT FACADE 168 0.075 W/ft2 13 Non -Tradable Proposed Lighting Wattage NOTE 3, 7 Non -Tradable Surface Fixture Description NOTE 4, 5 Number of Fixtures Watts per Fixture NOTE 6 Watts Proposed Bldg. Facade SL-5: LED 52 4 52 208 Non -tradable proposed watts may nct exceed allowed watts for any individual Non -Tradable Watts Exceeding LPA: 195 surface unless the total excess watts for all non -tradable surfaces are less than the remaining site allowance. Remaining Site Allowance: 405 Exterior Lighting COMPLIES WITH MAX. ALLOWANCE Note 1- List all exterior surfaces per Table C405.5.2(2) that occur in the project scope. Select exterior surface categories from drop down menu. Note 2 - Unlit Message - Enter lighting fixture information for this surface in Proposed Lighting Wattage table to generate Lighting Power Allowance. Note 3 - List all proposed lighting fixtures including existing -to -remain fixtures. Note 4 - For proposed Fixture Description, indicate fixture type, 'lamp type, number of lamps in the fixture, and ballast type (if applicable). Note 5 - Existing -to -remain fixtures shall be included in the Tradable and Non -Tradable Proposed Lighting Wattage tables in the same manner as new fixtures. Identify as existing in fixture description. Note 6 - For proposed Watts/Fixture enter the luminaire wattage for installed lamp and ballast using manufacturer or other approved source. For luminaires with screw -in tamps, enter the manufacturer's listed maximum input wattage of the fixture (not the lamp wattage). For low voltage lighting, enter the wattage of the transformer. Note 7 - Automated Teller and Night Depositories - For each location, enter the number of ATM machines or depositories within that location. If there are multiple locations in the project, enter each location individually in the Non -Tradable Maximum Allowed Lighting Wattage table and identify the location in the Surface Description section. • • i • ►i • • „nd Electrical Permi Checklist, Pg. 1 LTG-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: TUKWILA FIRE STATION #51 Date 10/10/2018 The following information is necessary to check a permit application for compliance with the lighting, motor, and electricalrequirements in the Washington State Energy Code, Commercial Provisions. Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes LIGHTING CONTROLS Yes C405.2 Lighting controls, general For all lighting fixtures, indicate lighting control method on plans for spaces and lighting zone(s) or exception taken P 9 9 served,P E201 Yes C405.2 Luminaire'evel lighting controls (LLLC) Indicate on plans all fixtures provided with LLLC in lieu of C405.2 lighting controls; provide description of control capabilities and performance parameters E201 & E701 NA C405.1 Lighting in dwelling units For permanently installed lighting fixtures in dwelling units, indicate lighting control method on plans for spaces and lighting zone(s) served, or demonstrate compliance with high efficacy exception Yes C405.2.3 C405.2.1.1 C405.2.2.2 C405.2.4 C405.2.5 Manual controls Indicate on plans the method of manual lighting control (whether combined with occupancy sensor, automatic light reduction, daylight responsive or specific. application controls), location of manual control device and area or specific application it serves E201 Yes C405.2.2.1 C405.2.2.2 C405.2.3 Manual interior light reduction controls Indicate on plans which method of manual 50% lighting load reduction is provided, or whether lighting load is reduced via occupancy sensors or daylight responsive controls E201 Yes C405.2.2 Method cif automatic shut-off control Indicate on plans the method of automatic shut-off control during unoccupied periods (occupancy sensor, time switch or digital timer switch) for all lighting zones; E201 & E701 Indicate locations where automatic shutoff is provided by other methods (occupancy sensor or digital timer switch) or which time switch control exception applies E201 & E701 Yes C405.2.1 C405.2.1.1 Occupancy sensor controls Indicate on plans the spaces served by occupancy sensors; Indicate whether occupancy sensor controls are configured to be manual -on, automatic 50%on, or serve a space eligible for automatic 100%-on per exception E201 NA C405.2.1.2 Occupancy sensor controls - warehouses Indicate aisleways and open areas in warehouse spaces provided with occupancy sensor controls that reduce lighting power by 50% NA C405.2.2.1 Automatic time switch controls Indicate locations of override switches on plans and the lighting zone(s) served, include area sq. ft. C405.2.6 Digital timer switch Indicate digital timer switch control includes: manual on/off, time delay, audible and visual indication of impending time-out Yes C405.2.4.2 C405.2.4.3 Daylight zones - Sidelight .and toplight Indicate primary and secondary sidelight daylight zone areas on plans, include sq. ft.; E201 Indicate toplight daylight zone areas on plans, include sq. ft.; E201 For small vertical fenestration assemblies (rough opening less than 10 percent of primary daylight zone) where daylight responsive controls are not required, provide fenestration area to daylight zone calculation(s) E201 Yes C405.2.4 Daylight responsive controls Indicate on plans lighting zone(s) served by daylight responsive controls; Identify sidelight and toplight daylight zones that are not provided with daylight sensing controls and the exception(s) that apply; Indicate on plans the lighting load reduction method - continuous dimming, or stepped dimming that provides at least two even steps between 0%-100% of rated power; Indicate that daylight sensing controls are configured to completely shut off all controlled lights in the lighting zone NA C405.2.5 Additional controls Specific application lighting controls Identify spaces and lighting fixtures on plans that require specific application lighting controls per this section Yes C405.2.5 - Items 1&2 Display and accent lighting Indicate on plans that display and accent lighting, and display case lighting are controlled independently from both general area lighting and other lighting applications within the same space; E201 Indicate manual and automatic lighting control method • I • • ►i • • . 2015 Washington State Energy Code nd Electrical Permit Compliance Forms for Commercial Buildings Checklist, Pg. 2 including R2, R3, R4 over 3 stories and all R1 LTG-CHK Revised Nov 2017 Project Title: TUKWILA FIRE STATION #51 Date 10/10/2018 The following information is necessary to check a permit application for compliance with the lighting, motor, and electricalrequirements in the Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes NA C405.2.5 - Item 3 Hotel/motel guest rooms Indicate method of automatic control - vacancy or captive key control of all installed luminaires and switched receptacles in guest room Yes C405.2.5 - Item 4 Supplemental task lighting Indicate method and location of automatic shut-off vacancy control for supplemental task lighting, including under -shelf or under -cabinet lighting E201 NA C405.2.5 - Item 5 Lighting for non- visual applications Indicate on plans eligible non visual lighting applications, include sq. ft. area of each lighting control zone; Indicate on plans that non -visual lighting are controlled independently from both general area lighting and other lighting applications within the same space; Indicate method of manual lighting control and applicable automatic lighting control NA C405. 62 5- Itemdemonstration Lighting equipmentdemonstration for sale or Indicate on plans that lighting equipment for sale or are controlled independently from both general area Bighting and other lighting applications within the same pace; Indicate method of manual lighting control and applicable automatic lighting control Yes C405.2.5 - Item 7 Means of egress lighting 9 9 Identify on plans egress fixtures that function as both normal and emergency means of egress illumination; E201 Provide calculation of lighting power density of total egress lighting; E201 If total egress lighting g g g power density is greater than 0.02 W/sq. ft., indicate on plans egress fixtures requiring automatic shut-off during unoccupied periods; Indicate method of automatic shut-off control E201 Yes C405.2.7 • Exterior lighting controls Indicate on exterior lighting plans and fixture schedules the automatic lighting control method, control sequence, and locations served; E101, E201 & E701 For building facade and landscape lighting, indicate automatic controls shut off lighting as a function of dawn/dusk and fixed opening/closing time; E101, E2401 & E701 For all other exterior lighting, indicate automatic controls shut off lighting as a function of available daylight; include control sequence that also reduces lighting power by at least 30% between 12am-6am, or from 1 hour after closing to 1 hour before opening, or based upon motion sensor E101, E261 & E701 Yes C405.5.1 Exterior bui ding grounds lighting controlsare For building grounds fixtures greater than 100 watts, indicate on plans whether fixtures have efficacy greater than 80 lumens or; controlled by motion sensor, or are exempt lighting per C405.5.2 E101, E201 & E701 NA C405.2.5 (listed after C405.2.7) Area controls - Master control switches and circuit power limit Indicate location(s) of master control switch(es) intended to control multiple independent switches; circuit breaker may not be used as a master control switch; Verify that no 20 amp circuit controlled by a single switch or automatic control is loaded beyond 80% ADDITIONAL EFFICIENCY PACKAGE OPTION - ENHANCED DIGITAL LIGHTING CONTROLS NA C406.4 Enhanced cigital lighting controls To comply with additional efficiency package option, indicate on plans all interior lighting fixtures that are individually addressed and provided with continuous dimming, or exception taken; Include calculation of percent total installed interior lighting power that is configured with required enhanced lighting control functions (min 90% to comply with additional efficiency package option) Lighting, Motor, : nd Electrical Permi Checklist, Pg. 3 LTG-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: TUKWILA FIRE STATION #51 Date 10/10/2018 The following information is necessary to check a permit application for compliance with the lighting, motor, and electricalrequirements in the Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes INTERIOR LIGHTING POWER & EFFICACY Yes C405.4.1 C405.4.2 Total connected interior lighting 9 9 power Include all luminaires in lighting fixture schedule; indicate fixture types, lamps, ballasts, and manufacturer's rated watts per fixture; E100 Identify spaces eligible for lighting power exemption on plans and in compliance forms; indicate the exception applied; Identify lighting equipment eligible for lighting power exemption n fixture schedule and in compliance forms; indicate the exception applied; Indicate that exempt lighting equipment is in addition to general area lighting and is controlled independently Yes C405.3 Exit signs Indicate location of exit signs on plans and rated watts per fixture in lighting fixture schedule (maximum 5 watts per side) E201 NA C405.1 Lighting in dwelling units -lamp efficacy If high efficacy exception is applied to permanently installed lighting fixtures in dwelling units, indicate in lighting fixture schedule if lamps in fixtures are high efficacy per R404.1. Calculate percentage of fixtures with high efficacy lamps in project (min 75% to comply with exception). Interior Lighting Power Calculation - IIndicate compliance path taken Yes C405.4.2.1 Building Area Method Complete required compliance forms — proposed wattage per building area does not exceed maximum allowed wattage per building area; identify locations of building areas on plans NA C405.4.2.2 Space -By -Space Method Complete required compliance forms — total proposed wattage does not exceed maximum allowed wattage; identify locations of space types on plans, including retail display areas, lobby art & exhibit display areas, and ceiling heights as applicable ADDITIONAL EFFICIENCY PACKAGE OPTION - REDUCED INTERIOR LIGHTING POWER DENSITY Yes C406.3 Reduced lighting power density To comply with additional efficiency package option, demonstrate in compliance forms that total connected interior lighting wattage is 25% less than the total maximum allowed lighting wattage via Building Area Method or Space -By -Space Method NA C406.3 Reduced lighting power density - dwelling unit lamp efficacy For project with dwelling units, to comply with additional efficiency package option indicate in lighting fixture schedule if lamps in interior fixtures have efficacy rating of 60 lumens per watt or more. Calculate percentage of fixtures with lamps that have this efficacy rating (min 95% to comply with option) EXTERIOR LIGHTING POWER & EFFICACY Yes C405.5.2 Total connected exterior lightingexemption power Include all luminaires in lighting fixture schedule; indicate fixture types, lamps, ballasts, and manufacturer's rated watts per fixture; Identify exterior applications eligible for lighting power on plans and in compliance forms; indicate exception applied; Indicate that exempt exterior lighting is controlled independently from non-exempt exterior lighting; include exception claimed for each fixture or group of fixtures under exception category Yes Table C405.5.2(1) Exterior lighting zone Indicate building exterior lighting zone as defined by the AHJ Yes C405.5.1 Exterior building grounds lighting For building grounds fixtures rated at greater than 100 watts that are complying based on efficacy, indicate rated lamp efficacy (in lumens per watt) in fixture schedule Yes C405.5.2 Exterior lighting power calculations Complete required compliance form — proposed wattage for exterior lighting plus base site allowed does not exceed maximum allowed • 1 1 • ►i • • . nd Electrical Permit Checklist, Pg. 4 LTG-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 TUKWILA FIRE STATION #51 Date 10/10/2018 The following information is necessary to check a permit application for compliance with the lighting, motor, and electricalrequirements in the Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes LIGHTING ALTERATIONS NA C503.6 Interior and parking garage lighting fixture alterations Where >_ 50% of existing luminaires in interior space(s) or parking garage are replaced; indicate compliance path (building area or space -by -space method); include all new and existing -to - remain luminaires in compliance form (LTG-INT-BLD or LTG- INT-SPACE); indicate proposed lighting wattage does not exceed maximum allowed per compliance path Where < 50% of existing luminaires in interior space(s) or parking garage are replaced; indicate total existing lighting wattage in each space prior to alteration; include all new and existing -to -remain luminaires in LTG-INT-SPACE form; indicate proposed total lighting wattage in alteration area does not exceed total existing lighting wattage prior to alteration NA C503.6 Exterior lighting fixture alterationsWhere Where z 50% of existing exterior lighting wattage is replaced; include all new and existing -to -remain luminaires in LTG-EXT form; indicate proposed total eixterior lighting wattage does not exceed maximum allowed < 50% of existing exterior lighting wattage is replaced; indicate total existing lighting wattage prior to alteration; include all new and existing -to -remain luminaires in LTG-EXT form; indicate proposed total exterior lighting wattage does not exceed total existing wattage prior to alteration NA C503.6 Interior lighting wiring alterations Where new wiring is installed to serve new interior luminaires and /or luminaires are relocated to a new circuit; indicate lighting controls are provided (as applicable) - manual (C405.2.3); occupancy sensor (C405.2.1); daylight responsive (C405.2.4); specific application (C405.2.5); exit signs (C405.3) NA C503.6 Exterior lighting wiring alterations Where new wiring is installed to serve new exterior luminaires and /or luminaires are relocated to new circuit; indicate exterior lighting controls are provided (C405.2.7) NA C503.6 Lighting panel alterations Where a new lighting panel is installed or an existing panel is moved (all new raceway and conductor wiring); indicate lighting controls are provided (as applicable) - same provisions as wiring alterations; time switch controls and manual light reduction controls (C405.2.2) NA C503.6 Interior space reconfiguration Where interior space(s) is reconfigured (permanently installed walls or ceiling -height partitions); indicate lighting controls are provided (as applicable) - same provisions as lighting panel alterations NA C504.2 Lighting repairs Identify existing luminaires being upgraded with bulb and / or ballast replacement; indicate fixture alteration does not increase existing fixture wattage NA C505.1 Change of space use Identify spaces on plans where the building area type or space use type is being changed from one type to another per Tables C405.4.2(1) or (2) Indicate compliance path (building area or space -by -space method); include all new and existing -to -remain luminaires in compliance form (LTG-INT-BLD or LTG-INT-SPACE); indicate proposed lighting wattage does not exceed maximum allowed per compliance path RECEPTACLES C405.10 Controlledreceptacle receptacles Identify all controlled and uncontrolled receptacles on electrical plans in each space in which they are required; include configuration such as spacing between controlled and uncontrolled, duplex devices, etc; Indicate on plans whether the method of automatic control for each controlled receptacle zone is by occupant sensor or programmable time -of -day control • Lighting, Motor, . nd Electrical Permit Checklist, Pg. 5 LTG-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 TUKWILA FIRE STATION #51 Date 10/10/2018 The following information is necessary to check a permit application for compliance with the lighting, motor, and electricalrequirements in the Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes MOTORS, TRANSFORMERS, ELECTRIC METERS, INTERIOR TRANSPORTATION NA C405.6 Electrical transformers Include electrical transformer schedule on electrical plans; indicate transformer size, efficiency, or exception taken NA C405.7 Dwelling unit electrical energy consumption Indicate on electrical plans that each dwelling unit in Group R-2 has a separate electrical energy meter Yes C405.8 Electric motor efficiency Include all motors, including fractional hp motors, in electric motor schedule on electrical plans; indicate hp, rpm, rated efficiency, or exception applied E701 NA C405.9.1 Elevator cabs For luminaires in each elevator cab, provide calculated average efficacy of combined fixtures that indicates efficacy is not less than 35 lumens per watt; Indicate rated watts per cfm for elevator cab ventilation fans do not exceed 0.33 watts per cfm; Indicate automatic controls that de -energize lighting and ventilation fans when elevator is stopped and unoccupied for a period of 15 minutes or more NA C405.9.2 Escalators and moving walks Indicate escalators comply with ASME A17.1/CSA B44; automatic controls are configured to reduce operational speed to the minimum permitted when not in use NA C405.9.3 Regenerative drive Indicate all one-way down or reversible escalators are provided with a variable frequency regenerative drive DOCUMENTATION AND SYSTEM REQUIREMENTS TO SUPPORT COMMISSIONING (Cx) NA C408.3 Scope of electrical power and lighting systems commissioning Indicate that all electrical systems (receptacles, transformers, motors, vertical and horizontal transportation) for which the WSEC requires control functions and / or configuration to perform specific functions are required to be commissioned; Where total building lighting load is > 20 kW, or where total lighting load of luminaires requiring daylight sensing and / or occupancy control.> 10 kW, indicate that all automatic lighting control systems are required to be commissioned; or provide building lighting power calculation demonstrating eligibility for exception; NA C405.13 C408.1.1 C408.1.2 C408.1.4.2 C103.6 Commissioning requirements in construction documents Indicate Cx requirements in plans and specifications for all applicable electrical and lighting control systems per C408; Include general summary with at minimum Items 1 thru 4 of the Cx plan per C408.1.2 including: narrative description of activities, responsibilities of the Cx team, schedule of activities including verification of project close out documentation per C103.6, and conflict of interest plan (if required); Include in general summary that a Cx project report or Compliance Checklist (Figure C408.1.4.2) shall be completed by the Certified Cx Professional and provided to the owner prior to the final electrical inspection NA C408.3.1 Functional performance testing criteria Identify in plans and specifications the intended operation of all equipment and controls during all modes of operation, including interfacing between new and existing -to -remain systems PROJECT CLOSE OUT DOCUMENTATION Yes C103.6.3 Project close out documentation requirements Indicate in plans that project close out documentation is required including WSEC lighting compliance forms and calculations that document all interior and exterior lighting area and / or surface types, lighting power allowances and installed densities If "no" is selected for any question, provide explanation: End of Lighting, Motor & Transformer Permit Documents Checklist s biS. O3I RECEIVED CITY OF TUKWILA OCT 1 5 2018 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all RDi FOR ►i - • • i • II u • ML Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 MFLI-11-311M 2015 Washington State Energy Code Compliance '• ° ed Janua • 2017 Project Information Project Title: Tukwilla Fire Station 51 Date 9/ _8/18 Applicant Information. Provide contact information for individual who can respond to about compliance form information provided. quiries 1 BB2d Jg2ei. se Company Name: Company Address: City of Tukwila Applicant Name: r BUILDING DIVISION f App' icant Phone: Project Description New Building Building Addition Tenant Improvement System Retrofit No System Changes Briefly describe mechanical systems in the text box provided Total Bldg Performance (TBP) This path includes all mandatory provisions per C401.2 Option 2. +; MECH-SUM, MECH-CHK, and C407 Energy Analysis forms required. .r Load calculation summary MECH-LOAD-CALC Form Design Load Calculations Provide design load calculations for all mechanical systems and equipment serving the building heating, cooling or ventilating needs. If a load calculation summary is provided compliance information then the MECH-LOAD-CALC with the permit documents that includes all applicable form is not required. Forms (TBD) •r Mechanical Plans MECH-EQ Mechanical Schedules Indicate location of equipment compliance information. If provided on plans then MECH-EQ forms are not required, however, include on plans all applicable compliance information listed in MECH-EQ tables. (office, retail, education, library and fire station occupancies) r DOAS is required per C403.6 effective July 1, 2017 All occupied, conditioned areas shall be served by a DOAS that delivers required ventilation air in a manner that does not require space conditioning fan operation. Space conditioning fans cycled off when no heating or cooling is required. Dedicated Outdoor Air Ventilation provided via natural ventilation per 2015 IMC in lieu of DOAS (C403.6, Exception 1) System Requirements and ❑Ventilation and space conditioning provided by a HEVAV system per C403.7 in lieu of DOAS (C403.6, Exception 2) High Efficiency VAV Alternate DOAS included in project, although not required (occupancy not office, retail, education, library or fire station) DOAS related allowances included in project: Prescriptive vertical fenestration maximum area allowance increased to 40% per C402.4.1.4 with 100% of conditioned floor area in building served by DOAS. Exception to air economizer per C403.3 Exception 1, include MECH-ECONO form. provide heating andior cooling ,r Project includes HVAC air distribution systems that If yes, provide a MECH-FANSYS -SUM form. Fan Power ❑ For one or more systems, the total fan motor nameplate hp of all fans in HVAC system exceeds 5hp. If yes, provide a seperate MECH-FANSYS form for each HVAC system exceeding the 5 horsepower threshold. Refer to Section C403.2.11 and MECH-FANSYS-DOC for requirements and exceptions. HVAC Hydronic Systems ❑ Hydronic chilled water ❑ Water -loop heat pump .i No hydronic systems ❑ Hydronic heating water ❑ Geothermal .r C406.2 More efficient HVAC equipment and fan systems Requires 90% of heating and cooling capacity to be equipment listed in tables C403.2.3(1)-(9) or air -to -water heat pumps and heat recovery chillers. All equipment listed in tables C403.2.3(1)-(7) must be 15% more efficient than minimum requirements. All stand alone supply, return, and exhaust fans over 1hp must have FEQ z 71 and must be selected within C406 Additional Efficiency 10% of maximum total or static pressure. .r C406.6 Dedicated outdoor air system (DOAS) Options Mechanical - Requires 90% of conditioned floor area to be served by a DOAS per C403.6 that delivers required ventilation air in a manner that does not require space conditioning fan operation. C406.7 Reduced energy in service water heating Requires 90% of floor area be in occupancy types listed in C406.7.1 and that 60% of annual hot water energy use be provided by heat pump, waste heat recovery or solar water -heating systems. RECEIVED OCT 2 3 2018 BHC Consultants, LLC PERMIT CENTER 2015 Washington State Energy Code Cornpliance Forms for Commercial, R2 and R3 over 3 stories and all R1' ►rnIMMTIMITu MT • • MECH-SUM including R2 & R3 over 3 stories and all R1 Revised 2015 Washington State Energy Code Compliance Forms for Commercial Buildings January 2017 Service Water Heating Systems Equipment Type (s) Instantaneous No service water systems from space heat boiler or •i Hot water heating tank(s) boiler Distribution Type (s) Circulation System . Heat exchange g E On -demand Commissioning Commissioning is required for: C408.2Service water heating systems per C408.4 shall be performed for all applicable systems regardless of individual equipment capacity. requirements: of all mechanical space conditioning systems in the building do not exceed 240,000 Btu/h cooling or Mechanical systems commissioning not required. water heating system in building does not exceed 200,000 Btu/h. Service water heating not required. .r Mechanical systems per If required, commissioning Exceptions to commissioning Total output capacity 300,000 Btu/h heating. Capacity of largest service systems commissioning Low Energy and Semi -Heated Spaces (Note 6 and 7) Space Type Location in Plan(s) Space(s) Served Area Served, square feet Heating Capacity, Btu/h (Note 4) Cooling Capacity, Btu/h (Note 5) i'eax Space Conditioning Capacity, Btu/h-sf Compliance Check Notes Note 4 - Provide total installed heating output capacity of systems serving Low Energy or Semi -Heated space s) in btuh. Note 5 - Provide total installed cooling capacity of system serving Low Energy space(s) in Btu/h. Not allowed for semi -heated spaces. Enter 0 if no cooling. Note 6 - Refer to Section C402.1.1 Low Energy Building. lntalled peak space conditioning capacity, heating or cooling, may not exceed 3.4 Btu/h*sf. Note 7 - Refer to Section C402.1.1.1 and Semi -Heated Space definition in Chapter 2. Total heating output capacity may not exceed 8 Btu/h*sf. Only systems without electric resistance heating and no cooling are eligible for the wall insulation exception under semi -heated. 2015 Washington State Energy Code Compliance Forms for Comrnercial, R2 and R3 over 3 stories and all R1 - Page 4 of 18 Mechanical Permit Plans Checklist MECH-CHK Revised January 2017 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Project Title: Tukwilla Fire Station 51 Date 9/28/18 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (ves no.nal Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes Equipment Sizing, Performance and Type NA C403.1 Exempt process equipment Identify equipment to be used in manufacturing, industrial or commercial processes that do not provide space conditioning; identify provisions applicable to this equipment per C403.1 exception NA Yes C403.2.1 Load calculations Provide load calculations performed per ASHRAE Std 183 or equivalent, using design parameters per C302 and Appendix C; include load adjustments to account for energy recovery Attached Yes C403.2.2 Equipment and system sizing Indicate that output capacities of heating and coding equipment and systems are no greater than the smallest available equipment size that exceeds the calculated loads; note exceptions taken Attached Yes C403.2.3 C403.2.3.2 C403.2.13.1 HVAC equipment performance requirements efficient ( y) Provide equipment schedules on plans or complete MECH-EQ forms indicating type, capacity, rated and WSEC minimum efficiencies for all heating and coding equipment; include supply and OSA cfms and operating hours for all air systems; identify heating and cooling equipment that does not have a c nrresoondino WSFC minimum efficiency (manufacturer rated) M003 Yes C405.8 C403.2.14 Electric motor efficiency List all motors >_ 1/12 hp (that are not integral to a rated piece of equipment) in the mechanical or electrical equipment schedules on plans; indicate hp, rpm, number of poles and rated efficiency, or exception applied NA For fractional hp motors (1/12 - 1 hp), indicate whether they are an electronically commutated motor, have rated efficiency of at least 70%, or exc Lion taken NA Yes C403.2.11.1 Fan power limitation For all HVAC fan systems that provide heating and / or cooling, provide system total nameplate hp in MECH-FANSYS-SUM form See Fansys For all applicable HVAC systems with total fan motor hp> 5hp, verify fan system motor hp or bhp complies with fan power limits per equations in Table C403.2.11.1(1), provide MECH-FANSYS form for each system See Fansys Yes C403.2.11.2 Motor nameplate hp For all applicable HVAC systems with total fan motor hp> 5hp, indicate fan motors specified are the smallest available motor hp size greater than fan bhp, note exceptions taken MO.3 Yes C403.2.11.3 Fan efficiency For all applicable HVAC systems with total fan motor hp> 5hp, identify in equipment schedule all fans required to comply with fan efficiency grade and indicate rated FEG is z 67, or exception taken; indicate these fans are sized so total efficiency is within 15% of the fan maximum total efficiency MO.3 NA C403.2.11.4 Group R occupancy exhaust fan efficacy For all exhaust fans < 400 cfm in Group R occupancies, indicate in equipment schedule the fan flaw rate and efficacy (cfm/watt), or exception taken; refer to Table C403.2.11.4 (CE-57) NA Yes C403.2.13 Variable flow capacity - fans For fan motors z 7.5 hp, indicate method of variable flow contrd (VSD or equivalent method) in equipment schedule, or exception taken; for equivalent method for an HVAC system refer to HVAC System Controls for additional requirements NA NA C403.2.3 Maximum air cooled chiller capacity For chilled water plants and buildings with > 500 tons of coding rapacity, indicate air -coded chiller capacity is <_ 100 tons, or exception taken NA NA C403.4 Large capacity coding systems For buildings with >_ 300 tons of cooling capacity, indicate method of multi -stage or variable capacity control (VSD, multiple staged compressors, or max capacity of any single unit < 66% of the total) NA NA C403.2.3.1 Non-standard water-cooled centrifugal chillers For water-cooled centrifugal chillers not designed for operation at standard conditions, provide calculations documenting maximum full load and part load rated equipment performance requirements NA NA C403.2.13.1 C403.4.3.2 Centrifugal fan open -circuit cooling towers For open -circuit centrifugal fan coding towers with z 1,100 gpm capacity, indicate coding towers comply with efficiency requirements for axial fan open circuit coding towers NA NA C403.4.2 C403.4.2.5 Large capacity boiler systems For single boilers with > 500,000 Btu/h capacity, indicate multi -stage or modulating burner NA For boiler system (single or multiple) with > 1,000,000 Btu/h capacity, indicate turndown ratio per Table C403.4.2.5 and method (multiple single input boilers, modulating boilers, or combination) NA C403.2.13 Variable flow capacity - pumps For pump motors z 7.5 hp, indicate method of variable flow control (VSD or equivalent method) in equipment schedule, or exception taken; for equivalent method for a hydronic system refer to Hydronic System Controls for additional requirements NA C403.2.3 Gas and oil -fired forced air furnace and unit heaters For forced air furnaces with capacity z 225,000 Btu/h and all unit heaters, indicate in equipment schedule intermittent ignition or IID, flue or draft damper, and rated iacket loss NA NA C403.2.4.8 Combustion heating equipment For combustion heating equipment with output capacity > 225,000 Btu/h, indicate modulating or staged combustion contra NA Yes C403.2.3.3 Packaged electric heating / cooling equipment Verify all packaged electric equipment with > 6,000 Btu/h cooling capacity and any amount of heating is a heat pump; include in equipment schedules M003 NA C403.2.12 Heating outside a building Indicate systems providing heating in non -enclosed outdoor occupied spares are radiant systems; refer to HVAC System Controls for additional requirements NA NA C403.2.7.1 Kitchen exhaust hoods Indicate on plans the type, duty and exhaust air rate of each kitchen hood, refer to HVAC' System Controls for additional requirements NA Yes C403.2.4.3 Outdoor supply air, exhaust and relief dampers Indicate locations of OSA intake, and exhaust and relief outlet dampers on plans; indicate whether dampers are Class 1 motorized, or gravity and exception taken (include leakage rating, cfm/sf); refer to HVAC System Controls for additional requirements for OSA dampers M501, M502, M701 NA C403.2.4.3 Return air dampers Indicate locations of return air dampers that are integral to economize operation; verify dampers are motorized; indicate whether dampers are Class 1, or within packaged equipment eligible for leakage rating exception (include leakage rating, cfm/sf) NA NA C403.2.4.3 Stairway and shaft vent dampers Indicate location of stairway and shaft vent dampers on plans; verify dampers are Class 1 motorized; refer to HVAC System Controls for additional requirements NA NA C403.2.4.4 Zone isolation dampers For systems serving areas > 25,000 sf or spanning more than one floor, that include areas that are expected to be occupied non -simultaneously; identify isolation zone areas on plans and locations of associated isolation dampers in HVAC distribution system; refer to HVAC System Controls for additional rerniirement5 NA NA C403.2.3.4 Humidification For cooling systems with humidification equipment that are also required to have air economizer, indicate humidifier is adiabatic (direct eveoigfative or foci atomization) or excention taken NA Additional Efficiency Package Option, More Efficient HVAC Equipment & Fan Performance - Must comply with all 3 provisions to be eligible NA C40621 C403.2.3 HVAC system selection To comply with additional efficiency package option, calculate the percentage of heating and cooling equipment in the project (based on output capacity) that do not have a corresponding WSEC listed efficient shall be less than 10% to com NA NA C406.2.2 C403.2.3 Minimum equipment efficiency To comply with additional efficiency package option, indicate that all listed heating and cooling equipment have a rated efficient that exceeds WSEC listed efficiency by at least 15% NA NA C406.2.3 C403.2.11.3 Minimum fan efficiency To comply with additional efficiency package option, indicate rated FEG of stand alone fans is z 71; indicate these fans are sized so the fan efficiency at design conditions is within 10%of the maximum total NA HVAC System Controls Indicate locations of thermostatic and humidity control devices and the zones they serve on plans, ncludingperimeter system zones M501, M502 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 5 of 18 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Comdiance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Tukwilla Fire Station 51 Date 9/28/18 The fdlowing 'nformation is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (ves.no.nal Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes Yes C403.2.4.1 Thermostatic controls thermostats and hum ( )applies Where adjacent (neighboring) zones are controlled by separate thermostats (including perimeter systems used to offset heat gain or loss), and are connected by permanent openings > 10% of either zone M501, M502 sf area, indicate controls configured to prevent adjacent zones from operating in conflicting modes (one in heat, other in cool); to adjacent perimeter zones, adjacent nonperimeter zones, and adjacent If applying Exception 2 to nonperimeter zones adjacent to perimeter zones, indicate that setpoints and deadband settings in these zones are coordinated so coding in a nonperimeter zone does not occur until the temperature in that zone is 5°F higher than the adjacent perimeter zone temperature in heating M501, M502 NA C403.2.4.1.1 Heat pump supplementary heat Indicate staged heating operation with compression as the first stage of heating and supplemental heating controlled with outdoor lock -out temperature set to 40°F or less NA Yes C403.2.4.1.2 Deadband Indicate zone thermostatic controls configured with 5°F minimum deadband for systems that control both heating and coding NA C403.2.4.1.3 Setpoint overlap restriction (thermostats) If separate heating and cooling systems with separate thermostatic contrd devices are used to serve a zone, indicate locations of both thermostatic control devices and the zone they serve on plans NA Indicate a limit switch, mechanical stop or DDC control with programming to prevent simultaneous heating and coding NA NA C403.2.4.2 C403.2.4.2.1 C403.2.4.2.2 Automatic setback and shutdown Indicate zone thermostatic controls configured with required automatic setback and manual override functions, setback temperatures, and control method (automatic time clock or programmable controls); note exceptions taken NA NA C403.2.4.2.3 Automatic (optimum) start Indicate system controls that adjust equipment start time required to bring each area served up to design temperature lust prior t0 scheduled occupancy NA C403.2.4.3 Outdoor supply air dampers Indicate automatic controls configured to close OSA damper during unoccupied equipment operation; not including economizer cooling, night flush or IMC required OSA / exhaust NA C403.2.4.3 dathr lnrpers way and shaft vent Indicate method of activation of stairway and shaft vent dampers (fire alarm or interruption of power) NA NA C403.2.4.4 Zone isolation controls For systems serving areas > 25,000 sf or spanning more than one floor, that include areas that are expected to be occupied non -simultaneously; indicate controls that allow for independent space conditioning of isolation zones; or exception taken NA NA C403.2.12 Heating outside a buildingIndicate occupancy sensing or timer switch controls configured to automatically shut off heating system when area served is unoccupied NA NA C403.2.4.5 Snow melt systems Indicate automatic controls configured to shut off system when pavement temperature exceeds 50°F and no precipitation is falling, and when outdoor air temperature exceeds 40°F NA NA C403.2.4.6 Freeze protection system controls Indicate automatic controls to shut off system when outdoor temperature exceeds 40°F, or conditions protect fluid from freezing NA NA C403.2.4.9 Group R1 hotel / motel guest roans For hotels and motels with over 50 guest rooms, indicate automatic controls serving guest rooms that are capable of setback (heating) and set-up (coding) of temperature setpoint by at least 5°F; indicate control method - activated by roam entry or occupancy sensor NA 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 6 of 18 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Comoliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Tukwilla Fire Station 51 Date 9/28/18 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (ves no nal Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes NA C403.2.4.10 C403.2.4.11 Group R2 / R3 dwelling units, GroupR2 sleepingunits For primary space conditioning system, indicate 5-2 programmable thermostats capable of two setback periods per day; for all thermostats indicate purpose (heating only, cooling only, or both), required temperature range and at minimum a 10°F deadband; or exception taken NA Yes C403.2.6 C403.2.11.4 Ventilation Indicate method of ventilation air delivery (natural or mechanical) for each zone If mechanically delivered, indicate that systems are configured to provide not more than 150% of, but at least the minimum required volume of outdoor air to each zoneIMC, ASHRAE 62.1 or other e9 per applicable code WAC, OSHA, etc); or exception taken M5.1 M5.1 If delivered via natural ventilation, identify required elements per IMC including minimum openable area to the outdoors or qualifying adjoining spaces NA NA C403.2.6.2 Demand controlled ventilation Identify spaces > 500 sf with occupant load > 25 people/1,000 sf per IMC; for each space indicate whether it is served by an HVAC system with total design OSA > 3,000 cfm, and / or the system has airside economizer or automatic modulating OSA damper; indicate OSA controls are configured to provide demand controlled ventilation otnroyjdylpnnrtino documentation for aodied exception NA NA C403.2.6.3 Occupancy sensors For gyms, classrooms, auditoriums and conference rooms > 500 sf, indicate occupancy -based OSA control when space is unoccupied and method (closes OSA damper or shuts -off equipment); or alternate means provided to automatically reduce OSA when space is partially occupied NA NA C403.2.6.4 C403.2.6.4.1 Enclosed loading dock ventilation For enclosed loading docks, indicate ventilation / exhaust system method of activation (gas detection NA system for CO and NO2, or occupancy sensors), and control method (staged or modulating) NA C403.2.6.4 C403.2.6.4.2 Enclosed parking garage ventilation For enclosed parking garages, indicate ventilation / exhaust system activated by gas detection system for CO and NO2, and control method (staged or modulating); or exception taken NA NA C403.2.7.1 Kitchen exhaust hoods Provide calculations that show a balanced accounting of total kitchen exhaust (include all hoods) with % of: supply air, transfer air from adjacent spaces, and make-up air; if applicable, indicate that direct make - up air to each hood does not exceed 10% of hood exhaust For kitchens with total hood exhaust exceeding 2,000 cfm, indicate exhaust air rate per Table C403.2.7.1 and compliance method (DCV, energy recovery, or transfer air that would otherwise be exhausted) NA NA NA C403.2.7.2 Laboratory exhaust systems Refer to Systems Requiring Energy Recovery for requirements NA Yes C403.2.13 Variable flow capacity - HVAC system fans For HVAC fan motors a7.5 hp, indicate method of variable flow contrd (VSD, or equivalent control method that reduces design air volume by 50% at 1/3 static design pressure); note exception taken NA NA C403.3.1 DX air handler variable cooling contrd (Under Integrated Economizer) For DX air handlers with economizer and cooling capacity >_ 65,000 Btu/h, indicate number of cooling stages provided and method (multiple compressors and / or variable speed compressors); indicate minimum displacementjca_pacity reduction as % of full load Indicate control method (cooling capacity controlled in response.-. to temperature, space temperature controlled by modulating supply airflow, or both) NA NA Yes C403.2.11.5 Fan airflow control For DX air handling units with cooling capacity >_ 65,000 Btwh and evaporative and chilled water air handling units with fan .a 0.25 hp, indicate whether system is single zone or multiple zone and related control method (coding capacity controlled in response to space temperature, space temperature is controlloiN modulatinasunalx.airflcococtopthl For mechanical cooling systems (includes DX and chilled water coils) that control cooling capacity in response to space temperature - Provide a minimum of two stages of fan control; indicate minimum fan speed is s 66% of full speed drawing s 40% of full speed fan power during periods of low cooling or NA NA a mec rnca ng systems Inc odes and c i I water cods t contr space temperature by modulating airflow (in lieu of, or in addition to, controlling capacity in response to space temperature) - Provide fan controls for modulating supply airflow; indicate minimum fan speed is s 50% of full speed drawing < 30% of full speed fan power during periods of low cooling or ventilation only; or exception taken NA C403.2.4.12 DDC system capabilities Provide central and zone level DDC controls as required based on system application, capacity or size thresholds and other qualification per Table C403.2.4.12.1 Identify all DDC system input / output control points; indicate capability for trending and graphical display Ducting Systems Yes C403.2.8.1 C403.2.8.3 Duct construction Indicate on plays that all ductwork is constructed and sealed per IMC M001 For OSA ductwork, also indicate on plans that ductwork meets air leakagerequirements per C402.5 and P e9 va or retarder re uirements er the IBC M001 Yes C403.2.8.3 Duct pressure classifications Identify location of low, medium and high pressure ductwork on plans M501, M502 NA C403.2.8.3.3 High pressure duct leakage test Indicate high pressure duct leakage testing requirements on plans; provide test results to jurisdiction when can eted NA 2015 Washington State Energy Code Compliance Forms for Comrnercial, R2 and R3 over 3 stories and all R1 - Page 7 of 18 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings indudino R2 & R3 ove- 3 stories and all R1 Revised January 2017 Project Title: Tukwilla Fire Station 51 Date 9/28/18 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable (ves no nal Code Section Code Provision _ Information RegJi red - Must be in permit documents Location in Documents Building Department Notes Yes C403.2.8.1 C403.2.8.2 Duct insulation For supply and return ductwork located in unconditioned space or outdoors, indicate R-value of insulation on ductwork on plans; identify climate zone. note exceptions taken For supply ductwork located in conditioned space, identify if design supply temperature is < 55°F or >4 105°F and indicate R-value of insulation on this ductwork on plans; note exception taken For OSA ductwork, shafts and plenums, indicate R-value of insulation on these elements on plans per e exception taken M001 M001 M001 Piping Systems Yes C403.2.9 Piping insulation Indicate design temperature range of fluid conveyed in piping and thickness of insulation (in inches) on hydronic piping dans; or exception taken M001 C403.2.9.1 Piping insulation exposed toYes weather Indicate method of Protection of pipeinsulation from damage/ degradation on hydronic piping plans NA Economizers NA C403.3 Air economizer required Identify in equipment schedules on plans or in MECH-EQ forms all cooling systems requiring air economizer controls NA NA Provide MECH-ECONO form indicating systems utilizing air economizer exceptions, including those with water -side economizer in lieu of air economizer; indicate on plans eligible exception(s) taken and measures to comply with exception(s) NA C403.3.1 Integrated economizer operation - air and water Indicate air and water -side economizers are configured for partial cooling operation even where additional mechanical cooling is required to meet the load NA NA C403.3.2 Economizer heating system impact - air and water Verify contrd method of HVAC systems with economizers does not increase building heating energy usage during normal operation NA NA C403.3.3.1 Air economizer capacity Indicate modulating OSA and return air darnpers are configured to provide up to 100% OSA for cooling NA NA C403.3.1 C403.3.3.2 Integrated air economizer Verify mechanical cooling contrds are interlocked with air economizer controls so the outside air damper remains in 100% open position when mechanical coding is also required to meet the coding load, until the leaving air temperature is < 45°F NA For systems with codingcapacity > 65,000 Btu/h, verifythat control of economizer y caps ty _ dampers is not based only on mixed air temperature; or exception taken NA NA C403.3.3.3 Air economizer high limit controls Indicate high limit shut-off control method and required high limit per Table C403.3.3.3 NA NA C403.3.4.1 Water economizer capacity For eligittle systems where water -side economizer may be provided in lieu of air economizer, indicate system is capable of 100% design coding rapacity at 50°F db / 45°F wb OSA temperatures NA NA C403.3.4.2 Water economizer maximum pressure drop Indicate pressure drop across precooling coils and heat exchangers in water economizer system do not exceed pressure drop limit NA NA C403.3.1 DX air handling equipment cantrd For DX air handlers with economizer and cooling capacity z 65,000 Btu/h, refer to HVAC System Controls for requirements NA NA C403.2.4.7 DX equipment economizer fault detectinn and diaannsties For DX air handlers with economizer and cooling capacity >_ 54,000 Btu/hh, provide a fault detection and dinnmstics (FDDI system to modiaLecroonmi7er system rx,eration and rem -xi faults NA Systems Requiring Energy Recovery NA C403.5.1 Energy recovery (ER) - ventilation / exhaust sstems For systems with design OSA> 5,000 cfm, or design supply air cfm and % OSA exceeding the values in Tables C403.5.1(1) or (2), indicate exhaust air ER method; or exception taken with supporting calculations NA For rooms served by multiple systems with aggregate design OSA> 5,000 cfm, or aggregate design su pply apply air cfm and % OSA exceeding the values in Tables C403.5.1(1) or (2), indicate exhaust air ER method; or exception taken with supporting calculations Indicate ER rated effectiveness that increases OSA enthalpy by z 50% based on delta between OSA and return air enthal .ies at deli. conditions NA NA NA C403.2.7.2 Laboratory exhaust systems (energy recovery) For buildings with total lab exhaust > 5,000 cfm, indicate method of energy recovery used to pre -condition laboratory make-up air; ER effectiveness (min 25°F); or alternative method per exception (VAV exhaust, semi -conditioned mak- . or CERM calculation) NA NA C404.10.4 (under C404.11) Pods and permanent spas exhaust systems (energy recovery) For buildings with pools or spas with water surface area > 200 sf, indicate exhaust air ER method and use of waste heat (preheat ventilation airtpod water or service hot water). or exception taken Indicate ER system has the rated effectiveness and is configured to decrease the exhaust air temperature at des. conditions b z 36°F NA NA NA C403.5.2 Energy recovery - steam condensate systems For buildings with on -site steam heating systems, indicate condensate water ER NA For buildings that use off -site generated steam where condensate is not returned to the source, indicate g on -site condensate water ER NA 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 8 of 18 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Comdiance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Tukwilla Fire Station 51 Date 9/28/18 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable Code Section Code Provision Information Required Must be in documents Location in Building Department (vas no.nal - permit Documents Notes For buildings with food service, meat or deli departments that have z 500,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate condenser ER and use of captured energy (service water heating, space heating, or dehumidification reheating) NA C403.5.3 Energy recovery - coder /freezer condensers F............. ._..... For buildings with z 40,000 sf conditioned floor area and with z 1,000,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate condenser ER and use of captured energy for service water heating and also for space heating, or dehumidification reheating NA NA For buildings with 24-hour operation and with > 1,500,000 Btu/h of heat rejection capacity and design NA C403.5.4 Energy recovery - condenser systems service hot water load > 250,000 Btu/h, indicate condenser ER to pre -heat service water; or exception taken. Provide calculations showing the amount of recovered heat that is utilized (60% of peak heat NA 1 E) Hydronic System Controls For hydronic system pump motors z 7.5 hp, indicate method of variable flow contrd (VSD or equivalent C403.2.13 Variable flow control - method that requires z 30% design wattaiae 50% design fluid flow); note exception taken NA C403.4.2.7 hydronic system pumps Identify whether hydronic coils have DDC contrds and associated manner of pump speed cortrd (differential pressure, zone hydronic demand, etc) NA For boilers that provide building heating, indicate controls that provide heating water temperature setback based on outdoor temperature NA For heating and chilled water systems z 3C0,000 Btu/h, indicate systems are configured to automatically C403.2.5 Hydronic system setback and reset supply water temperature based upon demand; or exception taken. C403.4.2.4 part load controls If system pump motor hp z 3 hp, also indicate controls automatically reduce flow by z 50%. For chilled water systems (z 300,000 Btu/b, pump motor hp z 3 hp) that serve water-cooled unitary air conditioners, indicate VSD or staged pumps in chilled water system and heat rejection loop that reduce pump flow so that one control valve is nearly wide open, or to maintain a minimum differential pressure; or exception taken NA NA C403.4.2 Boiler sequencing Indicate automatic contrds that sequence operation of multiple boilers NA C403.4.6 Hot gas bypass limitation For cooling equipment with hot gas bypass, provide either multiple step unloading or continuous capacity modulation; indicate bypass capacity per Table C403.4.6 NA NA C403.4.2.2 Two -pipe changeover systems Indicate changeover deadband (min 15°F), heating / coding mode scheduling and changeover temperature range (limit30°F) NA C403.4.2.6 Chiller / boiler plant pump isolation Indicate contrds are configured to automatically reduce overall plant flow and shut-off flow through individual chillers and boilers when not in use C403.2.13.1.1 For cooling towers with fan motors z 7.5 hp, indicate VSD and method to adjust fan speed (adjusted NA C403.4.3.1.1 Heat rejection equipment -, based on leaving fluid temperature or condenser temperature /pressure of heat rejection device) NA C403.4.3.1.2 variable flow control For multiple -cell heat rejection equipment with VSD, indicate contrds that ramp all fans in unison NA NA C403.4.3.3 Heat rejection equipment - cooling tower flow turndown Indicate open -circuit cooling towers with multiple pumps or VSD control are designed so all cells can be run in parallel NA NA C403.4.2.3.1 Water loop heat pump - deadband Indicate capability of central equipment to provide minimum 20°F water supply temperature deadband between heat rejection and heat addition modes; or exception taken NA NA C403.4.2.3.2.1 Water loop heat pump - heat rejection equipment, Zone 4 Indicate type of coding tower (open- or closed-circuit) in equipment schedule; indicate method used to limit system heat loss when heat rejection is not neededNA NA C403.4.2.3.2.2 Water loop heat pump - heat rejection equipment Zone 5 For open- or closed-circuit coding towers, provide a heat exchanger that separates the cooling tower and heat pump loop NA NA C403.4.2.3.3 Water loop heat pump - isolation valves For hydronic heat pump systems with total system power > 10 hp, indicate 2-way isolation valves on each heat rxemn and variable flew system control NA Dedicated Outdoor Air Systems (DOAS) - Optional through 6/30/16, Prescriptive 7/1/2016 For buildings with office, retail, education, library and fire station spaces, identify these spaces on plans; C403.6 indicate that ventilation air in each occupied space is provided via a DOAS system; or document NA C403.6.3 Dedicated outdoor air systems eption pr ty; taken (buildings complying with C402.4.1.4 or compliance with C403.6.3Im Impracticality; or exc M501, M502 Energy recovery ventilation For all DOAS systems, indicate exhaust air ER method; or exception taken with supporting calculations. NA C403.6.1 with DOAS Indicate ER rated effectiveness that increases OSA enthalpy by z 50% based on delta between OSA and return air enthal ies at des i n conditions. M002 NA C403.6.2 Heating / coding system contrds with DOAS Indicate equipment associated with the delivery of zone level heating and cooling (fans, hydronic pumps, primary air dampers, etc) are configured to shut off, and central equipment is configured to turn down, when there is no call for heating or coding in the zone they serve If applying Exception to heating / codingfans used for air mixingin the space during deadband periods, include fan watts cfm in uj ent schedule M002 NA 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 9 of 18 Mechanical Permit Plans Checklist MECH-CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Tukwilla Fire Station 51 Date 9/28/18 The following'nformation is necessary to check a permit application for compliance with the mechanical systems andl equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable Ives no nal Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes NA C402.4.1.4 C403.6 Increased prescriptive maximum vertical fenestration area with DOAS Indicate that all occupied, conditioned spaces are served by a DOAS per C403.6 NA Additional Efficiency Package Option, Dedicated Outside Air Systems (DOAS) NA C406.6 Building provided with DOAS To comply with additional efficiency package option, indicate that 90% or more of all occupied, conditioned spaces are served by a DOA,^, rx.r. C403 6 M502 Multiple Zone Air Systems NA C403.4.4 Air systems serving mu tiple zones Identify supply air systems serving multiple zones and the zones they serve on plans; indicate whether system is VAV and method of primary air control; or provide supporting documentation for applied exception to VAV NA NA C403.4.4 VAV systems serving multiple zones Provide equipment schedules on plans or MECH-EQ form that list all VAV air terminals and types For each air terminal include: maximum airflow rates for primary supply air during zone peak heating and zone peak coding; maximum airflow during reheating, recoiling or mixing; minimum airflow rate to maintain required ventilation, and the basis for these values; if IMC or ASHRAE 62.1 multiple zone equation is hasis fur minimum flow rates, provide calci ation nn dans NA NA NA' C403.4.4.1 Single duct VAV terminal units Indicate single duct terminal units are configured to reduce primary supply air before reheating or retooling NA NA C403.4.4.2 Dual duct systems - terminal units For systems with separate warm air and cod air ducts, indicate terminal units are configured to reduce the flow from one duct to minimum before mixing with air from the other duct NA NA C403.4.1.1 C403.4.1.2 VAV system static pressure sensors - sensors and DDC set points Indicate locations of duct static pressure sensors on plans; include at least one sensor per major duct branch; verify controller setpoint pressure at each sensor is s 1.2 inch w.q. NA For systems with zone level DDC, indicate controls are configured to monitor zone damper positions and reset static pressure setpoint based on the zone requiring pressure; include control most I c that �1O P °� automatically detects and generates an alarm if any zone excessively drives reset logic, and allows es buitdina operators to exclude Tonfrom rc,eset Ioni NA NA C403.4.4.3 Multiple -zone VAV system ventilation optimization c:ontrds For systems with zone level DDC controls, indicate controls are configured to automatically reduce NA outdoor airflow in response to changes pots in system ventilation efficiency; or exception taken NA C403.4.4.4 VAV system supply air reset Indicate controls automatically reset supply air temperature in response to building loads or outdoor air temperature or exnentinn taken NA Multiple Zone HVAC Systems, High Efficiency VAV - Required for systems utilizing C403.6 DOAS Exception 2, must comply with all 16 provisions NA C403.7, Item 1 Air economizer Indicate system is configured for 100% aireconomizer operation and complies with all related economizer requirements per C403.3 (without economizer exceptions) NA NA C403.7, Item 2 Direct digital controls (DDC) Provide DDC controls for all components of system; identify all DDC system input / output control points; indicate capability for trending and graphical display NA NA C403.7, Item 3 Outdoor airflow measurement and reduction For systems with minimum OSA> 2,500cfrn, indicate outdoor airflow monitoring station that measures OSA intake under all load conditions; indicate control sequence that increases or reduces system OSA NA cfm based on VAV terminal feedback of ventilation efficiency (per C403.4.4.3 without exceptions) or DCV (ner C403 2 ft 21 NA C403.7, Item 4 Supply airflow measurement For systems with minimum OSA> 2,500 cfrn, indicate supply airflow monitoring station capable of measuring supply air delivered to VAV terminals under all load conditions NA NA C403.7, Item 5 Zone isolation and maximum area served Verify maximum area served by a single HEVAV system is 5 50,000 sf, or one entire floor, whichever is greater; in addition if a system serves > 25,000 sf, that includes areas that are expected to be occupied non -simultaneously, indicate zone isolation controls per C403.2.4.4 NA NA C403.7, Item 6 Interior / exterior zone design supdv air temperature Verify that VAV terminals serving interior coding driven loads are sized per design supply ar temperature that is 5°F higher than VAV terminals serving exterior zones NA NA C403.7, Item 7 Maximum air terminal inlet velocity Identify air terminals with minimum primary airflow setpoints > 50% of maximum setpoint in equipment schedule or MECH-EQ form; indicate air terminal inlet velocity does not exceed 900fpm NA NA C403.7, Item 8 Sequence of operation Indicate DDC sequences of o system y Peredion are designed and configured per ASHRAE GPC 36 NA NA C403.7, Item 9 Maximum allowable system brake horsepower Verify fan system bhp is 590% of the bhp limit per Option 2 equation in Table C403.2.11.1(1), provide MECH-FANSYS form for each system NA NA C403.7, Item 10 Fan -powered terminal unit motor and control Indicate all series and parallel terminal fans have electronically commutated motors; indicate DDC control system is configured to vary air terminal fan speed as a function of the load; indicate fan speed during periods of low heating, low coding, or ventilation only is <_ 66% of peak design air flow or provide su000rtina documentation for oiled exception moiled NA 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 10 of 18 Mechanical Permit Plans Checklist MECH-CHK Revised January 2017 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Project Title: Tukwilla Fire Station 51 Date 9/28/18 The following Energy Code, information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Commercial Provisions. Applicable (ves.no.na) Code Section Code Provision Information Required - Must be in permit documents Location in Documents Building Department Notes NA C403.7, Item 11 Application of single duct and fan -powered terminal units Indicate VAV terminal types on plans; verify fan -powered terminal units only serve perimeter zones with envelope loads; verify all other zones are served by single duct terminal units NA NA C403.7, Item 12 Fan powered terminal unit primary air reset Indicate DDC controls are configured to automatically reset the primary supply air cfm setpoint of all fan - powered terminal units to the minimum required to maintain ventilation during occupied heating or deadband, based upon the VAV air handling unit OSA ventilation fraction NA NA C403.7, Item 13 High occupancy space controls For spaces > 150 sf with occupant density >_ 25 people / 1000 sf, indicate space is served by a dedicated terminal unit with DCV control that resets terminal unit ventilation setpoint; also indicate occupancy sensor control that automatically reduces -minimum ventilation to zero and sets back room heating and cod ina setooi nts by >_ 5°F NA NA C403.7, Item 14 Dedicated HVAC systems For server, electronic equipment, telecom or similar spaces with coding loads > 5 W/sf, indicate spaces are served by independent H VAC systems that are separate from HPVAV systems serving rest of building; indicate dedicated HVAC systems have air economizer controls or energy recovery per C403.3 Exception 9 NA NA C403.7, Item 15 Central plant efficiency Indicate whether systems are served by a high efficiency heating water plant, or a high efficiency chilled waterjJlant NA If complying via high efficiency heating water plant: Indicate all VAV terminals have hydronic heating coils served by heating water system with either gas -fired boiler(s) with thermal efficiency >_ 90%, air -to -water heat pumps, or heat recovery chillers If complying via high efficiency chilled water plant: Indicate all VAV air handlers have cooling coils served by chillers with rated IPLV efficiency that exceeds WSEC listed IPLV by at least 25% per Table C403.2.3(7) (note water -coded IPLV is max, all others are min); indicate smallest chiller or compressor in plant is 5 20% of total plant capacity, or provide thermal storage sized for <_ 20% oriole] plant capacity NA NA NA C403.7, Item 16 Fault detection and diagnostics Indicate DDC system includes a fault detection and diagnostics (FDD) system configured to monitor operation and provide fault reporting of required parameters for all VAV air handlers and VAV air terminal nits in the HPVAV svetem NA HVAC Equipment Energy Use Metering Yes C409.3.1 HVAC equipment energy use metering For new buildings > 50,000 sf and building additions > 25,000 sf, verify energy use metering of all equipment used to provide space heating and coding, dehumidification and ventilation will be provided ner C409. indicate enuenment eligible for exception NA Documentation and System Specific Requirement To Support Commissioning Yes C408 2 Scope of mechanical systems commissioning Indicate that all mechanical systems, equipment, and controls for which the WSEC requires control functions and / or configuration to perform sific functions are required to be commissioned M001 For buildings with >_ 240,000 Btu/h total output coding capacity or >_ 300,000 Btu/h total output heating capacity, indicate that all mechanical systems regardless of individual capacity are required to be commissioned; or provide building heating / cooling capacity calculation demonstrating eligibility for exception M001 Yes C403.2.10 C4081 1 C408.1.2 C408.1.4.2 C103.6 Commissioning requirements in construction documents Indicate in plans and specifications that Cx per C408 is required for all applicable mechanical systems; Include general summary with at a minimum of Items 1 thru 4 of the Cx plan per C408.1.2 including: narrative description of activities, responsibilities of the Cx team, schedule of activities including verification of project close out documentation per C103.6, and conflict of interest plan (if required); M001 M001 Include in general summary that a Cx project report or Compliance Checklist (Figure C408.1.4.2) shall be completed by the Certified Cx Professional and provided to the owner prior to the final mechanical inspection. M001 Yes C408.2.2 Air system and hydronic system balancing Indicate in plans that air and fluid flow rates shall be tested and balanced within the tolerances defined in the specifications; indicate systems shall be balanced in a manner to first minimize throttling losses, then adjusted to meet design flow conditions M001 Yes C408.2.2.1 Air system balancing devices Indicate devices that provide the capability to balance all supply air outlets, zone terminals and air handling equipment requiring system balanm M001 Yes C408.2.2.2 Hydronic system balancing devices Indicate devices that provide the capability to isolate, balance and measure flow across all hydronic equipment requiring system balancing including heating and cooling coils and pumps M001 Yes C408.2.3 Functional performance testing criteria Identify in plans and specifications the intended operation of all equipment and controls during all modes of operationincludina interfacirta between rbew and existinn-tn-remain systems M001 Project Close Out Documentation Yes C103.6 Documentation and project close out submittal requirements Indicate in plans that project close out documentation and training of building operations personnel is required for all mechanical corn ponents, equipment and systems governed by this code; indicate close out documentation shall include: record documents, O&M manuals, applicable WSEC compliance forms M001 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 11 of 18 Service Water Heating Pr rmit Plans Checklist SWH-CHK Revised January 2017 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Project Title: Tukwilla Fire Station 5'1 Date 9/28/18 The following information is necessary to check a permit. application for compliance with the mechanicial :systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicade Eves no nal Code Section Code Provision Information Required- Must be in permit documents Location in Documents Building Department Notes Equipment Sizing, Perfo mance and Type Yes C404.2 SWH equipment type and efficiency Provide equipment schedule on plans indicating type and capacity; indicate efficiency complies with required federal standard MO.2 NA C404.2.1 High input -rated SWH systems For individual SWH equipment serving an entire building with 1,000,000 Btu/h capacity, indicate thermal efficiency z 90%; or exception taken For buildings with aggregate capacity of all SHW equipment 1,000,000 Btu/h (exclude < 100,000 Btu/h equipment from threshold calculation), indicate average capacity weighted thermal efficiencylz 90%; or exception taken NA NA If applying Exception 1 for site -solar or site -recovered energy, provide calculations and source of annual service water heating energy use estimate NA C404.4 Heat traps Indicate piping connected to equipment have heat traps on supply and discharge Spec C404.5 Insulation under electric water _neater For electric water heaters located in unconditioned spaces or on concrete floors, indicate R-10 insulation under eauioment Spec Piping Systems Yes C404.6 Insulation of piping Indicate thickness of piping insulation on plans per Table C403.2.9; verify insulation is provided - from the water heater to the final fixture in a line, from the inlet / outlet piping at water heater to heat trap (up to 8 feet and on in that is heat traced' note exceptions taken MO.1 NA C404.3 Efficient SWH supply piping Indicate method of compliance on plans for all piping runs connecting service hot water source to hot water fixture (maximum pipe length or maximum pipe volume method per Table C404.3.1); provide n the total tenth and / or vol r me NA Service Water Heating System Controls Yes C404.7.1 C404.8 Heated -water circulating systems For circulation systems with dedicated return piping, indicate controls are configured to automatically start pump based on demand for hot water and shut-off pump when there is no demand and when the desired water temperature is met For circulation systems with cold water supply piping serving as the return, indicate controls are configured to automatically start pump based on demand for hot water and shut-off pump when there is no demand, or when temperature of water entering the cold water supply pipe is z 104°F Spec Spec NA C404.7.2 Heat trace system controls For heat trace systems provided to maintain temperature of service hot water in piping, indicate contrds are configured to de -energize system when there is no demand for hot water and when the desired water temperature is met NA NA C404.7.3 Controls for hot water storage For systems with separate water heater and storage tank, indicate controls are configured to limit operation time of pump after end of heating cycle to <_ 5 minutes NA NA C403.2.13 C403.4.2.7 Variable flow control - pumps For SWH, pool / spa and pressure boosting pump motors z 7.5 hp, indicate method of variable flow control (VSD or equivalent method that requires z 30% design wattage at 50% design fluid flow); note exception taken NA Identify basis of pump speed control (differential or static pressure setpoint, pressure, zone load demand, et NA Pools and Permanent Spas - Equipment and Controls (Sections are under C404.11) NA C404.10.1 Pool heating equipment efficiency Provide equipment schedule on plans indicating type and capacity for all pod heating equipment; indicate efficiency complies with required federal standard; for heat pump water heaters indicate COP? 4 NA NA C403.2.13 Variable flow control - pumps Refer to Service Water Heating System Controls NA NA C404.10.1 C404.10.2 Pool heater on / off controls Indicate automatic on / off control based on scheduling and readily accessible on / off switch era heater that operates independent of thermostat setting; note exceptions taken NA NA C404.10.3 Pool covers For all pods and in -ground permanent spas, indicate a vapor retardant cover on plans NA For all pools and in -ground spas heated to> 90°F, indicate cover shall include insulation z R-12 NA NA C404.10.3 Pool assembly insulation For all pools and in -ground spas heated to> 90°F, Indicate on plans that sides and bottom are provided with insulation z R-12 NA NA C404.12 Energy consumption of portable spas Indicate portable spa complies with Association of Pool and Spa Professionals APSP-14 NA 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 12 of 18 Energy Recovery (ER) Systems -Service Water Heating and Pool Systems NA C404.10.4 (Section under C404.11) Pods and permanent spas exhaust systems (energy recovery) For buildings with pods or permanent spas with water surface area > 200 sf, indicate exhaust air ER method and use of waste heat (preheat ventilation air, pool water or service hot water); or exception taken Indicate ER system has the rated effectiveness and is configured to decrease the exhaust air temperature at design conditions by 2 36°F NA NA NA C403.5.3 Energy recovery - cooler / freezer condensers For buildings with food service, meat or dai departments that have >_ 500,000 8tu/h of remote refrigeration capacity for coolers / freezers, indicate if condenser ER will be used to pre -heat service water NA For buildings with 240,000 sf conditioned floor area and with z 1,000,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate if condenser ER will be used to pre -heat service water Y Y NA W NA C403.5.4 Energy recovery - condenser systems For buildings with 24-hour operation and > 1,500,000 Btu/h of heat rejection capacity and design SWH load > 250,000 Btu/h, indicate condenser ER to pre -heat service water; or exception taken. Provide calculations showing the amount of recovered heat that is utilized (60% of peak heat rejection load or pre- heat service water to 85°F) NA NA C404.10 Drain water heat recovery units For systems incorporating drain water ER, indicate system design complies with CSA B55.2 (or CSA 551 for Group R)indicate notable waterside pressure loss at design flow is < 10 osi NA Service Water Heating Energy Use Metering NA C404.9 SWH energy usage in dwelling units For Group R-2 multi -family buildings with central SWH systems, provide metering of hot water energy usage per dwelling unit; indicate metering and data reporting method NA NA C409.3.2 SWH equipment energy use metering For new buildings > 50,000 sf and building additions > 25,000 sf, with total SWH equipment capacity 2_ 50 kW( 2 170 600 Btu/h) verfiv enerav use metering dal! SWH equinment will he provided oar C409 NA Additional Efficiency Package Option, Reduced Energy Use In Service Water Heating - Must comply with both provisions to be eligible NA C406.7.1 Eligible building type To comply with additional efficiency package option, verify that_ 90% of the conditioned floor area of the building is one or more of the occupancies identified in this section, OR; NA Provide while building energy analysis per C407 that demonstrates the SWH load in the building is 2 10% of total building energy loads NA NA C406.7.2 C403.5.4 Load fraction To comply with additional efficiency package option, provide documentation that verifies z 60% of building annual SWH energy is provided by high efficiency sources (heat pump water heater with COP 23, waste heat recovery, solar water -heating system); NA For buildings with 24-hour operation and with > 1,500,000 Btu/h of heat rejection capacity and design service hot water load> 250,000 Btu/h (per C403.5.4); provide documentation that verifies 2T0% of hl iildinn annual SWH enemy is provided by condenser energy recovery or other high efficiency source NA Documentation and Specific System Requirements to Supporting Commissioning Yes C408.4 Scope of service water heating systems cornmissioning Indicate that all SWH equipment and controls for which the WSEC requires control functions and / or configuration to perform specific functions are required to be comm issioned;+D7 Spec For buildings where the largest SWH system has ? 200,000 Btu/h total output capacity, indicate that all SWH systems regardless of individual capacity are required to be commissioned. Spec NA C408.4.1.3 pool Scopeof land permanent spa systems commissioning Indicate that all pod and permanent spa water heating systems regardless of individual capacity are required to be commissioned., ....... Indicate thatrecoveryrequired energy equipment that heats pod water regardless of capacity is required to be commissioned; NA .............................................. NA Identify all pod heating and energy recovery equipment and controls that the WSEC defines as being capable of and / or configured to perform specific functions. NA Yes C404.13 C4081 1 C408.1.2 C408.1.4.2 C103.6 Commissioning requirements in construction documents Indicate in plans and specifications that Cx per C408 is required for all applicable service water heating systems; MO.2 Include general summary with at a minimum of Items 1 thru 4 of the Cx plan per C408.1.2 including: narrative description of activites, responsibilities of the Cx team, schedule of activities including verification of ro(ectcloseoutdocumentation C103.6. and conflict of interest an Ifr aired;__ P L Per PI �...?4. ..) Include in general summary that a Cx project report or Compliance Checklist (Figure C408.t.4.2) shall be completed by the Certified Cx Professional and provided to the owner prior to the final mechanical inspection. MO.1 M001 Yes C408.4.1 Functional performance testing criteria Identify in plans and specifications the intended operation of all equipment and controls during all modes ofnoeratinn inch dine interfarinabetween newand existino-tn-remainsystems M002, M003 Project Close Out Documentation Yes C103.6 Documentation and project dose out submittal r cements e9u Indicate in plans that project close out documentation and training of building operations personnel is required for all SWH components, equipment and systems governed by this code; indicate close out documentation shall include: record documents, O&M manuals, applicable WSEC compliance forms and M001 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 •"i1 -. MECH-ECONO 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Tukwilla Fire Station 51 Date 9/28/18 All cooling systems shall be configured to provide air economizer operation, regardless of system capacity, for new construction and mechanical system alterations. Various exceptions to this requirement are available. Identify all systems that an economizer exception will be applied to and additional information as noted below. For Building Dept. Use Economizer Exception Summary Refer to Section C403.3 for descriptions of economizer provisions and exceptions. For alterations refer to Section C503.4 and Table C503.4. ECONOMIZER EXCEPTIONS - NEW CONSTRUCTION AND ADDITIONS Exp 1 Cooling equipment serving spaces that are provided with a dedicated outdoor air system (DOAS) per C403.6. Spaces served shall have year-round design cooling loads from lights and equipment less than 5 watts per square foot. System ID Lighting + Equipment Loads (W/sf) Exp 2 Single zone unitary or package systems with dehumidification that affect other systems such that air economizer would increase energy consumption. System ID Exp 3 High efficiency single zone unitary or packaged systems. Equipment cooling efficiency shall be better than the WSEC required minimum efficiency by at least 64% in Climate Zone 4C and 59% in Climate Zone 5B per Table C403.3. System ID Exp 4 Equipment that provides hydronic chilled water for chilled beams and chilled ceiling systems that is served by a water economizer system per C403.3.4. in lieu of air economizer. System ID Exp 5 Water -source heat pumps with heat recovery. Heat pump efficiency shall be 15% better than WSEC required minimum efficiency. Provide at minimum 60% air economizer. Energy recovery to preheat OSA shall have at least 50% effectiveness. Additional system requirements apply. System ID Exp 6 Cooling equipment serving Group R occupancies. Per unit limit is less than 20,000 Btu/h cooling capacity for equipment installed outdoors or in a mech room adjacent to the outdoors. For cooling equipment installed in other locations the unit limit is less than 54,000 E3tu/h. Efficiency shall be 15% better than WSEC required minimum efficiency. System ID Equipment Location Cooling Capacity (Btu/h) Exp 7 Variable refrigerant flow (VRF) systems with energy recovery. Outdoor unit shall be a reverse -cycle heat pump with variable speed compressor(s) and condenser fan(s). Outdoor unit cooling capacity shall be not less than 65,000 E3tu/h. Energy recovery to preheat outdoor air shall have at least 50% rated effectiveness. System shall be capable of providing simultaneous heating and cooling by tranferring recovered energy from zone(s) in cooling mode to other zone(s) that are in heating mode. Outdoor Unit System ID Cooling Capacity (Btu/h) VRF 228,000 Exp 8 Cooling equipment serving Controlled Plant Growth Environments. Equipment cooling efficiency shall be better than WSEC required minimum efficiency by at least 20%. Not eligible: unitary and applied heat pumps. System ID SEER, EER, & IEER Exp 9 Cooling equipment with energy recovery. Spaces served shall have year- round design coding loads from lights and equipment greater than 5 watts per square foot. Energy recovery system shall utilize recovered energy for on -site space heating or preheating of service hot water. Provide calculations to the code official that demonstrate the amount of recovered energy used for on -site heating purposes is equivalent to the annual energy that would be saved by the cooling system with air economizer per C403.3. System ID Lighting + Equipment Loads (W/sf) 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 R. X*1 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 stories and all R1 MECH-ECONO ons, cont. Revised January 2017 Project Title: Date 9/28/18 Economizer Exception Summary Refer to Section C403.3 for descriptions of economizer provisions and exceptions. For alterations refer to Section C503.4 and Table C503.4. ECONOMIZER EXCEPTIONS - NEW CONSTRUCTION AND ADDITIONS, CONTINUED Exp 10 Cooling Equipment for dedicated server, electronic equipment or telecom switch rooms. Per building limit for this exception is 240,000 Btu/h cooling capacity or 10% of required building air economizer capacity, whichever is greater. Part load control required over 85,000 Btu/h. Additional requirements apply. Option a - Cooling equipment efficiency shall be 15% better than the WSEC required minimum efficiency.. Option b - Waterside economizer required. Cooling equipment efficiency shall be 5% better than the WSEC required minimum efficiency. Option c - Waterside economizer required. All cooling equipment is subject to ASHARE Standard 127. System ID Compliance Option Cooling Capacity (Btu/h) Total Claimed Exempt Capacity: Total (building air economizer capacity (if dlaimed > 240 kBtulh): Alternate Exp 10 Capacity Limit: ECONOMIZER EXCEPTIONS - MECHANICAL SYSTEM ALTERATIONS OR REPLACEMENT C503.4 Exp 1 Pre -approved design alternative to full compliance with air economizer requirernent. An alternative for mechanical system alterations where existing building constraints make full compliance with air economizer requirement impractical. Provide calculations to the code official that demonstrate the proposed alternate design strategy provides similar energy savings to the annual energy that. would be saved by the cooling system with air economizer per C403.3. System ID Alt. Strategy ECONOMIZER EXCEPTIONS - SIMPLE SYSTEMS C503.4 Exp 2 Qualifying small equipment. Per unit limit less than 33,000 Btu/h. Per building limit for this exception is 72,000 Btu/h cooling capacity or 5% of required building air economizer capacity, whichever is greater. Cooling equipment efficiency shall be 15% better than WSEC required minimum efficiency. Not eligible: non -unitary equipment, unitary equipment installed outdoors or in mech room adjacent to outdoors, equipment installed during new construction, shell -and -core construction, or initial tenant improvement. System ID Cooling Capacity (Btu/h) Total Claimed Exempt Capacity: Total building air economizer capacity (if claimed > 72,000 Btu/h): Alternate C503.4 Exp 2 Capacity Limit: C503.4 Exp 3 Equipment that provides hydronic chilled water for chilled water terminal units. Equipment part load cooling efficiency (IPLV) shall be better than WSEC required minimum efficiency by at least 25%. Per building limit for this exception is 480,000 Btu/h cooling capacity or 20% of required building air economizer capacity, whichever is greater. Chilled water terminal units serving Group R occupancies are not included in the building capacity total. Total Claimed Exempt Capacity: Total building air economizer capacity (if claimed > 480,000 Btu/h): Alternate C503.4 Exp 3 Capacity Limit: System ID Cooling Capacity (Btu/h) Table C503.4 Compliance Options for alteration or replacement of existing mechanical cooling equipment per Table C503.4. Refer to table and all applicable table footnotes for full requirements. Applies to the following retrofit conditions: Option a - Any new or replacement equipment Option b- Replacement equipment of same type with same or smaller cooling output capacity. Option c - Replacement equipment of same type with large coding output capacity. Option cl- New equipment added to existing system or replacement equipment that is different than existing being replaced. System ID Equipment Type Compliance Path 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Fan S tem Power Allow nce MECH-FANSYS-SUM Revi Project Title: Tukwilla Fire Station 51 Date 9/28/18 For Building Dept. Use HVAC Air Distribution System Schedule List all HVAC systems that have the capability to provide heating and/or cooling to the spaces they serve. System or Primary Supply Fan ID Speed Control (Note 1) Description (Note 2) System Total Nameplate HP (Note 3) Fan Power Calculation Required (Note 4) Note 1 - Cons ant Volume (C1/), Variable Air Volume (VAV), or Hospital/Lab CV system that qualifies for VAV budget per C403.2.11.1 Exception 1. Single zone VAV systems shall comply as CV. Note 2 - Describe system type and list all fans (or groups of fans) associated with the delivery and removal of conditioned air by the system. Include all supply, return/relief,, exhaust and exhaust hoods (>1 hp), make-up air, dedicated outside air (DOAS), booster fans, and series fan -powered terminals. VAV parallel fan -powered terminals and economizer relief fans do not need to be included if the fans do not operate at peak conditions. Note 3 - Enter the total nameplate hp of all fans associated with the delivery and removal of conditioned air by the system. Note 4 - This form automatically identifies whether a MECH-FANSYS form is required to demonstrate compliance with the fan power allowance (Yes), or this information is not required because the system has a combined total nameplate motor hp that is 5 hp or less (No) MECH-FANSYS Forms A MECH-FANSYS form shall be provided for each system with total nameplate hp greater than 5 hp. Select (Add Fan System Form) to generate an additional form. Added forms can be deleted with button in cell E32 of the added form. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Fan S tem Power Allow nce MECH-FANSYS 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Tukwilla Fire Station 51 Date 9/28/18 A separate MECH-FANSYS form must be completed for every HVAC system that exceeds the 5 hp threshold. For Building Dept. Use Fan System ID HRV System Supply Fan Speed Control p CV Constant Volume (CV), Variable Air Volume (VAV), or Hospital/Lab CV system that qualifies for VAV budget per Compliance Option Nameplate HP Compliance is based upon either the fan motor nameplate horse power (Option 1), the fan brake horsepower (Option 2), or C403.7 high efficieny VAV fan brake horsepower (10% less than Option 2). The bhp calculation provides adjustments for special equipment per Table C403.2.11.1(2). Fan S stem Su 1 Y I�I� Y CFM Total _ In Fan Equipment Schedule below, provide maximum design supply airflow rate (CFM) of all supply fans serving the conditioned space in Fan Equipment Schedule below. Fan System CFM Total is the supply airflow of the central air handler at peak design conditions. Additional volumetric air flow provided at zone fan terminals, booster fans, or through induction is not included in the supply CFM total. However, the fan power of this equipment is included in the HP and BHP calculations. Fan System Supply CFM Total is automatically Fan Equipment Schedule Fan ID and Location Fan Type Quantity of Fan Type Total CFM (Note 1) Total Nameplate HP (Note 2) Total BHP (Note 3) Note 1 - Total CFM is the maximum CFM of the listed fan(s) when operating at peak design operating conditions. Note 2 - Total namplate hp of the listed fan(s). Note 3 - Total brake horsepower (bhp) of the listed fan(s) at peak design operating conditions. Not required if Nameplate HP compliance option chosen. Compliance Message: Total Proposed: Total Allowance: Complete yellow highlighted cells in fan entry Brake Horsepower Allowance Adjustments Device Type Description and Location CFM thorough this device (CFMD) Assigned Pressure Drop, PD in w.c. (Note6) Calculated Pressure Drop, PD . w.c. (Note 7) Adjustment, Ain bhp (Note8) Note 4 - Bhp allowance for energy recovey devices and run around coil oops includes both air Total Adjustment (bhp): the device. Note 5 - Energy recovery effectiveness is defined as change in the enthalpy of the outdoor air supply divided by the enthaply difference between the outdoor air and return air at design conditions. Note 6 - Assigned pressure drop (PD) adjustment per Table C403.2.11.1(2). Note 7 - Pressure drop (PD) adjustment shall be calculated per the applicable method defined in Table C403.2.11.1(2) based on specific system conditions. Note 8 - A = PD * CFMD/4131 where A is the allowed system brake horse power adjustment, PD is pressure drop allowance, and CFMD is the cfm through the device. General Instructions: A. Include all fans directly associated with the delivery and removal of conditioned air to the zones served by the system. Enter CFM and brake horsepower (bhp) of each fan at peak design conditions and the nameplate horsepower (hp). Include supply, return and relief fans, exhaust and exhaust hood fans (>1 hp), booster fans and fans included as part of make-up air units, dedicated outside air systems (DOAS), energy recovery ventilators (ERV), and series fan -powered terminal equipment. B. VAV parallel fan -powered terminals and economizer relief fans do not need to be included if the fans do not operate at peak conditions. C. Fans not directly associated with the delivery and removal of conditioned air, such as condenser fans, do not need to be included in the fan power total. D. Fan power calculations are not required for non -central air HVAC systems such as 4-pipe fan coils and variable refrigerant flow (VRF) systems unless individual fan systems are greater than 5hp. E. In the Brake Horsepower Allowance Adjustments table, ifa Device Type is selected that has an Assigned Pressure Drop, this value will autofill into the Assigned Pressure Drop cell and the Calculated Pressure Drop cell will be write -protected. If the Device Type requires a Calculated Pressure Drop, then enter this value into the Calculated Pressure Drop cell and the Assigned Pressure Drop cell with be write -protected. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 TABLE C403.2.11.1(2) FAN POWER LIMITATION PRESSURE DROP ADJUSTMENT Device Adjustment Credits Fully ducted return and/or exhaust air systems 0.5 inch w.c. (2.15 inches w.c. for laboratory and vivarium systems) Retum and/or exhaust air flow control devices 0.5 inch w.c. Exhaust filters, scrubbers, or other exhaust treatment The pressure drop of device calculated at fan system design condition Particulate filtration credit: MERV 9 - 12 0.5 inch w.c. Particulate filtration credit: MERV 13 - 15 0.9 inch w.c. Particulate filtration credit: MERV 16 and greater and electronically enhanced filters Pressure drop calculated at 2x clean filter pressure drop at fan system design Gandition Carbon and other gas -phase air cleaners Clean filter pressure drop at fan system design condition Biosafety cabinet Pressure drop of device at fan system design condition Energy recovery device, other than coil runaround loop (2.2 x energy recovery effectiveness) — 0.5 inch w.c. for each airstream Coil runaround loop 0.6 inch w.c. for each airstream Evaporative humidifier/cooler in series with another cooling coil Pressure drop of device at fan system design conditions Sound attenuation section (fans serving spaces with design background noise goals below NC35) 0.15 inch w.c. Exhaust system serving fume hoods 0,35 inch w.c. Laboratory and vivarium exhaust systems in high-rise buildings 0.25 inch w.c./100 feet of vertical duct exceeding 75 feet Deductions Systems without central cooling device -0.5 inch w.c. Systems without central heating device -0.3 inch w.c. Systems with central electric resistance heat -0.2 inch w.c. w.c.: water column. ForSI: 1 inch w.c.=249 Pa, I inch.=25.4 mm. 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Desi • n Load Calc ''Iation Summa MECH-LOAD-CALC 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: Tukwilla Fire Station 51 Date 9/28/18 The following information shall be included in the load calculation program summary submitted with the permit documents. If a load calculation summary is not available, provide the required information below. For Building Dept. Use Equip. ID Area(s) Served Heating Design Load in Btufh (Note 1) uooung uesign Load in Btulh (Note 1) C.aicuiat]on method (Note 2) Notes See Attached HAP Program Output. Note 1 - Design load shall account for the building envelope, lighting, ventilation and occupancy loads of the space(s) served by the mechanical system. Heating and cooling loads shall be adjusted to account for load reduction achieved by an energy recovery system, if applicable. Note 2 - Computer load calculation program, worksheet (identify source), or equivalent computation procedure in accordance with ASHRAE Standard 183. Air System Design Load Summary for ZONE 01-STORAGE Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING NO COOLING DATA NO COOLING OA DB /'WB HEATING DATA AT DES HTG HEATING OA DB 1 NUB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible •(BTU/hr) r— Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 0 ft2 - - 0 ft2 - - Wall Transmission 358 ft2 - - 358 ft2 495 - Roof Transmission 0 ft2 - - 0 ft2 0 - Window Transmission 0 ft2 - - 0 ft2 0 - Skylight Transmission 0 ft2 - - 0 ft2 0 - Door Loads 0 ft2 - - 0 ft2 0 - Floor Transmission 187 ft2 - - 187 ft2 244 - Partitions 0 ft2 - - 0 ft2 0 - Ceiling 0 ft2 - 0 ft2 0 - Overhead Lighting - - - 0 0 - Task Lighting - - 0 0 - Electric Equipment - - - 0 0 - People - - - 0 0 0 Infiltration - - - 0 0 Miscellaneous - - - - 0 0 Safety Factor 0% / 0% - 0% 0 0 » Total Zone Loads - - - •• 739 0 Zone Conditioning - - - - 692 0 Plenum Wall Load 0% - - 0 0 - Plenum Roof Load 0% - - 0 0 - Plenum Lighting Load 0% - - 0 0 - Return Fan Load - - - 35 CFM 0 - Ventilation Load - - - 22 CFM 970 0 Supply Fan Load - - - 35 CFM 0 - Space Fan Coil Fans - - - - 0 - Duct Heat Gain / Loss 0% - - 0% 0 - » Total System Loads - - - - 1662 0 Central Heating Coil - -• - - 1662 - » Total Conditioning - - - - 1662 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg Toads IFneii : - yye- 7ads! CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION RECEIVED OCT 2 3 2018 BHC Consu�t►i,�;; �� RECEIVED CITY OF TUKWILA OCT 15 2018 PERMIT CENTER bigoi Hourly Analysis Program v4.91 Page 1 of 18 Air System Design Load Summary for ZONE 02-SCBA Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING NO COOLING DATA NO COOLING OA DB / WB HEATING DATA AT DES HTG HEATING OA DB / WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTUIhr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 0 ft2 - 0 ft2 - - Wall Transmission 303 ft2 - - 303 ft2 419 - Roof Transmission 0 ft2 - - 0 ft2 0 - Window Transmission 0 ft2 - - 0 ft2 0 - Skylight Transmission 0 ft2 - - 0 ft2 0 - Door Loads 21 ft2 - - 21 ft2 326 - Floor Transmission 436 ft2 - - 436 ft2 399 Partitions 0 ft2 - - 0 ft2 0 - Ceiling 0 ft2 - - 0 ft2 0 - Overhead Lighting - - - 0 0 - Task Lighting - - - 0 0 - Electric Equipment - - •0 0 - People - - 0 0 0 Infiltration - •• - - 0 0 Miscellaneous - - - 0 0 Safety Factor 0°/0 / 0% - 0% 0 0 » Total Zone Loads - - - 1144 0 Zone Conditioning - - - 1300 0 Plenum Wall Load 0% - 0 0 - Plenum Roof Load 0% •• - 0 0 - Plenum Lighting Load 0% - 0 0 - Return Fan Load - - - :310 CFM 0 - Ventilation Load - •• - :310 CFM 13810 0 Supply Fan Load - - :310 CFM 0 - Space Fan Coil Fans - - - - 0 - Duct Heat Gain / Loss 0% - - 0% 0 - » Total System Loads - - 15110 0 Central Heating Coil - - - - 15110 - » Total Conditioning - - - 15110 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg Toads Negative values are clg loads Hourly Analysis Program v4.91 Page 2 of 18 Air System Design Load Summary for ZONE 03-SHOP Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING NO COOLING DATA NO COOLING OA DB / WB HEATING DATA AT DES HTG HEATING OA DB / WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 0 ft2 - - 0 ft2 - Wall Transmission 216 ft2 - - 216 ft2 298 - Roof Transmission 0 ft2 - 0 ft2 0 - Window Transmission 0 ft2 0 ft2 0 - Skylight Transmission 0 ft2 - - 0 ft2 0 - Door Loads 0 ft2 - - 0 ft2 0 - Floor Transmission 216 ft2 - 216 ft2 224 - Partitions 0 ft2 - - 0 ft2 0 - Ceiling 0 ft2 - 0 ft2 0 - Overhead Lighting - •• - 0 0 - Task Lighting - •• - 0 0 - Electric Equipment - 0 0 - People - - 0 0 0 Infiltration - - - 0 0 Miscellaneous - - - - 0 0 Safety Factor 0% / 0% - - 0% 0 0 » Total Zone Loads - - - - 522 0 Zone Conditioning - - - - 595 0 Plenum Wall Load 0% - - 0 0 - Plenum Roof Load 0% - - 0 0 - Plenum Lighting Load 0% - - 0 0 - Return Fan Load - - - 250 CFM 0 - Ventilation Load - - - 250 CFM 11150 0 Supply Fan Load - - - 250 CFM 0 - Space Fan Coil Fans - - - 0 - Duct Heat Gain / Loss 0% - - 0% 0 - » Total System Loads - - - - 11745 0 Central Heating Coil - - - - 11745 » Total Conditioning - - - - 11745 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg loads Negative values are clg loads Hourly Analysis Program v4.91 Page 3 of 18 Air System Design Load Summary for ZONE 04-MECH Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING NO COOLING DATA NO COOLING OA DB / WB HEATING DATA AT DES HTG HEATING OA DB / WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 0 ft2 - 0 ft2 - Wall Transmission 440 ft2 •• - 440 ft2 608 - Roof Transmission 0 ft2 - 0 ft2 0 - Window Transmission 0 ft2 -. - 0 ft2 0 - Skylight Transmission 0 ft2 - - 0 ft2 0 - Door Loads 21 ft2 - - 21 ft2 326 - Floor Transmission 216 ft2 - 216 ft2 290 - Partitions 0 ft2 - - 0 ft2 0 - Ceiling 0 ft2 - - 0 ft2 0 - Overhead Lighting - - - 0 0 - Task Lighting - - - 0 0 - Electric Equipment - - - 0 0 - People - - - 0 0 0 Infiltration - - - - 0 0 Miscellaneous - - - - 0 0 Safety Factor 0% / 0% - - 0% 0 0 » Total Zone Loads - - - - 1224 0 Zone Conditioning - - - - 1259 0 Plenum Wall Load 0% - - 0 0 - Plenum Roof Load 0% - - 0 0 - Plenum Lighting Load 0% - - 0 0 - Return Fan Load - - - 200 CFM 0 - Ventilation Load - - - 200 CFM 8862 0 Supply Fan Load - - - 200 CFM 0 - Space Fan Coil Fans - - - - 0 - Duct Heat Gain / Loss 0% - - 0% 0 - » Total System Loads - - - - 10121 0 Central Heating Coil - - - - 10121 - » Total Conditioning - -; - 10121 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg loads Negative values are clg loads Hourly Analysis Program v4.91 Page 4 of 18 Air System Design Load Summary for ZONE 05-APP BAY Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING NO COOLING DATA NO COOLING OA DB / WB HEATING DATA AT DES HTG HEATING OA DB / WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU!hr) Window & Skylight Solar Loads 2078 ft2 2078 ft2 - - Wall Transmission 201 ft2 •• - 201 ft2 277 - Roof Transmission 3558 ft2 • - 3558 ft2 3932 - Window Transmission 2078 ft2 -• 2078 ft2 30521 - Skylight Transmission 0 ft2 • - 0 ft2 0 - Door Loads 805 ft2 - - 805 ft2 9330 - Floor Transmission 3558 ft2 - - 3558 ft2 2038 - Partitions 0 ft2 - - 0 ft2 0 - Ceiling 0 ft2 - - 0 ft2 0 - Overhead Lighting - - - 0 0 - Task Lighting - - - 0 0 - Electric Equipment - - - 0 0 - People - - - 0 0 0 Infiltration - - - - 0 0 Miscellaneous - - - 0 0 Safety Factor 0% / 0% - - 0% 0 0 » Total Zone Loads - - - - 46099 0 Zone Conditioning - - - - 45118 0 Plenum Wall Load 0% - - 0 0 - Plenum Roof Load 0% - - 0 0 - Plenum Lighting Load 0% - - 0 0 - Return Fan Load - - - 3700 CFM 0 - Ventilation Load - - - 3700 CFM 162081 0 Supply Fan Load - - - 3700 CFM 0 - Space Fan Coil Fans - - - 0 - Duct Heat Gain / Loss 0% - 0% 0 - » Total System Loads - - - - 207199 0 Central Heating Coil - - - 207199 - » Total Conditioning - - - • 207199 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg loads Negative values are clg loads Hourly Analysis Program v4.91 Pace 5 of 18 Air System Design Load Summary for ZONE 06-GEAR STORAGE Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Aug 1500 COOLING OA DB / WB 85.0 "F / 65.0 °F HEATING DATA AT DES HTG HEATING OA DB / WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 0 ft2 0 - 0 ft2 - - Wall Transmission 159 ft2 233 - 159 ft2 256 - Roof Transmission 1088 ft2 1607 - 1088 ft2 1403 - Window Transmission 0 ft2 0 - 0 ft2 0 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 28 ft2 59 - 28 ft2 508 - Floor Transmission 1088.ft2 0 - 1088 ft2 575 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 CI - 0 ft2 0 - Overhead Lighting 544 W 1856 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 - 0 0 - People 6 3150 5550 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 » Total Zone Loads - 6905 5550 - 2742 0 Zone Conditioning - 7045 5550 - 2851 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 1500 CFM 0 - 1500 CFM 0 - Ventilation Load 1500 CFM 13964 -5550 1500 CFM 77971 0 Supply Fan Load 1500 CFM 0 - 1500 CFM 0 - Space Fan Coil Fans - 0 - - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 21009 0 - 80822 0 Central Cooling Coil - 21009 0 - 0 0 Central Heating Coil - 0 - - 80822 - » Total Conditioning - 21009 0 - 80822 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg Toads Negative values are clg loads Hourly Analysis Program v4.91 Page 6 of 18 Air System Design Load Summary for ZONE 07-RECEIVING Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Jul 1500 COOLING OA DB / WB 85.0 "F 165.0 °F HEATING DATA AT DES HTG HEATING OA DB 1 WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 0 ft2 0 - 0 ft2 - - Wall Transmission 65 ft2 96 - 65 ft2 105 - Roof Transmission 125 ft2 209 - 125 ft2 161 - Window Transmission 0 ft2 0 - 0 ft2 0 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 28 ft2 59 - 28 ft2 508 - Floor Transmission 125 ft2 C) - 125 ft2 134 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 C) - 0 ft2 0 - Overhead Lighting 94 W 320 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 - 0 0 - People 1 295 455 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 » Total Zone Loads - 979 455 - 908 0 Zone Conditioning - 933 455 - 867 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 0 0 Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 66 CFM 0 - 66 CFM 0 - Ventilation Load 15 CFM 129 -330 15 CFM 759 0 Supply Fan Load 66 CFM 0 - 66 CFM 0 - Space Fan Coil Fans - 0 - - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 1062 125 - 1626 0 Central Cooling Coil - 1062 125 - 0 0 Central Heating Coil - 0 - - 1626 - » Total Conditioning - 1062 125 - 1626 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg loads Negative values are clg loads Hourly Analysis Program v4.91 Page 7 of 18 Air System Design Load Summary for ZONE 08-BUNK R121 Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Jun 1700 COOLING OA DB / WB 82.2"F/64.4°F HEATING DATA AT DES HTG HEATING OA DB 1 WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 12 ft2 524 - 12 ft2 - - Wa11 Transmission 96 ft2 195 - 96 ft2 155 - Roof Transmission 86 ft2 11'1 - 86 ft2 111 - Window Transmission 12 ft2 6 - 12 ft2 76 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 0 ft2 0 - 0 ft2 0 Floor Transmission 86 ft2 0 - 86 ft2 114 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 60 W 20Ei - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W Cl - 0 0 - People 1 230 120 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 » Total Zone Loads - 1272 120 - 456 0 Zone Conditioning - 1245 120 - 437 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 66 CFM 0 - 66 CFM 0 - Ventilation Load 30 CFM 162 -120 30 CFM 1540 0 Supply Fan Load 66 CFM 0 - 66 CFM 0 - Space Fan Coil Fans - 0 - - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 1407 0 - 1977 0 Central Cooling Coil - 1407 0 - 0 0 Central Heating Coil - 0 - - 1977 - » Total Conditioning - 1407 0 - 1977 0 Key: Positive values are clg Toads Negative values are htg Toads Positive values are htg Toads Negative values are clg Toads Hourly Analysis Program v4.91 Paae 8 of 18 Air System Design Load Summary for ZONE 09-BUNK R120 Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Jun 1600 COOLING OA DB 1 WB 83.5 "F / 64.8 °F HEATING DATA AT DES HTG HEATING OA DB / WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 12 ft2 49'7 - 12 ft2 - - Wall Transmission 207 ft2 23'7 - 207 ft2 334 - Roof Transmission 90 ft2 138 - 90 ft2 116 - Window Transmission 12 ft2 7 - 12 ft2 76 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 0 ft2 () - 0 ft2 0 - Floor Transmission 90 ft2 0 - 90 ft2 146 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 63 W 215 - 0 0 - Task Lighting 0 W CI - 0 0 - Electric Equipment 0 W 0 - 0 0 - People 1 230 120 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 » Total Zone Loads 1324 120 - 672 0 Zone Conditioning - 1275 120 - 656 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 71 CFM 0 - 71 CFM 0 - Ventilation Load 30 CFM 204 -120 30 CFM 1535 0 Supply Fan Load 71 CFM 0 - 71 CFM 0 - Space Fan Coil Fans - 0 - - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 1479 0 - 2190 0 Central Cooling Coil - 1479 0 - 0 0 Central Heating Coil - 0 - - 2190 - » Total Conditioning - 1479 0 - 2190 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg loads Negative values are clg Toads Hourly Analysis Program v4.91 Paae 9 of 18 Air System Design Load Summary for ZONE 10-CORE Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Jul 1500 COOLING OA DB / WB 85.0 °F / 65.0 °F HEATING DATA AT DES HTG HEATING OA DB / WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 0 ft2 0 - 0 ft2 - Wall Transmission 119 ft2 78 - 119 ft2 245 - Roof Transmission 1134 ft2 1896 - 1134 ft2 1462 - Window Transmission 0 ft2 0 - 0 ft2 0 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 21 ft2 44 - 21 ft2 381 - Floor Transmission 1134 ft2 0 - 1134 ft2 433 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 794 W 270E; - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 - 0 0 - People 6 1680 1620 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 » Total Zone Loads - 6407 1620 - 2521 0 Zone Conditioning - 6035 1620 - 2667 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 550 CFM 0 - 550 CFM 0 - Ventilation Load 550 CFM 4811 -1620 550 CFM 28431 0 Supply Fan Load 550.CFM 0 - 550 CFM 0 - Space Fan Coil Fans - 0 - - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 10846 0 - 31098 0 Central Cooling Coil - 10846 0 - 0 0 Central Heating Coil - 0 - - 31098 - » Total Conditioning - 10846 0 - 31098 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg Toads Negative values are clg loads Hourly Analysis Program v4.91 Page 10 of 18 Air System Design Load Summary for ZONE 11-BUNK R118 Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Jun 1500 COOLING OA DB / WB 84.0 °F / 65.0 °F HEATING DATA AT DES HTG HEATING OA DB 1 WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 14 ft2 164 - 14 ft2 - Wall Transmission 94 ft2 48 - 94 ft2 151 - Roof Transmission 141I - 83 ft2 107 - Window Transmission ____________ 14 ft2 9 - 14 ft2 89 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads ft2 0 - 0 ft2 0 - Floor Transmission 83 ft2 0 - 83 ftZ 110 - Partitions $ ft2 0 - 0 ft2 0 - Ceiling 0 - 0 ft2 0 - Overhead Lighting 58 W 198 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 - 0 0 - People 1 230 120 0 0 0 Infiltration 0 0 - 0 0 Miscellaneous 0 0 0 0 Safety Factor 0' . 0' . 0 0 0% 0 0 » Total Zone Loads 790 120 - 458 0 Zone Conditioning 749 120 - 435 0 Plenum Wall Load 0'. 0 - 0 0 - Plenum Roof Load 0' . 0 - 0 0 - Plenum Lighting Load 0'. 0 - 0 0 - Return Fan Load 41 CFM 0 - 41 CFM 0 - Ventilation Load 10 CFM 71 -98 10 CFM 508 0 Supply Fan Load 41 CFM 0 - 41 CFM 0 - Space Fan Coil Fans 0 - - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 820 22 - 943 0 Central Cooling Coil - 820 22 - 0 0 Central Heating Coil - 0 - - 943 - » Total Conditioning - 820 22 - 943 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg Toads Negative values are clg Toads Hourly Analysis Program v4.91 Page 11 of 18 Air System Design Load Summary for ZONE 12-BUNK R116 Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Jun 1500 COOLING OA DB / WB 84.0 "F / 65.0 °F HEATING DATA AT DES HTG HEATING OA DB / WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 14 ft2 164 - 14 ft2 - - Wall Transmission 94 ft2 48 - 94 ft2 151 - Roof Transmission 83 ft2 141 - 83 ft2 107 - Window Transmission 14 ft2 9 - 14 ft2 89 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 0 ft2 0 - 0 ft2 0 - Floor Transmission 83 ft2 0 - 83 ft2 110 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 58 W 198 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 - 0 0 - People 1 230 120 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 » Total Zone Loads - 790 120 - 458 0 Zone Conditioning - 749 120 - 435 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 41 CFM 0 - 41 CFM 0 - Ventilation Load 10 CFM 71 -98 10 CFM 508 0 Supply Fan Load 41 CFM 0 - 41 CFM 0 - Space Fan Coil Fans - 0 - - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 820 22 - 943 0 Central Cooling Coil - 820 22 - 0 0 Central Heating Coil - 0 - - 943 - » Total Conditioning - 820 22 - 943 0 Key: Positive values are clg loads Negative values are htg Toads Positive values are htg loads Negative values are clg loads Hourly Analysis Program v4.91 Page 12 of 18 Air System Design Load Summary for ZONE 13-BUN Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. KR114 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Jun 1500 COOLING OA DB / WB 84.0 °F / 65.0 °F HEATING DATA AT DES HTG HEATING OA DB t WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 14 ft2 164 - 14 ft2 - - Wall Transmission 94 ft2 4E3 - 94 ft2 151 - Roof Transmission 83 ft2 141 - 83 ft2 107 - Window Transmission 14 ft2 9 - 14 ft2 89 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 0 ft2 0 - 0 ft2 0 - Floor Transmission 83 ft2 0 - 83 ft2 110 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 58 W 198 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 - 0 0 - People 1 230 120 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 » Total Zone Loads - 790 1.20 - 458 0 Zone Conditioning - 749 120 - 435 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 41 CFM 0 - 41 CFM 0 - Ventilation Load 10 CFM 71 -98 10 CFM 508 0 Supply Fan Load 41 CFM 0 - 41 CFM 0 - Space Fan Coil Fans - 0 - - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 820 22 - 943 0 Central Cooling Coil - 820 22 •• 0 0 Central Heating Coil - 0 - - 943 - » Total Conditioning - 820 22 943 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg Toads Negative values are clg Toads Hourly Analysis Program v4.91 Page 13 of 18 Air System Design Load Summary for ZONE 14-BUNK R112 Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Jun 1500 COOLING OA DB / WB 84.0 "F / 65.0 °F HEATING DATA AT DES HTG HEATING OA DB / WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 14 ft2 164 - 14 ft2 - - Wall Transmission 94 ft2 48 - 94 ft2 151 - Roof Transmission 83 ft2 141 - 83 ftz 107 - Window Transmission 14 ft2 9 - 14 ft2 89 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 0 ft2 0 - 0 ft2 0 - Floor Transmission 83 ft2 0 - 83 ft2 110 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 58 W 198 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 - 0 0 _ People 1 230 120 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% Cl 0 0% 0 0 » Total Zone Loads - 790 120 - 458 0 Zone Conditioning 749 120 - 435 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 41 CFM 0 - 41 CFM 0 - Ventilation Load 10 CFM 71 -98 10 CFM 508 0 Supply Fan Load 41 CFM 0 - 41 CFM 0 - Space Fan Coil Fans 0 _ - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 820 22 - 943 0 Central Cooling Coil - 820 22 - 0 0 Central Heating Coil - 0 - - 943 » Total Conditioning - 820 22 - 943 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg loads Negative values are clg loads Hourly Analysis Program v4.91 Page 14 of 18 Air System Design Load Summary for ZONE 15-STATION OFFICE R107 Project Name: 2017.092 FS 51 Tukwila 09/28/2018 Prepared by: The Greenbusch Group, +nc. 01:50PM DESIGN COOLING DESIGN HEATING • COOLING DATA AT Jul 1500 COOLING OA DB / WB 85.0 °F / 65.0 °F HEATING DATA AT DES HTG HEATING OA DB I WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 51 ft2 1350 51 ft' - - Wall Transmission 471 ft' 512 - 471 ft' 1141 - Roof Transmission 944 ft' 1579 - 944 ft' 1217 - Window Transmission 51 ft2 38 - 51 ft2 325 - Skylight Transmission 0 ft' 0 - 0 ft2 0 - Door Loads 32 ft2 73 - 32 ft' 627 - Floor Transmission 944 ft2 0 - 944 ft' 902 - Partitions 0 ft' 0 - 0 ft' 0 - Ceiling 0 ft' 0 - 0 ft' 0 - Overhead Lighting 661 W 2255 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 - 0 0 - People 8 1960 1640 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 » Total Zone Loads - • 7766 1640 - 4212 0 Zone Conditioning - 7439 1640 - 4329 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 436 CFM 0 - 436 CFM 0 - Ventilation Load 200 CFM 1629 -1640 200 CFM 10240 0 Supply Fan Load 436 CFM 0 - 436 CFM 0 - Space Fan Coil Fans - 0 - - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 9068 0 - 14569 0 Central Cooling Coil - 9068 0 - 0 0 Central Heating Coil - 0 - - 14569 - » Total Conditioning - 9068 0 - 14569 0 Key: Positive values are clg toads Negative values are htg loads Positive values are htg loads Negative values are clg loads Hourly Analysis Program v4.91 Page 15 of 18 Air System Design Load Summary for ZONE 16-KITCHEN R104 Project Name: 2017.092 FS 51 Tukwila Prepared by: The Greenbusch Group, Inc. 09/28/2018 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Jul 1500 COOLING OA DB / WB 85.0 °F / 65.0 °F HEATING DATA AT DES HTG HEATING OA DB / WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTUIhr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 26 ft2 688 - 26 ft2 - - Wall Transmission 379 ft2 400 - 379 ft2 918 - Roof Transmission 1066 ft2 1783 - 1066 ft2 1375 - Window Transmission 26 ft2 19 - 26 ft2 166 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 24 ft2 51 - 24 ft2 435 - FioorTransmission 1066 ft2 0 - 1066 ft2 935 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 746 W 2546 - 0 0 - Task Lighting 0 W 0 0 0 - Electric Equipment 0 W 0 - 0 0 - People 6 1470 1230 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 » Total Zone Loads - 6957 1230 - 3828 . 0 Zone Conditioning - 6610 1230 - 3833 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 900 CFM 0 - 900 CFM 0 - Ventilation Load 900 CFM 8068 -1230 900 CFM 46477 0 Supply Fan Load 900 CFM 0 - 900 CFM 0 - Space Fan Coil Fans - 0 - - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 14678 0 - 50310 0 Central Cooling Coil - 14678 0 - 0 0 Central Heating Coil - 0 - - 50310 - » Total Conditioning - 14678 0 - 50310 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg loads Negative values are clg loads Hourly Analysis Program v4.91 Page 16 of 18 Air System Design Load Summary for ZONE 17- PHYSICAL TRAIN R106 Project Name: 2017.092 FS 51 Tukwila 09/28/2018 Prepared by: The Greenbusch Group, Inc. 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Sep 1400 COOLING OA DB / WB 82.5 °F / 63.8 °F HEATING DATA AT DES HTG HEATING OA DB / WB 23.0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 110 ft2 5036 - 110 ft2 - - Wall Transmission 916 ft2 868 - 916 ft2 1577 - Roof Transmission 750 ft2 889 - 750 ft2 967 - Window Transmission 110 ft2 45 - 110 ft2 701 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 63 ft2 73 - 63 ft' 1142 - Floor Transmission 750 ft2 0 - 750 ft2 875 - Partitions 0 ft' 0 - 0 ft' 0 Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 525 W 1791 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 - 0 0 - People 10 7100 10900 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 » Total Zone Loads - 15802: 10900 - 5262 0 Zone Conditioning - 15734 10900 - 5387 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 826 CFM 0 - 826 CFM 0 - Ventilation Load 375 CFM 2145 -7629 375 CFM 19378 0 Supply Fan Load 826 CFM 0 - 826 CFM 0 - Space Fan Coil Fans - 0 - - 0 Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 17880 3271 - 24766 0 Central Cooling Coil - 17880 3273 - 0 0 Central Heating Coil - 0 - - 24766 - » Total Conditioning - 17880 3273 - 24766 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg Toads Negative values are clg loads Hourly Analysis Program v4.91 Page 17 of 18 Air System Design Load Summary for ZONE 18- MECH PLATFORM R202 Project Name: 2017.092 FS 51 Tukwila 09/28/2018 Prepared by: The Greenbusch Group, Inc. 01:50PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Sep 1400 COOLING OA DB / WB 82.5 °F / 63.8 °F HEATING DATA AT DES HTG HEATING OA DB / WB 23,0 °F / 19.2 °F ZONE LOADS Details Sensible (BTU/hr) Latent (BTU/hr) Details Sensible (BTU/hr) Latent (BTU/hr) Window & Skylight Solar Loads 77 ft2 3525 - 77 ft2 - - Wall Transmission 765 ft2 1246 - 765 ft2 1233 - Roof Transmission 954 ft2 1130 - 954 ft2 1230 - Window Transmission 77 ft2 31 - 77 ft2 490 - Skylight Transmission 0 ft2 0 - 0 ft2 0 Door Loads 0 ft2 0 - 0 ft2 0 Floor Transmission 0 ft2 0 - 0 ft2 0 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 668 W 2278 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 0 W 0 - 0 0 - People 0 0 0 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 0 0 - 0 0 Safety Factor 0% / 0% 0 0 0% 0 0 » Total Zone Loads - 8212 0 - 2953 0 Zone Conditioning - 7613 0 - 3051 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load ' 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 432 CFM 0 - 432 CFM 0 - Ventilation Load 114 CFM 642 -1 114 CFM 5892 0 Supply Fan Load 432 CFM 0 - 432 CFM 0 - Space Fan Coil Fans - 0 - - 0 - Duct Heat Gain / Loss 0% 0 - 0% 0 - » Total System Loads - 8255 -1 - 8943 0 Central Cooling Coil - 8255 0 0 0 Central Heating Coil 0 - - 8943 - » Total Conditioning - 8255 0 - 8943 0 Key: Positive values are clg loads Negative values are htg loads Positive values are htg loads Negative values are clg loads Hourly Analysis Program v4.91 Page 18 of 18 CIVIL ENGINEERING STRUCTURAL ENGINEERING SURVEYING PLANNING May 29, 2020 File No. 262018.005/00910a Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 981.88 Subject: Building Permit Plan Review - Final Submittal Fire Station 51 (D18-0321) - Revision No. 1 Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The permit applicant has responded successfully to our comments. This is a structural revision to the original project submittal (Permit # D18-0321). Please refer to the general structural notes in the permitted structural drawings for structural special inspection, testing, and submittal requirements. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with th.e laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Please contact us if you have questions or need additional clarification. Sincerely, Reid Middleton, Inc. vut abina S. Surana, P.E. Project Engineer cc: Ed Weinstein, Weinstein A+U (by e-mail) Dan Say, Swenson Say Faget (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\18\TK18_009R10a.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer RECEIVED CITY OF TUKWILA JUN 02 2020 PERMIT CENTER ALASKA I CALIFORNIA I WASHINGTON 728 134th Street SW, Suite 200, Everett, WA 98204 I 425 741-3800 I www.reidmiddleton.com May 15, 2019 Corbin Hammer Reid Middleton 728 N. 130 Street SW #200 Everett, WA 98204 Swen. . Say Faget STRUCTURAL ENGINEERING 2124 Third Aye, Suite 100 Seattle, WA 98121 0 206.443.6212 934 Broadway, Suite 100 Tacoma, WA 98402 0 253.284.9470 ssfengineers.com Re: Responses to April 17, 2019 Reid Middleton Review Comments Tukwila Project #D18-0321 Tukwila Fire Station 51 Tukwila, WA.. RECEIVED CITY OF TUKWILA JUN 02 2070 PERMIT CENTER Following are our written responses to the April 17, 2019 Reid Middleton additional structural review comments for the project. Structural Item 1. Architectural screen wall elements are non-structural and as such don't represent an engineered system requiring them to be listed as a deferred submittal. The screen system will be reviewed during the overall product submittal review process. Item 2. Shortening the channel doesn't alter the design intent. Item 3. Detail 14/S402 notes that the connection of the strut is to the face of the HSS 8x4 at `sim' and the connection is the same whether to face of column or face of HSS beam. Detail 14/S402 is cut on S202 and noted as `si.m' where the condition is applicable. Item 4. The C12 channel is identified on Sheet S202 by a dashed line and callout and shown on the architectural exterior elevations. The channel only supports brick at two 4'-8" openings on the south elevation. The brick load over the openings is 400 lb/ft and the channel easily works to act as a lintel for the load. Please call if you have any questions regarding the above information` incerely, ri„. an Morrow, P.E. Swenson Say Fag& p Ada f MSC; MAY 2 3 2020 4 REID MIDDLETON, INC. THE WATERSHED COMPANY December 31, 2019 Rachel Bianchi City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 CORRECTION LTR#„,__ REVISION N01:L SCIENCE & DESIGN Re: Tukwila IFire Station 51 — Response to Correction Letter #2 to Revision #1 (D18-0321) The Watershed Company Reference Number: 180848 Dear Rachel: Thank you for forwarding the City of Tukwila's letter, dated 10/28/2019, containing corrections and comments about the development permit application for the Tukwila Fire Station 51 project. This letter responds to the comments related to the mitigation plan for the wetland and its buffer and refers to information provided in the Sensitive Areas Study (both documents were prepared by The Watershed Company and dated 9/20/2019). Excerpts from the letter are repeated below in italics, followed by my responses. Cannot be reviewed until Special Permission Wetland Buffer Reduction is applied for and approved. Location of wetland buffer reduction may need to be revised. Per Lynn Miranda (email correspondence, 12/18/2019), the Wetland Buffer Reduction was applied for but has not yet been approved. The City is waiting on the revisions stated in this leti:er and corrected in the mitigation plan. 1. Sheets W003, W004, W005. Reduced wetland buffer width. Per TMC 18.45.080.F, the buffer width may be reduced in locations on a case by case basis and shall not result in greater than a 50% reduction in width. The boundary of the "paper fill" areas is a result of a greater than 50% reduction in buffer width (20'), but will be permitted as the project cannot avoid impacting that portion of the buffer and mitigation is provided at a higher level. Outside of the paper fill areas, there is minimal need for any wetland buffer reduction, and where it is needed it should not be greater than 50% (25'). 750 Sixth Street South 1 Kirkland, WA 98033 P 425.822.5242 l f 425.827.8136 I watershedco.com RECEIVED JAN 0 7 CE�t tj Community Development Response to Correction Letter City of Tukwila December 31, 2019 Page 2 No changes have been made to the proposed modified buffer line. Sheet W002 shows the proposed buffer reduction areas and proposed modified buffer line. The boundary of the buffer is proposed to be reduced around the two paper fill areas to a minimum of 25 feet —measured from the west edge of the paper fill areas to the buffer line. In no place is the buffer less than 25 feet wide when accounting for the paper filled wetland areas. Most of the buffer is untouched and will remain at 50 feet wide. The remainder of the buffer on the flanks of the paper fill areas and around the northwest corner of the proposed parking area is between 25 and 50 feet wide, which also accommodates a drainage ditch and a perimeter fence. Sheets W003, W004, and W005 showed a 20-foot wide planting area surrounding the wetland, which would have contained trees and woody shrubs. The dimensions of this planting area have been modified per feedback and are discussed below in Comment 2. 2. Revise Sheet W003. The proposed wetland buffer enhancement area should be expanded to cover the entire buffer, coincident with the boundary of the proposed temporary disturbance limits. On Sheet W003, the proposed wetland buffer enhancement area has been expanded to include the middle area of the mitigation site, in addition to the northeast and southeast sides of the buffer plantings up to the new fence line. The boundaries of the proposed wetland buffer enhancement area and the proposed wetland buffer temporary impact enhancement area have been modified due to the inclusion of the additional mitigation areas; the boundary now coincides with the proposed temporary disturbance limits. Additionally, the proposed rock pad at the south end of the drainage ditch was removed from the enhancement areas. The proposed enhancements meet or exceed code requirements. The proposed wetland buffer enhancement area will mitigate for the buffer reduction areas; this area has increased by 4,005 SF to a total of 12,275 SF with a mitigation ratio of 1.7:1. The temporary impact enhancement area will mitigate for impacts from temporary disturbance in the buffer; this area has increased by 544 SF to a total of 3,763 SF with a mitigation ratio of 2.4:1. The proposed wetland enhancement area has remained the same at 1,400 SF with a mitigation ratio of 3.3:1, exceeding code requirements of 3:1. 3. Revise Sheet W004. Expand boundary of Soil Preparation Area to cover the entire proposed wetland buffer, taking it to the edge of the proposed temporary disturbance limits. Response to Correction Letter City of Tukwila December 31, 2019 Page 3 The soil preparation area has been expanded to cover the additional mitigation areas that were added on Sheet W003. The soil preparation detail for Area B: Seeding Area, has been updated to show planting trees and seeding the remainder of the area. 4. Revise Sheet W005. The entire remaining proposed wetland buffer area should be landscaped. Revise by spreading the proposed number of trees over entire wetland buffer area instead of clustering. Trees may be placed 15' on center, seeding the remaining area as ground cover up to the edge of the proposed temporary disturbance limits. Locate some of the trees close to the fence surrounding the fire station on the western boundary of the project, as the 7 trees previously proposed there have been removed. The mitigation plan has been revised to include planting in the additional mitigation areas mentioned in Comment 2. Further, the planting area boundaries have been slightly modified to accommodate the inclusion of additional mitigation areas and in consideration of better cohesion, legibility, and ease of installation. The mitigation plan now shows trees spread over the mitigation planting areas at 15 feet on -center and situated closer to the fence, except in the drainage ditch, which may require maintenance. The comment stated to add trees near the fence on the "western' boundary, but I assumed this should be "eastern" boundary and proceeded as such. Cornus 'Eddie's White Wonder' was added to the plant palette in response to the plans from the landscape architect; four of these trees are proposed to be planted in the mitigation areas in the building setback area. The planting area for the drainage ditch (swale), Swale Seeding Area C, has been reduced to be six feet wide from the centerline of the swale and extends from the beginning of the swale on the north end to the rock pad on the south end. The area around the fire hydrant enclosed by the fence is also shown as seeded. The seed mix has remained unchanged. The area that will be planted with containerized shrubs and groundcover plants, Buffer Planting Area A, has been modified to include the north and south ends of the mitigation areas that were added in this revision. Additionally, this will allow shrubs and trees to grow up to the edge of the fence and seamlessly abut the proposed plantings from the landscape architect's plan. The center of the mitigation area, Buffer Seeding Area B, now contains a seed mix of native grasses, forbs, and shrubs, in addition to trees planted 15 feet on -center. Response to Correction Letter City of Tukwila December 31, 2019 Page 4 Finally, a grouping of salal (Gaultheria shallon) is proposed between the swale and parking lot along the west fence line. These shrubs will provide more structure along the fence line, provide a slight visual buffer from the grassy swale, and provide continuity with the landscape architect's planting plan for the remainder of the property. The plant schedule on Sheet W005 was updated to include the additional seeding mix and updated plant quantities. 5. Sheet W005, Detail 1. Per TMC 18.52.70, add a planting note "Planting holes shall be the same depth as the size of the root ball." This detail has been updated. 6. Sheet W005, Detail 1. Revise note as follows "4-inch mulch layer. Maintain a 6-inch mulch free ring around the base of tree trunks and woody stems of shrubs." This detail has been updated. 7. Sheet W005. Planting Notes #3. Temporary irrigation is required for 3 years per TMC 18.52.70.B.3. Revise. This note has been updated. 8. Sheet W005. Plant Schedule. Add a column specifying Minimum Height: Trees — 6', 2" caliper; Shrubs —18 ". The minimum sizes have been updated in the plant schedule. 9. Sheet W005. Plant Schedule. Spacing for trees may be 15' O.C. — see comment above regarding spreading proposed number of trees throughout buffer area. The spacing for trees has been updated to 15 feet in the plant schedule, both in the spacing column and in Note 1. 10. Sheet W006. Monitoring Methods. Revise 3rd note "Monitoring will take place twice annually in the spring and fall for five years. Year-1 monitoring will commence in the first fall subsequent to acceptance by the City. Under the Mitigation Plan Notes, the third note under Monitoring Methods has been updated to replace "installation" with "acceptance by the City." Response to Correction Letter City of Tukwila December 31, 2019 Page 5 11. Sheet W006. Maintenance. Specify who will be responsible for maintenance of the site. According to email correspondence with Brandon Miles, the City of Tukwila will be responsible for the maintenance of the site. This responsibility was added to the Maintenance section of the Mitigation Plan Notes. 12. Sheet W006. Material Specifications and Definitions. Revise #2 to require irrigation for the first three years following installation. Note 2 under Material Specifications and Definitions has been revised to require irrigation for the first three years following installation. 13. Sheet L301. Show irrigation location in the wetland buffer area. On Sheet W006, the Mitigation Planting and Irrigation notes state that the contractor is responsible for designing and installing a temporary, above ground irrigation system to provide full coverage to all installed plants within the restoration area. Additional changes were made to the permit plan set to accommodate the changes requested in this letter. 1. The performance standards were updated to include the seeding areas. 2. The General Work Sequence in the Mitigation Plan Notes was updated to include installing mulch rings around trees in the seeding areas. Please let me know if you have any questions or if we can provide you with any additional information. Sincerely, '44 )4AlciAbl April Mulcahy Landscape Designer I Ecologist Department of Community Development October 28, 2019 RACHEL BIANCHI 6300 SOUTHCENTER BLVD TUKWILA, WA 98188 RE: Correction Letter # 2 to Revision #1 DEVELOPMENT Permit Application Number D18-0321 TUKWILA FIRE STATION 51 - 17951 SOUTHCENTER PKWY Dear RACHEL BIANCHI, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING - C DEPARTMENT: Lynn Miranda at 206-433-7162 if you have questions regarding these comments. • Cannot be reviewed until Special Permission Wetland Buffer Reduction is applied for and approved. Location of wetland buffer reduction may need to be revised. • Comments on D18-0321 & L19-0101 1. Sheets W003, W004, W005. Reduced wetland buffer width. Per TMC 18.45.080.F, the buffer width may be reduced in locations on a case by case basis and shall not result in greater than a 50% reduction in width. The boundary of the "paper fill" areas is a result of a greater than 50% reduction in buffer width (20'), but will be permitted as the project cannot avoid impacting that portion of the buffer and mitigation is provided at a higher level. Outside of the ;paper fill areas, there is minimal need for any wetland buffer reduction, and where it is needed it should not be greater than 50% (25'). 2. Revise Sheet W003. The proposed wetland buffer enhancement area should be expanded to cover the entire buffer, coincident with the boundary of the proposed temporary disturbance limits. 3. Revise Sheet W004. Expand boundary of Soil Preparation Area to cover the entire proposed wetland buffer, taking it to the edge of the proposed temporary disturbance limits. 4. Revise Sheet W005. The entire remaining proposed wetland buffer area should be landscaped. Revise by spreading the proposed number of trees over entire wetland buffer area instead of clustering. Trees may be placed 15' on center, seeding the remaining area as ground cover up to the edge of the proposed temporary disturbance limits. Locate some of the trees close to the fence surrounding the fire station on the western boundary of the project, as the 7 trees previously proposed there have been removed. 5. Sheet W005, Detail 1. Per TMC 18.52.70, add a planting note "Planting holes shall be the same depth as the size of the root ball." 6. Sheet W005, Detail 1. Revise note as follows "4-inch mulch layer. Maintain a 6-inch mulch -free ring around the base of tree trunks and woody stems of shrubs." 7. Sheet W005. Planting Notes #3. Temporary irrigation is required for 3 years per TMC 18.52.70.B.3. Revise. 8. Sheet W005. Plant Schedule. Add a column specifyiing Minimum Height: Trees -- 6', 2" caliper; Shrubs — 18". 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 9. Sheet W005. Plant Schedule. Spacing for trees may be 15' O.C. — see comment above regarding spreading proposed number of trees throughout buffer area. 1.0. Sheet W006. Monitoring Methods. Revise 3rd note "Monitoring will take place twice annually in the spring and fall for five years. Year-1 monitoring will commence in the first fall subsequent to acceptance by the City. 11. Sheet W006. Maintenance. Specify who will be responsible for maintenance of the site. 12. Sheet W006. Material Specifications and Definitions. Revise #2 to require irrigation for the first three years following installation. 13. Sheet L301. Show irrigation location in the wetland buffer area. 14. Sheet L401. Planting Notes #4. Add: "The applicant must schedule an inspection by the city's urban environmentalist (Andrea.cummins@Tukwilawa.gov) of the structural soils in sidewalks and parking lots prior to planting to ensure soils are properly prepared." 15. Sheet L402. Add a column specifying Minimum Height: Trees — 6'; Shrubs — 18". Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely p Bill Rambo Permit Technician File No. D18-0321 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 111 WEINSTEINA+U ARCHITECTS + URBAN DESIGNERS September 20, 2019 Rachel Bianchi Deputy City Administrator City of Tukwila 6300 Southcenter Blvd. Tukwila WA 98188 RECEIVED CITY OF TUKWILA SEP 2 4 2019 PERMIT CENTER CORRE TION ���uuA � AG�NNI111{�,i_ Tukwila Fire Stadon 51— Revised Permit Corrections 81 Responses (D18-0321) Dear Rachel: The following are the design team's responses to the comments we received on our revised development permit submission. The original language from the corrections letter is show here verbatim, with our responses in green italics. FIRE - R DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. 1. Please confirm the heavy-duty asphalt will meet HS-20 loading standards for heavy vehicles. The Geotechnical Engineer for the project has confirmed that the heavy-duty asphalt shown in detail 7/C3.3 meets the loading requirements of HS-20. PLANNING - R DEPARTMENT: Lynn Miranda at 206-433-7162 if you have questions regarding these comments. 1. Wetland. a. It is unclear what is being planned for the wetland on -site. If the decision is made to fill the wetland and provide wetland mitigation, then a mitigation sequencing document is required to detail why impacts cannot be avoided or minimized, and how impacts will be mitigated. (seeTMC Chapter 18.45.090.c). The mitigation ratio for buffer enhancements for filling the wetland is 3:1. If a buffer reduction is required, applicant must submit a Special Permission Wetland Buffer Reduction application as soon as possible. A Wetland Mitigation Plan has been created by The Watershed Company. Please see their attached report and the plans added to the drawing set detailing their findings and recommendations. b. The wetland must be fenced off prior to any ground disturbance activity taking place. The wetland and buffer were fenced off prior to construction activities on site. c. Sheet A001, L101. Show wetland and wetland buffer location The wetland and buffer locations have been added to the drawings. 2. Sheet C3.0. Relocate the curb ramp on the south side of the southem driveway so that it directly faces the crosswalk, rather than directing pedestrians into the intersection. The curb ramps currently face both existing crosswalks, but are not aligned exactly with the centerlines. The north -south crosswalk will be replaced as part of this project and will be re -painted to align with the corresponding ramp. Documentation of the new striping has been added to C3.0. 3. Sheets L101 & L401. Gate in security fence on west side of site. As currently designed, accessing the gate requires one to walk through landscaping. Either relocate the gate or add a walking path between the parking lot and gate at the existing location on the site and landscape plan. The fencing has been moved to the interior of the landscape buffer, providing direct access to the gate from the gravel parking area. 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 WeinsteinAU.com T 206 443 8606 F 206 443 1218 D�8• osal 4. C3.3, 11 Gravel surfacing section. Ensure this complies with TMC 18.56.040.7 requiring an off-street parking area to be made of material that provides a durable uniform surface and TMC 18.06.242: if considering using gravel, it must have 3 inches of 3/81 to 1-1/4" crushed porous aggregate consisting of open -graded top course, base course, or similar material with 35-4096 porosity. Mud or other fine materials should be prevented from working their way to the surface by the installation of a geotextile fabric, quarry spalls, or other approved materials below the porous aggregate. Detail 11 on C3.3 has been amended to include geotextile underneath the gravel top course if native soils are used underneath in order to comply with TMC 18.06.242. 5. Sheets A002 & A003. Generator & Trash Screen, transformer screening. a. Per Emma Nowinski email 4.15.19, Ameristar Impasse fendng will be used around the trash enclosure. Fendng/screening around the generator and recycling/solid waste area must be opaque. Please select an appropriate alternative to the Ameristar Impasse fencing. Chain link fendng around the solid waste receptacles is not permitted. Per TMC 18.50.190, non-residential collection points shall be designed as follows: 1. An opaque wall or fence of sufficient size and height to provide complete screening shall enclose any outside collection point. Architectural design shall be consistent with the design of the primary structure(s) on the site. The Impasse product was chosen for the trash enclosure to match the fencing at the east face of the secure perimeter of the site. The details for the enclosure have been amended to include opaque paneling between the impasse pales, and the inner trash enclosure has been changed from chain link fencing to Impasse. b. Add more evergreen shrubs and trees to screen the generator/recycling/garbage enclosure on the west side. TMC 18.52.040.A.3. Evergreen shrubs and evergreen trees shall be used for screening along rear property lines, around solid waste/recycling areas, utility cabinets and mechanical equipment. Evergreen Taxus shrubs have been added to the west end of the enclosure. 6. Sheet A301. Per Emma Nowinski email 4.15.19, Ameristar Impasse fencing will be used at the mechanical screen on the roof. The Ameristar Impasse fencing is not appropriate opaque screening on rooftop. The details have the rooftop screening have been changed. The Ameristar fencing is now acting as an armature for a series of opaque metal panels, proportioned and painted to match the areas of vertical metal paneling on the building facade. The Ameristar product will not be visible from outside the mechanical enclosure. Emma Nowinski, AIA Weinstein A+U 2/2 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 19_0920TF551 Revised Permit Corrections 1 Responses.docx WeinsteinAU.com T 206 443 8606 F 206 443 1218 City of Tukwila Department of Community Development May 01, 2019 RACHEL BIANCHI 6300 SOUTHCENTER BLVD TUKWILA, WA 98188 RE: Correction Letter # 1, Revision #1 DEVELOPMENT Permit Application Number D18-0321 TUKWILA FIRE (STATION 51 - 17951 SOUTHCENTER PKWY Dear Rachel, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: FIRE - R DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • Please confirm the heavy-duty asphalt will meet HS-20 loading standards for heavy vehicles. PLANNING - R DEPARTMENT: Lynn Miranda at 206-433-7162 if you have questions regarding these comments. • 1. Wetland. a. It is unclear what is being planned for the wetland on -site. If the decision is made to fill the wetland and provide wetland mitigation, then a mitigation sequencing document is required to detail why impacts cannot be avoided or minimized, and how impacts will be mitigated. (see TMC Chapter 18.45.090.c). The mitigation ratio for buffer enhancements for filling the wetland is 3:1. If a buffer reduction is required, applicant must submit a Special Permission Wetland Buffer Reduction application as soon as possible. b. The wetland must be fenced off prior to any ground disturbance activity taking place.c. Sheet A001, L101. Show wetland and wetland buffer location2. Sheet C3.0. Relocate the curb ramp on the south side of the southern driveway so that it directly faces the crosswalk, rather than directing pedestrians into the intersection.3. Sheets L 101 & L401. Gate in security fence on west side of site. As currently designed, accessing the gate requires one to walk through landscaping. Either relocate the gate or add a walking path between the parking lot and gate at the existing location on the site and landscape plan.4. C3.3, 11 Gravel surfacing section. Ensure this complies with TMC 18.56.040.7 requiring an off- street parking area to be made of material that provides a durable uniform surface and TMC 18.06.242: if considering using gravel, it must have 3 inches of 3/8" to 1-1/4" crushed porous aggregate consisting of open - graded top course, base course, or similar material with 35-40% porosity. Mud or other fine materials should be prevented from working their way to the surface by the installation of a geotextile fabric, quarry spalls, or other approved materials below the porous aggregate.5. Sheets A002 & A003. Generator & Trash Screen, transformer screening.a. Per Emma Nowinski email 4.15.19, Ameristar Impasse fencing will be used around the trash enclosure. Fencing/screening around the generator and recycling/solid waste area must be opaque. Please select an appropriate alternative to the Ameristar Impasse fencing. Chain link fencing around the solid waste receptacles is not permitted. Per TMC 18.50.190, non-residential collection points shall be designed as follows: 1. An opaque wall or fence of sufficient size and height to provide complete screening shall enclose any outside collection point. Architectural design shall be consistent with the design of the primary structure(s) on the site.b. Add more evergreen shrubs and trees to screen the generator/recycling/garbage enclosure on the west side. TMC 18.52.040.A.3. Evergreen shrubs and evergreen trees shall be used for screening along rear property lines, around solid waste/recycling areas, utility cabinets and mechanical equipment. 6. Sheet A301. Per Emma Nowinski email 4.15.19, Ameristar Impasse fencing will be used at the mechanical screen on the roof. The Ameristar Impasse fencing is not appropriate opaque screening on rooftop. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. To better expedite your resubmittal, a 'Revision Submittal Sheet' must 6300 Southcenter Boulevard Suite #100• Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 accompany every resubmittal. I i._.; enclosed one for your convenience. Correctionb/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, c-i< i Kandace Nichols Permit Technician File No. D18-0321 6300 Southcenter Boulevard Suite #100. Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton April 17, 2019 File No. 262018.005/00910 RECEIV ITR22201y ED DEV pN ENT Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Fire Station 51 (D18-0321) - Revision No. 1 Dear Mr. Hight: :CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The permit applicant: should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-size revised and new structural sheets for insertion into the original structural drawing set. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Two complete full-size sets of updated structural drawings. c. Three copies of supplemental structural calculations. The applicant should resubmit documents directly to Reid Middleton, Inc. Structural 1. Sheets A002 and A003 appear to indicate that the generator and trash enclosure walls are revised to have pre -manufactured metal arch screens. The design drawings for the pre -manufactured metal screen walls should be listed as a deferred subrnittal on the structural general notes on Sheets S 101 and S102. See IBC Sections 107.1 and 107.3.4.1. 2. The low roof and mezzanine plan on Sheet S202 appears to indicate that C 12x 12.7 above the low roof, along Grid 3.1 between Grids D to E and A to B 1, are revised to make it shorter. Verification should be provided that the revision does not alter the original design intent. See IBC Sections 107.1 and 1604.1. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development April 17, 2019 File No. 262018.005/00910 Page 2 3. Continuing the comment immediately above, Sheet S202 appears to reference Detail 14/S402 at the HSS 3x3 strut connection to HSS 8x4 beam and C12x12.7. However, Detail 14/S402 indicates HSS 3x3 connection to C12 and HSS 6x6 column, which appear to be applicable to the storefront framing connections only. The HSS 3x3 strut connections to HSS 8x4 beam and C12 should be provided indicating the location of HSS 3x3 strut with respect to HSS 8x4, W12x26, and C12x20.7 beams, and low roof. See IBC Section 107.1. 4. Detail 11/S4.03 appears to indicate C12 and PL3/8 x 3-1/2" x 7'" long plate supporting brick returns. Channel C12 should be identified on the Sheet S202 and substantiating structural calculations for the design of brick support should be provided for review. See IBC Sections 107.1 and 1604.1. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Please contact us if you have questions or need additional clarification. Sincerely, Reid Middleton, Inc.. Sabina S. Surana, P.E. Project Engineer cc: Ed Weinstein, Weinstein A+U (by e-mail) Dan Say, Swenson Say Faget (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Rachel Bianchi, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\o:\plan review\tukwila\18\tk18 009r10.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 9, 2019 Dave Swanson Reid Middleton 728 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D18-0321 — Revision #1 Tukwila Fire Station #1 Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, / Kandace Nichols Permit Technician encl File: D18-0321 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 9, 2019 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RE: Supplemental Nonstructural Review Development Permit D18-0321 Tukwila Fire Station 51-17951 Southcenter Pkwy Dear Mr. Hill, Please review the enclosed set of plans and documents for nonstructural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Kandace Nichols Permit Technician encl File: D18-0321 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov WEINSTEINA+U ARCHITECTS + URBAN DESIGNERS April 5, 2019 Lynn Miranda Senior Planner City of Tukwila 6300 Southcenter Blvd Tukwila, WA 98188 Tukwila Fire Station 51 - Permit Revision 179521"Southcenter Pkwy Permit Number: D18-0321 Dear Lynn: RECEIVED CITY OF TUKWILf APR 0 5 2019. 'ERMIT CENTER REVISION N0._� We would like to resubmit a portion of our approved permit set, which now reflects changes made to the project since our last round of corrections. This set incorporates the last few comments that were contingencies of our approval, as well as the following changes that were made for budgetary reasons: 1. Eliminating all above -ground components of the fueling station but including the below -grade components so that it may be completed in the future 2. Changing the paving material at the south driveway from concrete to heavy-duty asphalt 3. Changing the screening material from custom fabricated panels to a 7'-0" high, manufactured privacy fencing product 4. Screening the generator and trash area with the architectural fencing material, at 9'-0" high, in lieu of the fuel station enclosure 5. Changing the security fence material to 7'-0" high, galvanized chain link 6. Eliminating the fume hood in the Shop 7. Changing the Apparatus Bay egress doors from sectional, roll -up doors to four -fold doors All changes have been clouded as delta 3 and sheets that include revisions have been included in this resubmittal, per our email conversation on March 21, 2019. Best regards, Lauren Rock, AIA Weinstein A+U Enclosed: (5) Full-sized sets of revised sheets from the Permit Set 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 WeinsteinAU.com T 206 443 8606 F 206 443 1218 City of Tukwila Department of Community Development 3/1/2019 RACHEL BIANCHI 6300 SOUTHCENTER BLVD TUKWILA, WA 98188 RE: Permit Application No. D18-0321 TUKWILA FIRE STATION 51 17951 SOUTHCENTER PKWY Dear RACHEL BIANCHI, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your pennit applied for on 10/15/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire on 4/15/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, p 1! R Bill Rambo Permit Technician File No: D18-0321 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton January 17, 2019 File No. 262018.00.5100903 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING REVIEWED FOR CODE COMPLIANCE APPROVED JAN 18 2019 Subject: Building Permit Plan Review — Final Submittal Fire Station 51 (D18-0321) City of Tukwila BUILDING DIVISION Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The permit applicant has responded successfully to our comments. Drawing Revisions New structural drawing sets were submitted in response to our plan review. These sets are enclosed and should replace any previous sets submitted with the original permit submittal. The new drawing sets are dated January 7, 2019. Special Inspections, Submittals, Tests, and Structural Observation Geotechnical special inspections: Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Hart Crowser dated July 20, 2017. The following is a summary: 1. Verification of soil -bearing capacity at the building footings. 2. Overexcavation for placement of structural fill. 3. Classification and testing of compacted fill materials. 4. Placement of structural fill and soil compaction. 5. Verification of subgrade preparation prior to placement of compacted fill. Structural special inspections: Special inspections by qualified special inspectors should be provided. Please reference the special inspections indicated in the drawings. The special inspections provided should include but not be limited to the following summary: 1. Installation of concrete expansion, adhesive, and screw anchors, where applicable: EVERETT in accordance with qualifying report of evaluation service. 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development January 17, 2019 File No. 262018.005/00'903 Page 2 2. Adhesive installation of concrete reinforcement, where applicable: continuous. 3. Concrete placement at concrete construction, including concrete topping at steel floor decks: continuous. 4. Reinforcement at concrete construction, including headed shear studs at steel floor decks: periodic. 5. Welding of concrete reinforcement other than at the seismic -force -resisting system, where applicable: periodic. 6. Installation of steel anchor bolts/rods in concrete: continuous. 7. Installation of headed studs in concrete: continuous. 8. Fabrication of structural steel other than prefabricated structural steel members: periodic. 9. Installation of structural steel: periodic. 10. Welding of structural steel members for single -pass fillet welds (maximum 5/16 inch): periodic. 11. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16 inch), where applicable: continuous. 12. On -site welding of structural steel at prefabricated steel structure for single -pass fillet welds (maximum 5/16 inch): periodic. 13. On -site welding of structural steel at prefabricated steel structure for other than single -pass fillet welds (maximum 5/16 inch), where applicable: continuous. 14. Installation and fastening of cold -formed steel trusses spanning 60 feet or greater: periodic. 15. Fastening and welding at cold -formed, steel -framed, lateral -force -resisting system, except floor and roof diaphragms: periodic. 16. Installation and fastening of prefabricated open -web steel joists and joist girders: periodic. 17. On -site welding of cold -formed steel roof deck at prefabricated steel structure: periodic. 18. Welding of cold -formed steel roof and floor decks: periodic. 19. Installation of headed shear studs at cold -formed steel floor decks: periodic. 20. Installation of power -driven fasteners at cold -formed steel roof and floor decks: periodic. In addition, the structural design includes prefabricated components that do not require special inspection during fabrication. The prefabricated components must be fabricated by registered and approved fabricators in accordance with IBC Section 1704.2.5.1. Prefabricated components in this project include: open -web joists. Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development January 17, 2019 File No. 262018.005/00903 Page 3 1. Testing of concrete, including concrete topping at steel floor decks for specified compressive strength, f',.; air content; and slump. 2. Nondestructive testing of the complete joint -penetration (and partial joint - penetration, where applicable) groove -welded joints at the steel special concentrically braced frames (SCBF). Structural submittals: Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the City of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. The following is a summary: 1. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. 2. Submittal of certificates of compliance from the fabricators of the prefabricated steel structures at the completion of fabrication. 3. Submittal of certificates of compliance from the fabricators of prefabricated stair systems (e.g., steel stairways) at the completion of fabrication. 4. Submittal of welding procedure specifications for the welding of structural steel other than by prequalified welding procedure specifications. 5. Submittal of certificates of compliance from the fabricators of prefabricated open - web steel joists and joist girders at the completion of fabrication. Structural deferred submittals: Portions of the structural design have been deferred by the structural engineer for submittal to City of Tukwila until after issuance of the initial building permit. The applicant has been informed that the City of Tukwila may require the issuance of additional permits. The following is a summary: 1. Concrete mix designs. 2. Design drawings for prefabricated open -web steel joists and joist girders. 3. Drawings for construction of steel roof deck diaphragms. 4. Design drawings for prefabricated stair systems. 5. Design drawings for prefabricated cold -formed steel trusses. 6. Design drawings for prefabricated open -steel -web wood trusses. 7. Design drawings for hold-down systems at light -gage metal -framed shear walls. 8. Design drawings for cold -formed steel stud exterior walls, where applicable. Structural Observation: Structural observation during construction is required for this project per IBC Section 1704.6. The section of the structural general notes on Structural Observation, Sheet S 102, specifies structural observation by the structural engineer. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development January 17, 2019 File No. 262018.005/00903 Page 4 Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Enclosed are the drawings, geotechnical report, structural calculations, and other submittal documentation. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer Enclosures cc: Ed Weinstein, Weinstein A+U (by e-mail) Dan Say, Swenson Say Faget (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\O:\Plan Review \Tukwila\18\TK18 009R03.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer Reid iddleton City of Tukwila Department of Community Development January 11, 2019 RACHEL BIANCHI 6300 SOUTHCENTER BLVD TUKWILA, WA 98188 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D 1 ,8-0321 TUKWILA FIRE STATION 51 - 17951 SOUTHCENTER PKWY Dear RACHEL BIANCHI, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING - C DEPARTMENT: Lynn Miranda at 206-433-7162 if you have questions regarding these comments. • 1. Per TMC 18.45.040.A, an application for a development proposal that may include a sensitive area and/or buffer must submit a sensitive areas study evaluating and delineating the potential wetland and associated buffer area. Please submit this evaluation and delineation. If wetlands are present on the site, these areas must be delineated on the site plan prior to DCD approving the building permit. If a wetland buffer reduction is needed, please submit a Special Permission Wetland Buffer Reduction application. 2. Sheet L4.01. A coastal redwood is too large for the proposed location. Please replace with a more suitable -sized tree, such as a Nokia Cypress. If using the Nokia Cypress, locate 2 trees in the planting, area on the east side of the trash building and 1 in the planting area to the west of the building. Sheet A002. To avoid conflicts with the proposed landscaping, move the light pole along the rear of the site (SW corner) from under the tree to a location between the 2 trees. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D 1 8-0321 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 LETTER OF TRANSMITTAL To: City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98188 Attn: Bill Rambo Date: Jan.2 2019 BHC P.C. No:001 Tukwila Proj: Description: Fire Station 51 Via: 0 Messenger 0 Express 0 Pickup X Mail +++++++++" We are forwarding herrewith:/ / p Plans % /yt/I SPi F'TL d04 th' /O Other Q f. j 'ba (d in 7~,1 S itcL /.i % Pg. C•� 7' S*ve7 1t ca/�-S As equested, these plans were reviewed for: �� Non-structural 0 Structural ❑Plumbing ❑Mechanical X❑Electrical Disabled Access Regulations Special items to note: Arch. / Engr. Signature Pending Special Inspection Required for Deferred Spbmittals Required for Other s/A ii,,,p ,,„ _iive — rr The following items have been verified: Plans Stamped and Signed Questionnaire Sent to pplic. nt Lo g y Remarks: Co rection List in B&H File Book Entr Made /?DGI, 1P-i( GIGw/ i 41at SS,I; * 9 6J$1 t INV,' Ail ki 0 Re -submittal Required The enclosed instruments of record are approved for issuance of the building permit pending the approval of any other City/County/State agencies. From: William Hill, CA30 RECEIVED Manager, Building an Construction Code. Compliance CITY OF TUKWILA -12e' JAN 02 2019 PERMIT CENTER 1601 5'h Avenue, Suite 500, Seattle, WA 98101 (206) 505-3400 • FAX (206) 505-3406 • www.bhcconsultants.com Reid iddleton January 2, 2018 File No. 262018.005/00902 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review —Second Submittal Fire Station 51 (D18-0321) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING !RECEIVED JAN 07 2ai Community Development We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. Several of the previous review comments (letter dated November 13, 2018) have not been addressed completely in the recent submittal. The design team should address the comments below, which supersede the previous review comments and outline the remaining issues. The numbering system from our previous letter has been retained for your reference. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-size revised and new structural sheets for insertion into the original structural drawing set. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Two complete full-size sets of updated structural drawings. c. Three copies of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. No additional comments. 2. No additional comments. Structural General 1. No additional comments. 3. No additional comments. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development January 2, 2019 File No. 262018.005/00902 Page 2 4. No additional comments. 5. No additional comments. Loads: 6. No additional comments. 7. No additional comments. 8. No additional comments. 9. No additional comments. 10. No additional comments. 11. The comment below does not appear to be fully addressed. The loading diagrams show only gravity design loadings for the joists. However, several joists at the low roof are also used as drag struts. The diagrams do not appear to include the design seismic chord forces for those joists. The diagrams should be revised to include design seismic chord forces. The original comment is as follows: The loading diagrams for open web steel joists at mezzanine and roof levels should be provided. See IBC Sections 107.1 and 1603.1.1. Concrete: 12. No additional comments. 13. No additional comments. Foundation 14. The comment below does not appear to be fully addressed. The supplementary calculations pages SC-1 and SC-2 indicate fence posts are to be HSS6x4 and foundations are to be 12-inch-diameter concrete shafts with minimum reinforcements. The required clear cover for concrete exposed to ground is 3 inches. With 12-inch concrete shaft and 6-inch HSS post, the required cover for reinforcement bars cannot be achieved. The original comment is as follows: Detail 18/A003 shows a footing detail for 9-foot-high security fence footing. Structural calculations for fence foundation do not appear to be provided for review. Documentation substantiating the design of security fence should be provided for review. See IBC Sections 107.1, 1604.1, and 1807.3. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development January 2, 2019 File No. 262018.005/00902 Page 3 15. No additional comments. Vertical 16. No additional comments. 17. The comment below does not appear to be fully addressed. The supplementary calculations pages SC-3 through SC-10 do not appear to include the design of canopy connections to steel framing. Details 3 and 8/S403 indicate that the canopy is connected to steel framing with 1/2-inch-thick knife plates. Structural calculations substantiating the design of knife plate connections should be provided. The original comment is as follows: Sheet S202 and Details 3 and 8/S403 appear to show the canopy framing. Structural calculations substantiating the design of canopy framing and its connection should be provided for review. See IBC Sections 107.1 and 1604.1. The documentation should include, but not be limited to: a. The canopy framing and connection to the structure should be designed for wind uplifts. b. The canopies on Sheet S202 do not appear to have diaphragm identified on the drawing. The structural design calculations and drawings for the canopy diaphragms should be clarified. Lateral 18. No additional'. comments. 19. No additional. comments. 20. No additional. comments. 21. The comment below does not appear to be fully addressed. Detail 2/S403 indicates that the HSS post along Grid 2.1 is connected to the braced framed beam along Grid 2 with 3/8-inch-thick plate fo:r diaphragm continuity. Structural calculations substantiating the design of plate connections should be provided for review. See IBC Section 1613.1 and ASCE 7-10 Sections 12.3.3.4., 12.4.3, and 12.10.2.1. The original comment is as follows: Braced frames along Grid B and E between Grids 1 and 2 appear to be the lateral force -resisting system (LFRS) for the high bay apparatus bay and Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development January 2, 2019 File No. 262018.005/00'902 Page 4 two-story portion of the building at the south end. However, the diaphragms at the mechanical level and roof level appear to be discontinuous between Grids 2 and 2.1. Documentation substantiating 1;he design of the diaphragm connections should be provided for review. See IBC Section 1604.1. 22. No additional comments. 23. The comment below does not appear to be fully addressed. Detail 3/S403 appears to be a canopy detail. Lateral bracing for the V-type braced frame beam should be provided. The original comment as follows: Braced frame along Grid 2 has V- and inverted V-Braced frame. The beam intersected by braces, W 14x26, does not appear to be braced to ensure out -of - plane stability. The beam should have, as a minimum, one set of lateral braces at the intersection of the V-type braced frame or substantiating structural calculations for out -of -plane strength and stiffness of the beam should be provided for review. See IBC Section 1604.1 and AISC 341-10 Chapter F2.4b. 24. No additional comments. 25. No additional comments. 26. No additional comments. 27. No additional comments. 28. No additional comments. 29. No additional comments. 30. No additional comments. 31. No additional comments. 32. No additional comments. 33. No additional comments. 34. No additional comments. 35. No additional comments. Fuel Enclosure 36. No additional', comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development January 2, 2019 File No. 262018.005/00902 Page 5 Please contact us if you have questions or need additional clarification. Sincerely, Reid Middleton, Inc. 2;41";14-DI Gw'a.vl.tt_ Sabina S. Surana, P.E. Project Engineer cc: Ed Weinstein, Weinstein A+U (by e-mail) Dan Say, Swenson Say Faget (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Rachel Bianchi, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\18\TK18 009R02.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer Reid iddleton City of Tukwila Allan Ekberg, Mayor Department of Community Development -• Jack Pace, Director December 14, 2018 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RE: Supplemental Nonstructural Review — Correction Letter #1 Development Permit D18-0321 Tukwila Fire Station 51-17951 Southcenter Pkwy Dear Mr. Hill, Please review the enclosed set of plans and documents for nonstructural compliance with the 2015 International Building Code. This is their response to your correction letter #1. Based on the corrections from your initial review, it appears that we failed to inform you of our process for permits and plan reviews. Our process for permits is that the building, mechanical, plumbing and electrical disciplines are all separate permits requiring separate applications and plans. The mechanical, plumbing and electrical applications have not been submitted to us, as yet for this project. Once they have submitted, we will forward those packages to you for review. This permit (D18-0321) is for the building portion only and you should have limited your review and corrections to the building portions only. We apologize for not informing you of that. Please just review this resubmittal for the building portions only. As always, once all items have been reviewed and deemed correct, please provide two stamped sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D18-0321 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov • WEINSTEINA+U ARCHITECTS + URBAN DESIGNERS December 11, 2018 Rachel Bianchi Deputy City Administrator City of Tukwila 6300 Southcenter Blvd. Tukwila WA 98188 Tukwila Fire Station 51 - Permit Corrections #1 Responses Dear Rachel: The following are the design team's responses to the comments we received on our building permit submission. The original language from the corrections letter is show here verbatim, with our responses in green italics. BUILDING DEPARTMENT: BHC Consultants at if you have questions regarding these comments. o Building Classification: Occupancy: Mixed Use, 5-2, apparatus Bays, R-2 dormitory areas, B admin offices and training area Type of construction: IIB NFPA 13 throughout Area: R-2 1261 sf plus (689 for physical training room). 5-1 (showing S- 2) 4933 sf.. B 627 sf. General Life Safety, Accessibility, WSEC Comments Sheet G201, code notes: Building Comments: 1. Codes identified should indude the 2015 WSEC, notes are call for 2012. Also, identify the compliance paths for both the commercial code provisions as well as the residential if the intent is to use both codes. Energy code forms have identified All Commercial. The compliance should follow Mixed Use option because of the residential use. WAU Response: The code notes have been updated with the correct year. The residential areas have been corrected to only include the sleeping units and the building is classified as Mixed Occupancy with respect to the Energy Code -three stories or less above grade with both Commercial and R occupancies. The All Commercial WSEC compliance forms correctly document our Energy Code compliance and the attached Residential compliance form shows that the R-3 areas comply with the Residential provisions, as well. 2. This building occupancy is being noted as B with S-2 and R-3 accessory. This classification does not work as both the R-3 and 5-2 are exceed the area percentage allowed to be accessory to a primary use as the B. This building must be classified as mixed use. GO R Ri C T taM WAU Response: The building occupancy classification has been corrected to show Mixed Use. LT R 1t 3. Chapter 5 code notes identify that you have taken the "nonseparated" use provision. As such, please identify the code criteria allowing this with no separation being required. WAU Response: Per Section 508.3, 'Buildings or portions of buildings that comply with the provisions of this section shall be considered as nonseparated occupancies" 508.3.1: Nonseparated occupancies shall be individually dassified in accordance with 302.1. The requirements of this code shall apply to each portion of the building based on the occupancy classification of that space. COMPLIES In addition, the most restrictive provisions of Chapter 9 that apply to the nonseparated occupancies shall apply to the total nonseparated occupancy area. COMPLIES 508.3.2: The allowable building area and height of the building or portion thereof shall be based on the most restrictive allowances for the occupancy groups under consideration for the type of construction of the building in accordance with Section 503.1. COMPLIES RECEIVED CITY OF TUKWILA 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 WeinsteinAU.com T 206 443 8606 F 206 443 1218 1)18- o3i� DEC,12 2018 PERMIT CENTER • • 508.3.3: No separation is required between nonseparated occupancies. Exception 2: Group 1-1, R-1, R-2 and R-3 dwelling units and sleeping units shall be separated from other dwelling or sleeping units and from other occupancies contiguous to them in accordance with the requirements of Section 420. COMPLIES 4. The occupancy designation of S2 does not fit for the apparatus bay use. The 51 classification more closely fits this use. WAU Response: The primary function of the apparatus bay is to house vehicles, similar to a parking garage, which is a use explicitly listed under the S-2 category. The bays are not used for mechanical maintenance of the vehicles, which is the motor - vehicle -related use listed underS-1. 5. The code notes under site location note the building is fully sprinklered with a NFPA 13 system. However, under code notes for Chapter 9 is stating 13R for the residential area. Please clarify intent. The building should be fully sprinklered for S-1 fire area for unseparated use if that is the method to be used. WAU Response: An NFPA 13 sprinkler system will be provided throughout the building. The conflicting code notes for Chapter 9 have been corrected. 6. Vertical assemblies: floor plans are not calling out any of the vertical assemblies as identified on sheet A701. Identify all assemblies as applicable on floor plans for clarity. WAU Response: Additional assembly call -outs have been added to sheets A 101 and A 102 for increased clarity. 7. The storage mezzanine should be posted for designed maximum storage capacity. This requirement is no longer in the code, however, given the amount of firefighting equipment to be stored there it would be good design criteria. WAU Response: The mezzanine has been designed for 125psf of storage capacity. The building signage will meet all current code requirements. 8. Separate toilet rooms for men and women are not being identified. The toilet rooms should be identified as either sex. WAU Response: All toilet rooms in the building are single user and can be used by either sex. Three of the bathrooms provided are associated with the six sleeping rooms and, as such, are not required to be identified per sex. The building has also been designed for use by six on -duty firefighters, which is lower than the 15-employee threshold for designated toilet rooms. 9. Include details for accessible locker facilities if provided WAU Response: Accessible locker facilities have not been provided, as the lockers are only for use by on -duty staff, who are required to be able-bodied. Review by Willie Hill Plumbing Comments: 1. Sheets M101, M201, M401, M402 and M901 Detail #1; Please provide a Riser Diagram for all Hot, Hot Water Circulating and Cold Water Piping. Please show the total focture units with each pipe size so I can verify pipe sizes and velocities comply with the 2015 UPC Section 610.12, Appendix A and CDA Manufacturers Installation Requirements. Greenbusch Response: Sheet M803 has been added and shows a domestic water riser diagram including required water supply fixture units and pipe sizes. 2. Sheets M201, M401, M402, and M903 Detail #2; Please show the total square footage of roof area discharging into each Roof Drain and Overflow so I can verify the pipe sizes comply with the 2015 UPC Tables 1101.8 and 1101.12. Cleanouts are required on the Storm Drain Stacks per the 2015 UPC Section 1101.13. 2/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 18_1211 TF551 Permit Corrections 1 Responses.docx WeinsteinAU.com T 206 443 8606 F 206 443 1218 • • Greenbusch Response: Roof square footage now shown on sheets M402 and M701. Storm drain stack added callouts on Sheet M401 refer the reader to Detail 6/M901 Stack Cleanout Detail. 3. Sheets M002 and M901, (OWS) Oil/Water Separator Detail; These Interceptors Dry Out in the summer months and should have a trap primer per the 2015 UPC Section 1007. Please Note: All Waste and Vents meet or exceed 2015 UPC requirements. Greenbusch Response: Have not customarily provided primers forApp Bay grease interceptors as the drains are subject to frequent use with vehicle water fill, washdown and custodial care. Clarification: Is the note indicated above to be added to our drawings? 4. Sheet M902 Detail #4; Hub Drain requires % mesh minimum, strainer or equal for Rodent Proofing per the 2015 UPC Section 312.12. Greenbusch Response: Will comply, refer to updated detail #4 on sheet M902. 5. Sheet M902, Dishwasher Detail #7; The hot water supply to the DW requires a Mechanical Shock Arrestor per the 2015 UPC Section 609.10. Greenbusch Response: Will comply, refer to updated detail #7 on Sheet M902. 6. Sheet M903, Roof Drain Detail #3; Please show the Roof Overflow Drain on this Detail so I can verify it complies with the 2015 UPC Section 1101.12.2. Greenbusch Response: The revised detail #3 and roof plan show two drains installed per drain pocket. The referenced detail indicates that a 2" tall weir is installed in overflow drains. The main drain is installed without the weir. 7. Any Plumbing Pipes subject to vehicle damage are required to be protected per the 2015 UPC Section 312.4. Greenbusch Response: There is no piping installed in the potential vehicle impact area that is subject to vehicle damage. Review by Mark Tullis Electrical Comments: 1. IBC 1008 Provide Emergency power for egress illumination in accordance with IBC 1008. Travis Fitzmaurice response: Emergency power for egress illuminations are achieve through emergency battery pack integral to light fixtures. Refer to revised Lighting Fixture Schedule on sheet E100 and sheets E201 and E202. 2. NEC 110.2 Provide sufficient working space clearance from ATS-MDP to Main Distribution Panel. Travis Fitzmaurice response: Revised electrical room equipment layout to meet clearance requirements. Refer to revised sheet E301. 3. WAC 296-46B-215 (NEC 215) Provide diagram which displays available total load before and after demand factors have been applied for service and feeder circuits where required. Provide diagram which displays symmetrical fault current at the service point and equipment short-circuit rating for service feeders. Travis Fitzmaurice response: Refer to panel schedule sheet E801 for load calculations. Available Fault Currents noted in One Line Diagram. Refer to revised sheet E100. 3/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 WeinsteinAU.com T 206 443 8606 F 206 443 1218 18_1211 TFS51 Permit Corrections 1 Responses.docx • • 4. WAC 296-46B-225 (NEC 225) Provide disconnecting means for the permanently installed engine generator at building where power is utilized. Travis Fitzmaurice response:Automatic transfer switch ATS-MDP is a service entrance rated ATS and has a service entrance main circuit breaker. Refer to revised One Line Diagram on sheet E100. 5. NEC 230.70 Provide service disconnecting means to disconnect all conductors in a building listed as suitable per NEC 230.70(C). Travis Fitzmaurice response:Automatic transfer switch ATS-MDP is a service entrance rated ATS and has a service entrance main circuit breaker and Panel MDP has a main breaker to disconnect all conductors in the building. Refer to revised One Line Diagram on sheet E100. 6. WAC 51-11 C C405.2.5 (Item 7) Provide energy compliance for emergency egress fixtures in accordance with NREC. Travis Fitzmaurice response: Lighting controls are provided. Refer to revised sheets E201 and E202. 7. WAC 51-11 C C405.10 Provide controlled receptacles in accordance with NREC. Travis Fitzmaurice response: Controlled receptacles are provided in Station Office 107 and Captain Office 108. Refer to revised sheet E301. 8. WAC 51-11 C C405.8 Provide electric motor efficiency information in accordance with NREC. Travis Fitzmaurice response: Electric motor efficiencies are noted on revised sheet E701. Review by Nate Palmatier, EE Mechanical Comments: 2015 Washington State Energy Code (WSEC) Plan Review 1. C406 Additional Efficiency Package Options Summary (minimum 2 required). a. C406.8 Enhanced envelope performance: Confirmed. b. C406.2 More efficient HVAC equipment: Not confirmed, not all efficiencies indicated. Greenbusch Response: Will add equipment efficiencies required. c. C406.6 Dedicated outside air systems (DOAS): Not confirmed, less than 90% of conditioned space served by DOAS. Greenbusch Response: Our interpretation is that "conditioned areas" refers to air conditioned areas, as opposed to heated or heated and ventilated areas, which would be theApp Bay and Service Areas to the south. d. C406.3 Reduced light power. Confirmed. 2. C403.2.11.1 Allowable fan motor horsepower. a. Complete FANSYS form or show that it is not required. Greenbusch Response: The actual BHP of each fan, supply and return is 2.3 fora total of 4.6 Bhp, thus the FanSys calculation is not required. 3. C403.2.3 HVAC equipment performance requirements. a. Indicate required features on gas -fired unit heater schedule. 4/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 18_1211 TFS51 Permit Corrections 1 Responses.docx WeinsteinAU.com T 206 443 8606 F 206 443 1218 • • Greenbusch Response: Required features have been added to the heater schedule description on SheetM003. b. Indicate heat pump efficiency on outside air heat recovery ventilation unit (RHRV) schedule. Greenbusch Response: Heat pump efficiency has been added to RHRV schedule on Sheet M003. 4. C403.2.4.3 Shut-off dampers. a. Indicate all required shut-off dampers on plans. Greenbusch Response: Will comply, added dampers indicated on sheets M502 and M701. 5. C403.2.4.1.1 Heat pump supplementary heat. a. Indicate required controls for supplemental heat of outside air heat recovery ventilation unit (RHRV). Greenbusch Response: Will comply. Please refer to attached excerpt from Controls Specification 230923 describing controls for RHRV. 6. C403.2.7.1 Kitchen exhaust hoods. a. Provide air balance calculations for kitchen exhaust and makeup air. Greenbusch Response: Kitchen exhaust fan is assumed to be in the range of 900 cfrn, depending on the type of hood that is ultimately provided. We intend on making up 90% of the airflow passively through RV-8 and transfer ducts to grilles on either end of the hood. The motor operated damper in RV-8 is interlocked with the hood exhaust fan to open when the fan is energized, and the makeup will be balanced to transfer about 405 cfrn per grille or 90% of the total exhaust through both grilles 7. C403.6.1 Energy recovery with DOAS a. Indicate energy recovery effectiveness on heat recovery ventilator schedule. Greenbusch Response: The energy recovery effectiveness is listed on the RHRV schedule, refer to the line describing the HRV section. 2015 International Mechanical Code (with Washington State Addendums) Plan Review 1. 302.2 Penetrations of fire -resistance -rated assemblies. a. Indicate fire -rated walls on plans. Confirm that all duct penetrations are protected. Greenbusch Response: Wall fire ratings are on the architectural plans and are now also shown on Sheet M501. All penetrations are protected. 2. 303 Locations of fuel -fired appliances. a. Sheet M501 Level 1 HVAC Plan: Confirm that UH-1 callouts in Rooms 128 and 129 are electric unit heaters (EUH- 1). Greenbusch Response: Call outs have been revised to reflect that the heaters are electric unit heaters. 3. 304.11 Guards. a. Confirm that EF-7 and EF-8 are at least 10 ft. from edge of roof. Greenbusch Response: EF-7 and EF-8 are at least 10 feet from the edge of the roof. Dimensions have been added to each location. 4. 501.3.1 Location of exhaust outlets. a. Provide 10 ft. separation between clothes dryer exhaust outlet and adjacent outside air intakes (RV-7). 5/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 WeinsteinAU.com T 206 443 8606 F 206 443 1218 18_1211 TFS51 Permit Corrections 1 Responses.docx • • Greenbusch Response: Will maintain 10 foot separation between air inlet and outlet. Dimensions have been added to each location. 5. 504.4 Backdraft damper required a. Confirm backdraft damper provided at dryer exhaust outlet. Greenbusch Response: Dryer duct outlet termination has been revised to show its damper. See also revised detail4/M905. Laundry vent basis of design is In-O-Vate Dryer:ack Model 486U, compliant with MC 504.4 per manufacturer's technical specifications. 6. 505.2 Makeup air required. a. Provide makeup air for kitchen exhaust hood over 400 cfm. Greenbusch Response: Please see response under Mechanical Item 6 above Review by FSi engineering Submitted by, William Hill, C.B.O. BHC Consultants 206-505-3400 FIRE DEPARTMENT: contact Al Metzler at 206-971-8718 if you have questions regarding these comments. 1. Provide all specifications, installation guidelines, manufacturer's cut sheets and operating instructions for the proposed alert system. WAU Response: The alerting system will be a deferred submittal by the electrical contractor. 2. Provide an auto turn software analysis of the vehicular ingress and egress system components for the entire site including the fuel island access. Contact Al Metzler @206-971-8718 for ladder truck specifications. WAU Response: The auto -turn study for the current ladder truck has been provided — see attached documentation from LPD. The specifications for the new ladder truck indicate that it has an improved turning radius over the old model, and therefore does not require a new study. 3. Eliminate the proposed smoke detectors and/or heat detectors in the kitchen/dayroom area and laundry room. WAU Response: The smoke detectors in the kitchen, day room and laundry room have been deleted. 4. Separate permits are required for fire alarm system, fire sprinkler system, generator installation, aboveground fuel tank/fuel pump. WAU Response: Noted. These items will be deferred submittals by the building contractor. PLANNING DEPARTMENT: contact Lynn Miranda at 206-433-7162 if you have questions regarding these comments. 1. Fire stations are not a listed use in Table 18-7 Required Number of Parking Spaces for Automobiles and Bicycles. Per TMC 18.56.100, a Special Permission Parking Determination for a Use Not Specified is required prior to DCD approval of the building permit. The Special Permission application is currently under review. WAU Response: The Special Permission Parking Determination has been approved for nine vehicle and two bicycle parking stalls. 2. Per TMC 18.45.040.A, an application for a development proposal that may include a sensitive area and/or buffer must submit a sensitive areas study evaluating and delineating the potential wetland and associated buffer area per specifications set out in this section of code. The wetland reconnaissance report submitted with the building permit does not comply with these City requirements. Please let us know the planned submittal date, and 6/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 WeinsteinAU.com T 206 443 8606 F 206 443 1218 18_1211 TFS51 Permit Corrections 1 Responses.docx • • understand that we must have this report and, and if wetlands are present on the site, these areas delineated on the site plan, prior to DCD approving the building permit. WAU Response: The wetland delineation is in process. 3. G101. Side setback on the north side of the property should be 10', not 0', as it is adjacent to non-TSO property. WAU Response: The north property line setback has been corrected on all plans. 4. C1.2. Construction Notes #2. Include the City's Urban Environmentalist (Andrea.cummins@Tukwilawa.gov) in the preconstruction meeting. WAU Response: A note has been added to the Civil plan set. 5. L111- Consider moving flagpole (A6) closer to main door & pedestrian area. Swift Response: The flagpole location has been coordinated with the architectural facade. 6. L211. a. 01 - Need to submit a separate sign permit. WAU Response: Noted. b. 08 Bike rack - considering substituting the signature Tukwila Orange bike rack for the U. Swift Response: The Tukwila bike rack will be incorporated into the project for the public bicycle parking on Southcenter Parkway - see revised location on plan set. In order to better integrate the Tukwila rack with the building design and emphasize the location as a fire station, we propose a red powdercoat to match the signage and apparatus bay doors, rather than the standard orange. Lynn Miranda to provide Swift with more information to update details/specification. 7. L401. a. Parking lot landscaping. Show how the landscaping meets the City's requirements per TMC 18.52.030 - provide the amount of landscaping for interior and perimeter parking lot landscaping and perimeter landscaping. Interior parking lot landscaping requirements are 15 square feet per stall for the stalls located on the north side of the building and 10 square feet per stall for the stalls located behind the building. Swift Response: Parking lot landscaping dimensions and associated trees have been itemized on the chart on L401. Design team understands that parking lot landscaping requirements are met. Please provide specific comment on any aspect that is outside of compliance. b. Per TMC 18.52.020.E.2, landscape islands shall be placed at the ends of each row of parking to protect parked vehicles from turning movements of other vehides. Add a landscape island at the north end of the 4 parking spaces located at the back of the building. Landscape islands must be a minimum of 6 feet wide and a minimum of 100 square feet in area. See the code reference above for more landscaping requirements for the islands. Swift Response: Parking not in compliance with landscape island code items has been removed from the project - not required per parking determination. All parking stalls in compliance with parking island code. c. Provide more detail on fence screening the garbage/recycling area. See TMC 18.52.040 for screening requirements, including the need for evergreen trees. WAU Response: The screening at the garbage and recycling area is in the form of opaque metal panel walls, which also endose the fueling station and emergency generator. More detail on this enclosure has been provided on sheetA 104. d. The security fencing around the transformer also requires screening with landscaping. See TMC 18.52.040 for screening requirements, including the need for evergreen trees. 7/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 18_1211 TFS51 Permit Corrections 1 Responses.docx WeinsteinAU.com T 206 443 8606 F 206 443 1218 • • Swift Response: Evergreen shrubs added to north side of transformerenclosure in order to provide screening. e. Per TMC 18.52.040.A.1.c, fences shall be placed along the interior side of any required perimeter landscaping. Move the security fencing or add landscaping to the outside of the fence around the station/parking area. Swift Response: The fence used is a steel wire fence and is mostly open. Fence location has been altered and planting has been added to the outside of the fence to satisfy the 10'landscape buffer. f. Per TMC 18.52.030,10 feet of Type III side yard landscaping is required when adjacent to non-TSO zoning, in this case on the north side of the parcel. Type III landscaping standards are found in TMC 18.52.020.D. Please revise plans to meet the standard or explain how side yard landscaping requirements will be met by the project. WAU Response: For the purposes of the side yard landscaping requirement, the north edge of the project boundary is being used in lieu of the north property line in order to better meet the intent of the code. g• It appears that this project has not considered landscaping requirements for the entire parcel, only the area around the building and parking lot. Per TMC 18.52.060.10, non -developed site areas shall be landscaped and/or treated with erosion control planting or surfacing, such as evergreens, groundcover, shrubs, trees, sod or a combination of similar materials. WAU/Swift Response: As discussed in the Pre Application meeting and subsequent clarifications, this project will address landscape requirements for the developed areas of the site and the entire length of the Right of Way. Areas impacted by construction shall be restored in accordance with notes on L401. Areas not impacted by construction are grassland areas that were created as part of prior permitted construction activities - no planting or development is planned for these parts of the site. h. Per TMC 18.52.020.D.4, No plant material greater than 12 inches in height shall be located within 2 feet of the curb in landscape areas adjacent to parking spaces. Swift Response: Wheel stops have been added to north parking stalls in order to meet requirements. i. Planting notes: i. Delete notes 1,2&6 and add all requirements from TMC 18.52.070.A.1-5, including, for trees located in the public frontage and in parking lot landscape areas, CU structural soils are required. Swift Response: Notes revised to indude TMC language. ii. Add standard TMC 18.52.090.C. to notes. Swift Response: Notes revised to include TMC language. iii. Add "Prior to any planting taking place, schedule a soils inspection by the City's Urban Environmentalist(Andrea.cummins@Tukwilawa.gov)." Swift Response: Notes revised to include TMC language. j. Show any above ground utilities on planting plan so conflicts can be avoided. Swift Response: Above ground utilities added to planting plan and annotated. 8. L4.02 a. Need to provide a mix of plant types in bioretention areas. Select from City's Bioretention Plant List (TMC 18.52.060.A.9). Swift Response: Biorention Plants meet the requirements of the City's plant list. Detailed information added to L4.02. 8/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 WeinsteinAU.com T 206 443 8606 F 206 443 1218 18_1211 TFS51 Permit Corrections 1 Responses.docc • • b. What species of grass are included in an Eco Lawn mix? Swift Response: Proposed lawn is composed of the following mix: 6096 Perennial Ryegrass (Lolium perenne), 30% Tall Fescue (Festuca rubra variety), and 10% Kentucky bluegrass (Poa pratensis). c. Add note under container (CONT) for shrubs that they must be a minimum of 18 inches in height. Swift Response: General note for plant size added to planting notes. d. Ground cover should consist of groupings of species rather than single species. Swift Response: Various different groundcover species are selected for diversity but are not typically inter -planted as the planting intention is to create an effective vegetative mat and simplify maintenance. Design team has found identification of weeds more challenging in mixed groundcover beds. Planting has been revised to increase the number of different plantings within each area to increase diversity. See L401. e. Per TMC 18.52.060, there should be a diversity of tree and shrub genus and spedes in site landscaping. Tree mix should include evergreens. Swift Response: Planting palette is highly diverse, including evergreen shrubs, but design factors, including an effort to increase overall site canopy cover and maintain clear and open sight lines, have determined that the proposed tree species be primarily deciduous. Evergreen trees have also been added to planting plans. 9. L411. Revise planting notes to be consistent with TMC 18.52.070.A.1-5. Ensure that note regarding soil preparation for bioretention area is included. Swift Response: Planting details revised to include soil preparation requirements and reference planting notes on L401. 10. A002. a. For safety, consider separating generator and fuel from trash and recycling. WAU Response: The current design efficiently provides required screening for both elements with only one outbuilding. The fire code does not require these elements to be separated for safety. b. Loading space location conflicts with parking stalls and trash enclosure area. Relocate. WAU Response: Loading space has been relocated to rear apron, outside of Receiving Room. c. Add crosswalk across north driveway. WAU Response: Crosswalks are not required at driveways in this zone, per Land Use meeting on 12/3/18. d. Side yard setback on north side is 10 feet. WAU Response: Setback has been corrected on plan set. 11. A003. Add detail for metal panel enclosure around trash and generator. Per TMC 18.50.190, the architectural design of the of the screening fence should be consistent with the design of the primary structure onsite. WAU Response: Additional detail for the trash/generator/fuel station enclosure has been added on Sheet A 104. The design of the open-air, roofed enclosure was derived from the metal panel portions of the fire station and the detailing is consistent between the two structures. The design for the metal screening fence, which is clad in painted steel bar grating, was also derived from the geometry and texture of the building and is intended to provide a visual screen, but not a barrier, to the secure portions of the site. a. Consider adding more windows to the east -facing wall of the kitchen and dayroom for both bringing in natural sunlight and providing "eyes on the street." WAU Response: The kitchen will receive ample daylight from its fully glazed west elevation, while the use of the day room for TV watching dictates that lower natural light levels will be preferred. While there is a window to the east in both rooms to 9/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 WeinsteinAU.com T 206 443 8606 F 206 443 1218 18_1211 TFS51 Permit Corrections 1 Responses.docx • • provide a visual connection to the street, the firefighters preferred minimal glazing on that facade as to not feel on display to the public while using those spaces. 12. A101. a. Consider adding weather protection above the outside entry to the kitchen and to the dayroom. WAU Response: In order to make efficient use of the budget, the design limits weather protection to the entrances/exits used most frequently by the firefighters or public. b. Show how the recycling storage space provided meets the requirements of TMC 18.50.185. WAU Response: Additional detail on space dimensions and container sizes has been added to A 104.2SF of storage space per 1000SF of building is required, which would result in 23SF. 90SF has been provided. c. Consider adding weather protection for bicycle parking area, or relocating to area with weather protection. WAU Response: Secure, covered bicycle parking for the firefighters has been added to the interior of the station. See A 101 S for location. 13. A301. Need a separate sign permit for '51' and 'Fire Station 51'. WAU Response: Noted. 14. Need exterior lighting plan for building, parking lot, and site. WAU Response: Please see Electrical sheet E101 for site lighting plan. Site illumination levels have been designed to the Illuminating Engineering Soddy standard of 1-2 footcandles. PW DEPARTMENT: contact Dave McPherson at 206-431-2448 if you have questions regarding these comments. 1. Prior to issuance of this Building permit pay a Traffic Concurrency Test fee under Public Works permit no. C18- 0018 in the amount of $2,500.00. Fee based on between 10,001 and 20,000 gross floor area (for Other Use). (ref. Traffic Concurrency Certificate Application) LPD response: Noted. 2. Prior to issuance of this Building permit pay a Transportation Impact Fee in the amount of $6,947.20. Public Works Deputy Director / City Engineer to approve final transportation impact fee amount. LPD response: Noted. 3. Prior to issuance of this Building permit pay a Sanitary Sewer Connection Fee in the amount of $13,956.01. LPD response: Noted. 4. Provide a current water availability certificate from Highline Water District. LPD response: Provided herewith. 5. Provide a completed Public Works permit fee estimate sheet and Engineer's Estimate. (For Public Works activities only including - oil/water separator, erosion control, domestic water backflow (RPPA w/HotBox), fire backflow (DCDVA), half -street improvements, signal modification, striping, channelization, signage, and any water/sanitary sewer/storm drainage work outside the building. (see PW Bulletin A2 enclosed) Attached. 10/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 18_1211 TFS51 Permit Corrections 1 Responses.door WeinsteinAU.com T 206 443 8606 F 206 443 1218 • • 6. Provide a completed Non -Residential Sewer Use Certification executed by the Owner/Applicant for this Building permit - see enclosed. Attached. 7. See Required BMPs for All Commercial Properties (Activity Sheet A-1) and Fueling Operations (Activity Sheet A-17) enclosed for your information. Contact Greg Villanueva, NPDES Coordinator, Public Works Department (206) 431- 2442 greg.villanueva@tukwilawa.gov if you have specific questions regarding these BMPs. LPD response: Acknowledged. 8. As part of the future Building permit for this project, please provide a Spill Response Plan and describe/show the Spill Kit Location(s). LPD response: Called out on C4.0, Sewer Plan. See Mech Plan; which shows the fill kit behind dispenser, and scheduling on the fuel island equipment schedule. 9. Please submit plans to King County Industrial Waste Division (phone 206-262-3021) and submit letter of authorization to discharge the flows from the oil/water separator to sanitary sewer. LPD response: We contacted King County Metro. Per Dana Heinz, Compliance Investigator, Industrial Waste Program: "As far as the connection to the local sewer line, that is authorized by the local city." It is required to provide a oil/water separator with a shut off valve, which are shown on the plans. 10. Applicant shall apply for a separate Public Works Construction Type C permit if the installation of fire prevention DCDVA is inside the Mechanical Room. Together with cost estimate for DCDVA installation and DCDVA cut sheet. Circle backflow to be installed. This plan shall be signed and stamped by NICET Level II certificate of competency holder (Please note that this permit is separate from the Fire Sprinkler Permit issued by the Tukwila Fire Department.) LPD Response: Per John Geenlaw, Greenbush Engineers: "All permits related to the fire sprinkler system will be secured by the fire sprinkler contractor. The arrangement with the double detectorcheck in a sprinlder/mechanical room is quite common because it is cheaper. The system is design build and the contractor will provide the information with the sprinkler permit application". 11. Show invert elevations for all crossing utilities on plan sheet - as applicable. LPD Response: Added to Sheet C3.0 12. Verify that City of Tukwila "Preferred Bioretention Plants" are being used for this project. (See enclosed list for reference and use. LPD Response: Added note Detail 6, Sheet C2.3. See LA plans for detail. 13. Sheet CO.0 (Cover Sheet) - Relocate East property line per enclosed King County Assessor's map on all Civil plan sheets - as applicable. LPD Response: Changed as stated. 14. Sheet C1.0 (TESC & Demolition Plan) - Show silt fence along the east side of property. LPD Response: Changed as stated. 15. Sheet C1.1 (TESC Details) - No comments. 11/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 18_1211 TFS51 Permit Corrections 1 Responses.docx WeinsteinAU.com T 206 443 8606 F 206 443 1218 • • 16. Sheet C1.2 (Notes) - No comments. 17. Sheet C2.0 (Grading & Drainage Plan) - (1) Add new storm drainage catch basin at South access. See portion of Civil plan sheet C2.0 - enclosed. LPD Response: Per emails with Dave M and Ryan L; an additional CB is not required, because the intersection will drain to an existing CB 200' north. (2) Verify the Utility Bldg. will be used for fire truck /vehicular washing. Also, any or all fire trucks will fit within the bldg. and no wash water or ladder truck lubricants, including firefighting foam agents will drain to the storm drainage system. LPD Response: The Utility Building is a fuel station that drains to the sewer. However, Fire trucks will be washed in the Fire station Truck Bay. No change to plans. WAU note: Please see attached letter from Tukwila Fire Chief confirming truck washing protocol. (3) Show install of rock splash pad at 12" outfall to detention pond. Though only 12", consider installing a trash rack on the inlet pipe downstream of drainage swale to detention pond. LPD Response: Considered, but not proposed. Since the culvert is only 12"it could become prone to plugging. King County standard includes trash racks only on culverts 18"and greater. (4) Due to the previously disturbed area where pervious pavement is shown, provide soil amendment criteria. Also, attached is the City's preferred biofiltration plants list for use. LPD Response: Modified the detail 12, Sheet 3.3 to include treatment sand. (5) Indicate what type of storm drain pipe is proposed. LPD Response: No change to callout Contractor has the options, per City Standard shown on Sheet C2.1. We don't expect the contractor to actually select Concrete pipe, and DIP (shallow only), so he has the option of using PVC or HOPE 18. Sheet C2.1 (Grading & Drainage Notes & Details) - No comments. 19. Sheet C2.2 (Grading & Drainage Notes & Details) - No comments. 20. Sheet C2.3 (Grading & Drainage Notes & Details) - No comments. 21. Sheet C3.0 (Paving & Horizontal Control Plan) - Verify access turning radii with the City of Tukwila Fire Department. LPD Response: Fire truck turning exhibit submitted directly via email. 22. Sheet C3.1 (Paving & Horizontal Control Notes & Details) - No comments. 23. Sheet C3.2 (Paving & Horizontal Control Notes & Details) - No comments. 24. Sheet C3.3 (Paving & Horizontal Control Notes & Details) - No comments. 25. Sheet C4.0 (Sewer Plan) - Verify type of oil/water separator to be installed. LPD Response: Baffle type oil/water separator is proposed and shown on the Mechanical Plans. 12/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 WeinsteinAU.com T 206 443 8606 F 206 443 1218 18_1211 TF551 Permit Corrections 1 Responses.docx 26. Sheet C4.1 (Sewer Notes & Details) -Justify use of Coalescing Plate Oil/Water Separator (or) remove detail no. 8 from this sheet. Submit sizing calculations for the proposed Baffle Oil/Water Separator. Size separator for the maximum discharge flow. LPD Response: Details removed. See Mechanical plans for OWS. 27. Sheet C4.2 (Sewer Profile) - No comments. 28. Sheet C5.0 (Cover Sheet - Water) - No comments. 29. Sheet C5.1 (Water Plan and Profile) - No comments. 30. Sheet C5.2 (Water Plan and Profile) - No comments. 31. Sheet C5.3 (Water Plan and Profile) - No comments. 32. Sheet C5.4 (Water Notes & Details) - No comments. 33. Sheet C5.5 (Water Notes & Details) - No comments. 34. Sheet TS01 (Signal Modification Plan) - Revise plan sheet per red -lined comments - enclosed. Contact Scott Bates (Traffic Engineering Coordinator) if you have any questions. See Scott's contact information below. LPD Response: WHPacific - see Traffic Plans. Sincerely, Emma Nowinski, AIA Weinstein A+U 13/13 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 18_1211 TF551 Permit Corrections 1 Responses.docx WeinsteinAU.com T 206 443 8606 F 206 443 1218 i.J% V v7r\ rvv liv.v%.. .. -. I , v City of Tukwila Allan Ekberg, Mayor Fire Department Jay C. Wittwer, Fire Chief December 4, 2018 Fire Station 51 project: This is to confirm that the comments made by Tukwila Public Works below regarding the construction of Fire Station 51 have been reviewed and approved by the Fire Department: 1. All fire trucks will be washed within the utility building / apparatus bays and that the trucks can completely fit within the structure. 2. That no wash water or ladder truck lubricants, including firefighting foam agents will drain to the storm drainage system. aait, Jay C Wittwer, Fire Chief N &- O2..I CORRICTION I Yam. _ l RECEIVED CITY OF TUKWILA. DEC 12 2018 PERMIT CENTER Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax 206-575-2475 iJ►a� V7v1 r r vv c.�..,...- �., . 1 From: "Heinz, Dana" <Dana.Heinz@kingcounty.gov> Subject: RE: Information regarding fueling stations Date: November 29, 2018 at 9:29:06 AM PST To: "Marc J. Servizi" <MarcS@Ipdengineering.com> Hi Marc did discuss the fueling station guidelines I emailed you yesterday with my co-workers and what I sent you is still current. Drains from the fueling island must discharge through an oil/water separator with a shutoff valve if connecting to the sewer or a dead-end sump. As far as the connection to the local sewer line that is authorized by the local city. Another good reference is the City of Seattle Stormwater Manual Volume 4: Source document has a section 3.2.2., starting on page 39, which lists BMIPs for Fueling at Dedicated Stations. City of Seattle Stormwater Manual - Volume 4: Source Control: http„www.seattle.gov/dp /cs/group /pan/ «span/documents/ web informational/p2358279.pdf I hope this informational is helpful. Regards, Dana Heinz l Compliance Investigator Industrial Waste Program l King County Wastewater Treatment Division 201 S. Jackson Street, 5th Floor, Seattle, WA 98104 l 206-477-5457 dana.heinz@kingcounty.gov Please send all reports and self -monitoring forms directly to: info.kciw@kingcounty.gov From: Heinz, Dana 1�16� %L1 CORRECTION LTr RECEIVED CITY OF TUKWILA DEC i 2 2018 PERMIT CENTER Sent: Wednesday, November 28, 2018 4:35 PM To: 'marcs@lpdengineering.com' <rnares@Ipdengineering.com> Subject: FW: Information regarding 'fueling stations Hi Marc— ! want to re -integrate, I will be discussing tomorrow with other KCIW staff members — if our guidelines are current. I haven't been asked this question and would like to provide you with the correct guidance. Thanks, Dana From: Heinz, Dana Sent: Wednesday, November 28, 2018 3:41 PM To: 'marcs@lpclengineering.com' <mares@Ipdengineering.com> Subject: Information regarding fueling stations Hi Marc, Please see attached document pertaining to Best Management Practices (BMPs) for fueling stations. I will verify tomorrow with other staff that KCIW does not issue specific authorizations for this type of connection. Our meeting is at 8:3Oam. I will give you a call afterwards to confirm. Thanks, Dana Heinz I Compliance Investigator Industrial Waste Program I King County Wastewater Treatment Division 201 S. Jackson Street, 5th Floor, Seattle, WA 98104 1206-477-5457 dana.heinz@kingcounty.gov Please send all reports and self -monitoring forms directly to: info.kciw@kingcounty.gov v I,J; # - v • •• — 1 (v % 1-• • r•l • v - - - -1. • - v - - • T f3 GREENBUSCH G, O1` Excerpt from Controls Specification 230923, in response to Mechanical comment #5a: 1.1 ROOFTOP HEAT RECOVERY VENTILATOR. A. Control the rooftop heat recovery ventilator from the EMCS system. B. During the unoccupied interval, close the outside and exhaust dampers and cycle unit and unit heat as required to prevent freezing. with a "start up" command from the unoccupied state the unit will default into the occupied state of operation for 3 minutes. During this time, the fan is OFF. C. Next, the unit will transition into the "Recirculation" state of operation for another 3 minutes. During this time, the outside air damper will close and the fan will turn ON, thereby mixing the air in the ductwork and the space. Also operate the unit in the recirculation mode during the unoccupied interval to maintain the space setback temperature. D. Commencing occupied operation. Enable and operate the RHRV continuously during the occupied interval. The outside air damper will modulate to the minimum position and based upon the sensor inputs, the unit will go into one of the four running states - "Heating," "Cooling," "Economizing," or "Minimum DAT." If the control temperature is between its setpoint and its dead band, the unit will remain in the "Fan Only" state. E. The unit's heating mode of operation is controlled by the control temperature and the �t t� heating setpoint temperature. The unit goes into the heating mode of operation by 'r V RFC i i I P analyzing the control temperature. F. G. H. RECEIVED CITY OF TUKWILA DEC 12 2018 PERMIT CENTER LTA# This unit wiill operate in constant volume mode for pressure control between the occupied spaces and the App Bay and for drying clothing. The unit goes into the heating mode of operation when the control temperature (return or space temperature) is below the heating setpoint by more than 'A the deadband. Example - If the heating setpoint is 68.0°F and the deadbancl is 1.0°F, the unit will not go into the heating mode of operation until the control temperature reaches 67.4°F. When this takes place, the heating mode of operation will begin and the 1st stage of heating operation will start. The next stage, up or down, will take place after 4 minutes. This "4 minutes" is called the stage timer. The heat pump heating module will continue to stage up as long as the control temperature is below the heating setpoint by more than'/2 the heating setpoint deadband. The unit will stage down if the maximum discharge air temperature of 120°F is reached. Auxiliary heating (electric strip heaters) vvill be staged with heat pump heating to maintain set point. Minimum DAT This control mode is designed to temper the air in the ductwork when in heating mode. When the unit is in the "Fan Only" state and the Discharge Air Temperature is Tess than the minimum discharge air temperature limit, "Minimum DAT" control is initiated. The unit will turn on minimum heat until the discharge air temperature exceeds the limit. Mechanical Cooling Constant Volume (Space Comfort Controller) The control temperature for a Constant volume unit is the space temperature. A space temperature sensor provided with the unit shall be field installed into the occupied space and connected to the unit controller by the EMCS Contractor. The unit goes into the cooling mode of operation when the control temperature (space temperature) is above the cooling setpoint by more than'h the deadband. Example - the cooling setpoint is set to 70.0°F and the deadband is 1.0°F, the unit will not go into the cooling mode of operation until the space sensor reaches 70.6°F. When this takes place, the cooling mode of operation will begin and the 1st stage of compressor operation will start. The unit controller will turn ON the next stage of compressor operation, or turn off a stage of compressor operation, to maintain the cooling p) 206.378.0569 f) 206.378.0641 www.greenbusch.com 1900 West Nickerson Street, Suite 201 Seattle, WA 98119 Sk4( 09A Page T�{a GREENBUSCH GROUP setpoint temperature within the deadband. When a compressor stage turns ON, the next compressor stage, up or down, will not take place for the next 4 minutes. This "4 minutes" is called the stage time. Reference the "Cooling Setup" menu for the adjustable stage time value.When a cooling stage is initiated no further operation will take place within the stage timer limit. In the above example, the unit will stage down or turn OFF the cooling mode of operation when the cooling setpoint reaches 69.4°F. Economizer. When the economizer is enabled, the outside air temperature is below the changeover setpoint, and the differential enthalpy switch (if installed) is made, the economizer becomes the first stage of cooling. It will modulate to control to the space temperature. Every 4 minutes, the unit can then either add mechanical cooling if the economizer is at 100% open, continue economizing, or if the control temperature is satisfied, return to minimum position and transition back to "Fan Only" mode.lf the enthalpy switch breaks or the outside air warms, the unit will exit economizing and continue to mechanically cool while returning to the minimum position for ventilation. J. Frost Control: Operate dampers to recirculate air to defrost the heat exchanger to prevent frost build up. K. Control Interface: The RHRV controls are packaged, and BacNet Compatible. The following points are available from the unit controller to the Lan: L. The EMCS contractor shall install and test all sensors, confirm operation of all sequences and coordinate and collaborate with the manufacturers start-up technician and the commissioning agent to secure specified operation. p) 206.378.0569 f) 206.37'8.0641 www.greenbusch.com 1900 West Nickerson Street, Suite 201 Seattle, WA 98119 Page 2 ./ City of Tukwila Department of Community Development November 21, 2018 RACHEL BIANCHI 6300 SOUTHCENTER BLVD TUKWILA, WA 98188 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0321 TUKWILA FIRE STATION 51 - 17951 SOUTHCENTER PKWY Dear RACHEL BIANCHI, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: BHC Consultants at if you have questions regarding these comments. • Building Classification: Occupancy: Mixed Use, S-2, apparatus Bays, R-2 dormitory areas, B admin offices and training area Type of construction: IIB NFPA 13 throughout Area: R-2 1261 sf plus (689 for physical training room). S-1 (showing S-2) 4933 sf.. B 627 sf. General Life Safety, Accessibility, WSEC Comments Sheet G201, code notes: Building Comments: 1. Codes identified should include the 2015 WSEC, notes are call for 2012. Also, identify the compliance paths for both the commercial code provisions as well as the residential if the intent is to use both codes. Energy code forms have identified All Commercial. The compliance should follow Mixed Use option because of the residential use. 2. This building occupancy is being noted as B with S-2 and R-3 accessory. This classification does not work as both the R-3 and S-2 are exceed the area percentage allowed to be accessory to a primary use as the B. This building must be classified as mixed use. 3. Chapter 5 code notes identify that you have take the "nonseparated" use provision. As such, please identify the code criteria allowing this with no separation being required. 4. The occupancy designation of S2 does not fit for the apparatus bay use. The S 1 classification more closely fits this use. 5. The code notes under site location note the building is fully sprinklered with a NFPA 13 system. However, under code notes for Chapter 9 is stating 13R for the residential area. Please clarify intent. The building should be fully sprinklered for S-1 fire area for unseparated use if that is the method to be used. 6. Vertical assemblies: floor plans are not calling out any of the vertical assemblies as identified on sheet A701. Identify all assemblies as applicable on floor plans for clarity. 7. The storage mezzanine should be posted for designed maximum storage capacity. This requirement is no longer in the code, however, given the amount of firefighting equipment to be stored there it would be good design criteria. 8. Separate toilet rooms for men and women are not being identified. The toilet rooms should be identified as either sex. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 9. Include details for accessible locker facilities if provided Review by Willie Hill Plumbing Comments: 1. Sheets M101, M201, M401, M402 and M901 Detail #1; Please provide a Riser Diagram for all Hot, Hot Water Circulating and Cold Water Piping. Please show the total fixture units with each pipe size so I can verify pipe sizes and velocities comply with the 2015 UPC Section 610.12, Appendix A and CDA Manufacturers Installation Requirements. 2. Sheets M201, M401, M402, and M903 Detail #2; Please show the total square footage of roof area discharging into each Roof Drain and Overflow so I can verify the pipe sizes comply with the 2015 UPC Tables 1101.8 and 1101.12. Cleanouts are required on the Storm Drain Stacks per the 2015 UPC Section 1101.13. 3. Sheets M002 and M901, (OWS) Oil/Water Separator Detail; These Interceptors Dry Out in the summer months and should have a trap primer per the 2015 UPC Section 1007. Please Note: All Waste and Vents meet or exceed 2015 UPC requirements. 4. Sheet M902 Detail #4; Hub Drain requires 'h mesh minimum, strainer or equal for Rodent Proofing per the 2015 UPC Section 312.12. 5. Sheet M902, Dishwasher Detail #7; The hot water supply to the DW requires a Mechanical Shock Arrestor per the 2015 UPC Section 609.10. 6. Sheet M903, Roof Drain Detail #3; Please show the Roof Overflow Drain on this Detail so I can verify it complies with the 2015 UPC Section 1101.12.2. 7. Any Plumbing Pipes subject to vehicle damage are required to be protected per the 2015 UPC Section 312.4. Review by Mark Tullis Electrical Comments: 1. IBC 1008 Provide Emergency power for egress illumination in accordance with IBC 1008. 2. NEC 110.2 Provide sufficient working space clearance from ATS-MDP to Main Distribution Panel. 3. WAC 296-46B-215 (NEC 215) Provide diagram which displays available total load before and after demand factors have been applied for service and feeder circuits where required. Provide diagram which displays symmetrical fault current at the service point and equipment short-circuit rating for service feeders. 4. WAC 296-46B-225 (NEC 225) Provide disconnecting means for the permanently installed engine generator at building where power is utilized. 5. NEC 230.70 Provide service disconnecting means to disconnect all conductors in a building listed as suitable per NEC 230.70(C). 6. WAC 51-11 C C405.2.5 (Item 7) Provide energy compliance for emergency egress fixtures in accordance with NREC. 7. WAC 51-11C C405.10 Provide controlled receptacles in accordance with NREC. 8. WAC 51-11C C405.8 Provide electric motor efficiency information in accordance with NREC. Review by Nate Palmatier, EE Mechanical Comments: 2015 Washington State Energy Code (WSEC) Plan Review 1. C406 Additional Efficiency Package Options Summary (minimum 2 required). a. C406.8 Enhanced envelope performance: Confirmed. b. C406.2 More efficient HVAC equipment: Not confirmed, not all efficiencies indicated. c. C406.6 Dedicated outside air systems (DOAS): Not confirmed, less than 90% of conditioned space served by DOAS. d. C406.3 Reduced light power: Confirmed. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 2. C403.2.11.1 Allowable .an motor horsepower. a. Complete FANSYS form or show that it is not required. 3. C403.2.3 HVAC equipment performance requirements. a. Indicate required features on gas -fired unit heater schedule. b. Indicate heat pump efficiency on outside air heat recovery ventilation unit (RHRV) schedule. 4. C403.2.4.3 Shut-off dampers. a. Indicate all required shut-off dampers on plans. 5. C403.2.4.1.1 Heat pump supplementary heat. a. Indicate required controls for supplemental heat of outside air heat recovery ventilation unit (RHRV). 6. C403.2.7.1 Kitchen exhaust hoods. a. Provide air balance calculations for kitchen exhaust and makeup air. 7. C403.6.1 Energy recovery with DOAS a. Indicate energy recovery effectiveness on heat recovery ventilator schedule. 2015 International Mechanical Code (with Washington State Addendums) Plan Review 1.302.2 Penetrations of fire -resistance -rated assemblies. a. Indicate fire -rated walls on plans. Confirm that all duct penetrations are protected. 2. 303 Locations of fuel -fired appliances. a. Sheet M501 Level 1 HVAC Plan: Confirm that UH-1 callouts in Rooms 128 and 129 are electric unit heaters (EUH-1). 3.304.11 Guards. a. Confirm that EF-7 and EF-8 are at least 10 ft. from edge of roof. 4. 501.3.1 Location of exhaust outlets. a. Provide 10 ft. separation between clothes dryer exhaust outlet and adjacent outside air intakes (RV-7). 5. 504.4 Backdraft damper required a. Confirm backdraft damper provided at dryer exhaust outlet. 6. 505.2 Makeup air required. a. Provide makeup air for kitchen exhaust hood over 400 cfin. Review by FSi engineering Submitted by, William Hill, C.B.O. BHC Consultants206-505-3400 FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • 1. Provide all specifications, installation guidelines, manufacturer's cut sheets and operating instructions for the proposed alert system. 2. Provide an auto turn software analysis of the vehicular ingress and egress system components for the entire site including the fuel island access. Contact Al Metzler @206-971-8718 for ladder truck specifications. 3. Eliminate the proposed smoke detectors and/or heat detectors in the kitchen/dayroom area and laundry room. 4. Separate permits are required for fire alarm system, fire sprinkler system, generator installation, aboveground fuel tank/fuel pump. PLANNING DEPARTMENT: Lynn Miranda at 206-433-7162 if you have questions regarding these comments. • Fire Station 51 Planning Comments - Lynn Miranda 1. Fire stations are not a listed use in Table 18-7 Required Number of Parking Spaces for Automobiles and Bicycles. Per TMC 18.56.100, a Special Permission Parking Determination for a Use Not Specified is required prior to DCD approval of the building permit. The Special Permission application is currently under review. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 iM 2. Per TMC 18.45.040.A, an application for a development proposal that may include a sensitive area and/or buffer must submit a sensitive areas study evaluating and delineating the potential wetland and associated buffer area per specifications set out in this section of code. The wetland reconnaissance report submitted with the building permit does not comply with these City requirements. Please let us know the planned submittal date, and understand that we must have this report and, and if wetlands are present on the site, these areas delineated on the site plan, prior to DCD approving the building permit. 3. G 101. Side setback on the north side of the property should be 10', not 0', as it is adjacent to non-TSO property. 4. C1.2. Construction Notes #2. Include the City's Urban Environmentalist (Andrea.cummins@Tukwilawa.gov) in the preconstruction meeting. 5. L111 — Consider moving flagpole (A6) closer to main door & pedestrian area. 6. L211. a. 01 — Need to submit a separate sign permit. b. 08 Bike rack — considering substituting the signature Tukwila Orange bike rack for the U. 7. L401. a. Parking lot landscaping. Show how the landscaping meets the City's requirements per TMC 18.52.030 — provide the amount of landscaping for interior and perimeter parking lot landscaping and perimeter landscaping. Interior parking lot landscaping requirements are 15 square feet per stall for the stalls located on the north side of the building and 10 square feet per stall for the stalls located behind the building. b, Per TMC 18.52.020.E.2, landscape islands shall be placed at the ends of each row of parking to protect parked vehicles from turning movements of other vehicles. Add a landscape island at the north end of the 4 parking spaces located at the back of the building. Landscape islands must be a minimum of 6 feet wide and a minimum of 100 square feet in area. See the code reference above for more landscaping requirements for the islands. c. Provide more detail on fence screening the garbage/recycling area. See TMC 18.52.040 for screening requirements, including the need for evergreen trees. d. The security fencing around the transformer also requires screening with landscaping. See TMC 18.52.040 for screening requirements, including the need for evergreen trees. e. Per TMC 18.52.040.A.1.c, fences shall be placed along the interior side of any required perimeter landscaping. Move the security fencing or add landscaping to the outside of the fence around the station/parking area. f. Per TMC 18.52.030, 10 feet of Type III side yard landscaping is required when adjacent to non-TSO zoning, in this case on the north side of the parcel. Type III landscaping standards are found in TMC 18.52.020.D. Please revise plans to meet the standard or explain how side yard landscaping requirements will be met by the project. g. It appears that this project has not considered landscaping requirements for the entire parcel, only the area around the building and parking lot. Per TMC 18.52.060.10, non -developed site areas shall be landscaped and/or treated with erosion control planting or surfacing, such as evergreens, groundcover, shrubs, trees, sod or a combination of similar materials. h. Per TMC 18.52.020.D.4, No plant material greater than 12 inches in height shall be located within 2 feet of the curb in landscape areas adjacent to parking spaces. i. Planting notes: i. Delete notes 1,2&6 and add all requirements from TMC 18.52.070.A.1-5, including, for trees located in the public frontage and in parking lot landscape areas, CU structural soils are required. ii... Add standard TMC 18.52.090.C. to notes. iii. Add "Prior to any planting taking place, schedule a soils inspection by the City's Urban Environmentalist (Andrea.cummins@Tukwilawa.gov)." j. Show any above ground utilities on planting plan so conflicts can be avoided. 8. L4.02 a. Need to provide a mix of plant types in bioretention areas. Select from City's Bioretention Plant List (TMC 18.52.060.A.9). b. What species of grass are included in an Eco Lawn mix? c. Add note under container (CONT) for shrubs that they must be a minimum of 18 inches in height. d. Ground cover should consist of groupings of species rather than single species. e. Per TMC 18.52.060, there should be a diversity of tree and shrub genus and species in site landscaping. Tree mix should include evergreens. 9. L411. Revise planting notes to be consistent with TMC 18.52.070.A.1-5. Ensure that note regarding soil preparation for bioretention area is included. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r► 10. A002. a. For safety, consider separating generator and fuel from trash and recycling. b. Loading space location conflicts with parking stalls and trash enclosure area. Relocate. c. Add crosswalk across north driveway. d. Side yard setback on north side is 10 feet. 11. A003. Add detail for metal panel enclosure around trash and generator. Per TMC 18.50.190, the architectural design of the of the screening fence should be consistent with the design of the primary structure onsite. a. Consider adding more windows to the east -facing wall of the kitchen and dayroom for both bringing in natural sunlight and providing "eyes on the street." 12. A101. a. Consider adding weather protection above the outside entry to the kitchen and to the dayroom. b. Show how the recycling storage space provided meets the requirements of TMC 18.50.185. c. Consider adding weather protection for bicycle parking area, or relocating to area with weather protection. 13. A301. Need a separate sign permit for '51' and 'Fire Station 51'. 14. Need exterior lighting plan for building, parking lot, and site. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.tukwila@tukwilawa.gov Development Guidelines and Design and Construction Standards DATE: November 21, 2018 PROJECT: Tukwila Fire Station 51 at 17951 Southcenter Pkwy. TL nos. 352304-9008 / 352304-9040 1st Review Comments PERMIT NO: D18-0321 PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. David.McPherson@TukwilaWA.gov 1. Prior to issuance of this Building permit pay a Traffic Concurrency Test fee under Public Works permit no. C 18- 0018 in the amount of $2,500.00. Fee based on between 10,001 and 20,000 gross floor area (for Other Use). (ref. Traffic Concurrency Certificate Application) 2. Prior to issuance of this Building permit pay a Transportation Impact Fee in the amount of $6,947.20. Public Works Deputy Director / City Engineer to approve final transportation impact fee amount. 3. Prior to issuance of this Building permit pay a Sanitary Sewer Connection Fee in the amount of $13,956.01. 4. Provide a current water availability certificate from Highline Water District. 5. Provide a completed Public Works permit fee estimate sheet and Engineer's Estimate. (For Public Works activities only including — oil/water separator, erosion control, domestic water backflow (RPPA w/HotBox), fire backflow (DCDVA), half -street improvements, signal modification, striping, channelization, signage, and any water/sanitary sewer/storm drainage work outside the building. (see PW Bulletin A2 enclosed) 6. Provide a completed Non -Residential Sewer Use Certification executed by the Owner/Applicant for this Building permit - see enclosed. 7. See Required BMPs for All Commercial Properties (Activity Sheet A-1) and Fueling Operations (Activity Sheet A-17) enclosed for your information. Contact Greg Villanueva, NPDES Coordinator, Public Works Department 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 s (206) 431-2442 greg.villanueva@tukwilawa.gov if you have specific questions regarding these BMPs. 8. As part of the future Building permit for this project, please provide a Spill Response Plan and describe/show the Spill Kit Location(s). 9. Please submit plans to King County Industrial Waste Division (phone 206-262-3021) and submit letter of authorization to discharge the flows from the oil/water separator to sanitary sewer. 10. Applicant shall apply for a separate Public Works Construction Type C permit if the installation of fire prevention DCDVA is inside the Mechanical Room. Together with cost estimate for DCDVA installation and DCDVA cut sheet. Circle backflow to be installed. This plan shall be signed and stamped by NICET Level II certificate of competency holder (Please note that this permit is separate from the Fire Sprinkler Permit issued by the Tukwila Fire Department.) 1 I. Show invert elevations for all crossing utilities on plan sheet - as applicable. 12. Verify that City of Tukwila "Preferred Bioretention Plants" are being used for this project. (See enclosed list for reference and use. 13. Sheet CO.0 (Cover Sheet) - Relocate East property line per enclosed King County Assessor's map on all Civil plan sheets - as applicable. 14. Sheet C 1.0 (TESC & Demolition Plan) - Show silt fence along the east side of property. 15. Sheet C1.1 (TESC Details) - No comments. 16. Sheet C 1.2 (Notes) - No comments. 1'7. Sheet C2.0 (Grading & Drainage Plan) - (1) Add new storm drainage catch basin at South access. See portion of Civil plan sheet C2.0 - enclosed. (2) Verify the Utility Bldg. will be used for fire truck /vehicular washing. Also, any or all fire trucks will fit within the bldg. and no wash water or ladder truck lubricants, including firefighting foam agents will drain to the storm drainage system. (3) Show install of rock splash pad at 12" outfall to detention pond. Though only 12", consider installing a trash rack on the inlet pipe downstream of drainage swale to detention pond. (4) Due to the previously disturbed area where pervious pavement is shown, provide soil amendment criteria. Also, attached is the City's preferred biofiltration plants list for use. (5) Indicate what type of storm drain pipe is proposed. 18. Sheet C2.1 (Grading & Drainage Notes & Details) - No comments. 19. Sheet C2.2 (Grading & Drainage Notes & Details) - No comments. 20. Sheet C2.3 (Grading & Drainage Notes & Details) - No comments. 21. Sheet C3.0 (Paving & Horizontal Control Plan) - Verify access turning radii with the City of Tukwila Fire Department. 22. Sheet C3.1 (Paving & Horizontal Control Notes & Details) - No comments. 23. Sheet C3.2 (Paving & Horizontal Control Notes & Details) - No comments. 24. Sheet C3.3 (Paving & Horizontal Control Notes & Details) - No comments. 25. Sheet C4.0 (Sewer Plan) - Verify type of oil/water separator to be installed. 26. Sheet C4.1 (Sewer Notes & Details) - Justify use of Coalescing Plate OiUWater Separator (or) remove detail no. 8 from this sheet. Submit sizing calculations for the proposed Baffle Oil/Water Separator. Size separator for the maximum discharge flow. 27. Sheet C4.2 (Sewer Profile) - No comments. 28. Sheet C5.0 (Cover Sheet - Water) - No comments. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 29. Sheet C5.1 (Water Plan and Profile) — No comments. 30. Sheet C5.2 (Water Plan and Profile) — No comments. 31. Sheet C5.3 (Water Plan and Profile) — No comments. 32. Sheet C5.4 (Water Notes & Details) — No comments. 33. Sheet C5.5 (Water Notes & Details) — No comments. 34. Sheet TS01 (Signal Modification Plan) — Revise plan sheet per red -lined comments — enclosed. Contact Scott Bates (Traffic Engineering Coordinator) if you have any questions. See Scott's contact information below. Public Works contacts for utility information: Ryan Larson, P.E. (Senior Program Manager — Surface Water) City of Tukwila Public Works Department (206) 431-2456 ryan.larson@tukwilawa.gov Scott Bates (Traffic Engineering Coordinator) City of Tukwila Public Works Department (206) 431-2193 scott.bates@tukwilawa.gov Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D18-0321 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton November 13, 2018 File No. 262018.005/00901 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED NOV 1 81p18 COMMUNITY DEVELOPMENT Subject: Building Permit Plan Review — First Submittal Fire Station 51 (D18-0321) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. One set of full-size revised and new structural sheets for insertion into the original structural drawing set. Complete structural drawing sets may be submitted in place of individual new and revised sheets. b. Two complete full-size sets of updated structural drawings. c. Three copies of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections and tests should be performed for this project (see IBC Sections 1704.2.3, 1704.3.1, and 1705.6). A table of the required inspections should be added to the Structural General Notes on Sheet S 101 in the section titled Quality Control. The following is a summary of the required geotechnical special inspections and tests based on a review of the structural drawings and the geotechnical report: a. Verification of soil -bearing capacity at the building footings. b. Overexcavation for placement of structural fill. c. Classification and testing of compacted fill materials. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, City of Tukwila, November 13, 2 File No. 262018 Page 2 d. e. Building Official Department of Community Development 018 .005/00901 Placement of structural fill and soil compaction. Verification of subgrade preparation prior to placement of compacted fill. 2. Geotechnical observations should be performed as recommended in the geotechnical report by Hart Crowser, dated July 20, 2017, page 13. We recommend providing a list of geotechnical observations in the section of the Structural General Notes on Sheet S 101 titled Geotechnical. See IBC Section 107.2.1. The following is a summary based on a review of the geotechnical report: a. b. c. d. e. Structural General Site excavation and grading (IBC Section 1804.4). Groundwater monitoring and dewatering (IBC Sections 1803.5.4 and 1805.1.3). Installation of permanent subsurface drainage system (IBC Section 1805.4). Placement and compaction of structural backfill (IBC Section 1803.4). Installation of foundation. 1. Structural special inspections: Special inspections by qualified special inspectors should be provided for this project (see IBC Sections 1704 and 1705.12). Special inspection requirements are not provided in the structural drawings; see the following comment. The special inspections provided should include but are not limited to the list below. The following is a summary based on a review of the structural drawings: Post -Installed Connections: a. Installation of concrete expansion, adhesive, and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., [CC -ES). See also IBC Section 1705.1.1. b. Adhesive installation of concrete reinforcement, where applicable: continuous. See also IBC Section 1705.1.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 13, 2018 File No. 262018.005/00901 Page 3 Concrete: a. Concrete placement at concrete construction, including concrete topping at steel floor decks: continuous. See also IBC Section 1705.3, Item 3 of IBC Table 1705.3. b. Reinforcement at concrete construction, including headed shear studs at steel floor decks: periodic. See also IBC Section 1705.3, ACI 318-14 Section 2.3, and ICC-ES ESR-1170, 2822 or stud -rails, etc. c. Welding of concrete reinforcement other than at the seismic -force - resisting system, where applicable: periodic. See also Item 2 of IBC Table 1705.3 and Item 2.b.4 of IBC Table 1705.2.2. d. Installlation of steel anchor bolts/rods in concrete: continuous. See also IBC Table 1705.3. e. Installation of headed studs in concrete: continuous. See also IBC Section 1705.1.1. Steel: a. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5. b. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. c. Welding of structural steel members for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Sections 1704.2.5 and 1705.2, and AISC 360-10 Section N5. d. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Sections 1704.2.5 and 1705.2. e. On -site welding of structural steel at prefabricated steel structure for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Section 1705.2. f. On -site welding of structural steel at prefabricated steel structure for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Section 1705.2. Light -Gauge Metal: a. Installation and fastening of cold -formed steel trusses spanning 60 feet or greater: periodic. See also IBC Section 1705.2.4. b. Fastening and welding at cold -formed, steel -framed, lateral -force - resisting system, except floor and roof diaphragms: periodic. See also IBC Section 1705.12.3. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 13, 2018 File No. 262018.005/00901 Page 4 c. Installation and fastening of prefabricated open -web steel joists and joist girders: periodic. See also IBC Section 1704.2.3. d. On -site welding of cold -formed steel roof deck at prefabricated steel structure: periodic. See also IBC Table 1705.2, Item 5.a.6. e. Welding of cold -formed steel roof and floor decks: periodic. See also IBC Table 1705.2.2. f. Installation of headed shear studs at cold -formed steel floor decks: periodic. See also IBC Section 1705.2.2. g. Installation of power -driven fasteners at cold -formed steel roof and floor decks: periodic. See also IBC Section 1705.2.2. 3. Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete, including concrete topping at steel floor decks for specified compressive strength, f' c; air content; and slump. See IBC Section 1705.3 and AC1 318 Section 26.12. b. Nondestructive testing of the complete joint -penetration (and partial joint -penetration, where applicable) groove -welded joints at the steel special concentrically braced frames (SCBF). See IBC Section 1705.13.1 and AISC 341-10 Section J6. 4. Structural submittals: Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor to the City of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4, and 107.3.4.1. See also the Structural General comments below. The following is a summary; these items should be added to the structural notes on Sheet S 101: Steel: a. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. b. Submittal of certificates of compliance from the fabricators of the prefabricated steel structures at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. c. Submittal of certificates of compliance from the fabricators of prefabricated stair systems (e.g., steel stairways) at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 13, 2018 File No. 262018.005/00901 Page 5 d. Submittal of welding procedure specifications for the welding of structural steel other than by prequalified welding procedure specifications. See also IBC Section 2205.1 and AISC 360-10 Section A2. Light Gauge Metal: a. Submittal of certificates of compliance from the fabricators of prefabricated open -web steel joists and joist girders at the completion of fabrication. See also IBC Sections 1704.2.5, 1704.2.5.1, and 2207.5. General: 5. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila until after issuance of the initial building permit. The applicant should recognize that the City of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. The following should be added to the structural notes on Sheet S 101: a. Concrete mix designs. b. Design drawings for prefabricated open -web steel joists and joist girders (e.g., Vulcraft). c. Drawings for construction of steel roof deck diaphragms. d. Design drawings for prefabricated stair systems (e.g., steel stairways). e. Design drawings for prefabricated cold -formed steel trusses. f. Design drawings for prefabricated open -steel -web wood trusses (e.g., RedBuilt; see also ICC-ES AC306 and Section 5.1 of ICC-ES ESR-1774). g. Design drawings for hold-down systems at light -gage metal -framed shear walls (e.g., Earthbound). h. Design drawings for cold -formed steel stud exterior walls, where applicable. Loads: 6. The seismic design criteria on Sheet S 101 indicates that the designed story shear, Vs, is 114.3 kips. The design criteria should clarify the response modification factor, R, used to determine the Vs. See IBC Section 1603.1.1 and 1613.1.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 13, 2018 File No. 262018.005/00'901 Page 6 7. Floor live load design data should be added to the section of the structural notes on Design Criteria, Sheet S 101. The data should specify the concentrated design loads and, for each uniform design load, whether it is reducible (or nonreducible). See IBC Sections 1603.1.1 and 1607.10.1 and IBC Table 1607.1. 8. The floor live load design data in the section of the structural notes on Sheet S 101 should be further revised by also specifying the design loads for the fire trucks at the apparatus bay and the mechanical room at the mezzanine. See IBC Sections 1603.1.1 and 1603.1.8 and IBC Table 1607.1. 9. The designed live load for the fire training area between Grids Cl and F and Grids 3.1 and 5 is noted as 40 psf. However, NFPA 1402 requires the fire training area to be designed with 50 psf live load. The structural calculations and drawings should be revised. See IBC Section 1607. 10. The snow load design data in the section of the structural notes on Sheet S101 should be revised by also specifying the design snow load. See IBC Section 1603.1.3. 11. The loading diagrams for open web steel joists at mezzanine and roof levels should be provided. See IBC Sections 107.1 and 1603.1.1. Concrete: 12. The specified compressive strength, f'c, is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member, and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet S001, should be revised by specifying/for structural strength and the exposure classes for durability. We recommend a table listing f'and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px), and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1[901.2 and ACI 318-14 Sections 19.2.1.1 and 19.3.1.1. See www.nrmca.org/P2P for further information. Note that ACI 318-14 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design...and who is in responsible charge of the structural design." 13. Headed shear stud reinforcement in concrete construction, which is specified at Details 8 and 13/S401, is required to comply with ASTM A1044 and headed Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 13, 2018 File No. 262018.005/00901 Page 7 studs complying with AWS D1.1 are not permitted. The drawings, however, do not specify this requirement. A note should be added to the section of the structural notes on concrete, Sheet S101, specifying the requirement. See IBC Section 1901.4; ACI 318-14 Sections 2.3 ("headed shear stud reinforcement"), 8.7.7, and 20.5.1; and ICC-ES AC395. Foundation 14. Detail 18/A003 shows a footing detail for 9-foot high security fence footing. Structural calculations for fence foundation do not appear to be provided for review. Documentation substantiating the design of security fence should be provided for review. See IBC Sections 107.1, 1604.1, and 1807.3. 15. Braced frame foundations along Grids B and E indicate 7-foot wide by 4-foot- thick footing with eight #5 top and bottom. The footings do not appear to meet the requirements of minimum reinforcement ratio per ACI 318-14 Sections 7.6.1.1 and 13.3.2.1. See IBC Section 1809.1. Vertical 16. Structural calculations for the design of overhead door header beams and supporting columns at the apparatus bay as shown on Detail 14/S402 do not appear to be provided. Structural calculations substantiating the design of header beams should be provided for review. See IBC Sections 107.1 and 1604.1. 17. Sheet S202, and Details 3 and 8/S403 appear to show the canopy framing. Structural calculations substantiating the design of canopy framing and its connection should be provided for review. See IBC Sections 107.1 and 1604.1. The documentation should include, but not be limited to: a. The canopy framing and connection to the structure should be designed for wind uplifts. b. The canopies on Sheet S202 do not appear to have diaphragm identified on the drawing. The structural design calculations and drawings for the canopy diaphragms should be clarified. Lateral 18. The structure has a Type 1 a horizontal structural irregularity (torsional irregularity) per ASCE 7-10 Table 12.3-11. The structure should be designed with increased forces in collectors and their connections, and diaphragm Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 13, 2018 File No. 262018.005/00901 Page 8 connections to vertical elements of the lateral -force -resisting system and to collectors, per ASCE 7-10, Section 12.3.3.4. These design requirements should be verified. Structural calculations and drawings may need to be revised. See IBC Section 1613.1 and ASCE 7-.10 Section 12.3. 19. The structure has a Type 2 horizontal structural irregularity (re-entrant corner irregularity) per ASCE 7-10 Table 12.3-1. The design of the diaphragm chords and their connection to the vertical lateral elements at the interior corner should include increased forces per ASCE 7-10, Section 12.3.3.4. Structural calculations provided for diaphragms and chords on pages L70 to L74 do not appear to show the increased force on these elements. See IBC Section 1613.1 and ASCE 7.-10 Section 12.3. 20. Continuing the comment immediately above, Sheets S202 and S203 appear to be lacking chord members at the diaphragm re-entry comers. The detail for diaphragm chords and their connections should be provided for review. See IBC Section 107.1. 21. Braced frames along Grid B and E between Grids 1 and 2 appear to be the lateral force -resisting system (LFRS) for the high bay apparatus bay and two-story portion of the building at the south end. However, the diaphragms at the mechanical level and roof level appear to be discontinuous between Grids 2 and 2.1. Documentation substantiating the design of the diaphragm connections should be provided for review. See IBC Section 1604.1. 22. Continuing the comment immediately above, drag struts for the braced frames should be identified on Sheet S202 and S203 as components of LFRS. See IBC Section 1603.1.1. 23. Braced frame along Grid 2 has V- and inverted V-Braced frame. The beam intersected by braces, W14x26, does not appear to be braced to ensure out -of - plane stability. The beam should have, as a minimum, one set of lateral braces at the intersection of the V-type braced frame or substantiating structural calculations for out -of -plane strength and stiffness of the beam should be provided for review. See IBC Section 1604.1 and AISC 341-10 Chapter F2.4b. 24. The special concentrically braced frame (SCBF) on Details 1, 2, and 6/S402 consists of gusset plate connections connecting to the face of the HSS columns as shown on Details 3 and 8 on Sheet S402. It is unclear if column faces are checked for seismic loads per AISC 341-10 Section F2.6c. The capacities of HSS column faces should be verified or documentation substantiating the Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 13, 2018 File No. 262018.005/00'901 Page 9 connection design for the seismic loads should be submitted for review. See IBC Section 2205.2.2. 25. Detail 15/S403 indicates the braced frame connection to the mechanical platform beam is at mid span. Structural calculations substantiating the design of SCBF braces to the W 14 beam should be provided for review. See IBC Sections 1604.1 and 2205.2.2. 26. The plate reinforcing for the braces of the special steel concentrically braced frame shall be of equal or greater yield strength. The detail 9/S402 do not appear to indicate this requirement. The detail should be revised to indicate this requirement and resubmitted for review. See IBC Section 2205.2.2 and AISC F2.5b (3). 27. Detail 8 on Sheet S402 appears to show the base plate and anchor rods detail for braced frames. However, the structural calculations for the design of these anchors do not appear to be included in the submittal documents. Structural calculations substantiating the design of base plates and anchors should be provided for review. See IBC Sections 1909.1 and 2205.2.2 and AISC 341-10 Section D2.6. 28. Hold-down schedule on Detail 17/S501 appears to indicate that the hold-downs marked HD1 and HD2 require chord studs to be (2) 18-ga steel studs. Detail 10/S501 indicates that the double studs are connected at the lips. However, the Simpson Strong -Tie catalog indicates that the capacity of HDU hold-downs are based on the chord studs connecting back-to-back at the web. The design of the shear wall hold-downs should be verified and the details for multiple stud connections should be revised. See IBC Section 1604.1 and Simpson Strong -Tie catalog for cold -formed steel construction. 29. Sheet S501 indicates the details for interior partition walls and shear walls. Structural calculations on pages L60 through L65 indicate that several interior and exterior walls are calculated as structural shear walls. However, Sheets S201 through. S203 do not appear to identify the shear walls on the floor plans. The walls designated as the structural shear walls should be identified on the floor plans. See IBC Section 107.1. 30. Several shear wall piers along Grid E appear to have an aspect ratio larger than 2:1. The aspect ratio for Type I shear walls should be limited to 2:1 according to Section E1.3.1.1.1 of AISI S400-15. The design of shear walls should be verified. See IBC Sections 107.1 and 1604.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 13, 2018 File No. 262018.005/00901 Page 10 31. Chord studs at the ends of shear wall piers braced with sheathing should be anchored such that the bottom track is not required to resist shear wall uplift by bending of track web. However, Detail 17/S501 does not appear to include such provisions. Shear wall anchor details may need to be revised. See IBC Section 107.1, 1604.1 and AISI S400-15 Section E1.4. 32. The structural calculations do not appear to include calculations for story drifts. Substantiating structural calculations should be provided to demonstrate that the calculated story drifts are within allowable limits. See IBC Sections 1613.1 and 2305.1 and ASCE 7-10 Section 12.12.1. 33. Details 5 and 10 on Sheet S403 indicate cantilevered light gage parapets supporting out -of -plane wind and seismic loads from masonry veneer. The details appear to be incomplete as there are no connections shown that are capable of resisting the applied moments. Details should be revised and structural calculations substantiating the design should be provided for review. See IBC Sections 1603.1.1 and 1604.1. 34. Detail 5/S403 shows the bottom flange of the W18 beam supporting out -of - plane wall loads from masonry veneer. Substantiating documentation should be provided that the W18 beam is capable of supporting the out -of -plane torsional load without bottom flange bracing. Also, verification should be provided that this condition occurs at the W12x26 perimeter framing as shown on Sheet S202. See IBC Sections 1603.1.1 and 2201.1. 35. The design calculations and drawings for mechanical screen walls shown on S202 should ibe provided for review. See IBC Sections 107.1, 1603.1.1, and 1604.1.1. Fuel Enclosure 36. Sheets A101 and A302 show a one -story -high fuel enclosure structure. However, structural calculations and drawings for the structure do not appear to be provided. Documentation substantiating the design of the fuel enclosure should be provided for review. See IBC Sections 107.1 and 1604.1. The structural design appears to be substantially incomplete and to contain multiple deficiencies. A thorough review of the submittal documents has been performed to assist the applicant in completing the design. Additional comments may be provided pending review of resubmittal documents. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development November 13, 2018 File No. 262018.005/00901 Page 11 Corrections and continents made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Please contact us if :you have questions or need additional clarification. Sincerely, Reid Middleton, Inc. VLat Sabina S. Surana, P.E. Project Engineer cc: Ed Weinstein, Weinstein A+U (by e-mail) Dan Say, Swenson Say Faget (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Rachel Bianchi, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) ehw/sah\o:\plan review\tukwila\18\tk18 009r01.docx\sss Corbin M. Hammer, P.E., S.E. Principal Engineer Reid iddleton CONSULTANTS Engineers Planners Jerry Hight City of Tukwila 6300 Southcenter Blvd. #100 Tukwila WA 98188 BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, WA 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com November 13, 2018 Subject New Fire, Station: Review for 2015 IBC Life Safety, 2015 UPC plumbing, 2015 IMC mechanical, 2015 WSEC energy code, Jerry We have completed my initial plan review of the referenced project. The following are our comments to the areas and items covered by this review: 1. Building Classification: Occupancy: Mixed Use, S-2, apparatus Bays, R-2 dormitory areas, B admin offices and training area Type of construction: IIB NFPA 13 throughout Area: R-2 1261 s.f plus (689 for physical training room) S-1 (showing S-2) 4933 s.f. B 627 s.f. General Life Safety, Accessibility, WSEC Comments Sheet G201, code notes: 1. Codes identified should include the 2015 WSEC, notes are call for 2012. Also, identify the compliance paths for both the commercial code provisions as well as the residential if the intent is to use both codes. Energy code forms have identified All Commercial. The compliance should follow Mixed Use option because of the residential use. 2. This building occupancy is being noted as E3 with S-2 and R-3 accessory. This classification does not work as both the R-3 and S-2 are exceed the area percentage allowed to be accessory to a primary use as the B. This building must be classified as mixed use. 3. Chapter 5 code notes identify that you have take the "nonseparated" use provision. As such, please identify the code criteria allowing this with no separation being required. 4. The occupancy designation of S2 does not fit for the apparatus bay use. The S1 classification more closely fits this use. 5. The code notes under site location note the building is fully sprinklered with a NFPA 13 system. However, under code notes for Chapter 9 is stating 13R for the residential area. Please clarify intent. The building should be fully sprinklered for S-•1 fire area for unseparated use if that is the method to be used. 6. Vertical assemblies: floor plans are not calling out any of the vertical assemblies as identified on sheet A701. Identify all assemblies as applicable on floor plans for clarity. 7. The storage mezzanine should be posted for designed maximum storage capacity. This requirement is no longer in the code, however, given the amount of firefighting equipment to be stored there it would be good design criteria. 8. Separate toilet rooms for men and women are not being identified. The toilet rooms should be identified as either sex. 9. Include details for accessible locker facilities if provided Review by Willie Hill Plumbing Comments: 1. Sheets M101, M201, M401, M402 and M901 Detail #1; Please provide a Riser Diagram for all Hot, Hot Water Circulating and Cold Water Piping. Please show the total fixture units with each pipe size so I can verify pipe sizes and velocities comply with the 2015 UPC Section 610.12, Appendix A and CDA Manufacturers Installation Requirements. 2. Sheets M201, M401, M402, and M903 Detail #2; Please show the total square footage of roof area discharging into each Roof Drain and Overflow so I can verify the pipe sizes comply with the 2015 UPC Tables 1101.8 and 1101.12. Cleanouts are required on the Storm Drain Stacks per the 2015 UPC Section 1101.13. 3. Sheets M002 and M901, (OWS) Oil/Water Separator Detail; These Interceptors Dry Out in the summer months and should have a trap primer per the 2015 UPC Section 1007. Please Note: All Waste and Vents meet or exceed 2015 UPC requirements. 4. Sheet M902 Detail #4; Hub Drain requires 'A mesh minimum, strainer or equal for Rodent Proofing per the 2015 UPC Section 312.12. 5. Sheet M902, Dishwasher Detail #7; The hot water supply to the DW requires a Mechanical Shock Arrestor per the 2015 IJPC Section 609.10. 6. Sheet M903, Roof Drain Detail #3; Please show the Roof Overflow Drain on this Detail so I can verify it complies with the 2015 UPC Section 1101.12.2. 7. Any Plumbing Pipes subject to vehicle damage are required to be protected per the 2015 UPC Section 312.4. Review by Mark Tullis Electrical Comments: 1. IBC 1008 Provide Emergency power for egress illumination in accordance with IBC 1008. 2. NEC 110.2 Provide sufficient working space clearance from ATS-MDP to Main Distribution Panel. 3. WAC 296-46B-215 (NEC 215) Provide diagram which displays available total Toad before and after demand factors have been applied for service and feeder circuits where required. Provide diagram which displays symmetrical fault current at the service point and equipment short-circuit rating for service feeders. 4. WAC 296-46B-225 (NEC 225) Provide disconnecting means for the permanently installed engine generator at building where power is utilized. 5. NEC 230.70 Provide service disconnecting means to disconnect all conductors in a building listed as suitable per NEC 230.70(C). 6. WAC 51-11C C405.2.5 (Item 7) Provide energy compliance for emergency egress fixtures in accordance with NREC. 7. WAC 51-11C C405.10 Provide controlled receptacles in accordance with NREC. 8. WAC 51-11C C405.8 Provide electric motor efficiency information in accordance with NREC. Review by Nate Palmatier, EE Mechanical Comments: 2015 Washington State Energy Code (WSEC) Plan Review 1. C406 Additional Efficiency Package Options Summary (minimum 2 required). a. C406.8 Enhanced envelope performance: Confirmed. b. C406.2 More efficient HVAC equipment: Not confirmed, not all efficiencies indicated. c. C406.6 Dedicated outside air systems (DOAS): Not confirmed, less than 90% of conditioned space served by DOAS. d. C406.3 Reduced light power: Confirmed. 2. C403.2.11.1 Allowable fan motor horsepower. a. Complete FANSYS form or show that it is not required. 3. C403.2.3 HVAC equipment performance requirements. a. Indicate required features on gas -fired unit heater schedule. b. Indicate heat pump efficiency on outside air heat recovery ventilation unit (RHRV) schedule. 4. C403.2.4.3 Shut-off dampers. a. Indicate all required shut-off dampers on plans. 5. C403.2.4.1.1 Heat pump supplementary heat. a. Indicate required controls for supplemental heat of outside air heat recovery ventilation unit (RHRV). 6. C403.2.7.1 Kitchen exhaust hoods. a. Provide air balance calculations for kitchen exhaust and makeup air. 7. C403.6.1 Energy recovery with DOAS a. Indicate energy recovery effectiveness on heat recovery ventilator schedule. 2015 International Mechanical Code (with Washington State Addendums) Plan Review 1. 302.2 Penetrations of fire -resistance -rated assemblies. a. Indicate fire -rated walls on plans. Confirm that all duct penetrations are protected. 2. 303 Locations of fuel -fired appliances. a. Sheet M501 Level 1 HVAC Plan: Confirm that UH-1 callouts in Rooms 128 and 129 are electric unit heaters (EUH-1). 3. 304.11 Guards. a. Confirm that EF-7 and EF-8 are at least 10 ft. from edge of roof. 4. 501.3.1 Location of exhaust outlets. a. Provide 10 ft. separation between clothes dryer exhaust outlet and adjacent outside air intakes (RV-7). 5. 504.4 Backdraft damper required a. Confirm backdraft damper provided at dryer exhaust outlet. 6. 505.2 Makeup air required. a. Provide makeup air for kitchen exhaust hood over 400 cfm. Review by FSi engineering Submitted by, William Hill, C.B.O. BHC Consultants �I1Lq � w City of Tukwila Allan Ekberg, Mayor Department of Community Development -- Jack Pace, Director October 23, 2018 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RE: Supplemental Nonstructural Review Development Permit D18-0321 Tukwila Fire Station 51-17951 Southcenter Pkwy Dear Mr. Hill, Please review the enclosed set of plans and documents for nonstructural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, \(11)4 V/P)16(*) Rachelle Ripley Permit Technician 'f encl File: D18-0321 Tukwila City Hall • 6200 Southcenter Boulevard Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Rachelle, Please send these (D18-0321) to BHC for nonstructural only plan review. William Hill, CBO, ACO in 1601 Fifth Avenue Suite 500 Seattle, WA 98101 Office: 206-505-3400 Cell: 206-718-8331 www.bhcconsultants.com wq�y Cityof Tukwila Allan Ekberg, Mayor Department of Community Development -- Jack Pace, Director October 19, 2018 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D18-0321 Tukwila Fire Station 51-17951 Southcenter Pkwy Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D18-0321 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov 1E a) RO 4 0 Q 0 kJ CO F C a) elC kg U l; o ta ) v.)U 0., CD Tukwila, WA 98188 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: 0 ti O w U 2 c dOA 206-378-0569 X 111 0 m 0 0 206-263-2890 1 1• 2 •z < �3 3 0 0 Owner Phone: This certificate is for the purposes of: SHORT SUBDIVISION PRELIMINARY PLAT BUILDING PERMIT COMMERCIAL INDUSTRIAL Estimated number of service connection and water meter size(s): To be determined. See conditions. See attached map for hydrant Q a a Trl Vehicular distance from nearest hydrant to the closest point of structure is 0 O Area is served by (Water Utility District:) The proposed project is within E o 8� c C O O C' U � � s2 .(t � O p o O to N caa 0 2 2 ro- O 7 O C N • 2 E ,, E-5. v 8 E- E s. No improvements required. 2 o. C 0 f/1 d L O G W E -c O EO w ���yU od :2 � w > u, o U O .3 y co c b y:Ei ao,0 N � d U O C , a+ d O N U g -a-4 0. o fo 3 0 N N y .' y F. C C 0 N os a5ia) E �Arn�� n rn p g -8 - o 3 •rty '> p • o -ro C C n '6 .e :0 ei• O O N roe ' - 0o 'Ucym a.w E (i$3 d� a� 0 LEE T.c _Cr c 0 y 3 m 3!c to -m v 0 0 o U E O, N 2 N 3 ", �Uv n �� oa, N i 3 w O 0 ad o CA C N a S' a N 0. 0 w a 5 i U4. C 4, r =' Dot E 0 w a,a o.� y .b ,0 N C . O A r•. TO'O > O c C O ow ,a O 0 ;S. w N 3r a, O V, 4. 7:377 0 �a o p y a a 'n 0 N CO a •O Q' p W 0. a Q ul t�v Nr'= to .9N Mt c 0c3S.yc Water Availability: Acceptable service can be provided to this project PERMIT CEA Acceptable service cannot be provided to this project unless the improvements in item B-3 are met. System is not capable of providing service to this project C] ❑ based on the best available information. I hereby certify that the above information is true Agency/Phone ENGINEER ATTACHME ,, it • - fitserr I •••••"'"--- ' •.'"..---,,,,,.... st‘ f's • I •-•• rt; 1 •• • In • 5 lliti „—..,:--,.----- ii I774ii -----' \1,\,., • • it/ . 1 /4,711( • • t ••••••••••..•••• / - .,••• tt— r 4 • j\j45 ......„ ...•••••••••••• „ , ts i se, \N•s. 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Imap for Tukwila Fire Station Certificate of Water Availability 6-27-18 Test Report Print Title for Tukwila Fire Station ID Static Demand (gpm) Static Pressure (psi) Static Head (ft) Fire -Flow Demand (gpm) Residual Pressure (psi) Available Flow at Hydrant (gpm) Available Flow Pressure (psi) 1 1 2111 4.46 150.01 383.99 2,500.00 122.18 8,025.78 20.00 Date: Thursday, June 28, 2018, Time: 13:18:17, Page 1 from 2016 04 01_HWD WSP_Updated.dwg TH ATTACHMENT TO HIGHLINE WATER DISTRICT CERTIFICATE OF WATER AVAILABILITY a) 0 no contractual 3 n n a) 0 a) 0. 0 0 U co cn 4- O a) U C O a) -0 c O C CO To 0) a) co 0) O U 0 a) a) 4- 0 ?. N c O a) o 4-, co O C c N 0) C U E N 7 - 0 7 N U Oa)0 0 Q To u)0 O u) .c C a) a) a) Q o CD CO O O u) -e_ C E O 4) N 0 W Q h�—ooa�i LU .0 - 0 -cc:o O a) c c) U 0 -0 O 0 o C N 0) E O Q C a) coE O .�. v 0 L o L y' y EL-) o c"on >. cn a)°?cn0 .0 C O- O •� 0 L >Cu)co cf) i5 0-to 0 U Q.9- a) +-� — O C.)0 O c Fa'CQ-U u L = LE : L a) U Cosa) CL o. Q) -L ) 2 -0 >, > 0 a) (I) -0 cn� L o u) '> a) S O O a 0 U O 0 Customer Initial r vv VV •••••vv • tY .Signature of Owner/Representative I Print Name of Owner/Representative: I �G IA/ 1 .. 1 't A- k a- f 1610_6969w_narei_eower_cap_c g_105e.indd White - King County Yellow - Local Sewer Agency Pink - Sewer Customer Non -Residential Sewer Use Certification Sewage Treatment Capacity Charge To be completed for all new sewer connections, reconnections or change of use of existing connections. Please Print or Type 17951 Southcenter Parkway Property Street Address Tukwila WA 98188 City State ZIP City of Tukwila Owner's Name 6300 Southcenter Boulevard Owner's Mailing Address Tukwila WA 98188 City State ZIP Rachel Bianchi, Deputy City Administrator (206) 454-7566 Owner's Phone Number including Area Code Tukwila Fire Department (206) 575-4404 Property Contact Phone Number including Area Code Party to be Billed (if different from owner] Address City State ZIP A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Kind of Fixture Fixture Unit No. of Fixtures Total Public Private Public Private Fixture Unit Bathtub and Shower 4 4 Shower, per head 2 .2 3 6 Dishwasher 2 2 1 2 Drinking fountain (each head) 1 .5 5 5 Hose bibb (interior) 2.5 2.5 6 15 Clothes washer or Laundry tub 4 2 1 4 Sink, bar or lavatory 2 1 5 10 Sink, Clinic flushing 8 6 Sink, kitchen 3 2 1 3 Sink. other (service) 3 1.5 3 9 Sink, wash fountain, circle spray 4 3 Urinal, flush valve, 1 GPF 5 2 1 s Urinal, flush valve, >1 GPF 6 2 Water closet, tank or valve,1.6 GPF 6 3 5 30 Water closet, tank or valve, >1.6 GPF 8 4 Total Fixture Units 89 Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total Fixture Units _ 20 4.45 RCE lg King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of RCEs Monthly Rate Property Tax ID # 3523049008 Subdivision Name NIA Subdiv. # N/A Lot # N/A Block # N/A Building Name (if applicable) Fire Station 51 City or Sewer District City of Tukwila C 0 R R ' C T IO Date of Connection I 1 Side Sewer Permit # �- 1 I = Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? Was structure on Sanitary Sewer? Was Sewer connected before 2/1/90? Sewer disconnect date [] Yes 0 No Yes No Yes ❑ No Type of structure demolished NIA Request to apply demolition credit to multiple structures? ❑ Yes ! 1 No B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility/Process: Fuel station / Rain blow in under canopy Estimated Wastewater Discharge: 20 Gpd Gallons/days Residential Customer Equivalents (Reo3MIT CENTER 187 gallons per day equals 1.0 RCE Total Discharge (gaVday) _ 187 RECEIVED CITY OF TUKW LA DEC 12 2018 0.1 RCE C. Total Residential Customer Equivalents: (add A & B) A +B 4.45 0.1 4.55 Total RCE Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 206-477-5516. understand that the information given is correct. I understand that the capacity charge levied will be based on this information. I understantttt2imay result in a revised capacity charge. r Date I L 101(43 (Rev. imp �bi9— o 4d?.1 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIF PERMIT NUMBER: D18-0321 DATE: 01/07/2020 PROJECT NAME: TUKWILA FIRE STATION 51 SITE ADDRESS: 17951 SOUTHCENTER PKWY Original Plan Submittal X Response to Correction Letter # 2 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural n n Planning Division Permit Coordinator II PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 01/09/2020 Structural Review Required APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DATE: DUE DATE 02/20/2020 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW ❑ Staff Initials: 12/18/2013 rPf EMIT COORD COP? PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0321 DATE: 09/24/2019 PROJECT NAME: TUKWILA FIRE STATION 51 SITE ADDRESS: 17951 SOUTHCENTER PKWY Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Building Division Public Works tri\A Fire Prevention Structural IAA 41 Planning Division Permit Coordinator III PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 09/26/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/24/2019 Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only j j//�� CORRECTION LETTER MAILED: L V1-' I 61 Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COP'( PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0321 DATE: 05/21/19 PROJECT NAME: TUKWILA FIRE STATION 51 SITE ADDRESS: 17951 SOUTHCENTER PKWY Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 2 after Permit Issued DEPARTMENTS: Building Division n Fire Prevention tM M �� Public Works 11116 Structural n Planning Division ❑ Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 05/21/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required r/ n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 06/18/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0321 DATE: 04/05/19 PROJECT NAME: TUKWILA FIRE STATION 51 SITE ADDRESS: 17951 SOUTHCENTER PKWY Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X .Revision # 1 _ after Permit Issued DEPARTMENTS: t tghriOg Divis on U \ \6\ us i VW\ blic Works ABM CAS (4\\1\0 Fire Prevention `-k AP structural iii6;024 Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/09/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/07/19 Approved Approved with Conditions Corrections Required n Denied (ie: Zoning Issues) (corrections entered in Reviews) n n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 5 -1 -16\ Departments issued corrections: Bldg ❑ Fire lit Ping [► PW ❑ Staff Initials: A 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0321 DATE: 02/28/19 PROJECT NAME: TUKWILA FIRE STATION #51 SITE ADDRESS: 17951 SOUTHCENTER PKWY Original Plan Submittal X Response to Correction Letter # 2 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division n Public Works Fire Prevention Structural n Planning Division41C6 ❑ Permit Coordinator 111. PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 03/05/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Denied (ie: Zoning Issues) (corrections entered in Reviews) Approved with Conditions DUE DATE: 04/02/19 n n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW D Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0321 DATE: 12/12/18 PROJECT NAME: TUKWILA FIRE STATION 51 SITE ADDRESS: 17951 SOUTHCENTER PKWY Original Plan Submittal _e Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit issued DEPARTMENTS: /X& �� ICI Building Division G I\1)I Mc Works AM Aux. 1417 Fire Prevention Structural all DP -- Planning Division Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 12/13/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 1/10/19 Approved with Conditions n Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: kt Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: w2 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0321 DATE: 10/15/18 PROJECT NAME: TUKWILA FIRE STATION 51 SITE ADDRESS: 17951 SOUTHCENTER PKWY Original Plan Submittal Revision # Response to Correction Letter # DEPARTMENTS: g1 1 GD R�► � I'�0 Building Division tft \ cfog, Public Works 11111 before Permit Issued Revision # after Permit Issued �\4' tC1 Fire Prevention AfStructural10-17 Permit Coordinator 0111 Planning Division tem cPC-F PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 10/16/18 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 11/13/18 n n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: tql.A l(4 Departments issued corrections: Bldg Fire e Ping [!] PW Staff Initials: 12/18/2013 , r3ytrl �.�/ PERMIT NO: O p� 1 PROJECT NAME: G�- , c� , l.'` r( SITE ADDRESS: /79.5 / �.` C e; k.r Lcul ORIGINAL ISSUE DATE: —5 -1 9 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE 10l3-10g-o STAFF / V� , � Summary of Revision: ..p m . allet_e_ a el/ - _ Received by: CA U 4 _' 1 REVISION NO. DATE RECEIVED STAFF INTTIA S ISSUED DATE STAFF INITIALS Summar of Revision: (^,j,v,,,,,,4‘ fC S,^ S S� Le_ fD l r—a -vl[� Received by: li, i7c:— Se 114 2.,' (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INTTIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 3 Plan Check/Permit Number: b t 3 0 3 ❑ Response to Incomplete Letter # aResponse to Correction Letter # Z ❑ Revision # before Permit is Issued Revision # T after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: l)l4-W1 16k Fire ,-C-4-1(w, S Project Address: is Sl SQtl'i4` 19yt4- v Contact Person: ?W\vvv\ M01A/ l tki Phon Number: ?-0 (9 — 'l Li 3 — g w 0 to Summary of Revision: a-ei pLnn I LA" es - �y CITY OF TU KWILA 72 PERMCT_CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: �.- Entered in TRAKiT on I` -7—'Xj W:U'ermit Center (Rachelle)\Forms\Permit Center Documents (Word)\Revision Submittal Form.doc Revised: August 2019 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 9 ! 24/t °t Plan Check/Permit Number: Pi $ - o 0 ' 2 ❑ Response to Incomplete Letter # Response to Correction Letter # t b Nt lz VLSEp pi✓ .v RECEIVED ❑ Revision # before Permit is Issued CITY OF TUKWILA ❑ Revision # after Permit is Issued SEP 2 4 2019 ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # PERMIT CENTER Project Name: "tt�1Lw1 1,4 PtP-E SThTL ot4 ID1 Project Address: 1 1 °t t S 5OV-1-1-1 („CM-rEee— p+Ar vv Contact Person: *M N nw%NIS le-1 Phone Number: ?.A(' '3 - 1360 (a Summary of Revision: AdA.i-i- o-" wct1 - mi i;AaA- 't- �D avl y+�vi5i o .w• -1veLS ti Awk.t It&vfit c �v�.e.e,v % t rv► AAA" a+A-S Gi ‘A 1 A,v.- - l avj.S ca ot,k.s i Ann-d- d,v.s,n.a,S 1' s -h` Two cop t LS o C G 4 w..nnvts p w- Srt. v-c v: Sr( (/a dt,6 �,.t.-c. , a,,.� t+ lu.,,� +� y ,� p 4- at& ct . Sheet Number(s): A a tAAA d Gov'Lv "Cloud" or highlight►all areas of revision includin Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on s 1f4.4. } At l A14.44 /wt.^d'• fi-c c1 s 1�• IuI �3 GowA C:\Users\Kandace-MAppData\Local\Microsoft\Windows\INe1Cache\Content.Outlook\QBS 18YWC\Revision Submittal Form.doc Revised: August 2019 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: May 21, 2019 Plan Check/Permit Number: D18-0321 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ki Revision # - after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Tukwila Fire Station 51 Project Address: 17915 Southcenter Parkway RECEIVED CITY OF TUKWILA MAY Z 0 2019 PERMIT CENTER Contact Person: Marc Servizi, LPD Engineering Summary of Revision: Changed the side sewer size to 6" and modified the slope. Phone Number: 206-725-1211 Sheet Number(s): C4.2 "Cloud" or highlight all areas of revision including ' 1 to of revision Received at the City of Tukwila Permit Centerfby [8,. Entered in TRAKiT on S W:\Permit Center\TemplatesWorms'Revision Submittal Forndoc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL RECEIVED CITY OF TUKWILA. APR 0 5 2019 Revision submittals must be submitted in person at the P �erG�N=NT'EF Revisions will not be accepted through the mail, fax, P! Date: /51I Plan Check/Permit Number: 0 iQ - o3.Q t ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: TOY, 1.1a F; ce S-i Q1. on 5 I Project Address: 1 . 5 a ( 5oc.Ah cent of P Contact Person: R Q (o0 C-1'l i d Summary of Revision: E�'�rNoU'n5}4i Phone Number: (0 )HH3-SLOG Sheet Number(s): "Cloud" or highlight all areas of revision including da e 'f revision Received at the City of Tukwila Permit Center b Entered in TRAKiT on 1 - S- /4 W:\Permit Center\Templates\Forms\Revision Submittal Formdoc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2.26.19 Plan Check/Permit Number: D18-0321 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Tukwila Fire Station #51 Project Address: 17951 Southcenter Parkway Contact Person: Rachel Bianchi Phone Number: 'z/ P'-t'f Summary of Revision: We understand that the following are conditions of the building permit approval: 1. We understand that a wetland delineation is being prepared as well as possible options for mitigating any wetland impacts or alleiatiuiia. If alteral1u11a are planned, we will submit a Spe�ral Per,nissi�t application and follow the standards and criteri,_set forth in TMC 18.45.090 We understand that any required off -site mitigation must be completed prior to the issuance of a certificate of occupancy. 2. At least 30 days prior to the landscape inspection, the applicant shall resubmit the following revisions to the building permit set: a. Sheol L4.01. it. waalal redwoods will be iepld With a lice innvie suitable -Sited forlire-iuLation, such as the Nokia Cypress. If Nokia Cypress are used, 2 trees will be located in the planting area on the east side of the trash building and 1 tree in the planting area west of the building. b. Sheet A002. To avoid conflicts with the proposed landscaping, the light pole along the rear of the site (SW wniei) will be moved froiii under the lice its a new °Latina between the 2 Bees. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center\Templates \Forms\ Revision Submittal Form.doc Revised: August 2015 RECEIVEO CITY OF TUKWILA FEB 2 8 2019 PERMIT CENTER City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 12/11/18 Plan Check/Permit Number: D018-0321 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Tukwila Fire Station 51 Project Address: 17951 Southcenter Parkway Contact Person: Rachel Bianchi Phone Number: 206-454-7566 Summary of Revision: Please refer to the attached corrections letters for a summary of our response revisions. RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includin date of revision Received at the City of Tukwila Permit Center by: J *14 Entered in TRAKiT on 12 - \-1—1 S Nolumes/FileServer/Architectural/17001 Tukwila Fire: Stations/6 TFS Reg Agencies/6_03 TFS Building C:ode/Pemit Corrections/Docs for Resubmittal 1/Revision Submittal Form D18-0321.doc Revised: August 2015 LEVY VON BECK COMSTOCK, P.S. ATTORNEYS AT LAW SANFORD R. LEVY 1200 5th Avenue, Suite 1850 PRELIMINARY NOTICE STAFF DAVID VON BECK* Seattle, WA 98101 TED LEVY KATIE J. COMSTOCK (206) 626-5444 ALEX LOSSING SETH E. CHASTAIN* JENNI DORCY *Washington/Oregon Bars WASHINGTON PUBLIC WORKS PRELIMINARY NOTICE Our File No. 22.255105; JD Date of Mailing: December 13, 2019 Owner General Contractor City of Tukwila Lydig Construction 6300 S Center Blvd #101 11001 E Montgomery TUKWILA Tukwila WA 98188 Spokane WA 99206 PUBLIC WORKS RECEIVED DEC 18 2019 RE: Tukwila Fire Station #5 ]1; 17915 Southcenter Parkway; Tukwila, WA Customer: Cascade Construction From: Masons Supply Company Customer Name: Cascade Construction This is to advise you that Masons Supply Company will commence or has commenced to deliver masonry supplies and/or rental materials to Cascade Construction for use on the above -referenced project. Although Masons Supply Company does not anticipate any problems in connection with this project, Washington statutes require that suppliers send this notice. PLEASE TAKE NOTICE that the General Contractor and its bond will be held for the payment of any unpaid material, services, supplies, or equipment furnished by Masons Supply Company ALSO, PLEASE TAKE NOTICE that a lien against the retained percentage may be claimed for all unpaid materials and supplies, or equipment furnished. This notice is not meant to be a reflection on Cascade Construction or that a claim will become necessary. Rather, we are merely complying with the laws of the State of Washington. Please feel free to call us if you have any questions or concerns. Sender: Masons Supply Company Address: P.O. Box 42367; Portland, OR 97242 Telephone: (503) 234-4321 Very truly yours, LEVY VON BECK COMSTOCK, P.S. Additional Parties Given Notice Listed Below: I Notice #: 255105 M `C APPLY �►MPANY QREGC}N i WASHINGTC'rN PORTLAND, OR WOODINVILLE, WA 503-234-4321 425-487-6161 800-537-3407 800-537-6216 To the Project Owner and Prime Contractor: We would like to thank you for the opportunity to participate in your construction project. Masons Supply is sending the attached notice as part of the routine of conducting our business. Attached to this letter is a preliminary notification, sometimes referred to as a Notice to Owner. This is NOT a lien claim. State law has granted contractors and material suppliers certain protections in exchange for their willingness to provide labor and/or materials in advance of payment. These protections are generally in the form of lien or bond claim and often require a preliminary notification of lien rights such as the one attached hereto. We are mandated by the state as a supplier to provide you with this preliminary notification in order to preserve our lien rights in the event we are not paid. If you have any questions or concerns, please feel free to call our office at 503-234-4321. Thank you again for the opportunity to be part of your construction project. Sincerely, Masons Supply 2637 SE 12th Avenue; Portland, OR 97202 LEVY I VON BECK I COMSTOCK, P.S.S 1200 5th Ave, Suite 1850 Seattle, WA 98101 22.255105.JD City of Tukwila 6300 S Center Bllvd #101 Tukwila WA 98188 Description of the project: Tukwila Fire Station #51 17915 Southcenter Pkwy. Tukwila, WA 96188 Owner or Reputed Owner: City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 General Contractor: Lydig Construction, Inc. 3180 139th Ave. SE, Suite 110 Bellevue, WA 98005 Lender or Surety: Liberty Mutual 999 W. Riverside Ave., Suite 510 Spokane, WA 99201 PRELIMINARY NOTICE — PUBLIC PROJECT Washington Revised Code § 39.08.065 Entity supplying material, labor and/or equipment: Brown Strauss, Inc. P.O. Box 16450 Salt Lake City, UT 84116-0450 General description of material furnished or to be furnished: Steel Products Estimated Amount: $60,000 First supply date: 7/24/2019 Company/person contracted for material, labor and/or equipment: Spokane Metals, LLC 11315 W. Willow Lane Airway Heights, WA 99001 Job#: 19-24 RECEIVED Other Interested parties: AUG 0 9 2019 TUKWILA PUBLIC WORKS PLEASE TAKE NOTICE that the Claimant has commenced to deliver materials, supplies, or provisions to the public work of improvement to the jobsite listed above. ALSO PLEASE TAKE NOTICE that Contractor and his bond will be held for the payment of said materials, supplies, or provisions. No suit or actio shall be maintained in any court against the contractor or his bond to recover for material, supplies, or provisions or any part thereof unle1 the provisions of Washington Revised Code § 39.08.065 have been complied with. 8/5/2019 Valerie Ingold, Agent Date This notice is not a lien or intended to reflect anyone's integrity, character or ability to pay and is sent under state requirements for this project. �I�-o3al File #: 1411 [WA][PUBLIC][OWNER] Recording Requested by and Return to: ASC STEEL DECK 2110 Enterprise Blvd WEST SACRAMENTO, CA 95691 Customer: P.O. #: Project: Rec ID: Job #: Cert No.: PROSTEEL P19064 TUKWILA FIRE STATION 51 72B97EF5-FC44-4CA1-9847-323355223942 0000062261 7017 0190 0000 4401 6327 PRELIMINARY NOTICE OF INTENT TO CLAIM AGAINST BOND (Wash. Rev. Code Section 39.08.065) » TO THE PUBLIC ENTITY OR REPUTED CITY OF TUKWILA PUBLIC WORKS DEPT 6200 SOUTH CENTER BLVD SUITE 100 TUKWILA, WA 98188 US » TO ORIGINAL OR REPUTED CONTRACTOR LYDIG CONSTRUCTION SUITE 110 3180 139TH AVE SE BELLEVUE, WA 98005 US » TO LENDER, SURETY OR BONDING CO. OR » REPUTED LENDER, SURETY, BONDING CO. LIBERTY MUTUAL INSURANCE COMPANY ATTN SURETY CLAIMS DEPT 1001 4TH AVE, SUITE 1700 SEATTLE, WA 98154 US RECEIVED AUG 12 21119 1. The following is a general description of the labor, service, equipment or materials furnished or to be furnished by the undersigned: STEEL DECK MATERIALS/EQUIPMENT 2. Estimated Price: $26,500.00 3. The name of the person or entity that labor, service, equipment or materials is: ASC STEEL DECK 2110 Enterprise Blvd WEST SACRAMENTO, CA 95691 who furnished Relationship to Parties: 4. The name of the person or entity who contracted for purchase of that labor, service, equipment or material is: PROSTEEL P 0 BOX 19067 SPOKANE, WA 99219 US P.O.: P19064 5. The description of the jobsite is: TUKWILA FIRE STATION 51 TUKWILA FIRE STATION 51 17951 SOUTH CENTER PARKWAY TUKWILA, WA 98188 US TUKWILA PUBLIC WORKS REQUEST FOR COPY OF PAYMENT BOND AND NAME OF SURETY COMPANY TO CONTRACTING BODY: CITY OF TUKWILA PUBLIC WORKS DEPT or State Comptroller The undersigned Claimant hereby declares that he has supplied or will supply Labor or materials as described above, that payment has not yet been made therefore; and that he hereby requests that the contracting body furnish a certified copy of the Payment Bond, if any, to the Claimant, at the address listed above, and the current address of the contracting public entity. NOTICE TO PUBLIC ENTITY OR AGENCY ALSO PLEASE TAKE NOTICE THAT CONTRACTOR AND HIS BOND WILL BE HELD FOR THE PAYMENT OF SAID MATERIALS, SUPPLIES, OR PROVISIONS. NO SUIT OR ACTION SHALL BE MAINTAINED IN ANY COURT AGAINST THE CONTRACTOR OR HIS BOND TO RECOVER FOR SUCH MATERIAL, SUPPLIES, OR PROVISIONS OR ANY PART THEREOF UNLESS THE PROVISIONS OF WASH. REV. CODE SECTION 39.08.065 HAVE BEEN COMPLIED WITH. I declare that I am authorized to file this claim on behalf of the Claimant. I have read the foregoing document and know the contents thereof; the same is true of my, own knowledge. I declare under penalty of perjury that the foregoing is true and correct. Executed at West Sacra to, California on 08/07/2019 for ASC STEEL DECK. Prepared by: Quita Clinton, Credi I declare that I served certified or registered the above named parties, penalty of perjury t California on 08/07 Prepared by: Quita Clinton, Credit Asso te Phone: (916) 376-2800 Fax: (253) 896-8471 PROOF OF SERVICE BY MAIL AFFIDAVIT a copy of the above document, and any related documents, by mail, postage prepaid, or other certified delivery, addressed to at the addresses listed above, on 08/07/2019. I declare under he foregoing is true and correct. Executed at West Sacramento, fate IMPORTANT INFORMATION FOR YOUR PROTECTION! This notice is sent to inform you that we have or will provide materials, professional services, or equipment for the repair, remodel, or alteration of your property. We expect to be paid by the person or entity who ordered our services, but if we are not paid, we have the right to enforce our claim by filing a construction lien against your property. LEARN more about the lien laws: and the meaning of this notice by discussing it with your contractor, suppliers, the department of labor and industries, the firm sending you this notice, your lender, or your attorney. COMMON METHODS TO AVOID CONSTRUCTION LIENS: protect your property from construction liens. used methods: * 1) DUAL PAYCHECKS (Joint Checks) When materials, you may make checks payable jointly you this notice; * 2) LIEN RELEASES: You may require your contractor to provide lien releases signed by all the suppliers and subcontractors from whom you have received this notice. If they cannot obtain lien releases because you have not paid them, you may use the dual payee check method to protect yourself. There are several methods available to The following are two of the more commonly paying your contractor for services or to the contractor and the firms furnishing YOU SHOULD TAKE APPROPRIATE STEPS TO PROTECT YOUR PROPERTY FROM LIENS. YOUR PRIME CONTRACTOR AND YOUR CONSTRUCTION LENDER ARE REQUIRED BY LAW TO GIVE YOU WRITTEN INFORMATION ABOUT LIEN CLAIMS. IF YOU HAVE NOT RECEIVED IT, ASK THEM FOR IT. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0321 Grantor: LYDIG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along Southcenter Parkway / S. 180th Street and adjacent to 17951 Southcenter Parkway Abbreviated Work Description: Work within the City Right -of -Way; including driveway access, traffic control, pavement cut & pavement restoration, signalization, channelization, water service, storm drainage, sanitary sewer, undergrounding of power, and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit: herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this .lAi day of Ut,2019. Authorized Signature / Grantor�� STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that %ON' --C1_ vvi/11\) is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the _ UPS R 1147E NJ >ef•t T of Lydig Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated O-E Rips h►► E Z:i:O r ewe -•- Z i OOF WP's VtONAV tlf\AAA -46(\01' ?-P\C'? Notary Publicin/and foh the State f Washington s residing at W v W.e, \JA.\,.e\/ My appointment expires O7io6\70 DATED this ., day of , 2019 GRANTEE: CITY of TUKWILA By: Print Name: Its: Henry Hash Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: Lit-t,ti_ t' NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: C� q/, File #: 29793 [WA][PUBLIC][COPY:EST] Recording Requested by and Return to: REPUBLIC SERVICES C/0 JUDIMARYJO INC DBA LIENDATA USA PO BOX 1643 WOODINVILLE, WA 98072 Customer: LYDIG CONSTRUCTION INC P.O. #: A194340834 Project: Rec ID: E1FC1D3E-FA5C-4440-AC9C-510258476838 Job #: 05191805.012 Cert No.: PRELIMINARY NOTICE OF INTENT TO CLAIM AGAINST BOND (Wash. Rev. Code Section 39.08.065) » TO THE PUBLIC ENTITY OR REPUTED CITY OF TUKWILA 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 » TO ORIGINAL OR REPUTED CONTRACTOR LYDIG CONSTRUCTION INC 3180 139TH AVE SE STE 110 BELLEVUE, WA 98005 » TO LENDER, SURETY OR BONDING C » REPUTED LENDER, SURETY, BONDI Gs RECEIVED MAY 13 2019 CITY OF TUKWILA FINANCE DEPT. of 1. The following is a general description of the labor, service, equipment or materials furnished or to be furnished by the undersigned: TEMP CONST ROLL OFF CONTAINER SVCS 2. Estimated Price: $800.00 3. The name of the person or entity who furnished that labor, service, equipment or materials is: REPUBLIC SERVICES C/O JUDIMARYJO INC DBA LIENDATA USA PO BOX 1643 WOODINVILLE, WA 98072 liferftrirchase of MAY 15 2019 RL C WO PU WORKS 4. The name of the person or entity who contracted for that labor, service, equipment material is: LYDIG CONSTRUCTION INC 3180 139TH AVE SE STE 110 BELLEVUE, WA 98005 P.O.: A194340834 5. The description of the jobsite is: 444 ANDOVER PARK E SEATTLE, WA County of KING REQUEST FOR COPY OF PAYMENT BOND AND NAME OF SURETY COMPANY TO CONTRACTING BODY: CITY OF TUKWILA or State Comptroller The undersigned Claimant hereby declares that he has supplied or will supply labor or materials as described above, that payment has not yet been made therefore; and that he hereby requests that the contracting body furnish a certified copy of the Payment Bond, if any, to the Claimant, at the address listed above, and the current address of the contracting public entity. NOTICE TO PUBLIC ENTITY OR AGENCY ALSO PLEASE TAKE NOTICE THAT CONTRACTOR AND HIS BOND WILL BE HELD FOR THE PAYMENT OF SAID MATERIALS, SUPPLIES, OR PROVISIONS. NO SUIT OR ACTION SHALL BE MAINTAINED IN ANY COURT AGAINST THE CONTRACTOR OR HIS BOND TO RECOVER FOR SUCH MATERIAL, SUPPLIES, OR PROVISIONS OR ANY PART THEREOF UNLESS THE PROVISIONS OF WASH. REV. CODE SECTION 39.08.065 HAVE BEEN COMPLIED WITH. I declare that I am authorized to file this claim on behalf of the Claimant. I have read the foregoing document and know the contents thereof; the same is true of my own knowledge. I declare under penalty of perjury that the foregoing is true and correct. Executed at WOODINVILLE, Washington on 05/09/2019 for REPUBLIC SERVICES C/O JUDIMARYJO INC DBA LIENDATA USA. Prepared by: JOHN ELSBREE VICRES OF LIENDATA, AGENT FOR CLAIMANT Phone: (425) 481-1131 Fax: (425) 481-1139 PROOF OF SERVICE BY MAIL AFFIDAVIT I declare that I served a copy of the above document, and any related documents, by certified or registered mail, postage prepaid, or other certified delivery, addressed to the above named parties, at the addresses listed above, on 05/09/2019. I declare under penalty of perjury that the foregoing is true and correct. Executed at WOODINVILLE, Washington on 05/09/2019. Prepared by: JOHN ELSBREE 9E PRES OF LIENDATA, AGENT FOR CLAIMANT IMPORTANT INFORMATION FOR YOUR PROTECTION! This notice is sent to inform you that we have or will provide materials, professional services, or equipment for the repair, remodel, or alteration of your property. We expect to be paid by the person or entity who ordered our services, but if we are not paid, we have the right to enforce our claim by filing a construction lien against your property. LEARN more about the lien laws and the meaning of this notice by discussing it with your contractor, suppliers, the department of labor and industries, the firm sending you this notice, your lender, or your attorney. COMMON METHODS TO AVOID CONSTRUCTION LIENS: There are several methods available to protect your property from construction liens. The following are two of the more commonly used methods: * 1) DUAL PAYCHECKS (Joint Checks) When paying your contractor for services or materials, you may make checks payable jointly to the you this notice; * 2) LIEN RELEASES: You may require your contractor to all the suppliers and subcontractors from whom you have cannot obtain lien releases because you have not paid th check method to protect yourself. contractor and the firms furnishing provide lien releases signed by received this notice. If they em, you may use the dual payee YOU SHOULD TAKE APPROPRIATE STEPS TO PROTECT YOUR PROPERTY FROM LIENS. YOUR PRIME CONTRACTOR AND YOUR CONSTRUCTION LENDER ABE REQUIRED BY LAW TO GIVE YOU WRITTEN INFORMATION ABOUT LIEN CLAIMS. IF YOU HAVE NOT RECEIVED IT, ASK THEM FOR IT. REPUBLIC SERVICES C/0 JUDIMARYJO INC DBA LIENDATA USA PO BOX 1643 WOODINVILLE, WA 98072 Phone: (425) 481-1131 Fax: (425) 481-1139 CITY OF TUKWILA 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 05/09/2019 RE: NOTICE TO OWNER OR PUBLIC ENTITY Dear Sir or Madam: We are required by the laws of this state to notify you that we are furnishing labor, services, equipment or materials of the type described on the enclosed standard form for the work of improvement known as the: project, located at 444 ANDOVER PARK E, SEATTLE, WA . Such labor, services, equipment or materials were contracted for by: LYDIG CONSTRUCTION INC, 3180 139TH AVE SE STE 110, BELLEVUE, WA 98005 , who is one of the owners, general contractors or subcontractors of this project. We are further required by law to notify you at this time that if bills are not paid in full for labor, services, equipment or materials furnished, or to be furnished, the improved property may be subject to mechanic's liens or stop notices, or a notice to withhold funds may be filed where applicable.The enclosed notice is not intended to reflect in any way on the integrity or credit standing of the contractors involved in this job, but is given merely to comply with the laws of this state. However, to fully protect yourself you may consider (1) requiring your contractor to furnish a signed release from the person or firm giving you this notice before making payment to your contractor, or (2) any other method or device which is appropriate under the circumstances to guarantee payment of this debt.We appreciate the opportunity of furnishing our services for this job and we hope it is progressing to your satisfaction. Should you have any questions concerning this request, please feel free to call me personally at (425) 481-1131. Thank you. Sincerely, Prepared by: JOHN ELSBREE E PRES OF LIENDATA, AGENT FOR CLAIMANT Phone: (425) 481-1131 Fax: (425) 481-1 Li e n Data USA Helping Protect Your Good Work P.O. Box 1643 Woodinville, WA 98072-1643 RECEIV. D MAY 13 2019 CITY OF TUKWILA FINANCE DEPT. 11 1 i I INI i ii 9207 1969 0099 9790 1310 4523 96 CITY OF TUKWILA, 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 US POSTAGE $ 04.002 First -Class Mailed From 98072 05/10/2019 032A 0061814947 ~-i �; „ir5.1 _.::-F;7•Ff_;"ns"'r"- ��I IJ ilili� i:i,I t=II IiIi=II1=II)��:i�iilitllillrilli}I,iIII Batch #: 194,094 Article #: 9207196900999790 E31045239c" Date/Tim?: 5/10/2019 2:37:43 PM Cede: 05`i 91 E05.012 Hoene 1sspailol Contact Safety & Health Claims & Insurance Washington State Department of `ilik% Labor & Industries A-Z t ndex Help Me L&1 Workplace Rights Trades & Licensing LYDIG CONSTRUCTION INC Owner or tradesperson Principals Gottschalk, William Gustav, PRESIDENT Williams, Joseph Robert, PRESIDENT Slattery, Glyn Gary, VICE PRESIDENT Greene, Craig Freeman, VICE PRESIDENT Singer, Brian Edward, VICE PRESIDENT Campanella, Vincent Joseph, VICE PRESIDENT Dobyns, William Mark, VICE PRESIDENT Bray, Mark David, SECRETARY Swartz, Larry James, DIRECTOR Swartz, Debra Ann, DIRECTOR Schwartz, Kenneth Felton, PRESIDENT (End: 08/31/2017) BRAY, MARK D (End: 12/17/2007) SWARTZ, LARRY J (End: 12/17/2007) GOTTSCHALK, WILLIAM G (End: 12/17/2007) Doing business as LYDIG CONSTRUCTION INC 11001 E MONTGOMERY DR SPOKANE, WA 99206 509-534-0451 SPOKANE County WA UBI No, Business type 328 046 357 Corporation Governing persons LARRY J SWARTZ PETER MARTINELLI; MARK D BRAY; WILLIAM G GOTTSCHALK; PAUL LYDIG; KENNETH F SCHWARTZ; DEBRA SWARTZ; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. LYDIGC*264JC Effective — expiration Help us improve 04/03/1974— 09/11/2019 Bond Safeco Ins Co of America $12,000.00 Bond account no. 67s000952 Received by L&I Effective date 05/11/2012 04/20/2012 Expiration date Until Canceled Insurance Alaska National Insurance Co Policy no. 18KLY09870 $1,000,000.00 Received by L&I Effective date 10/30/2018 11/01/2018 Expiration date 11/01/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 706,200-00 Doing business as LYDIG CONSTRUCTION INC Estimated workers reported N/A L&I account contact (360)902-4817 Track this contractor 0 Self Insured. This business is certified to cover its own workers' comp costs. No premiums due. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been 'issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 11/16/2018 Inspection no. 317951752 Location No violations Help us improve 211 E. Desmet Spokane, WA 99202 Inspection results date 06/11/2018 Inspection no. 317949041 Location 19202 E. Garland Lane Spokane Valley, WA 99037 Inspection results date 04/09/2018 Inspection no. 317948620 Location 4400 Interlake Ave N. Seattle, WA 98103 Inspection results date 11/13/2017 Inspection no. 317947157 Location 5401 E. Division Street Mount Vernon, WA 98274 Inspection results date 08/22/2017 Inspection no. 317946078 Location 7988 Andrew St Moses Lake, WA 98837 Inspection results date 06/08/2017 Inspection no. 317944709 Location 3410 N. Fort George Wright Dr. Spokane, WA 99224-4714 Inspection results date 01/24/2017 Inspection no. 317943385 Location 1800 Tamarac St. Colville, WA 99114 Inspection results date 12/29/2016 Inspection no. 317943302 Location 907 E. 10th Ave Ellensburg, WA 98926 No violations No violations No violations No violations No violations Violations No violations Help us improve Inspection results date 11/28/2016 Inspection no. 317942906 Location 907 E 10th Ave Ellensburg, WA 98926 Inspection results date 08/18/2016 Inspection no. 317941629 Location 1470 E Collage Ave Pullman, WA 99164 Inspection results date 05/09/2016 Inspection no. 317940341 Location 3228 Old Hwy 99 South Mount Vernon, WA 98273 Inspection results date 04/27/2016 Inspection no. 317939808 Location 1330 north 90 th street Seattle, WA 98103 Inspection results date 02/18/2016 Inspection no. 317939395 Location 450 110th Ave NE Bellevue, WA 98005 Inspection results date 10/26/2015 Inspection no. 317938268 Location 28905 Aswell Rd Chelan, WA 98816 Inspection results date 08/25/2015 Inspection no. 317937460 Location 1224 Methow St Wenatchee, WA 98801-3552 Violations No violations No violations No violations No violations No violations No violations Help us improve Inspection results date 02/09/2015 Inspection no. 317934938 Location 7988 Andrew Rd N.E. Moses Lake, WA 98837 Inspection results date 11/25/2014 Inspection no. 317612588 Location 601 E. 10th Avenue Ellensburg, WA 98926 Inspection results date 01/22/2014 Inspection no. 316958784 Location 7761 Randalph Rd. N.E. Moses Lake, WA 98837 Inspection results date 04/03/2013 Inspection no. 316734979 Location 600 N James Ave East Wenatchee, WA 98802 No violations No violations Violations Violations c Washington State Dept. of Labor & Industries. Use of this site is subject to the laws et the state of Washington. Help us improve ABBREVIATIONS GRAPHIC SYMBOLS PROJECT DATA DIRECTORY DRAWING INDEX 0 AB ABE ABV ACT ACW AD ADJ AFF AHJ AHU ALT ALUMIAL AP APPD APPROX ARCH ASF AVG BAL BD BE BEL BEY BLDG BLK BM BO BOT BRK MTL BTWN C to C CAB CAP CG CHT CIP CJ CL CLG CLKG CLO CLR CMU COL CONC COND CONN CONST CONT CONTR CORR CPT CT CTR CUST CWP D DE DEPT DETIDTL DF DIA DIAG DICA DIM DIR DIV DN DP DO DOM DR DS DW DWG (E) E- EA EL ELEV ELEC EMER EMR EQ EQJ EQPT EPL EST EW EXC EXH EXIST EXP EXPAN EXT AT DIAMETER OR ROUND POUND OR NUMBER ANCHOR BOLT AVERAGE BUILDING ELEVATION ABOVE ACOUSTIC TILE ALUMINUM -CLAD WOOD AREA DRAIN ADJUSTABLE, ADJACENT ABOVE FINISH FLOOR AUTHORITY HAVING JURISDICTION AIR HANDLING UNIT ALTERNATE ALUMINUM ACCESS PANEL APPROVED APPROXIMATE ARCHITECTURAL ABOVE SUBFLOOR AVERAGE BALANCING BOARD BATH FAN EXHAUST BELOW BEYOND BUILDING BLOCK, BLOCKING BENCH MARK BOTTOM OF BOTTOM BRAKE METAL BETWEEN CENTER TO CENTER CABINET CAPACITY CORNER GUARD BABY CHANGING TABLE CAST -IN -PLACE CONTROL JOINT CENTERLINE CEILING CAULKING CLOSET CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONDITION CONNECTION CONSTRUCTION CONTINUOUS CONTRACTOR CORRIDOR/CORRUGATED CARPET CERAMIC TILE CENTER CUSTOM CLEAR WALL PANEL DEEP (DIM)/DRYER DRYER EXHAUST DEPARTMENT DETAIL DRINKING FOUNTAIN DIAMETER DIAGONAL DRILLED -IN CONC ANCHOR DIMENSION DIRECTION DIVISION DOWN DAMPROOFING DITTO DOMESTIC DOOR DOWNSPOUT (EXTERIOR) DISHWASHER DRAWING EXISTING EAST EACH ELEVATION ELEVATOR ELECTRICAL EMERGENCY ELEVATOR MACHINE ROOM EQUAL EARTHQUAKE JOINT EQUIPMENT EMERGENCY PATHWAY LIGHTING ESTIMATE; ESTIMATED EACH WAY EXCAVATED EXHAUST EXISTING EXPOSED EXPANSION EXTERIOR FAB FABRICATED FB FLUSH BEAM FBRGL FIBERGLASS FC FIBER CEMENT COMPOSITE FD FLOOR DRAIN FE FIRE EXTINGUISHER FF FINISH FLOOR/ FACTORY FINISHED FG FINISH GRADE FP FACTORY PRIME PAINTED FS FEDERAL SPECIFICATION FEC FE CABINET FIN FINISH(ED) FLASH FLASHING FLEX FLEXIBLE FLR FLOOR FOC FACE OF CONCRETE FOF FACE OF FINISH FOIC FURNISHED BY OWNER, INSTALLED BY CONTRACTOR FOIO FURNISHED BY OWNER, INSTALLED BY OWNER FOM FACE OF MASONRY FOS FACE OF STUD GENERAL NOTES FP FPHB FRM FRP FRDT FRZR FS FSD FT FTG GA GAL GALV GEN GFI GFRC GL GND GOVT GR GSM GWB GYP HB HC HD HDR HDWD HWVP HDWR HE HM HOL HORi HORIZ HP HR HT HWH IBC ID IN INCL INCR INSUL INT INTM INTUM INV JST JT L LAM LAV LE LH LIN LOCN LP LT LTG LVL MATL MAX MC MDF MECH MEMB MFR MIN MISC MLDG MO MOT MTD METIMTL N (N) NAT NEG NIC NO or # NOM NTS OA OC OD OFD OH OHW OPNG OPP OVHD OWSJ OZ (P) P PAR PART PC PERF PERP PKG PL PLAM PLYWDI PLY PNL PNT POL PPL PR PREFAB PRELIM PROJ PROP PROX FIREPROOF FROST PROOF HOSE BIB FRAMING FIBERGLASS REINFORCED PANEL FIRE RETARDANT FREEZER FULL SIZE FIRE SEPARATION DISTANCE FOOT OR FEET FOOTING GAUGE GALLON GALVANIZED GENERAL GROUND FAULT INTERRUPTER GLASS FIBER REINFORCED CONCRETE GLASS GROUND GOVERNMENT GRADE GALVANIZED SHEET METAL GYPSUM WALL BOARD GYPSUM HOSE BIB HANDICAP/HOLLOW CORE HEAD/HEAVY DUTY HEADER HARDWOOD HARDWOOD VENEER PLYWOOD HARDWARE HOOD FAN EXHAUST HOLLOW METAL HOLLOW HORIZONTAL HIGH POINT HOUR HEIGHT HOT WATER HEATER INTERNATIONAL BUILDING CODE INSIDE DIAMETER INCHES INCLUDE (D) (ING) INCREASE INSULATION INTERIOR INTERMEDIATE INTUMESCENT INVERT JOIST JOINT LONG/LENGTH LAMINATE LAVATORY LAUNDRY FAN EXHAUST LEFT HAND LINEAR/LINEAL LOCATION LOW POINT LIGHT LIGHTING LEVEL MATERIAL MAXIMUM MEDICINE CABINET MEDIUM DENSITY FIBERBOARD MECHANICAL MEMBRANE MANUFACTURER MINIMUM MISCELLANEOUS MOLDING MASONRY OPENING MOTORIZED MOUNTED METAL NORTH NEW NATURAL FINISH NEGATIVE NOT IN CONTRACT NUMBER NOMINAL NOT TO SCALE OVERALL ON CENTER OUTSIDE DIAMETER OVERFLOW DRAIN OPPOSITE HAND/OVERHEAD ORDINARY HIGH WATER OPENING OPPOSITE OVERHEAD OPEN -WEB STEEL JOIST OUNCE PROPOSED FIELD PAINTED (NOT FACTORY FINISHED) PARALLEL PARTITION PRECAST PERFORATED PERPENDICULAR PARKING PLATE/PROPERTY LINEIPLASTIC PLASTIC LAMINATE PLYWOOD PANEL PAINT(ED) POLISH/POLISHED POLISHED PLATE PAIR PREFABRICATE(D) PRELIMINARY PROJECT/PROJECTION PROPERTY PROXIMITY PSI PT PTD PTN QTR QTY R RB RD REC REF REFR REINF REQD RET REV RF RFG RH RIGID RL RM RND RIO RO ROW RUB RWL S SALV SAM SBC SC SCHED SCW SD SECT SF SH SHT SHTG SID SIM SL SLNT SPEC SPRT SQ SST STC STD STIFF STL STOR STFNT STRUCT SUB SUSP SYM SYS T T&G T-STAT TC TD TEL TEMP THK THRU TO TOC TOIL TOP TOSF TOW TP TRANSL TRTD TV TWP TYP UL UNFIN UNONON VAP VAR VB VCT VENT VERT VEST VFY VIF VG VOC VOL VS VTR W Wi wIO WAIN WC WD WDW WSEC WGL WH WIND WP WR WRB WS WT WWM YD POUNDS PER SQUARE INCH POINT/POINT OF TANGENCY PRESSURE TREATED FIELD PAINTED (NOT FACTORY FINISHED) PARTITION QUARTER QUANTITY RISER/RADIUS/RESISTANCE RUBBER BASE ROOF DRAIN RECEIVE REFERENCE REFRIGERATOR REINFORCED REQUIRED RETURN REVERSE/REVISED/REVISION ROOF ROOFING RIGHT HAND RIGID INSULATION RAIN LEADER (INTERIOR) ROOM ROUND RANGE/OVEN ROUGH OPENING RIGHT-OF-WAY RUBBER RAINWATER LEADER (INDOORS) SOUTH SALVAGE (D) SELF-ADHESIVE MEMBRANE IBC w/ SEATTLE AMENDMENTS SOLID CORE SCHEDULE SOLID CORE WOOD SMOKE DETECTOR SECTION SQUARE FEET / STOREFRONT SHELF SHEET SHEATHING SiDING SIMILAR SLOPE SEALANT SPECIFICATIONS SPORT FLOORING (RUBBER) SQUARE STAINLESS STEEL SOUND TRANSMISSION CLASS STANDARD/STUD STIFFENER STEEL STORAGE STOREFRONT STRUCTURAL SUBSTITUTE SUSPENDED SYMMETRICAL SYSTEM TOP/TREAD/TOILET/TEMPERED TONGUE&GROOVE THERMOSTAT TOP OF CURB TRENCH DRAIN TELEPHONE TEMPORARYffEMPERATURE/ TEMPERED THICK(NESS) THROUGH TOP OF TOP OF CONCRETE TOP OF CURB TOILET TOPPING/TOP OF PLATE TOP OF PARAPET TOP OF SUBFLOOR TOP OF WALL TOP OF PAVEMENT TRANSLUCENT TREATED TELEVISION TRANSLUCENT WALL PANEL TYPICAL UNDERWRITERS' LABORATORY UNFINISHED UNLESS NOTED OTHERWISE VAPOR BARRIER VARIESNARIABLE VINYL BASE VINYL COMPOSITION TILE VENTILATION VERTICAL VESTIBULE VERIFY VERIFY iN FIELD VERTICAL GRAIN VOLATILE ORGANIC COMPOUNDS VOLUME VINYL SHEET/SHEET VINYL VENT THROUGH ROOF WEST/WIDE/WASHER WITH WITHOUT WAINSCOT WATER CLOSET WOOD WINDOW WASH. STATE ENERGY CODE WIRE GLASS WALL HUNG WINDOW WATERPROOF(ING) MEMBRANE WATER REPELLENT WEATHER RESISTANT BARRIER WEATHERSTRIP WEIGHT WELDED WIRE MESH YARD DRAIN A A 1-( S13 xxx /// DETAIL INDICATOR DETAIL NUMBER SHEET NUMBER ELEVATION INDICATOR DETAIL NUMBER SHEET NUMBER ENLARGED ELEVATION INDICATOR DETAIL NUMBER SHEET NUMBER INTERIOR ELEVATION INDICATOR DETAIL NUMBER SHEET NUMBER ELEVATION BUILDING SECTION INDICATOR DETAIL NUMBER SHEET NUMBER WALL SECTION INDICATOR DETAIL NUMBER SHEET NUMBER EXTERIORITHERMAL ASSEMBLY INDICATOR PARTITION TYPE INDICATOR FLOOR ASSEMBLY INDICATOR WINDOW INDICATOR DOOR INDICATOR LAYOUT GRID GRID LINE PROPERTY LINE OVERHEAD LINE CENTERLINE 1-HR FIRE RATED 2-HR FIRE RATED AIR BARRIER CONCRETE BRICK GWB RIGID INSULATION FIBER INSULATION SEMI -RIGID INSULATION 1. ALL WORK SHALL BE IN COMPLIANCE WITH THE REQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE (IBC), 2015 WA STATE ENERGY CODE, 2015 INTERNATIONAL FIRE CODE, AND ALL OTHER APPLICABLE CODES 2. CONTRACTOR SHALL FIELD CHECK ALL DIMENSIONS AND VERIFY LOCATION OF WORK WITH THE ARCHITECTS. NO SCALE MEASUREMENTS SHALL BE USED AS DIMENSIONS FOR WORK. LARGER SCALED DETAILS AND DRAWINGS SHALL TAKE PRECEDENCE OVER SMALLER. NOTIFY THE ARCHITECT WHENEVER DIMENSION DISCREPANCIES ARISE. 3. 4. 5. CONTRACTOR IS SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITION OF THE JOB SITE, INCLUDING SAFETY, PROTECTION OF THE PROPERTY, AND THE LIKE DURING PERFORMANCE OF THE WORK. CONTRACTOR SHALL PROVIDED METHODS, MEANS, AND FACILITIES REQUIRED TO PREVENT CONTAMINATION OF SOIL WATER OR ATMOSPHERE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE OWNER'S WORK AND/OR SUPPLIED ITEMS THAT ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTS OR ARE NOT IN CONTRACT, BUT ARE ATTACHED TO THE CONTRACTORS WORK. 6. BUILDING IS TO BE FULLY SPRINKLERED. 7. AU. FURRED WALLS SHALL HAVE VERTICAL AND LATERAL DRAFTSTOPS PER IBC. 8. GRADING MUST BE STABILIZED BY OCTOBER 31. NO EXCAVATION TO BE PERFORMED BETWEEN OCTOBER 31 AND APRIL 1 WITHOUT AN APPROVED DRY SEASON GRADING EXTENSION LETTER FROM THE DEPARTMENT OF COMMUNITY DEVELOPMENT. 9. DESTINATION OF EXCAVATION SOILS TO BE DETERMINED. THE DEPARTMENT OF COMMUNITY DEVELOPMENT WILL BE NOTIFIED OF DISPOSAL SITE AFTER CONFIRMATION BY EARTHWORK SUBCONTRACTOR. 10. DRAWINGS ISSUED FOR CONSTRUCTION PRIOR TO FINAL PERMITTING APPROVAL ARE SUBJECT TO REVISIONS. VERIFY CONSTRUCTION DOCUMENTS CONFORM TO PERMIT DRAWINGS BEFORE PROCEEDING WITH WORK. NOTIFY ARCHITECT WHENEVER DISCREPANCIES ARISE. 11. SEPARATE PERMITS ARE REQUIRED FOR PLUMBING, ELECTRICAL, MECHANICAL AND SIGNAGE WORK. 12. DIMENSIONS ARE TO: FACE OF MASONRY (FOM), FACE OF CONCRETE (FOC), OR FACE OR STUD (FOS) UNLESS NOTED OTHERWISE (UNO) DIMENSIONS INDICATED AS CLEAR (CLR) OR FINISH (FIN) ARE TO FINISH FACE. 13. THE UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE DOCUMENTS THAT IN MY PROFESSIONAL JUDGEMENT ARE APPROPRIATE TO SATISFY THE REQUIREMENTS OF RCW 64.55.005 THROUGH 64.55.090. PROJECT LOCATION 17915 SOUTHCENTER PARKWAY TUKWILA, WA98188 LEGAL DESCRIPTIONS: NEW PARCELS BAND C AS DESCRIBED AND DELINEATED ON CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. L 13-005, RECORDED UNDER RECORDING NO. 20130227900005, IN KING COUNTY WASHINGTON; TOGETHER WITH THOSE PORTIONS OF VACATED SOUTH 178TH STREET ADJOINING, WHICH ATTACHED THERETO BY OPERATION OF LAW PURSUANT TO THE CITY OF TUKWILA ORDINANCE NO. 2400, RECORDED UNDER RECORDING NO. 20160120000736. KING COUNTY ZONING MIXED USE OFFICE 1A PROJECT DESCRIPTION CONSTRUCTION ANEW, SINGLE -STORY FIRE STATION FOR 6 ON -DUTY STAFF AND ASSOCIATED SITE IMPROVEMENTS. BUILDING TO HAVE A DOUBLE -HEIGHT, DRIVE -THROUGH APPARATUS BAY CONFIGURATION. SITE IMPROVEMENTS TO INCLUDE PAVED FIREFIGHTER DRILLING AREA, EMERGENCY GENERATOR AND APPARATUS FUELING STATION. RENDERING OWNER City of Tukwila Public Works Department 6200 Southcenter Blvd, Suite 100 Tukwila, WA98188 Rachel Bianchi T: 206 454 7566 E: Rachel.Bianchi@TukwilaWA.gov OWNER'S REPRESENTATIVE Shiels Obletz Johnsen (SOJ) 800 5th Ave, Suite 4130 Seattle, WA 98104 Justine Kim & Carrie Holmes T: 206 838-3706 E: cholmes@axispnd.com ARCHITECT Weinstein A+U 2200 Westem Ave, Suite 301 Seattle, WA 98121 Emma Nowinski & Lauren Rock T: 206 443-8606 E: emman@weinsteinau.com CIVIL ENGINEER LPD Engineering 1932 First Ave, Suite 201 Seattle, WA 98101 Marc Servizi T: 206 725-1211 E: mares@Ipdengineering.com LANDSCAPE ARCHITECT Swift Company, LLC 3131 Westem Ave, M423 Seattle, WA 98121 Shawn Stankewich T: 206 632 2038 E: shawn@swiftcompany.com STRUCTURAL ENGINEER Swenson Say Faget 2124 Third Ave, Suite 100 Seattle, WA 98121 Dan Morrow T: 206 443 06212 E: dmorrow@ssfengineers.com MECHANICALIPLUMBING ENGINEER The Greenbusch Group, Inc. 1900 W Nickerson St, Suite 201 Seattle, WA98119 John Greenlaw T: 206 378-0569 E: johng@greenbusch.com ELECTRICALiLiGHTING ENGINEER Travis Fitzmaurice & Associates 1200 Westlake N, Suite 509 Seattle, WA 98109 Kevin Wartelle T: 206 285-7228 E: kevin@travisfitzmaurice.com ALERTING WHPacific 12100 NE 195th St, Suite 300 Bothell, WA 98011 Jerry Liu T: 425 951-4823 E: jlluewhpacific.com FIRE STATION SPECIALIST ARCHITECT TCAArchitecture 6211 Roosevelt Way NE Seattle, WA 98115 Brian Harris T: 206 522-3830 E: brian@tca-inc.com GENERAL G001 COVER SHEET SURVEY G101 LAND USE CODE DIAGRAMS G201 BUILDING CODE SUMMARY r G202 BUILDING CODE DIAGRAMS G500 ACCESSIBILITY DIAGRAMS CIVIL CO.0 C1.0 C1.1 C1.2 COVER SHEET TESC AND SITE DEMOLITION TESC DETAILS NOTES C2.0 GRADING AND DRAINAGE PLAN C2.1 GRADING & DRAINAGE NOTES & DETAILS C2.2 GRADING & DRAINAGE NOTES & DETAILS C2.3 GRADING & DRAINAGE NOTES & DETAILS C3.0 PAVING AND HORIZONTAL CONTROL PLAN C3.1 PAVING & HORIZONTAL CONTROL NOTES & DETAILS C3.2 PAVING & HORIZONTAL CONTROL NOTES & DETAILS C3.3 PAVING & HORIZONTAL CONTROL NOTES & DETAILS C4.0 SEWER PLAN C4.1 SEWER NOTES & DETAILS C4.2 SEWER PROFILE C5.0 COVER SHEET - WATER C5.1 WATER PLAN & PROFILE C5.2 WATER PLAN & PROFILE C5.3 WATER PLAN & PROFILE C5.4 WATER NOTES & DETAILS C5.5 WATER NOTES & DETAILS TRAFFIC SIGNALIZATION TS01 SIGNAL MODIFICATION PLAN LANDSCAPE L101 SITE MATERIALS PLAN L111 SITE MATERIALS & LAYOUT PLAN ENLARGEMENT T. T L301 IRRIGATION PLAN L401 L402 L411 PLANTING PLAN PLANT SCHEDULE PLANTING DETAILS ARCHITECTURAL A001 ARCHITECTURAL FULL SITE PLAN A002 ARCHITECTURAL SITE PLAN A003 SITE DETAILS A101 FLOOR PLAN: LEVEL 1 A101 N ENLARGED FLOOR PLAN: LEVEL 1 NORTH A101S ENLARGED FLOOR PLAN: LEVEL 1 SOUTH A102 MECHANICAL PLATFORM & LOWER ROOF PLAN A103 UPPER ROOF PLAN IPSAMPAPNIANIXMIIIPIIWNWFII 4 A201 REFLECTED CEILING PLAN: LEVEL 1 A202 REFLECTED CEILING PLAN: MECH PLATFORM &APP BAY A301 EXTERIOR ELEVATIONS A311 BUILDING SECTIONS A321 ENLARGED WALL SECTIONS A322 ENLARGED WALL SECTIONS A323 ENLARGED WALL SECTIONS A324 ENLARGED WALL SECTIONS A325 ENLARGED WALL SECTIONS A326 ENLARGED WALL SECTIONS A327 ENLARGED WALL SECTIONS A328 ENLARGED WALL SECTIONS A329 ENLARGED WALL SECTIONS A330 ENLARGED WALL SECTIONS A401 EXTERIOR VERTICAL ASSEMBLIES A402 EXTERIOR HORIZONTAL ASSEMBLIES A403 EXTERIOR CLADDING LAYOUT A404 EXTERIOR CLADDING LAYOUT A411 EXTERIOR WINDOW & LOUVER SCHEDULE A412 INTERIOR WINDOW SCHEDULE A421 PLAN DETAILS A451 SECTION DETAILS A452 SECTION DETAILS A453 SECTION DETAILS: COURTYARD A454 SECTION DETAILS: APP BAY A455 SECTION DETAILS: APP BAY A456 SECTION DETAILS: DOUBLE HEIGHT BRICK A457 SECTION DETAILS These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the dcsig cr. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: VICINITY MAP A501 STAIR 1 PLANS AND SECTIONS A611 INTERIOR ELEVATIONS - BATHROOMS A612 INTERIOR ELEVATIONS - KITCHEN A613 INTERIOR ELEVATIONS A614 INTERIOR ELEVATIONS A615 INTERIOR ELEVATIONS -APP BAY A617 IN ERIOR EL ATIONS A618 INTERIOR ELEVATIONS A619 INTERIOR ELEVATIONS A701 INTERIOR VERTICAL ASSEMBLIES A901 FINISH SCHEDULE A911 DOOR SCHEDULE STRUCTURAL S102 STATEMENT OF SPECIAL INSPECTIONS S201 FOUNDATION PLAN S202 LOW ROOF/ MEZZANINE FRAMING PLAN S203 HIGH ROOF FRAMING PLAN S401 S402 S403 TYPICAL STEEL DETAILS TYPICAL STEEL DETAILS DETAILS S501 LIGHT GAUGE FRAMING DETAILS MECHANICAL - FOR REFERENCE ONLY M001 ABBREVS, LEGEND, NOTES & INDEX M002 MECHANICAL SCHEDULES M003 MECHANICAL SCHEDULES M004 MECHANICAL SCHEDULES M101 MECHANICAL SITE PLAN M201 MECHANICAL FOUNDATION PLAN M301 FIRE PROTECTION ABBREVS, LEGEND, NOTES & INDEX M302 FIRE PROTECTION FLOOR PLAN M401 LEVEL 1 PLUMBING PLAN M402 MECH PLATFORM AND LOWER ROOF PLUMBING PLAN M501 LEVEL 1 HVAC PLAN M502 MECH PLATFORM AND LOWER ROOF HVAC PLAN M601 LEVEL 1 PIPING PLAN M602 MECH PLATFORM AND LOWER ROOF PIPING PLAN M701 MECHANICAL ROOF PLAN M801 MECHANICAL LARGE SCALE PLANS M901 M902 M903 M904 M905 MECHANICAL DETAILS MECHANICAL DETAILS MECHANICAL DETAILS MECHANICAL DETAILS MECHANICAL DETAILS ELECTRICAL- FOR REFERENCE ONLY E100 ONE LINE DIAGRAM, LIGHTING FIXTURE SCHEDULE, LEGEND E101 SITE PLAN - ELECTRICAL E201 FIRST FLOOR - LIGHTING E202 MECH PLATFORM & LOWER ROOF - LIGHTING E301 FIRST FLOOR - POWER E302 MECH PLATFORM & LOWER ROOF - POWER E303 UPPER ROOF PLAN - POWER E401 FIRST FLOOR - COMMUNICATIONS E402 MECH PLATFORM & LOWER ROOF - COMMUNICATIONS 00 yawl Zial C 64171 i (11) 1-44C La- F- REVISIONS No changes snail be made to the scope of worn wilnout poor approval of the Tukwila Building Division NOTE: Revisions wilt require a new plan submittal and may include additional plan review. E501 FLOOR PLAN - FIRE ALARM/SECURITY/CLOCK E502 MECH PLATFORM & LOWER ROOF - FIRE ALARM/SECURITY/CLOCK E601 FIRST FLOOR -ALERTING SYSTEM E602 MECH PLATFORM & LOWER ROOF -ALERTING SYSTEM E701 DETAILS A Reviewed and APPreved( v ll for Substantial Cr �G1� / V (�af io u ( t. By BHC �piiance �c�s,',6; /� t1SU ants al lC- GAia1©, Date /off f3/4p REVIEWED FOR CODE COMPLIANCE APPROVED FEB 26 2019 Pito ? City of Tukwila BUILDING DIVISION • ERMIT SU: FILE1 O ParmaParmallo..p PHO tYrikl Plan review approval is suctect to errors anc omissions Approval of construction documents does ioi auto, fze me violation of any adopted pixie of ordinance Peceict of approved Field Copy and co imnon is owleagec: By. Date: -S -- 9 City of Tunw,ia UILDING DIVISION SEPARATE PERMIT R UIRED FOR: Mechanical Electrical Plumbing (� Gas Piping City of Tukwila BUILDING DIVISION RECEIVED DEC. 'i 20% BNC Consultants, LLC CORRECTION LTR# 1 P,ECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 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' :° /' / / J N / / ,' ,' / / 1 / ,' / / / / / / , / / / / / / / / / / / / / / /! !! ,' / / / / ,' / ,' / ,' / /' J / / ' / / / / , / / / / o, ! / / / ' / / / ! ,' /' / / ' /' , /' / ! / / ,' / / ,' , I / / /' / / / , / / / / , / / ' ' / / / , / / / /' ' ,' /! / /' /` / / / /' /' !' / / /// ,' / /' /' / // / /' ,/ ,/ //' /! ,/ !! !/ / ,' // /J // / !/ /! f, // % ,' /, !//!// / ,t /� ,! !, /° /, ,/ /' /, / /, /' / / J / / / /' /� / / / ! / ' / /' / ' / / /' ! / / % / / / / / / / / / / ! / ,/ ,! ,� / / / ,' / / / / ' / VACATED BY TUKWILA ORD 2400 KING COUNTY RECORDING NO. 20160120000736 FND REBAR & CAP LS 30429" IE 6" PVC CULV=33.8 GRAPHIC SCALE 20 0 20 ( IN FEET ) 1 inch = 20 ft. CB RIM=26.05 IE 12" CMP (NW)=24.1 IE 12" CMP (NE)=24.1 FND REBAR & CAP LS 30429" BUILDING 1 SDMH RIM=29.63 IE 12" CONC (N)=21.8 IE 12" CONC (S)=21.8 IE 12" CONC (W)=22.4 28------ 120.00' -30^- 32---'----------'.'-------"-- 34 c 16" STW TRANSMISSION PSE GAS EASEMENT COVERS ALL 0F PARCEL C UNDER REC. #201402501000403 LEGEND CI WATER VALVE NOTE: STORM AND SEWER PIPELINE SIZES PER CITY OF TUKWILA SOUTHCENTER PARKWAY EXTENSION, TUKWILA SANITARY SEWER AND WATER PLAN, SHEET 121 OF 257. VACATED BY TUKWILA ORD 2400 KING COUNTY RECORDING NO. 20160120000736 N87'50' * "W 417.36' TOP CENTER VERT. 18' CPEP EL=33.3 IE 6" FLEX (SW)=31.5 IE 6" FLEX (S)=31.5 HYDRANT WATER METER MANHOLES (SS/SD) CB POWER/UTILITY POLE GUY ANCHOR POWER TRANSFORMER POWER/TELEPHONE VAULT POWER METER TELEPHONE/TV RISER GAS VALVE JUNC110N BOX �o PED XWALK SIGNAL/BUTTON+ II GAS METER w ss SO 0 UP UT UTV UFO OHL -0-0-0-0 0- -x-x x-x-x- ❑ 0 ❑- 15' UTILITY EASEMENT \ REC. #6343861 CB IE 8" CONC SDMH RIM=30.5= IE 18" CONC (NW)=22.3 IE 18" CONC (SE)=22.2 IE 8" CONC (NE)=23.5 1 NI (NW/SE)=16.2 STREET LIGHT LUMINAIRE SPOT ELEVATION SIGN MAILBOX ROCKERY CONIFEROUS TREE DECIDUOUS TREE CASED MONUMENT MAGNETIC NAIL W/ WASHER REBAR AND CAP CENTER LINES PROPERTY UNES RIGHT-OF-WAY LINES LOT LINES DITCH LINE FLOW LINE WATER LINE SANITARY SEWER LINE STORM DRAIN LINE GAS LINE UNDERGROUND POWER UNES UNDERGROUND TELEPHONE UNES UNDERGROUND CABLE TV LINES UNDERGROUND FIBER OPTIC LINES OVERHEAD POWER LINES OVERHEAD UTILITY LINES CHAIN LINK FENCE WIRE FENCE WOOD FENCE 20' UTILITY EASEMENT REC #5636121 20' UTILITY EASEMENT REC #20130916000018 20' UTILJTY EASEMENT REC. #20130228000693 6' CHN LNK FNC 09et SDMH RIM=31.35 IE 12" CONC (S)=22.9 CB RIM=31.66 IE 8" CONC (SE)=27.1 SW ASSUMED ABANDONED JERSEY ARRIER (TYP) TRAFFIC SIGNAL. / LOOP (TYP) IE 12" 7NC (W)=23.4 PLUGGED SDMH RIM=33.97 / SDMH RIM=,31.99 IE 36" CPEP (S1111=19.4 RECORD LEGAL DESCRIPTION: (PER CHICAGO TITLE COMPANY OF WASHINGTON, COMMITMENT NO. 0109150-06, DATED SEPTEMBER 14, 2017 AT 8:00 A.M.) NEW PARCELS B AND C AS DESCRIBED AND DELINEATED ON CITY OF TUKWLA BOUNDARY LINE ADJUSTMENT NO. L 13-005, RECORDED UNDER RECORDING NO. 20130227900005, IN KING COUNTY WASHINGTON; TOGETHER WITH THOSE PORTIONS OF VACATED SOUTH 178TH STREET ADJOINING, WHICH ATTACHED THERETO BY OPERATION OF LAW PURSUANT TO CITY OF TUKWILA ORDINANCE NO. 2400, RECORDED UNDER RECORDING NO. 20160120000736. NOTES: HORIZONTAL DATUM: WASHINGTON STATE PLANE COORDINATES (NORTH ZONE), NAD 83/11 EPOCH 2010.00. BASED ON GPS TIE TO WSDOT MONUMENT GP17005-349 AND CONSTRAINED TO THE WASHINGTON VIRTUAL REFERENCE NETWORK. VERTICAL DATUM: NAVD 88 (GNSS DERIVED GEOID 12A) SITE AREA: TL 3523049008 179,369 SQ FT ± TL 3523049040 68,699 SQ FT ± ALL DISTANCES SHOWN ARE GROUND DISTANCES UNLESS OTHERWISE NOTED. THE LOCATION AND DESCRIPTION OF ALL SURVEY MARKERS SHOWN HEREON ARE BASED ON FIELD OBSERVATIONS TAKEN IN JULY 2016, UNLESS OTHERWISE INDICATED. WORK PERFORMED IN CONJUNCTION MTH THIS SURVEY UTILIZED THE FOLLOWING EQUIPMENT AND PROCEDURES: (A) 1" TRIMBLE S6 SERIES ELECTRONIC TOTAL STATION, MAINTAINED TO THE MANUFACTURER'S SPECIFICATIONS PER W.A.C. 332-130-100. (B) FIELD TRAVERSE, EXCEEDING REQUIREMENTS SET FORTH IN W.A.C. 332-130-090. THIS TOPOGRAPHIC SURVEY DRAWING ACCURATELY PRESENTS SURFACE FEATURES LOCATED DURING THE COURSE OF THIS SURVEY. UNDERGROUND UTILITIES SHOWN HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY OTHERS AND PACE ENGINEERS, INC. DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABIUTY FOR THEIR ACCURACY OR COMPLETENESS. CONTRACTOR/ENGINEERS SHALL VERIFY EXACT SIZE AND LOCATION PRIOR TO CONSTRUCTION. CALL FOR LOCATE: UTILITY LOCATION SERVICE: 811 [VI no APPROXIMATE EN ER GOLDSMITH NORTH Ntp -OUTLET SOUTH NO STUB MARKER DR PIPE F.)DOND CB 13,,tfo=30.86 36* REVI WED FOR II till A'PftoyEp PORTION OF: NW 1/4, SECTION 35, T. 23 N., R. 4 E., W.M. CAD/CALC GW DRAWN GW/DMB PLAT CHK DF REVISED LAYERS FOR PLOTTING 12/13/17 DF REVISED & ADDED UTIL/ EASEMENTS PER TITLE REPORT 10/05/17 GW DF SYM REVISION DATE BY APP'D An Engineering Services Company 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.20141 f. 425.827.5043 Civil I Structural I Planning I Survey paceengrs.com TUKWILA FIRE STATION 51 DATE 12-13-2017 SCALE 1" = 20' SURVEY TEAM GW FIELD BOOK 548B DWG FILE V17455-SRV.dwg TOPOGRAPHIC SURVEY FOR CITY OF TUKWILA PROJECT NO. RECEIVED 17455.10 CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER SHEET 1 OF 1 LOT SIZE = 246,865 S 0'-0" SIDE YARD SETBACK PER 18.41.090E I111111IIIIIiIIIIIIIIIIhII[! E 110Gil0000GD0011G1111QO1111QiQil LAND USE CODE PLAN DIAGRAM SCALE: 1/32" = RESIDENTIAL PROP FUEL & TRASH ENCLOSURE 100 SF RECYCLING, TRASH REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 wwwweinsteinau.com © 2018 Weinstein MU - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and partidpation of the Architect. REGISTEREI ARCHITECT EDWARD WEINSTEIN State of Washington Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title LAND USE CODE DIAGRAMS Sheet G 1 O 1 803 WALL AND CEILING FINISH Interiorwali and ceiling finishes to have a flame spread index not greater than spedfied in Table 803.11. Complies 1011.8 Vertical Rise Maximum vertical rise fora single flight of stairs is 12' 1011.11 Handrails Stairways to have handrails each side and comply with Section 1014. Complies Complies Site Location Tukwila F551 Project No Codes A Occu pan ConstType Fire Sprinklers 17001 2015 International Building Code 2015 lnternational Mechanical Code National Electrical Code 2015 International Fire Code 2015 Washington State Energy Code Washington State Ventilation and Indoor Air Quality Code Mixed Use Type II-B Fully sprinklered throughout building (per NFPA 13)y NOTES Fire Separation The distance measured from the building face to one of the following:1. The closest interior lot line. 2. To the centerline of a street, Distance an alley or public way. 3.Toan imaginary line between two buildings on the lot. The distance shall be measured at right angles from the face of wall. Fire Area The aggregate floor area endosed and bounded by fire walls, fire barriers, exterior walls, or horizontal assemblies of a building. Areas of the building not provided with su rrounding walls shall be induded in the fire area if such areas are included within the horizontal projection of the roof or floor next above. Congregate A building or part thereof that contains sleeping units where residents share bathroom or kitchen facilities or both. (R-3, Living Facilities nontransient with 16 or fewer occupants) Sleeping unit A room or space in which people sleep, which can also indude permanent provisions for living, eating, and either sanitation or kitchen facilities but not both. Such rooms and spaces that are also part of a dwelling unit are not sleeping units. Common Path of The portion of the exit access travel distance measured from the most remote point within a story to that point where the occupants Eg ress Travel have separate access to two exits or exit access doorways. Equipment "An unoccupied, elevated platform used exclusively for mechanical systemss or industrial process equipment," Platform Mezzanine "An intermediate level or levels between the floor and ceiling of any story and in accordance with Section 505." WAC 296-305- 06507(1) "All sleeping areas in fire stations shall be separated from vehide storage areas by at least one -hour fire resistive assemblies." oCCUPAN YCLASSIFICATI BUILDING OCCUPANCY Programmed Use Group Description of Occupancy Business B Lobby, Office, Great Room, PT Room Residential R-3 Sleep Rooms Storage S-2 Apparatus Bay, Apparatus Support-> low Applicable Applicable Mechanical Platform Applicable R-3 is accessory to B G ALDETAILEI) iUIR ME SB SED. OCCUPA 420 GROUPS R-1, R-2, R-3 AND R-4 420.2 Separation Walls Walls separating dwelling units in the same building, walls separating sleeping units in the same building and walls separating Provided dwelling or sleeping units from other occupancies contiguous to them in the same building shall be constructed as fire partitions in accordance with Section 708. ERAtr.BUILDING; EIGF 504 BUILDING HEIGHT AND NUMBER OF STORIES Table 504.3 Allowable Building Height in Feet Above Grade PI Occ Gp Tyle Il-B B 75' S 75' R 75' 505 MEZZANINES AND EQUIPMENT PLATFORMS 5053 Equipment Platforms Not considered a portion of floor below. Shall not contribute to either the building area or the number of stories per 503.1 Area NOT induded in Fire Area per 903. Not part of any mezzanine. Platforms, stairs, ladders (access to platform) not part of building means of egress. 505.3.1 Area Limitations• aggregate area s 2/3 of the floor area of the room or space in which it is located. 5053.2 Automatic Sprinkler System. Where located in a building that is required to be protected by an automatic sprinkler system, equipment platforms shall be fully protected by sprinklers above and below the platform, where required by the standards referenced in Section 9033. 5053.3 Guards. Equipment platforms shall have guards where required by Section 1015.2. 508 MIXED USE AND OCCUPANCY 508.1 General Where a building contains more than one occupancy group or use, the building or portion thereof shall comply with the applicable provisions of 508.2, 5083 or 508.4, or a combination of these sections. Exception 1: Occupancies separated per Section 510. 508.3 Non -separated Occupancies 508.3.1 Occupancy Classification• non separated occupandes shall be individually classified per 302.1. Requirements of this code apply to each portion of the building based on occupancy classification of that space except that the most restrictive applicable provisions of Chapter 9 shall apply to the building or portion thereof in which the nonseparated occupancies are located. 508.3.3 Separation. Not required between non -separated occupancies. 509 Exception 2: Group R-3 - Dwelling units and sleeping units shall be separated from other dwelling or sleeping units and from other occu pandes contiguous to them in accordance with the requirements of Section 420. INCIDENTAL USES Table 509 Incidental l hes Laundry rooms over 100 sf. 1 hour separation or automatic sp rin kler system E5:01 10'm_0GTU Complies Complies Provided Provided Provided Automaticsprinklersystem provided in Laundry Room Table 601 Fire resistance rating requirements for building elements Building Element Type II-B Primary Structural Frame 0 Bearing Walls, exterior 0 Bearing Walls, interior 0 Nonbearing Walls, exterior See Table 602 Nonbearing Walls, interior 0 Floor Construction 0 Roof Construction 0 603 COMBUSTIBLE MATERIAL IN TYPE I AND II CONSTRUCTION Materials in type II-B construction must comply with section 603. Complies Complies Eit.SI TitNfCONSTROCrt 708 FIREPARTITIONS 708.1 General 1. Required at walls separating sleeping units in the same building as required by Section 420.2 3. Corridor walls as required by Section 1020.1 7083 Fire -resistance rating Fire partitions shall have a minimum fire resistance rating of one hour required Provided Not req'd for B occupancy 1-hrfire partition ratings provided around sleep rooms Exception 2: Dwelling and sleeping unit separations in buildings of type IIBconstruction shall have fire -resistance ratings Exception applies, 1/2 hour fire - of not less than 1/2 hour in buildings equipped throughout with an automatic sprinkler system. resistance rating provided separating sleeping rooms EPROTECTIONg. SXST . .gi 903 AUTOMATIC SPRINKLER SYSTEMS 903.2 Where Required 903.2.8.1 Grump R-3.• An automatic sprinkler system installed in accordance with Section 903.3.13 (NFPA 13D) shall be permitted in Group R-3 occupancies. 903.3.1.1.1 Fxempt locations: 1. Any room where the application of water or flame and water constitutes a serious life or fire hazard when approved by the fire code offudal. 2. A room or space where sprinklers are considered undesirable because of the nature of the contents, where approved by the fire code official. 905 STANDPIPE SYSTEMS 905.2 installation standard Installation in accordance with this section, NFPA 14 and rules promulgated by the building or fire code official. Fire department connections for standpipe systems shall be in accordance with Section 912. 906 PORTABLE FIRE EXTINGUISHERS 906.1.1 Where Regriireti; In Group A, B, ...R-2, and S occupancies 907 FIREALARMAND DETECTION SYSTEMS 907.2.112 Group R-3 Single -or multiple -station smoke alarms shall be installed and maintained in groups...R-3 regardless of occupant load at all of the following locations: 1. Ceiling or wall outside of each separate sleeping area in the immediate vicinity of bedrooms. 2. In each room for sleeping purposes. 3. In each story within a dwelling unit. 912 912.2 912.2 FIRE DEPARTMENT CONNECTIONS Ocatign NFPA 13 will be provided throughout Comm Room possible exception with fire code official approval Not required. Building <30'above fire department access. Complies Complies Complies ...fire department connections shall be located so that fire apparatus and hose connected tosu pply the system will not obscure access to the buildings for other fire apparatus. The location of fire department connections shall be approved by the fire chief. wsoOG 1003 GENERAL MEANS OF EGRESS 1003.2 Ceiling height. -Minimum ceiling height of 7'-6" 1004.1 Design Occupant Loati Cu mu Vtive Occupant Loads: Where the path of egress travel indudes intervening rooms, areas or spaces, cumulative occupant loads shall be determined in accordance with this section. 1004.1.1 Table 1004.1.2 Maximu m floor area allowances per occupant Function of space Floor area per occu pant Accessory storage, mechanical equipment room 300 gsf Parking Garages 200 gsf Business areas with sprinkler protection 130 gsf Exercise Room 50 gsf Residential 200 gsf 1005 EGRESS WIDTH 1005.3 Required Capacity Based on Occupant Load 1005.3.1 Stairwayc. 0.3'' per occupant for stairways. The required capacity, in inches, of the means of egress for any room, space or story shall not be less than that determined in accordance with sections 10053.1 and 10053.2 1005.3.2 Other egress components: 0.2" per occupant for egress components other than stairways Max occupancy of a floor is 57 57*.3"=17.1" 36" min stair provided --> Complies 32" dr min egress doors provided 1005.5 Distribution of egress capacity. Where more than one exit, or access to more than one exit, is required, the means of egress shall Complies be configured such that the loss of any exit or access to on a exit, shall not reduce the available capacity to less than 50% of the required capacity 1005.7.1 Door encroachment. Doors, when fully opened, shall not reduce the required width by more than 7". Doors in any position shall not reduce the required width by more than one-half. 1006 NUMBER OF EXITS A ND EXIT ACCESS DOORWAYS 1006.2 Egress from Spaces Complies 1006.2.1 Fgress Rased on Occupant 1 rod and Common Path of Fgress Travel Distance. Two exits or exit doorways from any space shall be provided where the design occupant load or the common path of egress travel distance exceeds the values listed in Table 1006.2.1. Table 1006.2.1 Spaces with One Exit or Exit Access Doorway (Sprin klered) Occup. Max Occ Load Max. Common Path of Egress Travel Distance B 49 100 R-3 10 125 S 29 100 1007 EXIT AND EXIT ACCESS DOORWAY CONFIGURATION 1007.1 fipneral 1007.1.1 Two Fxits or Fxit Access Doorways. Shall be placed a distance apart z 1/2 of the length of the maximum overall diagonal dimension of the building or area to be served measured in a staight line between them. Exception 2: If equipped throughout with an automatic sprinkler system, the separation distance shall be z 1/3 of the length of the maximum overall diagonal dimension of the area served. 1009 ACCESSIBLE MEANS OF EGRESS 1009.1 Accessible Means of Egress Required Accessible spaces to be provided with z 1 accessible means of egress; when more than one means is required then z 2 accessible means of egress shou Id be provided. 1009.3 Fxtt Stairways To be considered partof an accessible means of egress, minimum width between handrails must be 48" Exception 2: 48" width between handrails not required when building is fully sprinklered in accordance with Section 903.3.1.1 1010 DOORS GATES AND TURNSTILES 1010.1 Doors 1010.1.1 Size of Doors Minimum required clear width of 32" and minimum height of80" Exception 1: does not apply to R-3 occupancy when door openings are not part of the required means of egress Exception 3: door openings to storage closets less than 10 sf shall not be limited by the minimum width Exception 5: door openings within a sleeping unit shall be not less than 78"high 1010.1.2 Door Swing: Egress doors shall be of the pivoted or side -hinged swinging type. 1010.1.2.1 Doorswing. Doors to swing in direction of egress travel when serving a room or area containing an occupant load of 50 or more persons. 1010.1.8 Door Arrangement Space between two doors in a series shall be a minimum 48" plus the width of a door swinging into the space. 1010.1.9 Door Operations 1010.1.92 Hardware height• Doorhandles, pulls, latches, locks and other operating devices shall be installed 34"-48"AFF 1011 STAIRWAYS 1011.2 Width and Capacity Minimum required width per Section 1005.1, but not less than 44" Exception 1: Stairways serving an occupant load less than 50 occupants shall have a width of not less than 36". 1011.3 Headroom Minimum headroom dearance of80" 1011.5 Stair Treads and Risers 1011.5.2 Riser Height and Tread Depth. Stair riser height to be 7" maximum and 4" minimum Rectangu lar treads tobea minimum of 11"deep 1011.5.4 Dimensional Uniformity: Stair treads and riser shall be of a uniform size and shape. Difference in largest and smallest riser height in a flight of stairs s 3/8" 1011.6 StairwavLandinns There shall be a floor landing at the top and bottom of each stairway. The width of landings shall not be less than the width of stairways served. Where the stairway has a straight run the depth need not exceed 48" Doors opening onto a landing shall not reduce the landing to less than 1/2 the required width and the projection must be s 7" when fully open. Complies Complies Separation distance z 1/3 of the IV length of the maximum overall diagonal dimension. Complies 36" min based on anticipated occupant load Complies NA Complies Complies Complies, see A501 Applies Complies Complies Complies 1011.12 Stairway to Roof Fxception• In buildings without an occupied roof, access to the roof shall be permitted to be a roof hatch or trap door not less than 16 sf in area and having a minimum dimension of 2' Roof hatch provided to high roof 1015 GUARDS Complies 1015.2 Where Required Required along open sided walkways that are located more than 30" above floor or grade at any point within 36" horizontally. Provided at equipment platform 1015.3 Height Not less than 42" measured vertically above the adjacent walking surface or line connecting leading edge of stair treads nosings Complies 1015.4 Opening Limitations Required guards shall not have openings which allow passage of a sphere 4" in diameter from the walking surface to the guard Complies height 1015.6 iylechanical Eauipment. SYstems and Deldres Guards shall be provided where various components that require service are located within 10' of a roof edge or open side of a NA walking surface and such edge or open side is located > 30" above the floor, roof or grade below; constructed to prevent the passageofa 21-inch sphere. 1015.8 Window Openings Complies Windows in R-2 and R-3 buildings induding dwelling units, where the top of the sill of an operable window opening is located < 36" above the fin shed floor and > 72" above the finished grade, shall comply with the following: 2. operable section does not permit the passage of a 4" diameter sphere. 1016 EXIT ACCESS 1016.2 FgressThrough Intervening Spaces 2. Egress from a room or space shall not pass through adjoining or intervening rooms or areas, except where such adjoining rooms or areas and the areas served are accessory to one or the other and provide a discernable path of egress travel to an exit 5. Egress shall not pass through kitchens, storage rooms, closets or spaces used for similar purposes. 1017 EXIT ACCESS TRAVEL DISTANCE 1017.2 )imitations Distance to exits on each story limited to the length shown in Table 1017.2 Table 10172 Fx it Access Travel Distan CP Occupancy with Sprinkler System (per 903.3.1.1) A,M,R,S-1 250' B 300' S-2 400' 1017.3 Measurement Exit access travel distance shall be measured from the most remote point within a story along the natural and unobstructed path of horizontal and vertical egress travel to the entrance to an exit. 1020 CORRIDORS 1020.1 Construction Corridors to be fire -resistance rated per Table 1020.1 Exception 2: Fire -resistance rated corridors not required for corridors within a dwelling in Roccupandes. Table 1020.1 Corridor Fire Resistance Rating Occupancy Occupant Load Served w/sprinkler system A,B,M,S >30 0 R >10 0.5 Table 1020.2 Width and Capacity - Minimum width per Section 1005.1, but not less than 44" - 36" corridors permitted with a required occupancy capacity < 50 1030 EMERGENCY ESCAPE AND RESCUE 1030.1 General. In Group Roccupandes, basements and sleeping rooms below the fourth story above grade plane to have at least one emergency escape and rescue opening. 1030.2 10302.1 10303 Minimum Size Emergency escape and rescue openings shall have a minimum net dear opening of 5.7 sf. Minimum Dimensions: min net dear opening height dim of 24"; min net dear opening width dim of 20" Maximum Height from Floor Bottom of clear opening no greater than 44" measured from the floor. Complies Complies Complies R is most restrictive. Complies Boccupancy 44"min based on occupant load Complies Complies Complies ESSI PTY Z, 1101 GENERAL 1101.2 Design Accessibility required per this code and ICC A117.1 except portions amended in this section 1103 SCOPING REQUIREMENTS Sites, buildings, structures, facilities, elements and spaces, temporary or permanent, shall be accessible to persons with physical disabilities. 1103.2.9 Frinipment Spares. Equipment spaces frequented by personnel for maintenance, repair, or monitoring of equipment are not required to be accessible. 1105 ACCESSIBLE ENTRANCES 1105.1 public Entranrps In addition to the requirements of Sections 1105.1.1 through 1105.1.6, at least 60%of all public entrances shall be accessible. 1106 PARKING AND PASSENGER LOADING FACILITIES 1106.1 Required Accessible parking to be provided per Table 1106.1, except parking provided for occupancies in Group R-3 per Section 1106.2 Table 1106.1 Accessible Parking Spaces Total Parking Spaces Provided Minimum Accessible Spaces Req'd 1-25 1 101-150 5 151-200 6 1107 DWELLING UNITS AND SLEEPING UNITS 1107.6.3 Group R-1 In Group R-3 occupances where fouror more dwelling units or sleeping units intended to be occupied as a residence in a single structure, every dwelling unit or sleeping unit intended to be occupied as a residence shall be a Type B unit. 16 total spaces, 1 accessible provided 1109 OTHER FEATURES AND FACILITIES 11092 Toilet and Rathing Facilities Each toilet room and bathing room shall be accessible.. Exception 3: where multiple single -user toilet rooms or bathing rooms are du stered at a single location, at least 50% but 2 accessible single -user toilet rooms not less than one room for each use at each duster shall be accessible. provided RIOT ENVIRONi1 1208 INTERIOR SPACE DIMENSIONS 1208.1 Minimum Room Width Habitable spaces, shall be z 7' in any plan dimension. Kitchens shall have a dear passageway z 3' between counter fronts and walls. 12082 Minimum Ceiling -Heights Occupiable spaces to have minimum ceiling height of 7'-6'; Bath rooms, toilet rooms, kitchen, storage and laundry room permitted to have a ceiling height not less than 7'-0". 1209 ACCESS TO UNOCCUPIED SPACES 1209.3 Mechanical Appliances Access to mech. equipment on roofs shall be in accordance with IMC. RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com 02018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION ,111t 1SDSCTIOtv,AL ST///P Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title BUILDING CODE SUMMARY ARCHITECTS + URBAN DESIGNERS D z W 1- v z W Sheet G201 3 UNCONDITIONED CODE DIAGRAM LEGEND FIRE SEPARATION RATINGS: 1/2-HR 1-HR MECH PORCH E-W AIR BARRIER SECTION DIAGRAM G202/ SCALE: 1/16" = 1'-0" UNCONDITIONED 7 1 N-S AIR BARRIER SECTION DIAGRAM G202/ SCALE:1/16" = 1'-0" UNCONDITIONED MECHANICAL PORCH AIR BARRIER DIAGRAM: MECH PLATFORM SCALE: 1/16" = 1'-0" EXTERIOR AIR BARRIER 1 1 1 I I I II I_____J I_____J r ----� -----I I I I I Ir 00 0 0l XTERIOR AIR BARRIER BOUNDARY INTERIOR AIR BARRIER INTERIOR AIR BARRIER 111 EXTERIOR AIR BARRIER MECH PLATFORM SUMMARY OCCUPANCY AREA (SF) OCCUPANTS S-2 1085 4 TOTAL OCCUPANTS: NUMBER OF EXITS: 4 BUILDING CODE DIAGRAM: MECH PLATFORM SCALE:1/16" = 1'-0" _ BU K (R-3) 69 SF 200 / 1 OCC / 30 MIN FIRE -PARTITION RATING BTW BUNK ROOMS, PER IBC 708.3 EXP 2 4 _ Gy t r TA' TITid, YT1T•A9f�/�TO♦141T♦T♦T a�♦� .:� .�. ♦ ♦ T♦T♦7♦1yl.Ti`I♦LT♦Ti►T . : �. � 1TiT4O�GN►�♦ .i IVAVI '; 4VAISA 1VAATI i% i DECON )�COMM RECEIV �1������ �►� �Ti'ir�I �A I Ti.�j ?�A`Ar% ; E . i r T1DDIvATA T Itch Au,/ A Aw X�1T/�►od 'r Y %/ fir �t:. ,r�i'TlTi w♦1TiTljTn wrwT� T♦�'�„# r ��},f� �_ �,1TI � %/� i VA T r' :itrY A7.,�1TT A �♦; �♦+'V♦T�hA♦TjT♦ % T ♦ ATA O Ar rA A7 ♦ I �� EXIT n R( 2 1r1�TAQiT �T�Tj+7TTi.�� // . 1" 1�'`��„r1T1T1TwTwTjT11T ►r�T ► t v voivA TATA7ATATA' 1►11.„ ♦T.. r� I /%/ I►I I♦T♦ :viir•v•illiv•Avizig T.r 1TiTwTAwTT1 r �r •' . T� �LAUNDR �I �� ' w7 APPARATUS BAY S•2 7.174,r1VATA 1 v U► j�T1T. Allr / ♦ ♦ 69 SF 200 1 OCC /1►♦T ♦ Y" 3495 5F 17 OCC i CC* 1/LTl ♦V VVTAT♦ t%/44 I �// w ►lr♦ ITT Tr �TjT�TTirTTT�TTVrc�7T�iTi T" �T♦I♦TT♦T l r sv: ,. T♦ AT1TAr TT�•RTT► T�:l, AN %///.,l%/O ►����� f CC inu►T.vii6T LTT7rw al iTi ilb� � VA ii1wG� ♦T♦n'�T♦. T f T� ��� 69 SF 200�1 OCC .�r.�iVA VA , `Ti7wT Tirw7wrwTw7wTw7i[iTwA7w owrZ7wTiri 1r♦TI�T♦.-'♦T� ♦ RESTS::%A / ..` ��► 9 , 7� VATI� 'grYT T 7tveiworave/v/T`a�T .: VtV V V • .. ♦TO ,ST T♦7 i%%//� ':�`: fET��`41Tg115'-101/4"PATHOFTRAVEL<250 �T ' T-TATAAk A r vI t���'♦"♦'i ( ) I _���. SHOP V "vTATA AX FOR R-3 MOST RESTRICTIVE ! ♦g R �� t���j0 B NK R ►T/T/T1 ATAT ( ) T�GEAR STORT♦ RESTR�j t1���/ 69 SF J 200 1 OCC l^ TTTT ' ER T i► iAIA1/h 1 TAR .�TiTiTl� .�. > �. JI_ 1���T�T� ATAT�AT1TiTOATdT1T TwriT♦TiTAT ATAT1TwTiTATwT" TA, ♦TJt 1T♦ ♦T♦ t ' i A -I BU K R AT ♦ IwTw ATAUTi� o�ATliwroATATwTw ATpliArTOATA ♦ T♦TIvyTT, '% V A//.fin �1 � ( ) O 1 410101.101010.101.10. a i 1 i T,r► T T♦TT�:� �A Az z., I - 69 SF �200 % 1 OCC / rw TTT iCC.4. f AI.RESTR �g &T♦ ♦.jam. mitivOAvAvomTATAT nvATATA Twr1TAnyeze"1•wrwrA .1Ti.T.�.T,�TJ.T♦r /// �.� �r r. ♦ 7ATA7ATARTATATAT).TATAT AverocrAv Ave&vol. ji T T T D �* ��� - h.— � ,T♦T♦.♦��1ATATATArAT1TATATwriT1TATOlTAT1r1TAT 7ALTw7lrwTAT/ V♦' r/ r/ -'/ • �Inilmtl ��: @rT TAUT •TiTATATOATAr1TOATOATATATOA7ATwTw 1TITATAT/TATAI. '+T�r�T�7�,� / � �Il//� ����� �� ® �, VT♦T♦ooATATATAro•A•A•AA7ATATATATA7ATwr• •• •AoYrAT T♦ AvAv.T� % �_ �������Ii�/!//// '' ��i �TiViVwViVTOArA7ApT1prOATATOAprATA7ATwTATbAT�TAriTATAT sTjT♦T♦pT /// r t1ATATA ATATATAyAVATAVAvAVAT STOAT/iAV*V A. AYA7.a�TOOA �I�T/T/TAT/T I"# # / '�.. ��, "` � �., ♦T/�TjlTiTAT1•1TwTATATATAq•A•OoA••prATATaowriTATAT/T '' �� ♦ ' !AT♦T♦T♦T♦T 1TOATATATATA•OATOOi•OOiTOATATA•A1w•ATI'A�1T& I/� WC (B .ENTR TATA•AIATAT1rOA•A•A•A•A•ATA•AVATATAWAYATATi•A•A f iA i VEST MECHANICAL_ ATATATAToiTATATATATATATwTiTATArATAT1TATATATATATATI I STATION OFFIC � - �1 i TArATA•ATATATATITATATAWATATATATiToirirATA rwTATAr /�'t� f//// 71'' � ♦♦♦♦♦ rT ' T T T T T TTTTTTTTT•,• TT •/ I,d 9. 9 TT•TARTJT•T lT t � v v v A yr ATATi �I APT OFFIC �// f�.�� ♦T♦T♦T♦T' A TT T'T VT 441/4_�•+4e44��..0rett414�11�4A. A i/ -Mill STORAGE S-2) 1080 SF ./ 300 4 0 LEVEL 1 SUMMARY OCCUPANCY AREA (SF) OCCUPANTS B 3561 75 R-3 414 6 S-2 6012 26 (NOTE: R-3 < 10% LEVEL 1 AREA -> R-31SACCESSORY TO 8) TOTAL OCCUPANTS: 107 NUMBER OF EXITS: 5 T ASTORW ♦WAY♦T♦T T/vwT/TwT/Y ♦ T♦ ♦ TAT T T T� 4 ;'i1 T A. LTlrl7wy��T11-� A��i� Q� T1T17,'.1TwTi-I� ATAn7 -4o ,AT.Tn T oATA 7/3Q O4/4 T T � 1T71Tw �. 7q0 7p ♦TV♦ 1 ?i�i Txs 60:7j� F. a� rATwpr ovativT1T4 6° ♦vA ♦ iii ,t.UToOATOATATATA owrA BUSINESS (B) /2296 SF/100/23 OCC/ EXIT BU K (R-3) 69 SF 200 / 1 OCC 1-HR FIRE PARTITION RATING AT BUNK ROOMS, TYP PER WAC 296-305-06507(1) EXIT) GREAT ROOM (B) /576 SF/ 15/38 OCC/ PHYS TRAINING B 689 SF 50 14 OCC ELEC RICA (S-2) 123SF 300/1OCC OCCUPANCY: SPACE OCCUPANCY FUNCTION ,GROUP RESIDENTIAL (R-2) /100SF/200/1 OCC/ AREA LOCCUPANT LOAD OCCUPANT LOAD FACTOR p�,rA lTviltaAYA imersrAvAvim ►py O&AWAyLTAT fvv EGRESS: STORAGE (S-2) BUSINESS (B) RESIDENTIAL (R-3) EXIT DOOR AND EGRESS DIRECTION 29 -v—OCC LOAD SERVED ENERGY: AIR BARRIER BOUNDARY 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISIOM Issue PERMIT SUBMITTAL Date 10/15/2018 ARCHITECTS + URBAN DESIGNERS trrl AIR BARRIER DIAGRAM: LEVEL 1 SCALE: 1/16" = 1'-0" A BUILDING CODE DIAGRAM: LEVEL 1 SCALE: 1/16" = 1'-0" CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Sheet Title BUILDING CODE DIAGRAMS Sheet 202 NOTE: VERIFY LOCATION OF OPERABLE PORTIONS ON DEVICES COMMON AND COMMERCIAL USE AREA TOILET ROOM NOTES: M WORK PLANE LATCH PLANE 1'-6" a 8:8 8 LATCH PLANE 0 F.F. (BCS) BABY CHANGING STATION (BCS) BABY CHANGING STATION (SNDI) SANITARY NAPKIN DISPOSAL (SD) SOAP DISPENSER (PTD) PAPER TOWEL DISPENSER (SCD) SEAT COVER DISPENSER (PTD/TR) PAPER TOWEL DISPENSER / TRASH RECEPTACLE (FB) FOLDING BENCH SHOWER ROD: CLOTHES HOOK STAINLESS ROD FOR SHOWER STRIP STEEL SHELF CURTAIN FEC WINDOWS LATCH & CONTROLS (COMMON AREAS ONLY) TYPICAL MOUNTING HEIGHTS M Q TO THE HIGHEST RECEPTACLE R OPERABLE PORTION OF THE DEVICE IF THE DEVICE IS DUPLEX OTH OUTLETS MUST BE WITHIN THE REACH RANGE ug TO THE LOWEST RECEPTACLE R OPERABLE PORTION OF THE DEVICE RECEPTACLES SWITCHES INTERCOMS T-STATS N PANELBOARDS ALIGN ELECTRICAL EQUIPMENT. MAINTAIN ALIGNMENTS ADJACENT TO OPENINGS 1"-2" ao GANG BOXES WHERE POSSIBLE ALIGNMENTS WHEN NON -CONFORMING OUTLET IS PROVIDED BELOWAWINDOW, AT LEAST ONE CONFORMING OUTLET IS REQUIRED PER WALL 4"-6" ELECTRICAL MOUNTING HEIGHTS AND ALIGNMENTS SPOUT LOCATION 1 15'i MIN 5" DRINKING FOUNTAIN STANDARD OUTLET HEIGHT DRINKING FOUNTAIN STANDARD URINALS STANDARD AND ACCESSIBLE 1'-6" URINALS ADA SAFETY WRAP 6 +34" TO T.O. RIM R COUNTER, WHICHEVER IS HIGHER // IN 40" MAX 0. GLASS LAV/SINK ACCESSORY MOUNTING HEIGHTS (MIRRORS) PLAN DIAGRAM 4'-6" MIN 3'-3"-41" co �7 314" (TPDJ W.G. MOUNTING HEIGHTS (GRAB BAR @ ACCESSIBLE STALLS, DISPENSERS) PLUMBING FIXTURES & TOILET ACCESSORIES: COMMON AREAS DIM TO FIN FACE FLUSH MECHANISM AWAY FROM WALL; 36" MAX AFF SPACING OF GRAB BARS AT COUNTERTOP CORNERS, OUTLETS CONTROLS MUST BE LOCATED 36" MINIMUM FROM THE CORNER *FHA PERMITS USE OF A STANDARD 24" CABINET w/ A COUNTERTOP EXTENSION OF 1"TO 1 1/2" OBSTRUCTED REACH RANGE RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1. SEE DIAGRAMS AT LEFT FOR TOILET ACCESSORY MOUNTING AND ABBREVIATIONS 2. PROVIDE CONTINUOUS BLOCKING IN WALLS AT FIXTURES, GRAB BARS, CABINETRY AND SPECIALTIES WHERE REQUIRED. 3. PROVIDE UNISTRUT OR STEEL SUPPORT FOR CEILING BRACED PARTITIONS (TYP.) 4. AT ALL TOILET ROOM SINKS, PROVIDE SOAP DISPENSER, PAPER TOWEL DISPENSER, MIRROR AND VANITY LIGHT. 5. AT ALL WC'S PROVIDE TOILET SEAT COVER DISPENSER AND TOILET PAPER HOLDER. TOILET / BATHING ROOM NOTES: 1. PROVIDE CONTINUOUS REINFORCING IN WALLS AT FIXTURES, CABINETRY AND SPECIALTIES WHERE REQUIRED AS SHOWN AT LEFT. 2. AT ALL BATHING ROOM SINKS, PROVIDE TOWEL HOOK, MIRROR AND VANITY LIGHT. 3. AT ALL WC'S PROVIDE TOILET PAPER HOLDER. 4. SEE SPECIFICATIONS FOR CASEWORK AND FIXTURE TYPES. THESE ARE DIAGRAMS ONLY AND DO NOT REFLECT ACTUAL FIXTURE OR CABINETRY DESIGN. 5. LOWEST POSITION OF ALL HANDHELD SHOWERS TO BE WITHIN 48" AFF. 6. SHOWER THRESHOLDS TO BE NO GREATER THAN 1/2" AND SHALL BE BEVELED, ROUNDED OR VERTICAL. 7. WHERE ROLL -IN SHOWER COMPARTMENT EXCEEDS 72" IN WIDTH, THE GRAB BAR OPPOSITE THE SEAT MAY BE OMITTED. GENERAL INTERIOR NOTES: 1. COMPLY WITH CURRENT REQUIREMENTS OF THE AMERICANS WITH DISABILITIES ACT, AND ICC/ANSI A117.1. 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 \ REGISTERED ARCHITECT a EDWARD WEINSTEIN State of Washington VIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION JUR SDiC IONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ACCESSIBILITY DIAGRAMS Sheet 500 ARCHITECTS + URBAN DESIGNERS D W 1- 50 ilo_ fs51_ co ver. dwg con-1 12/10/2018 12. 49 s.• 1 /pd engineering p/lcl projects) Weinstein aul tukwrlc fire station 511 design ishee / 0 25 50 Scale 1"=50' 0 100 S4UTNCENTER p` A?KW 0 9 0 00 0 - 0 0 0 0 00 10 0 / / / NOTES HORIZONTAL DATUM: WASHINGTON STATE PLANE COORDINATES (NORTH ZONE), NAD 83/11 EPOCH 2010.00. BASED ON GPS TIE TO WSDOT MONUMENT GP17005-349 AND CONSTRAINED TO THE WASHINGTON VIRTUAL REFERENCE NETWORK. VERTICAL DATUM: NAVD 88 (GNSS DERIVED GEOID 12A) SITE AREA: TL 3523049008 179,369 SQ FT ± TL 3523049040 68,699 SQ FT ± ALL DISTANCES SHOWN ARE GROUND DISTANCES UNLESS OTHERWISE NOTED. THE LOCATION AND DESCRIPTION OF ALL SURVEY MARKERS SHOWN HEREON ARE BASED ON FIELD OBSERVATIONS TAKEN IN JULY 2016, UNLESS OTHERWISE INDICATED. WORK PERFORMED IN CONJUNCTION WITH THIS SURVEY UTILIZED THE FOLLOWING EQUIPMENT AND PROCEDURES: (A) 1" TRIMBLE S6 SERIES ELECTRONIC TOTAL STATION, MAINTAINED TO THE MANUFACTURER'S SPECIFICATIONS PER W.A.C. 332-130-100. (B) FIELD TRAVERSE, EXCEEDING REQUIREMENTS SET FORTH IN W.A.C. 332-130-090. THIS TOPOGRAPHIC SURVEY DRAWING ACCURATELY PRESENTS SURFACE FEATURES LOCATED DURING THE COURSE OF THIS SURVEY. UNDERGROUND UTILITIES SHOWN HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY OTHERS AND PACE ENGINEERS, INC. DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABILITY FOR THEIR ACCURACY OR COMPLETENESS. CONTRACTOR/ENGINEERS SHALL VERIFY EXACT SIZE AND LOCATION PRIOR TO CONSTRUCTION. CALL FOR LOCATE: UTILITY LOCATION SERVICE: 811 OWNER CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6200 SOUTHCENTER BLVD, SUITE 100 TUKWILA, WA 98188 OWNER'S REPRESENTATIVE SHIELS OBLETZ JOHNSEN (SOJ) 800 5TH AVE, SUITE 4130 SEATTLE, WA 98104 JUSTINE KIM & CARRIE HOLMES T: (206) 838-3706 E: JUSTINEK@SOJSEA.COM ARCHITECT WEINSTEIN A+U 2200 WESTERN AVE, SUITE 301 SEATTLE, WA 98121 EMMA NOWINSKI & LAUREN ROCK T: (206) 443-8606 E: EMMAN©WEINSTEINAU.COM CIVIL ENGINEER LPD ENGINEERING, PLLC 1932 FIRST AVE., SUITE 201 SEATTLE, WA 98101 PHONE: (206) 725-1211 CONTACT: MARC SERVIZI LANDSCAPE ARCHITECT SWIFT COMPANY, LLC 3131 WESTERN AVE, M423 SEATTLE, WA 98121 BARBARA SWIFT & SHAWN STANKEWICH T: (206) 632-2038 E: SHAWN©SWIFTCOMPANY.COM EARTHWORK QUANTITIES CUT: 1,050 CY FILL: 3,000 CY DISTURBED AREA: 92,800 SF (2.2 Ac) THE ABOVE QUANTITIES ARE BASED ON COMPARING THE FINISHED GRADE TO EXISITING GRADE AND ARE FOR PERMITTING PURPOSES ONLY. CONTRACTOR TO VERIFY QUANTITIES. APPROVED JAN 03 2019 GYty of I ukwila PUBLIC Works afk LEGAL DESCRIPTIONS NEW PARCELS BAND C AS DESCRIBED AND DELINEATED ON CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. L 13-005, RECORDED UNDER RECORDING NO. 201302279000005, IN KING COUNTY WASHINGTON; TOGETHER WITH THOSE PORTIONS OF VACATED SOUTH 178TH S STREET ADJOINING, WHICH ATTACHED THERETO BY OPERATION OF LAW PURSUANT TO THE CITY OF TUKWILA ORDINANCE NO. 2400, RECORDED UNDER RECORDING NO. 20160120000436. PROJECT DESCRIPTION CONSTRUCT A NEW FIRE STATION WITH 6 ON —DUTY STAFF. BUILDING TO HAVE A DRIVE —THROUGH CONFIGURATION AND INCLUDE A DOUBLE —HEIGHT APPARATUS BAY AND A SINGLE —STORY LIVING SPACE. SHEET INDEX SHEET NUMBER SHEET TITLE C0.0 COVER SHEET C1.0 TESC & DEMOLITION PLAN C1.1 TESC DETAILS C1.2 NOTES C2.0 GRADING & DRAINAGE PLAN C2.1 GRADING & DRAINAGE NOTES & DETAILS C2.2 GRADING & DRAINAGE NOTES & DETAILS C2.3 GRADING & DRAINAGE NOTES & DETAILS C3.0 PAVING & HORIZONTAL CONTROL PLAN C3.1 PAVING & HORIZONTAL CONTROL NOTES & DETAILS C3.2 PAVING & HORIZONTAL CONTROL NOTES & DETAILS C3.3 PAVING & HORIZONTAL CONTROL NOTES & DETAILS C4.0 SEWER PLAN C4.1 SEWER NOTES & DETAILS C4.2 SEWER PROFILE C5.0 COVER SHEET — WATER C5.1 WATER PLAN AND PROFILE C5.2 WATER PLAN AND PROFILE RECEIVED C5.3 WATER PLAN AND PROFILE CITY OF TUKWILA C5.4 WATER NOTES & DETAILS DEC 1 2 2018 C5.5 WATER NOTES & DETAILS PERMIT CENTER TS01 SIGNAL MODIFICATION PLAN A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by SWP CRL MJS 0 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.lpdengineering.com © 2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COMPLIANCE FEB 2 6 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 COVER SHEET Sheet Title Sheet CO . 0 ARCHITECTS + URBAN DESIGNERS w z } esc.dwg con% 12/10/2018 12:49 P / (ukwilo fire station 511design l sheets l tukwii s.l /pd engineenng pllcl projects) weinstein ' SILT FENCE I DETENTION POND TOP EL 28 WEST LINE OF AREA COVERED BY ROAD EASEMENT & WATER ON PARCEL 8 EASEMENT REC. #4857802 CELL 1- (POND BOT. / +1' SEDIMENT / / STORAGE = / 12.0) / \ / / ▪ r - / // \ I // / co \ I // / \ \ // / N.,,,.� BERM / \ /f / \ ' / I // ( /f / / 2 1 1/ v-(PONDCELL BOT.1 I = 12.0) I 'I 1 /100 YEAR -- 1 1 I WS EL 24.75 I 1 1 I SDMH RIM=33.97 IE 6" CPEP (NE)=19.51 1E136" CPEP (S)=19.41 E) SDMH RIM=31.9q 36" CPEP (E)=191 IE 6" CPEP (SW)=19.4 PERISEGALE PROPER TIEt LLF TUK ILA SOUTH PROJECT N RTH POND - OUTLEIT (SOUTI-11) IE 36" CPEP=1915 APPROXIMATE END FIER GOLDSMITH NORTH PCIND I -OUTLET SOUTH NO STUB MARKER 'OR I PIPE FO/JND CB RIM=.10.86 _ IE 18" PVC (W)26.1 E 24 MN-8-{3)=26.9' 7 6' CHN LNK FNC LSD 1" WATER HIGHLINE VATER DIST) 6 W IP P -CB RIM=29.16 G IE 8" CPEP (S)=25.16 ss z 1 1 0) 0) •. ,y7,269.21a►MH IM=32.20 CONC )=23.4 IE 12" CONC (4,=23.4 XE 12" CONC (S)'23.6 T W & 5 ASSUMED TOE PLUGG-R SSMH RIM=31.32 IE CL CHAN 8" PVC (NE/S)=25.2 SSMH RIM=32.44 IE CL CHAN 20"CONC (NW/SE)=16.4 A=82'19'01 R- 40.00' L=57.47' VACATED BY TUKWILA ORD 2400 KING COUNTY RECORDING NO. 20160120=7 UTILIZE BIORETENTION EXCAVATION AS TEMPORARY SEDIMENT StIILING TRAP (AREA 2000 SF) (-ENO') c1.1, 20' UTILITY EASEMENT REC #5G36121 20' UTILITY EASEMENT REC #20130916000018 (TYP) _d TRAFFIC SIGN \ LOOP (TYP 0 0 <� 10 JZ0�) z� z - 0 RIM=30.96 CMP (W)=1 CMP (E)= uP STABILIZED CONSTRUCTION cm ENTRANCE SAVE AND PROTECT EX UTIL STR TO REMAIN SDMH RIM=31.35 IE 18" CONC (N)=22.7 IE 12" CONC (S)=22.9 --' REMOVE EX CURB AND GUTTER - - Li= 75'54' 39" R=107.24' L=142.08' 22"DEC 6"DEC ABANDON: 8"DEC CB RIM=31.66 IE 8" CONC (SE)=27.1 IE 8" CMP (SW)=27.3 SW ASSUMED ABANDONED 18"DEC 20 DEC CB RIM=29.84 IE 8" CONC (SW)=24.2 CATCH BASIN FILTER (TYP) C1.1 SDMH RIM=30.58 .hE+18" CONC (NW)=22.3 •'� IE 18" CONC (SE)=22.2 IE 8" CONC (NE)=23.5�„- SSMH RIM=30.71 IE CL CHAN 20"CONC (NW/SE)=16.2 12" PVC (SW)=16.6 =29.72 PVC (NE)=26.7 CB RIM=26.05 IE 12" CMP (NW)=24.1 CIE 12" CMP (NE)=24.1 \ \\ \\ 15' UTILITY EASEMENVf REC. #6343861 SDMH RIM=30.30 18" CONC (NW)=22.1 IE 12" CPEP (NE)=22.1 IE 8" PVC (SW)=24.8 SS 5�D MJ�1 M�IJ.6 3 -i2"-CONC (N)=21.8 IE 12" CONC (S)=21.8 IE 12" CONC (W)=22.4 /// 50 FND REBAR & CAP LS 30429" SDMH RIM=29.57 IE 18" CONC (NW)=21.8 IE 18" CONC (SE)=21.8 IE 24" CPEP (SE)=21.9 c0 z Q J 5 / 39 - - 0' Scale 1"=20' EGEND ^230 -231- / ////////////// i/// //// 0 • MOM. MINNOW PROPERTY LINE ROUGH GRADE EX CONTOUR (INDEX) EX CONTOUR EX BUILDING PROPOSED BUILDING OUTLINE SAWCUT LINE ASPHALT REMOVAL CONCRETE REMOVAL STABILIZED CONSTRUCTION ENTRANCE CONSTRUCTION FENCING SILT FENCE EX TREE TO REMAIN EX TREE TO BE REMOVED TREE PROTECTION EX CURB TO BE REMOVED EX UTILITY TO BE REMOVED CATCH BASIN FILTER LIMITS OF WORK .APPROVED JAN 03 2019 Guy of JUkwila PUBLIC Works CUM RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Call 3 Working Days Before E You DIG! o Q •O��i szg 1-800-424-5555 A 12111/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f, 206,973,5344 engineering pllc www.lpdengineering.com © 2018 LPD Engineering pile - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COUP[ IANC- APPROVED FEB 26 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Date 10/15/18 TESC & DEMOLITION PLAN ARCHITECTS + URBAN DESIGNERS W 1- ou { tukwilo fire station 511 design I sheets l tukwi aJs51 tesc & demo n&ddwg con7 12/10/2018 12:49 PM s:/pd engineering pl/clproj, NTS 1 NOT USED 1 NTS 2 NOT USED NTS 3 NOT USED 2"x2" BY 14 Ga. WIRE OR JOINTS IN FILTER FABRIC SHALL BE EQUIVALENT, IF SPLICED AT POSTS, USE STAPLES, WIRE STANDARD STRENGTH RINGS, OR EQUIVALENT TO ATTACH FABRIC USED FABRIC TO POSTS. FILTER FABRIC 2"x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED =11Iam -1 IICI 111 1111- I -. II II aC II mm CC =i II um mm- ; 2' MIN III,!..::: -wawa 11 MIEN 1=1 I I- aaaaaaaa.a .aaaaaaaa.a.aa ,Auaa.aa..aaa. I- a111111111111raaaaa.I MINIMUM 4"x4" TRENCH 12" MIN mum 1 uoauuauuuau BACKFILL TRENCH WIT SOIL OR ■ NATIVE au.uauaaaaaui 3/4"-1.5" WASHED GRAVEL 2"x4" POSTS, WOOD 111=111-11 —I I— i-1 I i=111-111 11(I 1-1 I =i1=' "'=�-111=11 111--�— 6' MAX —I I —I I—� 1 1—I - 1 — J1=J=1-11 — _ STEEL FENCE POSTS, REBAR, OR EQUIVALENT I \ POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED MINIMUM 4"x4" TRENCH NTS NOT USED ADAPTE' SKIRT RETRIEVAL STRAP �oF ���� l0 �.:::, o p�o��O��o�C7o • '�� �� 1 • _�00 • i .FABRICMM ` (8`--'0�o �O � ����Do OI.jQO��;� " �' I�C9e) •'^'� ,rr Q •� <c3" 45' , ,-- � 25'R OR R=AS NOTED <Z "< ' -aQ�`�\�` 12" MIN. DEPTH Q�c,`z- GEO—TEXTILE FABRIC 4" — 8" QUARRY SPACES NTS CONSTRUCTION ENTRANCE 7 LEVEL BOTTOM GRASS OR ROCK 1 � 'ram _ V SCHEMATIC DETAIL PROVIDE SEDIMENT "STREAMGUARDINSERT" APPROVED EQUAL MANUFACTURER INFORMATION: BOWHEAD P.O. BOX PRESTON, (800) 909-3677 WWW.SHOPBOWHEAD.COM OVERFLOW TO BYPASS PEAKGEOTEXTIL( FLOWS) r SEDIMENT ACCUMULATOR (MIN. 0.5 CF STORAGE) CATCH BASIN OR ENVIRONMENTAL & SAFETY 375 WA 98050 NTS INLET PROTECTION 1' MIN, CONTRACTOR 2' MIN.'jl SHALL INCREASE DEPTH IF NECESSARY NOTES: GRADE: MAX 5% WITH POSITIVE DRAINAGE TO A SUITABLE OUTLET SUCH AS A SETTLEMENT TRAP STABILIZATION: SEED, COVER MEASURES, OR ROCK 12" THICK, PRESSED INTO SWALE BANK AND EXTENDING AT LEAST 8" VERTICAL FROM THE BOTTOM. NTS INTERCEPTOR SWALE ti NOT USED 9 1 NOT USED 1 0 PROVIDE SOLID COVER RUNOFF WITH SEDIMENT FM FOR DISCHARGE OF ACCEPTABLE SEDIMENT FREE STORMWATER TO APPROVED OUTLET oFR Pi #2‘1\1 TOP OF SEDIMENT EL = XXX MOVABLE SUMP PU/RUN0FF1P/ �! TRAP 0---) & G( 1 1 cp >' ., ----- \�\ ��� �, ' '�` *di, • �P �o 1': 0• �f. ••rair •• © • �� FILTERED c i. 0,•lk,„ *ZIP.'" i�I 010. ow-.. ro .� r �� Id�U�(� ��i� • ��%j\`", PROVIDE 6" MIN i CLEAN GRAVEL �� AROUND PERIMETER WRAP WITH FILTER FABRIC 24" DIAMETER OR i y/�/j�\ /�h� i�/� ice/ ajo ? r ° ° ° ° G ° ° ° ° — �/ 3. ��4/� 1 M �q''/*/ �/� RI" o r,- ?//�. / / /~T'', WATER SURFACE /// T. �/�> , 1� �// of /*�'\ // BTMEL=XXX r//�� C4 [ /•%/��� ,(� TLC/ //��/i /i.�u\,�e; 1 •� t:.fir• 1•�� GREATER PIPE OR DRUM (MUST BE OF �� )./,' REMOVE SEDIMENTATION ������� NON LEACHABLE AFTER SITE IS STABILIZED & T.E.S.C. MEASURES ARE RECEIVED REMOVED. EXCAVATE CITY OF TUKWILA BIORETENTION POND AS APPROVED REQUIRED. DEC 1 2 2018 JAN 03 2019 PERMIT CENTER '.:ity of Tukwila PUBLIC Works D( NT5 SEDIMENT TRAP 1 L �/'.��1• ��\ii Y ..r----�. �I..•��j MATERIAL) W/ 2"DIA •4 `.�� ,, ''�\4 WATER LEVEL �` �i z ( l r — r � 1NI )1, WEEP HOLES : - . WIRE TIES ���� SUMP PUMP AND MOTOR /• ��� ��f � �`i.i.�� '' ,.�i �� W/CAPACITY AS NECESSARY BLOCKS AS NECESSARYNTS NTS MOVEABLE SUMP & PUMP 1`3 A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www,lpdengineering.com © 2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Engineer. RtVIhWtU 1-UK CODE COMPLIANCE APPROVED FEB 26 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP ARCHITECTS + URBAN DESIGNERS D =01 W 1111000111 ou l tukwi/a fire station 511 design i sheets I tukwilcfs51_ tesc & demo n&d. dwg can't 12/10/2018 12.49 PM 5•11pd engineering p/'tciprojectsjweinst CITY OF TUKWILA GRADING AND EROSION CONTROL NOTES CITY OF TUKWILA GENERAL NOTES CONSTRUCTION NOISE NOTES CITY OF TUKWILA CONSTRUCTION NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, 1. FOR ALL COMMERCIAL, MULTI -FAMILY, AND NEW SINGLE-FAMILY HOMES, CONSTRUCTION -RELATED NOISE IS ALLOWED: 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSPECTOR AT 206-433-0179. PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE 7 AM TO 8 PM MON-FRI INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 9 AM TO 8 PM SAT, WORK ON THIS DAY IS BY CITY PERMISSION ONLY NO WORK SHALL BE PERMITTED ON SUNDAY. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION CALLING 206-433-0179. 2. PERMITTEE/CONTRACTOR S _ : ► P' • - • • FERENCE WITH THE AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN CI ' .S• Ti' ' k r' CITY'S URBAN ENVIRONMENTALIST NO DELIVERIES SHALL BE SCHEDULED PRIOR TO 7:00 AM OR AFTER 6:00 PM. OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. ANDREA.CUMMINScTUKWILAWA.GOV) PRIOR TO BEGINNING ANY WORK. gA 2. CONSTRUCTION -RELATED NOISE IS NOT ALLOWED OUTSIDE OF ALLOWABLE HOURS, 3, - : • . a. ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING: LEGAL HOLIDAYS, OR SUNDAYS. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED b. PRIOR TO ANY ACTIVITY IN CITY RIGHT-OF-WAY, THE PERMITTEE SHALL PROVIDE FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC ESTABLISHED. DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM c. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE DAYS OR MORE. THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT DOES NOT ALLOW LANE CLOSURESCLAIN THE TUKWILABUILDINGS URBAN CENTER.SHALLB d. FIRPEDESTRIAN, ANDPVEHICULAR ACCESS TO PERMISSION MBE MAINTAINED AT ALL TIMES,NDEXCEPT WHEN PERMITTEE HAS FROM THE BUILDING DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: a. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. AN e. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE DIRECTOR. b. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED f. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND AREAS.THE c. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS TRENCH IS LEFT OPEN. SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. APPROVAL BEFORE IMPLEMENTATION. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE,NTS NTS 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD USING NAD 83/91 SURVEY CONTROL AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, CONSTRUCTION NOTES 3 CONSTRUCTION NOISE NOTES 4 CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. WALLS. DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT -RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACTS. DUST SUPPRESSION NOTES �+ STREET SWEEPING NOTES 1. CONTRACTOR SHALL IMMEDIATELY SWEEP THE PAVED CITY RIGHT-OF-WAY WHEN DIRT OR OTHER CONSTRUCTION RELATED DEBRIS IS DEPOSITED. 1. DUST FROM CLEARING, GRADING, AND OTHER CONSTRUCTION ACTIVITIES SHALL BE MINIMIZED AT ALL TIMES. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL 2. IMPERVIOUS SURFACES ON OR NEAR THE CONSTRUCTION AREA SHALL BE SWEPT, VACUUMED, OR OTHERWISE MAINTAINED TO SUPPRESS DUST ENTRAINMENT. THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH 3.ANY DUST SUPPRESSANTS USED SHALL BE APPROVED BY THE CITY OF RENTON. THE UPSTREAM PERMANENT ESC MEASURES. PETROCHEMICAL DUST SUPPRESSANTS ARE PROHIBITED. WATERING THE SITE TO SUPPRESS DUST IS ALSO PROHIBITED UNLESS IT CAN BE DONE IN A WAY THAT KEEPS 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM SEDIMENT OUT OF THE PUBLIC DRAINAGE SYSTEM. DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: a. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. b. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. c. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. d. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. e. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. NTS 5 GRADING AND EROSION CONTROL NOTES NTS 6 GENERAL NOTES STREET SWEEPING NOTESNTS 7 NTS 8 DUST SUPPRESSION NOTES CITY OF TUKWILA SWPPS AND SPILL PLAN NOTES BIORETENTION AREA PROTECTION NOTES MOBILIZATION/STOCKPILE AREA NOTES 1. NO HAZARDOUS LIQUID PRODUCTS, INCLUDING BUT NOT LIMITED TO PETROLEUM 7. TRUCK WASHOUT SHALL NOT BE ALLOWED ON SITE. THE CONTRACTOR SHALL PROVIDE 1. LIMIT CONSTRUCTION VEHICLE TRAFFIC WITHIN FOOTPRINT OF BIORETENTION AREAS TO 1. ANY EXCAVATED MATERIAL REMOVED FROM THE CONSTRUCTION SITE AND DEPOSITED ON PRODUCTS, FUEL, SOLVENTS, DETERGENTS, PAINT, PESTICIDES, CONCRETE ADMIXTURES AND FORM OILS SHALL BE STORED ON -SITE WITHOUT PRIOR APPROVAL. IF REQUESTED, THE CONTRACTOR SHALL PROVIDE FOR SPILL CONTAINMENT IN ACCORDANCE WITH CITY OF BOTHELL REQUIREMENTS. CONTRACTOR SHALL PROVIDE A LIST OF THE TYPES AND SIZES OF LIQUIDS THAT WILL BE STORED/HANDLED ON SITE. CONTRACTOR WILL ALSO SHOW THE PROPOSED LOCATION FOR STORAGE ON A PROJECT SITE PLAN AND WILL PROVIDE A PROPOSED METHOD OF SECONDARY CONTAINMENT. THE OWNER'S TRUCK WASHOUT OFF -SITE AT AN APPROVED AND LEGAL LOCATION. 8. CONTRACTOR SHALL PROVIDE TO THE OWNER'S REPRESENTATIVE AND THE CITY THE LOCATION OF SPILL RESPONSE MATERIALS. CONTRACTOR WILL ALSO IDENTIFY DISPOSAL METHODS FOR CONTAMINATED WATER AND SOIL AFTER A SPILL. 9. THE CONTRACTOR SHALL PROVIDE A REPORT TO THE OWNER'S REPRESENTATIVE AND MAXIMUM EXTENT FEASIBLE DURING CONSTRUCTION. 2. DO NOT EXCAVATE BIORETENTION AREAS TO SUB -GRADE UNTIL SITE HAS BEEN STABLIZED AND JUST PRIOR TO INSTALLATION OF BIORETENTION SOIL AND PLANTING. 3. GEOTECHNICAL ENGINEER TO REVIEW BIORETENTION SUBGRADE PRIOR TO INSTALLATION OF SOIL AND PLANTING. 4. DO NOT ALLOW CONSTRUCTION STORMWATER RUNOFF TO ENTER EXCAVATED PROPERTY WITHIN THE CITY LIMITS MUST BE DONE IN COMPLIANCE WITH A VALID CLEARING &GRADING PERMIT. LOCATIONS FOR THE MOBILIZATION AREA AND STOCKPILED MATERIAL MUST BE APPROVED BY THE CITY INSPECTOR AT LEAST 24 HOURS IN ADVANCE OF ANY DUMPING. 2. HAULING HOURS WITHIN THE RIGHT-OF-WAY ARE RESTRICTED TO MON-FRI 8:30 - 3:30. REPRESENTATIVE AND THE CITY SHALL REVIEW AND APPROVE THE PLAN PRIOR TO STORAGE. THE CITY IDENTIFYING THE PERSONNEL RESPONSIBLE FOR POLLUTION PREVENTION, INCLUDING CONTACT INFORMATION, AND CLEARLY LISTING THE RESPONSIBILITIES OF BIORETENTION AREAS. 2. CONSTRUCTION WASTE SHALL BE PROMPTLY REMOVED FROM THE SITE AND SHALL NOT THESE PERSONNEL. BE STOCKPILED. 10. THE CONTRACTOR SHALL PROVIDE A DESCRIPTION OF THE PROCEDURES TO BE USED 3. NO STATIONARY FUEL TANKS SHALL BE ALLOWED. IN MONITORING THE POLLUTION PREVENTION BMPS AND RESPONDING TO A BMP THAT APPR�/D 4. FUELING OF CONSTRUCTION EQUIPMENT SHALL BE A MOBILE FUEL TRUCK AND SHALL NEEDS ATTENTION, INCLUDING RECORD KEEPING. BE ALLOWED ONLY IN PAVED AREAS. CONTRACTOR SHALL PROVIDE A PLAN FOR FUELING AREA SPILL CONTAINMENT TO THE OWNER'S REPRESENTATIVE AND THE CITY 11. THE CONTRACTOR SHALL PROVIDE A REPORT TO THE OWNER'S REPRESENTATIVE AND JAN 03 211jt1 THE CITY IDENTIFYING THE PERSONNEL RESPONSIBLE FOR SPILL PREVENTION, WITH A PROPOSED METHOD OF SECONDARY CONTAINMENT. THE OWNER'S INCLUDING CONTACT INFORMATION, AND CLEARLY LISTING THE RESPONSIBILITIES OF REPRESENTATIVE AND THE CITY, SHALL REVIEW AND APPROVE THE PLAN PRIOR TO THESE PERSONNEL. C�tJBL�C ukWIIa P Works FUELING. ALL SPILLS, CONTAINMENT, AND CLEAN UP SHALL BE THE CONTRACTOR'S RESPONSIBILITY AND AT THEIR OWN EXPENSE. 12. THE CONTRACTOR SHALL ALSO PROVIDE A DESCRIPTION OF THE PROCEDURES TO BE 5. FUELING OF CONSTRUCTION EQUIPMENT SHALL ONLY BE ALLOWED DURING DAYLIGHT USED IN MONITORING THE SPILL PREVENTION BMPS AND RESPONDING TO A SPILL INCIDENT, INCLUDING RECORD KEEPING. HOURS. RECEIVED 6. THE CONTRACTOR SHALL REMOVE FROM THE SITE ALL EQUIPMENT THAT REQUIRES CITY OF TUKWILA SIGNIFICANT REPAIR. MINOR REPAIRS OR MAINTENANCE MAY BE ALLOWED ON SITE IN AN APPROVED AREA. THE CONTRACTOR SHALL SUBMIT A PLAN FOR THE PROPOSED LOCATION OF VEHICLE MAINTENANCE AND REPAIR AND SHALL INDICATE THE PROPOSED DEC 1 2 2018 METHOD OF CONTAINMENT FOR POSSIBLE LEAKING VEHICLE FLUIDS. THE CONTRACTOR PERMIT CENTER SHALL ALSO PROVIDE A PLAN TO THE OWNER'S REPRESENTATIVE AND THE CITY FOR :i THE COLLECTION, STORAGE, AND DISPOSAL OF VEHICLE FLUIDS. THE OWNER'S REPRESENTATIVE AND THE CITY SHALL REVIEW AND APPROVE PLAN PRIOR TO ANY NTS ON -SITE MAINTENANCE. SWPPS AND SPILL PLAN NOTES 0 NTS 1 BIORENTENTION AREA PROTECTION NOTES 1 1 1 rt NTS MOBILIZATION/STOCKPILE AREA NOTES 1 2 A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 �€ P. 206.725.1211 x r k 2 f. 206.973.5344 engineering pllc www•Ipdengineering.com ©2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP ARCHITECTS + URBAN DESIGNERS D Uzi MUM :dwg coral 12/10/2018 1250 PM EX COMBINED WET/ DETENTION POND BOTTOM ELEV: 12.0 TOP OF DEAD STORAGE ELEV: 18.0 100-YEAR WATER LEVEL: 24.75 WEST LINE OF AREA COVERED BY ROAD EASEMENT & WATER N,,ON PARCEL B \ EASEMENT REC. \ 4857802 \ \ \ I \ \ 40 LF 12" SD tit 9.0% / / CET-1- - (POND BOT. / +1' SEDIMENT / STORAGE = / / SD8, 'CB TYPE 1 C2.1 RIM 34.0 IE 31.7 (8" NW) IN f IE 31.7 8" E) OUT I CELL L I (POND BOT. I = 12.0) 1 /100 YEAR--� I WS EL 24.75 I OJTLET I Cam' IF 31.0 BIOREITENTION CELL TOP 34.0 BOTTOM 31.0 12" PONDING DEPTH C23 AREA 2040 SF I nFTENTION ' 154 LF 6" PERF 0 0.0% I D#7 SCB TYPE 2-48' Cam' R1M 33.5 IE 25.5 (8" S) IN IE 25.5 8" E) IN IE 25.2 12" W) OUT SI; 416 24' OVERFLOW C2 33 RIM 31.5 IE 28.42 (8': S) IN IE 28.42 (8" N) OUT I 1 1 I 7LF8"SD©41.7% I I 621LF 8" SD ® 0.8% SDI5 SDCO C2.3 DRIM 33.2 co 1131E 26.0 (8") co IEISDMH RIM=31.9`1 36" CPEP (E)=19.q IE 6" CPEP (SW)=19.� PER PROP P t LLF TUK ILA SOUTH PROJECT N RTH POND - OUTLEIV (SOUTII) IE 36" CPEP=1915 APPROXIMATE END FIER GOLDSMITH N PCIND -OU. OUWL NO STUB Ivn d ER TOR PIPE FO/1ND CB RIM=3O.86 _ _ IE 18" PVC (W�26.1 IE 24 CcN& e3)=26.9' 6' CHN LN SD 8" WATER • (HIGHLINE WATER DIST) • STW IP 0 s: 1Ipd engineering pllc 1pn -CB RIM=29.16 E 8" CPEP (S)=25.16 NC ss co \\\�. 47 LF 8" SD N ® 0.5% \ ,. „ .- CB SDI4 'RIM 33.5 IE 31.24 (8" IE 31.24 (8" CONC 4,LK SD CURB & cur 1 1 I / SING CB TYPE 2\ / 31 /IE RIM 23.710 (12" E) IN / IE 28.0 (8" NW) IN IE 23.0 12" SW) OUT _ VACATED BY TUKWILA ORD /I 2400 KIT\ ,YIiLEf IE 1b92tC 3 / RECORDING' -PTO. ^4)ti 20160120000736 / /\ ;45 LF 12" ©0.7% 0 or < I- co JZON'-) -DZo 0 Z - _- 3 , 53 Y00 �� ✓ ▪ 0worEo H (Ni < N 0 Q i I E 6" IstEX• (tref= 3T3- IE 6" FLtX (S)=31.5 F 8" SD 0.5% AREA DRAII RIM 34.6 IE 31.8 8"E IN IE, 31.8 6" N IN IE 31.8 8" S OUT alliar-EIMEt FOOTING DRAIN (TYP) 6" FOOTING DRAIN CONNECTION ® 2.0% MIN MENT EC #5f136121 149 LF 12" SD ® 1.0% CURB CUT OPENING /� (TYP OF 3) C .3 l� 20' UTILITY EASEMENT REC #20130916000018 57 LF 6" SD ® 3.5% c2.1 1 c2.11 RIM 33.5 E 31.5 (8" S) OUT ��• :7,269.26�MH IM=32.20 CONC )=23.4 IE 12" CONC (1=23.4 Az7-. IE 12" CONC (S)*\23.6 / , W & 5 ASSUMED T0\ E PLUGG_f, CURB & GUTTER CONCPWALK T ss \. ROOF LEADER CONNECTION 165 LF 8" SD 0 0.9% 52 LF 8" DIP SD © 0.5% (TYP) Nv, 64,28 39 LF 8" SD ® 1.8% BUILDING FF 35.0 ROOF DOWNSPOUT (TYP) S241 O ';" OW RIM 30.5 �� IE 27.42 (4" PERF) IN (---{ "IE 27.42 8"S) OUT C 6 �M RIM=30.96 E 3E" CMP (W)=1 IE 3E' CMP (E)= UP SMISS ,308.59 24 LF 6" SD 0 0.5% SD11110 AREA DRAIN RIM 34.65 IE 32.5 (6" N) IN IE 32.5 (6" W) OUT DRAINAGE SWALE (TYP)' C2.2 20 LF 6" SD 0 2.0% _\/� I /I� \ 1.;") 33.93 TOP 33.5 BOTTOM 30.0 6" PONDING DEPTH C2.3(� AREA 450 SF SDMH RIM=31.35 - IE 18" CONC (N)=22.7 IE 12" CONC (S)=22.9 6"DEC 8"DEC ^ 22"DEC 18"DEC ONNECT TO INTERNAL ROOF DOWNSPOUT IE 32.7 SEE M201 BM, 24 LF TRENCH DRAIN RIM 32.0 IE 30.5 (8" S) OUT cri 20 DEC IE CL CHAN 20"CONC IE 6" PVC REC. #6343861 SD SDMH RIM=30.30 IE 12" CPEP (NE)=22.1 / //44 SO //: END REBAR & CAP LS 30 Eft -J co 9Iq-b)A 20 0 EGEND 10 20 40 230 231 FF 78.0 FDCO Ds* NOTES APPROVED JAN 03 2019 City ot Tukwila PUBLIC Works PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT LIGHT DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY CONCRETE PERVIOUS CONCRETE GRAVEL SURFACING VERTICAL CURB CURB AND GUTTER DRAINAGE SWALE BIORETENTION CELL QUARRY SPALL DISCHARGE PAD AREA/OVERFLOW DRAIN TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE FOOTING/SUBSURFACE DRAIN STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS RECEIVED CITY OF TUKWILA PERMIT CENTER Call 3 Working Days Before You DIG! 1-800-424-5555 A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 SWP CRL • 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. ---1.tkV1hVVED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 GRADING & DRAINAGE PLAN Sheet Title ARCHITECTS + URBAN DESIGNERS oul tukwilo fire station 511designl sheets) tukwikLts5/ grad & storm n&ddwg coril 12/10/2018 12:50 PM sylpd engineering pllciproject GENERAL STORM DRAINAGE NOTES FRAME AND GRATEORRING AND COVER . GROUND PAVEMENT OR GROUND NOTES: 34' 5• 24^ 20 1-#3BARHooP 6" RISER SECTION 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5 0'. 5„ 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 3. REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0,12 SQUARE INCHES PER fi Jew i,,,,L RISER OR ADJUSTMENT SECTION 2S"MAX, 20. 4" MIN. TO 18"MAX xiTIPI . �- HANDHOLDS 1. ALL LOCATIONS OF EXISTING UTILITIES AND UNDERGROUND STRUCTURES SHOWN ON THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. THE CONTRACTOR SHALL INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF PROPOSED IMPROVEMENTS. 2. THE CONTRACTOR SHALL VERIFY THE LOCATIONS AND ELEVATION OF ALL CONNECTIONS TO EXISTING SYSTEMS PRIOR TO CONSTRUCTION. 3. A SEPARATE SEWER/DRAINAGE SIDE SEWER PERMIT FROM THE DEPARTMENT OF PLANNING AND DEVELOPMENT (DPD) IS REQUIRED. AT THE TIME OF APPLYING FOR THIS PROJECT'S SIDE SEWER PERMIT, THE APPROVED DPD PLAN COVER SHEET AND DRAINAGE CONTROL PLAN SET MUST BE PRESENTED WITH THE PERMIT APPLICATION. 4, THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED DRAINAGE CONTROL PLAN ON FILE WITH DPD AND IN THE APPROVED BUILDING PERMIT PLAN SET. ANY DEVIATION FROM THE APPROVED PLANS MAY REQUIRE WRITTEN APPROVAL FROM DPD. 5. A COPY OF THE APPROVED DRAINAGE CONTROL PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO CONSTRUCTION OF IMPERVIOUS SURFACING UNLESS OTHERWISE APPROVED BY DPD. 7. STORM DRAINS SHALL BE ONE OR MORE OF THE FOLLOWING OR AS INDICATED ON THE PLAN: A. PVC PIPE AND FITTINGS PER ASTM 3034 SDR 35 WITH RUBBER GASKET JOINTS. PVC PIPE FOR PSS AND PSD SHALL BE TESTED FOR EXCESSIVE DEFLECTION WITH A MADREL PER SECTION 7-17.3 (4) OF THE SPECIFICATIONS. B. CONCRETE - ASTM C-14 CL III FOR PIPES LESS THAN 12" IN DIAMETER. C. CONCRETE - ASTM C-76 CL IV FOR PIPES 12" AND 15" IN DIAMETER. D. CONCRETE - ASTM C 76 CL III FOR PIPES 18" AND LARGER. E. HDPE - DOUBLE WALLED SMOOTH INTERIOR CORRUGATED HIGH DENSITY POLYETHYLENE PIPE. PIPE SHALL BE HANCOR HI-Q OR APPROVED EQUAL AND SHALL MEET THE REQUIREMENTS OF AASHTO M252 TYPE S FOR PIPE 8 INCHES IN DIAMETER AND LESS, AND AASHTO M294 TYPE S, FOR PIPE 12 INCHES IN DIAMETER AND GREATER. FITTINGS AND COUPLINGS FOR PIPE 8-INCHES IN DIA AND GREATER SHALL SILT TIGHT. F. DUCTILE IRON SHALL BE PER ANSI A21.51 CLASS 50 WITH PUSH ON JOINTS. FITTINGS FOR DUCTILE IRON PIPE SHALL BE PER ANSI A21.10 OR ANSI A21.53 WITH PUSON JOINTS. GLANDS ON MECHANICAL JOIN PIPE AND FITTINGS SHALL BE DUCTILE. 8. BEDDING SHALL BE CLASS B FOR ALL PIPES EXCEPT DUCTILE IRON PIPE, WHICH SHALL BE CLASS D. BEDDING MATERIAL FOR PVC PIPE AND CMP SHALL BE MINERAL AGGREGATE TYPE 22. BEDDING MATERIAL FOR PVC PIPE AND CMP SHALL BE MECHANICALLY COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS MEASURED BY ASTM D-698. 9. GRAVEL FOR TRENCH BACKFILL SHALL BE NATIVE MATERIAL FREE OF ORGANICS IF IT CAN BE COMPACTED TO A FIRM AND UNYIELDING CONDITION. IF IMPORTED MATERIAL IS NEEDED, USE CITY OF SEATTLE SPECIFICATIONS TYPE 17 OR APPROVED EQUIVALENT. 10. TEES OR WYES ON NEW PIPE LESS THAN 24" DIAMETER SHALL BE PREFABRICATED. TEES ON EXISTING PIPE OR ON NEW PIPE 24" AND ABOVE SHALL BE CONNECTED BY CORE DRILLING AND FLEXIBLE CONNECTION. SEE SEATTLE SPECIFICATIONS. 11. TEES, CATCH BASIN CONNECTIONS, SIDE SEWERS, AND SERVICE DRAINS SHALL BE PLACED AT A MINIMUM SLOPE OF 2% AND A MAXIMUM SLOPE OF 50%. INLET CONNECTIONS SHALL BE PLACED AT A MINIMUM SLOPE OF 5% AND A MAXIMUM SLOPE OF 50%. 12. RECONNECTION OF EXISTING CATCH BASINS SHALL INCLUDE NEW TRAPS, CONNECTION TO STORM DRAINS, AND REMOVAL OF EXISTING TRAPS. 13. WHERE A NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6 INCHES OR LESS, PROVIDE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN UTILITIES. 14. PIPE INSTALLATIONS SHALL BE IN ACCORDANCE WITH COS SPECIFICATIONS 7-01. 15. THE FOOTING DRAINAGE SYSTEM/FOUNDATION DRAINAGE SYSTEM AND THE ROOF DOWNSPOUT SYSTEM SHALL NOT BE INTERCONNECTED UNLESS SUCH CONNECTION IS AT LEAST 1 FOOT BELOW THE FOOTING DRAINAGE SYSTEM/FOUNDATION DRAINAGE SYSTEM AND DOWN SLOPE OF THE BUILDING FOUNDATION. 16. SERVICE DRAINS AND SIDE SEWERS SHALL NOT BE BACKFILLED UNTIL THE PIPE HAS BEEN INSPECTED AND APPROVED AND THE LOCATION AND DEPTH IS RECORDED BY THE INSPECTOR. 17. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION COLLECTION FACILITIES TO ENSURE SEDIMENT OR OTHER HAZARDOUS MATERIAL DO NOT ENTER THE STORM DRAINAGE SYSTEM. 18. PIPE TO BE ABANDONED SHALL BE FILLED WITH PORTLAND CEMENT AND SAND MIXTURE IN ACCORDANCE WITH THE CITY OF SEATTLE SPECIFICATIONS. 19. THE CONTRACTOR SHALL PROVIDE SUPPORTS FOR POWER POLES NEAR EXCAVATIONS PER SEATTLE01 CITY LIGHT STANDARDS NO. D3-6. 20. PRIOR TO FINAL INSPECTION AND ACCEPTANCE OF STORM DRAINAGE WORK, PIPES AND STORMf DRAIN STRUCTURES SHALL BE CLEANED AND FLUSHED. ANY OBSTRUCTIONS TO FLOW WITHIN THE STORM DRAIN SYSTEM, (SUCH AS RUBBLE, MORTAR AND WEDGED DEBRIS), SHALL BE REMOVED AT3D0# THE NEAREST STRUCTURE. WASH WATER OF ANY SORT SHALL NOT BE DISCHARGED TO THE STORM DRAIN SYSTEM OR SURFACE WATERS. 21. CONTRACTOR SHALL OBTAIN ALL PERMITS FOR WORK WITHIN THE PUBLIC RIGHT OF WAY. THE CITY WILL INSPECT AND ACCEPT ALL WORK WITHIN THE PUBLIC RIGHT OF WAY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SCHEDULE AND COORDINATE THE APPROPRIATE INSPECTIONS, ALLOWING THE PROPER ADVANCE NOTICE. THE INSPECTOR MAY REQUIRE RECONSTRUCTION OF ITEMS THAT DO NOT MEET THE CITY'S STANDARDS OR THAT WERE CONSTRUCTED WITHOUT INSPECTION. 22. THE CONTRACTOR SHALL ADJUST ALL EXISTING MANHOLE RIMS, DRAINAGE STRUCTURE LIDS, VALVE BOXES AND UTILITY ACCESS STRUCTURES TO FINISHED GRADE WITH IN THE AREA AFFECTED5' BY THE PROPOSED IMPROVEMENTS CITY OF TUKWILA STORM DRAINAGE NOTES a. j ;-� t`, 17y'2 r I FRONT SLAB COVER zo•xz4.OR 1 LADDER 24. DIAMETER• = / /// 48.r;d•OReO ' •.ri STEPS AND II zr ,a �% e� . I- = m_••," =1 _� (iI-N11111 , u'11�1iliti ilii LNiiiAl : r,////// / .11 IIfIE0.11.41 111--11_r OIL=1-I 1=11 d • •!i1 -�� g1f11g11 11=11.=71y4 .�- 11� `x '1605- 5. 2- R HOOPS #38A' 3n• 24•X 12" RISER SECTION 5' 20 FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC' IN THE KNOCKOUTS. 3" 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST 5• BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE \ A WALL THICKNESS OF 2" MINIMUM. f 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20". KNOCKOUTS MAY BE EITHERROUNDOR'D' SHAPE. PIPE TO BE INSTALLED IN FACTORY "B'(12MA3) _ •..yF'"i�`T~ CAST INPLACE I t PRECAST G GALV. EYE BOLT WELD 24° GALV . , ` INLET DRAIN PIPE, SIZE PER PLANS CHAIN 2OO t MORTAR FILLET 48" DIA-6' r'• '' I MIN. ' ( .r' ry:; = REINWRGNGSTEEL (.15SQIFOR CASTBACHDI HIMOGRALRI8' 0.15SOINIFfINEACHDIRECTIONFOR48' o-19SR 025 SR INIFT IN EACH DIRECTION FOR 80• OUTLET DRAIN PIPE, SIZE PER PLANS °- 1 1INIFTINEACHDIRECT1C14FOR54' ,a INSTALL TEE ON OUTLET PIPE 54'D "(VE • n j ,"-�,' PRECASTSASE • GRAVEL BACKFILL PIPE BEDDING, *FOR SEPARATE CAST IN PLACE r SEPARATE REINFORCING. 02 CAST IN STEEL 50PEET IN RPRECAST i 8'MIN. COMPACTED DEPTH.FOR _.IM I .- BASES ONLY. PLACE OR SEPARATE PRECAST BASE (FOR SEPARATE BASE ONLY) EACH DIRECTION FOR 48• GROUT + . 24"0 CONCRETE SEWER PIPE } 4" MIN u+BAREACH CORNER xa BAR EACH1) st rz1BAR EACH wnv PRECAST 1 4' N , J J - BASE SECTION MIN. A' � 221 j` I ‘ `� `� `� 1 ' ' 4`''/ \ SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7, THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER MN' SECTION SHALL NOT EXCEED 1/2" PER FOOT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL48" SPECIFICATION RR-F-621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CASTINTO RISER. 10. VANED GRATE REFER TO DS-06. - • -. -- ^4,,� •. ; �'-- ..� . -. • • r.:• - - 4"MIN .CONC.CL. 'B' rm RH4G _ `{ Od03O IN/FT IN EACH DIRECTIIX4FOR 54' PRECAST 0258QIN/FTIN SASE JOINT EACH DIRECTIONFOR 50 ELEVATION DETAIL NOTES: 1. HANDHOLDS IN RISER IN CATCH BASIN SHALL HAVE OR LESS. REFER TO DS-10C 2, PRECAST BASES SHALL MIN, HOLE SIZE SHALL BE THICKNESS.. MAXIMUM HOLE AND 48" FOR 60" CATCH BASIN. 3. ALL BASE REINFORCING CLEARANCE. 4, THE BOTTOM OF THE 5. FRAME AND GRATE MAY 8. LOCATE STEPS AND LADDERS MANHOLE. REFER TO D5-06 OR ADJUSTMENT 6" MIN. CLEARANCE. AND DS-11 HAVE CUTOUTS EQUAL TO PIPE SIZE IS 36" MINIMUM STEEL SHALL PRECAST CATCH BE INSTALLED AWAY FOR VANED SECTION FOR STEPS OR KNOCKOUTS OUTER FOR DISTANCE BE PLACED BASIN WITH FROM OPENINGS GRATE SHALL HAVE 3' MIN. CLEARANCE. STEPS NO STEPS ARE REQUIRED WHEN "B" IS 4' AND LADDERS. WITH A WALL THICKNESS OF 2" DIAMETER PLUS CATCH BASIN WALL ,� CATCH BASIN, 42" FOR 54 CATCH BASIN, BETWEEN HOLES IS 8". IN THE TOP HALF OF THE BASE, 1" MIN, MAX BE ROUNDED. FLANGE DOWN OR CAST INTO RISER. AND CENTERED OVER THE AND CATCH BASIN MARKINGS. NOT TO SCALE NOTES: 1. FOR USE 2. FOR USE 3. SOLID 4 COMPACT 5 REFER AS SMALL IN NON CONCRETE SUBGRADE TO DS-03 CATCH -TRAFFIC COVER 2 OF BASIN OR DISTRIBUTION BOX AREA ON PRIVATE PROPERTY. WHEN USED AS A DISTRIBUTION BOX. TO 90 oa MODIFIED PROCTOR. 2 FOR MATERIAL DIMENSION, NOT TO SCALE (MEASUREMENT AT TOP OF THE BASE) 11. REFER TO DS-06 FOR CATCH BASIN MARKINGS NOT TO LE CATCH BASIN CATCH BASIN CATCH BASIN • YARD DRAIN TYPE 2 MirMe/S0")fY Ci o TYPE 1Chif r! SHEET. DS-03 1 OF 2 sHBEf DS-02 a - '# • SHEET•. DS-01 t i REVISIONIST: 08.03 LAST REVISION: 04.08 TukwilaREVISION 08.03 r „.� xi REVISION El: 08.03 I AP ow.: B. SHELTON APPROVAL: BOB GIBERSON, CITY ENGINEER . APPRovAL: B. SHELTON CATCH BASIN NTS 3 - TYPE 2 (48" /54" 60") DETAIL NTS CATCH BASIN - YARD DRAIN DETAIL 1 OF 2 .4. NTS 2 CATCH BASIN - TYPE 1 DETAIL •sPaOs 8.--- (+-1r8'k 2'Y IN" THICK) LEVELING PADS B PADS 1-11P x SAP 1r8 LETTERING TO BE RECESSED 1118' �.-254•--• MATERIAL DIMENSIONS ; - -H`i. _r-r- 1 I e.- �_ 7' �`4 ; 314"DIA..HOLE � �► -,- J V2"prA.HA//OLE -r , �- -1 - - '2o j '/��► 4001 / R=z-2 v4° / fa FA rA Ar ,-1Q" fi ' '•�- t 1 cr 3- VTR 1taR WITH OR WITHOUT PERFORATION INSIDE DIAMETER 12" T & G 18" 24" 24" T & G �����1 �• 1I T 1 i-ik , byre" DEPTH 36" 36" 36" 36" OR 48" B r :�� C -� L � f 7 WALL THICKNESS 2" 2-1/2" 3-1J4" 3" l - CZ b/18'R BELL O.D. 16" 27" 33" 30" t� 1�' A' �sEE sLar BELL ID.27-1/2" 14" 22" 27-7/8" I C ,� ; TOP DETAIL VIEW SLOT DETAIL VANE DETAIL BELL DEPTH 1-3/8" 3-1/2" 3-1/2" 2" -- -- isa' LOCKING LID ia� ) { - 1n., ,at> _ �. . 4 - -- sEEOE AIL o GRATE DIAMETER 13-7/8" 21-7/8" 27-3/4" 27" a A. 24 1.1ta, 1n•MIN. ,_i IOI ) WM GRATE THICKNESS 1-7/16" 3-1/2" 3-1/2" 2" z-t is 8 z�la 1-718 t1+5 ire^ '- By_ 4" APPROX. WEIGHT 400# 975# 825#, 1100# . SEE SECTION C-C 24 PLAN SECTION B-B 20 - WWI.' /Or s �- ! / l �. /�/ l , litil 1-ti79" :o 21J0• ' 1/8. 374' IAAit, l..- i'" Ire' SECTION B-B SECTION C-C - 4.3/4.._ `$' _..I �-- 1-112" SECTION A -A 1•sre^ SECTION A -A. NOTES r/JJMAR INDl1ST12IES FAT TAPE #e85450 ORAPPROVED EQUAL NOTES: 1. SET GRATE INTO BELL RECESS: 1, WELDING IS NOT PERMITTED. °'" 2. DIMENSIONS SHALL HAVE At1/16" TOLERANCE. NO DUMPING! 1 p 3. EDGES SHALL HAVE 1/8- RADIUS AND 118" CHAMFER OR COMPLETE DRAINS TO STREAM 2. MAY REQUIRE A BASE SLAB. 3 FOR PRIVATE USE IN PROPERTY. FFICAREAS 3, 7 I --1 r- va r 118 DEBURRING. I 11 �� �^ 1 lopr/7/7/07"4 is� �Ie 3f" 28' 4- THE NAME OF THE MANUFACTURER AND DIRECTION OF FLOW HALL BE EMBOSSED ON THE TOP SURFACE OF EACH GRATE, CATCH BASIN MARKING !� ��� f I s e°3 b" 4„ 1-1t2 LETTERING TO BE RECESSED 1/16",.G5. EMBOSS GRATE WITH MATERIAL TYPE, DI (FOR DUCTILE IRON) ORREC_IVED CS (FOR CAST STEEL), NEAR THE NAME OF THE MANUFACTURER. CITY OF TUKWI 6, THERMOPLASTIC CATCH BASIN MARKING TO BE INSTALLED WITH ALL NEW OR ADJUSTED CATCH BASINS, EXCEPT THOSE WITH SOLID LIDS. DEC 1 2 2018 7. PLACE CATCH BASIN MARKING, "OUTFALL TO STREAM, DUMP NO. POLLUTANTS`, ON THE SURFACE OF EACH GRATE, PREFERABLY PERMIT CEN T'ER LOCATED IN THE BORDER AREA. 8. LOCKING LID REQUIRED. NOT TO SCALE _A 4 HOLE ,n° osa 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE ADOPTED KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS", "DRAINS TO WETLANDS", OR "DRAINS TO GROUNDWATER", AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. STORM DRAINAGE NOTES 99 DETAIL OF HANDLE RIYETEO_ 17101 DETAIL D NOT TO SCALE SECTION C-C NOT TO SCALE -t 1.4 CATCH BASIN CATCH BASIN & INLET CATCH BASIN 4r '' CIO of SOLID METAL COVER VANED GRATE • .✓ a` � i. Q f YARD DRAIN 4► "p SHEET: DS-04 * s amen DS-06 fs SHEET: 2 OF 2 'Y r' Tukwila REVISIDN31: 0843 I I.AST'TIEIRSIWI: 04.08 ;";i.. Tukwila REVISION 91: 08.03. I Tukwila a REVISION ,81: 08.03 APPROVAL: B. SHELTON -"- APPROVAL BOB GIBERSON, CITY ENGINEER APPROVAL; B. SHELTON NTS BASIN - SOLID METAL COVER DETAIL 7 NTS6CATCH p \9), CATCH BASIN & INLET - VANED GRATENTS CATCH BASIN - YARD DRAIN DETAIL 2 OFN2 *APPROVED JAN 03 2019 oT Tukwila PUBLIC Works atm A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www,Ipdengineering.com ©2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. F(EVIEVVED I -OH CODE COMPLIANCE APPROVED FEB 262019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 GRADING & DRAINAGE NOTES & DETAILS Sheet Title Sheet ARCHITECTS + URBAN DESIGNERS ein oultukwila fire station 511designIsheetsltukwi/o_fs51_grod & storm n&d.dwg con! 12/10/2018 12 d engineering pllc prof MH RING S. LOCKING .COVER 4 WE83, 310THICIS I rld111111111‘11\ r a0OaIi a o o �_" 13" CC RED REFLECTORS as._D O a c a �\, . •!!!!!!!!!L/!!!7NMI 24"MAX �A r '"'"'"6"1111.111111111 I � 18°MW. TA'24"MFVC. / MOM � / /7/ II 8" MIN TO 18' MAX, mearAte MN (7----- , �PRECASTCONCRETE t;u"� j arts 3 Ba ES a- \IIIIINIIIII 24' RINGSas-3/16" n 4 RAIL 9/16"ROUND BAR NOTES: 1. RUBBER PRECAST CONE SECTION I 2"rv} P, GASKET He GROUT AT ALL JOINTS. o 0 0 0 0 o a o a o 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 REFER TO�. FOR STEP//// 4J 0PICKHOLE (t)t'DIAME2. COVER PLANDS-10C © DETAIL. FRAME PLAN ///// /�����} DETAIL -+ 14-1/4"'l.N/'%ACCESS PLAN 2I•��I � t-1rz+{ r / / / /111111,. RUNG 1/2" GRADE 60 3/4" HOLES to All AIL u• zssra" zs tr4' MACHINE 1' GROUND 24• 1 MATCH CROWNS UNLESS OTHERWISE SPECIFIED _ PLANS. •� MORTAR INs10Ea OUTSIDE,��1.0,0j0'e14o, IN . . . I� SEAT. 1 r i 'd�A'my'6s.Il�s",�i ♦o • ' .►o slow 0. SECTION A A 9 3I8" 6" i4' ��o^®a�'+�"ep �.1 Ort°A GRAY IRON LOCKING a MACHINE GROUND SEAT: COVER !%1 POLYPROPYLENE HANGING LADDER P e►eI. `®Of Vie'®',�+�.r. �A.EA. �+,'ss�e i i i i f 1f2"GRADE 60 STEEL El 6. &111 h sa•tra� - �! I �N'es REINFORCING. BAR SECTION B-B 'r .���;+"":+"41114'a�40.114101 M,rr seen 00,0im'+.01 s+s A0100,+ "0 ticolIef e GRAY IRON FRAME MIN. 24' CATCH - •' • " • FLUSH WITH WALL 12" MIN. TO "-•. 16" MAX, - - NOTES: NOTES: •110$00440f"o"41.00.A° �A0041° 0 '►,� t°,00 � 04 *:�o10,001,40 A I a'• 'a ..we�0. 41 1. POLYPROPYLENE ASTM D4101 2. 1/2" GRADE 60 REINFORCING BAR A615 3: 9f16 COLD DRAWN BAR C1018 4. PATENT PENDING - LANE POLY STEPS 5. 3I8" DIA: BOLT 316-SS, 3-1/2" LONG 6: 316 SS TYP AT LADDER MOUNTS 6 REFER TO DS-10C FOR STEP DETAIL NOT TO SCALE 1. FRAME TO BE GROUTED 2. COVER TO BE EJIW CATALOG NUMBER 3717C1PT, AND PRODUCT NUMBER NCR07-2775A, WITH THE SEAL OF TUKWILA, ANDLEGENDS1908, 2008, AND STORM. 3- FRAME TO BE EJIW CATALOG NUMBER 3705CPT, OR EQUAL. 4, INSTALL SO` THAT BOLT HOLES ALIGN' WITH CENTER OF LADDER. NOT TO SCALE NOTES: ° 1. LANE P-13938 CUTOUT OR APPROVED EQUAL. MOTTO SCALE PRECAST EASE CATCH DETAIL NOT TO SCALE MANHOLE MANHOLE MANHOLE STORM MANHOLE of ACCESS AND CATCH a �,of POLYPROPYLENE SAFETY STEP y LADDER Cityof 24" FRAME WITH COVER o°Citv SHEET: DS-10B '► xq SHEET DS-11 F SHEET. DS-10C e. O ] SHEET: DS-09 • • ... TukwilaREVISION Ot: 08.03 I ,• j REVISION fit: Q$". - • •,`''' Tukwila REVISION #t: os 03 Y� • -Tis ma REVISION 11: 08.03 LAST REVISION: 03.08 APPROVAL: B. SHELTON APPROVAL: B. SHELTON APPROVAL: B. SHELTON . APPROVAL: B. GIBERSON NTS 2 MANHOLE -ACCESS AND CATCH DETAIL NTS 3 MANHOLE - POLYPROPYLENE SAFETY STEP DETAIL NTS 4. MANHOLE -LADDER DETAIL NTS 1 STORM MANHOLE - 24"FRAME WITH COVER DETAIL I MAXIMUM PIPE SLOPES AND VELOCITIES 7 OVEREXCAVATE ACCOMMODATE ROCK •-+480.4 �49:45°`29Ar`° V!►,w,RA►,„?12r siViteirotidoi ' �1�r��Ailltfirea�.Ar�w�a1�'��j♦ Ai �.����- 10�,��• r tw+• TO V �.1►!'� a 12"Sf.Mt+, (ROCK -LINED SHOULDER DITCH METAL FRAME &GRATE PER WSDOT STD. PLAN S-ZA #1.RESAR (S� TAILRS-osaj �A RIGID PIPE FLEXIBLE PIPE (Di., SUBGRADE ELEVATION CONC.) I (CPEP CMP, PVC) BAGKFILL 6-1 r--- --- S-" �-, ��� ��_, I ZA { PIPE MATERIAL PIPE SLOPE (ABOVE WHICH PIPE ANCHORS REQUIRED AND MINIMUM ANCHOR SPACING MAXIMUM SLOPE ALLOWED MAXIMUM VELOCITY AT FULL FLOW IN CUT SECTION (�' Z CC << rI r, FOG LINE 6• VARIES' CMP; SPIRAL RIB, PVC, CPE *1 20 % 1 ANCHOR PER 100 LF OF PIPE) 30 % (*3). 30 FPS da�bAia6�®4r6s���rs�������f ���r�r®®r4 Oo6FTr1 47.Xs`i..,..', CURBED SHOULDER PREMOLDm PREMOLDED JT. FILLER JOINT CONCRETE OR LCPE (*1) 10% (1 ANCHOR PER 50 LF OF PIPE) ° 2D% (*3) 30 FPS%�� 3-7 .) 3' 0" A 3 7 ..> m � a - y ° °: •, ° s^ DUCTILE IRON (*2) 20°fo (1 ANCHOR PER PIPE SECTION) N/A N/A VAWASLE PIPE BEDDING ". / I a •a a • INLET DETAIL 2.8'.' 1'•6" SWPE (*2) (HDPE) 20 % (1 ANCHOR PER 100 LF OF PIPE, CROSS SLOPE INSTALLATIONS ONLY N/A N/A EXISTING GROUNDLINE OVEREXCAVATE ACCOMMODATE ROCK w AA er: IA;4!♦�1• OM. ��r` 46.0.1114.1. 1 'We®....Nip - 10.�iMi40001040110iMT® '0 $+'l+`w 0IWO . ' "i 4afil:or TO - '�! �,�r' - ,2 v ROCK-LLNED'SHOULDER DITCH I 3.+-��°d�®° d �°�` DITCH IS LOCATED AT TOE OF FILL 6o GRADE tTVP.> z 6• a d '�- e : '' ti 4 A 4 - . DIA. _ PIPE AS SPECIFIED ON PLAN OR SPECS: 1I = °r' -- a ae - • ° 4 .4 - ,I _ 1 1 i-1I�III. , I, I 4 ` • a • e e- _ _ ..• d ° -. I 1- I T n=1I(-1I1 D. 1a n .� 4' -t `�1. _� -3,o„ H NOTES: : g&iR �-.-61f2•-*•' 1-6 ^+-3 6 43 i REBAR.AROUND W 1. THESE MATERIALS ARE NOT ALLOWED IN LANDSLIDE HAZARD AREAS. *2. BUTT FUSED OR FLANGED PIPE JOINTS ARE REQUIRED; ABOVE GROUND INSTALLATION IS RECOMMENDED ON SLOPES. *3. A MAXIMUM SLOPE OF 200 % IS ALLOWED FOR THESE PIPE MATERIALS WITH NO JOINTS (ONE SECTION), WITH STRUCTURES AT EACH END, AND WITH PROPER GROUTING, NOT TO SCALE 2.0% FRAME AND GRATE . a- s.o�;. w a. b .: • - - ' - "+ •- • _ 6 . - 7 " 1:5x + -•. 24" MIN. NOTES: 1. IN PAVED AREAS AND RIGHTS -OF -WAY, BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS,. TO90 % MODIFIED PROCTOR PER ASTM D-1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS DR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90%PER ASTM D-1557. 3. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR. 4. COMPACT PIPE 5/B' CRUSHED ROCK BEDDING TO'90 % MODIFED PROCTOR PER ASTM D-1557, NOT TO SCALE •. ': - a• ;-•�'• a - ; • -- - •.•<' CECONCRE CEMENT ENTCONCRETE CURB AND GUTTER IN FILL SECTION 005FT/FT r: c'`/'r������MOMO ,�� 005 FT/FT TYPICAL SHOULDER RECEIVED 1 a Sld BASIN IN ET- CITY OF TU K W I LA DEC 1 2 2018 SECTION A A 1.4" &" QUARRY FRACTURED SPACES. PERMIT CENTER 1. REFER TO DS-06 FOR CATCH BASIN MARKING, NOT TO SCALE NOT TO SCALE PIPE ANCHOR DITCH • TRENCH CURB AND GUTTER �, � sr* City of SHOULDERS yl City o BEDDING AND BACKFILL ` City of CATCH BASIN SURROUND ✓ " • SHEET: DS-12 2 OF 2 s+ SHEET: DS-13 �► s SHEET: DS-14A ` SHEET: DS-16 • $ g /� ila REVISION 41: 08.03. `" ila Tukwila REVISION #1: .08.03 ;' Tukwila REVISION 41: 08.03. ' u :. l Tukwila REVISION 41: 08,03 1 APPROVAL: B. SHELTON APPROVAL: B. SHELTON APPROVAL B. SHELTON ` APPROVAU B. SHELTON NTS PIPE ANCHOR DETAIL NTS DITCH -SHOULDERS DETAIL 6 NTS 7 TRENCH -BEDDING AND BACKFILL DETAIL NTS 8 CURB AND GUTTER - CATCH BASIN SURROUND DETAIL PPMED JAN 03 2019 uny o1 I UKwila PUBLIC Works /A3' 6 A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by SWP CRL MJS $ j 1932 First Ave, Suite 201, � � # p 206lWA5.12111 1 , 206.725.1211 f.206.973.5344 engineering pllc www.lpdengineering,mm 0 2018 LPD Engineering pllc - These documents have been prepared specifically for the above named protect. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROV, L STAMP Issue PERMIT SUBMITTAL Date 10/15/18 GRADING & DRAINAGE NOTES & DETAILS Sheet Title Sheet ARCHITECTS + URBAN DESIGNERS 9- ukwi/a_fs51_grod & storm n&d.dwg con/ 12/10/2018 12:50 PM u I tukwila fire station 51I design I sh s• I Ipd engineering pllc I projects I w 4 1/4" @ 4"0 DS FLOOR AND CAPILLARY PER STRUCTURAL j / // // / / / BREAK DRAWINGS SLOPE TO DRAIN AWAY FROM BUILDING PROPOSED GRADE CONTRACTOR TO PROVIDE PER PLAN TEMPORARY PROTECTION OF WASHED ROCK BACKFILL PRIOR TO PLACEMENT OF FINAL FILL LAYERS 4" MIN 5.1 " 4" MIN o0UR) c92" 000 MIN �12" MIN OR PER PLAN / / / -- 4"0 ROOF DS SEE ARCH PLANS AND SPECIFICATIONS 6" PIPE CAP W/HOLE CUT 1/8" LARGER IN DIAMETER THAN DOWNSPOUT PIPE JT FILLER (TYP ALL AROUND WHEN �aQOoon I ' c� BEVELED END PIPE SECTION PROPOSED 12" THICK - 4" COBBLES GRADE �_ SLOTTED IRON GRATE W/LOCK ADJACENT PAVEMENT N �� � OQ OOQ OOQ 0 o o o Qo Qo a O� a Oo 0 \jf\\j\j\\jf\\jf\j\jf\\jf\j\j\j\j\j\j\j ;\j\��\\\\\\\\\\�\�\\�\�\\�\\�\�\\�\\ r�//f�/f�/f�/f/f/f�//f�/f/�//. \i, /, /\.2, i,,si, ,A, �B6�cQ�C�n���/%\/%f/% OOp OOp OOQ OOp \\ \\\\ Qo o �o �o Qo ff\fj\/ o a Oo a Oo a Qo 0 Oo j\\/\\j�\�/ . ,,,,, /\/;\i, .2., /, i\\i, i, i,,,,, i. SECTION° I CONCRETE I$ PRESENT) < . as ,. a r �7 /. / ° . a, ° _ \ "'" Q '' o // STORM DRAIN CLEANOUT FLUSH W/ FINISHED GRAD PLASTIC VALVE BOX W/ 6" DIA LID FOR a . VARIES A ° D D :f \r �r \' \f \ \i �r �r �r �r e �i `i �i cr �r �r Y\\i\\i\\r\\r\\i\\j\\j\\j\\j\\j\\j\\ S l\\i\\i\�i\� /\\j\\j\\j\\j\j\\ FILL AS REQ /f\//\/f\/j\//\// \r�/, /''�f\\�ff� :,A , D° it 12 MIN\\\\\\\\\\\ \fj\/f\//\/f\/f\/f \\\\\\\\\\\\\\ f/f/ .a q _`__` , \\\- \�r<<' va \/\/\/\/\/\//\/�f/{f/ff SLOPE TO DRAI ` °' _ ' pi n- z ° o a _ ^ y.. ° a <. / / % / / / /JT r\C\\` \\.: �\ -=\\\= \\\ \ ,\\\ \ 4 y yy " 6" 45° (1/8) BEND s A,.D-° „ BUILDING �6 SANITARYTEE WALL o r��O�,�9�O c4C�O�c�c.,C �C �OO�OOOC ��4' COBBLE ro o Qo o C y���y���y���y� C o - x ° DA DRAWINGS. ° D .D D (1 PER SLOPE PER PLAN y DRAIN oD 0o oOoD OoOop 0o DODO oQp o� 0�0 0�0 ° 0 OoC �jO(ej�jO(�c9E, 6O(��C Q O 000,-,000 oOn,-,000 OOp� a '�`5_, yv,, - v" .-vvv1- y1 vvv� , �y- \\.;;'N\ 1- \\\ \\\ \iYO \`\1 \\\ \\\' f-\\� \\) ;`_\�\ `\\\\, \\) L\ \\1 `__�� \ ACO KS100, ZURN Z886, \\`\\\ `\\;,�\\ (\ ��\\"=��1+1\ \\\' \\\' \ TRENCH DRAIN SYSTEM OR APPROVED EQUAL - COMPACTED SUBGRADE NTS 4 TRENCH DRAIN cv' SF��DETATING 6"-45° (1/8) BEND NTS ROOF DOWNSPOUT CONNECTION WITH CLEANOUT 1 PLAN NTS 3 INLET/OUTLET CONSTRUCTION SEQUENCE FOR - PONDING DEPTH 6" ,����I�I��'I�1► NYLOPLAST DUCTILE IRON DOMED GRATE WITH LOCK PER PLAN NTS 8 NOT USED BIORETENTION AREA 1.5' MIN BOTTOM OF BIORETENTION AREA ELEV (PER PLAN) 1.5' MIN 1. INSTALL TEMPORARY SEDIMENT CONTROL BMPS AS SHOWN , _ ON PLAN. 2. COMPLETE SITE GRADING. IF APPLICABLE, CONSTRUCT CURB CUTS OR OTHER INFLOW ENTRANCE BUT PROVIDE 1��J�0�/�`���+��ti`► „ Jam/G/i/i '. IIIIII►, . PROTECTION SO THAT DRAINAGE IS PROHIBITED FROM : 01�+�•���OOt�r,.,;�,1 \'/���y��/�1 • � ����.�I�l' �� J..00,t� �Il���/� ENTERING BIORETENTION CONSTRUCTION AREA. ' 'Tj0Ijl/�Ih/ ■ I 0 s 0 0 % r ff ■ fp 0 RIM PER PLAN / g rA OUTLET PIPE / PER PLAN f IIIIIIIIIIIIV /� �!f1 . Q�'�I� ������ I :rlo ?�� �'-�������-������-��Y� //j1/�//`�✓40/ �r�:� 3. STABILIZE GRADING WITHIN THE LIMIT OF DISTURBANCE 0* \* EXCEPT WITHIN THE BIORETENTION AREA. BIORETENTION AREAS THAT ARE USED AS TEMPORARY SEDIMENT TRAPS ��� 3" TOP MULCH �� �i + ��I .,. . • • • • • • �. • Y r,,.r . r • • : �\j', S .O' SHOULD BE EXCAVATED 6—INCHES BELOW THE BOTTOM LAYER />p/` f1;Y � ;~ ;' ; iY ,�1�` OF THE SEDIMENT TRAP. vl� f-p•p��' � 18" BMIXErENTION ICI,\e.e4...4.4 ����IJ�Ij` p ip �° ` •' k��7��ij`�+�I\ 4. EXCAVATE BIORETENTION AREA TO PROPOSED DEPTH AND ��t `\ OUTLET PIPE PER PLAN SCARIFY THE TOP 12" OF EXISTING SOIL SURFACES AND DO NOT COMPACT SUBGRADE. SCARIFY UPPER 3-4" PRIOR TO PLACEMENT OF BIORETENTION SOIL MIX BIORETENTION SOIL MIX: SIEVE SIZE PERCENT COMPACT TO A FIRM, UNYIELDING CONDITION USING A 24" OVERFLOW DRAIN — NYOPLAST NON —VIBRATORY SMOOTH DRUM. COMPACTION TO BE ROUND DRAIN BASIN OR APPROVED OBSERVED AND APPROVED BY GEOTECHNICAL ENGINEER. EQUAL W/ LOCKING DUCTILE IRON 5. INSTALL GEOTEXTILE FABRIC PER DETAIL. DOMED GRATE 6. BACKFILL BIORETENTION AREA WITH BIORETENTION SOIL RIM PER PLAN MIX (SEE LOWER LEFT) AND WASHED ROCK AS SHOWN IE PER PLAN (31" BELOW BOTTOM) ON PLANS AND SPECIFICATIONS. OVERFILLING IS RECOMMENDED TO COUNT 14" MIN. 3/4" WASHED ROCK PASSING (BY PAND N ACROSS FULL WIDTH OF CELL WEIGHT) 7 RESOAKMTHE PLANTCNG PRIOROSPLANTINGIGHT 100 4 95-100 114.0075-90IE 25-40 6" PVC SLOTTED UNDERDRAIN VEGETATION TO AID IN SETTLEMENT.%/////////////////// PER ASTM D1785 SCH 40 8. COMPLETE FINAL GRADING TO ACHIEVE PROPOSED DESIGN PER PLANELEVATIONS. LEAVE SPACE FOR UPPER LAYER OF COMPOST, MULCH OR TOPSOIL AS SPECIFIED ON ROUND DRAIN BASIN NYLOPLAST OR APPROVED EQUAL SIZE PER PLAN BIORETENTION AREA OVERFLOW DRAINNTS 7 4" DEPTH BELOW PIPE LANDSCAPE PLANS. 100 4-10 9. PLANT VEGETATION ACCORDING TO PLANTING PLAN. 200 2-5 MIRAFI 140N GEOTEXTILE10. MULCH AND INSTALL EROSION PROTECTION AT SURFACE FABRIC (ASTM DR FLOW ENTRANCES WHERE NECESSARY UNTIL ENTIRE SITE APPROVED EQUALL).). OOFOR BIORETENTION AREA #3 S PROVIDE 30 MIL EPDM 11. P ' NT • MUST BE PER CITY OF TUKWILA, PREFERRED LINER IN LIEU OF FABRIC. BIORETENTION PLANTS. SEE LA PLANS. NTS JA BIORETENTION AREA 6 TOP OF CURB 14" 12" 14" 2'SQUARE CURB DOWEL (TYP) GUTTER LINE " MIN 1 " MIN MODIFIED1 CONC CURB & GUTTER 4" COBBLES 4 A W '4'v• 4 W , D: ' D ' ° D D , D. Q 0% Q D D pA D. IF CLEANOUT IS IN CONCRETE SET FLUSH W/FINISHED PAVED SURFACE, PROVIDE LANDSCAPE GRADE THICKENED EDGE & POUR HDPE VALVE BOX SIZED Fe' GRIPPER PLUG CONCRETE MONOLITHIC ADEQUATE ACCESS 6"-8" io .� 44 v W vt 4 vG t . `- A D WW W �• ���`..• ��� 1$ . ,i,v AAP 12aa :y.. 4 :,C 4-' :� °4 W W�' CONC VERTICAL /`- CURB �.: STREET SLOPE ° ,, ° ' A D' tid D °D D. A SECTION A -A D A D. p :p D � D DA D STREET SLOPE FINISHED GRADE /jam\� �������- �� � o .. DD, ° �r \\ \� •_I�a\f i s , •f • • �, tt • • v� �� e�rHse• , A D i ,° i A D . ° D ��1 / % 18" /\ _ a TYPICAL GUTTER ELEVATION �� A 4 ° .°I A° 2 .... MODIFIED CONC CURB &GUTTER PAVIN 6" 6" 6" 6" 6" N I J \ j\�j\� j\� j\� j\�j\� j\ f / D — -�' _ D . .. 12 f\\/\\/\, \ 2, j/ / %• �I\% :\<� j�\/r �% 12" D.I. PIPE / / \/\/\/ \\ \\ �� -- =- __ _ ==° j\%\�%r��%;�%i� \f\/. •\•\ \f f/\ \� /\\/ \/� APPROVED /\, FILTER FABRIC CONCRETE .�v. FIBER JOINT FILLER \\j\f///fff%f// ,,,/i/,,,/• COMPACTE SUBGRADE 45° BEN a ,% ';1 DIA PER PLAN ��\ ES / / /VARIES n �\!/\. %r\� ff��fr��/r��fr 2 PEA GRAVEL ��ff, CAST IRON COVER AND RING MARKED "FDCO" FOR FOOTING DRAINS AND "SDCO FOR STORM LINES 45° BEND DIA PER PLAN GRIPPER PLUG \ ES / �/ /VARIES ll \\�/\\����'/' JAN 03 2019 City of TLtKvvUa PUBLIC Works Okilitn 74" 2% ROAD PAVEMENT - I I- --) I 1 --) A 4" COBBLES --- BIORETENTION AREA c/,v,„/\r�% \\,,\\\\\\\\ % % % \ �OOQ�OOo 0 op�o o 0 \ /Af / DROP PER PLANS FLOW -FLOW RECEIVED AT GUTTER/FACE OF CURB #3X12" DOWELS 2®6"O.C• SECTION B-B - SEE PLAN FOR SEE PLAN FOR CITY OF TUKWILA I.E. AND DIA PAVED AREAS I.E. AND DIA I_A%APF� AREAS DEC 1 2 2018 PERMIT CENTER NTS 1 40-STORM DRAIN CLEANOUTS I 2 NIS NTS 1 CURB CUT DRAIN OPENING I0 A 12/11/18 Design Revisions \ 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 SWP CRL MJS 1932 First Ave, k ° Suite 201, R 4 Seattle,WA 98101 p. 206,01.1211 f. 206,973,5344 engineering pllc www.lpdengineering.com © 2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 GRADING & DRAINAGE NOTES & DETAILS Sheet Title Sheet ARCHITECTS + URBAN DESIGNERS W Vl 1116111111121 eets i tukwilafs51_util dwg coral 12/10/2018 12.51 PA1 einstein au l tukwilo fire station 511 d 1 WEST LINE OF AREA COVERED BY ROAD EASEMENT & WATER ON PARCEL B EASEMENT REC. / - #4857802 / / CELE- TT - (POND BOT. +1' SEDIMENT / / STORAGE = / / 12.0) / // \ SDI, CB TYPE 2/ BERM N:1 64,225.02 E:1 ,286,960.72 / SD/6, CB TYPE 1 / N:164,216.23 E:1,286,981.49 CELL 2 I I (POND BOT.1 ' = 12.0) I / 1100 YEAR WS EL 24.75 I t I . / 1 BIORETEN11ON OBSERVATION PORT / N:1 64,213.75 E:1,287,033.551\� L 1 11 I\. 'DETENTION -' XING POND TOP IE 31.13 (8" SD) EL 28 IE 29.27 (8" W) // \ II XING IE 31.03 (8" SD) IE 24.67 (12" SD) i I I k 171 �1� \� j SC46, CB TYPE 2-48' N:164,219.43 E:1,287,109.59 I .=`.I 1I ' I SD 07, 24' OVERFLOW DRAIN N:164,212.68 E:1,287,109.35 1 1 SDMH RIM=33.97 1 IE 6" CPEP (NE)=19.51 IE 136" CPEP (S)=19.4r.,'in ElSDMH RIM=31.9d 36" CPEP (E) XING E 6" CPEP (sw)_ IE 31.25 (6" SD) PERISEGALE PROPE IE 25.78 (8" SD) �CI 0 TUItILA SOUTH PROJECT SDI, ='. • r NOORTH POND - OUTLEIT't N:164,217.10 --/ (soul) E:1,287,171.17 IE 36" CPEP=1915 -y,,,'; '\` GOLDSMITH N N(\e H i AM FIRE HYDRANT WITH +� -OUT C313BOLLARDS AND NO STUB MARKET CONCRETE PAD PIPE F( 3' X 3' X 6" CB RIM=.w.ou , _ IE 18" PVC (W)26.1 IE 24 CON (- )=26.1 \ -` BIORETENTIO N OBSERVATION PORT N:164,204.81 E:1,287,186.51,.3 \i i , 0 VACATED BY TUKWILA ORD 2400 KING COUNTY RECORDING NO. 20160120000736 XING IE 23.84 (12" SD E-W) IE 31.78 (12" SD N-S) VCr<I. 1 're. 1 " e'C`EP(EL--33.3 IE 6" FLEX' (5W)=31. IE 6" ELM (S)=31.5 FENCING PER LANDSCAPE FIRE HYDRANT WITH BOLLARDS AND CONCRETE PAD 3'X3'X6" 20' UTILITY ASEMENT EC #5C36121 I'l I! \ D 8" WATER (HIGHLINE WATER DIST) 6" STW fP ss S9'S0'27" TN IE 32.39 (6" SD) IIE 31.03 (8" W) I Hp;l 1 , 1 1 N9'50.2 \ / - SD SDK CB TYPE 1 N:164,256.03 ", ,E:1,287,191.36 - XING IE 31.27 IE 29.86 (8" SD) (8" W) INSTALL SIGNS R5-1 ("DO NOT ENTER") AND R5-1A ("WRONG WAY") � V N:164,181.70 . , 7,269.26 E 12 Ex'7 t0 IE 12 / R c CONNECT TO EX 8" WATER ---CB RI CAP/PLUG EX 2" BLOW OFF AT WM IE 8,. 89 LF 8" DIP (CL 52) - ss 8" GATE VALVE 20' UTILITY EASEMENT REC #20130916000018 BUILDING FF 35.0 XING IE 32.79 (6" SD) ::IE 31.53 (6" W) ' PMH IM=3 0 -23.4 CONC G SUMED TO\E c3ASPHALT PAVE "na & GUTTER R CONS ss SSMH RIM=31.32 IE CL CHAN 8" PVC (NE/S)=25.2 CONC SSMH RIM=32.44 IE CL CHAN 20"CONC (NW/SE)=16.4 0=82'19'01" R=40.00' L=57.47' SEAT WALL PER LANDSCAPE ADA SYMBOL (TYP) ,• 2 C3.2 , ,.° // 2// /' f • /// SSI 8 SSNI'I, TYPE 2-48';; N:164,454.30 ., E:1 ,287,1 62.04 j r SS42, 6' N:164,450.64 E:1,287,143.24 XING IE 32.70 (1" GAS) IE 28.77 (6" SS) 6/ _\I / XING (1" GAS) / I / ' _ / w IE 30.93 (8" W) / XING IE 26.95 (8" SD) ;.IE 32.01 (1" GAS) SD43, CB TYPE 1 N:164,307.48 , E:1,287,193.94... 64,28 CUR 5S ( 6 C3.1 16" STW 10.68' RIM=30.96 " CMP (W)=1 CMP (E)= UP SMISSION N:1. ,308.59 F:,1,2R2 IIII o11111,, IINIIIsI IIIIImm4 I II IIII I 04 _SD42, 24' OVERR.OW DRAIN N:1 64,380.70 _ - jEE1,287,195.97 --•E:1,287,196.79 ,.�L -- l-'- f --- la`r 1�„ Sew 1R 0=75'54'39" R=107.24' L=142.08' SID A ; •• NIPER 5 •T STD RS-11 CURB AND GUTTER C2.2 SDMH RIM=31.35 IE 18" CONC (N)=22.7 IE 12" CONC (S)=22.9 6"DEC 8"DEC CB RIM=31.66 IE 8" CONC (SE)=27 IE 8" CMP (SW)=27. SW ASSUMED ABAND iUSSE'R uT ft STALLS PERVIOUS CONCRETE c3 1,000 GAL, DOUBLE WALL CONTAINMENT TANK (SEE MECH PLANS) SSA CB TYPE 1 N:164,479.24 E:1,287,051.25 REMOVABLE BOLLARDS ` /� //::/<,p %/////// // `// /////i �'�-,�� \' �� - --/// /�// /,////. 1 �� \_ �1J f / //// // / ��� -��\ \ �-./ // / j/ // // / / // / //� ////,:: .oYQ o \ \� // ////////�/ < -s \"--. /( // // // / (/ / // //// / �� //l/1/// 1 1/ /// ll l/ /l l lI lI Il I IIII'l11 1111 111 llll'111� Ill/ 111 11111110.), \ E 12° CMP (NW)=24.1 1 I l I I l l`D/N II IIiIl 11I1 I11 IIIIII11 I GENERATOR PAD (SEE MECH PLANS) ° FUEL DISPENSER • (SEE MECH PLANS) o FUEL TERMINAL • (SEE MECH PLANS) CONCRETE VERTICAL CURB (TYP) XING IE 30.68 (8" W) IE 28.51 (6" SS) 3 STALLS PERVIOUS CONCRETE 4 STALLS PERVIOUS cl 3 31 CONCRETE OIL/WATER SEPARATOR (SEE MECH PLANS) N:164,4,9 " .1 E:1 .8 ,252. XING IE29.70(8"W) IE 26.31 (6" SS) SSW, 6' SSCO N:164,468.18 E:1,287,159.79- -- XING o • IE 29.41 (8" "W ) IE 24.35 (12 SS) r o CD O `z EIN30.42 (8" SD) I ;•�%.►• .42 (12" SS) IE 6" PVC CULV=33.8 CB RIM=26 05 \IE 12" CMP (NE)=24.1 0 (TYP ALL CROSSINGS) SIDEWALK, CURB, AND GUTTER 20 'DEC CCAIL 0IAA_7!l'71 CB RIM=29.84 " CONC (Sw)=24.2 15' UTILITY EASEMENT REC. #6343861 / PROTECT EX CB, CURB, SDMH RIM-30.58 AND GUTTER E 18" CONC (NW)=22.3 f, IE 18" CONC (SE)=22.2 IE 8" CONC (NE)=23.5 TRAFFIC STRIPING 1=29.72 PVC (NE)=26.7 SDMH RIM=30.30 18" CONC (NW)=22.1 IE 12"CPEP (NE)=22.1 n lr. in 0 0 10 0 z FND REBAI & CA - LS 3042'. z 0 0 m Ilt I ±li II III �l J I I I \ r , ;I cAritio„ rigto • 1. /I `1€ 1-2"-CONC (N)=21.8 IE 12" CONC (S)=21.8 IE 12" CONC (W)=22.4 30% 20 0 10 20 40 Scale r=20' LEGEND 230 --231- 230 231 FF 78.0 '///////////// '/ \ • / r ,I ,- ,I .- , • 0 ° PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT LIGHT DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY CONCRETE PERVIOUS CONCRETE GRAVEL SURFACING VERTICAL CURB CURB AND GUTTER DRAINAGE SWALE BIORETENTION CELL QUARRY SPALL DISCHARGE PAD AREA/OVERFLOW DRAIN TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE FOOTING/SUBSURFACE DRAIN STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION 22"DE NOTES 50 1. FOR CONCRETE JOINT PLAN; SEE LA PLANS. SDMH RIM=29.57 IE 18" CONC (NW)=21.8 IE 18" CONC (SE)=21.8 IE 24" CPEP (SE)=21.9 CURB TABLE RETURN d R L STA PC LOCATION FLOW LINE ELEVATION STA PT LOCATION PC 1/4 1/2 3/4 PT 1 49' 28' 23.73 19+59.72, 39.87' LT 31.66 31.81 32.04 32.32 32.68 19+66.30, 61.94' LT 2 94° 12' 19.71 20+18.52, 49.81' LT 32.27 32.17 32.06 31.96 31.85 20+47.30, 35.33' LT 3 91. 15' 23.84 21+88.62, 28.86' RT 30.38 30.44 30.50 30.56 30.67 22+03.59, 44.14' RT 4 89° 20' 31.09 22+27.51, 48.55' RT 30.60 30.42 30.25 30.07 29.89 22+47.56, 28.92' RT APPROVED JAN 03 2019 Ctiy of f LIKWit0 PUBLIC Works °Kim RECEIVED CITY OF TUKWIL DEC 122018 PERi11IIT CENTER Call 3 Working Days Before . You DIG! 1-800-424-8855 A 12/11/18 Design Revisions T 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, j� Suite 201, I�I_J Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.lpdengineering,com ©2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. 1 A REVIEWED CODE COMPLIANCE APPROVED FED 26 2019 City of Tukwila BUILDING DIVISION URISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 PAVING & HORIZONTAL CONTROL PLAN Sheet Title Sheet C 3 . o ARCHITECTS + URBAN DESIGNERS D z W 1- z o fs51_pove & ha& n&ddwg coal 12/10/20M 12:51 PM s d 1pd engineering pllc iprojects j we/nstein au l tukw/lo fire station 5/ 1 design I sh ASPHALT CONCRETE OR PLANT MIX REPLACEMENT CUT WITH PNEUMATIC PAVEMENT BITUMINOUS PATCH OF :SSW CUT CONCRETE EXISTING DEPTH DEENT XE RIGHT OF WAY -- kA� IVO ;1. ,,aS y� ,A'b._F� ` w -•,` OTT 11 Eq- ''``` 'uq '�, PREMOLDEOEXP. JOINT m PICJLL • �� �.r�114 \ePU81� TOP OF CURB AT DRIVEWAY 18' 4 8' y+ (` e, i ij LI 8 4� j �o 1111E ` 6r1 z 0. - OM F'"�'� ;•.i.14. -..' 10' 10' MIN ITNG - PAVEMENTWIDTH EASENTXSTINGASHALT "-�_4. ' r4 4 O 4 3.4 40.,.4.O O O 4 4 . - .� = -': ly .z•,, - 0z CLASS.BASPHALT CONCRETE CRUSHED SURFACING EXTRARIGIDeASE SAP MiNuscoMPACiEO CRUSHED ROCK UNLESS' OTHERWISE ORDERED BY ERE CITY - ^ - - - - - _ - -=-- _ - - - - - _ - - MINUS COMPACTED CRUSHED _ _ CRUSHED ROCK UNLESS - - - _ _ - THE cRWL.E ORDERED -SEE 9Y _Ili ...._.. ....,....___ .-_,.__ � � �� I _- - - - - I .s. S €,"g __. THICKNESS'AS REQUIRED BY ENGINEER'S DESIGN a, t z rlwr Nmr CLASS BGRAVEL •q• 1 TA ;2 ie E. N u STORM SEWER & CATCH BASIN TUKWILA EEEErOR TYPLCAL DE'fAIL3 DEPTH DETERMINED BY CITY TYPICAL PATCH FOR RIGID PAVEMENTg c 111.1111 .vt x•n S� a y` " n 2 TYPE OF STREET RIGHT-OF-WAY (FEED PAVEMENT WIDTH (FEET) ASPHALT CONCRETE OR BITUMINOUSARTERIALPLANT MIX REPLACEMENT PATCH SAw CUT SAW CUT 150%OF EXISTING DEPTH EXISTING' ASPHALT PnvEMENT EXISTING OIL MAT PRINCIPAL MINOR. COLLECTOR COMMERCIAL RESIDENTIAL ACCESS COMMERCIAL RESIDENTIAL ALLEY' CUL-DESAG ROADWAY TURNAROUND PRIVATE- 80-100 80-80 60 80 60 20 40 82 (DNA) 48-84 3S-04 48 28+35 38 28 15 28 81 fDUQ $g L €� a � a ` ` W ,1 � fq) �Y/ 5, 5 y E O a15 _ '' � x din L� . ,1rMIN. m I' $ u� dwa 6 2 �" to t `g � O Nw it - N 6 - _ L. a a SIDEWALKS -LE OR MORE AS DIRECTED. * ' %//®lPfi/.eI�%'•oa*vrfaeo'e t*tL ��1e'mra�vve'0� of'"i•>>••4i!L.: '•�/% N. v, v s4�/+.+e1�A:/afis•A,LL,0,1,40 i4: ,// #1120 1 ���/�� s' 4 1.1 a '` Vw��'��':�, 2'-518'tX1USNm • • . .. .♦ q' i t /Y v�'r`w�vvti�*` * DEPENDS ON DRIVEWAY ROCK MAX GRADE IS IS% f /i//'! B. /%/ �f I.'�� t•�<.v.... �.' PROFILE e _ . .. .. ...a•..a.: .. * d .. ..... -. - - - - - - o f • e • • • o ♦ • • • •' ff Of .4f ff•ff .Li.•:®.O.®.li i.4.0.1.0 ., i 5/8" MINUS COMPACTED CRUSHEDROCK UNLESS OTHERWISE ORDERED BY-------- THE CITY r +----- ---.----- -- - - - - -- - - - - - - - - --- - - - - - - -------- ------- - - -- ---!� - - ----- - - - - - s^ 'I 5(B MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED. THE BY ; p � 18' SECTION A -A CURB DETAIL i I� _ COMMERCIAL RESIDENTIAL 40 20. 28 NOTES: $ 1 � a r 1.THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING. CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, RIGHT OF WAY, ETC. 2. DRIVEWAYS WITH HIGH VOLUME (AS; NOTED BY CITY ENGINEER) MAY BE APPROVED FOR. INTERSECTION TYPE ACCESS. 3. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER. CONCRETE SHALL BE CLASS 4000. 5. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT FOR INSPECTION. 6. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 7. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5-1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWANVSDOTT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 9. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB` EXISTS. 10, REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH AN EXPANSION JOINT. NOT TO SCALE NOTES: " (� ` kA '' '� .. -. TYPICAL PATCH FOR FLEXIBLE PAVEMENT - rIe z NOTES:4. 1. ALL SPECIFICATIONS ROADS, BRIDGE, 2. SEE DETAIL 3. STREET 4 PAVEMENT AVEM SHALL MEET CURRENT WSDOT/APWA "STANDARD SPECIFICATIONS FOR AND MUNICIPAL CONSTRUCTION". RS-11 FOR THE SIDEWALK WIDTH. CLASSIFICATIONS ARE DESIGNATED BY ORDINANCE. SECTIONMUST BE DESIGNEDAASHTO FORMINIMUMOF�` PER A HS20 LOADING. NOTT08OALE gi 1 m 11 ts 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT/APVVA STANDARD SPECIFICATIONS ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING OVERLAYS. 3. CONTROLLED DENSITY' FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER: FOR AND IN NOT TO SCALE. ".x _ 9-,, . , " e - ` Bd, - . .1 I "'T " `�"+ f • 'u` E 6 °; •: ' F i . ,,, PAVEMENT RESTORATION COMMERCIAL DRIVEWAY TYPICAL ROADWAY SECTION n... 6 52 , I� $ ''a, of 13Y of City a t ' u mE"3E 111e A9 �" 3 $F 33 f 1B l 94ICt NTS BOLLARD 3 is SHEET: RS 03 T4 -" SHEET: RS-01 Q ` SHEET: RS-09 @• B. SHELTON APPROVALBOB GIBERSON, CITY ENGINEER APPROVAL: BOB GIBERSON, CITY ENGINEER PAVEMENT RESTORATION NTS 2 NTS 1 TYPICAL ROADWAY SECTION 1 NTS 4 COMMERCIAL DRIVEWAY l A T- ^� y'( - '� REQUIUhNDek1 RLx1u111E0 +� G7 � ''''''''''''N...,SIDEWALK WIDTHS YIELD. (STOP) -. 15' o 1 0 0 - 3' 24' SBY 15' 1 o O o° MINOR ARTERIAL` PRINICIPAL ARTERIAL` TUKWILA URBAN CENTER (SEE NOTE 1) REDANDWHITEEQUIR '4YtIERE /- / OR U CHANNEL ASDIRECTEDBY GTY EN IRNEER TED POST 5' 6' 8' - 27� .I DBYTDPOST REQUIRED BY THE CITY ENGINEER �. Iiin � O O O^O O O• O LEGEND I-� CURB RAMP MIN.4'uw0Er1G (SEE RS-12) A �I� -. F-3' SSY DSY - DOUBLE SOLID YELLOW SSY - SINGLE SOLID YELLOW SSW - SINGLE SOLID WHITE DETECTABLE WARNING t��__. PATTERN (SEE DETaL) �S'. 4. MIN. 9--I A A B ruMP -• 9. 1-L-.3' O° 39 4° 0 0 0 0 O O O y- SSY* SBW - SINGLE BROKEN WHITE SBY - SINGLE BROKEN YELLOW TYPE 2YY REFLECTOR 11 O,MAX 1 36" /////// ///////// //W/// //✓////!/ s'"�I scOREJDINr3EyERYtr s 5'-`1 !EXISTING if2' MAX. TD MIN. MAX A I B PAVEMENT` 114'AIIN. LIP ' + 1-518" 2-370` l DC� - STOP &YIELD INSTALLATION \\ ( 1Y1S++ .........., • + B MI' 1:1 o TYPE #1 YELLOW TRAFFIC BUTTON 0 TYPE #1 WHITE TRAFFIC BUTTON ' 11AN �` \ A ®1 f I l N.�. I ' •*'• + 4 THICK CEMENT CONCRETE MDEWALK 0 1-ins" ''"'� .4 ` 18 THICKENED EDGE -^t 1 'c 1a� 8" iliacGURFR •-.-I 1--D ELEVATION EDGE OF SI4EWALK EDGE OFSIDEWPLK 3'WIDE EDGERFINISH lI+ - •.. I f r- I 2T -- ■ TYPE 2VNN REFLECTOR SECTION A -A DETECTABLE WARNING PATTERN a"(TVP.} 0 ° O O O O O O "- '""'„- NOTES: (SEE NOTE 5) 1 1 0 0 0 O 0° 0 t•3' DSY 0 DIRECTION OF TRAVEL * THIS SPACING SHALL BE USED ONLY WHEN THE (SSY) IS USED IN 3/V FULL DEPTH 15 DTANSION JOINT EM'ANSION JOINTS EVERY 15' 2%MAX, PLAN VIEW 1. RAMP AND APPROACHES SHALL BE CLEAR OF OBSTACLES INCLUDING HYDRANTS, POLES AND INLETS, 2. RAMP CENTERLINE SHALL BE PERPENDICULAR TO OR RADIAL TO CURB RETURNS. UNLESS OTHERWISE. SPECIFIED BY THE ENGINESR. MAXIMUM SLOPE SHALL BE 12:1. - 3. FULL DEPTH EXPANSION JOINTSARE REQUIRED ON EACH SIDE OF RAMP AND SHALL BE PLACED AT 15' SPACING IN GENERAL SIDEWALK PORTION. 4. CURB RAMPS SHALL BE PLACED TWO PER RADIUS ON ARTERIAL STREETS OR AS DIRECTED BY THE ENGINEER. 5. DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) MUST BE PRECAST PAVERS MEETING ASTM C902 CLASS SX TYPE 1 OR C736 OR C1272 TYPE R. ACCEPTABLE MANUFACTURERS AND PRODUCTS ARE : a) ADA PAVERS AS MANUFACTURED BY WHITACRE-GREER, AS DESCRIBED ON THEIR WEENIE: htEp9/www w 8ver.co/NBdkbmchumB:pdf (BRICK RED) b) ARMOR11LE AS MANUFACTURED BY ARMORTILE TACTILE SYSTEMS, AS DESCRIBED ON THEIR WEBSITE: hUplAvww.emmr-blaaunrtvncateddameskaot puce•htrn#Ca J%201n%20P/ace%24Cabis (BRICK RED) c) CASTINTACT WARNING PANELS AS MANUFACTURED BY MASON SUPPLY CO. OF PORTLAND. OR, AS DESCRIBED ON THEIR WEBSITE: ht/p 1M w mascanatkastintacJ (BRICK RED) d) STEP -SAFE AS MANUFACTURED BYTRANSPO INDUSTRIES. INC. OF NEW ROCHFI I F, NY, AS DESCRIBED ON THEIR WEBSITE: htlplAvww.trsnapacon Sb,P Sa83 hfm (BRICK RED) ON A CASE BY rTARF BASIS FOR RETROFITTING EXISTING RAMPS, THE FOLLOWING PRODUCTS MAY BE APPROVED, ONLY WHEN BRICK`REIT COLOR BECOMES AVAILABLE: e) TOP MR W ARK, AS MANUFACTURED BY FLINT TRADING, AS DESCRIBED ON THEIR ht$r./AVwwJlintbadtngconvr pmartchtm 1) VANGUARD DE i ECTABLE WARNING SYSTEMS AS MANUFACTURED BY VANGUARD ADA SYSTEMS OF AMERICA, SNOI-IOMISH, WA, AS DESCRIBED ON THEIR WEBSITE: MfD/M1ww.vanguantonMie. so d 8. PAVERS WILL LAY ON TOP OF 4' UNREINFORCED CONCRETE BASE. SETTING BED AND JOINTS TO BE MORTARED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTION OR WITH A MAXIMUM I1211 THICK BED of LATEX MODIFIED CEMENT MORTAR MORTAR JOINTS TO A W DTh NOT GREATER THAN 5/32' AND NOT LESS AN1/18'.PAVERSSHALLNOTBE DIRECTLY TOUCHING EACH OTHER UNLESS THEY HAVE SPACING BARS. MORTARED JOINTS ARE TO BE FLUSH WITH TOP SURFACE AND' STRUCK SO AS TO ONE A SMOOTH SURFACE. PAVERS SHALL BE LAID SUCH THAT JOINTS ARE LEVEL WITH ADJOINING JOINTS SO AS TO PROVIDE ASMOOTH TRANSmoNFROM BRICK TOBRICK AND BRICK TOCONCRETE SURFACE. 7. SEE WSDOT STANDARD PLAN F40.10-01 FOR DIMENSION OF DETECTABLE WARNING SURFACE. 8. SEE WSDOT STANDARD PLANS F-40.10-Cl, F-40.12-00, F-40.1500, F40.16.00, F-40.18-00, F-4020-00, & Ft210 {YO FOR ACCEPTABLE ALTERNATE RAMP LAYOUTS. NOT TO SCALE FACE OFCURE ti FACE OF CURB CURS & GUTTER (SEERS' TER f. � 1' WIDE x eer DEEP SCORE JOINTS 8r8' MINUS ROCK 2T CONJUNCTION WITH THE (SBY) --^I ❑ I I O O �3'_ O O -_ O O O O • SSW I CRUSHED 4' 18" 1e' THICKENED EDGE ON RADIUS - SECTION A ► 3re'X3.5' EXPANSION JOINT as° I ELEVATION NOTES:: ❑t?O -J 15' „-3 O O ❑ "-" 24 ❑ SBW AS 0 0 0 0 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWA/WSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. * SEE TMC 9.48.040 NOT TO MALE CURB W/ PARKWAY & SIDEWALK CURB W/ SIDEWALK W/O PARKWAY RECEIVED CITY OF TUKWILA NOTES: NOTES: 1, REFER TOMUTCDFOR ADDITIONAL INFORMATION . DEC 1 2 ZOO$ 2. INSTALL PER CHAPTER 4 OF THESE STANDARDS. 3. USE U-CHANNEL POSTS WHERE NO CURB AND GUTTER: PERMIT CENTER \i 2) D3 9- NOT TO SCALE 1. ALL PAVEMENT THE APWANVSDOT- MARKINGS TYPE 1 AND TYPE 2 SHALL MEET THE REQUIREMENTS OF STANDARD SPECIFICATIONS AND DETAILS . NOT TO SCALE , RAISED PAVEMENT MARKER - r, AFFIC SIGN INSTALLATION CURB RAMP SIDEWALK City of '• of �°-,. CiV of City of �.'► * SHEET: RS-13 SHEET: RS-14 • V► SHEET: RS-11 SHEET: RS-12 AP .. �l REVISION #1: Q6.b3 i 'Y• • t 1,��, REVISION 1. 023.53 I •. +,+' Tukwila REVL910N 81: 0$.Q3 LAST lox: 04.08 y /� :•. :`�i REv row:a1: 08.03 LAST REVtSiC1N:. ;04.U8 APPROVAL: B. SHELTON APPROVAL: B. SHELTON APPROVAL BOB GIBERSON, .CITY ENGINEER � ' APPROWLL BOB GIBERSON, CITY ENGINEER NTS 7 RAISED PAVEMENT MARKER NTS 8 TRAFFIC SIGN INSTALLATION NTS CURB RAMP 6 NTS 5 SIDEWALK APPROVED JAIL 03 2019 City or 1 utewiia PUBLIC Works A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p, 206,725.1211 f. 206.973.5344 engineering pllc www.Ipdengineering.com 02018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 PAVING & HORIZONTAL CONTROL NOTES & DETAILS Sheet Title Sheet ARCHITECTS + URBAN DESIGNERS 1- sjlpd engineering p//clprojectsiweinstein auLtukwila fire station 5ljdesignlsheetsitukwikcfs51_pave & honz n&ddwg coni 12/10/2018 1251 PM SITE SIGNS SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICESSIGN INSTALLATION NOTES:METAL POST NOTES: CURB OR EDGE OF ROADWAY NOTE CURB RAMPS" REQUIRED SHOULD ALIGN WITH CROSSWALK(S) --..,; AS r'�' 2' '4 Q$. Q. °4 JILIN m' a a hhl W -, 4� w�, J ��o F z w ° *n ° L— �2 t a $ I' TRAFFIC DO NOT ENTER R5-1 (30"x30") 1 SIGN- SHEETING REQUIREMENTS1. METAL POSTS SHALL BE o RIGHT TURN ONLY R3-5R (30'x36) 3M DIAMOND GRADE QG REFLECTIVE TELESPAR QUICK PUNCH POST. =h 3' LEFT TURN ONLY R3-5L (30"x36") SHEETING OR APPROVED EQUAL: STOP, YIELD, KEEP RT, TURN 2. METAL STOP AND YIELD SIGN NO PARKING FIRE LANE* R7-9 MODIFIED PER BELLEVUE FIRE REQ RESTRICTION, LARGE ARROW, POSTS SHALL HAVE ALTERNATING TO READ: "NO PARKING FIRE LANE" CHEVRON, CURVE/TURN WARNING, 1' BANDS OF RED AND WHITE 3M ACCESSIBLE LOADING* R7-10802: MODIFIED TO READ "ACCESSIBLE LOADING" SCH O ADV PAD CROSSING, DIAMOND GRADE SHEETING. ALL SCHOOL AND ADV SCHOOL OTHER POSTS SHALL BE AUTHORIZED VEHICLES ONLY* R7-10802: MODIFIED TO READ "AUTHORIZED VEHICLES ONLY" CROSSING, STOP/YIELD/SIGNAL UNSHEETED. AHEAD, OBJECT MARKERS, END OF ROAD MARKER, ALL STREET NAME 3. FOR IN -SIDEWALK INSTALLATIONS, DURING SCHOOL HOURS* R9-3C: MODIFIED TO READ "DURING SCHOOL HOURS" SIGNS, ALL MAST ARM OR CORE 4" DIAM. HOLE. ANCHOR CURB LANE LOADING ONLY*R7-10802: MODIFIED TO READ "CURB LANE LOADING ONLY" OVERHEAD MOUNTED SIGNS. ALL LENGTH MAY BE DECREASED TO OTHER SIGNS SHALL HAVE 3M HIGH 12". 4 PLASTIC STOP 'LINES 6 �' 12 n A. j �� s• �. odd -- --C a=s• ssr 4 $ ` 0 c z x in \ S p ` \ LANE CONTROL SIGN INTENSITY PRISMATIC SHEETING, OR APPROVED EQUAL. 4. POST SHALL BE ROLLED CARBON SHEET STEEL, ASTM A570 GRADE ATTACH SIGN 2. SIGN HEIGHT - (EXCLUDING ADA 50 AND BE HOT DIPPED f_, PLASTIC CROSSWALK LIMES a_s 5-8 14 CORNER BOLT SEE NOTE 7 2" WITH 2 DRIVE SIGNS) GALVANIZED AASHTO M-120 YIELD RIVETS. SEE NOTE 7' FROM BOTTOM OF SIGN TO STRENGTH 60,000 PSI MIN. STREET OR SIDEWALK. 6' FROM POST SHALL HAVE 7/16" BOTTOM OF LOWER SIGN FOR DIE -PUNCHED KNOCKOUTS ON 1" MULTIPLE SIGNS ON ONE POST. CENTERS FULL LENGTH, FOUR EXCEPTIONS ONLY AS SPECIFICALLY SIDES. SIGN POST STATED ON PLANS OR APPROVED SQUARE 2"x2", BY THE ENGINEER. 5. ANCHOR SHALL HAVE 4 7/16" 14 GAGE. QUICK HOLES ONE EACH SIDE 2' FROM PUNCH 3. FIRE LANE MOUNTING SHALL BE AS TOP END. FINISH SHALL BE ZINC GROUND SURFACE FOLLOWS: HOT DIPPED GALVANIZED MATERIAL A. 60 INCHES TO TOP OF SIGN TO MEET ASTM A500 GRADE B. s'e" Talc z CURB OREDGE OFPAVESIENT zr- o=s° I ss f 11 `y t -" SIGNALIZED "° 12 OR `' STOP SIGN SCHOOL. �— o'— OR UNPROTECTED f O a 1-- ° . t9 w a w m CD w a �°u Z te w m V N J Q U p Et J w cn co �'" w © etZ C, y 2' a ©z ' �' NCI'TGSCALE' 22" cr —D -g:M 7E-t t IG ' "� n=n=u=n WHERE MOUNTED ON BUILDING _ l= = = OR NOT LOCATED ADJACENT TO 6. DRIVE RIVETS TO BE TL3806 ,try ANCHOR SQUARE PEDESTRIAN WALKWAY 3/8" DIA. r' B. 80 INCHES TO TOP OF SIGN a 2.5' X 2.5" O.D. 7 WHERE LOCATED IN OR 7. CORNER BOLTS TO BE TLCB516M. 1:��' GAUGE, 24" LENGTH I1. SEE NOTE 5. ADJACENT TO PEDESTRIAN CONTROLLED CROSSWALKS NOTES: wit. -- -t WALKWAY. 2' 11,-. . L; 2 CUBIC FT. CONCRETE 4. ADA SIGN MOUNTING 5' FROM SQUARE METAL POST ELEVATION OF PARKING SPACE 1. CROSSWALK BARS NOT TO BE PLACED ON THE WHEEL PATHS' AND EVENLY DISTRIBUTED. 2, USE 12" BAR IF SPEED LESS THAN 35 MPH. 3. USE 24' BAR IF SPEED' IS GREATER OR EQUAL TO 35 MPH. *4, 2' CROSSWALK BARS TO BE` CENTERED ON CENTERLINE; LANE LINES, AND TRAVEL LANES. NOT TO SCALE MEASURED TO BOTTOM OF SIGN IN ACCORDANCE WITH ICC/ANSI A 117.1-2009 SECTIONS 502 & 503 5. CONTRACTOR SHALL SUBMIT A MOCK UP OF ALL MODIFIED SIGNS TO ENGINEER FOR APPROVAL PRIOR TOOSNSDER OR PURCHASE OF NTS 4 SITE SIGNAGE CROSSWALK UTILITY ADJUSTMENT o o DESIGN AND PLACEMENT ,e CATCH BASINS AND MANHOLES '•` +�T: RS-19 s *I RS 1 ,•;:T14 ila ' REVISION #1: 08.03 fTu ila NEVI NCI: 08.04 I LAST REVISION: APPROVAL: B. SHELTON APPROVAL B. SHELTON CROSSWALK - DESIGN AND PLACEMENT I NTS 2 UTILITY ADJUSTMENT - CATCH BASINS AND MANHOLES 2' 3 2 LAYERS 4" WHI PAINT STRIPE EXPANSION JOINT © 20' O.C. TOOLED JOINT / / 3 16 x1 1 2 PREMOLDED 1/4" TOOLED RADIUS CONT MASTIC JOINT STRIP WITH i 2" MIN DEPTH MEDIUM BROOM SAWCUT JOINT CcD % :ONTRACTOR'S OPTION FINISH WITHOUT) SHINERS t RESERVED PARKING RESERVED PARKING STATE DEASSFD PARKINS PERMIT IMMURED STATE DISARM PARICNC PERMIT REQUIRED ' VAN ACCESSIBLE 8-FOOT WIDE SIGN POSTS SHALL PER POST NOTES INDICATED SIGN DETAIL 6 THIS SHEET NOTES: � " " �'� r "�"%'� 5-1 2 / � 'ff � �� 24" Apr RECYCLED PLASTIC WHEELSTOP (GREY) PERVIOU WALK // /// 2 1 2' % 1'_5" ,, 0 C..1 f EACH PARKING SPACE RESERVED FOR PERSONS WITH PHYSICAL DISABILITIES SHALL BE IDENTIFIED BY A REFLECTORIZED SIGN PERMANENTLY POSTED IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH STALL OR SPACE CONSISTING OF A PROFILE VIEW OF A WHEELCHAIR WITH OCCUPANT IN WHITE ON DARK BLUE BACKGROUND. THE SIGN SHALL NOT BE SMALLER THAN 70 SQUARE INCHES IN AREA AND SHALL BE CENTERED ON AND JUST BEYOND THE FRONT EDGE OF THE PARKING STALL. SIGNS MAY ALSO BE HUNG ON THE WALL AT THE INTERIOR END OF THE PARKING SPACE. SIGN MOUNTING HEIGHT SHALL BE 60 INCHES ABOVE THE PARKING SPACE FINISHED GRADE. AN ADDITIONAL SIGN SHALL ALSO BE POSTED, IN A CONSPICUOUS PLACE AT EACH ENTRANCE TO OFF-STREET' ' PARKING FACILITIES, OR IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH STALL OR SPACE. THE SIGN SHALL BE NOT LESS THAN 17 INCHES BY 22 INCHES IN SIZE WITH Lb. I ERING NOT LESS THAN 1 INCH IN HEIGHT, WHICH CLEARLY AND CONSPICUOUSLY STATES THE FOLLOWING: "UNAUTHORIZED VEHICLES PARKED IN DESIGNATED DISABLED PARKING SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR LICENSE PLATES ISSUED FOR PHYSICALLY DISABLED PERSONS MAY BE TOWED AWAY AT OWNER'S EXPENSE. TOWED VEHICLES MAY BE RECLAIMED AT OR OR BY a° a pe' ° ° A ° n'D 4f / 4' /, i ,: > /'/ ' % 10" EMBED MIN a a 4 a a . 4 ASPHALT o _ p a © o PAVEMENT a 4 a 4 4 ' REBAR a o 4 0 4 i il,�ii i, �'i �i i ,, ii i i i ,& i ii i i i `�'` `�'`�"`^`^`'��`^`^`^`�^`�`��`�`��`��`��`�����`�� � 4" MIN CRUSHED SURFACING TOP COURSE 4" MIN CONCRETE - SIDEWALK NOTE: % �4jj/ / /// . -//� ,,,,,;,, ,, // ;ji/f,�j/j 5» -%-. <ri'fi%/ % -► �//, % 5 %�� �, %'i%; j/i %�� 1.4' fr j ;7„i/ �ji; �6, ,. ��'/� ; iyf , %ii %f� � /��, ; 4' //ir .,! f / j5 % �/� /r/" / 1'-8" / ,; 5 % / -. % f DOWEL a • CEMENT CONCRETE TRAFFIC CURB FLUSH WITH ASPHALT WHEEL STOP 6 1. MINIMUM CONCRETE 3000 P.S.I. (5 1/2 SACK) 2. SEE LANDSCAPE SITE PLAN FOR LAYOUT OF TOOLED AND EXPANSION JOINTS. EXPANSION JOINT LAYOUT SHOWN ON LANDSCAPE SITE PLAN TO SUPERSEDE GENERIC EXPANSION JOINT LAYOUT. 3. IF WALK IS OVER 8' WIDE, PLACE LONGITUDINAL EXPANSION JOINT ALONG CENTER OF WALK WHERE REPLACING EXISTING WALK, START NEW WALK AT EXISTING JOINT iROF TUKD CITY OF UKWiLA ��� DEC 1 2 2018 JAN 03 2019 PERMIT CENTER City of IUKWika PUBLIC Works ®'' CONCRETE WALKWAY 8 NC WAY /// „ /!����/ /f�/r, 02 /1 %/' '� ` /' TWO 1'-4" 8" 11" G / LAYERS WHITE �<,f,,,,�, ����„�,�, ,.,,: i-1� •,,,% PAINT NTS ADA SYMBOL PAINTED WHITE)& BLOCKOUT STRIPING 7 _ TELEPHONING tt NTS 5 ADA PARKING STALL SIGN A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 SWP CRL MJS 1932FirstAve, Suite 201, Seattle, WA 98101 p. 206.725.1211 f 206.973.5344 engineering pllc www.lpdengineering.com ©2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. REvItWED I -OK CODE COMPLIANCE APPROVED FEB 26 2019 City ofTukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 PAVING & HORIZONTAL CONTROL NOTES & DETAILS Sheet Title Sheet ARCHITECTS + URBAN DESIGNERS D W 1- s:11pd engineering pIldprojectsiweinstein outhArdo fire station 511designisheelsitukea_fs51_pave & horiz n&d.dwg cool 12/10/2018 1.2:51 Ph COMPACT 12" STENCILED L.I I ERING 12" FIRE ACCESS NO PARKING LETTERING LIMITS PER PLAN IMITS PER PLAN ' \v,,. •,w, \\ .m\w,\ww,•\.\ ..'N;\ ,\\ u . a s.'A,\ : ,'' ‘'w\ "„ .x, W ',,%.0.% :x.k• " . " %uI \ '‘, \‘'''''',', \ .. , \ ' ..,, -.• •‘'*, k.. '•\,,,,,,, '''''',,,,, ,,, , \\\,,,\ \ \ „„ \ , ..,-,,,, -,;,,,,,\,,..,,,,.\\-X---,,:.,,,,,,,,X,-,,,,„ ,),,,„ \,,,..;:.-„:,,,,,MM-,_\-,,,,,, ...-,-...‘,..-,,,sMs,-,,,,\ \,,-,-,ft,„\,,,,,,,- ,,,,,,,:,,K.s.,,,,,,,,,,-,,,-,x,„:„-..,,,,,,,,,ssk-,,,,,,,,%\ 2 LAYERS 4" YELLOW PAINT STRIPE FOR FIRE ACCESS. 2 LAYERS 4" WHITE PAINT STRIPE FOR ADA PARKING NTS BLACKOUT STRIPING & STENCILED LETTERING DETAIL 1 A THROUG JOINT CW THROUGH JOI SEE NOTE 5 0 B41 C 4— :•::::::::::::: •:•:•:•:•:•:•:• SCORE LINES• (TYP .:::*:*:*:•:•-•*: •:•:•:•:•:••.• :•:•:•:•:•:•:.: •:•:•:•:•:-:•:• :::••••••:•:•... •.•:•:•:•:•:•:. • ' • • • ' • ' ............... .........•.•.-. •X:%":%%%. 1 ..... .•:. . . ••••:•:-:•:•:•: •:•:•:•:•:•:•:. :•:•:•:•:•:•:•: •:•:•:•:•:•:•:. ::::•:•:•:•:•:. ••.•:•:::::::::. :-:•:•:•:•:•:•: •:•:•:•:•:•:•:. ::::::::::::::: -.......-/' 12:1 MAX SLOPE 3' —0"MIN WIDTH B 4— WIDTH PER PLAN C 12:1 MAX SLOPE 3' —0"MIN WIDTH SECTION A=A ,—THROUGH JOINT CW CW A TRUNCATED DOMES DETECTABLE WARNING PER WSDOT STD PLAN F-45.10-00. TWO OPTIONAL LOCATIONS SHOWN. INSTALL IN LOCATIONS SHOWN ON PLANS NTS DIRECTIONAL CURB RAMP DETAIL 3 CONCRET PER PLAN ASPHAL PAVEMENT o()0 \ \ \ \ \ \ \ \ \ \ \ / \ \ > 8" MIN 8" MIN NTS ASPHALT -CONCRETE TRANSITION SECTION 4. VERTICAL CONCRETE CURB ASPHALT PAVEMENT FINISH GRADE NTS CURB TAPER SECTION FINISHE GRADE SUBGRADE COMPACTED TO FIRM AND UNYIELDING CONDITION 12" SAW —CUT, TACK COAT AND MATCH EX ASPHALT GRADE EXISTING ASPHALT 0 no oo/ \-\\ / • p ; •c). •//, 0,P:P.OP EX UNDISTURBED PAVEMENT SUB —BASE MUST BE COMPACTED TO 95% MAX. DENSITY PER ASTM D1557 HMA CLASS 1/2" ASPHALT CONCRETE PAVEMENT CRUSHED SURFACING BASE COURSE PER WSDOT SECTION 9-03.9(3), COMPACT TO 95% MAX DENSITY 12" GRAVEL BORROW PER WSDOT SECTION 9-03.14(1), COMPACT TO 95% MAX DENSITY OR EX SUBGRADE MOISTURE CONDITIONED COMPACTED TO 95% MAX DENSITY PER ASTM D1557 NOTES: 1. IF EX PAVEMENT SECTION IS THICKER, MATCH EX SECTION. OTHERWISE CONSTRUCT SECTION SHOWN. 2. SAW —CUT FULL DEPTH WHERE NEW PAVEMENT ABUTS EXISTING AND APPLY TACK COAT. 3. PLACE ASPHALT IN ACCORDANCE WITH WSDOT APWA SECTION 5-04. 4. PROOF ROLL AND REMOVE ANY SOFT SPOTS. REPLACE REMOVED MATERIAL WITH GRAVEL BORROW. CONTRACTOR SHALL TEST AND VERIFY SUBGRADE MEETS COMPACTION REQUIREMENTS PRIOR TO PAVING. LIGHT DUTY HEAVY DUTY HMA 3" 4" BASE COURSE 5" 7" NTS -7 ASPHALT PAVEMENT SECTION FINISHED G ‘,JC)Cgo,,J COMPACTED SUBGRA o--, 0 0 o-,0 0 oc-, 0 0 olc) 0 o-, 00 00 00 c,o0o0 00 oo 0 o 0 oo,10,,or\og, o- 0 '‘\ '`• , `\\ A ' 7" CEMENT CONCRETE (CLASS 4000 PSI) 6" CRUSHED SURFACING BASE COURSE PER WSDOT SECTION 9-03.9(3) COMPACT TO 95% MAX DENSITY NTS ri HEAVY DUTY CONCRETE SECTION 5-1/2" 1'R. ASPHAL PAVEMENT A jtjAjthieAliii; ,..1110••••••••1111.....! 731 Plialialte; \40;.404,00.040;40, .„\ItioNiv•t11411,1 • \ )x \k, 7-3/4" SLOPE VARIES CAST -IN -PLACE CONCRETE 4" MIN CRUSHED SURFACING TOP COURSE NTS 1 A CONCRETE VERTICAL CURB I V NTS 1 1 NOT USED I I 6" 6" (:::6:6();;;;:::;;,-757°:::0::a"-c':?u6:e%°6(716(Vc(1)6Ctc)a)(5()T126° 100..:( o:11:;::( :(5pZ:5;c, :(5;(Sr..;Q).:7; 7, 7: p:nP7S. sopy. ;). 7. : )60 „c'( e5c.' c, )o< \ \ SUBGRADE UNCOMPACTED 6" DEPTH PERVIOUS CONCRETE PAVING (WALKWAYS) 8" DEPTH PERVIOUS CONCRETE PAVING (PARKING AREAS) 6" MIN BALLAST PER WSDOT STD SPEC —03 • 2) 12" WATER QUALITY TREATMENT SAND: THE SAND SHALL CONSIST OF A MEDIUM SAND MEETING THE SIZE GRADATION (BY WEIGHT) GIVEN IN TABLE 8.5.1. THE CONTRACTOR MUST OBTAIN A GRAIN SIZE ANALYSIS FROM THE SUPPLIER TO CERTIFY THAT THE SAND MEETS THE NO. 100 AND NO. 200 SIEVE REQUIREMENTS. (NOTE: STANDARD BACKFILL FOR SAND DRAINS, WA. STD. SPEC. 9-03.13, DOES NOT MEET THIS SPECIFICATION AND DO NOT USE SPEC 9-03.13 FOR SAND FILTERS.) TABLE 8.5.1 SAND MEDIUM SPECIFICATION U.S. SIEVE NUMBER PERCENT PASSING 4 95-100 8 70-100 16 40-90 30 25-75 50 2-25 100 <4 200 <2 SOURCE: KING COUN SEPTEMBER SURFACE WATER DESIGN MANUAL, A APPROVED JAN 03 2019 ot Tukwila PUBLIC Work5 Cgm RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER NTS 1ei PERVIOUS CONCRETE SECTION 1 L A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No, 17001 Designed by Drawn by Checked by SWP CRL MJS P 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206,725.1211 f. 206.973.5344 engineering plic www.lpdengineering.com © 2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Engineer. REVItVVEU I -OR CODE COMPLIANCE APPROVED FEB 26 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 PAVING & HORIZONTAL CONTROL NOTES & DETAILS Sheet Title Sheet ARCHITECTS + URBAN DESIGNERS D _seweidwg con/ 12/10/2018 1 /pd engineering pllc jprojects i weinstei, 1 1 WEST LINE OF AREA COVERED BY ROAD EASEMENT & WATER ON PARCEL B EASEMENT REC. #4857802 BERM / // !` I CELL 2 / f (=POND12.0) 1 BOT.I I 1 1 1 I 1100 YEAR WS EL 24.75 / / ! >/ ! CErT'�--7! (POND SOT. / +1' SEDIMENT / / STORAGE = / 12.0) // / 1 1 � 1 I 1� / DETENTION 1 1 POND TOP 1 EL 28 ISDMH RIM=33.97 IE 6" CPEP (NE)=19.51 IE136" CPEP (5)=19.41 SDMH RIM=31.91 1E1 36" CPEP (E)=19.q E 6" CPEP (SW)=19.1 PERI SEGALE PROPER TIEt LL TUK ILA SOUTH PROJEC N RTH POND - OUTLEIT -/ (souTn/) IE 36" CPEP=1915 APPROXIMATE END FIER GOLDSMITH NORTH PC1ND I -OUTLET S0111TH NO STUB MARKER 'OR PIPE FO/JND CB RIM=.30.86 IE 18" PVC (W).26.1 E 24 CO (3)=26.1 6 CHN LN s 8" WATER (HIGHLINE WATER DIST) 6' STW IP FNC S9'50'27" yy _--CB RIM=29.16 G IE 8" CPEP (S)=25.16 s SS Ir 1 1 1 VACATED BY TUKWILA ORD 2400 KING COUNTY RECORDING NO. 20160120000736 rC" erci-(-1 . 33 IE 6" (SEX- (5w)-=31. IE 6" FLAX (S)=31.5 N. FUEL SPILL KIT (SEE MECH) 20' UTILITY ASEMENT EC #5F36121 20' UTILITY EASEMENT REC #20130916000018 N9'50'27"E CONCLK SD y7,269.26�MH IM=32.20 CONC )=23.4 IE 12" CONC (W=23.4 IE 12" CONC (S)23.6 X T. W & S ASSUMED TO��BBE PLUGGER & GUTTER CONCP WALUK ss SSMH RIM=31.32 IE CL CHAN 8" PVC (NE/S)=25.2 SSMH RIM=32.44 IE CL CHAN 20"CONC A=82'19'01 R=40.0D' 20 LF 6" SSS @ 12.4% BUILDING FF 35.0 S4 6' SSCO RIM 34.94 IE 29.00 (6" SSS) CONNECT SIDE SEWER PER MECH IE 29.0 48 LF 6" SSS @ 3.9% LRSEY BARRIER: RAFFIC S'ICNAL; O P (TYP): 4" STW IP N 64,28 16" STW 10.68' RIM=30.96 CMP (W)=1 CMP (E)= UP SMISSION N:1. ,308.59 1111'IIIIIIIIII111 IIIIIIIIIII IIIIIIIIIIIW'�1 II I'I II II 11 II 11 11 II 11 II, /'% \! -4/ I ' G w w w GAS (SEE MECH) SSW SSMH TYPE 2=48' - - RIM 33.52 IE 25.82 (6" W) IN IE 25.82 6" N) IN ` IE 25.72 12" E) OUT �. �- 1 4 5 6 C4.1 C4.1 C4:T C4.1 C4:1 0=75'54'39" R=107.24' _ - - CONNECT TO EX ss 12" SS STUB IE « 17.0 SDMH RIM=31.35 - IE 18" CONC (N)=22.7 - IE 12" CONC (S)=22.9 - - 22"DEC 6"DEC 8"DEC CB RIM=31.66 IE 8" CONC (SE)=27.1 IE 8" CMP (SW)=27.3 SW ASSUMED ABANDONED 18"DEC T CB, TYP N1 UNDER ROOF RIM SE ER) N IE 31.3 (6" E) OUT\ 20 LF 6" SSS @ 2.0% / � , -- --Zs,. --.T- -/„. ////222 ///, /////, // / A(9/ // ``��-".`,_ - / /// / /�//!A ///// "`\ `\` . -. _ -- / ! / / �., / / , \ -. --'-,\� \ �` j/ ///////,///,„,, , � , `.- ti ` , �. \ = 7// // /, // X ',,.\� ` \ �`�\` J////// ///,/4 %CS l \�\� .`_�// //�--�/// , / � // , -\��----,!//////j//// Al 1 ` ! IE 6" PVC CULV=33.8 f // ///,///// \ \ \ \ CB RIM=26.05 \` IE 12" CMP (NW)=24.1 _IE 12" CMP (NE)=24.1 SSW 6' SSCO � RIM 34.64 I ' IE 30.91 (6" SSS) Cv 41 LF 6" SSS @ 7.2% SEW 6' SSCO RIM 34.28 C4.1 IE 27.94 (6" SSS) ' 6' sscO RIM 33.80 C4.1 IE 28.33 (6" SSS) SEW, 6' SSCO RIM 33.70 C4.1 IE 27.20 (6" SSS) 5LF6"SS@4.0% OIL/WATER SEPARATOR WITH OIL SHUT 7 OFF VALVE (SEE MECH, M901) IE 27.0 6' S @ 20.0% SS STUB FOR FUTURE PAD IE 26.62 26 LF 6" SSS @ 2.0% N:164,4 .1'� E:1 .87,252. '1'J 'DEC SSMH RIM=30.71 IE CL CHAN 20"CONC (NW/SE)=16.2 12" PVC (SW)=16.6 10) CB RIM=29.84 CONC (SW)=24.2 SDMH RIM=30.58 IE 18" CONC (NW)=22.3 IE 18" CONC (SE)=22.2 IE 8" CONC (NE) 15' UTILITY EASEMENT REC. #6343861 / ss --213.63 J€ 1-2"'CONC (N)=21.8 IE 12" CONC (S)=21.8 IE 12" CONC (W)=22.4 CONTRACTOR SHALL COORDNATE AND MEET WITH PSE'S PUBLIC P•FROVEMENT 01) NSFECTOR BEFORE CROSSING THE HIGH PRESSURE GAS MAN PICRIC SHALL BE AT THE DFECTION OF PSE CONTACT: L EL LASIE BY, PI INSPECTOR GFR OWN MOBLE (360) 239-2473 EMAL: hELLAEEPEIVSECOM E 12" CPEP (NE)=22.1 IE 8" PVC (SW)=24.8 so FND REBAR & CAP LS 30429" SDMH RIM=29.57 IE 18" CONC (NW)=21.8 IE 18" CONC (SE)=21.8 IE 24" CPEP (SE)=21.9 0 z ss- 20 10 20 40 Scale 1"=20' LEGEND i -230� -231- - 230 231 FF 78.0 ///////////,.� • \'/ \'/ ,I i ,I 0 SSCO • PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT LIGHT DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY CONCRETE PERVIOUS CONCRETE GRAVEL SURFACING VERTICAL CURB CURB AND GUTTER DRAINAGE SWALE BIORETENTION CELL QUARRY SPALL DISCHARGE PAD AREA/OVERFLOW DRAIN TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE FOOTING/SUBSURFACE DRAIN STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION ���-- BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION CITY OF TUKWILA UTILITY NOTES 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4-FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. APPROVED JAN 03 2019 City of 11iiElVllc PUBLIC Works RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Call 3 Working Days Before You DIG! Ct u; 1-800-424-5555 A 12/11/18 Design Revisions P 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 SWP CRL MJS • 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206,725.1211 f. 206.973.5344 engineering pllc www,IpdengineerIng.com © 2018 LPD Engineering pllc -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 SEWER PLAN Sheet Title Sheet C 4 ■ O ARCHITECTS + URBAN DESIGNERS STEI A+U w 3 r n&ddwg conl 12/10/2018 12:52 PM l tukwila fire station 51 l design I sheets l tukwila_Is51, 3:11pd engineering p/Iciprajectslweinstein MH RING COVER NOTES: 4 wleas. 3/4• THICK �. ili"IN MANHOLE RING AND COVER 1p1• t- 1 -1 r--- 1 '/;I.®®'1t1�.�I'i/I/.0�� [fj �'"-ACCESS tAOELEQC.O. - - ,, 2' ❑ 1. RUBBER GASKET & GROUT AT ALL JOINTS.. GROUT ALL LIFTING 24" f MAX. / ,� .� �""���I� a•MAx: � ' ,,;�-- •,, asaTHDLEs 8' MIN. TO 25'MAX. .- ,'-• �. .....r- ...., �* STEP •' 4•MIN. ,• - 4"Min. o ❑ FINISH ftAQE � L �1 '�►.y,�•� A EL 9f4' LETTERNG 8 EYE HOLES. 0• MIN. T010' MAX. 2. STEPS SHALL BE � 1111 � fir isi • .41 LANE #P-13936. REFER TO SS-13 FOR PRECAST CONCRETE RINGS s• STEP ❑ � 1 ' Q Kr.•w � PLUG _. STEP DETAIL. ; . f �, I � -11S"RAISE -1/2" WIDE BORDER. PLAN 1, VIEW 12' FIBRE PACKING DIA JOINT 4 4374" PRECAST CONE SECTION •' �, r �' �'" _� i PIPE DIAMETER MAX, 21" FOR 48" M.H. MAX. as° FOR 54"M.H. CHANNELIZATION ----� - `. .• . 12" IYP: ACCESS DETAIL 1-114' LETTERING {1)1' DIAMETER PICKHOLE COVER PLAN iii 9. s-ara• 8-3/4" r1-1t4", 45° BEND 2.. ( FRAME PLAN e \���\o.��� i ��'� iv;11. i ,i►� �5lE3' 2-7tB" 4• ( -, 1 I I 1, a, t-. . /*If .-w. 25" 25.1hP 7- 4' NOTES: I r-, - • -+-- . 8, A INSTALL GU MANHOLE KOR-N-SEAL BASE LINER, AVAILABLE THROUGH PREDL GU LINER SYSTEMS , GROUT BLOPESHELFTOPIPE:494 ( GU MERLE ,, ! GROUND 1" r 24 8' MIN AT C.L. 15' ELEVATION SEAT. SEAT.i ry 1 L to MAX.'12 J *MAX • SECTION A -A �. CAST IRON RING AND COVER �' NOTES: GRAY IRON LOCKING e' t MACHINE GROUND SEAT.---.' =;\i\\\\ �. -. COVER - fA (ALDERGROVE, B.C. SIDE CHANNEL i r 4�MIN. ��� - • , 6` I ... CANADA (604)807-7755) f ��%%;� j�1/ ' • : •: EARTH I. MAX. PIPE DIAMETER ENGINEER. 2, RUBBER; GASKET 3. GROUT ALL 4: SEE SS-08 FOR 5. SEE SS-13. FOR 6. INSTALL PER *APPLIES TO 24" MAY BE LIMITED BY PIPE CONFIGURATION OR AS DETERMINED BY AND GROUT AT ALL JOINTS. LIFTING EYE HOLES: ACCESS AND CHANNELIZATION. STEP DETAIL. CHAPTER 8 OF THESE STANDARDS. OR SMALLER DIAMETER PIPES. NOT TO SCALE satr6• INSIDE DROP IN. 0.1' MAX. 1 si ) %� 4, - / �/f J j /f� /%/ /� / /��/ //% . • •ice. SECTION B-B GRAY IRON FRAME NOTES: ®� SIDE .SEVvER f % / :.,i • -: r, . • ! a `'. .I. 1. FRAME TO BE GROUTED. 2. COVER TO BE EJIW CATALOG NUMBER 3717C1PT, AND PRODUCT NUMBER NCR07-27758, WITH THE SEAL OF TUKWILA, AND LEGENDS 1908, 2008, AND SEWER. 3. FRAME TO BE EJIW CATALOG NUMBER 3705CPT, OR EQUAL. 4. INSTALL SO THAT BOLT HOLES ALIGN WITH CENTER OF LADDER. NOT TO SCALE 6•MIN . PRECAST L r-+ -•4a..• 6" MIN. CRUSHED ROCK 12' MIN. RASE I CHANNELIZATION NOT TO SCALE NOT TO SCALE >& SEWER MANHOLE MANHOLE MANHOLE SANITARY SIDE SEWER a Cigy of 24" FRAME WITH COVER. City ofACCESS AND CHANNELIZATION ry City of CLEAN UT 1~ Cityof 48" AND 54" SHEET: SS-08 - , SHEET SS-11 - ? 1T• SS-04 ' = m SHEET: SS-03 ;;d�;�.: "y� ta i REVISION EU il8.03 1 LAST REVISION: 03.08 • `%'� d REWHON EL: 08.03. (LAST REVTStON: oa,08 v • • 7�e it REVISHIN Pt 08.03 r •Tu au REVISION 41: 08.03. I 1..1„••, APPROVAL B. GIBERSON APPROVAL: BOB GIBERSON, CITY ENGINEER APPROVAL: B. SHELTON APPROVAL: B. SHELTON NTS 3 MANHOLE - ACCESS AND CHANNELIZATION DETAIL SEWER MANHOLE - 24" FRAME WITH COVER DETAIL SANITARY SIDE SEWER NTS - CLEAN -OUT DETAIL 1 NTS 2 MANHOLE - 48" AND 54" DETAIL A NTS NOT USED RECEIVED CITY OF TUKWILA ; ® APPROVEDDEC 1 2 2018 ' CENTER JAN 0 3 2a19 City of "IuKwila PUBLIC Work 1A �, �NTS NOT USED tJ 13°CC Al _ o Oo n" o o o 1-3/16" RED REFLECTORS I 0 00 co o0 0 J L /% 421, ,��o ///::;//// ft • d RAIL 9/16" ROUND BAR 000000000000000000000 0 0 0.0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 Illk If i.% �+ 14-1/4" PLAN I 4110 RUNG 1/2" GRADE 60 3l4" HOLEStonrovatr.o.- 111 al "g�`s►✓i"nso,Ai le 0 0 / POLYPROPYLENE HANGING LADDER i� 00 II 1 + 9io000.0 • •P.D►..r!.!s..,0,04,00 '!._.,0.•,04 i i i I'M�"s 1/2" GRADE 60 STEEL - -1 REINFORCING BAR 0111111111111111111111111111111111111111111111111 '�a•�4sr4f iiaai�i 01101109011440101 i 40000100$ 4010 NOTES: oso*,:�i e�°n0,01.040:,+A`iG�*�' 00000 A,r� 4".�..�®�4I_0'.4 ���,� .. 1. POLYPROPYLENE ASTM D4101 2: `1/2":GRADE 60 REINFORCING BAR A615 3; 9/16" COLD DRAWN BAR C1018 4. PATENT PENDING - LANE POLY STEPS 5. 3/8" DIA. BOLT 316-SS, 3-112" LONG, 6. 316-SS TYP AT LADDER MOUNTS 6. REFER TO DS-10C FOR STEP DETAIL NOTTOSCALE NOTES: ..1. 1. LANE P-13938 CUTOUT OR APPROVED- EQUAL: NOT TO SCALE MANHOLEPERMIT �-_ MANHOLE City of LADDER * o City POLYPROPYLENE SAFETY STEP s SHEET: SS-12 ,. •-' f SHEET' SS-13 p• • .- Tukwila REVISION #1: 08.03 . •"' ll REYI8ION T11: os.o3 APPRQVAL: B, SHELTON APPROVAL B. SHELTON NT5 MANHOLE - POLYPROPYLENE SAFETY STEP DETAIL 6 NTS MANHOLE - LADDER DETAIL5 A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973,5344 engineering pllc www.lpdengineering.com 0 2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Engineer. REVIFWPn FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Date 10/15/18 SEWER NOTES & DETAILS Sheet Title ARCHITECTS + URBAN DESIGNERS stein aultukw/la fire station 51ldesignlsheetsitukwi/cfs51_sewerprofi/e.dwg cod/ 12/10/2018 12:52 PM 36 36 34 32 30 28 26 22 EXISTING GEADE....... F 333...L.F.. 6,....SS... ®12.0%... ; STA.:50+12.00, : o.oq', RIM....34:94.................................... IE 29.00 :(6" S) IN IE 29.00 :(6": N) oul STA ....50+45.37;....0:00' RIM :33.80 IE 28:33 (6" S) •IN • 20 LF 6" •SS IE 28:33 (6" E) :Out . : tg. :12:6%::: 20 18 San SSMH TYPE 2-48' STA 50+64.22, 0.10', R '. RIM .33.52 ! lE -25.82 (87 W) • IN •IE 25,72 • (12" E) OUT IE • 25.82: (6:" : N): OUT �-1 34 FINISHED:: : STORM. 30.42 8": WATER:: ...... EX . cAS IE 28.96 • IE 2740 ::EX ELEC_ IE 27.37 EX GAS IE 2500 73 LF 12" SS © 12.5% 16 14 EG 33.40 W 50+00 t'e) M W 0 N) r") EX-sSM • 32 30 • • • • • 28 26 STA 51 +38,62, 0.00', RIM 30.74 IE 16.60 (127 W) IN 0 (3) cn c0 N C7 W Co 0 W 51+00 00 O W N • in c0 K) W 24 22 20 18 16 14 W 51+60 H:1"=20;V:1"=2' ER PR SEW 0FILE NTS n NOT USED L1 APPROVED JAN 03 2019. City Ot TUIfwiia PUBLIC Work it3I474-1 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER NTS NOT USED A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 SWP CRL MJS 1932 First Ave, Suite 201, Seattle,WA 98101 p. 206.725.1211 I. 206.973.5344 engineering pllc www.lpdengineering,com 0 2018 LPD Engineering plIc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 26 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP ARCHITECTS + URBAN DESIGNERS W 1- 50 ilcfs51_cover.dwg con7 12/10/2018 12.52 PM fire station 51 j design j sheets j lu /pd engineering pllc jprojects j 25 50 Scale 1"=50' // t // / // I // / // /' /t/ / /II / /// / /I/ / /// / / / / / 't 10t) / ®- SOUTHCENTER Pq - $GbPft RKW / i 0 0 0 00 1° 0 co / HORIZONTAL DATUM: WASHINGTON STATE PLANE COORDINATES (NORTH ZONE), NAD 83/11 EPOCH 2010.00. BASED ON GPS TIE TO WSDOT MONUMENT GP17005-349 AND CONSTRAINED TO THE WASHINGTON VIRTUAL REFERENCE NETWORK. VERTICAL DATUM: NAVD 88 (GNSS DERIVED GEOID 12A) SITE AREA: TL 3523049008 179,369 SQ FT ± TL 3523049040 68,699 SQ FT ± ALL DISTANCES SHOWN ARE GROUND DISTANCES UNLESS OTHERWISE NOTED. THE LOCATION AND DESCRIPTION OF ALL SURVEY MARKERS SHOWN HEREON ARE BASED ON FIELD OBSERVATIONS TAKEN IN JULY 2016, UNLESS OTHERWISE INDICATED. WORK PERFORMED IN CONJUNCTION WITH THIS SURVEY UTILIZED THE FOLLOWING EQUIPMENT AND PROCEDURES: (A) 1 " TRIMBLE S6 SERIES ELECTRONIC TOTAL STATION, MAINTAINED TO THE MANUFACTURER'S SPECIFICATIONS PER W.A.C. 332-130-100. (B) FIELD TRAVERSE, EXCEEDING REQUIREMENTS SET FORTH IN W.A.C. 332-130-090. THIS TOPOGRAPHIC SURVEY DRAWING ACCURATELY PRESENTS SURFACE FEATURES LOCATED DURING THE COURSE OF THIS SURVEY. UNDERGROUND UTILITIES SHOWN HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY OTHERS AND PACE ENGINEERS, INC. DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABILITY FOR THEIR ACCURACY OR COMPLETENESS. CONTRACTOR/ENGINEERS SHALL VERIFY EXACT SIZE AND LOCATION PRIOR TO CONSTRUCTION. CALL FOR LOCATE: UTILITY LOCATION SERVICE: 811 OWNER CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6200 SOUTHCENTER BLVD, SUITE 100 TUKWILA, WA 98188 OWNER'S REPRESENTATIVE SHIES OBLETZ JOHNSEN (SOJ) 800 5TH AVE, SUITE 4130 SEATTLE, WA 98104 JUSTINE KIM & CARRIE HOLMES T: (206) 838-3706 E: JUSTINEK@SOJSEA.COM ARCHITECT WEINSTEIN A+U 2200 WESTERN AVE, SUITE 301 SEATTLE, WA 98121 EMMA NOWINSKI & LAUREN ROCK T: (206) 443-8606 E: EMMAN@WEINSTEINAU.COM CIVIL ENGINEER LPD ENGINEERING, PLLC 1932 FIRST AVE., SUITE 201 SEATTLE, WA 98101 PHONE: (206) 725-1211 CONTACT: MARC SERVIZI LANDSCAPE ARCHITECT SWIFT COMPANY, LLC 3131 WESTERN AVE, M423 SEATTLE, WA 98121 BARBARA SWIFT & SHAWN STANKEWICH T: (206) 632-2038 E: SHAWN©SWIFTCOMPANY.COM WATER NOTES 1. WATER SUPPLIER: HIGHLINE WATER DISTRICT 2. STATIC PRESSURE: 150 PSI 3. ESTIMATED AVAILABLE FLOW: 1500 — 2000 GPM 4. INDIVIDUAL PRESSURE REDUCING VALVES REQUIRED 5. INSTALL IRRIGATION VALVE ON NORTH SIDE OF BUILDING TO PROVIDE FLOW THROUGH THE LOOP. LEGAL DESCRIPTIONS NEW PARCELS BAND C AS DESCRIBED AND DELINEATED ON CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. L 13-005, RECORDED UNDER RECORDING NO. 201302279000005, IN KING COUNTY WASHINGTON; TOGETHER WITH THOSE PORTIONS OF VACATED SOUTH 178TH S STREET ADJOINING, WHICH ATTACHED THERETO BY OPERATION OF LAW PURSUANT TO THE CITY OF TUKWILA ORDINANCE NO. 2400, RECORDED UNDER RECORDING NO. 20160120000436. PROJECT DESCRIPTION CONSTRUCT A NEW FIRE STATION WITH 6 ON —DUTY STAFF. BUILDING TO HAVE A DRIVE —THROUGH CONFIGURATION AND INCLUDE A DOUBLE —HEIGHT APPARATUS BAY AND A SINGLE —STORY LIVING SPACE. SHEET INDEX SHEET NUMBER SHEET TITLE C5.0 C5.1 C5.2 C5.3 C5.4 C5.5 COVER SHEET — WATER WATER PLAN AND PROFILE WATER PLAN AND PROFILE WATER PLAN AND PROFILE WATER NOTES & DETAILS WATER NOTES & DETAILS HIGHLINE WATER DISTRICT APPROVED FOR CONSTRUCTION BY: APPROVED JAN 03 2019 City of Tukwila PUBLIC Works ©(dyin RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER DISTRICT ENGINEER PLAN APPROVAL EXPIRES 18 MONTHS FROM DATE OF SIGNATURE DATE A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 SWP CRL MJS 1932 First Ave, �Suite 201, . Seattle,.25 98101 p. p. 206J25.1211 f, 206.973.5344 engineering pllc www•Ipdengineering.rom © 2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 262019 City of Tukwila BUILDING DIVISION JURIS DICTIONAL APPROVAL STAM P Issue PERMIT SUBMITTAL Date 10/15/18 COVER SHEET - WATER Sheet Title Sheet C 5 0 0 rdwg coot 12/10/2018 12.•53 fire station 5/1 design Is F RE HYDRANT ASSEMBLY (1) 8"X6" TEE (FL) (1) 6" GATE VALVE (FLxRJ) THRUST BLOCKING _ �,/r' 16 LF 6" DIP (RJ) t 15 LF 8" DIP (CL 52) --� (1) 8"X8" TEE (FL) (2) 8" GATE VALVE (FLxMJ) I THRUST BLOCKING • STORM 8"; STORM CROWN -26.70 ::VERTICAL :BEND: W/: CONCRETE BLOCKING' IAS 'NECESSARY: TO PROVIDE. $" MIN :CLEARANCE. W/ •26 ETHAFOAM. I BLOCK ...................................... IN�O�) r N) N1 N 0 r7hri 4r7 4cNi NN W LL r7 in r) in 1'0 to r) M W 0UJ wLLL WLi. Li- CONNECT TO EX WM (1) 8" GATE VALVE (FLxRJ) (1) 8" COUPLER INSTALL TEMP 2" BLOW —OFF ASSEMBLY FOR TESTING 75 LF 8" DIP (CL 52) FINISHED GRADE CONNECT TO EX 'WATER : MAIN tO N � M 0 C� W LL 0 r) LEGEND FF 78.0 /////////////%,1 OV M„ZC,09.L8N PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT LIGHT DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY CONCRETE PERVIOUS CONCRETE GRAVEL SURFACING VERTICAL CURB CURB AND CUTTER DRAINAGE SWALE BIORETENTION CELL QUARRY SPALL DISCHARGE PAD AREA/OVERFLOW DRAIN TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE FOOTING/SUBSURFACE DRAIN SSCO • FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION Scale 1"=20' STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION BOLLARD APPROVED JAN 03 2019 City of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA DEC i 2 2018 PERMIT CENTER CaII 3 Working Days Before . You DIG! Da 1-800-424-5555 A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973,5344 engineering pllc www.lpdengineering,com ©2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 26 2019 City of Tukwila BUILDING DIVISION .0111 JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 WATER PLAN AND PROFILE Sheet Title Sheet C5.1 5.1 ARCHITECTS + URBAN DESIGNERS z W F- I<!1 z WALL MOUNTED FDC 8" X 8" TEE (FL) FIRE SERVICE nr4, (or7 If I I 1 � ISDMH RIM=33.971 IE 6" CPEP (NE)=19.51 IE 136" CPEP (5)=19.4\ IEISDMH RIM=31.9q 36" CPEP (E)=19.3 IE 6" CPEP (SW)=19.1 PERISEGALE PROPERTIEt �t� LL- TUKJV'ILA SOUTH PROJEC NORTH POND — OUTLEIT (SOUTFI) IE 36" CPEP=1915 APPROXIMATE END 4ER GOLDSMITH NORTH PCIND I —OUTLET SOtf1TH NO STUB MARKER OR PIPE FO/JND CB RIM=:0.86 IE 18" PVC (W�26.1 IE 24 Ct?t\1e {f5)=26.9' 7 ' \ 27 LF 8" DIP (CL 52) 8" 90' BEND (MJ) THRUST BLOCKING \ �\ sD \ (1), 8" X 6" TEE (TL) \ \(1) 8" GATE VALVE (FLxMJ) (1) 6" GATE VALVE (FLXMJ) \ \ THRUST BLOCKING N \33 � CONC WALK 5.15' 8 & CUTTER 20' UTILITY ASEMENT EC #5G36121 20' UTILITY EASEMENT REC #20130916000018 8" 90' BCrND (MJ) r` r) (D O f7 �� Wu_ N BUILDING FF 35.0 102+0 F.....3.1...24 in rf) to rM to 0 0 0W� W 2" IRR- IGATION- C5.4 METER AND sa SERVICE _ 184 LF 8" DIP t 774-1 (CL 52) r) 0 0 1- r ro In 0 0 co Nit Ni Ni to to W U 8" 11-1/4' BEND (MJ) \ THRUST BLOCKING C5.4 C5.4 34 LF 8" DIP \ 60(CL 52) WATER STUB FOR FUTURE PAD 8" PLUG AND CONCRETE THRUST BLOCKING (1) 8" X 8" TEE (TL) \(3) 8" GATE VALVE (FLxMJ) - THRUST BLOCKING / hgmli 11.l :FINISHED GRADE WATER•STUB FOR FUTURE .PRD 12" SEWER CROWN 25.35 E CB RIM=29.84 CONC (SW)=24.2 r.1 SDMH RIM=30.58 IE 18" CONC (NW)=22.3 IE 18" CONC (SE)=22.2 IE 8" CONC (NE)=23.5 LEGEND 230 231 FF 78.0 w///////////1 .\-/ \'/ , 1 i r , PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT LIGHT DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY CONCRETE PERVIOUS CONCRETE GRAVEL SURFACING VERTICAL CURB CURB AND GUTTER DRAINAGE SWALE BIORETENTION CELL QUARRY SPALL DISCHARGE PAD AREA/OVERFLOW DRAIN TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE FOOTING/SUBSURFACE DRAIN SSCO APPROVED JAN 03 2019 t;i1y of "Tukwila PUBLIC Works U(� Scale 1"=20' STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION 1"=20' WATER PLAN RECEIVED CITY OF TI.JKWILA DEC 1 2 2018 PERMIT CENTER Call 3 Working Days Before You DIG! 1-800-424-5655 A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.lpdengineertng.com 0 2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 WATER PLAN AND PROFILE Sheet Title Sheet C 5 0 2 ARCHITECTS -I- URBAN DESIGNERS z w CO — VI 36 0 /100 YEAR I WS EL 24.75 / / 8" 90' BEND (MJ) / THRUST BLOCKING I It I 1 I � 1 I� IV I �� III I I I II '1JI� N ; I SDMH RIM=33.971 IE 6" CPEP (NE)=19.51 IE136" CPEP (S)=19.41 I SDMH RIM=31.9E IE 36" CPEP (E)=19.1 IE 6" CPEP (SW)=19.4 PERISEGALE PROPERTIEt r7 co r0 c0 w N 0 r7 0 103+80 104+00 co N d' ro xi P!) in 4 w U.. b rtt7C (51vT J I. E 6" FLEX (S)=31.5 143 LF 8" DIP (CL 52) j20' UTILITY EASEMENT REC #20130916000018 SEE SHEET C,5.1 r- 0 w 105+00 "•.._ STORM ,;..,,: •IE31:13 0 CO ro 10 N M w 6 LF 8" DIP (R BUILDING FF 35.0 E SHEET C52-------- / / — 102+01 ' G �" 8" 901 BEND (MJ) 0) to CO to 0 1 FINISHED GRADE 106+00 EXISTING_,. GRADE • • CO u, ro 10 O rd rr7 to IL FIRE HYDRANT ASSEMBLY (1) 8"x6" TEE (FL) (1) 6" GATE VALVE (FLxRJ) THRUST BLOCKING C5.4 C5.4 is to to CD 107+00 3 ° a a a • 8" 22.5' BEND (MJ) THRUST BLOCKING a C5.4 C5.4 a 0 a 8" 22.5' BEND (MJ) • THRUST BLOCKING 0AIL a C5.4 C5.4 a 29 LF 8" DIP • (CL 52) a 8" 22.5' BEND (MJ) THRUST BLOCKING C5.4 60 LF 8" DIP (CL 52) 0.5 60 -8"....2.2-1./Z ._ BEND(MJ) .................... to in to to t1) ro In In In r0 C.0 w w (0 w N 1i- r. Lt_ co r') M (� w 0 00 fh LEGEND — — PROPERTY LINE EX CONTOUR (INDEX) EX CONTOUR PROPOSED CONTOUR (INDEX) PROPOSED CONTOUR SPOT ELEVATION FINISHED FLOOR ELEVATION PROPOSED BUILDING CONCRETE PAVEMENT LIGHT DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY ASPHALT (AC) PAVEMENT HEAVY DUTY CONCRETE PERVIOUS CONCRETE GRAVEL SURFACING VERTICAL CURB CURB AND GUTTER ---"� DRAINAGE SWALE 230 231_ FF 78.0 " -22-1/2' BEND •(MI) 6" SEWER ROW.N...29,Q2 108+00 (V 1" 0 BIORETENTION CELL QUARRY SPALL DISCHARGE PAD AREA/OVERFLOW DRAIN TRENCH DRAIN CATCH BASIN TYPE 1 CATCH BASIN TYPE 2 STORM DRAINAGE PIPE FOOTING/SUBSURFACE DRAIN 8" 22-1/2' BEND(MJ) w 0 ro 0 6" SEWER CROWN 26.81 u7 0 co to rr) r•) 0 LA_ 20 0 10 20 Scale 1"=20' 0 SSCO a 8"X8"; TEE FL)] 30 m WATER SERVICE LINES FIRE SERVICE LINE FIRE SERVICE VAULT FIRE SERVICE CONNECTION STORM DRAIN CLEANOUT FOOTING DRAIN CLEANOUT DOWNSPOUTS SIDE SEWER PIPE SEWER CLEANOUT SIDE SEWER CONNECTION BOLLARD FIRE HYDRANT WATER FITTINGS WATER SERVICE LINES WATER METER 36 34 32 '0 w 0 lt_ 28 26 109+00 APPRfV) JEAN 03 2019 PUBLIC Worfc» 1"=20' WATER PLAN RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Call 3 Working Days Before You DIGI 1-800-424-5555 H:1"=20';V:1".2' 2 WATER PROFILE A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 SWP CRL MJS 0 P 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.lpdenglneering.com © 2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. Issue PERMIT SUBMITTAL Date 10/15/18 WATER PLAN AND PROFILE Sheet Title Sheet C5e3 3 51l design isheets1 tukwilcfs51_wo(er n&d.dwg con% 12/10/201B 12:53 PM s.• l/pd engineenng pllc I projects l weinstein ou l tukw//c fire 2.1VC X T BRASS NIPPLES 2- TIP x SIN' BRASS BUSHINGS 2.3/4' BRASS ELBOWS (F'PX COMP) R5 LF 3/4' COPPER TUBING (TYPE 1q IS(co'-SAP ADAPTORS (COx LBP) 1 -3/4' IBRASB TEE (FP) V RETURN MAD WIPMr�Lwf (CONNECT BLEEDERO EMIDRAINS 51/4" MVO HYDRANT (SEE APPROVED UST) 4 12' NST THREADS - BLIND FLANGE B THRUST BLOCK -TABLE GALVANIZED ROD A + 1 • II/4' X 1tC GAMY.ALV.HI 1 -S/ • BRASS COUPLING NIPRE (PIP) � .STQTRTZ ADAPTOR • APWA CAST IRON 2 PIECE I III VALVE BOX. OLYMPIC FOUNDRY �� ■� 1 ■ • / .' . B •:•�+: _ 4�'� BLEEDER DETAIL 1•MAx -+1 l�/ I OR EQUAL. .I HYDRANT EXTENSION (LENGTH AS REQUIRED) n T -4' MIN. BEARING AREA AGAINST UNDISTURBED SOIL SQUARE FEET PIPE A B C D E SIZE (FT.2) (Fr,2) (Fr.2) (Fr-2) (FT.2) ( VF.RT. I�►� BEND VERTICAL BLOCKING _ I a .. _ _ I B CAPPED CROSS i PLUG 90' BENS FOR 11 1/4', 2212', 30' BENDS 4 PIPE SIZE V B CU FT A 0 L a ' L- ..r 4 - (I- I (_ UNDISTURBED 18 GALV. NIP ^ �',�;.,, `^ T 3' 3 2 2 2 2 a' 4 4 2 2 2 8' 7 e 4 2 2 10' 11 10 6 3 2 17 18 14 9 5 3a 14' 22 19 12 6 3 16' 29 25 16 B 4 18' 38 31 20 10 5 20' 45 98 24 19 9 22' 24. 54 64 47 2956 3.5 15 18 8 28' 87 i 48' 101 5511 78���•BLOCING 140 140 71 38 NO - I 1 1/2 WASHED GRAVEL (1/2 CU. YD.) FILTER FABRIC K 7 4' 11 1/4' 22 VT 8 11 2.0' 27 3/4' 1.5' 2.0' A • - - 30' 17 2.6' 'a I_ B' 11 1/4" 2212' 30' 11 25 41 2T 29 3.5' 3/4' 2.P 3/4' COPPER z = TUB 2 - 6' MEGALUG GLANDS U IN f g B" 111/4' 16 25' 3/4' 2.0 - - 1 B �� r B 2212' 47 3.6' A 1I C SMALLER SIZE PIPE C 16' 11 1/4' 2212' 30' 184 8 275 4.1' 5.T 8.5' 7B' 11B' 11/4' 3.0' 4.0 DRILL 1M• _A CONNECT TO EX. DRAIN HOLE SIDE OF TEE) 1Tx1Tx4' 6 AUXILIARY CONCRETE BLOCK GATE VALVE DRAIN HOLES (2) (FL x MJ) 6'0 DUCTILE IRO PIPE (RESTRAINED JOINT) LENGTH AS REQUIRED MJ X FL TEE 20' 11 1/4' 2212" 30• 91 330 330 4.5' 6.1' 6.9' 7/8' 11/8' 131• 3.5 4.5' 4.5' GALVANIZED RODS 24" 2 1/ 22' 212° 128 320 5.0' 8.6 1' 13B' 3.5' 4.5'(BOTTOM ' I 1 I� IIU� I BEARING AREA OF CONC. THRUST -BLOCK BASED ON 200 PSI WA I tit PRESSURE AND SAFE SOIL BEARING LOAD OF 2,000 POUNDS PER SQUARE FOOT. 2. AREAS MUST BE ADJUSTED FOR OTHER PIPE SIZES, PRESSURES AND SOIL CONOmONS. 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE AMINIMUM OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING. 4. BLOCK SHALL BEAR AGAINST FITTINGS ONLY AND SHALL BE CLEAR OF JOINTS TO PERMIT TAKING UP OR DISMANTLING OF JOINT. 5. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATION PRESSURE UNDER ALL CONDITIONSOF SERVICEIEARTH 30' 480 7.1r 15/5 5.5' I 1 VARIABLE NOTES: PAINT HYDRANT FARWEST EXTRUDED INSTALL NEATLY USING BLEEDER PORT VARIABLE WITH CASE YELLOW #X3472 AS MANUFACTURED BY PANT MFG. CO. CURBING. SEE DETAIL #10. BLUE PAVEMENT MARKER IF HYDRANT IS IN RIGHT-OF-WAY. STENCIL VALVE DISTANCE ONTO HYDRANT W! T NUMERALS WHITE OR BLACK ENAMEL PAINT AND FACING THE FOOT VALVE. KIT AVAILABLE FROM MOST SUPPLIERS. �I� NOTES: SEE THRUST PROVIDE AND JOINTS twailD I��:/�I�llllf��� POLYETHYLENE �� CROSS 45' BEND" E ( I�� 22 MT BEND 11 1/4' BEND BLOCK TABLE, DETAIL #7 SHEETING TO COVER BOLTS FOR FUTURE DISMANTLING, VERTICAL BLOCKING FOR 45' BENDS 4" 45' 30 3.1' 3V4' 20' _ 45' 6 68 4.1' _ // B' 123 5.0' L a •• / 12" 232 8.1' 3/4' 2.5' Te a ,. ., • ' .1 (I _ 18" 478 7.8' 11/8" 4.0' '" "•' ° a° - �• 560 8.T 1114' . e A .'e 4 24" 820 9A' 1318" 4.5' a •,D° .I - i : . .a I I I_ UNDISTURBED NOTE: CONCRETE BLOCKING BASED ON 200 PSI WATER PRESSURE AND 2500 PSI CONCRETE A VERTICAL BLOCKING FOR45° BENDS 5' STORTZ ADAPTOR - FIRE DISTRICT #2, SOUTH KING, CITIES OF SEATAC,TUKWILA & KENT CLOW MEDALLION F-2545 MUELLER CENTURION A423 ALL STORTZ ADAPTORS TO FIT 4 VT NST THREADS CONCRETE BLOCKING A' ,p THRUST BLOCK TABLE AT VERTICAL CONCRETE BLOCKING " A' HYDRANT INSTALLATION NTS `/ VA6��l yj i NTS�* \ eO -! y(_� Vd T'ble► AI' NTS �1•6 T 1 3°"'Q'► �]T/� + �I" NTS wsi Y,I. a REVISION DATE 1BA4 DRAWN SED CHECKED TDK DISTRICTAPPROVEO TDK 'IS ' REVISION DATE 1BA4 DRAWN SED CHECKED TDK DISTRICTAPPRO./ED TDK s"° "'� 'y ' REVISION DATE 1/8104 DROWN SED CHECKED TDK DISTRICT APPROVED TDK "•-�, REVISION DATE 425/13 DRAWN SED CHECK® JD DISTRICT APPROVED JD PLOTTING SCALE NTS FRE NAME F:IDWGSIDETAILS-2004WWD-005 GATE APPROVED 3/1/04 - 5 PLORING ,A NTS FILE NAM F:IDWGSIDETALS-20041HWD-006 DATE APPROVES 3/1/04 6 RATTING SCALE NTS FILENAME F:IDWGSIDETAILS-20041HW0-007 DATE APPROVED 3/1/04 - % PLOTTING SCALE NTS FILE RALE HWD-009.DWG DATE APPROVED 4/25/13 9 NTS CONCRETE BLOCKING DETAIL 1 NTS THRUST BLOCK TABLE 2 VERTICAL CONCRETE BLOCKING 3 NTS HYDRANT INSTALLATION DETAIL 4 15' COPPER SETTER EQUAL TO MUELLER, NEW INSTALLATION ONLY NEW INSTALLATION ONLY w D• a SIZE W/ �- 1' -►{ B-10 TRAFFIC I METER BOX LID 212CHAIN - DRILL 6 TAP 114' DIA. HOLE IN CAP - INSERT 1/4' TEST COCK 2 -T 90' FINISHED GRADE STREET ELBOWS 30" MIN. APWA CAST IRON 2 PIECE --��� COVER '''---''''''���- VALVE BOX W! LOCKING Uo ` OPTION. OLYMPIC FOUNDRY OR EQUAL \jjj 7 7'BRONZEBEEHIVESTAAINFR. 7' RETURN BEND APWA CAST IRON 2 PIECE FORD OR HAYS EQUIPPED AS FOLLOWS: 15" COPPER SETTER EQUAL TO MUELLER, • PADLOCK WINGS ON BALL VALVE • ANGLE CHECK VALVE ON METER OUTLET IRON PIPE CONNECTIONS ON SETTER SERVICE METER SIZE CONCRETE METER BOX SIZE MID -STATES PLASTIC BOX -' METER SIZE RAVEN •• PLASTIC METER BOX SIZE FORD OR HAYS EQUIPPED AS FOLLOWS: METER SIZE A" 1 12" 131/4" INLETAND OUTLET 1 12" & 2" N0.2 MSBCF7730-18 RMB 17x30-18 7• 2' GALV. PIP FIELD LOCATE.• E, 1 -T BO° BEND GALV. VALVE BOXW/LOCKING LID OPTION. OLYMPIGFOUNDRY OR EQUAL - "MIN , COVER PADLOCK WINGS ON BALL VALVE 2„ 171/4„ - COMPRESSION ADAPTOR ON SETTER INLET CONCRETE METER BOX AS MANUFACTUREDR • 1 B" COPPER OR BRASS NIPPLE ON SETTER OUTLET INSTALL TYPE K COPPER AND MISC. FOG•TITE METER SEAL CO.. INSTALL LID WHEN SERVICE IS LOCATED BRASS FITTINGS FOR CONNECTION TO OR SIDEWALK. CUSTOMER'S LINE • 18" MINIMUM COVER OF CUSTOMER'S " FOR USE IN NON TRAFFIC AREAS SERVICE LINE RECOMMENDED BOXES WILL BE ALLOWED. SERVICE PLASTIC METER BOX AS MANUFACTURED COPPER SETTER SHALL BE SET LEVEL AND RAVEN OR MID -STATES PLASTICS, CENTERED IN THE METER BOX. PLASTIC METER BOX(ES) ALLOWED OR NON -TRAFFIC AREAS ONLY. BY TRAFFIC IN DRIVEWAY, STREET ONLY. CONCRETE 8Y INC.. IN LANDSCAPED ANGLE CHECK VALVE ON METER OUTLET • IRON PIPE CONNECTIONS ON SETTER " DIMENSIONS INCLUDE GASKET WIDTHS. INLET AND OUTLET ' COMPRESSION ADAPTOR ON SETTER INLET • 18"COPPER 0R BRASS NIPPLE ON SETTER OUTLET 1° BY-PASS W/PADLOCK WINGS ON CURB STOP SERVICE METER SIZE CONCRETE METER BOX SIZE MID -STATES " PLASTIC METER BOX SIZE RAVEN ^ PLASTIC METER BOX SIZE �_ el 1= �� INSTALL TYPE K COPPER AND MISC. 1 172" & 2° NO. 2 MSBCF7730-18 RMB 17x30-1B I V//�//////� 3- BRASS FITTINGS FOR. CONNECTION TO CONCRETE METER BOX AS MANUFACTURED 8Y CUSTOMERS LINE FOG-TITE METER SEAL CO., INSTALL TRAFFIC • 18" MINIMUM COVER OF CUSTOMER'S LID WHEN SERVICE IS LOCATED IN DRIVEWAY, STREET SERVICE LINE RECOMMENDED OR SIDEWALK ^FOR USE IN NON TRAFFIC AREAS ONLY. CONCRETE COPPER SETTER SHALL BE SET LEVEL BOXES WILL OBN0TR WED. CENTERED IN THE METER BOX. PLASTIC METER BOX AS MANUFACTURED BY RAVEN OR MID -STATES PLASTICS, INC.. PLASTIC METER BOX(ES) ALLOWED IN LANDSCAPED FOR DOMESTIC USE ONLY: HWD TO PROVIDE I UNION .•, r CLOSE NIPPLE ` La[.�.,.... • t, , -I ' I /'.>, Y `� a ' ( I I_I I 11_1 T X IT 45' BEND _ /• NIPPLE 2 NIPPLE (LENGTH AB REQUIRED) / 2' GALV. PIPE (LENGTH AS REQUIRED) - �IiL�I ` METER SIZE A ` \`� � 1. 1' IRA 112" 13 1/4" W T GATE VALVE, CAST IRON BODY, SCREWED, NON -RISING STEM, T SQUARE OPERATING NUR. T GALV. PIPE RRR� \i ` 1 2" 17 1/4" 'DIMENSIONS INCLUDE 1 � GASKET WIDTHS. w _, � a 0. T 90' ELBOW 4.11111111111..........41114 �) OR NON -TRAFFIC AREAS ANSI/NSF 61, AW WA C708 COMPLIANT METER. FOR COMBINED DOMESTIC/FIREFLQW APPLICATIONS: HWD ONLY. W -' 3 (VARIABLE) C I 2%MIN. W 4. O 0. \ 2'PIPE(SEENOTE). LENGTH AS REQUIRED II* ii. 9 ll ,I 1 I=1 1 1-1 1 1 '• II I I it TO PROVIDE ANSI/NSF 61, AW WA C712 COMPLIANT METER 1 a K a T GATE VALVE. C.I. BODY, SCREWED NON- RISING STEM, T SQ. OPERATING NUT. VARIABLE 1 1 1 8"-10, ( I- 1(-i B"-10' I I 4-T$PASSSTREETELBOWS T TAPPED TEE WITH I.P. THREAD & BRASS COIRR STOP 0 1 NO, 2 CONCRETE METER BOX Nil IIIII�� NO. CONCRETE METER BOX AS MANUFACTURED BY FOG-TITE METER SEAL CO.. INSTALL TRAFFIC Ili II�I I i CUSTOMER'S CONNECTION • 2" TAPPED TEE THREAD AS MANUFACTURED BY FOG-TITE METER SEAL CO.. INSTALL TRAFFIC -: -' • CUSTOMER'S CONNECTION LID WHEN SERVICE IS LOCATED IN W/ TEMPORARY CAP o�.,A1 LID WHEN SERVICE IS. LOCATED IN �� W! TEMPORARY CAP DRIVEWAY, STREET OR SIDEWALK 11:1-: 111 IRO�ImNNmRRRR�B DRIVEWAY, STREET OR SIDEWALK ..T `'��1 VARIABLE COMBINATION AIR VALVE - APCO 145C, CRISPIN UNNFA RAL OR EQUAL. NOTE: ALL PIPE AND FITTINGS FROM THE MAN TO THE COMBINATION AIR VALVE SHALL BE BRASS WITH I.P. THREADS OR RIGID COPPER W/ COMPRESSION FITTING& • PAINT RISER WITH SAFETY BLUE ENAMEL #257 AS MANUFACTURED BY FARWEST PANT MFG. CO. OR TAHOE BLUE, MARATHON #1065 BY PARKERpANT CO,. COMBINATION AIR VALVE ASSEMBLY MUST BE INSTALLED AT HIGHEST POINT IN UNE. IF HIGH POINT FALLS IN LOCATION WHERE ASSEMBLY CANNOT BE INSTALLED, PROVIDE ADDITIONAL DEPTH OF UNE TO CREATE. HIGH POINT ATA LOCATION WHERE ASSEMBLY CAN BE INSTALLED. STENCIL VALVE LOCATION AND DISTANCE NEATLY ONTORISER W/ T NUMERALS USING WHITE ENAMEL PAINT. USE CONCRETE METER BOX SIZE NO. 2WRH.APPROVED TRAFFIC COVER METER BOX TO BE LOCATED OUTSIDE OF TRAFFIC AREA, l(tI STIFFENER/ADJ. BAR \ZBRASS STREET ELBOWS 2" TYPE K COPPER- 30' MIN. COVER Tr. STIFFENERIADJ. BAR BRASS STREET ELBOWS TYPE COPPER 2" K - 30" MIN. COVER 2' I.P. SERVICE SADDLE W/ DOUBLE STAINLESS STEEL STRAPS EQUAL TO ROMAC OR SMITH BLAB. ♦ 2' I.P.T. BRASS CORP. STOP W/COMPRESSION ADAPTOR FOR RECEIVED TYPE K COPPER SERVICE EQUAL TO MUELLER, FORD OR CITY OF HAYS, INSTALLED AT 30'TO45' ANGLE. 4 0 DUCTILE IRON WATER MAIN - CL 52 DEC WATER METER TO BE SUPPLIED BY HIGHUNE WATER DISTRICT. PERMIT METER BOX SHALL BE INSTALLED FLUSH WITH FINAL GRADE AND MUST BE SIZED TO ALLOW FOR MIN. CLEARANCE REQUIREMENTS. NOTE: RETROFIT MAY VARY. TUKW 1 2 2018 C E N T E1 2' I.P. SERVICE SADDLE W/ DOUBLE STAINLESS STEELt STRAPS EQUAL TO ROMAC OR SMITH BLAIR. ♦� 2' I.P.T. BRASS CORP. STOP W/COMPRESSION ADAPTOR FOR TYPE K COPPER SERVICE EQUAL TO MUELLER, FORD OR. HAYS, INSTALLED AT 30' TO 45•ANGLE. 0 DUCTILE IRON WATER MAIN - CL 52 WATER METER TO BE SUPPLIED BY HIGHLINE WATER DISTRICT. METER BOX SHALL BE INSTALLED FLUSH WITH FINAL GRADE AND MUST BE SIZED TO ALLOW FOR. MIN. CLEARANCE REQUIREMENTS. NOTE: RETROFIT MAY VARY. WITH L.P. 8 BRASS CORPORATION STOP. PROVIDE THRUST BLOCK AT LINE TERMINATION. NOTES: ALL PIPE AND FITTINGS FROM THE MAIN TO THE GATE VALVE SHALL BE BRASS WITH I.P. THREADS. INSTALL VALVE MARKER PER STANDARD DETAn. NO. 10. 1 1/2 AND 2 IRRIGATION SERVICES �ABnTa;� o� 1 1/2" AND 2" SERVICES WITH HIGH BY-PASS SETTER �ArE� el; 2" BLOW -OFF ASSEMBLY A 2" COMBINATION AIR VALVE „ c ,<, NTS •.• _ ° ( '; -;x NTs +oj+' +u• .., � R► NTS e,a.ay.ay„•� 1Ia: •rF�,o- NTS 1° ''- REVISION DATE 9/22/09 DRAWN SED CHECKED JD DISTRICT APPROVED JD / #+. l REVISION DATE 2/27/04 DRAWN SED CHECKED TDK DISTRICT APPROVED TDK 1 :T T- . Fj REVISION DATE 1/8/04 DRAWN SED CHECKED TDK DISTRICT APPROVED TDK n 4 ' REVISION DATE 1730/04 DRAWN SED CHECKED TDK D{S'rRICTMPROYED: TDK h t .t -' PLOTTING srac NTS FRE NAME F:IDWGSIDETAILS-20041HWD-022 DATE APPROVED 9/22/09 22 PLOTTING SCALE NTS ME NAME F:IDWGSIDETAILS•2004WWD•011 DATE APNOV® 3/1104 11 r'LOTTBIGS.AIF NTS FILENAME F/DWGSIDETA)LS-2004\HW0.022 DATE APPROVED 3/1/04 22B PLOTTING 14'" NTS. FILE MALE F:IDWGSIDETAILS-2004WWD-015 DATE APPROVED 3/1/04 '- 15 N 1 1 /2n AND 2"IRRIGATION SERVICES DETAIL 7 NTS 2"BLOW-OFF ASSEMBLY DETAIL 5 NTS 1 1 /2n AND 2"SERVICES WITH BY-PASS SETTER DETIAL 8 NTS 2"BLOW-OFF ASSEMBLY DETAIL b A APPROVED JAN 03 2019 Ciry or -I UKWi(a PtJBLIC Works 'r I'•I 1 A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by SOUP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206,725.1211 f, 206.973.5344 engineering plIc www.Ipdenglneering.com ©2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 26 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Date 10/15/18 WATER NOTES & DETAILS Sheet Title ARCHITECTS + URBAN DESIGNERS tukwrlo_fs51_woter n&ddwg con? 12/10/2018 12.:53 PM z 51 I design I sh FIRE CONNECTION PER LOCAL FIRE DEPARTMENT STANDARDS FLUSHING SOURCE HYDRANT PERMIT REQUIRED 2" RPBA a. (PROVIDED BY HWD) ( )^ q SUPPLY HOSE NOTES 1. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES IN THE FIELD. 2. CONTRACTOR SHALL NOTIFY DISTRICT A MINIMUM OF 72 HOURS (3 WORKING DAYS) IN ADVANCE OF ALL REQUESTS FOR STAKING, TESTING OR INSPECTIONS. 3. DEVELOPER'S REGISTERED PROFESSIONAL LAND SURVEYOR SHALL PROVIDE STAKING OF WATER SYSTEM CONSTRUCTION FOR DISTRICT INSPECTION A MINIMUM OF 72 HRS. PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL FURNISH SHOP DRAWINGS FOR APPROVAL WHERE REQUIRED BY THE DETAIL SPECIFICATIONS AND FOR VAITIATKNV FROM THE APPROVED DRAWING, 5. CONTRACTOR SHALL INSTALL EQUIPMENT IN ACCORDANCE WITH MANU- FAG -MILERS' RECOMMENDATIONS AND HIGHUNE WATER DISTRICT 8. CONTRACTOR TO FURNISH ALL MATERIALS. 7. ALL DUCTILE IRON PIPE SHALL BE CLASS 52, NO EQUAL. 8. ALL GATE VALVES SHALL BE MUELLER OR EQUIVALENT. 9. HYDRANTS SHALL BE AS SPECIFIED. 10. CUT -INS SHALL BE DIRECTLY SUPERVISED BY AN AUTHORIZED REPRESENTATIVE OF HIGHLINE WATER DISTRICT OR PREFORMED BY THE DISTRICT. 11, ALL LIVE TAPS SHALL BE DIRECTLY SUPERVISED BY AN AUTHORIZED REPRESENTATIVE OF HIGHUNE WATER DISTRICT, 12- ALL CHARGES FOR CUT -INS AND LIVE TAPS ARE THE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR. 19. ALL COUPLNGS SHALL BE ROMAC 501, OR EQUIVALENT. 14. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXISTING PIPE TYPES AND SIZES FOR COUPLINGS, CONNECTIONS AND LIVE TAPS, 15. ALL MAINLINE PIPE SHALL HAVE A 42' MINIMUM COVER AND 80' MAXIMUM COVERUNL[SSOTHERWISESHOWNONPLANS 18. DEVELOPER SHALL PAY FOR ALL STATE, CITY, AND COUNTY INSPECTION AND PERMIT FEES. 17. COORDINATE METER LOCATIONS WITH HIGHLINE WATER DISTRICT AU1140R12.ED REPRESENTATIVE. 18. FIRE HYDRANTS AND MAINS TO BE OPERATIONAL PRIOR TO COMMENCE- MENT OF BUILDING CONSTRUCTION. 19. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO HAVE ASET OF THESE APPROVED PLANS ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. NO CHANGES ARE TO BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE DISTRICT. 20. UBB ACI AESBE ESTABLISHED FORAREAS OF SITE INVOLVING WATER 21. PARTS MUST BE ON -SITE AND INSPECTED BY HIGHLINE WATER DISTRICT PRIOR TO SCHEDULING CUT -INS OR CONNECTIONS. 22. REFER TO HIGHLINE WATER DISTRICT DESIGN AND DEVELOPEMENT STANDARDS FOR ALL REMAINING NOTES AND DETAILS. 23. WATER USES OTHER THAN THOSE SHOWN WILL BE EVALUATED BY HIGHUNE WATER DISTRICT FOR COMPLIANCE WITH BACKFLOW PREVENTION REQUIREMENTS. 24. COMPACTION TESTING IS REQUIRED FOR ALL OPEN CUTS AND/OR CROSSINGS WITHIN PAVED OR TRAVELED ARRAS OF PUBLIC RIGHT-OF-WAYS. 25, THE APPROVAL OF THESE PLANS DOES NOT RELIEVE THE CUSTOMER OF THE RESPONSIBILITY TO COMPLY WRH THE REQUIREMENTS OF OTHER AGENCIES AND, TO INSTALL ADDITIONAL BACKFLOW ASSEMBLIES RESULTING FROM THE DISTRICTS FINAL SURVEY OF THE FACILmEB OR AT A FUTURE DATE SHOULD THE CUSTOMER HAVE A CHANGE IN USE OF THEIR WATER SYSTEM. 28, SEPARATION SWILL BE 10' HORIZONTALS FOR SANITARY SEWER, 5' HORIZONTAL FOR ALL OTHER UTILmES. 18•. VERTICAL CLEARANCE FOR:SANFFARY, 8• CLEARANCE. FOR ALL OTHERS. PROVIDE SUPPORT BLOCKING AT CONNECTIONS i �, o , Oo D 0 p PROVIDE DOOR FOR DIRECT ENTRY FROM INSTALL: 1 - 1/2" DRIP VALVE FDC SIDE OF CHECK VALVE T BLOW (MOUNT PER FIRE DEPARTMENT SPECIFICATIONS) 2' ANNULAR SPACE 1 -SWING TYPE CHECK VALVE FOUNDATION 1-1/T WASHED ROCK (TYPICAL) FILTER FABRIC (PER FIRE DEPT. SPECS) OUTSIDE AND OF BUILDING ` -OFF ASSY. AT SLAB 41 I► 4RI • ci I " I 2' X 2 12' NSTADAPTOR T CONTROL VALVE 2' DISCHARGES 2' CONTROL VALVE I ! N. 1 N. 0 0 MIN. I. j =II�II r �1 A- • III -III -I I -III-1- I -III-I III -III-III -III-I I I -I -I I-) I -III III- II-Ii " :� b ,L- III-1 I I -I 1 I -I 1 I -I I I-� )I I' I -III =� -I I -III- J�-J�- III -III:= I ,I I, I I- I II= -" NEW WATERMAIN ' �� I I III_- -III- -I I I I I_ �'��T,; , . _,- c - - • 3 '�� "f•'y; o /� 0Q o oD , 00 00 0 2 - VERTICAL 90' BENDS 1- SPOOL (LENGTH AS REQUBiED) DOH APPROVED DOUBLE DETECTOR CHECK VALVE ASSEMBLY r. - . Ill - ° { ,.`.-�11= 11-II 1I-.�;;.';.,..;r i JI- 1=1 II BEE NOTE SEL(YN "' ? ;.• -'- �.•`' - - '.. ••',,;:: - •. i pro' # ♦� 8 D 0 pp0 0 0 (MOUNTED ON TWO (2) ADJUSTABLE"_�_-__ PIPE SUPPORTS)=a_ CONNECTION EXISTING tip TO 3 MIN, TEMP- CAP (RAJ) W2' TAP (IP) (CAP SIZE TO MATCH WATERi A SIZE TEMP. TEST BLOCKING ',+"`.; '•`' EXIST. AC /CJ- BUILDING WALL TRPL • SANITARY II�II-I SEWER .�: 100% CDF BACKFILL REQUIRED NOTES: _� ��Ie� WATERMAIN el I, �I -7 I I -I II -II. II -1 =II 11-1I�II II. IL IL II=II 7I .Ii�ll 7I. FROM TOP OF SEWER TO CENTER OF WATERMAVN. ..- ,• $ �' it - • ' •%•I w 1Z MAX (WOOD ANDIORCONCRETE) CONTRACTOR FURNISHED, INSTALLED BY HIOHLINE WATER NOTES: ALL FITTINGS TO ALL EXCAVATION CQ ,,��rQ O C pjJJ•F RALJ ALL EXCAVATION O2 RESTORATION B11 OF EXISTING WATERAMIN(S), O DJ. SLEEVE (MJ) 0 D.I. SLEEVE(S) FURNISHED 0 COORDINATE WITH © FITTINGS S HOSE INSTALLED BY CONTRACTOR • DISTRICT. TEMPORARY FLUSHING/TESTING CONNECTIONS BE DUCTILE IRON. SHALL PROVIDE A MINIMUM OF 12' CLEARANCE AROUND PIPE & FITTINGS. p$IEU UMlpMry p�Eg T LLg7 N F ryEyy NMENT 6 LIG OFE F OBE DETERMINED AT THE E TIMIE 7HOE CONTRACTOR PIPE FRTING3 EXCEPT A3 NOTED) OTHER MATERIIAqL� B11CKFILL, COMPACTION &STREET CON'RRACTOR (ALL MATERIALS TO RE ON JOB SITE PT410R TO SCHEDULED SHUT -DOWN TO BE INSERTED AT TIME OF CONNECTION FOR CUT INTO E)OSTING WATERMAIN. BY CONTRACTOR FOR CUT INTO EXISTING WATERMAN. SEWER UTILITY BEFORE DISCHARGE TO SEWERS. SIZE SHOWN ARE MINIMUM SIZE. USE LARGER 312E AS NEEDED FOR 2.5 F.P.S. FLUSHING. • BYBTEM f 4011 i 1 1 •; ti-- TOBLDGSPRINKLER 7 FROM BLEW _-___ SPWNKIER SYSTEM ►iA .� ..4 METER W/TRPL (DEVELOPER/CONTRACTOR INSTALLED) • 11 FLOOR DRAIN 2 -VERTICAL FXY BENDS 1 - SPOOL (LENGTH • J. PERIMETER PAINT AS REQUIRED) NOTES: ALL DDCVA'S SHALL INSTALL LOCKING OUTSIDE ACCESS BYPASS METER REGISTER & PLUG-IN .,„ -;I I 1.! i-1[•I `. : ny ,. KS , 1 OF MIN. CLEARANCES TO BE PAINTED 3' WIDE IN WHITE WITH T STENCILED BLACK LETTERS "DO NOT BLOCK ACCESS'. HAVE TOUCH -READ (TRPL) UNITS INSTALLED BY DEVELOPER/CONTRACTOR. VALVE BOX LID FOR VALVE CONTROLLING SUPPLY LINE TO DDCVA, DOOR TO FIRE DEVICE MUST BE PROVIDED. SHALL BE 5/8' X 3/4' SEN$US SR II MODEL WITH ELECTRONIC CONNECTORS. ENAMEL ASBESTOS-CEMENT (NC) BY DUCTILE IRON 1. COUPLING:STYLE501,OREQUIVALENT). (ROMAC 501, EQUIV 2 DUCTILE IRON PIPE, 18 LF IN LENGTH, CL. 52, DIAMETER TO MATCH f-70STING ARC. 3. D.I. PIPE TO BE CENTERED AT POINT OF CROSSING. 4, NC DISPOSAL PER WACI73-W0-075, WAC 295-85, PucET SOUND AIR POLLUTION CONTROL AGENCY REQUIREMENTS, AND DISTRICT STANDARDS. 5. REPLACEMENT ONLY AT CROSSINGS DESIGNATED BY HWD ENGINEER OR DESIGNEE. GENERAL NOTES TEMPORARY FLUSHING/TESTING SETUP FOR CONNECTIONS TO EXISTING WATERMAINS x� QP�i AC / C.I. WATER MAIN CROSSING OF SANITARY SEWER ,, ;. g �,3 DOUBLE DETECTOR CHECK VALVE ASSY. INSIDE BUILDING W /FDC r �'� ;,Ma�,. a �! a NTSjk �� ` -� et M3 ®, REVISION DATE 12-4-96 DRAWN SED CHECKED TDK DISTRICT APPROVED TDK /5 REVISION DATE 12/1/04 DRAWN SED I:WO TDK DISTRICT APPROVED TDK wb�� x+' •i '° REVISIWMTE 3/1104 DRAWN CHECKED SED TDK DISTRICT APPROVED TEIK REVISION DATE 10/191U7 DRAWN SED CJEORED TDK DISTRICT APPROVED TDK ''AA ,• PLOTTING SCALE NTS FILENAME FADWGSIDETAILS-2000WWD-028 DATEAPPROVED 12/1/04 28 PLOTTING NTS FILENAME F:IDWGSIDETAILS-20001HWD-029 DATEAPPROVED 3/1/04 29 PLOTTINGSCALE NTS FILENAME F:VJWGSIDETAILS-20041HWD-027 DATE APPROVED 3/1/04 '- 27 PLumNG BULB NTS FILE NAME F:IDWG510ETAILS-20041.1-1WD-034 RATE APPROVED 019107 fit' NTS GENERAL NOTES 2 NTS TEMP FLUSH/TESTING SETUP FOR CONNECTIONS TO EX WATERMAIN DETAIL 3 NTS AC / C.I. WATER MAIN CROSSING OF SANITARY SEWER DETAIL 1 NTS DOUBLE DETECTOR CHECK VALVE ASSY. INSIDE BUILDING W/ FDC DETAILS 4 NTS NOT USED 5 NTS NOT USED 6 NTS NOT USED 7 APPROVED JAN 03 2019 City or "1 ukwila PUBLIC Works _rr' \ RECEIVED CITY OF TUKWILA DEC 1 2 2018 . PERMIT CENTER DI NTS NOT USED 8 A 12/11/18 Design Revisions A 12/11/18 Permit Corrections Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by SWP CRL MJS 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.ipdengineering.com © 2018 LPD Engineering pllc - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Engineer. JURISDICTIONAL APPROVAL STAMP Date 10/15/18 WATER NOTES & DETAILS Sheet Title ARCHITECTS + URBAN DESIGNERS CONSTRUCTION NOTES: SPLICE NEW LOOP WIRES TO LEAD-IN WIRES IN JUNCTION BOX. INSTALL TYPE 3 INDUCTION LOOP PER WSDOT STANDARD PLAN J-50.12-01. TRENCH 3-CONDUCTOR SHIELDED CABLE FOR EMERGENCY PREEMPTION OVERRIDE IN GARAGE. COORDINATE LOCATION OF GARAGE BUTTON WITH BUILDING ENGINEER. INSTALL TYPE 1 JUNCTION BOX PER WSDOT STD. PLAN J-40.10-04. ABANDON EXISTING LOOP. PROTECT EXIST! DU TO AIN REPLACE JUNCTION BOXES TO FINISHED GRAD I AL ' H ' •Li C '• S'r ° PER WSDOT STD. PLAN M-15.10-01. CENTER CROSSWALK STRIPE WITH CURB RAMPS. INSTALL 18-INCH WHITE PLASTIC STOP BAR. POSITION STOP BAR 4 FEET BEHIND CROSSWALK. PROTECT EXISTING LOOPS AND LEAD-IN CONDUCTORS TO REMAIN. REMOVE JUNCTION BOX AND CONDUIT STUBOUTS. AIIACHMENT POINT POLE ORIENTATION ANGLE P.O.A.) DEGREES CLOCKWISE FROM OFFSLI LINE TO POLE ORIENTATION LINE POLE ORIENTATION DETAIL EMERGENCY PREEMPTION SCHEDULE (EXISTING) DEVICE SIGNAL PHASE A o B 04 C 01 D 6---63- VEHICLE SIGNAL HEADS (EXISTING) CI; R2 BLANK 05 < // > PEDESTRIAN MOVEMENTS REMOVAL NOTES: REMOVE JUNCTION BOX. BACKFILL VOID. MATCH GRADE. PROTECT EXISTING CONDUIT RUN, RELOCATE EXISTING PEDESTRIAN PUSH BUTTON TO THE NEW PPB POLE. REMOVE EXISTING PEDESTRIAN POST AND FOUNDATION. BACKFILL TO FINISHED GRADE, RELOCATE EXISTING PEDESTRIAN PUSH BUTTON TO THE NEW PPB POLE PROPOSE FACE OF CURB 24" 24" R3-27 SIGN DETAIL SCALE 20 0 10 20 40 ( FEET ) 1 INCH = 20 FT. GENERAL NOTE 1. INSTALL PUSH BUTTONS PER WSDOT STD. PLAN J-20.26-01. 1 CONSTRUCT FOUNDATION PER WSDOT STD. PLAN J-20.10-03. INSTALL ONE TYPE PPB POLE WITH ONE PEDESTRIAN PUSH BUTTON RELOCATED FROM EXISTING POLE. 2 CONSTRUCT FOUNDATION PER WSDOT STD. PLAN J-20.10-03. INSTALL ONE TYPE PPB POLE WITH ONE PEDESTRIAN PUSH BUTTON RELOCATED FROM EXISTING POLE. NSTALL NEW SIGN '3 0EX ING MAST ARM SIGNAL POLE. `.S POLE SCHEDULE POLE NO. STATION OFFSET POLE TYPE P.O.A. PPB ORIENT. 20+46.4 54.9' LT PPB 0° 0° 2 20+71.5 39.4' LT PPB 90° 0° PEDESTRIAN SIGNAL HEADS (EXISTING) PORTLAND ORANGE (UPRAISED HAND AND NUMBERS) LUNAR WHITE (WALKING PERSON) PEDESTRIAN HEADS NO. EXISTING 28, 29, 48, 49, 18, 19, 88, 89 • LE ELOW. B1 B3 B6 LEGEND TYPE 1 JUNCTION BOX UNDERGROUND CONDUIT INDUCTION LOOP PEDESTRIAN PUSH BUTTON POST VEHICLE SIGNAL HEAD PEDESTRIAN SIGNAL HEAD PED PUSH BUTTON CONTROLLER CABINET B11 B7 SIGNAL. MASTARM (X)(Y)(Z) LOAD STD. No. OFFSET DISTANCES SIGNAL MAST ARM DATA EXIST. FOUND. DEPTH (POLEc_ TO ATTACHMENT POINT) WINDLOAD AREAS (F I) B11 (X)(Y)2 B7 (X)(Y)(Z)3 TOTAL(FT) B1 (EX) B3 (EX) B6 (EX) B11 (EX) B7 (NEW) B1 B3 B6 46' 36' 28' 15' 3' 9.3 9.3 9.3 16.5 4 1283 1 1 ' APPROVED JAN 03 2019 City of Tukwila PIJBLIC Works WIRING SCHEDULE RUN CONDUIT SIZE NEW CONDUCTORS EX CONDUCTORS A2" SCH. 40 PVC 1-2CSH, 1-#8G 2" SCH. 40 PVC 2-2CSH, 1-#8G / 3 \ 2" SCH. 40 PVC 3-2CSH, 1-#8G e2" SCH 40 PVC 4-2CSH, 1-#8G A 2" SCH. 40 PVC 1-2CSH, 1-#8G A EX. 3-3" 2-2CSH PPB, 4-2CSH LOOP 6-2CSH, 2-3CSH, 4-5C VEH, 4-5C PED, 2-#8 ILLUM, 1-VIDEO 6dDE, 1-#8G, 1-3CSH EVPE © EX. 3-3" 2-2CSH PPB, 4-2CSH LOOP 6-2CSH, 3-3CSH, 7-5C VEH, 6-5C PED, 2-#8 ILLUM, 1-VIDEO 6dDE, 1-#8G, 1-3CSH EVPE 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue WIRaTifit 19201 120th Ave NE, Ste 201 Bothell, WA 98011 425-951-4800 Fax 425-951-4808 www.whpacific.com Tukwila Fire Station 51 Project No. P0020997W Designed by Drawn by Checked by M. OLSON M. OLSON J. LIU Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 443 1218 www.weinsteinau.com 0 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. REVIEWED FOR CODE COMPLIANCE APPROVED FE3 26 2019 City of Tukwila BUILDING DIVISION Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title SIGNAL MODIFICATION PLAN Sheet T 01 ARCHITECTS + URBAN DESIGNERS D LU LLI HEADS NO. HEADS NO. 11, 13, 31, 12 71, 81 HEADS NO. HEADS NO. 23/OVL B 21, 22, 41, 42 83/OVL A 82 RECEIVED CITY OF TUKWILA PERMIT CENTER / ` 2/10/2018 1:35 PM Ss � � ` / \ \ / / y *ES/uwcOF AREA COVERED BY �� EASEMENT am^IEn nw PARCEL cxsoaswT ncc rM4osraoz 7~�� / r^ m / 19+OO N�l5o.181.70 B.2D7.25926 �------u n / � / / / ' / / / / / / / / / / / _ TYP REAR APRON ~� FRONT ^ E.�l �987.280.36 � ` Z &� ` APRO!,q~~' ~ �o � � ~ / / / ^ w1§J-3OG.59 EJ.287.29128 ' ` ` � —3 e-- 101, ~, � -- � � � � ` - FIREFIGHTER PARKING FIREFIGHTER PARKING TYP \ ` ` � ' — . . � � ~~ � � SEE L111-SITE MATERIALS AND LAYOUT PLAN ENLARGEMENT - '~m � 01, w" 22u / / z / � ROWTO8E ALIGN W/ _\ SIDEWALK, -SEE CIVIL \ � p � � ` ~' 'm- ` ` � ' � ABBREVIATIONS ALT ARCH BS BW CAL C|p CLR CDNC CRZ DBH D|A DWG EA ELECT EX GA[V HP HT MAX ALTERNATIVE ARCHITECTURE BOTTOM OFSTAIR BOTTOM OFWALL CALIPER CAST -IN -PLACE CLEAR CONCRETE CRITICAL ROOT ZONE DIAMETER ATBREAST HEIGHT DIAMETER DRAWING EACH ELECTRICAL EXISTING GALVANIZED HIGH POINT HEIGHT MAXIMUM SHEET LIST MECH K8|N OC PA PAVE PEO PL ROW SF 8P GG STRUCT TK8C TOS TS TW TYP V|F MECHANICAL &1|N|&1UK8 ON CENTER PLANTING AREA PAVEMENT PEDESTRIAN PROPERTY LINE RIGHT-OF-WAY GDUAREFEET SPECIES STAINLESS STEEL STRUCTURE TUKVNLAMUNICIPAL CODE TOP OFSLAB TOP OFSTAIR TOP OFWALL TYPICAL VERIFY |NFIELD SHEET NUMBER AND TITLE L1D1'SITE MATERIALS PLAN L111'SITE MATERIALS AND LAYOUT PLAN ENLARGEMENT -62 L212 �-SITE =ETAILS L401 ' PLANTING PLAN L4O2'PLANT SCHEDULE L411'PLANTING DETAILS �������� ����������. GENERAL �� SITE °� NOTES: ����' t SEE SITE SURVEY FOR EXISTING CONDITIONS. 2. SEE CIVIL FOR SITE GRADING, PEDESTRIAN AND VEHICULAR PAVEMENTS AND CURBS, VEHICULAR STRIPING, STORK8VVATERFACILITIES, AND UTILITIES. 3. SEE ELECT FOR SITE LIGHTING. 4. SEE ARCHITECTURAL FOR BUILDING LAYOUT. MATERIALS LEGEND: �� \�/PROPERTYUNE \u/CONCSEAT WALL AND MONUMENT SIGN, SEE U1/L212 \»/CONCSEAT WALL WITH WOOD TOP, SEE O2/L212 BICYCLE RACK, SEE O7/L211 METAL EDGING, SEE U4/L211 SECURITY FENCE, SEE 05/1-2i1 PEDESTRIAN CONCPAVEMENT, SEE O1IL211 EXPANSION JOINT, SEE U2/L211 SCORE JOINT, SEE 03/1-211 �� y~�VEH|CULARPAVEK8ENT.@EECK/L NOT |NUSE �� K�)NOT |NUSE PERMEABLE CONCRETE PAVEMENT, SEE CIVIL y�o CURB, SEE CIVIL CURB RAMP, SEE CIVIL B|ORETENT|ONCELL, SEE CIVIL GRAVEL STRIP, SEE CIVIL AREA DRAIN, SEE CIVIL WHEEL STOP, SEE CIVIL HYDRANT, SEE CIVIL \a�NOT |NUSE K�)SECURE GATE, SEE ARCH K0)ARCHITECTURAL SCREEN, GEEARCH �� = RECYCLING / TRASH ENCLOSURE, SEE ARCH GENERATOR / FUELING, SEE ARCH FLAG POLE, SEE ARCH BUILDING CANOPY (ABOVE) LIGHT POLE, SEE ELEC ,a m 12J11118 Permit Correction #1 omxm DesitloRevislons Rev Date Issue Tukwila Fire Station 51 Project No. 17001 3131 Western ^=Suite M423, Seattle, ww98121 TEL 206-632-2038 - FAX m6-63~204v °°°"°/m"mn"n^=m/nfo@swiftco°pa"»=m Swift Company LLC - These documents have been prepared specifically ior the above named project. The y are not sufla ble for use an other projects or in of the Landscape Architect. REVIEWED FOR CODE COMPLIANCE APPROVED FED 2 6 2019 CRY Of TukWila BUILDING �on�xcncx�� xrrxo7n-x�wp Issue PERMIT SUBMITTAL Date 10/15/18 ARCHITECTS + URBAN DESIGNERS 01 SITE MATERIALS PLAN SCALE: r=uo`n o 10, i/// /|//./| / | 40' | � _ BOLLARD LIGHT, SEE ELEC RECEIVED CITY OFTUKW|LA DEC 1 2 20ig PERMIT CENTER Sheet Title SITE MATERIALS PLAN N N�00d�N� N 0/2018 1:35 PM \ \ \ EXISTING SIDEWALK AND CURBS TO REMAIN PA 1- 5'-0" '-4" TYP REAR APRON FRONT APRON ___ _ .-- as 01 SITE MATERIALS AND LAYOUT PLAN ENLARGEMENT ALIG PAVE JNT TO' f AVE EDGE it 5'-14i 5' e1'd 5'-1 i1 r 11f ALIGN CORNED OF CdtIC SEA) vyf LL WI PAVE EtE 2 J -'- -----../.' —/ ss SOU y1SLTOR PARKING EV VISITOR PARKING VISI-TO 22�20 FIREFIGHTER PARKING FIREFIGHTER PARKING PA DRIVEWAY; E CIVIL ss 0 5' 10' SCALE: 1" = 10'-0" 1"=10'-0" SITE MATERIALS AND LAYOUT NOTES: 1. SEE L101 FOR OVERALL SITE PLAN, GENERAL SITE NOTES, AND ABBREVIATIONS. 2. SEE ELECTRICAL DRAWINGS FOR SITE LIGHTING. 3. FOR DETAILS, SEE SHEET L211. 4. EXPANSION JOINTS SHALL BE LOCATED BETWEEN ALL HARDSCAPE AND ADJACENT MATERIALS INCLUDING, BUT NOT LIMITED TO, WALLS, CURBS, SITE FURNISHINGS, AND BUILDINGS. 5. ALL SURFACES LEVEL AND PLUMB, UNLESS OTHERWISE NOTED. 6. SEE SITE SURVEY FOR EXISTING CONDITIONS. 7. SEE CIVIL FOR LAYOUT OF CURBS, CURB RAMPS, AND VEHICULAR PAVEMENTS. 8. ALL ANGLES TO BE 90°, UNLESS OTHERWISE NOTED. 9. DIMENSIONS TO CURBS ARE MEASURED TO THE BACK OF CURB, UNLESS OTHERWISE NOTED. 10. SEE ARCH FOR BUILDING GRID. 11. LAYOUT OF SITE PAVEMENT, STAIRS, WALLS, FURNISHINGS, AND LIGHT FIXTURES SHALL BE STAKED IN THE FIELD FOR REVIEW AND ACCEPTANCE BY OWNER'S REPRESENTATIVE PRIOR TO INSTALLATION. NOTIFY OWNER'S REPRESENTATIVE IMMEDIATELY OF ANY DISCREPANCIES BETWEEN LAYOUT ALIGNMENT OR DIMENSIONING AND FIELD CONDITIONS. MATERIALS LEGEND: Q Q 0 0 O 0 0 PROPERTY LINE CONC SEAT WALL AND MONUMENT SIGN, SEE 01/L212 CONC SEAT WALL WITH WOOD TOP, SEE 02/L212 BICYCLE RACK, SEE 07/L211 METAL EDGING, SEE 04/L211 SECURITY FENCE, SEE 05/L211 PEDESTRIAN CONC PAVEMENT, SEE 01/L211 EXPANSION JOINT, SEE 02/L211 SCORE JOINT, SEE 03/L211 VEHICULAR PAVEMENT, SEE CIVIL NOT IN USE NOT IN USE PERMEABLE CONCRETE PAVEMENT, SEE CIVIL CURB, SEE CIVIL CURB RAMP, SEE CIVIL BIORETENTION CELL, SEE CIVIL GRAVEL STRIP, SEE CIVIL AREA DRAIN, SEE CIVIL WHEEL STOP, SEE CIVIL HYDRANT, SEE CIVIL Al NOT IN USE 0 SECURE GATE, SEE ARCH 0 ARCHITECTURAL SCREEN, SEE ARCH 0 RECYCLING / TRASH ENCLOSURE, SEE ARCH 0 GENERATOR / FUELING, SEE ARCH 0 FLAG POLE, SEE ARCH 0 BUILDING CANOPY (ABOVE) E1 LIGHT POLE, SEE ELEC E2 BOLLARD LIGHT, SEE ELEC RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1 B 12/11/18 Design Revisions 1A 12/11/18 Permit Correction#t Rev Date Issue Tukwila Fire Station 51 Project No. 17001 SWIFTCOM PANYLLc 3131 Western Ave., Suite M423, Seattle, WA 98121 TEL 206-632-2038•FAX 206-632-2048 www.swiftcompany.com info@swiftcompany.com ©2018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. kt=vU-v n FOR CODE COMPLIANCE APPROVED FEB 2 6 2010 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL S TAMP Issue PERMIT SUBMITTAL Date 10/15/18 SITE MATERIALS Sheet Title AND LAYOUT PLAN ENLARGEMENT ARCHITECTS + URBAN DESIGNERS Sheet L111 2/10/2018 1:35 PM kr EXPANSION JOINT CIP CONC PAVEMENT, SEE CIVIL SLOPE TO DRAIN PER CIVIL FINISH GRADE SCORE JOINT NOTES: 1. SEE PLANS FOR EXTENT OF CONCRETE AND JOINT LOCATIONS 2. SEE CIVIL FOR SUBGRADE DETAILS 3. ALL PEDESTRIAN CONCRETE TO BE BROOM FINISH, SEE CIVIL FOR SPEC 01 PEDESTRIAN CONC PAVEMENT SCALE: 1" = V-0" SWEEP BUILDERS SAND OVER JOINT SEALER PRIOR TO DRYING 1/4" RADIUS, TYP. NO SHINERS 3/8" EXPANSION JOINT W/ PREMOLDED FILLER AND SELF -LEVELING JOINT SEALER, TYP AS SHOWN ON PLAN & AT ALL VERTICAL RESTRICTIONS, TYP, SEE SPECS 02 EXPANSION JOINT SCALE: 3" = 1-0" co z co u_ 0 I- - 1/4" 1/4" TOOLED RADIUS, TYP, NO SHINERS 03 SCORE JOINT SCALE: 3" = 1-0" PLAN 8'-3 3/4" TWINBAR FORTRESS PANEL, TYP MESH SIZE: 2" x 8" FRONT ELEVATION 05 SECURITY FENCE NOTES: 1. ALL WIRE ELECTRO-FORGED AT ALL INTERSECTIONS. GALVANIZED AND POLYESTER POWDER COATED FINISH. 2. RETAINING BRACKETS ON INTERIOR OF FENCE, TYP. (7) PLASTIC RETAINING BRACKETS PER POST, TYP, SEE NOTES N. r co PRESS ON POST CAP TWINBAR FORTRESS PANEL TS 2" x 2" x 14 GALV STL FENCE POST, TYP EXTERIOR INTERIOR SECTION A -A SECURITY FENCE FOOTING 3/16" DIA 1/4" DIA FINAL ASSEMBLY ISOMETRIC TWINBAR FORTRESS PANEL ISOMETRIC co SCALE: SCALE: 1/2" = 1'-0" LA.1 4' :a LJ TURF AREA, TYP PLANTING AREA, TYP PLANTING SOIL, TYP METAL LANDSCAPE EDGE, SEE SPECS TAPERED STEEL ANCHORING STAKES, SEE SPECS SUBGRADE 04 METAL EDGING 4 , . I III II III SCALE: 1 1/2" = 1`-0" 8" SQUARE x 1/2" THK GALV STL BASE PLATE, WELDED TO POST (4) 1/2" DIA x 4" LONG SS ANCHOR BOLT SET GRADE 2" BELOW TOP OF FOOTING, FIELD VERIFY 10" DIA x 30" DEEP CONC FOOTING, SLOPE TOP TO DRAIN, TYP 06 SECURITY FENCE FOOTING SCALE: 3" = 1-0" CITY OF TUKWILA STANDARD BICYCLE RACK TO BE USED, RED COLOR TO MATCH PAINTED STEEL ON PROJECT - DETAIL TO BE PROVIDED BY CITY OF TUKWILA 07 BICYCLE RACK SCALE: 1" = 1'-0" RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Correction #1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 SWIFTCOMPANYLic pal Western Ave., Suite M423, Seattle, WA 98121 TEL 206-632-2038 -FAX 206-632.2048 www.swiftcompany.com infoCaswiftcompany.com 0 2018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 0 2019 City of Tukwila UILDING DIVISION URISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/18 SITE DETAILS L 11 ARCHITECTS + URBAN DESIGNERS LU vi 12/10/2018 1:35 PM 32.75+ 37.00 32.75 24'-3" PAVEMENT EDGE, SEE PLANS 11.-9" 04 WOOD SEAT ASSEMBLY 16.-0" CIP CONC WALL 8.-0" 8.-0" PLAN 68.-0" (,) 34.84 24'-3" 11'-9" 16'-0" 8.-0" 8'-O" ILLUMINATED SIGNAGE, SEE ARCH AND ELEC T KWILA FIRE STATION 51 SECTION \ / \ 01 CONC SEAT WALL AND MONUMENT SIGN 1116 1111111111 WOOD SEAT ASSEMBLY 7.+•;c3,,/ lik±QJ= CIP CONC WALL \ \ • / /‘\'/• /\<, 11-111 — I \ \/\ //\/\ \\/\/ \‘‘ \/\""/\/\\\/\/\// \"\////'\\Y\ CIP CONC FOOTING COMPACTED SUBGRADE 9 FINISH GRADE +35.00 SCALE: 1/4" = 1'-0" LENGTH VARIES, SEE PLANS ENGTH VARIES, SEE PLANS PLAN 11'-8 1/4" LENGTH VARIES, SEE PLANS ).ENGTH VARIES,, 11'-8 1/4" SEE PLANS FLUSH 4.111MfIll 03 04 / WOOD SEAT ASSEMBLY _ IILILIIMI IIIIIIIIIIIII 111111 111111 lain HMI SECTION 02 CONC SEAT WALL WITH WOOD TOP LENGTH VARIES, SEE PLANS CIP CONC WALL L LENGTH VARIES, SEE PLANS CIP CONC WALL FINISH GRADE CIP CONC FOOTING COMPACTED SUBGRADE SCALE: 1/4" = 1'-0" • II •Nt•-- .„ /\ / ,...: ..,...E:, .,,,, f.:i...„,,,,..4.: :1/\,> • • .• , .4 • •• . . • , \ / • „ ' '• ' ' . .4 . .. CIP CONC FOOTING /: .1 • .. 4-• ., / / '. . \ •/ ..&) / \ /\\///\\\////\/: I , , I \ / /\/ \ —7—i }— (--u —\ \A// \/\/ WOOD SEAT ASSEMBLY CIP CONC WALL #4 BAR @ 12" OC #4 BAR @ 12" OC FINISH GRADE 2.-0" 03 CONC SEAT WALL SECTION COMPACTED SUBGRADE SCALE: 1" = 1'-0" 1'-9" 1 1/4" 1 1/2,, kr N 3 1//2" CUSTOM SS ANGLE FRAME 1" x 3" SS ANGLE FRAME SECTION A -A IOW AMY AiGUM MOZI A/1 ILt I I 6 I I I I I I 11 314", TYP 4 4 4 2.-0" 04 WOOD SEAT ASSEMBLY LED STRIP LIGHT W/ MOUNTING BRACKET, SEE ELECT WOOD SEAT ASSEMBLY, 2 x 4 THERMALLY MODIFIED TIMBER, MECHANICALLY FASTENED TO SS FRAME, TYP 1/2" DIA. ALL -THREAD W/ LOCK WASHER & NUTS 1 x 2 SS ANGLE FRAME 1/4" DIA x 3" LONG ANCHOR BOLT, TYP CIP CONC WALL 1/4" ELEVATION B-B 1/4" SCALE: 3" = RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERivlIT CENTER 1B 12/11118 Design Revisions 1A 12/11/18 Permit Correction 81 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 SW I FTCO M PANYac pat Western Ave., Suite M423, Seattle, WA 98123. TEL 20E-632-203E. FAX 206-632-2048 www.swiftcompany.com info@swiftcompany.com 02018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect, REVIEW) 1:C3R CODE COMPLIANCE APPROVED FEB 23 2019 City of Tukwila BUILDING DIVISION URISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL 10/15/18 SITE DETAILS Date Sheet Title ARCHITECTS -I- URBAN DESIGNERS LU 1- 1111=1:111 Sheet L212 12/10/2018 1:35 PM ZONE 8 Ss SD ss 01 IRRIGATION PLAN ZONE 7 ZONE 9 ZONE 2 OS N. N. .44,* no ZONE 2 ZONE 3 ▪ N. ZONE 13 ▪ - - - - - - - ' ' ' ' 'T--: : — _ _ _ :,// // / //// / //// ///////// jos•-aireVi°"* Oete°elklIc GS 40' oct- Gz IRRIGATION NOTES: 1. SEE CIVIL SHEETS FOR GENERAL GRADING AND DRAINAGE, DEMOLITION OF EXISTING SITE FEATURES, AND UTILITIES. 2. SEE SHEET L101 - SITE MATERIALS PLAN FOR GENERAL SITE NOTES AND ABBREVIATIONS 3. SEE SHEET L401 - PLANTING PLAN FOR SITE PLANTING PLAN. 4. ALL NEW PLANTING AREAS SHALL BE WATERED WITH A FULLY AUTOMATIC, UNDERGROUND IRRIGATION SYSTEM. 5. IRRIGATION SYSTEM SHALL USE HIGH -EFFICIENCY SPRAY HEADS AND DRIPLINE TO MAXIMIZE WATER CONSERVATION. 6. IRRIGATION MATERIALS AND INSTALLATION SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARD SPECIFICATIONS. 7. IRRIGATION PIPES AND CONTROL WIRES SHALL BE INSTALLED IN SLEEVES WHEN PASSING UNDER PAVEMENTS OR THROUGH WALLS. 8. SEE CIVIL FOR WATER SUPPLY / POINT OF CONNECTION (POC) VVITH1N BLDG. 9. SEE MECHANICAL / PLUMBING DRA1NINGS FOR WATER SUPPLY, BACKFLOW PREVENTION, AND SUB -METERS. 10. THE IRRIGATION SYSTEM SHALL BE DESIGNED USING THE MINIMUM OPERATING PRESSURE AND MAXIMUM FLOW DEMAND OF EACH ZONE. VERIFY STATIC PRESSURE AT POINT OF CONNECTION AND SUBMIT WRITTEN REPORT PRIOR TO BEGINNING WORK. 11. ROUTE COMMON \NIRE, CONTROL WIRES AND 2 SPARE WIRES FROM THE IRRIGATION CONTROLLER TO THE CONTROL VALVES. WHERE CONTROL VVIRES ARE IN THE BUILDING, INSTALL IN NEW ELECTRICAL CONDUIT IN ACCORDANCE WITH DIVISION 26 ELECTRICAL. 12. IRRIGATION CONTROLLER SHALL BE LOCATED WITHIN ACCESSIBLE AND SECURE MAINTENANCE AREA. CONTROLLER REQUIRES WIFI CONNECTIVITY TO SYNC W/ WEATHER -BASED SOFTWARE AND MOBILE DEVICE LINK FOR OPERATIONAL MONITORING AND CONTROL. 13. REFER TO SPECIFICATIONS FOR REQUIREMENTS INCLUDING, BUT NOT LIMITED TO, PRE -CONSTRUCTION TESTING, MATERIALS, POST-1NSTALLATION TESTING AND RECORD DRAWINGS. 14. LOCATE VALVES, HOSE BIBS, AND OTHER ACCESSIBLE VAULTS AND BOXES IN AREAS INDICATED ON THE PLANTING PLAN. IRRIGATION FIXTURES AND FEATURES SHALL BE LOCATED TO AVOID INTERRUPTING THE PLANTING LAYOUT PATTERNS AND ALIGNMENTS. SUBMIT PROPOSED VALVE BOX LAYOUT FOR APPROVAL PRIOR TO INSTALLATION. 15. BASIS OF DESIGN REQUIREMENTS FOR WATER SUPPLY ARE: 60 PSI AND 50 GPM OPERATING PRESSURE = 30 PSI (MAX) OPERATING FLOW = 30 GPM (MAX) 16. MAINTENANCE WATER SUPPLY ASSUMPTIONS SHALL BE DETERMINED IN CD PHASE. PROPOSED LOCATIONS FOR HOSE BIBS ON PLAN SHALL BE COORDINATED VATH OWNER, ARCH AND MECH. IRRIGATION ZONE LEGEND: ZONE BOUNDARY ROW LAWN AREA - ZONE 1 HIGH EFFICIENCY SPRAY HIGH EFFICIENCY SPRAY NO MOW GRASS AREAS - ZONE 4 HIGH EFFICIENCY SPRAY HIGH EFFICIENCY SPRAY OR DRIPLINE SHRUB AREAS - ZONE 7 - 13 HIGH EFFICIENCY SPRAY OR DRIPLINE RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERIVIIT CENTER 1B 12/11/18 Design Revisions Rev Date Issue Tukwila Fire Station 51 Project No. 17001 3132 Western Ave., Suite M42g, Seattle, WA gam © 2018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations vithout the approval and participation of the Landscape Architect. REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION JURISDICTIONA AMP Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/18 IRRIGATION PLAN L301 ARCHITECTS + URBAN DESIGNERS 12/10/2018 1:35 PM 1 FRA PEN 11 FRA PEN 196 GAU SH 906 DES TUF 530 COR KE3 86 IRI ORE 503 JUN ENS 119 CAR STI 64 POL MU WEST LINE OF AREA COVERED BY ROAD EASEMENT & WATER ON PARCEL B EASEMENT REC. #4857802 • • • • • \ • • • \ • • 4 • • • \ • \ \ \ o. • \\\ \ \\\\ .oQ\\\\\ \\\ \\\ c.,\.. 01 PLANTING PLAN / 6'-0" MIN 000000 UT v DRAIN, TYP, SEE CIVIL UTILITY VAULT, TYP, SEE CIVIL 0 T --a T Z 3 BET DUR 24 FRA CHI 52 VAC NOR 224 FRA CH2 IRRIGATION POINT OF CONNECTION, SEE CIVIL FOR WATER SUPPLY 36 GAU SHA 40 TAX DEN 84 POL MUN 40 FRA CHI 240 COR 118,CRA CHI 76 IRI ORE 185 DES TUF 219 VIN MIN 5 GAU SHA 12 TAX DEN 14 POL MU 20 FRA CH CAR STI 7 BET DUR 98 FRA CH2__ — 116 FRA CH2 170 VIN MIN 739 FRA CH2 236 VIN MIN 1.0 240 GAU SHA 117 POL MUN 95 TAX DEN 260 VIN MIN 498 FRA CH2 38 POL MUN 43 GAU SHA 129 FRA CH2 3 LIR TUL 0 Am 0 �> o m c o 0 A —I O o O U) 0> Lr O O 00 0 0 0 / 0 10' 20' IIIII�IIIII I SCALE: 1" = 20'-0" / 1 / N / ••/ NN / ECO LAWN, TYP 1" = 20'-0" 40' GSA ez A CODE REQUIRED LANDSCAPING TABLE AREA CODE REQUIREMENT PROVIDED PARKING LOT LANDSCAPING 165 SQFT 2440 SQFT PERIMETER LANDSCAPING (SIDE YARD NON -ADJACENT TO TSO - NORTH SIDE YARD) 10 LINEAR FT (PER TSO) 10 LINEAR FT PERIMETER LANDSCAPING (SIDE YARD - SOUTH SIDE YARD) 0 LINEAR FT (PER TSO) 6 LINEAR FT MIN PERIMETER LANDSCAPING (REAR YARD - WEST YARD) 0 LINEAR FT (PER TSO) 0 LINEAR FT - 13.5' WITHIN FENCE PERIMETER LANDSCAPING (FRONT YARD - EAST YARD) 15 LINEAR FT (PER TSO) 87 LINEAR FT MIN PLANTING NOTES: 1. PLANTS SHALL BE NURSERY GROWN, WELL -ROOTED, OF NORMAL GROWTH AND HABIT, AND FREE FROM DISEASE OR INFESTATION. TREES SHALL HAVE UNIFORM BRANCHING, SINGLE STRAIGHT TRUNKS, (UNLESS SPECIFIED AS MULTI -STEMMED), AND THE CENTRAL LEADER INTACT AND UNDAMAGED. CONTAINER STOCK SHALL BE FULLY ROOTED BUT NOT ROOT -BOUND. PLANT MATERIAL WITH DAMAGED ROOT ZONES OR BROKEN ROOT BALLS WILL NOT BE ACCEPTED. CONIFEROUS TREES SHALL BE NURSERY GROWN, FULL AND BUSHY, WITH UNIFORM BRANCHING AND A NATURAL NON -SHEARED FORM. ORIGINAL CENTRAL LEADER MUST BE HEALTHY AND UNDAMAGED. MAXIMUM GAP BETWEEN BRANCHING SHALL NOT EXCEED 9 INCHES, AND LENGTH OF TOP LEADER SHALL NOT EXCEED 12 INCHES. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR CONFIRMING LOCATION OF ALL UTILITIES. 3. CONTRACTOR SHALL REMOVE ALL INVASIVE VEGETATION IN AREAS OF NEW CONSTRUCTION. 4. FOR LANDSCAPING IN SIDEWALKS AND PARKING LOTS, OR IN LIMITED AREAS OF SOIL VOLUME, STRUCTURAL SOILS (CORNELL UNIVERSITY PRODUCT OR SIMILAR) MUST BE USED TO A PREFERRED DEPTH OF 36 INCHES TO PROMOTE TREE ROOT GROWTH AND PROVIDE STRUCTURAL SUPPORT TO THE PAVED AREA. MINIMUM SOIL VOLUMES FOR TREE ROOTS SHALL BE 750 CUBIC FEET PER TREE (SEE SPECIFICATIONS AND SAMPLE PLANS FOR CU STRUCTURAL SOILS). TREES AND OTHER LANDSCAPE MATERIALS SHALL BE PLANTED ACCORDING TO SPECIFICATIONS IN "CU STRUCTURAL SOILS — A COMPREHENSIVE GUIDE." AS IT NOW READS AND AS HEREAFTER AMENDED, OR USING CURRENT BEST MANAGEMENT PRACTICES (BMPS) AS APPROVED BY THE DIRECTOR. SUSPENDED PAVEMENT SYSTEMS (SILVA CELLS OR SIMILAR) MAY ALSO BE USED IF APPROVED BY THE DIRECTOR. 5. FOR SOIL PREPARATION IN BIORETENTION AREAS, EXISTING SOILS MUST BE PROTECTED FROM COMPACTION. BIORETENTION SOIL MEDIA MUST BE PREPARED IN ACCORDANCE WITH STANDARD SPECIFICATIONS OF THE SURFACE WATER DESIGN MANUAL, ADOPTED IN ACCORDANCE WITH TMC CHAPTER 14.30, TO PROMOTE A PROPER FUNCTIONING BIORETENTION SYSTEM. THESE SPECIFICATIONS SHALL BE ADHERED TO REGARDLESS OF WHETHER A STORMWATER PERMIT IS REQUIRED FROM THE CITY. 6. FOR ALL OTHER PLANTINGS (SUCH AS LARGE PLANTING AREAS WHERE SOIL VOLUMES ARE ADEQUATE FOR HEALTHY ROOT GROWTH), SOILS MUST BE PREPARED FOR PLANTING IN ACCORDANCE WITH BMP T5.13, "POST CONSTRUCTION SOIL QUALITY AND DEPTH," FROM THE WASHINGTON DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON (AS IT NOW READS AND AS HEREAFTER AMENDED), REGARDLESS OF WHETHER A STORMWATER PERMIT IS REQUIRED BY THE CITY. 7. THE APPLICANT WILL BE REQUIRED TO SCHEDULE AN INSPECTION BY THE CITY'S URBAN ENVIRONMENTALIST (ANDREA.CUMMINS@TUKWILA.GOV) OF THE PLANTING AREAS PRIOR TO PLANTING TO ENSURE SOILS ARE PROPERLY PREPARED. SOIL MUST BE AMENDED, TILLED AND PREPPED TO A DEPTH OF AT LEAST 12 INCHES. 8. INSTALLATION OF LANDSCAPE PLANTS MUST COMPLY WITH BMPS INCLUDING: A. PLANTING HOLES THAT ARE THE SAME DEPTH AS THE SIZE OF THE ROOT BALL AND TWO TO THREE TIMES WIDER THAN THE ROOT BALL. B. ROOT BALLS OF POTTED AND BALLED AND BURLAPPED (B&B) PLANTS MUST BE LOOSENED AND PRUNED AS NECESSARY TO ENSURE THERE ARE NO ENCIRCLING ROOTS PRIOR TO PLANTING. ALL BURLAP AND ALL STRAPS OR WIRE BASKETS MUST BE REMOVED FROM B&B PLANTS PRIOR TO PLANTING. C. THE TOP OF THE ROOT FLARE, WHERE THE ROOTS AND THE TRUNK BEGIN, SHOULD BE PLACED AT GRADE. THE ROOT BALL SHALL NOT EXTEND ABOVE THE SOIL SURFACE AND THE FLARE SHALL NOT BE COVERED BY SOIL OR MULCH. D. IF USING MULCH AROUND TREES AND SHRUBS, MAINTAIN AT LEAST A 6-INCH MULCH -FREE RING AROUND THE BASE OF THE TREE TRUNKS AND WOODY STEMS OF SHRUBS. IF USING MULCH AROUND GROUNDCOVERS UNTIL THEY BECOME ESTABLISHED, MULCH SHALL NOT BE PLACED OVER THE CROWNS OF PERENNIAL PLANTS. 9. INSTALLATION OF THE LANDSCAPING AND SCREENING SHALL BE COMPLETED AND A LANDSCAPING DECLARATION SUBMITTED BY THE OWNER OR OWNER'S AGENT PRIOR TO ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. ANY PLANT SUBSTITUTIONS SHALL BE NOTED ON THE DECLARATION. IF NECESSARY, DUE TO WEATHER CONDITIONS OR CONSTRUCTION SCHEDULING, THE INSTALLATION MAY BE POSTPONED TO THE NEXT PLANTING SEASON (OCTOBER — APRIL) IF APPROVED BY THE DIRECTOR AND STATED ON THE BUILDING PERMIT. A PERFORMANCE ASSURANCE DEVICE EQUAL TO 150% OF THE COST OF THE LABOR AND MATERIALS MUST BE PROVIDED TO THE CITY BEFORE THE DEFERRAL IS APPROVED. 10. ANY SITE AREAS DISTURBED DURING CONSTRUCTION THAT ARE NOT PLANNED FOR IMPROVEMENTS SHALL BE RESTORED TO PRECONSTRUCTION CONDITION, AND SHALL BE IN COMPLIANCE WITH TMC 18.52.060.10. R CPIV D CITY OFT K' I A DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Correction #1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 SW I FTCOM PANYLLC 3131 Western Ave., Suite M423, Seattle, WA98121 TEL 206-632-2038• FAX 206-632-2048 www.swiftcompany.com info@swiftcompany.com ©2018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. REVIEWEDrOR CODE COMPLIANCE APPROVED FES 26 2019 City of Tukwila BUILDING DIVISION JURISD ICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/18 PLANTING PLAN L 01 ARCHITECTS + URBAN DESIGNERS W 1- ISZOTISSIM PLANT SCHEDULE MAIN SITE 12/10/2018 1:36 PM TREES SHRUBS 0 0 0 0 0 GROUND COVERS CODE QTY ACE KAR 13 BET DUR 13 COR EDD 11 FRA PEN 12 GIN BIL 1 LIR TUL 6 CODE QTY COR KE3 770 DES TUF 1,091 Deschampsia cespitosa BOTANICAL NAME Acer rubrum 'Karpick' Betula nigra'Duraheat' Comus nuttallii 'Eddie's White Wonder' Fraxinus pennsylvanica 'Patmore' Ginkgo biloba 'Princeton Sentry' Liriodendron tulipifera BOTANICAL NAME FRA CHI 214 Fragaria chiloensis GAU SHA 552 Gaultheria shallon IRIORE 162 POL MUN 394 TAX DEN 225 VAC NOR 101 QTY 203 10,504 sf 2,158 737 2,281 sf 1,080 Polystichum munitum Taxus x media 'Densiformis' Vaccinium x 'Northsky' BOTANICAL NAME Eco Lawn Fragaria chiloensis Juncus ensifolius No Mow Lawn Vinca minor COMMON NAME CONT Karpick Red Maple B & B, 3" Cal. Duraheat River Birch B & B, 2" Cal. Eddie's White Wonder Dogwood B & B, 2" Cal. 'Patmore' Ash B & B, 3" Cal. Princeton Sentry Ginkgo Tulip Tree COMMON NAME Tufted Hair Grass Beach Strawberry Salal Western Sword Fem Dense Yew Northsky Blueberry COMMON NAME Beach Strawberry Swordleaf Rush Common Periwinkle B&B,2"Cal. B&B,3"Cal. CONT #3 CONT* #2 CONT* 4" POT * #3 CONT* 4" POT * #3 CONT* #3 CONT * #3 CONT * CONT #2 CONT sod 4" POT #2 CONT seed 4" POT SIZE SPACING 30" o.c. 18" o.c. 18" o.c. 30" O.G. 18" o.c. 30" o.c. 36" o.c. 30" o.c. SPACING 18" o.c. 12" o.c. 18" o.c. 12" o.c. * SHRUBS SHALL BE AT LEAST 18 INCHES IN HEIGHT, FULL AND BUSHY AT TIME OF PLANTING. 16 1A 12/11/18 Design Revisions 12/11/18 Permit Correction #1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 SWI FTCOM PANYLLC 3232 Western Ave., Suite M423, Seattle, WA 98121 TEL 206-632-20384AX 206-632-2048 www.swiftcompany.com info(dswiftcompany.com m 2018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. REVIEWED F CODE COMPLIANCE APPROVED FEB 26 2019 City of Tukwila BUILDING DIVISION JU RISDICTIONAL APPROVAL S TAMP Issue PERMIT SUBMITTAL Date 10/15/18 ARCHITECTS + URBAN DESIGNERS RECEIVED CITY OF TUKwi DEC 1 2 2018 PERMIT CENTEP _,sheet Title PLANT SCHEDULE Sheet L 02 12/1012018 1:36 PM STAKE TREE WITH (2) TREATED 2" DIA. WOOD TREE STAKES; STAKE LOCATIONS SHALL NOT INTERFERE WITH PERMANENT BRANCHES LOOP EACH TREE TIE AROUND STAKE AND TREE LOOSELY TO PROVIDE 1" SLACK FOR TRUNK GROWTH; PLACE TIES AT 2/3 HEIGHT OF MAIN TRUNK; NEVER PLACE TIES DIRECTLY BELOW FIRST SET OF BRANCHES TREE TIE MATERIAL, REFER TO SPECIFICATIONS 2" MULCH DEPTH; TAPER AT TRUNK NO MORE THAN 1" DEPTH ON TOP OF ROOTBALL FINISHED GRADE LOOSENED SOIL. DIG TREE PIT WITH SLOPED SIDES; DIG AND TURN THE SOIL TO REDUCE COMPACTION TO THE AREA AND DEPTH SHOWN PRIOR TO MULCHING, LIGHTLY TAMP SOIL AROUND THE ROOT BALL IN 6" LIFTS TO BRACE TREE. DO NOT OVER COMPACT. WHEN THE PLANTING HOLE HAS BEEN BACKFILLED, POUR WATER AROUND THE ROOT BALL TO SETTLE THE SOIL UNDISTURBED SUBGRADE OR COMPACTED FILL; REST BOTTOM OF ROOTBALL ON EXISTING OR RECOMPACTED SOIL 01 TREE PLANTING PLAN MIN WIDTH OF TREE PIT = 3 TIMES ROOTBALL DIAMETER OR 5'-0", WHICHEVER IS GREATER SECTION TREE CANOPY TREE ROOTS TREE TRUNK TREE TIE MATERIAL, REFER TO SPECIFICATIONS TREATED 2" DIA. WOOD TREE STAKES (8'-0" LENGTH) PREVAILING WIND NOTES: 1. TREES SHALL BE OF QUALITY PRESCRIBED IN DETAILS AND SPECIFICATIONS. 2. TREE PIT DEPTH = ROOTBALL DEPTH (MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION) 3. STAKE TREES ONLY UNDER CONDITIONS NOTED IN SPECIFICATIONS. INSTALLATION INCLUDES REMOVAL OF STAKES ONE YEAR AFTER INSTALLATION, OR DURATION AS REQUIRED TO ACHIEVE TREE STABILITY. ROOT FLARE REMOVE EXCESS SOIL TO EXPOSE ROOT FLARE; SET TOP OF ROOT CROWN 2" ABOVE ADJACENT FINISH GRADE CONSTRUCT 4" HIGH X 8" WIDE SOIL BERM AROUND ROOT BALL AT SOIL SURFACE AS WATERING RING. BERM SHALL BEGIN AT ROOT BALL PERIPHERY REMOVE ALL BURLAP FROM TOP 2/3 OF ROOTBALL; REMOVE ALL WIRE AND STRING DRIVE STAKES 2" FROM ROOTBALL EDGE, 6" TO 1'-0" INTO UNDISTURBED SOIL BELOW ROOTBALL SCALE: 1/2" = 1'-0" �j ED A//% le /SPFOR///�ACING/ j/�/ ®c�� —® D / / /TN NT/ .® \\ eeoece /A \/\x x/\/ \, ®—e-0- x-01a—® ED ED 2/3X PLANT SPACING TYP 04 PLANT SPACING CONTINUOUS OUTER ROW AT X FEET ON CENTER 2/3 X FEET SETBACK FROM EDGE OF PLANTING BED WITH TRIANGULAR SPACING INSIDE BED, TYP EDGE OF PLANTING BED OR PAVEMENT X = RECOMMENDED SPACING (SEE LANDSCAPE DETAIL ON DRAWING) ®= ACTUAL PLANT LOCATIONS SCALE: 1" =1.-0" NOTES 1. REMOVE STAKES AT END OF WARRANTY PERIOD. 2. TREE PIT DEPTH = ROOTBALL DEPTH (MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION). 3. MIN. BRANCH CLEARANCE ABOVE ADJACENT PAVEMENT TO BE 7'-0" TYP. 4. STAKING REQUIRED FOR 5'-0' HT AND TALLER TREES ONLY. 5. CONDUCT TREE PIT DRAINAGE TEST ON PRESENCE OF INSPECTOR PRIOR TO PLANTING. 05 EVERGREEN TREE PLANTING 0 CV 6" MIN //I/jJ/1(/ 1, 114ii\za4604:4;1141,. aI`i11I halm. 9rA 11 OF ROOTBALL REMOVE EXCESS SOIL TO DEPTH OF ROOT FLARE AND SET TOP OF ROOT FLARE AT SOIL FINISH GRADE TAPER MULCH TO ZERO DEPTH 3" FROM ROOT FLARE 2" DEPTH MULCH FINISH GRADE ROUGHEN EDGES TOPSOIL COMPACTED TOPSOIL TO 95% TRANSITION LAYER NATIVE SOIL OR FILL SOIL NOTES: 1. PROVIDE PEDESTAL TO SUPPORT WEIGHT OF SHRUB IF PLANT IS BALLED AND BURLAPPED OR GREATER THAN 5 GALLON CONTAINER SIZE. 2. ENSURE SHRUB ROOT FLARE DOES NOT SETTLE BELOW TOP OF SOIL. 02 SHRUB PLANTING SCALE: 1" = 1'-0" 5" 'CHAINLINK' PLASTIC TREE TIES. LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE MIN 2 SPARE LINKS FOR TREE GROWTH TOP OF ROOT CROWN AT SOIL FINISHED GRADE REMOVE BURLAP FROM TOP AND SIDES OF ROOTBALL. REMOVE WIRE. PLANTING BACKFILL FOR ENTIRE TREE PIT AREA X ROOTBALL DEPTH. THOROUGHLY WATER SETTLE. MOUND SOIL TO FORM 4" HT. WATERING BASIN AROUND TREE. 2" DEPTH MULCH (NO MULCH WITHIN 6" OF TRUNK) PREPARED PLANTING SOIL STAKE 'CHAINLOCK' GUY SUFFICIENTLY TO WITHSTAND WIND VELOCITIES UNDISTURBED NATIVE SOIL OR COMPACTED FILL SCALE: 1/2" =1'-0" NOTES: SEE L401 FOR SOIL PREPARATION AND PLANTING NOTES. v\;///\f/\/\ :"\'/ \ \/'\// \//\///'\i � ill' il:lir= i ratawkw 03 GROUND COVER PROVIDE 1" MIN MULCH UNDERNEATH ALL STEMS AND RUNNERS 2" MULCH THROUGHOUT PLANTING BED AND TAPERED TO NECK OF GROUNDCOVER PLANT FINISH GRADE HAND LOOSEN ROOT BALL TOPSOIL TRANSITION LAYER NATIVE SOIL, OR FILL SOIL SCALE: 1" =1'-0" RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11118 PennitConection#1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 SWIFTCOM PANYLLc 3131 Western Ave., Suite M423, Seattle, WA 98121 TEr. 206-632-2038•FAX 206-632-2048 www.swiftcompany.com info@swiftcompany.com 02018 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2010 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPKOVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title PLANTING DETAILS ARCHITECTS + URBAN DESIGNERS Sheet L 11 GENERAL NOTES 1 SEE CIVIL PLANS FOR UTILITIES, PAVING & GRADING 2 SEE LANDSCAPE PLANS FOR PLANTINGS & SITE FURNISHINGS ARCHITECTURAL FULL SITE PLAN SCALE: 1/32" = 1'-0" PROPERTY LINE RESIDENTIAL PROP SEE A002 FOR ENLARGED ARCHITECTURAL SITE PLAN RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER PROPERTY LINE EXISTING CONTOURS NEW CONTOURS SECURITY PENCEN SETBACK PERVIOUS CONCRETE ASPHALT PAVEMENT X X 16 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 443 1218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect rREVIEWED FOR CODE COMPLIANCE APPROVED FED 2 6 2019 City of Tukwila BUILDING DIVISION JURISDiCTiON AL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ARCHITECTURAL FULL SITE PLAN Sheet A001 ARCHITECTS + URBAN DESIGNERS z z 42"W LOCKABLE GATE 8'H SECURITY FENCE TYP AT NORTH, WEST & SOUTH SIDES GENERAL NOTES r.o 9'H ARCH SCREEN W/ ELECTRIC SECURITY GATE WALL-MTD FD FLAGPOLE W/ CONC BASE 0'-0" SIDE YARD SETBACK PER 18.41.090B \ ZONE: MUO (MIXED USE OFFICE) WITH TSO (TUKWILA SOUTH OVERLAY DISTRICT) IGHT POLE, SEE ECEC GROUND LOOP SENSOR, PER ELEC PTD GALV STL ASSEMBLY OR MTG TRAFFIC CONTROL BUTTON COORD W/ ELEC REAR APRON 39%10 112" CL OF S 180TH ST—oj CL OF S 180TH ST—o.j 30%0 1/2" SST FIXED 7—BOLLARD 30%0 1/2" 163-9 3/4" LINE OF OVERHANG ABV LINE OF OVERHANG ABV BENCH WALL SEE LANDSCAPE ASPHALT PAVING AREA DRAINS PER CIVIL OURTYARD & TREE LIGHTS LINE OF_ OVERHANG ABV COURTYARD MAIN ENTRY "*\ -BOLLARD LIGHT SIGNALIZATION POLE SEE TS01 -BOLLARD LIG N) FIRE HYDRANT ON CONCRETE PAD 2) FIXED BOLLARDS 44-8 1/4" 'H CHAIN LINK FENCE T ENCLOS E & UTILITY METER TPAN ORM aINCS C PAD GAS METER ALCOVE LIGHT POLE TYP,_1 SEE ELEC 37-6 3/4" IRRIGATION POINT OF CONN 9'H MTL ARCH SCREEN WI ELECTRIC SECURITY GATE PTD GALV STL ASSEMBLY FOR MTG ELEC GATE SECURITY KEYPAD COORD W/ ELEC 7\ 0 \ OILJWATER EPARATOR \ \',4r-BELOW FUTURE EV CHARGIN STATION, SEE E (N) TRAFFIC STRIPING, SEE CIVIL HEAVY-DUTY CONCRETE LIGHT POLE, ELEC FUTURE EV CHARGING STA LIGHT POLE, SEE ELEC (N) CONCRETE SIDEWALK 10'-0" SIDE YARD SETBACK PER 18.41.090 RECEIVED CITY OF TUKWILA 1 SEE CIVIL PLANS FOR UTILITIES, PAVING & GRADING 2 SEE LANDSCAPE PLANS FOR PLANTINGS & SITE FURNISHINGS PROPERTY LINE EXISTING CONTOURS NEW CONTOURS SECURITY FENCE SETBACK PERVIOUS CONCRETE ASPHALT PAVEMENT 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 443 1218 wvvw.weinsteinau.conn ©2018 Weinstein MU - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION JUR iSilACTIONAL APPROVAL Si Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ARCHITECTURAL SITE ARCHITECTURAL SITE PLAN SCALE: 1/16" r 1'-0" DEC 1 2 2018 PERMIT CENTER Sheet PLAN A002 STL BAR GRATING ONL3x3x1/4 WELDED STL PANEL FRAME 6x3x1/2HSS POST 12" DIAM x 3'-6" DEEP CONC FOOTING W/ (4) #5 VERTAND #3 TIES AT6"OCFULL HEIGHT; SLOPE TOP TO DRAIN w eta„ J_LL LEVE TYP SECTION AT ARCHITECTURAL SCREEN SCALE: 1/2" = 1-0" EQ TYP ARCH SCREEN PLAN DETAIL SCALE:3" = 1'-0" L3x3x1/4 WELDED STL PANEL FRAME 1111111111111114110111111111 n111I 111 11111111111111111111111111111111111011 11111111111111111111111111111111111111 1111111101111111101111111111111111111111 mumammuumuummommul II pummummpummummou mommommiummuumummum illimmumummuummummou illiiiriliffim Hi im II 1 iimmlimmiimil imi piiimmilluir ii iffilmiiiiiiiimi !mu mom! mmiiiimilp Hopi "TIN 1 pi i 1 1 11 im i i i 11 uppui 1 1 quill! III ii mull! I dump 11 In pp mil mpl 1 111111111111111111111 111111111111111 1111 Ji bffiolliffillimpilminillillfilmll uu mumillugur 1111111111111pme mum puurimmul II iplympuill „„„p muluolimul 111 mommu I 11111111111111 I ��� I mopyirmumpopv mmini sou 1 111111111111111111 1 !INN ERN 1111111111111111 111 II Wilk 11111111111111171111111111 1 1 11 ri,„, ogimommu impuumq 1 uir bil mimmommmommi iv ii pu III1 111 I IN I 1111111 1111 71 I upulloomuuumumumm gum 111111111111111111111111111111111111111111111111111111 11M11111111111111111umgymugmej mom umpumpum muumuu! offilitd mil imp ifinlIJ 111111111111111111111 IIIIIIrIIII1NPIIIIIIII imiquemmummuou impluimul utimuolummonium upuhl hi III MI 11111111111111 ffill II 11111111 SLIDING GATE ELEVATION SCALE:1/2" = V-0" 1 8'-0" CLR REQD WHEN OPEN POST CENTERED ON CL OF TRANSFORMER FENCE CENTER GATE ON TRANSFORMER ENLARGED NORTH ARCH SCREEN PLAN SCALE: 1/4" = 1'-0" 3'-0" GATE EQ 29'-0" 19'-0" NORTH DRIVEWAY' SOUTH DRIVEWAY' EQ GATE W/ CARDREADER 29'-0" L3 x 3 x 1/4 WELDED STL PANEL FRAME 6 x 3 x 1/2 HSS POST, EMBEDDED IN 12" DIAM CONC FOOTING TO DEPTH OF 3'-6", W/ (4) #5 VERT AND #3 TIES AT 6" OC FULL HEIGHT 1/4" THRU-BOLT W/ NEOPRENE SPACERS STL BAR GRATING FENCE PANEL, TACK WELDED TO FRAME 1111111111111111111111 mum um loom' I nu milli mulemumpimmum 11 limp umumior II II NI lumiummiur illummopudiu miumumuumni mu mini i 111111111 m 1111111111111111 POSTS MAX 6'-4" ON CENTER BAR GRATING TO CANTILEVER PAST POST AT ENDS TYP ARCH SCREEN PLAN DETAIL @ END SCALE:3" = 1'-0" ALL ELEMENTS PTD TO MATCH METAL PANEL AT MAIN BLDG mom, diaminormiliimmi lionii ismiummummumulp iglu poullummiummouve 1 mulumgolumuumummil II lumiimmummuiplimpum 1 11111 nil mum 1 mr.H.,„,„„„„„„,„„ „ HI III i uirruppui minion Hum u PARTIAL ARCHITECTURAL SCREEN ELEVATION SCALE: 1/2" = 1'-0" ENLARGED SOUTH ARCH SCREEN PLAN SCALE:1/4" = 1'-0" 51/2' POST CENTERED ON CL OF SECURITY FENCE VARIES: 3"-9" T.O. FENCE = 44.-0" (+9'-0") ±0" LEVEL ___J — , 6'-4" 6'-4" 6'-4" 64" 6'-4" 5'-11" 51/2", POST CENTERED ON CL OF SECURITY FENCE RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCH ITE,C-1 RCHITECT EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 G 2019 City of Tukwila BUILDING DIVISIUN AMP Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/2018 SITE DETAILS 003 ARCHITECTS + URBAN DESIGNERS w iana ARCH SCR5E-N WW/ EEC SECURITY GATE 9'H SEE SHEETA003 FOR DETAILS • FLOOR PLAN LEVEL 1 SCALE:1/8" = 1'-0" STOR o I,001 CASCADE FILL STATION (FOIC) CORRIDOR F TURE PARTS WASHER_i, FEC 'CORRIDOR 131 WALL-MTD FDC SEE MECH 0 APP BAY 35'-0" BOLLAR SEE 1/A101S SEE 1/A101N STL CANOPY ABOVE— / 125 FEC 126B HB GEAR STOR AIRLOCK SEE 1/A101N LINE OF AIR BARRIER CONTINUITY AT INTERIOR PARTITIONS DA BATH o BATH CAP OF ICE C 1 j -- E BUNK A 0 E ENTRY VESTIBULE C 1 E BUNK COURTYARD (OPEN TO ABOVE) CANOPY ABOVE t KITCHEN c= ^^=IC= � I � STL CANOPY BOVE PTD GALV STL PYLO OR MOUNTIN EM COORD W/ EL C. I RGENCY PHONE GAS ME ER AL I OVE 8'H SECURITY FENCE AROUND TRANSFORMER 9'H ARCHITECTURAL SCREEN W/ ELECTRIC SECURITY GAT SEE SHEETA003 FOR DETAILS 111111111, RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER GENERAL NOTES 1 FOR ABBREVIATIONS, SEE G001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECK ABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE - G101 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (EOM) FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEE A701 7 DOOR SCHEDULE - SEE A911 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE A901 10 PROVIDE DRAFTSTOPPING AND FIRESTOPPING WHERE REQUIRED BY 2015 IBC ------"-•— INTERIOR AIR BARRIER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 1111 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect 3300 REGISTERE ARCHITECT EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED FED 2 6 2019 City of Tukwila BUILDING DIVISION JU ISD,CTEONAL APPRO\ AMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title FLOOR PLAN LEVEL 1 Sheet 1 ARCHITECTS + URBAN DESIGNERS MAP WAL - -- -CORNER GUARD (SEE INT ELEVATIONS) • in CJJ -TRENCH DRAIN CORNER GUARD (SEE INT ELEVATIONS) cm N CORNER (SEE1 LINE OF OVHD DOORS ABV, TYP BRACE FRAME, TYP---0-1 SEE STRUCT UARD VATIUNS) CORNER GUARD (SEE INlll ELEVATIONS) 9'-3 5/8" 5'-6 7/16" FLUSH FLOOR GRATE WITH AREA DRAIN BELOW SSTSHELF ABV E 125 CURTAIN -.FEO-•_•TRACKAE 6'-11 1/2" 122E9" CLR MIN WALL-MTD PULL - EYE WASH INBOARD COUNTER W/ SINK & BACKSPLASH 6"L X 10"D SUPPORTED UBES ON WALL STUDS 0 FD DECON SST SHELF ABV FLUSH FLOOR GRATE WITH AREA DRAIN BELOW 6'-9 5/16" GEAR WASH HANGING BAR & SHELF EXTRACTOR WALL-MTD GEAR LOCKERS, NIC GEAR STOR (6) 2'-0"D WALL-MTD OPEN MTL SHELVES 14'-2 3/8" AIRLOCK c • • TTASH: FLUSH FLOOR GRATE Z4 WITH AREA DRAIN BELOW, TYPE F 2 ALL-MTD •...• .•••••.r.-.�a.r - — 1.-3 5/8" ENLARGED FLOOR PLAN LEVEL 1 NORTH SCALE: 1/4" = 1'-0" 21'-2 7/8" 7'-8" OOT WASH - AIRLOCK 7'=81/16"- 122B__- 1'-6" CLR MIN STOR FOIO RECEIV HANGING BAR 7'-4 7/16" 4ACNi'dEMIIUMIWI 44M14044AW'44Wi09A4 i P& IONZENIBMINEN HANGING BAR FOLD -DOWN IRONING BD S LAUN/JAN FD MOP SINK WY PLUMB FOR SST SHELF ABV _ _ FUTURE W/D INTERIOR ELEVATIONS SIM BATH 111 RFD BATH MAP WALL-_ —_ 11-0-0 9/16" 5'-4 5/16" 1'-2" LOCKABLE STORAGE CLOSET W/ (5) ADJ SHELVES •• ••-• a.v►. •..••$ —AMS —WHITE BOARD STATION OFFICE BUILT-IN DESK W/ SHELVES ABV 8p 4'-8 3/8" 2'-8 3/8" VIAWWWNWWM 4'-3 2'-8 3/8 RO CLR MIN 2'-1 1/16" LINE OF SOFFIT ABV 5'-3 5/8" 8'-10 3/8" 1'-0" CLR MIN VATON I121AI CORRIDOR 6'-1 5/8" BUILT-IN SHIFT LOCKERS, TYP. CORRIDOR 4'-1 1/4" WATIMAWNIMAIWORMAW 6" 8" AD WC _w BUSNIJAMYBLVAIIIMMI uASVBMwNIII CAP OFFI E 15'-9 5/16 -BU16T IN DE- SK W/UPPERS 1 12'-3 5/8" 2'-8 3/8" RO 7'-3 5/8" 8'-9 3/4" 1'-0" CLR MIN 5'-0" 8' -1 7/8" \ WALL -HUNG ART & SICNAG€ — — ENTRY VESTIBU BUILT I WD BE ® 10'-c 1/2 8'-0 7/8" 2'-9 1/4" 7'-3 5/8" EQ 4'-5 3/4" CLR 2'-8 3/8" RO OUT 0 CONC & WOOD SEAT WALL SEE LANDSCAPE 0 COURTYARD (OPEN TO ABOVE) DOWNSPOUT LINE OF CANOPY ABV . KITCHEN OC>00046•0 x>fXXXx"xkXxXxk 21'-3 5/8" DOWNSPOUT \ A • PLUMBED COFFE WHIFE.BOARD=.—.—.—. MAKE SST BAR SIN 6 A612 FOF TO ALIGN 41'-8 7/8" 2'-8 3/8" 0 CONC & WOOD SEAT WALL SEE LANDSCAPE 23'-3 5/8" 1'-6 1/4" ME ME II 111 EMMINIMM 11111111 Mal. al MMEMMMEIIMMEM IIMEMMEMII MEMMEMLIMME MIME Irmo MEM PHYS TRAIN 106 DAYROOM BB R-F 00 INDIVIDUAL FOOD LOCKERS, 4 HIGH 24'-3 5/8" LL 00 ES OL NS TIO CY ER T WRIfiwfivriWfi'vfigqifi 9.-7 1/2" ' POLISHED CONC FLR 9'-5 1/2" LED GAS METER ALCOVE 8'H SECURITY FENCE RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER GENERAL NOTES 1 FOR ABBREVIATIONS, SEE G001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECK ABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE - G101 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (FOM) FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEE A701 7 DOOR SCHEDULE - SEE A911 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE A901 10 PROVIDE DRAFTSTOPPING AND FIRESTOPPING WHERE REQUIRED BY 2015 IBC -•••—•••—•--- INTERIOR AIR BARRIER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT e i EDWARD WEINSTEIN State of Washington k. RCVIEI lcu FuR CODE COMPLIANCE APPROVED • FE3 2 6 202 City of Tukwila BUILDING DIVISION JllRISD?CTIDNAL APPROVAL S AF,I P Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ENLARGED FLOOR PLAN LEVEL 1 NORTH Sheet 101 ARCHITECTS -I- URBAN DESIGNERS x • • ENLARGED FLOOR PLAN LEVEL 1 SOUTH SCALE:1/4" = 1'-0" • • o M CO • oo 17'-3 5/8" • 4iu w - IA it A♦A .A- ♦♦♦♦♦+ ♦♦♦ ♦ ♦♦•♦ ♦♦ J •••• ♦♦♦• .0 O BRACE FRAME, TYP---+' SEE STRUCT UARD VATIONS)- 109 9`-3 5/8" 15`-6 7/16" FLUSH FLOOR GRATE WITH AREA DRAIN BELOW 17 CLR'I -\A617% E' SST DRAINBOARD C INTEGRAL SINK & „_ .2 WL/6"L X 10"D '_!- BY STLITF/BES ON V —HOSE BIBB SST SHE ABV I 125 -.-.-.-TR,A,C_K.A 6'-11 1 /2" DE L SST SH A 6 FLUSH FLOOR GRATE f WITH AREA DRAIN BELO% 128. GEAR WASH 128 HANGING BAR & SHELF 129A WALL-MTD GEAI (FAR ST( 129 0 FD (6) 2'-0"D WA OPEN MTL S 14'-2 3/8" AIRLOCK A617 BOOT WASH: FLUSH FLOOR 4 WITHAREADF BELOW, TYP WALL-MTD TV A70 STATI RECEIVED CITY OF TUKWILA DEC i22018 PERMIT CENTER GENERAL NOTES 1 FOR ABBREVIATIONS, SEE G001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECK ABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE - G101 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (FOM) FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEE A701 7 DOOR SCHEDULE - SEE A911 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE A901 10 PROVIDE DRAFTSTOPPING AND FIRESTOPPING WHERE REQUIRED BY 2015 IBC —•••—•••—•••— INTERIOR AIR BARRIER 16 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 ,11, r Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com ©2018 Weinstein A+U - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington REVIE1ArcD rOR CODE COMPLIANCE APPROVED FEB 2 6 2019 City of Tukwila BUILDING DIVISION ;ISD CTiO//.i/L APPROVAL Sr; 0�',1,51s Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ENLARGED FLOOR PLAN LEVEL 1 SOUTH Sheet 101 ARCHITECTS + URBAN DESIGNERS D GENERAL NOTES N N M 9 N <X1D> GO N 4'-8 3/8" 0'-3 5/8" MECH PORCH UNCONDITIONED REMOVABLE GUARDRAIL ECH PLATFORM —GUARDRAIL FEC A 0 STORAGE 0 00 00 0 0 15.-1 1/8" 45'-0" 101/2" 29'-81/2" 20'-5 5/8" 31'-4" 20'-6" 0 44'-819/64" 37'-6 3/4" 2'-3 5/8" VENTILATION LOUVERS FLOOR PLAN MECH PLATFORM & LOWER ROOF SCALE: 1/8' = 1'-0" / / / B 0 / / / / / / \ / \ / \ / \ / \ / \ / OPEN TO APP BAY BELOW / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ CRICKET, TYP AT ROOFTOP EQPT AT GLAZING® BEL GLAZING 1/4":1'-0" 1/4":1-0" STL CANOPY BELOW REINFORCE ROOFING IN HATCHED AREA FOR FD DRILLING ACTIVITIES 1/4":1'-0" 5'-0" 5'-0" 5'-0" 4'-0" T.O. COPING T.O. COPING AT BRICK, TY AT MTL PNL, TYI' 14'-6" 14'-3" 1/4":1'-0" DOWNSPOUT RIDGE 12'-11 1/4" .ANOPYBELO OUTDOOR CONDENSING UNIT ON SLEEPERS + PLATFORM PER MECH SPEC DIM LAYOUT OF 21/2" RND STL TUBE POSTS AT MECH SCREEN ROOF VENTILATOR (RV) W/ PREFAB CURB PER MECH, TYP OF 4 DRYER VENT HEAT RECOVERY UNIT ON CONT MTL RAIL CURB BY MFR (SHOWN W/ HEAVY DASH) MECH SCREEN STL & TR PANEL C LOW PT ROOF 12-7" OUTDOOR CONDENSING UNIT ON SLEEPERS + PLATFORM PER MECH SPEC SPOUT GUTTER GUTTER—t DOWNSPOUT ROOF VENTILATOR W/ PREFAB CURB PER MECH SPEC 1/4":1-0" 10'-5 3/16" 12'-3" EXHAU T FAN (EF) W/ PR FAB CURB PER MCH SPEC, TYP OF 2 EF (�N► RD/OD TYP ALL DRAINS 1/4":1'-0" 1/4":1'-0" co 9 m CO 9 RECEIVED CITY OF TUKWILA OEC i 2 2018 PERMIT CENTER 1 FOR ABBREVIATIONS, SEE G001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECK ABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE - G101 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (FOM) FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEE A701 7 DOOR SCHEDULE - SEE A911 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE A901 10 PROVIDE DRAFTSTOPPING AND FIRESTOPPING WHERE REQUIRED BY 2015 IBC --••—••• --- INTERIOR AIR BARRIER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com 02018 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERE ARCHITECT imiosk EDWARD WEINSTEIN State of Washington REVIt=t w r O` CODE Caill,-LIANCE APPROVED FEB 26 2613 City of Tukwila BUILDING DIVISION ,IURISD:C T IO AL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title MECH PLATFORM & LOWER ROOF PLAN Sheet 102 ARCHITECTS + URBAN DESIGNERS z VI GENERAL NOTES ry N CV T.O. COPING AT BRICK, TYP 25'-91/2" 0 00 00 166'-9 3/4" 15'-1 1/8" 45'-0" 101/2" OVERALL BUILDING 29'-81/2" 20'-5 5/8" 31'-4" 20'-6" 44'-819/64" 37'-6 3/4" 30" X 36" ACCESS HATCH COMBUSTION AIR + VENT, TYP OF 2 UPPER ROOF SCALE: 1/8" = 1'-0" T.O. COPING AT MTL PNL, TYP p0� 25'-61/2" �� ry 1/4":1'-0" T 1/4":1-0" LOW PT 24'-10 3/4" 1/4":1'-0" 1/4":1'-0" tir /4":1'-0" 0 RV 13'-21/2" 1/4":1'-0" T.O. COPING AT STL CHANNEL, TYP 25'-61/2" ROOF VENTILATOR (RV) W/ PREFAB CURB PER MECH SPEC, TYP OF 3 EXHAUST FAN (EF) W/ PREFAB CURB PER MECH SPEC COMBUSTION AIR INLET+ EXH VENT, 36"ABV ANY SURFACE WITHIN 10-FT RIDGE 25'-5 3/4" RV COMBUSTION AI INLET + EXH VENT, 36" ABV ANY SURFACE WITHIN 10-FT 1/4":1'-0" FUTURE PVARRAY - 1/4":1'-0" 1/4":1'-0" L SCUPPER+DS TO LOW ROOF LOW PT 24'-10 3/4" 1/4":1'-0" 1/4":1-0" SCUPPER + DS TO LOW ROOF 1/4":1'-0" LOW ROOF BELOW SEE NOTES ON A102 0 LOW ROOF SEE NOTES ON A102 0 N el) RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1 FOR ABBREVIATIONS, SEE G001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECKABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE - G101 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (FOM) FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEE A701 7 DOOR SCHEDULE - SEE A911 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE A901 10 PROVIDE DRAFTSTOPPING AND FIRESTOPPING WHERE REQUIRED BY 2015 IBC —•••—•••—•••— INTERIOR AIR BARRIER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com ©2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and parficipation of the Architect. REGISTEREI ARCHITECT EDWARD WEINSTEIN State of Washington REViE NcitJ rOR CODE COMPLIANCE APPROVED FEB 26 2013 City of Tukwila BUILDING DIVISION :t1 ' DICTIvi`vAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title UPPER ROOF PLAN Sheet 103 ARCHITECTS + URBAN DESIGNERS LU UPI GENERAL NOTES T.O.S LOWER RF METAL PANELS ±0" LEVEL 1 UTILITY ENCLOSURE SCALE:1/4" = 1'-0" ALUM PARAPET CAP +15'-6" PTO. COPING +11'-8" UTILITY ENCLOSURE ELEVATION SOUTH (NORTH SIM) SCALE: 1/4" = 1'-0" FUEL (001) (-) —H- FUEL TANK ROOF OVERHANG ABOVE FUEL DISPENSER OPEN PTD STL CHANNEL EMERGENCY FUEL SHUT OFF PER ELEC (ON WEST ELEV ONLY) UTILITY ENCLOSURE ELEVATION EAST (WEST SIM) SCALE: 1/4" = 1'-0" REMOVABLE BOLLARDS VVZ14"D-FoR-1(gHICLE IMPACTPROTECT9QQ PER IFC 2015 SEC 312-., GEN 1 003 1 METAL PANEL 96 GAL COMPOST 2CY RECYCLING TRASH i„ 002 j r- m HB 2 CY TRASH J ENCLOSURE,TYP 6" HOUSEKEEPING SLAB, SEE STRUCT. COORD REQ'TS W/ MFR GENERATOR W/ FUEL BELLY TANK 0 +15'-6" METAL PANELS TO. COPING +11,$„ T.O.S LOWER RF kt0" LEVEL 1 RECEIVED CITY OF T1JKWII A DEC 1 2 2018 PERMIT CENTER 1 FOR ABBREVIATIONS, SEE G001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECKABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE - G101 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (FOM) FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEE A701 7 DOOR SCHEDULE - SEE A911 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE A901 10 PROVIDE DRAFTSTOPPING AND FIRESTOPPING WHERE REQUIRED BY 2015 IBC —•••—•••—•••— INTERIOR AIR BARRIER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. REGISTEREI ARCHITECT EDWARD WEINSTEIN State of Washington REVIEVvED FOR CODE COMPLIANCE APPROVED FE3 2 6 2019 City of Tukwila BUILDING DIVISION STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title UTILITY ENCLOSURE Sheet 10 ARCHITECTS + URBAN DESIGNERS D EXPOSED INSUL OPEN TO ABOVE RCP LEVEL 1 SCALE:1/8" = 1'-0" III S -f . — STOR 3 — EXPOSED INSUL CORRIDOR 3 + 8'-8" GWB.. CLEAN 3 , /1/.:1 IX1 0 S(CCBA EXPOSED DECK PC O ■_SHOP ■ t � STAIR 1 EXPOSED EXPOSED DECK k 0 — EMS — .--R—.—) -•-0—• 0-•- CORRIDOR + 8,✓3" ' 31 , 1 GWB EXPOSED DECK MECH xc E 0 IX! I I , ., ■ APP AY 3 OPEN TO ABOVE SEE A202 -LINE OF SECTIONAL DOOR, TYP OWSJ SHOWN FOR REFERENCE ONLY SEE STRUCT, TYP HVAC UNIT STEEL CANOPY DECON + 8'-8" C • RRIDOR aM # o- --0— O GEAR WASH tt EXPOSED DECK + 8'-0" + 8'-0" AIRLOCK STATION OFFICE -1131111 isuis=mmai UN/JAN 0O� ADA WC BUNK 12 0 LJ �� ■_--■l1 ii STEEL CA OPY AT ENTRY WALL-MTD HVAC UNIT BELOW, TYP OPEN TO STRUCTURE ABOVE LOCKERS, TYP GWB SOFFIT 8'-0"AFF, TYP STEEL & TRANSLUCENT PANEL CANOPY -o R CABS ED TYP CEILING FAN TYP DAY OOM POSED DECK HVAC UNIT NUS + 9'-0" OSED DECK SURFACE APPLIED ACOUSTIC PANEL CEILING LEGEND ACOUSTIC CEILING TILE PAINTED GYPSUM BOARD FIXTURE LEGEND 0 o RECESSED LIGHT FIXTURE Q PENDANT LIGHT FIXTURE SURFACE-MTD OR SUSPENDED LIGHT FIXTURE (SEE ELEC) EXHAUST AIR ®® SUPPLY AIR RETURN AIR I 1 VACANCY SENSOR LINEAR WOOD ACOUSTIC CEILING SURFACE -APPLIED ACOUSTIC PANEL o CEILING MTD SMOKE DETECTOR O CEILING MTD SPEAKER zs CEILING MTD SPRINKLER HEAD ILLUMINATED EXIT LIGHT FIXTURE BLACK QUADRANT INDICATES LIGHTED SIDES WALL MTD ILLUMINATED EXIT LIGHT FIXTURE PHOTO CELL EXPOSED DECK RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER RCP LEGEND 1 LIGHTING SHOWN FOR COORD. & REF ONLY. SEE ELEC LIGHTING PLANS FOR FIXTURE TYPES. 2 IN THE EVENT OF DISCREPANCIES BTW THE ARCH RCP AND THE ENGINEER'S LIGHTING PLAN, IMMEDIATELY NOTIFY THE ARCH BEFORE PROCEEDING W/ WORK. 3 FURNISH & INSTALL ALL SEISMIC BRACING AS REQ'D FOR CEILINGS. 4 WHERE CEILING ACCESS IS REQ'D FOR EQUIP & SYSTEM MAINT. IN A NON - ACCESSIBLE CEILING, VFY LOCATION & MATERIAL OF ACCESS HATCH W/ ARCH. 5 ALL CEILING DEVICES INC LIGHTS, EXIT SIGNS, & SPRINKLERS IN ACT CEILING TILES SHALL BE CENTERED IN TILES AND ALIGNED W/ SIMILAR ITEMS IN BOTH DIRECTIONS, UNO. 6 WHERE ACT IS INDICATED, CENTER IN ROOMS IN BOTH DIRECTIONS WITH NO TILES LESS THAN 3". 7 PAINT ALL EXPOSED STRUCTURE, DECKING, HVAC EQUIP, & CONDUIT, UNO. SEE FIN SCHEDULE. 1B 12/11/18 Design Revisions IA 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTEREI ARCHITECT EDWARD WEINSTEIN State of Washington ODE COMPLIANCE APPROVED FED 2G213' City of Tukwila BUILDING DIVISION JUFud-DICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/2018 RCP LEVEL 1 2 =1 ARCHITECTS + URBAN DESIGNERS D r.� LU 1 xi I j 1 I xc I I j I I - xt i I I Ii MECH PORCH 20I3 I I - IESTRATIFICATION I FAN, TYP i EXPOSED DECK I •f r xc _._ I I I I I I I xt I I I I \ xc I I I I , j I I --I—_ � ---f -- — --t-------I-- .-.— ( i APP BAY MECH PLATFORM X I 202 I I 1 130 p EXPOSED DECK A I I - POSED BEAM TYP, SEE STRUCT �� EXPOSED DFCK 1 I I I xt I I I xt I I t STORAGE I 201 T ` I ROOF ACCESS ®CH I I I I I j - - tt - _ - I I I I - I 1 EXPOSE DECK - RCP MECH PLATFORM & APP BAY SCALE: 1/8" = 1'-0" CEILING LEGEND ACOUSTIC CEILING TILE PAINTED GYPSUM BOARD FIXTURE LEGEND 0 o RECESSED LIGHT FIXTURE C) PENDANT LIGHT FIXTURE SURFACE-MTD OR SUSPENDED LIGHT FIXTURE (SEE ELEC) EXHAUST AIR ® 0 SUPPLY AIR RETURN AIR ® VACANCY SENSOR LINEAR WOOD ACOUSTIC CEILING SURFACE -APPLIED ACOUSTIC PANEL o CEILING MTD SMOKE DETECTOR o CEILING MTD SPEAKER A CEILING MTD SPRINKLER HEAD ILLUMINATED EXIT LIGHT FIXTURE CID BLACK QUADRANT INDICATES LIGHTED SIDES F WALL MTD ILLUMINATED EXIT LIGHT FIXTURE a PHOTO CELL 8 A RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENT ;; RCP LEGEND 1 LIGHTING SHOWN FOR COORD. & REF ONLY. SEE ELEC LIGHTING PLANS FOR FIXTURE TYPES. 2 IN THE EVENT OF DISCREPANCIES BTW THE ARCH RCP AND THE ENGINEER'S LIGHTING PLAN, IMMEDIATELY NOTIFY THE ARCH BEFORE PROCEEDING W/ WORK. 3 FURNISH & INSTALL ALL SEISMIC BRACING AS REQ'D FOR CEILINGS. 4 WHERE CEILING ACCESS IS REQ'D FOR EQUIP & SYSTEM MAINT. IN A NON - ACCESSIBLE CEILING, VFY LOCATION & MATERIAL OF ACCESS HATCH W/ ARCH. 5 ALL CEILING DEVICES INC LIGHTS, EXIT SIGNS, & SPRINKLERS IN ACT CEILING TILES SHALL BE CENTERED IN TILES AND ALIGNED W/ SIMILAR ITEMS IN BOTH DIRECTIONS, UNO. 6 WHEREACT IS INDICATED, CENTER IN ROOMS IN BOTH DIRECTIONS WITH NO TILES LESS THAN 3". 7 PAINT ALL EXPOSED STRUCTURE, DECKING, HVAC EQUIP, & CONDUIT, UNO. SEE FIN SCHEDULE. 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington REVIEWS[ FOR CODE COMPLIANCE APPROVED FEB 26 2019 City of Tukwila BUILDING DIVISION JURiSDiCTIONAL. APPROVAL. STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title RCP MECH PLATFORM & APP BAY ARCHITECTS + URBAN DESIGNERS D z Sheet 21i 2 PTD STL CHANNEL ARCHITECTURAL SCREE —+- N COURTYARD ELEVATIONS SCALE:1/8" = 1'-0" 00 SPLICE IN CHANNEL TO ALIGN W/ CJ IN BRICK ANEL RAINSCREE WALL -MT Q LIGHT FIXT, SEE ELEC EXTERIOR ELEVATION SOUTH SCALE: 1/8" = 1'-0" SPLICE IN CHANNEL TO ALIGN W/ CJ IN BRICK —MTL PANEL RAINSCREEN iv. CJ TYP SEE A403 & A404 EXTERIOR ELEVATION WEST SCALE:1/8" = 1-0" EXTERIOR ELEVATION EAST SCALE: 1/8" = 1'-0" vartar FLAG POLE PTD STL SIGNAG PTD STL CHANNEL i.0. COPING @ LOWER RF k+11'-8" T.O.S LOWER RF CO Ai.si.ie '111d s' tied Nam SEE 4/A301 FOR INFO ON COURTYARD ELEVATIONS /* iti9.....fOY GUTTER CANOPY a E +25'-91/2" / T.O. COPING @ UPPER RF FLAG POLE BRICK VENEER RICK MASONRY -MTL FIANEL RAINSCREEN +24'-0„ 'T.O.S UPPER RF +11'-8" $T.O.S LOWER RF LIGHT FIXT TO BE CENTERED IN CHANNEL OVER DOORS, TYP FIBERGLASS STOREFRONT PTD STL CHANNEL FASCIA, TYr' 111111111111111111111 —_1111— 1 ±0" LEVEL 1 CANOPY AT ENTRY GAS METER ALCOVE EXTERIOR ELEVATION NORTH SCALE:1/8" = 1'-0" MECH SCREEN BEYOND ACCESS GATE STL CANOPY WALL-MTD LIGHT FIXT BOLLA LEVEL1 / _ MECH SCREEN BEYOND LIGHT FIXT TO BE CENTERED IN CHANNEL OVER DOORS, TYP SECTIONAL DOORS- STL SIGNAGE SPANDREL PYLON WI EM RGENCY PHONE & MAILBOX ST CANOPY • S -GUTTER SCUPPER DS FROM UPPER MECH SCREEN ROOF MTL PANELS_ (SHOWN DASHED BEHIND SCREEN) —UTILITY METER FENCE CT ENCLOSURE ARCHITECTURAL SCREEN Isionannisnirre ALUM STOREFRONT METAL PANEL RAINSCREEN ALUM PARAPET CAP SPANDREL RI K. TYP. P — i J 19 I SCUPPER DS FROM UPPER ROOF +14'-6" -T.O. COPING @ LOWER RF +11'-8" N'T.O.S LOWER RF Ito" LEVEL 1 +25'-9 1/2" /^ T.O. COPING @ UPPER RF •TD STL CHANNEL FIBERGLASS STOREFRONT +24'-0" 'rT.O.S UPPER RF TD .SIL CHANNEL +14'-6" T.O. COPING @ LOWER RF CANOPY T.O.S LOWER RF CONTROL JT, TYP SEE A403 & A404 EE 4/A301 FOR MORE INFO ALUM COPING ETAL PANEL OUVERS +25'-91/2" / T.O.QCOPING @ UPPER RF —$T.O.S UPPER RF T�CHANNEL—-- -- ------ - --- - +14'-6" ELEC GATE ARCH SCREEN "T.O. COPING @ LOWER RF rimismwm-'''''`'•=immorpmesamiesmi +11'-8„ T.O.S LOWER RF ±0" LEVEL 1 +25'-91/2" q'T.O. COPING @ UPPER RF +14.-6" ORMAN BRICK T.O. COPING @ LOWER RF +11'-8" TOP OF ARCH SCREEN BEY "T.O.S LOWER RF RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 \ REGISTERED ARCHITECT e � EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED FED 2 6 2?13 City of Tukwila BUILDING DIVISION ,iURISDICTI i P,L APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title Sheet EXTERIOR ELEVATIONS A301 ARCHITECTS + URBAN DESIGNERS El STEI A+U +11'-51/2" T.O.S EQUIP PLATFORM :-I- =ll m1=I=I - —1T d - - - I- -lall I 11 1ki -1= 11-II II -I I-uullllllall 1 1 1 _. 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COPING @ LOWER RF +11'-8" srTO.S LOWER RF I 1=1- 111 1i1i� i = t - ■ r 1 1 1 1 1 1 u =1 1 -I 1=1 1-1 11-1= -1 1 - I- - 1 1Ell =I Ell li I-1 n nn-1 [ 1=15IEn 1 1 1 Ia �1 nEn II I 1 ll 1- 1 III J n ll%dr=II = I -I I -1ILM call=1-n n >- Gal L l-n =_ -I 11-1 1 1 Inj-1- IdI = I I I I i lII i =I-1 Ill -1I�J11 al 1 1 1 1 to =1=I 11191 le _ -1 1 -n-1-1 I tl aI l I I a 11 1 1 1 I I El=11 11 dl I 1 -1-I 1 11-1 1 I 11=1 1_1=1=11 11 Ia1e 1 1 1 n I J UJ 1 =1 n 1 1 11 I=1=I 1-I,=1a111 11 n I I -I 1 11 =k1. 1-I 11 1 111 1 u-1 1 IIIEI 1 11 II n l l l 1 I 1 1_r 1 1 1 '111111=111 WI II r-i- it =I I II-EIIII Mlle i I—l—n—n n MI II NIn-n - I 1 Ian-r-1 1 nMii -nl�1T Ian -II a1111J11 '�' II L'�"II CA I!1 OII CIII�11'J� 1 OII =mei -1 m m I-1 I n n n-1- -n I I 1 11=1151a1 I-Il�llal lal clal I 1 1 1 1 1 11 1 I 11-I-I-n- I-1 r I II I II-� II=I I IIIl lII-IIIE1�- II-I II I-n-I I I IEII I-n I I J L II I=1 1-1 11 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 16 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com 0 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED E.. n . „2GL1r�s9 9-L City of Tukwila DIVISION - BUILDING IVISION TAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title BUILDING SECTIONS Sheet 311 ARCHITECTS + URBAN DESIGNERS Liu > \> I 7 ; , � , 1+11'-8" T.O.S LOWER RF em - - •\ .\11 m c Bo LEVEL 1 WALL SECTION @ STOREFRONT SCALE: 1/2" = 1'-0" M \, i i T+11'-8" TO.S LOWER RF' (V OBBY a t0" LEVEL 1 WALL SECTION @ ENTRY SCALE: 1/2" = WALL SECTION @ CANOPY SCALE:1/2" = iv 1+11-8" • T.O.S LOWER RF Ito LEVEL 1 M \ ti N +11'-8" TT.O.S LOWER RF' CV 5'-7 3/8" / a a I TLEVEL1 Li_ I LJ LL L a • WALL SECTION @ STOREFRONT W/ SPANDREL PANEL SCALE: 1/2" = 1'-0" PTD PLATE STEEL SIGNAG PTD STEEL CANOPY u IL u u u_ u u u u u u n InI_nI_I n1 n n_nl n I II p 11 11 II IC 'L JI_ IL JL -1L \ \ \ \ \ I 11 I JI JL JI IL IC i1 1 11i 11 II 11 11__ II IL_ Irll 11 Jr II IC JI 11 11 i1 L11 II 11 11 ,l II IC __II C JI 11 L_ I if- ENTRY CANOPY SECTION SCALE: 1/2" = 1'-0" JL 11_ JL ! JC J_ -_IL- II II IL IC ll CI 11 11 I_�I JI JI L II 11 IC 1L I��I - - - - II 11 I I I 11 11 II 11 11 11 IC 11 II II 11 II 1C JC_ - - - - - - JL 11 -l_. __--�L_ !I JC- -__ -_11_ IC II 7C_- JI II I�JI If __-.__- II -____II .1 -_=CL _II_ IL -ll 11 IC 11 II J IL If -1C 111_ 11 1E7-L II 'I i II JI _ 11 CC L___ I 11_ _._ _J[_ ICIC -1 II II IL -1L -11 -1C _IL__ JI II ___IL- f JC--7I II IL IC 1 II -1L- JI If' -.IL_ _IL__ IL 4 1 IC IL II If 1 JI II__II II II II II 1C II 1 JI II JI 11 IC II IL C II 11 71 CI 11 IF 1 11 II if IL II II II CC 1r 11 JI 11 IF JI CC-----11 IL _II__ _ IL -_II IJ - I II II 1_ 1 JC 11 JC II II II JI I C _ ___ II_ ._ _____IL CI C f CL L D[ 9 L �L LE IL JC q II II II II IF I 11 1C JL JI ___ __...JC__ 7l II 11 CL II 11 1 II II 1 JI 1C JI IC -1 II _ - _ =._IC _IC JI J JL I__ JI _ -- JL C II --_ CI ICI IL _IL �L 1 1[ 1 IF ----II - _IL�_ - - - ----- - -- --= - � - I� 1 ! 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They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300' REGISTERED ARCHITECT EDWARD WEINSTEIN State of Washington R VIttfvcD FOR CODE COMPLIANCE APPROVED LLD 2 G LIB City of Tukwila BUILDING DIVISION LIUrusDPCTOi17",L APPROVAL IA Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ENLARGED PLAN, ELEV & WALL SECTION Sheet 321 ARCHITECTS + URBAN DESIGNERS D 01111111111111 W VI +24'-0" T.O.S UPPER RF +11'-8" TO.S LOWER RF APP BAY LEVEL WALL SECTION @ OVERHEAD DOORS SCALE:1/2" = 1'-0" 00 APP BAY +24'-0" T.O.S UPPER RF TO.S LOWER RF ±0 a minamemrewir mikft.1141.07 lie WALL SECTION A APP BAY SCALE:1/2" = 1'-0" LEVEL 1 PTD PLATE STEEL SIGNAGE fl JL JL J JJL JI L Jl____ CI II 11 11 II II 1C JI II II II IF II L II 11 CI 1 11 IC _ILII II 1I JI Il r L L l CL II-11 If II J IrII Il 11 IC _ if I _- L 1 .- l'�_JL � 1Lw [ C J II IL Jl J1 JL if IL JI II IF CI II 11 II II II II II 1 IC JI [ -I_ Jf �I il II CI 11 11 !J 1 11 11JI ;I II IL JI IC- IL 11 IL 'l1 CC 1 i II CII II CI II C IC IL_ IL CC_._ 1C II I IL I A El IC JI_ II_ II II II C CI 11 J_JI ICI II if [_ II --I 1 11 II II IE= I CL-----JI__ -1I 11 11 11 TL CC Il r II 11 IL—JC C I CliCf_ JI-_ I C IL II II =I C L f j CI 1 L JL_ =I IC _JL 1 IL 11_ 11 IC 11 C L JL_ F__IL_JI DIIC IL L_.. 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IL____IL_ CI 11 If II _JI II 11 11 1 CI II 11 11 11 JI 11 II I -IL - -IE_ ------I[-1C----JL J� �- -- CI II II 11 1I ,L 11IL --__IIJ _II ---_JL 11 Jr 11 I II II LL �I Ir II CL 11 11-I 11 II II IF JI L II -1II IL II i[ CI II JI II If 11 IL _._ 11ILA __ _ 11 ._ i 1 LIT_----ll----- CL I I 1 xxLxxxL ///i////4//// ///// ////A RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERE ARCHITECT EDWARD WEINSTEIN State of Washington REV IF1(tt,=L CODE COMPLIANCE APPROVED FEB 2G2 3 City of Tukwila BUILDING DIVISION .1 UR.@SalCT1'011A.L APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ENLARGED PLAN, ELEV & WALL SECTION Sheet 322 ARCHITECTS + URBAN DESIGNERS r / <M D> • i / / / / / +24'-0" T.O.S UPPER RF +11'-51/2" �T.O.S EQUIP PLATFORM t0 1 1_.LJ.__IJ_.1 LEVELI M WALL SECTION @ 2-STORY BRICK WITH WINDOW SCALE: 1/2" = 1'-0" /° EQUIPMENT PLATFORM II 11 11Zsi FL— IfC ii Jr ITC Q' JI II _1I II II II_ C II I +24'-0" JL f _ii1 IL T.O.S UPPER RF II II II C II II 1 IL V J M II 11 11 _ En - J-.-- I -----If II---- -IC 11 II IL_ 1 IC II 11 11 II II II 1C 11 11 II JI 1 II II lC II II IL i1 11 1C II ll ICI JI IBC 11_ 11 1 11 IC 11 II 11 11 IF 11 II IL JI -_II iC / / I • / -0+11'-51/2" TO.S EQUIP PLATFORM t0" LEVEL 1 • WALL SECTION @ 2-STORY BRICK OVER METAL PANELS SCALE:1/2" = 1'-0" II JI II II JI II 11 11 II _JI IL II 11 II IF El 11 Cf- II II 11 IL JI IL C f J1 II I JI II II II i ___ 11____ __lr -II CII-II II IL JI 1 JL__-___JI II II 11 II 11 IC _1L..____._J L.__ I_ 11_-__ 11 _ II II 11 II 11 _1L__ -1I 11 JI JL /[ IL JI 11 11 II -11 II 11 IL I� J1 III 1 II 1rl IF 1! 11 If ---I ILL - 11 If 11 1 1 IL Al 11 11 II 11 II IC - JI II 11 11 II IC _I IF !1 II 11 IL Ji CI 11 11 11 11 II II IL___ _J 1I 11 11 II II --11 11 1l IC 11 II Il 1 CI II _IL It II 11 11 11 II II IL -ll 11 IC II II 1(-�I 11 II II 11 '1 11 CI 11 11 CI Jf 11 ;L JL___AL 11 II 11 11 II 1 IJ___IC I Al 11 II 11 IC-�I Li L am! 11 L CI IL_ 11 11 II II II 71 - 1 II IC11 II II II 11 L 11 11 II II JL 11 II 11 11 I -1f 11.__P1 I11 11 I 11-I JI [1 II IC I II 11 11 JI 11 11 .11 CI 11 11 11 II 11 II 11 11 II 11 II II IC II--11 If -1-1I IL 11 7 11IL -J1- 11 II 11 CI I IL__ II JL_ 11 11 11 11 11 II IC IL 11 11 11 II 11 II U 11 11 IF JI 11 CI II 11 11 JL_JI 11 11__11 11 11 II IL__JC 11 II II -CC_ IF II 11 II II 11 11 11 IF =f _JL- 11 11 I111JI 11 11 II 1F- -11 11 -11- II Al JI 11 1f JL-.I 11 IL JI 11 11 11 ]I 11 11 II 1I 11 11 II IF--11 II 11 IL C i1 II II II 11_11 1C --7L Al 11 II I LI III __ JI II 11 I�JI -11 1 IC 11 IL___Al IL JL 1L JL_ II = II II 11 II 117-71 -7I II II IC 11 II 71 11 II 3C--1I II_ JI II 11 II 11 11 JI CI 11 l[ I IL II II 11 JL 11 II 11 11 11 11 I�I1- 11 ll 11 II 1 II 1C CI 1L JL____1I 11 II 11 II II 1. 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I IL _L.- ___ IF _JL____-.-.JI._ II IC____ 11 1 JL _ _-:71__J1 TL JC- J II IL_ 11 JL_il 11 II 11 -1 CI II IC ;1 11 - II- IL JI =I __11 Al__11- Jr IL IC II IL I 11 IP1 JL_ J -IC -1 11 II 11 11- �l li IC II J[ IL 11 ll 11 11 17 11 11 71 it _ _ II_ 11..._.._ IL- IL IL II 1f- _ IL II IL II IL J1 ___I___ If IC _ _IC Al 11 II IL_._ 11 _II C_ IL_ .___11_.__ II JI.. _ IL __ __ IL JL_ If 11 II JI 11 IL JL II IL J1 11 IL 11 11 Jr IF IL_ II 11 Cf C 11 II -11 11 J[ 1L 11 IL 11 JL 1f I 11 II 71 11 JI 11 1 I[ JL .___II Jr ___IC 7L_ IL-____1L_ JL__--_II 11 -IL IC L.._11- - .JC-____JI _JL ENLARGED SOUTH EXTERIOR ELEVATION @ 2-STORY BRICK SCALE: 1/2" = 1'-0" \\\\\\\\\\\\\\ A\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\v ENLARGED SOUTH MECH PLATFORM PLAN (a@ 2-STORY BRICK SCALE:1/2" = 1'-0" 7 \ \\\\\\\\\\\]f\\\\\\\• \\\\ \\\\\ \\\\\\\\\\\I\\\\\`.\\\\\�\\\\\\il\\\\\) 0 ENLARGED SOUTH LEVEL 1 PLAN @ 2-STORY BRICK RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERE ARCHITECT I/v=4;sM EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COivriJi IAN(' APPROVED FES' 26221i9 City of Tukwila BUILDING DIVISIO JLIRi5Ds'CilQLLAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ENLARGED PLAN, ELEV & WALL SECTION ARCHITECTS + URBAN DESIGNERS D cri SCALE:1/2" = V-0" Sheet 323 CD 071A) MECHANICAL PORCH 1+24-0" l'T.O.S UPPER RF CN <— ao \NN,\.\\ \.\\\\ON\N\ / 4 y +11'-51/2" T.O.S MECH PLATFORM ±0" WALL SECTION MECHANICAL LOUVERS SCALE: 1/2" LEVEL 1 0 \/ +2 4'-0" (9 T.O.S UPPER RF _ _ +11'-5 1/2" T.O.S MECH PLATFORM ±0" 1 1 i 4 WALL SECTI N @ BRI K ° a a SCALE: 1/2" = 1'-0" A 4 LEVEL 1 DI IL__ 11 II__ _II 13 11 i _ 71 II )I---11 II II - 11 li II _II 1C- II C II - II----li II II II li 11 II II II_ 11 DI J1 II II II II lfl 3 -71 II il II 11 IL_ _11_II f II_ ___II f---- 7f - 11 II II IL II II 11 IL _II ![ il II 11 11.1-- II II II 11 =1 II II__11-- IL__-7f 1-1 il II II II 11 II li II 11 II JL 11 11 1 II 131 II IC =1 [I__JI If-11l 11----71 I[ - -11 II 1_11 II IL___II71 II II IC II II »11 II IL 11 11 II 11 1 11_11 _II IL I I-- -J I 11 II 11 II d II II- -11-- IIN MEIN E__L II II 11 II 11 1E --7i II _II II II II II IL__11 11 li If 1 11r 71 Jr 1" 7 11_11 11 11 II 11 4 II II ILE_ I 11 II II— -11 II 1111 II q JI 11 ,1 II il il 11 II li__1C 1-11----li II II 11 1L__71 II II IL L 1 IL_I-----11 11 11 IL II IC 111 11 _II 11 11 il IL IL 111 II I---7[ IL»»»...11E 3 11 L 11 _111----11 11_Il II ▪ II 11 13I q 11 11 IL 11 II 11 4 IC I 1113 C 11 111111- 11 11 11 II - II 11 11 li 11 I 71 IC II 1 IL____II 1 I 1 I , II II t li 71-----I_11 li 11 II 4 1= I 11 11-----11 II II 11 _______________IL 11 IL 11 11 11 II IL___11 II 11 IL_ IC DI II 11 II II II II II II II 11 II II II IIIi 1 1 .11__IL—I i II II II JL_I ______ li 11 I_JE 11 II If DI 11 11 II IIT jiii li _1-_- II If 1-II il ) il I1_ _11 ii II II 1L-1--1 II II 11 1 - I11 IL 11 II , _1111 1 C il______, L_ »JI 11 AI --II IC 7L_ 71 _I 33 IC -IL IC -II _ li IL__JI _ _ -IL_ _ _II _ __II _111. 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If 1= _IC 11 I1------1L____IL__11 II 11 It 11 IL II__f 11 IL II 11 I _JI IL _]I -IL --1- IL 71 11 11 71 11 1Il I II 11 II 1L-- DI I[ II 11 IL___11 If 11 If - II II IL- IL 11111111 11 If If 11 II II IL11 _JI 4 4 11 JI 11 -11 11 4 11 11 1 11- If I- -11- -11 IL II 11 I__JI 1111 11 ii t IF 11 11 11 II 11__ ._1 _I At 11 11 11 11 11 ii IL II '7 IL 11 II 1 -IF IL JI 7 II 11 11 II 11 11 =1 IL__ 11 17 11 II 11 11 II IC .11 Dr -1f- IL 11 IL 11 11 II 1E- IL_ 11 il JI IL____7E 71 I 71- 11 li 11 II 11 II IL_ If- If-----11 II If- II -II 71 DL _II II JI 3 JI 11-- IL IL_ JI---11 II 17-- --11_11- If---1 _II 11 I_ 11 _II 11 11 -71 IL 111 11 11L___ 11_1 I 1171 _IL _JI t II If- II II II II- If -71 JI )1 IL if 11 _71 _II li 11 11 II II iI IL 'I IL I ,L II_ I _IL_ _II =1 lf- 11 JI_ 7L _II 11_1 1I II_ IL 11 11 IL ii II II 11 '1 11 II II _Ji II 11 II il IL____II 1 _IL 1 13A A I I II -If 11 IL _1 II _JI J1 I 4 11 7L 11 IL II II 11_ Ii ILJI 11 ll 11 IL IL _1E171 —I- ii 11 IL_ IL 1111 -It li li II If 11 11 IL 1 1 li IL 71 II II IF _II II ____ILi t 11 __IL 11 II TI II 11 1 11 IL - IF 1II IL 1- 11_111 17 i[ 11-11- -II- II- IL IL 11 IL 111- -1-11)1- 1 411-1-11 II[1 II-11 1 1i1 _11 -I -IL _ _IL _. ._11=_12L_. .11_-_T _ _t___ 1.1_1J1 LI__ _-1-11=- _111.__ _JL __ II 11 IL IL _JI IL I II II 11 II 11 II 11 il 71 IL_ JL 1 II 7r-- 11 II II II II _1_ Ji .1I ._-_ i _IL IL lE_IT_EIL --111_ -11 ____7L. .. .___IE -11 11 II -IL_ 1111 - 7 11-- 11 711E71_ __ If _ II JI 11---111 I -11- - 11111- _JI 1 L ___11 in 11—1 ii IL IL___IL --iL II 1113 _ _If __ l____111____=IF_ —11 -11 1JL_ _1_11C-____11 11 131111 I II JL IL -11 71_ -I _JI II II 1L___IL__JI .JLIIITI11LL _11 1I IL II 1111 JE- DI II IL_ 1 11 -1111 I II -1I 71 _ _ IL __11 .1] IL II 11_ 11 1= IL I Il_ .11_ f- _IL II _ILI._ IL ___I1 I I lE__ Jr- 7_11 IL_ -II II If 11-7C__ IL_ _1L__' _ _ __IC 11_1___IE____111 11 11 _IL IL_ JC II__ i II JL_ 71 IL11- 1171 IC 11- 1 Jr - 1 71_ -1_11_11 II II --II II-- - - 11— - IL 11 _1 11 »»33 _II 11 II 1 L II II _IF __JL- _If It__ -11 _11 II -1F _JF If- _IL_II _.__ __II_ _71 11 L_ -11 II 11 _IC ir 11 -II- 71 If 11 T 11-11----1-11 1 11 IL_ II II 11 II II II II IL_ 1C .11 1_11 .1.1L 31 1E- If 11111 11 IF II J • ENLARGED WEST EXTERIOR ELEVATION SCALE: 112" = 1'-0" K 7 /// ////////////////////////////////////// ENLARGED WEST MECH PLATFORM PLAN A 2-STORY BRICK SCALE: 1/2" = 1'-0" / / /// ///// ENLARGED WEST LEVEL 1 PLAN 2-STORY BRICK SCALE: 1/2" RECEIVED CITY OF TUKWILA 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No, 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 443 1218 vvvvvv.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 \ REGISTERED ARCHITECT 4A,6s 1.4 EDWARD WEINSTEIN State of Washington CODE COMPLIANCE APPROVED FE3 2 6 MO City of Tukwila BUILDING DIVISION 33111T103131L APPROVAL STA 131 Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ENLARGED PLAN, ELEV & WALL SECTION Sheet 32 ARCHITECTS -I- URBAN DESIGNERS DEC 1 2 2018 PERMIT CENTER WALL SECTION (0, MAN DOOR SCALE:1/2" = 24'-0" T.O.S UPPER RF 24'-0" T.O.S UPPER RF ±0" LEVEL WALL SECTION @ ROLL UP DOOR SCALE:1/2" = 1'-0" // // // i CI ,I D C= II 7Cll II II IL 1L_1 71 II II I II IF IC CL...__I_ IIII I�JC 71- 11 11 11— 1 II II IBC 11 iL _II 71 II 11 If - II__ 11 JI___- C II _III JLIJC -1I 1L I11II CI 11 1 11 II IL CI II II 11 II 1 —IL_JL_1I II II IC =___ IL—_JI__. J.___m_ IL__ ___II CI - II II L II —11 II II IL CI I[ II _I DI____IC IC 11 JI IC 11 iI it IC IL _L —II 21I IC II 1 II 71 d II 11 _IL.__... -..__II IL 71 1 ' _IL 11 Il if iL II iI I II iLI_1I —C lL _IL_ CI Lf .I II 11 If I� 71 _II —If _I II II II =-. II 71 II II-11 —1L II LII _ II IC CI II IF IC CI ll JI II _I IL = JI it II DI Jr IC II II II II_._ JI7L I_ 1____ IL II II_.__...._.__JL. / / // / // ENLARGED WEST EXTERIOR ELEVATION SCALE: 1/2" = 1'-0" ENLARGED WEST LOWER ROOF PLAN @ APP BAY SCALE: 1/2" = 1'-0" T %r//' ./AV/////I�/////4('/%/ 130E ENLARGED WEST LEVEL 1 PLAN @ APP BAY SCALE:1/2" = 1'-0" RECEIVED CITY OF TUKWILA DEC 1 Z L018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com 0 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington VIE1iVa. FOR E COMPLIANCE APPROVED FEB 2 G Luiu C ty of Tukwila B ILDING DIVIEI `'', STAMP TAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ENLARGED PLAN, ELEV & WALL SECTION ARCHITECTS + URBAN DESIGNERS 1-2 Sheet 325 K L COMM ROOM TT.O.S LOWER RF ±0" 1; _I I I- I WALL SECTION (0, COMM ROOM DOOR SCALE: 1/2" = 1.-0" LEVEL 1 Fj 1]L_ I_ 11 i IF —IL if_ IL 11 _IL_ II 11 _II- IL -114 4 II IL 11 11 II -li 1 II 1 71 IF ii 11 14 J1 11 1 __ 44 _JILI__ Ii II IL_ 11 11 71 II II_ 1 II 11 JI IL II _II __IL I IL 11_ _11 II Dr- II IL 1--i- il 11 li IJ r I 1C II= L —_ _ _ _ -IF II 11 11 AI II 11 11 11 IL If it 11 II IF _ 17_ _ 11 _ II LiII1EI1 711-- ILI- JL 14- _IL _ -1 E_ _L441L___ 71 II IL Dr 4- i 1 11 11- IL11 11 II I IL DI _41 IL__Al II IL i[ IL_ 11 Ji ILIL 11 It 11 ,f DL 11 11 if —11 IL_ IL II II 11 11-- II 17-4-71 II _I_ Di il II 11 IL JL --IL_ ,i II II k II D II II II JL _II 71 11 II 11 JL 1 JL 11 _ IL _IL DL 14---- II AI_ II 11 IL DI _IF II IL 11 II II 11 II 7L_ JI II IC _IL __IL_ JI II IF 411 11 II r IL_ _44 —11 11 4 It _II II IL II— ir II IL II lf 11 IL74 \ \ \ \ \ \ \ \ \ / / / / / / / / / / / / Ir IL 11 11 4_ _11 / / / / / //// / / ' / < . , . . . . . . . _DI If JI_ 11 II I II IL_ IL D II II I i I D 11 [ IL AL iL 1__F-r---11 II Di II 11 1F--- 11 1 —11 11 1 11 11- IF DL___IL II 11 11 1 11\ —11 11 II = If 11 II -71 - DI 11 11 It 11 II _II II 11 I[ il 11 11 q II DI II il 11- 1-- IT-- -IL II 11 If- If 11 4-- DI I 11 II 11 11 11 11 1111 11 If- 11 [I- DI 1L __11 JI__ 11 11 11 II 11 1L IL _II IL_ 11 11 II -IC II I DI il 4 4 11 11 11 I1111 11 11- 1L II -II JI IL__II 11 11 11 I[ II IL11 11 II IL DI II t _II - 11 IL__ DI II II II II 4 11 -If 7I--11 II IF 11 II__11 II IF II 11 II II 11____II____11 DI 11 II 11 II Jr 11 I_ II 11 11 11 _ -11 1[ 71 II 11__Il II II II II 11 IL IL 11 11 _II IL_ DI 11__41I II 11 11_1l il _ __II__ _ _IL_ _ _ _111 ,JL II 1[ 44 ENLARGED WEST EXTERIOR ELEVATION SCALE:1/2" = 1.-0" 7/ ENLARGED WEST LEVEL I PLAN SCALE: 1/2' = 1'-0" 1228 RECEIVED CITY OF TUK WILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 443 1218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named projecL They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERE ARCHITECT EDWARD WEINSTEIN State of Washington REVit tovizid FOR CODE COMPLIANCE APPROVED FE3 2 6 200 City of Tukwila BUILDING DIVISION ,ILIR1SIDICTIC414L APPROVAL 14T,4111' Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ENLARGED PLAN, ELEV & WALL SECTION Sheet A 326 ARCHITECTS + URBAN DESIGNERS D LLI Lfl — COURTYARD 1+11-8" T.O.S LOWER RF in BUNK ROOM { I \, 1 ±0" LEVEL1 WALL SECTION @ CEMENT PLANK WALL WINDOW SCALE: 1/2" = • • • • • • ENLARGED SOUTH EXTERIOR ELEVATION SCALE: 1/2" = 1'-0" VVVVVVUVUVVVVVVVV ENLARGED SOUTH CTYD LEVEL 1 PLAN SCALE:1/2" = 1'-0" Rev 21 I u uI Ir I'° u w IuI 'u LJ u LJ u» lu u u IL ,u HI uI LJ �u u LJ LJ LJ u L ul Iu I II III 1 I 1 I_ J iJ 1 I, I_I J I 1EI Jnllnn nuiiT nn p'LnlnnnpH nIinn IF_nn ;n- I it I i I 11 r 1I I _II_ I� ll JI_ I_._II__.� II I� _L IL If JI- _ II II _IF 11- I L_� I p —_A __.J JL —]I IL JCIII Jr--- —IC_ —IL II — l IL Jr11 II II 11 C L _IL II TC I _II II_ 7 _ IC I _1I r 1r II 1i— I Ir_II , II IL IL II II-_JC II JI IC \ II-- II "I 11 1L IC \ \ \ \ \ \ / / / / / / II II AI JI 11 IL 1 �C LL II IL -C JL_II 1 C IC II 1C I 1 II �C II II II II C II 1C I II II 1C IL--L__ II 11 C I IC 11 IC I Il 11 C I 1 1 11 \\\\II,\\\\\\\ RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com ©2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington REVIEWL D FOR CODE COMPLIANCE APPROVED FED 2 6 2019 City of Tukwila BUILDING DIVISION JURISDiCTIO:AL ;uL Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ENLARGED PLAN, ELEV & WALL SECTION ARCHITECTS + URBAN DESIGNERS rr LLI Sheet 327 COURTYARD 0 1 PHYS TRAINING / WALL SECTION A COURTYARD STOREFRONT & CANOPY SCALE:1/2" = 1'-0" T.O.S LOWER RF o Es, ±0" LEVEL1 // +11'-8" TO.S LOWER RF ±0" LEVEL1 WALL SECTION A COURTYARD STOREFRONT DOORS SCALE:1/2" = 1'-0" II 1C r 11 JI_ _II ICI — I 1L—if. �L —I_ Ir 1 II 1-�l (1 II 11 IC �L —If- 1 L�I IC_ SIDE THROW SPRINKLER HEAD, TYP r 11 _iL C ii (1 11 11 C COURTYARD CANOPY SECTION SCALE: 1/2" = JI 11 11 11 II II IC II 11 _II 1L_ TlI 11 IC II— JI 11 II II _IC 1 11 II 11 IL 11 IC II 11 II II II I lr— —11 II II 11 II IC II II 11 ;ICI IC IC. II II II IL L II III JL _IC, ___JI 1 II I�JC II II II JI IC II —II 11 ,L_—JL ICE II II II IL_ _II 1_r— 'C IF IL IL_ ItT IL II I1 II___J1__ ._IL —___, _ 1L 1 II IL III II II II II il II II II II II—JI II— _!I____—JI.__. IC_.---..- II II IC—JI IL 1L _ __II _II CAI ILC II II 11 1----II II 11 II 1 11 IL L IC II II II 1 ==JL ...._ _rI _._. 11 1L ---7[ IL II d II II T I rJC II 11 11 IL II IL C Ir_ _ II _ ____ II iL _I[ III�fII J1_ 1(- II II IC i JC II II 11 JI IL11 NORTH ENLARGED EXTERIOR ELEVATION A PHYSICAL TRAINING STOREFRONT SCALE: 1/2" = 1'-0" \\k\\\\\\\ \ \\\\ 3'-31/8" la f xxxxxxxxxxxxxxAAA xxxxxx L ./I _1J 7I I 4 422 ./ L J 7 JI 2-3" 6'-3" 5-1" 5'-1" 5'-1" 5'-1" 3'-4" B.O. STL B.O. STL R CEIVED C TY F TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com ©2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 \ REGISTERED ARCHITECT n EDWARD WEINSTEIN State of Washington REVIE ,£dD FOR CODF COmpI IALLCP APPROVED FED 2621iJ City of Tukwila BUILDING DIVISION lURiSDICTJONAL. APPROVAL STALLP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ENLARGED PLAN, ELEV & WALL SECTION ARCHITECTS + URBAN DESIGNERS tin ENLARGED SOUTH CTYD LEVEL 1 PLAN A PHYSICAL TRAINING STOREFRONT SCALE:1/2" = 1'-0" Sheet 328 LINE OF WALL BEY / JI II +11-8" _ T.O.S LOWER RF 7C____ � II II _..._id —�1 GAS METER ALCOVE 4 d WALL SECTION @ GAS METER ALCOVE SCALE:1/2" = 1'-0" It()° LEVEL 1 co JI II 1L_ II JCL IL 11 ° Jr JL II JI JL 11 JP IF 1C C 11 IC IF II JL JI —1 ENLARGED NORTH EXTERIOR ELEVATION @ GAS METER ALCOVE SCALE:1/2" = 1'-0" ELEC 105 < /\nr\n, n.\.1\/\n/\".1/ nn/\/\h r \\\ \\1\\\ > w p /\/ \ II I _iI CI I I JL_ IL II II_ I[ lL 1 1J L It _JI II— JC =ICJ -II ii 1C -II LI IC 1L IL JI 1 JL R It -7I Il II J �L JI JCL C .__ IL_ II— IL_ - -11 IF _JL C 1 11_ JL lC 71 II IL J 71 JL JI JL 11 d I IC = L ___IL— L II P 1I II---1C P IL JI 1 JC—.._.JI. ___-- IC JL IIPI IL IL. JC JL IL 11 I CCCIli_ IC =I JL C �C CC JI IL I 71 II1� IC CI 'I 11 �C 11 IC CI it II II IL CI IL__II J CI JI II 11 _II IC �I II I II II 1C I —11 IL CIC 11 �I 11 IIL 11 IC JI 11 1E- CI JI 11 II l IC �I _II JI 1 IL ___II IC _11 1I 104E \./ 16 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED FED 26 2013 City of Tukwila BUILDING DIVISION .i4 Issue PERMIT SUBMITTAL Date 10/15/2018 ENLARGED NORTH LEVEL 1 PLAN @ GAS METER ALCOVE SCALE: 1/2" = 1'-0" RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Sheet Title ENLARGED PLAN, ELEV & WALL SECTION Sheet A329 24'-0" T.O.S UPPER RF 11'-8" T.O.S LOWER RF WALL SECTION cr NORTH SIDE OF APP BAY W/ GLAZING SCALE: 1/2" = 1-0" +24'-0" T.O.S UPPER RFC +11'-8" T.O.S LOWER RF WALL SECTION NORTH SIDE OF APP BAY W/ MTL PANELS SCALE: 1/2" = 1'-0" ENLARGED NORTH EXTERIOR ELEVATION @ UPPER STOREFRONT & MTL PANEL SCALE: 1/2" = 1'-0" A. A. A. r xfixxxx A.A A, n x x x x x A x x x, ENLARGED NORTH LOWER ROOF PLAN @ STOREFRONT & MTL PANEL SCALE: 1/2" = O x x xxxxnnxxnxxnxn ENLARGED NORTH LOWER ROOF PLAN BELOW GLAZING SCALE: 1/2" = 1'-0" RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com ©2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300' REGISTERED ARCHITECT twisk EDWARD WEINSTEIN State of Washington JU REVIEV D CODE COMPLIANCE APPROVED FE3 2 6 20'19 City of Tukwila BUILDING DIVISION 2iSDiC i ION'A:L APPROVAL ST Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet TitIENLARGED PLAN, ELEV & WALL SECTION ARCHITECTS + URBAN DESIGNERS D ings- Sheet 330 10 3/4" i GENERAL NOTES INT X5 5/8", 6" 5/8" L 2" L 1" /1/2" MECHPORCH (UNHEATED) THERMAL WALL AT MECHANICAL PORCH (SECTION) 1/2" CDX PLYWOOD, PTD 1" METAL Z-FURRING 2" SEMI -RIGID INSULATION R-8.6 MINERAL WOOL THERMAL ISOLATION CLIP WRB / AIR BARRIER, SELF -ADHERED 5/8" EXT GYP SHTG 6" METAL STUDS BATT INSULATION - R-22 MIN 6 MIL. VAPOR RETARDER 5/8" GWB NET U-FACTOR: X5: 0.034 1'-9 3/8" X4 VARIES 5/8"f 4 1/2" VARIES PARAPET WALL W/ MASONRY VENEER (SECTION) 3 5/8" 3 5/8" MASONRY, SEISMIC REINF PER STRUCT VAR VENTED AIR SPACE BRICK TIE PER STRUCT 4 1/2" SEMI -RIGID INSULATION (EXTEND TO TOP OF ROOF ONLY} R-19.35 MINERAL WOOL - WRB I AIR BARRIER, SELF -ADHERED (SAM AT BRICK TIES) 5/8" EXT GYP SHTG / GYP SHEAR WALL PANEL WHERE INDICATED BY STRUCT, SURE -BOARD VAR METAL STUDS BATT INSULATION - R-22 MIN 5/8" EXT GYP SHTG ROOF MEMBRANE: BASE FLASHING PLY & CAP FLASHING NO RATING REFER TO X1 FOR TYPICAL JOINT DETAILS EXT X3 1 5/8" . INT 6" 11 1/16" 5/8" f 21/2" 5/16" FIBER CEMENT PLANKS WATER -SHEDDING MEMBRANE, BLACK 1" METAL Z-FURRING, 16 GA MIN 2 1/2" SEMI -RIGID INSULATION R-10.75 MINERAL WOOL THERMAL ISOLATION CLIP WRB / AIR BARRIER, SELF -ADHERED 5/8" EXT GYP SHTG / GYP SHEAR WALL PANEL WHERE INDICATED BY STRUCT, SURE -BOARD 6" MTL STUDS BATT INSULATION - R-22 MIN 6 MIL. VAPOR RETARDER 5/8" GWB EXTERIOR METAL FRAMED WALL W/ FIBER CEMENT PLANK RAINSCREEN (SECTION) 1-HR X2 ALUMINUM PANEL METAL Z-FURRING SEMI -RIGID INSULATION R-8.6 MINERAL WOOL THERMAL ISOLATION CLIP WRB / AIR BARRIER, SELF -ADHERED EXT GYP SHTG / GYP SHEAR WALL PANEL WHERE INDICATED BY STRUCT, SURE -BOARD METAL STUDS BATT INSULATION - R-22 MIN VAPOR RETARDER GWB EXTERIOR METAL FRAMED WALL WI METAL PANEL RAINSCREEN (SECTION) A: 1'-9 3/8" B:1'-3/8" ( C:1'-4 7/8" D: 1'-9 7/8" 5/8" INT A, C: 6" —B: 3 5/8" D: 8" /8 _A,C,D:41/2" B: 21/2" A: 6" B: 1 3/8" C:1 1/2" D:41/2" 5/8" X1 • i 3 5/8" MASONRY, SEISMIC REINF PER STRUCT VAR VENTED AIR SPACE BRICK TIE PER STRUCT VAR SEMI -RIGID INSULATION - MINERAL WOOL A, C, D: 41/2" (R-19.35) B: 21/2" (R-10.75) WRB / AIR BARRIER, SELF -ADHERED (SAM AT BRICK TIES) 5/8" EXT GYP SHTG / GYP SHEAR WALL PANEL WHERE INDICATED BY STRUCT, SURE -BOARD VAR METAL STUDS - BATT INSULATION A, C: 6" (R-22 MIN) B: 3 5/8" (R-15) D:8"(R-30 MIN) 6 MIL. VAPOR RETARDER 5/8" GWB NO RATING NET U-FACTOR: EXT EXTERIOR METAL FRAMED WALL W/ MASONRY VENEER (SECTION) EXTERIOR VERTICAL ASSEMBLIES SCALE: 3" = 1'-0" INT X6 N NON -THERMAL WALL AT UTILITY BUILDING (SECTION) 1 1/4" ALUMINUM PANEL 1" METALZ-FURRING - WRB / AIR BARRIER, SELF -ADHERED 1/2" CDX PLYWOOD 6" METAL STUDS 5/8" GYP SHTG REFER TO X2 FOR TYPICAL JOINT DETAILS X3 INT WALLCONFIG VARIES • REFER TO ` -'-WALL TYPE WATER -SHEDDING MEMBRANE, BLACK EXPOSED SST FASTENER PAINTED TO MATCH PLANK COLOR TYPICAL VERTICAL FIBER CEMENT PLANK RAINSCREEN JOINT (PLAN) INT X2 EXT cV WALL CONFIG VARIES • REFER TO -"'-WALL TYPE TYPICAL VERTICAL METAL PANEL RAINSCREEN JOINT (PLAN) X1 INT t WALL CONFIG VARIES , • REEERTO -'-WALL TYPE t n TYPICAL VERTICAL MASONRY CONTROL JOINT (PLAN) SANDED SEALANT JOINT W/ BACKER ROD - TYP MORTAR JOINT, TYP X3 INT • WALL'CONFIG VARIES ' - • REFER TO "-WALL TYPE i. 1 EXT EXPOSED SST FASTENER PAINTED TO MATCH PLANK COLOR TYPICAL HORIZONTAL FIBER CEMENT PLANK RAINSCREEN JOINT (SECTION) X2 TYPICAL HORIZONTAL METAL PANEL RAINSCREEN JOINT (SECTION) X1 INT " yWALLCONFIG VARIES -, i - <: • REFER TO -''-WALL TYPE _ TYPICAL HORIZONTAL JOINT (SECTION) , — MORTAR JOINT, TYP X3 INT 1 j`. EXT WALLCQNFIG VARIES - -= REFER TO -WALL TYPE j\ TYPICAL FIBER CEMENT PLANK RAINSCREEN INSIDE CORNER JOINT (PLAN) RECEIVED CITY OF TUKWILA 1. SEE G001 FOR GENERAL NOTES AND ABBREVIATIONS 2. SEE G201 BUILDING CODE DIAGRAMS FOR REQUIRED FIRE RATINGS 3. GWB IS 5/8" TYPE X U.N.O. 4. CEMENTITIOUS BACKER IS 5/8" UL- LABELED 5. STUD SIZES ARE PER PARTITION TYPES 6. OPENINGS AND PERIMETERS AT RATED PARTITIONS WILL BE SEALED WITH APPROVED FIRESTOP ASSEMBLIES FOR SAME HOUR RATING AS THE PARTITION 7. WHERE ENDS OF PARTITION ABUT OTHER CONSTRUCTION PROVIDE RELIEF JOINT 8. ACOUSTIC BATT INSUL PER SPECIFICATIONS. MIN.THICKENESS 3 1/2" (R-11), FRICTION FIT BETWEEN STUDS, TYP 9. PROVIDE BACKING PER DETAILS 10. ALL WALLS AND FLOORS SHALL HAVE VERTICAL AND LATERAL DRAFTSTOPPING AND FIREBLOCKING PER IBC 718 11. ALL EXPOSED GWB TO BE LEVEL 4 FINISH U.N.O. 12. PER WSEC C103.6.3, PROJECT CLOSE-OUT DOCUMENTATION IS REQUIRED, INCLUDING APPLICABLE WSEC ENVELOPE COMPLIANCE FORMS AND CALCULATIONS, AND FENESTRATION RATING CERTIFICATES 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300' RARCHITEGISTEREDECT a i EDWARD WEINSTEIN State of Washington RCViLi vED CODE COMPLIANCE APPROVED FE3262U13 City of Tukwila BUILDING DIVISION JUR SPACTION/;L APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title EXTERIOR VERTICAL ASSEMBLIES ARCHITECTS + URBAN DESIGNERS DEC 1 2 NIB PERMIT CENTER Sheet 01 5 MECH PLATFORM a kXXX �+w ML c. a �X ---- ----- / A c — .,— - - -.' / / \ \ LOWER LEVEL INSULATED MECHANICAL PLATFORM FLOOR ASSEMBLY 40 mil TRAFFIC COATING 2 1/2" CONCRETE TOPPING 1 1/2" DECK PER STRUCT CLOSED CELL SPRAY FOAM INSUL AT FLUTES 3" POLYISO BOARD - R-12.3 MIN FOIL -FACED W/ TAPED SEAMS, PENETRATIONS, & TRANSITIONS VAR OWSJ — PER STRUCT NO RATING NET U-VALUE: 0.068 4 MECH PLATFORM LOWER LEVEL 21/2" CONCRETE TOPPING 1 1/2" DECK PER STRUCT VAR OWSJ — PER STRUCT MECHANICAL PLATFORM FLOOR ASSEMBLY (INTERIOR ONLY) 3 TYP. ROOF ASSEMBLY INT 80 MIL TPO ROOF MEMBRANE FULLY ADHERED W/ BONDING ADHESIVE 1/2" COVER BOARD 6" - 13" TAPERED RIGID INSUL POLYISO (R-33 MIN) 40 MIL ADHERED VAPOR BARRIER/ TEMP ROOFING 1/4" SUBSTRATE BOARD 1 1/2" METAL DECK PER STRUCT VARIES OWSJ — PER STRUCT 3 1/2" ACOUSTIC BATT INSULATION (WHERE OCCURS) FINISH (VARIES) NO RATING NET U-VALUE: 0.021 2 HEATED SPACE a 4 U 14" INSULATED SLAB ON GRADE AT APP BAY 7- G FINISH PER SCHEDULE 6" CONCRETE SLAB ON GRADE PER STRUCT 15 MIL VAPOR BARRIER 2" RIGID INSULATION—XPS, R-10 MIN (2'-0"AT PERIMETER ONLY) 6" CAPILLARY BREAK 12" STRUCTURAL FILL (OR) RECOMPACTED NATIVE SOILS PER GEOTECH REPORT NO RATING NET U-VALUE: 0.091 1 HEATED SPACE 1 INSULATED SLAB ON GRADE (TYR) FINISH PER SCHEDULE 4" CONCRETE SLAB ON GRADE PER STRUCT 15 MIL VAPOR BARRIER 2" RIGID INSULATION—XPS, R-10 MIN (2-0" AT PERIMETER ONLY) 6" CAPILLARY BREAK 12" STRUCTURAL FILL (OR) RECOMPACTED NATIVE SOILS PER GEOTECH REPORT NO RATING NET U-VALUE: 0.093 HORIZONTAL ASSEMBLIES RECEIVED CITY OF TUKWILA DEC 1 2 2018 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com ©2018 Weinstein A+U - These documents have been prepared specifically for the above named projecL They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington REVIEVvED FOR CODE COMPLIANCE APPROVED FEB 2623i9 City of Tukwila BUILDING DIVISION JUR!SD!CTIQ, iOVAL Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title Sheet EXTERIOR HORIZONTAL SE ARCHITECTS + URBAN DESIGNERS SCALE:3" = 1'-0" F'EriM II CENTER CLADDING LEGEND V CONTROL JOINT BRICK 17'-3 5/8" zcr m m el • • • U UP 133 9'-3 5/8" 21.-2 7/8" 4'-3 5/8" 2'-8 3/8" 5'-3 5/8" 2'-8 3/8" 7'-3 5/8" 130E fl to e: 116,1 �A�►`1'.*:#�d.:i2:a:♦:IP ♦740ZV.4E i♦�3Ti ir7:♦•41," • IN tS�,' 17'-3 5/8" BRICK COURSING PLAN SCALE: 1/4" = 1'-0" 126B 127 122B �fjllXU//4x/////NJ////N///// l ///A, 0"/,14///IlY//////Y///!/NI7///N/////. dP 1�1 4 CONTROL 70INT, TYI, 23'-3 5/8" CO e� ♦ xxxxxxx x oO cXuxx • / J it / yip/40 0 N 0 1 106E 7 6 0 oo M "9 ♦ • 11-3 5/8" L 4'-8 3/8" 7'-3 5/8" 2'-8 3/8" 12'-3 5/8" 8'-0 7/8" 101A %,% " 7'-3 5/8" 2'-8 3/8" '1i"♦"♦♦'9A'♦7 "04♦"♦"41T..♦".4"T♦"d.�Z4"P♦: D`iW• '.♦'Pd /:♦d"♦" 1111111111111111116 21'-3 5/8" 2'-8 3/8" vivo Hai�R"70,1 ♦A TIM iIaAIDZ♦T.♦71. '�♦ 24'-3 5/8" RECEIVED 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.wei nsteinau.cofn © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other protects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington hkVIEINED FOR CODE COMPLIANCE APPROVED FEL) 2 6 2ati City of Tukwila BUILDING DIVIGIC: J1iRISl]ICTI^i` ,'-a. r PRO\IAL S7 ttd I Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title EXTERIOR CLADDING LAYOUT ARCHITECTS + URBAN DESIGNERS DEC 1 2 2018 PERMIT CENTER Sheet 03 4" NORMAN 3 5/8" X 11 5/8" X 3 5/8" 2 1/4" NORMAN (TYP) 2 1/4"X 11 5/8" X 3 5/8" 2 1/4" MODULAR 2 1/4" X 8 5/8" X 3 5/8" 2 1/4" X 3 5/8" X 3 5/8" w 0 w o_ co w cc 0 YT.O.S LOWER RF FIBER CEMENT PLANK COURSING SCALE: 1/2" = 1'-0" VEL 1 kr 44 COURSES = 9'-9 3/8" 3 COURSES PER 8" 64 COURSES = 14.-2 3/4" 3 COURSES PER 8' 1"T.O.S UPPER RF B DG SIGN BEY • • r r re a BRICK COURSING 2 STORY WALL SCALE: 1/2" = 1'-0" +11'-5 1/2" T.O.S EQUIP PLATFORM It0" TLEVEL 1 62 COURSES = 13-9 3/8" a 3 COURSES PER 8" 1 1' BRICK COURSING SCALE: 1/2" = a4 d Li 1_1 1 A 11'-8" T.O.S LOWER RF It0" 'rLEVEL 1 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 443 1218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect 3300 REGISTERE ARCHITECT tvt4.Ak EDWARD WEINSTEIN State of Washington .iU REViEVVED 1-OR CODE COMPLIANCE APPROVED FED 2 6 2[113 City of Tukwila BUILDING DIVISION T.SDJCTiOJAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title EXTERIOR CLADDING LAYOUT Sheet ARCHITECTS + URBAN DESIGNERS =1111111 GLAZING LEGEND 4'-8 3/8" RO 0 tt 0) co 12'-8 3/8" RO 8'-0 7/8" RO PER DR SCHED co 0 M � 0o W SPANDREL PANEL 101A '-8 3/8" RO u DOOR BY -STFNT MFR SEE A911 WINDOW TYPE QUANTITY DESCRIPTION GLAZING TYPE U-VALUE SHGC VT A 1 ALUM STOREFRONT GL-1 0.28 0.23 0.52 B 2 ALUM STOREFRONT GL-1 0.28 0.23 0.52 C 1 ALUM STOREFRONT GL-1 0.28 0.23 0.52 D 1 ALUM STOREFRONT GL-1 0.28 0.23 0.52 E 1 ALUM STOREFRONT GL-1 0.31 0.23 0.52 G 2 ALUM STOREFRONT GL-1 0.31 0.23 0.52 H1 4 ALUM STOREFRONT GL-1 0.31 0.23 0.52 H2 2 ALUM STOREFRONT GL-1 0.31 0.23 0.52 J 1 FIBERGLASS STOREFRONT GL-2 0.25 0.41 0.52 K 2 FIBERGLASS STOREFRONT GL-2 0.25 0.41 0.52 L 3 FIBERGLASS STOREFRONT GL-2 0.25 0.41 0.52 N 3 FIBERGLASS STOREFRONT GL-2 0.25 0.41 0.52 P 2 FIBERGLASS STOREFRONT GL-2 0.25 0.41 0.52 S 1 FIBERGLASS STOREFRONT GL-2 0.25 0.41 0.52 T 1 FIBERGLASS STOREFRONT GL-2 0.25 0.41 0.52 U 2 HOLLOW METAL SIDELIGHT GL-2 0.20 0.41 0.52 V 1 ALUM STOREFRONT GL-1 0.28 0.23 0.52 EXTERIOR WINDOW TABLE / / ♦ SPANDREL PANEL 46'-21/4" RO u PER DR SCHED 3 EQ / 8'-9" RO ♦ OG / 104A 106A \ • • • • • \� u DOOR BY STFNT MFR SEE A911 +24'-0" T.O.S UPPER RF T.O.S LOWER RF 7-4 1/2" 5'-211/32" 7'-2 3/4" . EQ , 5'-5 3/4" , EQ EQ y 6'-6 29/32" f 0 kr CV M 0) c1 .*_ 0 kr EXTERIOR WINDOW SCHEDULE SCALE: 1/4" = 1'-0" c0 w 1- 0 w 0 0 w ♦ EQ • \ \ Z L � \ \ / • / \•\\ 130B /'// • / / OVERHEAD DOOR SEE A911 14'-3 3/32" • • • • 5'-8" • \ \ ' \ T �r • \ • ss / \ / • \ \ / \ 130A / / \ • • OVERHEAD DOOR SEE A911 14'-31/4" RO sss CORNER / MULLION BY p� STFNT MFR • \ • •, EQ 0 kr co 41/2"�,, ♦ 0 ♦ ♦ 0 ♦ 4'-8 3/8" RO 0 t0" sr LEVEL 15'-101/4" RO EQ EQ f DOOR BY STFNT MFR SEEA911 HM DOOR SEE A911 13'-11 3/4" RO CORNER MULLION BY STFNT MFR CO ♦ 0 'o EQ EQ 0 0 0 9 1/d" 6'•7 5/32" y EQ y EQ / 5'-5 1/2" EQ EQ 5.-2 1/4" f O .'_ z -® ®-_ Z -t► +11,$„ T.O.S LOWER RF 1917( LEVEL 1 • • DOOR BY STFNT MFR EQ OVERHEAD DOOR SEEA911 130C 14'-313/32" L _ / 5'-8„ / / • 130D /'/ • / _OVERHEAD DOOR SEE A911 / / \ • 14'-3 3/32" LEVEL 1 +11'-8" ki,+24'-0" T.O.S UPPER RF ci T.O.S LOWER RF EQ LEVEL 1 RECEIVED CITY OF TUKWILA TIEC 1 2 2018 GL-1 VITRO 1/4" SB60 #2 X 1/2" ARGON X 1/4" CLR & TGI WAVE SPACER (1/2") W/ CLR LAMINATED INTERLAYER GL-2 1" DOUBLE INSULATED GLAZING W/ LOW-E COATING ON #2 SURFACE GL-3 INTERIOR DOUBLE INSULATED GLAZING GLAZING NOTES 1. GC TO VERIFY RO IN FIELD 2. SAFETY GLASS SHALL BE PROVIDED AS REQ'D BY IBC 3. ALL EXT GLAZING TO INCLUDE CLR LAMINATED INTERLAYER @ INNER LITE 4. RO OF WDW TO ALIGN W/ ADJ CLADDING COURSING, SEEA403 &A404, TYP 5. SEE A911 FOR DOOR SCHEDULE 6. PER WSEC C103.6.3, PROJECT CLOSE-OUT DOCUMENTATION IS REQUIRED, INCLUDING APPLICABLE WSEC ENVELOPE COMPLIANCE FORMS AND CALCULATIONS, AND FENESTRATION RATING CERTIFICATES 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. vs EDWARD WEINSTEIN State of Washington REViE'VVED FOR CODE COMPLIANCE APPROVED FED 262t13 City of Tukwila J3LI,! DING ®IV1,g,,1PN Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title EXTERIOR WINDOW & LOUVER SCHEDULE Sheet 11 ARCHITECTS + URBAN DESIGNERS D PERMIT CENTER GLAZING LEGEND GL-1 VITRO 1/4" SB60 #2 X 1/2" ARGON X 1/4" CLR & TGI WAVE SPACER (1/2") W/ CLR LAMINATED INTERLAYER GL-2 1" DOUBLE INSULATED GLAZING W/ LOW-E COATING ON #2 SURFACE WINDOW TYPE QUANTITY DESCRIPTION GLAZING TYPE AA 1 ALUM STOREFRONT GL-3 F 1 ALUM STOREFRONT GL-3 AL — cc ti INTERIOR WINDOW TABLE SCALE:1' = 1'-0" 8'-0 7/8' RO 4'-4 7/8" i -8' f • • • • • • • • • 101E DOOR BY STFNT MFR SEE 911 INTERIOR WINDOW SCHEDULE SCALE:1/4" = 1-0" ±0" LEVEL 1 RECEIVED CITY OF TUKWILA MC 1 2 2018 PERMIT CENTER GL-3 INTERIOR DOUBLE INSULATED GLAZING GLAZING NOTES 1. GC TO VERIFY RO IN FIELD 2. SAFETY GLASS SHALL BE PROVIDED AS REQ'D BY IBC 3. ALL EXT GLAZING TO INCLUDE CLR LAMINATED INTERLAYER @ INNER LITE 4. RO OF WDW TO ALIGN W/ ADJ CLADDING COURSING, SEE A403 &A404, TYP 5. SEE A911 FOR DOOR SCHEDULE 6. PER WSEC C103.6.3, PROJECT CLOSE-OUT DOCUMENTATION IS REQUIRED, INCLUDING APPLICABLE WSEC ENVELOPE COMPLIANCE FORMS AND CALCULATIONS, AND FENESTRATION RATING CERTIFICATES 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 1 REGISTERED ARCHITECT e 1 EDWARD WEINSTEIN State of Washington CODE CONVLIANCE APPROVCD FE 2u 2CtaJ City of Tukwila BUILDING DIVISION 15IDlCl O AL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title INTERIOR WINDOW SCHEDULE ARCHITECTS + URBAN DESIGNERS LLJ Sheet 12 EDGE OF SLAB BELOW (SHOWN DASHED) STL CHANNEL BEAM ABV (SHOWN DASHED) BRAKE MTL CLOSURE PANEL. FIN TO MATCH STOREFRONT PLAN DETAIL . APP BAY DOOR SCALE:3" = 1'-0" 0 HSS BEAM BEL APP BAY WDW SILL BEL 1111111111 j 5 8" F.O. STRT XX� FIBERGLASS STFNT SILL FLASHING, STL CHANNEL BEL PARAPET BEL t�- PLAN DETAIL AT APP BAY CLERESTORY SCALE:3" = LOWER ROOF F.O. WALL BELOW INTERIOR ALUM STOREFRONT CORNER BEAD F.O. SOFFIT ABV (SHOWN DASHED) J-TRIM �I APP BAY 0 FIBERGLASS STOREFRONT— SAM TO LAP OPENING WRB CMU BASE BEL (SHOWN DASHED) CONC STEM WALL BEL (SHOWN DASHED) 4. "Air* r W. r, >r- r�r iv+ 4 OA *4* <X1C> 7 21/2"/ STATION OFFICE N rid rve, Yr, PLAN DETAIL @ BRICK TO APP BAY STOREFRONT SCALE:3" = 1'-0" X1A> A. TYP FOOTING PLAN DETAIL @ SLOT TYP. PLAN DETAILS O. SLOT SCALE:3" = 1'-0" X2A BACKER ROD & SLNT SILL FLASHING BEL D. TYP. PLAN DETAIL @ BRICK TO METAL PANEL INTERSECTION CORNER BEAD WD SILL BEL CONC STEM WALL BEL (SHOWN DASHED) N CONC STEM WALL BEL (SHOWN DASHED) STFNT GLAZING SYSTEM BACKER ROD & SLNT SAM AT R.O. SILL FLASHING BEL SAM PATCH @ BRICK TIES, TYr X1A C. TYP. PLAN DETAIL @ BRICK TO STOREFRONT INTERSECTION CONC STEM WALL BEL STFNT GLAZING SYSTEM W/ INSUL SPANDREL BACKER ROD & SLNT SAM AT R.O. SILL FLASHING BEL 0 B. TYP PLAN DETAIL @ BRICK TO SPANDREL PANEL INTERSECTION CONC FOUNDATION WAL LIQUID -APPLIED DAM / / FIRAINAGE MAT CONT RIGID INSUL \/ / n/ ) FLASHING AB \H\AA\ED) 8X8X16 CMU BLOC FILL NV MORTAR #44.984,4".***"""" R C IVED CITY OF TUKWILA DEC 1 2 2018 PEHMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTEREL ARCHITECT tivt/6sN: EDWARD WEINSTEIN State of Washington RE:VIE+i c= `T "OR CODE CC�e"f�-LIf NCE APPROVED FED 2 6 2013 City of Tukwila BUILDING DIVISION JUMSI1CIIOs"..'AL APPROVAL STAMP Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/2018 PLAN DETAILS 21 ARCHITECTS + URBAN DESIGNERS T.O. COPING +14'-4 3/8" TOP COURSE - BRICK—`° 4" NORMAN BRICK @ TOP COURSE, TYP; OPEN HEAD JT VENTS AT 2'-0" OC - ALIGN W/ WEEPS CLOSED CELL FOAM INSUL TO TOP OF ROOF ASSEMBLY +11,-8 T.O. STRUCTURE LOWER ROOF CLOSED CELL FOAM INSUL SEMI -RIGID INSUL TYP. PARAPET DETAIL AT BRICK WALL asyead.9 451) SCALE:3" = 1'-0" / /I BRICK VENEER W/ TIES PER STRUCT, ALIGN F.O. BRICK W/ F.O. CMU BEL WRB WP, LAP BEL GRADE DAMPROOFING SST FLASHING LINED W/ MASONRY -GRADE SAM MORTAR CONTROL DEVICE PACK W/ MORTAR TO SLOPE, TYP VENT CELLS X1A> T.O. STEM WALL ______ LIQUID APPLIED DAMPPROOFING +0, 0" DRAINAGE MAT FIRST FLOOR RIGID INSUL (R-10 MIN) 8X8X16 CMU BLOCK, FILL W/ MORATR WEEPS AT 24" OC MAX AT BASE OF CMU CONC FOOTING, PER STRUCT TYP. CONCRETE FOOTING AT BRICK WALL SCALE: 3" = 1'-0" t► PROVIDE STL REINFORCING ANGLE TO SUPPORT FRAMING FOR PARAPET COPING, SEE STRUCT PTD GALV-ALUM COPING BUTT JTS W/ CONCEALED SPLICE PL @ 10' MAX SPACING, JT LOCATIONS PER ARCH, SPLICE PL COLOR TO MATCH COPING @ JTS. ALL CORNERS TO BE FULLY WELDED SHOP FAB PIECES. HT SAM LAPS ROOFING, STRIPS OVER PARAPET AND LAPS CLOSURE ANGLE AND WRB LAP ROOF MEMBRANE OVER PARAPET TO PROVIDE TEMP PROTECTION OF INSUL VAPOR BARRIER 0 SL 1/4" = 1'-0" AAA !A/O VARIES, 2 1/2" SEE SLAB PLAN UNO 414 a OWSJ PER STRUCT J-TRIM RUBBER BASE SLAB ON GRADE —UNDER-SLAB VAPOR BARRIER CCI1f CITY OF TUKWI DEC 1 2 2018 PERMIT CENTER A 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect 3300' ARCHITECT REGISTERED v r EDWARD WEINSTEIN State of Washington VCi:`,,= CODE CC;r:aIANCE APF•ROVED FLU 2 G 2J13 City of Tukwila BUILDING DIV/LION JURISDICTIONAL ';PP OVAL STAMP Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/2018 SECTION DETAILS 1 ARCHITECTS + URBAN DESIGNERS +14'-3" T.O. COPING AT MTL PANEL COST0 1N AMPARAPETDA15 BY RAINSCREER MFR. FIN TO MATCH MTL PANEL R.O. WDW / T.O. STEM WALL _ +0'-0" ® FIRST FLOOR SEE ADJ DETAIL FOR SIM NOTES FOOTING DETAIL a METAL PANEL WALL SCALE: 3" = 1'-0" \I - — RUBBER BASE SLAB ON GRADE R.O. WDW / T.O. STEM WALL agoc_+0.-0" NLj FIRST FLOOR SEE ADJ DETAIL FOR SIM NOTES TYP. FOOTING AT STOREFRONT SILL SCALE: 3" = 1'-0" (inn Twit 21/2" 3/4" LINE OF WALL BEYOND PTD WD SILL J TRIM RUBBER BASE SLAB ON GRADE l N BRICK WALL RETURN BEY CLOSED CELL FOAM INSUL TO TOP OF ROOF ASSEMBLY HSS BEYOND + 11'-8" ® T.O. STRUCTURE LOWER ROOF CLOSED CELL FOAM INSUL <X2A> TYP PARAPET DETAIL @, METAL PANEL WALL SCALE: 3" = 1'-0" SAM OVER HEAD FLASHING SAM, LAP INTO OIPENING SST HEAD FLASHING W/ END DAMS, LAP INTO WRB, FIN TO MATCH STFNT ALUM STOREFRONT INSUL SPANDREL GLASS II WINDOW HEAD & SILL DETAIL IN SLOT SCALE: 3" = 1'-0" 1 1/2" SEMI -RIGID INSULATION ll CLOSED CELL FOAM INSUL TO FILL CAVITY AT BACKDAM WP MEMBRANE TO LAP DAMPROOFING, CONTAT R.O., LAP BACKDAM ANGLE SST BASE FLASHING W/ FOLDED END DAMS SET IN "SHIM SANDWICH," FIN TO MATCH STFNT R.O. WDW / T.O. STEM WALL +0.-0" FIRST FLOOR '110f it .1; • .1 • 4 +4 v 170 gitit RIGID INSUL DRAINAGE MAT n LIQUID APPLIED DAMP;ROOF N CONC FOOTING, PER STRUCT FOOTING AT STOREFRONT SILL W/ SPANDREL PANEL SCALE:3" = 1'-0" HTSAM ROVIDE TEMP PROTECTION OF INSUL AS REQ'D ANT STRIP 4* t-- 21/2", a 1 OWSJ PER STRUCT J-TRIM ORNER BEAD "L" BEAD SLNT W/ BACKER ROD AT EXTAND INT OF WDW SHIM JAMB BEY 3/4" PTD WOOD SILL J TRIM RUBBER BASE SLAB ON GRADE ant Wire �1f� ENTv TE WATERSTOP �t�11010414 "TerteLIF8,1410:Wal411r RECEIVED CITY OF TUKWIL 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein MU - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 RT ARCHITECTEGISERED v a EDWARD WEINSTEIN State of Washington i tL.Vi C;C:" _ 3 i-ClR CODE CC;PLIANCE APPROVED FED 2 6 2013 City of Tukwila BUILDING DIVISION! {'SDIC,T!O.A,L AFPR( Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title SECTION DETAILS Sheet 52 ARCHITECTS + URBAN DESIGNERS LU VI PERMIT CENTER POLYCARBONATE PANEL ON L 1 1/2 X 1 1/2 STEEL EDGE SUPPORTS WITH ALUMINUM TRIM PER MANUFACTURER WT 8X13 SUPPORT BEAM BEYOND, COPED TO ACCOMMODATE SLOPED GUTTER 3"-4" MC10X28.5 CANOPY EDGE e--1-9017- - - - BRAKE METAL GUTTER SLOPED 1/8" FROM CENTER OF CANOPY EDGE OF CHANNEL BEYOND BOTTOM OF GUTTER BEYOND COURTYARD CANOPY SECTION DETAIL SCALE: 3" = 1'-0" MC CANOPY EDGE DOWNSPOUT BEYOND GRAVEL STO GUTTER +12.-7" LOW PT LOWER ROOF DOWNSPOUT BEY CLOSED CELL FOAM INSUL LAST FULL COURSE AT RAINSCREEN COURSE 20 +11'41" STEEL KNIFE PLATE PER STRUCTURAL COURSE 19 +11'-4" SHEET METAL FLASH N STEEL SPLICE PLATE AND BOLT CONNECTION PER STRUCTURAL TIE ROD AND CLEVIS ASSEMBLY PER STRUCTURAL HSS 2X2X1/4 STIFFENER WELDED BETWEEN SUPPORT BEAMS POLYCARBONATE PANEL COURSE 16 COURSE 15 +1V-8" T.O. STRUCTURE LOWER ROOF 0 0 e R.O. STFNT _ PTD GALV 3 1/2" x 4" BENT MTL PLATE, TYP THREE SIDES ALUM STOREFRONT V-0" SLOPE 1/4": I-0" OWSJ PER STRUCT—' J-TRIM R.O. WDW / T.O. STEM WALL EXPANSION JT FOOTING DETAIL AT COURTYARD STOREFRONT SCALE: 3" = 1"-0" 4 p T EROD AND CLEVIS ASSEMBLY WT 8X13 SUPPORT BEAM L /2 X 1 1/2 COURTYARD CANOPY EDGE DETAIL SCALE: 3" = 1'-0" BRAKE METAL GUTTER GRAVEL STOP GUTTER 1'-0" opi +12-72 LOW PT LOWER ROOF CLOSED CELL FOAM INSUL LAST FULL COURSE AT RAINSCREEN COURSE 20 +11'41" DS BEYOND SLOPE 1/4": 1"-0" +11'-8" T.O. STRUCTURE LOWER ROOF COURSE 19 +11'-4" 6" TYP 2. / 2 CLOSED CELL FOAM INSUL TYP ROOF EDGE DETAIL @ COURTYARD RAINSCREEN SCALE: 3" COURSE 13 +7'40" e R.O. WDW COURSE 12 \ SST HEAD FLASH W/ HEMMED DRIP EDGE TO MATCH WINDOW FRAMES, STRIP WI FLASHING PTD GALV 4" x 4" BENT MTL PLATE, = 1-0" TYP THREE SIDES SLNT W/ BACKER ROD COURSE 11 ALUMINUM WINDOW FLASHING TO MATCH WINDOW SHIM TO DRAIN e R.O. WDW _ _ COURSE 04 \ — — — — — +2=7" GALV 3 1/2" X 4" BENT MTL PLATE STIFFENER AT SILL FLASHING ATTACH W/ NYLON SPACER - COURTYARD COURSE 03 P WINDOW HEAD & SI SCALE: 3" COURSE 01 +0"-/0" FIRST COURSE AT CEMENT PLANK RAINSCREEN MULCH ABV FINISHED GRADE AT PLANTED AREA -- PER LANDSCAPE T.O. STEM WALL LEVELONE" 2 2 2 L @ COURTYARD LIQUID -APPLIED DAMPPROOFING • DROP FOOTING Ti REMAIN CLR OF DS #%N% STORM DRAIN PIPE " " -2-6" (MIN) B.O.% FOOTING AT COURTYARD OWSJ PER STRUCT CORNER BEAD ROLLER SHADE, TYP BUNK ROOMS J TRIM INSCREEN FOOTING DETA L AT COURTYARD RAINSCREEN LINE OF WALL BEYOND STRIP BACK ANGLE W/ SAM 3/4" PTD WD SILL 31" BUNK ROOM J TRIM 2 1/2" RUBBER BASE SLAB ON GRADE 1B 12/11 /18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 443 1218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT EDWARD WEINSTEIN Stateof-WpOin R" 1EV‘i.D CODE IANCE APPROVED Fr::, 7ftil City of Tukwila BUILDBUILDfJCN CITY OF TUKWILA DEC 2 2018 PERMIT CENTER JIMSDICTiONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title SECTION DETAILS COURTYARD Sheet 53 ARCHITECTS + URBAN DESIGNERS 15/8' 8 1/2" FOS / EDGE OF MTL DECK STOREFRONT DR SST BASE FLASHING W/ FOLDED END DAMS (FIN TO MATCH STOREFRONT), SET IN COMPOSITE SHIM "SANDWICH" STL ANGLE PER STRUCT +0'-0" LEVEL ONE d QQ a.. a 4 4 a 4 4414� R-10 RIGID INSULATION44A \ / \ DRAINAGE MAT r101/2" F.O. STOREFRONT ice::0'� �i�,iir, tOs 400411114"IL atet atb� FOOTING DRAT +� ��i SEE CIVIL II.ft 114110-41k* 4 d d a (ril)-00#11 a v a "Pk a 0 =o U) err CONT SLNT LAP WP OVER BACKDAM 1/4" ALUM PLATE THRESHOLD (FIN TO MATCH STOREFRONT) W/ COUNTERSUNK FASTENERS & COMPOSITE BASE SLAB 0h GRADE SECTION DETAIL @ APP BAY SWING DOOR THRESHOLD SCALE: 3" = V-0" T.O. STL / T.O. DR TRACK +15'-41/4" T.O. STL Zeli ////////// ////////✓// /// ALUM BRAKE MTL CLOSURE BY MTL PANEL MFR PTD TO MATCH MTL PANELS EDGE OF STL PLATE JAMB BEY SECTION DETAIL AT SECTIONAL DOOR HEAD SCALE: 3" = 1'-0" +25'-61/2" T.O. COPING (HIGH ROOF) PTD STL CHANNEL PER STRUCT FLUID APPLIED WRB DETAIL AROUND OWSJ PER PENETRATION DETAILS ON AXXX BATT INSULATION STL PL & BOLTED CONNECTION PER STRUCT +24'-0" ®T0. STRUCTURE (HIGH ROOF) _ o N 4^ 0 rr STOREFRONT //////// SECTION DETAIL @ APP BAY ROOF EDGE SCALE: 3" = 1'-0" R.O. = T.O. STL +14'-61/4" B.o. STL— //////// / / i -1/ / / 1,-0" F.O. STFNT r /./ SECTION DETAIL @ APP BAY STOREFRONT AND CHANNEL SCALE: 3" = 1'-0" STOREFRONT WDW SST BASE FLASHING W/ FOLDED END DAMS (FIN TO MATCH STFNT), SET IN COMPOSITE SHIM "SANDWICH" +0'-0" ® LEVEL ONE R-10 RIGID INSULATIO /.DRAINAGEMAT a s W._ ipr „id% • • , *Iv A • r CQ 4 Obtint dudespi.„ liwkirro ‘• :ea ilio SECTION DETAIL @ APP BAY STOREFRONT SILL SCALE: 3" = 1'-0" 1'-0" F.O. STFNT 10 1/2" LOSED CELL SPRAY FOAM INSUL 3" WELDED STL ANGLE ER STRUCT, ALIGN W/ STFNT AS SHOWN \ \ BRAKE MTL CLOSURE, FIN TO MATCH STOREFRONT\ OWSJ PER STRUCT BEAM PER STRUCT CONT SLNT -LAP WP OVER BACKDAM ALUM SILL ANGLE & COVER CAP BY STOREFRONT MFR -SLAB ON GRADE / 1•' RE I E CITY OF TUKWIL DEC 1 2 2018 PERMIT CEN T EF 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com CO 2018 WeinsteinA+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERE ARCHITECT EDWARD WEINSTEIN t r` State of Washington REViE!';_D FOR CODE CCW;?LIANCE APPROVED FED 2 G 2 3 City of Tukwila BUILDING DIVISION Jl ^, O;iAAPPROVAL 'AMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title SECTION DETAILS APP Sheet BAY 5 ARCHITECTS + URBAN DESIGNERS D r STL STRAPPING AS NEEDED BATT INSUL PTD STL CHANNEL SEE STRUCT MTL DECK HSS PER STRUCT WELD TO BACK OF CHANNEL CLOSED CELL SPRAY FOAM INSUL ® T.O. STRUCTURE (HIGH ROOF SLNT W/ BACKER ROD METAL PANEL SECTION DETAIL @ PARAPET ON NORTH WALL OF APP BAY AT METAL PANELS SCALE: 3" = 1'-0" METAL PANEL Z-FURRING CLOSURE W/ WEEPS BY RAINSCREEN MFR FIELD DRILL WEEPS @ 16" OC B.O. MTL PANEL TO ALIGN W/ B.O. ADJ STL CHANNEL SL 1/4" =1'-0" OWSJ PER STRUCT Z REVEAL SL 1/4" =1'-0" BEAM PER STRUCT DECK STL STRAPPING AS NEEDED BATT INSULATION 1<.//////// 4 STL CHANNEL, SEE STRUCT MTL DECK HSS PER STRUCT WELD TO BACK OF CHANNEL CLOSED CELL SPRAY FOAM INSULATION SL1/4"=1'-0" f (///////// T.O. STRUCTURE (HIGH ROOF) TO. STL +14'-61/4"_ ® B.O. STL SLNT W/ BACKER RO STOREFRONT r—� VA MIA OM I II BEAM PER STRUCT SECTION DETAIL @ PARAPET ON NORTH WALL OF APP BAY SCALE: 3" = 1'-0" STOREFRONT J BEAD MDF SILL SLNT W/ BACKER ROD PTD STL CHANNEL PER STRUCT SL 1/4" =1'-0" RIGID INSULATION STL PLATE W/ EXPOSED BOLT CONNECTIONS WELDED TO HORIZ HSS PER STRUCT E7 N 4 r///////// TOTS. OWSJ PER STRUCT Z REVEAL et/I/ice // /2" // 1/ // / _X'////// STRUTS PER STRUCT I ISS PER STRUCT MTL DECK FILLER CONNECTION DETAIL, PER STRUCT RECEIVED :ATV OF TUKWILA. DEC 1 2 2018 PERMIT CENTER 1B 12f11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com 0 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They ere not suitable for use on other projects or in other locations without the approval and participation of the Architect. REGISTERE[ ARCHITECT EDWARD WEINSTEIN State of Washington REVIEWED FOP, CODE COMPLIANCE APPRO1.VED FEDrrrr r V LJ City of Tukwila BUILDING DIVISION umst iCTiGNAL >\PPrFc. TAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title SECTION DETAILS APP BAY ARCHITECTS -I- URBAN DESIGNERS iuu ESIONEI SECTION DETAIL @ NORTH WALL OF APP BAY AT MTL PANELS SCALE: 3" = 1'-0" SECTION DETAIL @ NORTH WALL OF APP BAY AT GLAZING SCALE:3" = 1'-0" Sheet 55 r.O. STOREFRONT ORNER BEAD LNT SECTION DETAIL na SOUTH WALL GLAZING HEAD SCALE:3" = 1'-0" BRICK VENEER W/ TIES PER STRUCT SST SILL FLASH W/ HEMMED DRIP EDGE - TYP. STRIP TOP W/ FLUID APPL FLASH SPLICE PLATE PER STRUC WELDED TO BACK OF CHANNEL 12" PTD STL CHANNEL KNIFE PLATE PER STRUC FIELD WELD TO BACK OF CHANNEL ALUM BRAKE MTL CLOSURE BY MTL PANEL MFR PTD TO MATCH MTL PANELS FACE OF BRICK BEYOND +11'-51/2' T.O. STRUCTURE CLOSED CELL FOAM INSUL SECTION DETAIL a SOUTH WALL WITH CHANNEL SCALE: 3" = 1'-0" STL KNIFE PLATE BEY KNIFE PLATE WELDED CONNECTION AT STL COLUMNS PER STRUCT UBBER BASE OWSJ PER STRUCT YO- +24'-0" T.O. STRUCTURE UPPER ROOF HSS BEYOND CLOSED CELL FOAM INSUL CLOSED CELL FOAM INSUL METAL PANEL ALUM STOREFRONT 11, GALV-ALUM COPING. BUTT JTS W/ CONCEALED SPLICE PL @ 10' MAX SPACING. JT LOCATIONS PER ARCH. SPLICE PL COLOR TO MATCH COPING @ JTS. ALL CORNERS TO BE FULLY WELDED SHOP FAB PIECES. ra HTSAM PROVIDE TEMP PROTECTION OF INSUL AS REQ'D !l111►111`, , `` a111�1�a� 111l4111l/: H11l111a1 1•11+l114111111411/, 1!1l1►1.4 a111�11a1{ 1111411!!/ 4►1l1 4.1la, 111l4111l/ D a111�11a� dal+i+/i+i+l+i� h t111111�111+14114 %*:p;$$: •W4W• 4:0 41 41 E 1�11At 4 ir111141�a+`!���V A1a�1��1111�1alv11, l/1.%/O�j %/l/!17/L 44 140/ - 11114 OWSJ PER STRUCT FFSET CLIP BY WDW MFR PREFINISHED BACK ANGLE, MATCH STOREFRONT 3/4" MDF, PAINTED 1/4" SHIM SPLICE PLATE PER STRUC WELDED TO BACK OF CHANNEL 12" PTD STL CHANNEL <X1A /7 BRICK VENEER W/ TIES PER STRUCT Op +11'-51/2" T.O. STRUCTURE CLOSED CELL FOAM INSUL 0 0 SECTION DETAIL @ SOUTH WALL WITH WINDOW SCALE: 3" = 1'-0" J TRIM STL KNIFE PLATE BEY KNIFE PLATE WELDED CONNECTION AT STL COLUMNS PER STRUCT OWSJ PER STRUCT RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300' REGISTERED ARCHITECT a i EDWARD WEINSTEIN State of Washington kFVi =Vt' - rC' CODE CC:OPLIANCE APPROVED FE32ULi3 City of Tukwila BUILDING DIVA iCN JUR SDIC i'iO i'AL APPROVAL. S /: P Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title SECTION DETAILS DOUBLE HEIGHT BRICK Sheet 56 ARCHITECTS + URBAN DESIGNERS W trt STL SIGNAGE LIGHT FIXTURE, TYP SEE DETAIL 1/A457 BELOW FOR SIM NOTES AND DIMS 1'-10" SLOPE 1/8":1-0" T.O. STRUCTURE LOWER ROOF STL PLATE PER STRUCT 1 1/2" 51/2" 0 0 i ENTRY CANOPY DETAIL @ BRICK WALL SCALE: 3" = 1'-0" BOLTED PLATE CONNECTION METAL PANEL RAINSCREEN FACE OF BRICK BEYOND WELDED 1/4" PLATE CANOPY SLOPE 1/8":1'-0" PER STRUCTURAL 1'-7" 4040 0.• • • • 3'-0" 4 1- 0 n ia� v Inv WEST CANOPY SECTION SCALE: 3" = 1'-0" 31 /7 77 7/ 771 WT7X13 COPED TO DIMENSIONS SHOWN STL SIGNAGE BEY LIGHT FIXTURE, TYP C4X7.5 PERIMETER CHANNEL BENT PLATE SOFFIT SLOPED TO DRAIN VIA STAND-OFFS AT ATTACHMENT POINTS TO T SECTIONS L 11/2X 11/2X 1/4 STIFFENER 7 r•r— `i 2" 1'-10" SLOPE 1/8":1'-0" TIE ROD ASSEMBLY PER STRUCTURAL '-10" STL PLATE PER STRUCT INE OF BRICK WALL BEYOND 1'-4" WELDED BETWEEN T SECTIONS BOLTED PLATE CONNECTION PER STRUCTURAL ENTRY CANOPY DETAIL @ METAL PANELS SCALE: 3" = 1'-0" EXT <X2A> 0 0 4 vs :ette e • // // ri I ORNER BEAD OFFSET CLIP BY WINDOW MFR AL DOOR INT n BRICK WALL BEY-to.- F.O. CURB BEY R.O. WDW / T.O. STEM WALL 0' -0" FIRST FLOOR OFFSET CLIP BY DR MFR J PREFIN ALUM THRESHOLD BY DR MFR, FIN TO MATCH STFNT EXP JT FILLER DRAINAGE MAT v LIQUID APPLIED DAMPPROOFIN ° CONC FOOTING, PER STRUCT TYP ALUMINUM DOOR THRESHOLD @ METAL PANEL WALL SCALE: 3" = 1'-0" KAWNEER ALUM DOOR (SEE DR SCHED) OUTLINE OF AL STOREFRONT FRAME BEY UTLINE OF GYP BEY EXP CONC FF ECESSED WALK -OFF MAT ENTONITE WATERSTOP RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 WeinsteinA+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington tFct_VILVV LD FA CODE CC;ir ?DANCE APPROVED FE3 2 6 20 t0 City of Tukwila BUILDING DIVISION JU iSD CTiO AL APPROVAL L STAMP Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/2018 SECTION DETAILS 57 ARCHITECTS + URBAN DESIGNERS D LLI CONTINUOUS TREAD INSERT 4 4 STAIR TREAD SECTION SCALE:3" = 1'-0" 11" 4 ♦♦♦ ♦•••••••• ♦♦i►♦0004♦000'i0♦i00i♦♦♦♦♦♦Oi♦♦ • •6♦+•♦♦ ♦O♦♦•♦♦•• •O♦♦♦•• h • ii• ♦♦♦ •. �OOii• EQUIP PLATFORM 1'-0" GWB SOFFIT UNDERNEATH STAIR IN SHOP SCBA SHOP a 1 1/4" GALV STL GALV STL TUBE TUBE HANDRAILS GUARDRAIL w 4" OPEN TO BEYOND +24'-0" srT.O.S UPPER RF + 11'-51/2" T.O.S MECH PLATFORM GALV STL PAN STAIR W/ CAST -IN -PLACE CONC INFILL 20 T R 11"=18'-4" STAIR 1 SECTION SCALE:114" = 1'-0" 6'-1 3/4" LANDING t0" LEVEL 1 cip 47'-0" 3'-6" CLR DN i V 'o STAIR 1 PLAN - MECH PLATFORM SCALE: 1/4" = 1'-0" X STA `- 1 PLAN - LEVEL 1 SCALE: 1/4" = 1'-0" UP a 1.25" 3" 3'-6" '"(` STAIR WIDTH (3'-0" MIN) l 35'-0'` RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 \ REGISTERED ARCHITECT a 1 EDWARD WEINSTEIN State of Washington REVIE11`t' D FOR CODE CC; LIANCC APPROVED FED 2 6 Zc i0 City of Tukwila BUILDING DIVISION !U '.ISL)iC'T O •IAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title STAIR 1 PLANS & SECTIONS Sheet 5O1 ARCHITECTS + URBAN DESIGNERS W V1 1'-6" SST SHELF, 2'-8" WEST 19 1 INTERIOR ELEVATION: RESTROOM 125 WALL-MTD LIGHT FIXT IRROR SOAP DISPENSER METAL TRIM RECESSED PAPER TOWEL DISPENSE WASTE RECEPTACLE NORTH W 1- EAST HAND SHOWER W/ 30" SHOWER BAR SOUTH WALL-MTD TOILET APER HOLDER W/ SHELF A6111 SCALE:3/8" = 1'-0" WALL-MTD CHANGIN STATION WEST ENLARGED PLAN: RESTROOM 102 (ACCESSIBLE) SCALE: 3/8" = 1-0" PTD GWB MTL TRIM AT TILE EDGES, TYP SURFACE-MTD TOILET PAPER WEST HOLDER WI SHELF ABV PTD GWB FIBERGLASS SHOWER ENCLOSURE SHOWER CURTAIN ROD INTERIOR ELEVATION: RESTROOM 113 (ACCESSIBLE) SCALE: 3/8" = 1'-0" ROBE HOOK Y ROBE HOOK ROBE HOOK TYP FREESTANDING BENCH, NIC MIRROR 5'-0" X 2'-10" WALL-MTD LIGHT FIXT TYP WALL-MTD SOAP DISPENSER SOLID SURFACE CTOP 6" SPLASH ,A B A' WEST vt30" CLR HEN DOORS OPT • -PLAM BASE CAB W/RB NORTH NORTH RECESSED PAPER TOWEL DISPENSER/ WASTE RECEPTACLE NORTH PAPER TOWEL DISPENSER/ WASTE RECEPTACLE SST SHELF RECESSED PAPER TOWEL DISPENSER/ WASTE RECEPTACLE SOLID SURFACE CTOP W/6"SPLASH SOAP DISPENSER WALL-MTD LIGHT FI EAST MIRROR 5'-0" X 3'-0" WALL-MTD LIGHT FIXTTYP WALL-MTD SOAP DISPENSER VINYL DECAL MATTE BLACK TL TRIM TYP TOILET PAPER DISPENSER W/ SHELF PTD GWB 1 PROVIDE SPACER FOR TOP OF BAR ,..,ABV SHOWER ENCLOSURE FONT: ARIAL, 3" TALL PLAM BASE CAB, W/RB--I EAST OBE HOOK ROBE HOOK 30" CLR EN DOORS OP REMOVABLE BASE CAB TO ALLOW FOR KNEE & TOE CLEARANCE. ALL VISIBLE SURFACES AFTER BASE CAB IS REMOVED TO BE FINISHED. 5' SHOWER CURTAIN ROD ROBE HOOK FIBERGLASS SHOWER ENCLOSURE GRAB BARS PROVIDED BY SHOWER MFR FREESTANDING BENCH ECM Emu=CC === ==== CCCO_ ®�� mud- 0 EAST PROVIDE ADDT'L 24 SHOWER B FIBERGLASS SHOWE ENCLOSUR HAND SHOWER W/ 30 MTL TRIM AT TILE EDGES, TYP SURFACE-MTD TO LET PAPER HOLDER W/SHELF ABV SHOWER B SOUTH " w Lo t- V 0 a / SOUTH SOUTH RINAL IN BATH 111 ONLY r a NORTH FIBERGLASS SHOWER ENCLOSURE WC 11251 SHOWER CURTAIN _# TRACKABV 125 FEC i MIN ENLARGED PLAN: RESTROOM 125 SCALE:3/8" = 1'-0" LIN Ali FOF, j56" uV'NMMIPi A[VI4 U (VVW MliV1NVVl 0 A ADA WC 102 co 61hl1iNlM�t[V MMIAV n/WMMW AAA IMAA ENLARGED PLAN: RESTROOM 102 (ACCESSIBLE) SCALE: 3/8" = 1'-0" FOLD UP SEAT TO BE PROVIDED BY SHOWER MFR STANDARD ROLL -IN TYPE SHOWER PER 2009 ICC/ ANSI 608.2.2; 1-PIECE MOLDED FIBERGLASS 0 GRAB BARS TO BE PROVIDED BY SHOWER MANUF FOLD DOWN SEAT TO BE PROVIDED BY SHOWER MANUF IIpIllUIIViIVVYVV16tIhM I[LM iUV,I19UTAAA1 V n 1{1,ACIA! lV111 A 1'-6" 1�-10" FOF MNM NV1�V� IN L M MMM M1WV /1VVVi,MA 11 INTERIOR ELEVATIONS SIMBATH111 ACCESSIBLE RESTROOM 60" CLR MIN IN SINGLE-OCC TOILET ROOMS, DOOR SWING CAN OVERLAP FIXTURE LEARANCES IF 30X48" WHEELCHAIR SPACE IS AVAIL BEYOND THE ARC OF THE SWING, PER ICC/ANSI 603 z IN SINGLE-OCC TOILET ROOMS, DOOR SWING CAN OVERLAP FIXTURE LEARANCES IF 30X48" WHEELCHAIR SPACE IS AVAIL BEYOND THE ARC OF THE SWING, PER ICC/ANSI 603 RECEIVED CITY OF TUKWILA 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the P,chdect. 3300 REGISTERED ARCHITECT ft EDWARD WEINSTEIN State of Washington f i=ViC6=r..,, G9.,c6,'LIANC AP���"rya FED 2 G L?'J City of Tukwila BUILDING DIVI`sicN JU 10:CTiORAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title INTERIOR ELEVATIONS BATHROOMS ARCHITECTS + URBAN DESIGNERS D LLI INTERIOR ELEVATION: RESTROOM 111 SCALE: 3/8" = 1'-0" 1 A611 ENLARGED PLAN: RESTROOMS 111,113 (ACCESSIBLE), 115 SCALE:3/8" = 1'-0" DEC 1 2 2018 PERMIT CENTER Sheet 611 PULL-OUT DRAWER FOR RECYCLING PULL-OUT DRAWER FOR TRASH & COMPOST EAST HARDWOOD VENEER PLYWOOD FIN PANEL RUBBER BASE SOLID SURFACE -- —a r---n - - - - - - -�0— 1 ,( I 0 ,( COUNTER 24"D PLAM BASE CAB DRAWERS WEST KITCHEN 104A ISLAND SCALE:3/8" = 1'-0" 0 UBBER BASE SOUTH NORTH AS RECONNECT BUTTON WVP FIN END PANEL UBBER BASE WVP FIN END PANEL UBBER BASE 0 5 7 EQUAL PANELS —PLAM UPPER CABS W/ ADJ SHELVES UNDER CAB — ' 2 EQUAL BLANK PANELS' 3 EQUAL PANELS UNDER CAB / GARBAGE LIGHT SWITCH —SST RANGE HOOD LIGHT SWITCH DISPOSAL SWITCH SI-ADE a a ROLLER SHADE �` P ,F W/ 2'-0" HEIGHT BACKSPLASH SEE DAYROOM FOR • ., CONTINUATION OF :ELEVATION 4'I®I),,I ■ or ti I®111 ifEs, M 1 1 EAST HARDWD PLYWD DRAWERS, TYP J RANGE RUBBER BASE, TYP _DISH WASHER SST —{JNDERMOUN- VENEER END PANEL a 2'-1" 3'-0" HOOD SWITCI I 6'-0" 4'-0" CLR , 2'-8" 2'-0" CLR SINK 3'-0" 1'-10" / / / 3 EQUAL PANELS 2 EQUAL PANELS- 2 EQUAL PANELS WALL CLOCK SEE ELECTRICAL PTD GWD WHITE BOARD 4'-0" X 5'-0" 0 FIXED PLAM PANEL UPPER PLAM CABS W/ (2) ADJ SHELVES '-10" XHAUST PER MECH 8 EQUAL `v FIN PANEL SOUTH FIN END PANELS EMOVABLE FULL -HT CAB W/ (4) ADJ SHELVES FOR UTURE REF. FINISHES TO EXTEND UNDERNEATH / 24 INDIVIDUAL LOCKABLE FOOD CABS 12"Wx20.25"Hx18"D, PLAM 11 I 104A LAS RECONNECT BUTTON N 106E WEST INTERIOR ELEVATION: KITCHEN 104A PROVIDE DED WATERLINE FOR COFFEE MAKER PLAM LOWER CABS W/ADJ SHELVES SST UNDERMOUNT BAR SINK W/ REMOVABLE BASE CAB TO ALLOW FOR KNEE & TOE CLEARANCE. ALL VISIBLE SURFACE. AFTER BASE CAB IS REMOVED TO BE FINISHED 30" CLR W" IEN DOORS 0 N SOLID SURFACE COUNTER W/ FULL HEIGHT BACKSPLASH CHANGE IN PLANE --(3) R OPEN TO ,' \ BEYOND ,' ' NORTH OPEN TO DAYROOM BEYOND ss FIN HWVP PANEL s. SOLID SURFACE COUNTER VIINYL DECAL MATTE BLACK 4 PLAM SHIFT LOCKERS W/ ADJ SHELVES — el FONT: ARIAL, 3" TALL RUBBER BASE RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 RARCHITEGISTEREDECT rr , EDWARD WEINSTEIN State of Washington REVIE CODE CC;:-;'LUANC APPRC3'VED FED 26 20j3 City of Tukwila BUILDING DIVISION JURISDCTIONA.L APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title INTERIOR ELEVATIONS KITCHEN ARCHITECTS + URBAN DESIGNERS D 1011111111111 1-4 WI SCALE:3/8" = 1'-0" Sheet 612 SHELVING, FOI 0 NOR H HWVP FIXED PANEL, TY EQ 1 EQ EQ r LOCKABLE GLASS DOORS W/ (2) GLASS SHELVES & DISPLAY LIGHTING .001 FIN HWVP SOFFIT LINOLEUM TACKABLE PANEL HWVP FIXED PANEL, TYP UNO 0 NORTH LOBBY 101 SCALE:3/8" = 1'-0" DAYROOM 104B SCALE: 3/8" = 1'-0" N HWVP CABINET W/, (2) ADJ SHELVES FIN HWVP END PANEL HWVP COUNTER WITH PLAM SURFACE FIN END PANEL / / / / / / 101A v \ \ \ \ \ \\ , EAST —REMOVABLE PANEL FOR CORD ACCESS Ex \ OPEN TO ,' `, BEYOND FABRIC -WRAPPED TACKABLE PANELS WALL-MTD TV F010 PROVIDE BLOCKING SIZE TBD COUNTER W/ EXP PLYWD EDGE & PLAM TOP RTH SHELF ANGING BAR (2) ADJ HWVP SHELVES W/ FIN BACK & CORD GROMMETS 4'-0" EXP OWSJ, TYP EXPOSED BEAM COORD LOCATION OF OPNG W/ TV MOUNTING REQ'TS VERTICAL CORD CHASE BUILT-IN HARDWD VENEER PLYWD CASEWORK WI (2) ADJ SHELVES PTD GWB BUILT-IN BENCH, TB D i / sou H —PTD GWB EAST i] 0 v v 4 e UBBER BASE ROLLER SHADE SEE KITCHEN ELEVATION FOR CONTINUATION OPEN TO KITCHEN .60 CAI 6.91 1609 6.1 106 ROLLER SHADE — NORTH ALIGN FUTURE DETOX UNIT j. / 0 v v 8'H FRAMELESS MIRROR WALL-MTD 12'-0" 0 0 0 0 HOOKS PROVIDE BLOCKING 0100 1000 Mtla 16661 v v v v v 106A \ / 0601 rn UBBER BASE SOUTH EXP BEAM UBBER BASE SOLID SURFACE COUNTER HWVP WEST 1 OPEN TO KITCHEN BEYOND RB WHITE BOARD 3'-0" x 4'-0" SOUTH WVP END PANEL vvvvvvVvvvv\/ EX ALIGN / 106B v EZI t=1 4 PTD ABUSE -RESISTANT GWB OVER PLYWD, TYP THIS ROOM WATER FOUNTAIN EAST WALL CLOCK WALL-MTD TV, F010 PROVIDE BACKING SIZE TBD N/Z VVVVVV WEST FUTURE DETOX UNIT W/ BOTTLE FILLER RECEIVED CITY OF TUKWILA 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 WeinsteinA+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT e EDWARD WEINSTEIN State of Washington JU htzVitvuc:s-) CODE CCV -LIANCE APPROVED Fc3 2 G 2013 City of Tukwila BUILDING DIVI ICN P6SDiC1 TONAL APPROVALS i,''- Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet TitIeINTERIOR ELEVATIONS ARCHITECTS + URBAN DESIGNERS PHYSICAL TRAINING 106 SCALE: 3/8" = 1'-0" DEC 1 2 2018 PERMIT CENTER Sheet 613 ROLLER SHADES TYP @ ALL BUNK ROOMS NORTH MATTRESS F010 XL TWIN -SIZE MTL BED FRAME FCIC TYPICAL BUNK SCALE: 3/8" = 1'-0" PROVIDE BLOCKING FOR MAP WALL ADJUSTABLE WALL- MTD READING LIGHT OPEN CUBBY W/ HARDWD VENEER PLYWD BACK EAST HWVP (3) OPEN SHELVES TACKABLE SURFACE N 0 00 FILE CAB, F010 —RUBBER BASE —PTD GWB NORTH PTD GWB 5' L PLAM SHELVES WALL PROTECTION • PLAM COUNTER W/6"SPLASH • V 5 tij M O 0 0 FUTURE STACKABLE W/D FIN END PANEL L v 0000 0 PANEL v SST SHELF MOP HOOKS MOP SINK EAST LAUNDRY/JANITOR 117 SCALE:3/8" = 1'-0" TACKABLE SURFACE —DRYER —WASHER CHANGE IN PLANE WALL-MTD HVAC UNIT FUTURE FF CHECK -IN PANEL LOCATION HARDWOOD VENEER PLYWOOD DESK BUILT-IN HARDWOOD VENEER W/ PLAM TOP PLYWOOD DESK & HEADBOARD TD GWB UBBER BASE BUILT-IN HARDWD SPE VENEER PLYWD SPA BOOKSHELF CAPTAIN'S OFFICE 108 SCALE: 3/8" = 1'-0" PROVIDE GROMMET IN DESK (COORD LOCATION W/ARCH) SOUTH PLAM UPPERS WI (2) ADJ SHELVES TACKABLE SURFACE HWVP COUNTER W/ PLAM TOP TD GWB UBBER BASE D BRACE BRACKETS, TYP ED AS REQ'D, PTD TO MATCH WALL CHANGE IN PLA ► OLLER SHADE \ El NORTH PTD GWB CUSTOM HARDWD VENEER PLYWD SHELF W/ HOOKS WEST 0 EAST •— j \ \ \ �n \ 108 \\\\ / / / // / / / — Vie® OW D°° 4 tr J CHANGE IN PLANE HWVP FINISHED SPEED BRACE BRACKETS AS REQ'D PTO TO MATCH WALL, TYP TD GWB HARDWD VENEER PLYWD COUNTER W/ PLAM TOP ILE CAB F010 WALL PROTECTION PANEL RUBBER BASE ROLLER SHADE SOUTH } - ---i } -----i IA( }> I / ----/' u / u , ( / / / / Ll / EAST TYPICAL LOCKERS SCALE: 3/8" = 1'-0" • LAM CASEWORK ALUM NAMETAG RECESSED DOOR PULL & LOCK COORD LOCKS W/ FOOD LOCKERS X16 VENT SOOT 0 0 0 WO - El / FILE CAB, FOI ROLLER SHADE WHITE BOARD 4'X6' PTD GW SHEL HANGING RO WEST CHANGE IN PLANE CHANGE IN PLANE /,' Ij,.l / / I,'' / 1. / l> > > WEST WALL CLOCK SEE ELECTRICAL PLAM CASEWORK SEE EAST LOCKER FOR TYP NOTES FOLD -DOWN IRONING BD PROVIDE ELEC RECEP 16X36 TACKBOARD MTD TO INSIDE FACE OF DOOR X16 VENT SHELF BOOT DRAWER W/ RECESSED ANDLE & FULL SUSPENSION SLIDE RAIL TYP LOCKER DOOR INT / / / / /108 / • CIO WEST WHITE BOARD 3'-0" X 4'-0" —RUBBER BASE TYP _SOLID FIN PANEL AT SIDE F BOOKSHELF WALL CLOCK SEE ELECTRICAL WALL-MTD TV, FOIO PROVIDE BACKING — EXACT SIZE TBD \ OPEN TO ; \ CORRIDOR ,' / ,/ / / A 107 • \ • \ • • • • \ / / / / / • / AMS DISPLAY SEE ELECTRICAL 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. REGISTEREI ARCHITECT EDWARD WEINSTEIN State of Washington REVIic'vti'ED FOR CODE CCi41?LIANCE APPROVED FF3 2 G 2-C3 City of Tukwila BUILDING DIVISION APT#;Ci l :7 i A.i'/4P Issue PERMIT SUBMITTAL Date 10/15/2018 ARCHITECTS + URBAN DESIGNERS W 1- NORTH CHANGE IN PLANE STATION OFFICE 107 SCALE: 3/8" = 1'-0" EAST END PANEL SOUTH WEST RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Sheet TitIeINTERIOR ELEVATIONS Sheet 61 111111110110111 WALL CA LINEAR D REMOVABLE STL RAILIN OPEN TO BEYOND 1 A703 NTILEVER MOUNTED v IRECTIONAL LED FIXTURE °`� ---------------+-- \ " / \ — PTD GWB • EPDXY COATING— Do OPEN TO ', BEYOND ,� ,•\ . A \ \ \ ' • \ 134 \ / OPEN TO BEYOND ,1 A - co ® \ \\ \ \ \ \ 138 w o . / / o / , . .. CI / / / / RB / / m FOR BIKE SOUTH CORNER GUARD (TYP) (3) HOOKS RACKS tg) (Pt WALL CANTILEVER MOUNTED LINEAR DIRECTIONAL LED FIXTURE v v V / \v�v�V� \ VVVVVVVVVVVVVV \rLVoaoaooZNZiV VI, — • 0 0 %% %j STOREFRONT GLAZING— v ' ( ( J HSS PER STRUCT H: PTD GWB • EPDXY COATING , • . / . , `, OPEN TO / `, BEYOND ,/ \ \ \ \ • • . \, OPEN TO ,/ \, BEYOND ,/ . , - S ?o ea ( I \ 129E \ i 1 _ , . I 1 w • / \ , / ,' , / / /, / / / / , . \ , ,' , . — a, 1 c A , . / / . / / RB • / a J \ BACKING FOR WALL-MTD MAP, FOIO— \ CEILING FAN SWITCH PROVIDE NORTH SST CORNER GUARD (TYP) OVHD DR CONTROLLER OVHD DR CONTROLLER BLANK J-BOX FOR FUTURE ELEC MAP •AIM S PER STRUCT TOREFRONT GLAZING RAFFIC CONTROL BUTTON RECEIVED CITY OF TUKWILA 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERE ARCHITECT EDWARD WEINSTEIN State of Washington CODE CC:i iPLIANCE APPROVED Fir: • 26 ZZ 3 City of Tukwila BUILDING DIVISION URi3DiCTk:rP7.it,L APPROVAL S. TAM i" Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet TitIeINTERIOR ELEVATIONS APP BAY ARCHITECTS + URBAN DESIGNERS OMEN SCALE: 3/8" = 1'-0" DEC 1 2 /M PERMIT CENTER Sheet 615 621 T ,, ,, I , , I , i 130A , , , , , T , , I , , I , , 130E i , EAST =, d t d I= =2 0 li 232 =I , , , , , , , , , , , , , , ,, ,, ,, , , , , , , , , , , 0 It, o , , 6 , , 0 , , . 130E 0 , 130D 130C 0 0 r WEST APP BAY 130 SCALE: 3/8" = RECEIVED CITY OF TUKW DEC 1 2 2018 v7JT CENTE 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 I REGISTERED ARCHITECT a t EDWARD WEINSTEIN State of Washington CODE CC ',•;=LIANCE APPROVED a • FLu2u2M City of Tukwil BUILDING DIVISION LI FUSIN CT iONAL APPROW',L Issue PERMIT SUBMITTAL Date 10/15/2018 LA Sheet Title INTERIOR ELEVATIONS APP BAY R Sheet 616 NORTH AIRLOCK 123 SCALE:3/8" = 1'-0" GOOSENECK FAUCET FAUCET FOR USE W/ KNEE VALVE PROVIDE KNEE CONTROL @ SINK FAUCET EAST EXTRACTOR RUBBER BASE 12"D SST SHELF 10'-0" LONG NORTH SOUTH GEAR WASH 128 SCALE: 3/8" = 1'-0" it re NOR H 0 SST INTEGRAL SINK: 30" X 21 1/2" X 10" DEEP DECON 126 SCALE:3/8" = 1'-0" SEMI RECESSED FEC 0 CHANGE IN PLANE 10'L SST DRAINED COUNTER & INTEGRAL SINK W/ 12" H 1" D SLOPED TOP BACKSPLASH & 1" PERIMETER UP. SUPPORTED BY BRACKET PROVIDED BY MANUFACTURER CONTAMINATED STORAGE HAMPER (FOIO) HOSE BIB W/ HAND SPRAY PROVIDE HOOK 10" SST SHELF 0 AUTO FAUCET SOAP DISPENSER WEST NORTH vvvvvvvvvvvU EAST EAST TACKABLE PANEL / 129A \'\ OPEN TO / `\ STATION OFFICE / / PDXY RUBBER BASE AIRLOCK 109 SCALE: 3/8" = 1'-0" SST SHELF FULL HEIGHT EPDXY HOSE BIB W/ HAND SPRAY PROVIDE HOOK 10" SST SHELF 10" SST SHELr SOUTH SOUTH EAST WALL-MTD MAP, F010 PROVIDE BLOCKING CHANGE IN PLANE 0 RECESSED PAPER TOWEL DISPENSER AUTO FAUCET SOAP DISPENSER 0 \\ 109E / SOUTH WEST VVVVVVVVVVVV 0 WEST / PTD GWB 8'EPDXY XTRACTOR EMI / / / • / / / / 1268 \ EI WEST —RECLAIMED WOOD SLAB ART, TBD O \ OPEN TO /! \ CORRIDOR / ‘.BEYOND \/ 1 TUKWILA FIRE DEPARTMENT 1 DECORATIVE SIGNAGE, TBD 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com ©2018 Weinstein - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington REVIEWLiD FOR CODE CCM;-i_IANCE APPROVCD FLa 26 aria City of Tukwila BUILDING DI`OCIO'- 1Ut l OlCCiONAL AFPROVALSIfaiVP Issue PERMIT SUBMITTAL Date 10/15/2018 EPDXY ARCHITECTS + URBAN DESIGNERS ST CORRIDOR 103 SCALE:3/8" = 1'-0" WEST RECEIVED CITY OF TUKWILA C122018 PERMIT CENTER Sheet TitIeINTERIOR ELEVATIONS Sheet 617 12" D SHELVES ON BRACKETS PTD GWB TYP RUBBER BASE TYP EAST CORR 135 SCALE: 3/8" = 1'-0" / %// / / / / \ 137 \ PTD GWB 3/4" MARINE - GRADE PLYWOOD W/ BACKING o NOR CHANGE IN PLANE UTURE PARTS WASHER WPP CASCADE FILL STATION, FOIC WEST PTD GWB HINGED COUNTER HOSE REEL FOR SUPPLIED AIR WALL PROTECTION PANEL RB / MTL PEGBOARD MULTI -OUTLET RACEWAY, SEE ELECT 25" D SS CTOP W/ 6" BACKSPLASH PLAM CABINET3 NORTH SHOP 134 SCALE: 3/8" = 1'-0" NORTH EMS 132 EAST SCALE: 3/8" = 1'-0" 8'L TASK LIGHT MOP HANGERS NORTH 9 \ CLEAN136 EAST PTD GW SOUTH A618/ SCALE: 3/8" = 1'-0" VAVAVAVAVA/ V UME HOOD r1 lei I�l EQ EAST • FREESTANDING SST SINK 30"W X 30" L X 16"D 1p i PNEUMATIC CYLINDER VISE, F010 EAST ♦ 30"D PLAM COUNTER W/ 6" BACKSPLASH PROVIDE SUPPLIED AIR FOR TESTING MACHINE, 4,000 PSI MIN 10"D HOLE IN COUNTERTOP CUT ON SITE & COORD LOCATION W/ EQUIP 14"W X 30"D PLAM SHELF W/ BRACE FIN PANEL FIN END PANEL PLAM DRAWERS 1'-10" 1/16" RUBBER BASE PTD GWB t IN END PANEL 2'-0" 4? 0 io (9 2'-0" EQ FUTURE REF ROLLING CART FLAMMABLE CABINET iiirrfr.-. 'I i ■ \■ SOUTH 13'-4" SOUTH SPEED BRACE BRACKETS AS REQ'D PTD TO MATCH WALL, TYP TD GWB TYP TOOL CHEST 14"D WALL-MTD SHELVES 'WALL CONTROL" MTL PEGBOARD TASK LIGHTING UNDER BOTTOM SHELF 25"D PLAM CTOP W/ 6" BACKSPLASH OPEN SHELVES FUME HOOD RUBBER BASE WEST WALL MTD ADJ SHELVIN WEST PLAM COUNTER MULTIOUTLET RACEWAY, SEE ELECT 1.1 1.1 • u a 2" H 1I EQ EQ EQ , EQ 2" \ / / / \ • LLAM CAB W/ADJ SHELVES BATTERY CHARGING STATION CORR 131 SCALE: 3/8" = 1'-0" WVAVAVAVA \ 0.11111111.011611.1111 Q s 137 / / / / r EXPOSED STRUCTURE PTD GWB WHITE BOARD WALL PROTECTION PANEL WEST CHANGE IN PLANE LINE VOLTAGE TSTAT UTURE PARTS WASHER RECEIVED CITY OF TUKWILA. / / \ 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U • These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERE ARCHITECT EDWARD WEINSTEIN State of Washington JURI CODE CC:!.7LIANCE APPR OV D FEU 2 6 23's3 City of Tukwila BUILDING DMVI`i ICN JETI:TIONAL APPROVAL Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet TitIeINTERIOR ELEVATIONS ARCHITECTS + URBAN DESIGNERS SCALE: 3/8" = 1'-0" DEC122018 PERMIT CENTER Sheet 618 NORTH OPEN TO \ LOCKER ALCOVE \ BEYOND v n , . . CORR 110 SCALE:3/8" = 1'-0" OPEN TO LOCKER ALCOVE / \ BEYOND ,' OPEN TO ,' \ LOCKER ALCOVE I \ BEYOND ; , / / ., n / . OPEN TO \ LOCKER ALCOVE `. BEYOND ,' / n 't0" LEVEL1 AIR VENT PER MECH CENTER ON DOOR, TYP UTH / / 113 / / / / / / / / / 115 LEVEL 1 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. EDWARD WEINSTEIN State of Washington ,JU l CODE CCM7LJANCE APP GVED FE3 2 6 213 City of Tukwila BUILDING DIVI rCN SD;C T IOiiAL APPROVAL STA Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title INTERIOR ELEVATIONS ARCHITECTS + URBAN DESIGNERS D iittt W Sheet X AAAAAAA AAAAA 619 PARTITION KEYNOTES GENERAL NOTES 5/8" (1 HR 3 3/4" 21/2" 5/8" (1 HR) INTERIOR PARTITION - 2 1/2" STUDS NON -RATED OR 1-HR RATED 21/2" STUD (GYP; GYP) 5/8" TYPE 'X' GWB W /PAINT (1) LAYER AT 1 HOUR WALL ACOUSTIC BATT WHERE SHOWN GRAPHICALLY ON PLANS STEEL STUD PER STRUCT VAPOR BARRIER WHERE SHOWN ON PLAN FIRE RATED ASSEMBLY: 1-HOUR: STC RATING: 1-HOUR: 4 1/4" 1, NON RATED 3 5/8" STUDS (— ; GYP) 5/8"TYPE'X' GWB W /PAINT ACOUSTIC BATT WHERE SHOWN 3 5/8" 5/8" 3 5/8' STUDS, GWB 1 SIDE ONLY GRAPHICALLY ON PLANS STEEL STUD PER STRUCT VAPOR BARRIER WHERE SHOWN ON PLAN 5 1/2" NON RATED 5/8" ! J,5/8" 3 5/8" , 1,5/8" 3 518' STUDS, GWB 1 SIDE ONLY 3 5/8" STUDS (—; GYP) 5/8" TYPE 'X' GWB W /PAINT ACOUSTIC BATT WHERE SHOWN GRAPHICALLY ON PLANS STEEL STUD PER STRUCT VAPOR BARRIER WHERE SHOWN ON PLAN A A. ".,- >it GYP SHEAR WALL PANEL: SURE - BOARD PER STRUCT. • C. AT TILE LOCATIONS PROVIDE TYPE 'X' GWB BACKER BOARD AT DRY LOCATIONS, OR CEMENTITIOUS BACKERBOARD AT WET LOCATIONS. AT RATED WALLS IN WET LOCATIONS, PROVIDE CONTINUOUS TYPE X GWB BEHIND BACKER BOARD D. ACHIEVE CONTAIR BARRIER USING AIRTIGHT DRYWALLAPPROACH (REFER TO BSC INFORMATION SHEET 401) ON SIDE OF WALL CLOSEST TO APP BAY. SEAL EDGES OF DRYWALL TO SOLID FRAMING ELEMENTS &AROUND ANY PENETRATIONS TO DRYWALL. PARTITION SYMBOL E. F. G. PARTITION OR FURRING TYPE REFERS TO TYPICAL DETAIL SEE PARTITION & FURRING TYPE c HEIGHT BLANK = TO STRUCT ABOVE 0 = HEIGHT AS INDICATED 1= STUDS AND GWB 1 SIDE TO STRUCT 2 = STUDS TO STRUCT, GWB STOPS 6" ABV CEILING BOTH SIDES 3 = STUDS AND GWB TO 6" ABV CEILING 4 = STUDS AND GWB TO BOT OF CEILING ACOUSTIC BATT AS SHOWN ON PLANS PROVIDE (1) LAYER 5/8"TYPE 'X' MOISTURE RESISTANT GWB ON BATHROOM SIDE, (2) LAYERS 5/8" TYPE 'X' GWB ON OPPOSITE SIDE EPDXY FINISH WHERE SCHEDULED. AT EPDXY PROVIDE CEMENTITIOUS BACKER UNIT (CBU) SUBSTRATE IN LIEU OF GWB. AT RATED WALLS, PROVIDE CBU OVER GWB. TRANSITION TO GWB ABV EPDXY, TYP. A 2 3 B PARTITIONS ARE TO STRUCTURE ABOVE U.N.O. PARTITIONS ARE NO FIRE RATING U.N.O. PARTITIONS ARE TYPE A- 0 U.N.O. 61 /8" HOUR RATING BLANK = NO RATING 1=1HOUR 2 = 2 HOUR 3=3HOUR 4=4HOUR PARTITION KEYNOTES WHERE NOTED ACOUSTIC PARTITION 5/811 j,5/," 3 5/8" 15/8,„ 15/8„ ACOUSTIC PARTITION - 3 518" STUDS 3 5/8" STUD (GYP, GYP; GYP, GYP) VAPOR BARRIER WHERE SHOWN ON PLAN 5/8" TYPE 'X' GWB W /PAINT (2) LAYERS AT ACOUSTIC WALL ACOUSTIC BATT WHERE SHOWN GRAPHICALLY ON PLANS STEEL STUD PER STRUCT FIRE RATED ASSEMBLY: 1-HOUR: UL U419 2-HOUR: UL U411 (NONBEARING), UL U423 (BEARING) STC RATING: 1-HOUR: 44 (GYP; GYP): NRCC TL-92-438 2-HOUR: 56 (GYP, GYP; GYP, GYP): NRCC TL-92-421 NOTE: DOUBLE LAYER GWB IS FOR ACOUSTICS, NOT FIRE RATING 71/4" NON -RATED OR 1-HR RATED 3 5/8" STUD (GYP; GYP) 5/8" TYPE 'X' GWB W /PAINT (1) LAYER AT 1 HOUR WALL ACOUSTIC BATT WHERE SHOWN 518" (1 HR) 6" 5/8" (1 HR) TYP. INTERIOR PARTITION - 6" STUDS GRAPHICALLY ON PLANS STEEL STUD PER STRUCT VAPOR BARRIER WHERE SHOWN ON PLAN FIRE RATED ASSEMBLY: 1-HOUR: UL U419 STC RATING: 1-HOUR: 44 (GYP; GYP): NRCC TL-92-438 4 7/8" NON -RATED OR 1-HR RATED 3 5/8" STUD (GYP; GYP) 5/8" TYPE 'X' GWB W /PAINT (1) LAYER AT 1 HOUR WALL ACOUSTIC BATT WHERE SHOWN GRAPHICALLY ON PLANS STEEL STUD PER STRUCT 5/8" (1 HR) 3 5/8" 5/8" (1 HR) A TYP. INTERIOR PARTITION - 3 5/8" STUDS APOR BARRIER WHERE SHOWN ON PLAN FIRE RATED ASSEMBLY: 1-HOUR: UL U419 STC RATING: 1-HOUR: 44 (GYP; GYP): NRCC TL-92-438 RECEIVED CITYoF IUKWILA PERDDEG 1 2 20I0 N1IT CENTER 1. SEE G001 FOR GENERAL NOTES AND ABBREVIATIONS 2. SEE G201 BUILDING CODE DIAGRAMS FOR REQ'D FIRE RATINGS 3. GWB IS 5/8" TYPE X U.N.O. 4. CEMENTITIOUS BACKER IS 5/8" UL- LABELED 5. STUD SIZES ARE PER PARTITION TYPES 6. OPENINGS AND PERIMETERS AT RATED PARTITIONS WILL BE SEALED WITH APPROVED FIRESTOPASSEMBLIES FOR SAME HOUR RATING AS THE PARTITION 7. WHERE ENDS OF PARTITION ABUT OTHER CONSTRUCTION PROVIDE RELIEF JOINT 8. ACOUSTIC BATT INSUL PER SPECIFICATIONS. MIN.THICKENESS 31/2" (R-11), FRICTION FIT BETWEEN STUDS, TYP 9. PROVIDE BACKING PER DETAILS 10. ALL WALLS AND FLOORS SHALL HAVE VERTICAL AND LATERAL DRAFTSTOPPING AND FIREBLOCKING PER IBC 718 11. ALL EXPOSED GWB TO BE LEVEL 4 FINISH U.N.O. 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com 0 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT � ^ �tV EDWARD WEINSTEIN State of Washington tlL:Vii=t°t.LiOR CODE COir,=1IANCE APPROVED City of Tukwila BUILDING DIVISION JU RISDICTi NAL APPROVAL S Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title INTERIOR VERTICAL ASSEMBLIES ARCHITECTS + URBAN DESIGNERS D INTERIOR VERTICAL ASSEMBLIES SCALE:3" = 1'-0" Sheet 701 MTL DECK PROVIDE SEISMIC BRACING AS REQ. ACOUSTICAL CEILING PANEL (ACP-1 TYP. SUSPENDED ACOUSTICAL CEILING PANEL (ACP-1) SCALE:3" = 1'-0" FRAMED GWB CEILING SCALE:3" = 1'-0" UL LISTED FLEXIBLE COUPLING + SUPPORT BRACKET FOR SPRINKLER HEAD A 15/16" ACOUSTICAL CEILING PANEL SQUARE LAY -IN 15/16" T-BAR GRID SUSPENSION SYSTEM DECK PER STRUCT. GWB CEILING 5/8" TYPE 'X' GWB 6" STUDS, GAUGE TO SPAN ROOM. BRACE TO STRCT. AS NECESSARY SPRINKLER PIPE ACP CEILING SEMI -RECESSED SPRINKLER HEAD FLOATING END 8" MAX 1 ■ 1:6 MAX SLOPE I PERIMETER WIRE AT FIXED EDGESrOF CEILING, WALL MOLD MUST BE ATTACHED TO STUDS SEISMIC CLIP SECURED TO GRID AT ATTACHED END OF GRID SEISMIC SLIDE CLIPS SIM ARMSTRONG "BERG-2 SEISMIC CLIP", USG/DONN "ACM7 SEISMIC CLIP" OR CHICAGO METALLIC "SEISMIC PERIMETER CLIP", AS STANDARD FOR CEILING GRID MFR'S CAT D SEISMIC SUSPENSION SYSTEM. MAINTAIN 3/4" BETWEEN END OF GRID AND FACE OF WALL AT FLOATING END. 7/8" WALL MOLDING, TYP GRID SECURED TO WALL MOLDING AT TWO ADJACENT WALLS USING CONCEALED SEISMIC CLIPS WITH FASTENER TO GRID. SEISMIC WALL MOLDING SCALE: 3" = 1'-0" ATTACHED END (1) NO 12 WIRE VERTICAL, WITH STRUT SECURED TO VERT. WIRE USING NO. 12 WIRE TIES. STRUT FROM STEEL STUD MATERIAL OR EMT, FIT TIGHT TO CEILING AND TO TOP OF MAIN RUNNER. WIRE SECURELY IN PLACE. SECURE TO MAIN RUNNER W/ SCREWS OR POP-RIVITS. (4) NO 12 GAGE WIRES, SECURE TO MAIN TEE WITHIN 2" OF CROSS TEE, SPLAY 90° IN PLAN AND SLOPE NOT MORE THAN 45° UP FROM CEILING MAX LENGTH FOR VERTICAL STRUTS EMT CONDUIT 1/2" EMT 3/4" EMT 1" EMT METAL STUD 1 5/8" X .018 STUD 2 1/2" X .018 STUD UP TO 6'-0" UP TO 8'-6" UP TO 10.-0" UP TO 6'-2" UP TO 10'-6" FOR PLENUM HIGHER THAN 11'-0" SUBMIT STRUCT ENGINEER'S CALCS SUPPORT AND BRACE SUSPENDED CEILING GRID IN ACCORDANCE WITH IBC REQUIREMENTS FOR SEISMIC DESIGN CATEGORY D LATERAL BRACING REQUIRED AT ALL CEILINGS EXCEPT IF SMALLER THAN 1000 SF AND SURROUNDED BY 4 WALLS WHICH ARE BRACED TO STRUCTURE BRACING WIRES SHALL BE ATTACHED TO THE GRID AND TO THE STRUCTURE IN A MANNER WHICH WILL RESISTA DESIGN LOAD OF NOT LESS THAN 200 LBS. OR THE ACTUAL DESIGN LOAD, WHICHEVER IS GREATER, WITH A SAFETY FACTOR OF 2. SEISMIC BRACING WIRES SHALL BE ATTACHED TO CONCRETE USING 5/16" MIN. D.I.C.A. (SHOT -IN FASTENERS NOT PERMITTED FOR SEISMIC BRACING) LATERAL BRACING MEMBERS SHALL BE SPACED A MINIMUM OF 6" FROM ALL PIPING AND DUCTWORK. LOCATE RESTRAINT POINTS NOT MORE THAN 12 FT. OC. EACH WAY WITH THE FIRST POINT WITHIN 6 FT. OF EACH WALL. THE CEILING GRID SHALL BE ATTACHED TO THE WALL MOLDING AT TWO ADJACENT WALLS USING POP -RIVETS OR OTHER APPROVED METHOD. WALL MOLDING SHALL BE SECURED TO STUDS. HANGER AND PERIMETER WIRES SHALL BE PLUMB WITHIN 1 IN 6 EXCEPT WHERE COUNTER - SLOPING WIRES ARE PROVIDED TERMINAL ENDS OF MAIN BEAMS AND CROSS TEES MUST BE SUPPORTED WITHIN 8" OF EACH WALL WITH A PERIMETER WIRE. * CEILING DESIGN SHALL COMPLY WITH REQUIREMENTS OF IBC, ASTM C635, ASTM C636, ASCE 7-01, AND CISCA 8 \ ACOUSTIC SEISMIC BRACING A702/ SCALE: 3" = 1'-0" BACKING STRIP NOT TO SCALE INSULATION FOR SOUND DEADENING CONTINUOUS 16 GA PLATE SEALANT BACKING STRIP FROM 6" X 43MIL STUD RUNNER NOTCH AT STUDS, CONTINUOUS FULL LENGTH OF ATTACHED ITEM. SECURE TO EA STUD WITH (3) #8 SCREWS MIN. PROVIDE BACKING FOR GUARDRAILS, HANDRAILS, CABINETS, GRAB BARS, TACK - BOARDS, WRITING BOARDS, MIRRORS, DOOR STOPS, TOILET PARTITIONS AND ACCESSORIES. COORDINATE LOCATIONS. STEEL DECK, SEE STRUCTRUAL 1/2 SEE PART'N TYPE FOR ADDITIONAL INFO SEE DET 1/C11X1 FOR ADDITIONAL INFO TYP. PARTITION PARALLEL TO DECK FLUTES DECK FLUTE CLOSURES BY DECK MFR. EAL BETWEEN DEFLECTION TRACK & CLOSURE WITH BEAD OF SEALANT OR SEALANT TAPE TYP. PARTITION @ RIGHT ANGLE TO DECK FLUTES METAL CONTROL JOINT, KEEP JOINT CLEAR FILL JOINT W/ ACOUST INS. ACOUST INSUL WHERE INDICATED 5/8" GAP TO OPP STUD SEE DET 8 /C11C1 FOR CONDITION AT RATED PART'N CONTROL JOINT AT RATED PARTITION SCALE: 3" = 1'-0" 1/2" DEFLECTION SPACE ABOVE STUDS ACOUSTIC SEALANT "L" BEAD TYP. (OMIT WHERE CONCEALED ABOVE CEIL'G) DEEP LEG RUNNER 4" RUBBER BASE U.N.O. ACOUSTIC SEALANT 0 CONDITION AT FLUTED •—•� METAL DECK 1/2" CLEARABV. GWB TOP ROW OF FASTENERS 1" BELOW BOT OF RUNNER. NO FASTENERS TO RUNNER. 1 1/2" X 18 GAALIGNMENT STRAP SECURE TO EACH STUD TO HOLD STUDS IN POSITION PRIOR TO INSTALLATION OF GWB INSULATION WHERE SCHEDULED NUMBER LAYERS GYP. BD VARIES SEE INDIVIDUAL PARTITION TYPES FOR FIRE RATING INFORMATION NON -RATED CONDITION SHOWN, SEE DETS 2 & 3 FOR ADDITIONAL FEATURES AT RATED PARTITIONS LIMITING HEIGHTS FOR DRYWALL STUDS Based on SSMA designation and metal thickness for studs 16" oc and 5 psf air pressure STUDS 400 S125 x 18 MIL COMPOSITE NON -COMPOSITE 15'4" 13'9" 400 S125 x 30 MIL 400 S125 x 33 MIL 400 S125 x 43 MIL 17'6" N/A 18'4" 17'3" 19'5" 18'9" 600 S125 x 18 MIL 600 S125 x 30 MIL 19'9" N/A 23'2" N/A 600 S125 x 33 MIL 24'6" 23'11" FRAMING NOTES 1 INTERIOR STUD HEIGHT LIMITS FOR U240 DEFLECTION BASED ON ICBO 4943 AND SSMA TABLE OF LIMITING HTS. 2 PROVIDE FULL -HT GYP BD AT BOTH SIDES WITH MIN #6 SCREWS AT 12" OC. OR USE NON -COMPOSITE HEIGHT WITH STUD FLANGES BRACED FOR FULL HT OF STUD PER 11/A701. 3 TYPICAL: 4" STUDS AT 16" OC U.N.O. 4 ALL PARTITIONS EXTEND TO STRUCTURE ABOVE U.N.O. 5 SEE STRUCTURAL FOR EXTERIOR WALL STUDS 6 SEE INDIVIDUAL PARTITION TYPES FOR FIRE RATING INFORMATION TYPICAL PARTITION CONSTRUCTION SCALE: 3" = 1'-0" RUNNER OR DEFLECTION TRACK SECURED TO CONTIN. GALV STEEL PLATE SPANNING ACROSS DECK FLUTES 4PCF MINERAL WOOL FIRE SAFING STEEL DECK, SEE STRUCTRUAL DEEP LEG STUD RUNNER, MINERAL WOOL FORMING MATERIALS, SEALANT AND JOINT DESIGN PER FIRESTOP SEALANT MFR'S LISTED DESIGN MATCHING HOUR RATING OF PARTITION DESIGN FOR +/- 1/2" DEFLECTION ADDED LAYER OF GWB IF REQ'D PER LISTED ASS'Y DEEP LEG RUNNER SECURED TO FLUTES OF STEEL DECK FIRE RESISTIVE JOINT SYSTEM SHALL BE TESTED PER ASTM E1966 OR UL 2079 AND SHALL BE LISTED TO MATCH FIRE ENDURANCE OF PARTITION PARTITION PARALLEL TO DECK FLUTES HEAD OF RATED PARTITION AT METAL DECK SCALE:11/2"= 1'-0" PARTITION @ RIGHT ANGLE TO DECK FLUTES 2 LAYERS GWB SECURED TO STUD ON ONE SIDE OF JOINT METAL CONTROL JOINT, KEEP JOINT CLEAR FILL JOINT W/ ACOUST INS. ACOUST INSUL WHERE INDICATED 5/8" GAP TO OPP STUD SEE DET 13 /C11C1 FOR CONDITION AT NON -RATED PART'N RECEIVED CITY OF TUKWILA DEC 1 2 LOW PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300' REGISTERED ARCHITECT r i EDWARD WEINSTEIN State of Washington I \L.va..L ,......., 1 L,i-s CuDE CC:=LIANCE APPROVED FL 26 £J;J City of Tukwila BUILDING JURISE CTiOi/AL APPROVAL ST'fvF)P Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet TitIeTYP INTERIOR DETAILS ARCHITECTS + URBAN DESIGNERS W V 1 ACOUSTIC SEISMIC BRACING NOT TO SCALE HEAD OF NON -RATED PART'N AT METAL DECK (NO F.P.) SCALE:11/2"= 1'-0" CONTROL JOINT AT RATED PARTITION SCALE:3" = 1'-0" Sheet 702 51/4 a 21/2" .t // /-///, 0 I /. / / REMOVABLE GUARDRAIL SECTION SCALE:3" = 1'-0" CQ J /%/k, I/ // // / /////// EDGE OF MECH PLATFORM WALL BEYOND STL COLUMN BEYOND STL PIPE 1 1/2 STD GUARDRAIL WITH PIPE 3/4 STD RAILS 12 GA WELDED SHEET STL EDGE PROTECTION PTD TO MATCH WALL BELOW STL COLLAR STOP WELDED TO GUARDRAIL POST STL PLATE PER STRUCTURAL TOS MECHANICAL PLATFORM STL PIPE 2 STD SLEEVE WELDED TO STL KNIFE PLATE AND BOLTED TO WEB STIFFENERS PER STRUCTURAL PTD GWB ALIGN F.O. BOLLARD W/ F.O. DOOR OPENING DASHED LINE INDICATES DOOR JAMB DASHED LINE INDICATES DOOR IN FULL OPEN POSITION - ------------------- DASHED LINE INDICATES DOOR IN FULL OPEN POSITION 3" 0 w C5 W 6" MIN CLEAR ///////// ////////// / J F= SECTION SST PLATE W/ HEMMED EDGES AND NO 6 BRUSHED FINISH, SECURE WITH FLUSH TAMPER RESISTANT REMOVABLE SCREWS EQUALLY SPACED HORZ & VERT PTD GALVANIZED HP 8x36 1" BENT MTL CLIP JAMB & HEAD SECURED TO FLANGE - TYP SST PLATE W/ HEMMED EDGES — AND NO 6 BRUSHED FINISH, SECURE WITH FLUSH TAMPER RESISTANT REMOVABLE SCREWS EQUALLY SPACED HORZ & VERT 1/2" STL CAP PL WELD AND GRIND SMOOTH, RADIUS EDGES TO MATCH W SECTION FLANGE DOOR CONTROLS PER DOOR MFR - TYP ONLY AT BOLLARDS WITH CONTROLS; CONDUIT TO BE LOCATED BEHIND REMOVABLE SST PNLS ELECTRIC SAFETY BEAM PER DOOR MFR - TYP Ur Ur PTD GALVANIZED HP 8x36 0 e. v 0 0 0 r ELEVATION ALTERNATE: TO BE INCLUDED WITH FOUR -FOLD DOOR OPTION ONLY CONTROLS A APP BAY BOLLARDS SCALE: 1/16"= 1'-0" ALIGN F.O. BOLLARD W/ F.O. DOOR OPENING RECEIVED CITY OF TUKWILA nEr 1 2 7m8 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Perrnit Corrections #1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA98188 Project No. Designed by Drawn by Checked by 17001 LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 20113 Weinstein A+U • These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300' REGISTERED ARCHITECTt EDWARD WEINSTEIN State of Washington CODE CCi7LIANCE APf'RCA; D FES 26 2013 City of Tukwila BUILDING DIVISION JURiSDiCTIONAL APPROW1 STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title INTERIOR DETAILS Sheet 703 ARCHITECTS + URBAN DESIGNERS LU WI ROOM FINISH SCHEDULE ROOM NUMBER ROOM NAME FLOOR FINISH BASE WALL FINISH WAINSCOT WINDOW TREATMENT CEILING NOTES/REMARKS E I N ( S 1 W SURFACE j FINISH LEVEL 1 101 LOBBY CONC-G/MAT R-1 GWB/GLZ GWB/CSWK GWB GLZ - - ACP CLR 102 ADA WC CONC-G CT-2 GWB/WAINSCOT GWB/WAINSCOT GWB/WAINSCOT GWB/WAINSCOT 5' CT-1 - GWB PTD 103 CORRIDOR CONC-G R-1 GWB - GLZ/GBW GWB - - GWB PTD 104A KITCHEN CONC-G R-1 GWB/CSWK - GWB/CSWK GWB/GLZ - - LWA/GWB CLR/PTD 104B DAYROOM CONC-G R-1 GWB GWB/CSWK/AWP - GWB/CSWK - RS GWB PTD 105 ELEC CONC-S R-1 GWB/WAINSCOT GWB/WAINSCOT GWB/WAINSCOT GWB 8' PLYWD-1 - EXP STRUCT PTD 106 PHYS TRAIN RUBBER R-1 GWB-AR GWB-AR/MIRROR GWB-AR/GLZ GWB-AR - RS EXP STRUCT PTD SEE ELEV FOR EXTENTS 107 STATION OFFICE CONC-G R-1 GWB/CSWK GWB/CSWK GWB/CSWK/GLZ GWB - RS ACP - 108 CAP OFFICE CONC-G R-1 GWB GWB/CSWK GWB GWB/CSWK - RS ACP - 109 AIRLOCK CONC-G R-1 GWB/WAINSCOT GWB/WAINSCOT GWB/WAINSCOT GWB 8' EPDXY - GWB PTD 110 CORRIDOR CONC-G R-1 GWB GWB GWB GWB - - ACP - 111 BATH CONC-G CT-2 GWB/WAINSCOT GWB GWB/WAINSCOT GWB 6'-4" CT-1 - GWB PTD 112 CAP BUNK CONC-G R-1 GWB/CSWK GWB GWB GWB - RS & BLACKOUT GWB PTD 112A LOCKER ALCOVE CONC-G R-1 GWB/CSWK GWB GWB GWB/CSWK - - GWB PTD 113 ADA BATH CONC-G CT-2 GWB GWB GWB/WAINSCOT GWB/WAINSCOT 6'-4" CT-1 - GWB PTD 114 BUNK CONC-G R-1 GWB/CSWK GWB GWB GWB - RS & BLACKOUT GWB PTD 114A LOCKER ALCOVE CONC-G R-1 GWB/CSWK GWB GWB GWB/CSWK - - GWB PTD 115 BATH CONC-G CT-2 GWB/WAINSCOT GWB GWB/WAINSCOT GWB 6'-4"' CT-1 - GWB PTD 116 BUNK CONC-G R-1 GWB/CSWK GWB GWB GWB - RS & BLACKOUT GWB PTD 116A LOCKER ALCOVE CONC-G R-1 GWB/CSWK GWB GWB GWB/CSWK - - GWB PTD 117 LAUN/JAN CONC-G R-1 GWB/CSWK/WAINSCOT GWB GWB/WAINSCOT GWB 7'-2" WPP AROUND MOP SINK - ACP - 118 BUNK CONC-G R-1 GWB/CSWK GWB GWB GWB - RS & BLACKOUT GWB PTD 118A LOCKER ALCOVE CONC-G R-1 GWB/CSWK GWB GWB GWB/CSWK - - GWB PTD 119 CORRIDOR CONC-G R-1 GWB GWB GWB GWB - - ACP - 120 BUNK CONC-G R-1 GWB/CSWK GWB GWB GWB - RS & BLACKOUT GWB PTD 120A LOCKER ALCOVE CONC-G R-1 GWB GWB/CSWK GWB/CSWK GWB - - GWB PTD 121 BUNK CONC-G R-1 GWB/CSWK GWB GWB GWB - RS & BLACKOUT GWB PTD 121A LOCKER ALCOVE CONC-G R-1 GWB GWB/CSWK GWB/CSWK GWB - - GWB PTD 122 RECEIVING CONC-G R-1 GWB GWB GWB GWB - - EXP STRUCT PTD 123 AIRLOCK CONC-G R-1 GWB/WAINSCOT GWB/WAINSCOT GWB/WAINSCOT GWB 8' EPDXY - GWB PTD 124 CORRIDOR CONC-G R-2 GWB/WAINSCOT GWB/WAINSCOT - GWB/WAINSCOT 8' EPDXY - EXP STRUCT PTD 125 WC CONC-G CT-2 GWB/WAINSCOT GWB/WAINSCOT GWB/WAINSCOT GWB/WAINSCOT 6' CT-1 - GWB PTD 126 DECON GRATE/EPDXY EPDXY EPDXY EPDXY EPDXY EPDXY EPDXY TO CLG - GWB PTD 127 COMM CONC-S R-1 GWB GWB GWB/WAINSCOT GWB 8' PLYWD-2 - EXP STRUCT PTD 128 GEAR WASH CONC-G/GRATE R-1 GWB/WAINSCOT GWB/WAINSCOT GWB/WAINSCOT GWB/WAINSCOT 8' WPP - EXP STRUCT PTD 129 GEAR STOR CONC-G R-1 GWB GWB GWB GWB - - EXP STRUCT PTD 130 APP BAY CONC-G R-2 GLZ GWB/WAINSCOT GWB/WAINSCOT GLZ 8' EPDXY - EXP STRUCT PTD 131 CORRIDOR CONC-G R-1 GWB/CSWK - GWB GWB - - GWB PTD 132 EMS CONC-G R-1 GWB GWB GWB GWB/SHELVING - - EXP STRUCT PTD 133 MECH CONC-S R-1 GWB GWB GWB GWB - - EXP STRUCT PTD 134 SHOP CONC-G R-1 GWB/CSWK GWB GWB/CSWK GWB - - EXP STRUCT PTD 135 CORRIDOR CONC-G R-1 GWB - GWB GWB - - GWB PTD 136 CLEAN GRATE EPDXY GWB/WAINSCOT GWB/WAINSCOT GWB/WAINSCOT - 5' EPDXY - GWB PTD 137 SCBA CONC-G R-1 GWB/CSWK GWB/CSWK GWB GWB - - EXP STRUCT PTD 138 STOR CONC-S R-1 GWB GWB GWB GWB - - EXP INSUL - MECHANICAL PLATFORM 201 STORAGE CONC-S R-1 GWB GWB GWB GWB - - EXP STRUCT PTD 202 MECH PLATFORM CONC-G R-1 GWB - GWB GWB - - EXP STRUCT PTD 203 MECH PORCH CONC-S R-1 PTD PLYWD PTD PLYWD PTD PLYWD PTD PLYWD - - EXP STRUCT PTD ROOM FINISH SCHEDULE SCALE:1' = 1'-0" ROOM FINISH SCHEDULE KEY ACP BLACKOUT CBU CONC-B CONC-G CONC-S CSWK CT EPDXY EXP INSUL EXP STRUCT GLZ ACOUSTIC CEILING PANEL BLACKOUT ROLLER SHADES CEMENTITIOUS BACKER UNITS CONCRETE, BROOM FINISH CONCRETE, DIAMOND GROUND FINISH W/ HARDENER CONCRETE, SEALED CUSTOM CASEWORK CERAMIC TILE EPDXY COATING (BACKER TO BE CBU) EXPOSED INSULATION EXPOSED STRUCTURE GLAZING GRATE GWB GWB-AR LWA PLYWD-1 PLYWD-2 PT-1 PTD R-1 R-2 RS RUBBER METAL GRATING GYPSUM BOARD, PAINTED GYPSUM BOARD, PAINTED -ABUSE RESISTANT LINEAR WOOD ACOUSTIC PLYWOOD - 4'X8' 3/4" CDX, FRT, PAINTED PLYWOOD - 4'X8' 3/4" ACX DOUGLAS FIR, FR PORCELAIN TILE (BASE) PAINTED RUBBER BASE, 4" H RUBBER BASE, 6" H ROLLER WINDOW SHADES RECYCLED RUBBER TILE FLOORING RECEIVED CITY OF TUKWILA 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com 02018 WeinsteinA+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and partidpation of the Architect. REGISTEREE ARCHITECT EDWARD WEINSTEIN State of Washington itii=Vl�trt�:s-a t�Li CODE CCr LIANCE APP ROVLD FED 26 c,'J City of Tukwila BUILDING DIVISICN JURSDIC1iruid^;i_ APPFOVJl Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/2018 FINISH SCHEDULE 901 ARCHITECTS + URBAN DESIGNERS W 1- Jn DEC 1 2 2018 PERMIT CENTER DOOR SCHEDULE NOTES GLASS TYPES MARK TYPE Pair H T MATL FIN FRAME TYPE MATL FIN Head Jamb Sill FIRE RATE U GLASS HDWR REMARKS 1 ABBREVIATIONS: SEE COVER SHEET G001 2 ENERGY CODE COMPLIANCE: HOLLOW METAL DOORS: POLYURETHANE FOAM CORE, U-VALUES AS LISTED IN SCHEDULE. THERMALLY -BROKEN FRAMES REQ'D. MAX INFILTRATION RATE 0.2 CFM/SF AT 1.57 PSF PER NFRC 400 OR AAMAIWDMA/CSA101/IS2/A440 OR 0.3 CFM/SF AT 0.3 PSF, MEASURED PER AAMA(WDMANCSA101/1S2/A440 ALUMINUM STOREFRONT DOORS: NFRC CPD LABEL CERTIFICATE REQUIRED DOCUMENTING U-VALUES LISTED IN DOOR SCHEDULE. MAX INFILTRATION RATE NOT TO EXCEED 1.0 CFMISF TESTED AT 1.57 PSF PER NFRC 400 OR AAMAIWOMA/CSA101/IS2/A440, OR ASTM E283 PER WSEC C103.6.3, PROJECT CLOSE-OUT DOCUMENTATION IS REQUIRED, INCLUDING APPLICABLE WSEC ENVELOPE COMPLIANCE FORMS AND CALCULATIONS, AND FENESTRATION RATING CERTIFICATES 3 DOORS WITHIN WINDOW SYSTEMS, REFER TO WINDOW SCHEDULES. 4 PROVIDE PERIMETER GASKET AIR SEALS. 5 GC TO VERIFY ALL ROUGH OPENINGS AND WALL THICKNESSES. 6 PROVIDE DOOR STOPS WHERE REQ'D TO PROTECT DOOR OR ADJ SURFACES. CONFIRM LOCATIONS WITH ARCHITECT. REFER TO 08 7100 DOOR HARDWARE. W A DOOR TYPES B c 1 SINGLE PANE 2 SINGLE PANE FIRE -RATED 3 INSULATING GLASS ALL GLASS WITHIN 18" OF FLOOR, ALL GLASS IN DOORS, AND ALL GLASS WITHIN 3'-0" OF A DOOR IN ANY POSITION SHALL BE LABELED SAFETY GLASS. WHERE FIRE -RATED GLASS IS REQUIRED, LOCATIONS REQUIRING SAFETY GLASS SHALL BE LABELED FOR BOTH FIRE AND SAFETY. W F GLAZED SECTIONAL OVERHEAD W �!�oo G SECTIONAL OVERHEAD x PE: DOOR SCH . P ' DOOR SCH 1 1A THERMAL BREAK FRAME TYPES 2 2A THERMAL BREAK DOOR SCHEDULE NOTES SCALE:1/4" = 1'-0" AT FRAMES WIDER THAN 4'-0" PROVIDE A FRAME ANCHOR AT CENTER AND 2'-6" OC MAX FRAME ANCHOR ABOVE AND BELOW TOP HINGE, ABOVE LOWER AND MIDDLE HINGE, AND SAME LOCATIONS AT OPPOSITE JAMB. AT FRAMES OVER 96" HIGH PROVIDE ADDITIONAL JAMB ANCHORS AT 24" MAX OC. ADJUSTABLE FLOOR ANCHOR TYP. EXCEPT AT CONCRETE OR MASONRY WALLS, PROVIDE AN ADDITIONAL FRAME AHCNOR AT BOTTOM OF JAMB IN PLACE OF FLOOR ANCHOR FRAME ANCHOR LOCATIONS SCALE: 1/2" = 1'-0" GWB EXTENDS 1/2" MIN INTO FRAME TYP (2) 30MIL. MIN. STUDS, FULL HT TO DEFLECTION TRACK AT STRUCTURE ABOVE, TYP AT EA. JAMB FLOOR ANCHOR INSTALLED ON TOP OF PART'N FLOOR TRACK. STUD SIZE AND NUMBER LAYERS OF GWB VARY, COORDINATE FRAME W/ PART'N THICKNESS FRAME ANCHORS WELD TO FRAME, MIN (2) #10 SCREW EA ANCHOR E PROFILES ETURN @ JAMB TYP U.N.O. TYP. H.M. FRAME AT GWB WALL SCALE: 3" = 1'-0" HARDWARE MOUNTING HEIGHTS SCALE: 1/2" = 1'-0" 2" OPENING DIM A. DOOR JAMB TYP. H.M. FRAME PROFILES SCALE: 3" = 1'-0" SEE DOOR TYPE ELEVATIONS FOR DIMS OF VISION PANEL L DEADLOCK CYLINDER OT OF VISION PANEL & CL OF PUSH/ PULL L LATCH HANDLE OR EXIT DEVICE ICK PLATE WHERE SCHEDULED OPENING DIM 2" OPENING DIM DOOR B. FIXED MULLION DOOR -MATCH JAMBS OPENING DIM 5/8" DOOR -1 MATCH DOOR FRAME LEVEL 1 101A G SECTIONAL OVERHEAD x PE: DOOR SCH . P ' DOOR SCH 1 1A THERMAL BREAK FRAME TYPES 2 2A THERMAL BREAK DOOR SCHEDULE NOTES SCALE:1/4" = 1'-0" AT FRAMES WIDER THAN 4'-0" PROVIDE A FRAME ANCHOR AT CENTER AND 2'-6" OC MAX FRAME ANCHOR ABOVE AND BELOW TOP HINGE, ABOVE LOWER AND MIDDLE HINGE, AND SAME LOCATIONS AT OPPOSITE JAMB. AT FRAMES OVER 96" HIGH PROVIDE ADDITIONAL JAMB ANCHORS AT 24" MAX OC. ADJUSTABLE FLOOR ANCHOR TYP. EXCEPT AT CONCRETE OR MASONRY WALLS, PROVIDE AN ADDITIONAL FRAME AHCNOR AT BOTTOM OF JAMB IN PLACE OF FLOOR ANCHOR FRAME ANCHOR LOCATIONS SCALE: 1/2" = 1'-0" GWB EXTENDS 1/2" MIN INTO FRAME TYP (2) 30MIL. MIN. STUDS, FULL HT TO DEFLECTION TRACK AT STRUCTURE ABOVE, TYP AT EA. JAMB FLOOR ANCHOR INSTALLED ON TOP OF PART'N FLOOR TRACK. STUD SIZE AND NUMBER LAYERS OF GWB VARY, COORDINATE FRAME W/ PART'N THICKNESS FRAME ANCHORS WELD TO FRAME, MIN (2) #10 SCREW EA ANCHOR E PROFILES ETURN @ JAMB TYP U.N.O. TYP. H.M. FRAME AT GWB WALL SCALE: 3" = 1'-0" HARDWARE MOUNTING HEIGHTS SCALE: 1/2" = 1'-0" 2" OPENING DIM A. DOOR JAMB TYP. H.M. FRAME PROFILES SCALE: 3" = 1'-0" SEE DOOR TYPE ELEVATIONS FOR DIMS OF VISION PANEL L DEADLOCK CYLINDER OT OF VISION PANEL & CL OF PUSH/ PULL L LATCH HANDLE OR EXIT DEVICE ICK PLATE WHERE SCHEDULED OPENING DIM 2" OPENING DIM DOOR B. FIXED MULLION DOOR -MATCH JAMBS OPENING DIM 5/8" DOOR -1 MATCH DOOR FRAME LEVEL 1 101A D 3'-6" 8'-9 3/8" 0'-1 3/4" AL PTD 2A AL PTD 0.52 3 CR 101E D 3'-4" 7-0" 0'-13/4" AL PTD 2A AL PTD 0.00 3 102 A 3'-0" 7'-0" 0'-13/4" WD CLR 1 HM PTD 0.00 104A D X 6'-0" 7'-0" 0'-1 3/4" AL PTD 2A AL PTD 0.52 3 1048 A 3'-0" 7'-0" 0'-1 3/4" HM PTD 1A HM PTD 0.00 CR 105 E 3'-0" 7'-0" 0'-1 3/4" HM PTD 1 HM PTD 0.00 106A D X 6'-0" 7'-0" 0.-1 3/4" AL PTD 2A AL PTD 0.52 3 106E D 3'-0" 7'-0" 0.-1 3/4" HM PTD 2 HM PTD 0.00 1 107 A X 5'-0" 7'-2" 0'-1 3/4" WD CLR 1 HM PTD 0.00 108 C 3'-0" 7'-0" 0'-1 3/4" WD CLR 1 HM PTD 0.00 1 ROLLER SHADES 109A D 3'-0" 7'-0" 0.-1 3/4" HM PTD 2 HM PTD 0.00 1 109B D 3'-0" 7-0" 0'-1 3/4" HM PTD 2 HM PTD 0.00 3 111 A 3'-0" 7'-0" 0'-1 3/4" WD CLR 1 HM PTD 0.00 112 A 3'-0" T-0" 0.-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 113 A 3'-0" 7'-0" 0'-1 3/4" WD CLR 1 HM PTD 0.00 114 A 3'-0" 7'-0" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 115 A 3'-0" 7'-0" 0'-1 3/4" WD CLR 1 HM PTD 0.00 116 A 3'-0" 7'-0" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 117 C 3'-0" 7'-0" 0.-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 1 KICKPLATE 118 A 3'-0" 7'-O" 0'-13/4" WD CLR 1 HM PTD 45 MIN 0.00 119 A 3'-0" 7'-3" 0.-1 3/4" HM PTD 2A HM PTD 0.37 3 FOAM INSUL STL DOOR, THERMAL BREAK 120 A 3'-0" T-0" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 121 A 3'-0" 7'-0" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 122A A 3'-6" 7'-0" 0'-1 3/4" WD CLR 1A HM PTD 0.00 KICKPLATE 122E A 3'-6" T-0" 0'-1 3/4" HM PTD 1 HM PTD 0.37 FOAM INSUL STL DOOR, THERMAL BREAK 123A D 3'-0" 7'-0" 0'-1 3/4" HM PTD 2 HM PTD 0.00 1 123B D 3'-0" 7'-0" 0'-1 3/4" HM PTD 2 HM PTD 0.00 3 125 A 3'-0" 7'-0" 0'-1 3/4" HM PTD 1 HM PTD 0.00 126A B 3'-6" 7'-0" 0'-1 3/4" HM PTD 1 HM PTD 0.00 1 126E A 3'-6" 7'-0" 0.-1 3/4" HM PTD 1A HM PTD 0.37 CR 127 A 3'-6" 7'-0" 0'-1 3/4" HM PTD 1A HM PTD 0.24 FOAM INSUL STL DOOR, THERMAL BREAK 128 B 4'-6" 7'-0" 0'-11/4" HM PT 1 HM PTD 0.00 1 129A C 3'-6" 7'-0" 0'-1 3/4" HM PTD 1 HM PTD 0.00 1 129E C 3'-6" 7'-10" 0'-1 3/4" HM PTD 1 HM PTD 0.00 1 130A F 14'-0" 14'-31/4" 0'-3" AL PTD 1A AL PTD 0.60 3 GLAZED, INSULATED, HIGH -LIFT 130E F 14'-0" 14'-41/2" 0'-3" AL PTD 1A AL PTD 0.60 3 GLAZED, INSULATED, HIGH -LIFT 130C G 14'-0" 14'-41/2" 0'-3" STL PTD 1A STL PTD 0.24 3 1 GLAZED PANEL, INSULATED STL SECTIONAL OVERHEAD, HIGH -LIFT 130D G 14'-0" 14'-41/2" 0'-3" STL PTD 1A STL PTD 0.24 3 1 GLAZED PANEL INSULATED STL SECTIONAL OVERHEAD, HIGH -LIFT 130E D 3'-0" 8'-7" 0'-1 3/4" FBRGL PTD 2A FBRGL PTD 0.52 3 131 A 3'-0" 7'-0" 0'-13/4" HM PTD 2A HM PTD 0.37 3 FOAM INSUL STL DOOR, THERMAL BREAK 132 B 3'-0" 7'-0" 0'-13/4" HM PTD 1 HM PTD 0.00 1 133 E 3'-6" 7'-0" 0'-13/4" HM PTD 1 HM PTD 0.00 134 C 3'-6" 7'-10" 0'-13/4" HM PTD 1 HM PTD 0.00 1 135 A 3'-0" 7'-0" 0'-1 3/4" HM PTD 2A HM PTD 0.37 FOAM INSUL STL DOOR, THERMAL BREAK 137 C/E 3'-6" 7-0" 0'-1314" HM PTD 1 HM PTD 0.00 1 138 A 3'-0" 7'-10" 0'-1 3/4" HM PTD 1 HM PTD 0.00 T.O.S LOWER RF 201 A 3'-6" 7'-0" 0'-1 3/4" HM PTD HM PTD 0.00 203 A 3'-6" 7'-0" 0'-1 3/4" HM PTD 1A HM PTD 0,37 FOAM INSUL STL DOOR, THERMAL BREAK 5/8" r GLASS AS 1 SCHEDULED MATCH RELITE FRAME - • REMOVABLE STOP ON ROOM SIDE C. DOOR JAMB AT RELITE GLASS AS SCHEDULED FRAME DIM OPENING DIM 5/8" z Ce Wo_ co Qp0 > CC = 0 I- O 0 (V REMOVABLE STOP ON ROOM SIDE D. RELITE JAMB 0 w 0 0 z a 0 E RELITE SILL MATCH RELITE JAMBS FRAME ANCHOR W/ SPACER & CSK FASTENER (CONCEALED BEHIND REMOV. STOP) SHIM H.M FLOOR CHANNEL SLIP -FIT IN THROAT OF FRAME FRAME DIM 2" J F CASED OPENING RECEIVED CITY OF TUKWILA. DEC 1 2 2018 PERMIT CENTER 1B 12/11/18 Design Revisions 1A 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 17915 Southcenter Parkway Tukwila, WA 98188 Project No. 17001 Designed by Drawn by Checked by LR TM EN Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com 0 2018 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 I REGISTERED ARCHITECT v i y V�'lJJ k EDWARD WEINSTEIN State of Washington CODE Cu' Ai-' LIANCL. APPRo t`ED FED 2 6' D City of Tukwila BUILDING DIVISION JUREDiC:I TONAL APPROVAL 3 AEP Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/2018 DOOR SCHEDULE 911 ARCHITECTS + URBAN DESIGNERS 1101111116191 General Structural Notes STRUCTURAL CRITERIA THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS MASONRY 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2015 DTO IT CT t T I_ AEDET. 2. DESIGN LOADING CRITERIA: LIVING QUARTERS AREAS (R3 OCCUPANCY AREAS) FLOOR LIVE LOAD 40 PSF FLOOR LIVE LOAD (MOVABLE SEATS, PLATFORMS, LOBBIES, & OTHER).100 PSF HANDRAILS AND GUARDS GUARDRAILS/BALCONY RAILS 50 PLF GUARDRAILS/BALCONY RAILS CONCENTRATED LOAD 200 LBS OFFICES (B OCCUPANCY AREAS) FLOOR LIVE LOAD 50 PSF STORAGE AREAS (S2 OCCUPANCY AREAS) 125 PSF (NON REDUCIBLE) FLOOR LIVE LOAD (LOBBIES AND FIRST -FLOOR CORRIDORS) . . . 100 PSF FLOOR CONCENTRATED LOAD 2000 LBS ROOF ROOF LIVE LOAD 25 PSF ROOF LIVE LOAD (TENANT ACCESSIBLE) 60 PSF ROOF LIVE LOAD (PUBLIC ACCESSIBLE) 100 PSF ROOF LIVE LOAD (ACCESSIBLE AREAS LESS THAN 750 SQUARE FEET)60 PSF MISCELLANEOUS LOADS APPARATUS BAY FIRE TRUCK LOAD 84,000 LBS STAIR AND CORRIDOR LIVE LOAD (UNLESS OTHERWISE INDICATED) .100 PSF PARTITION LOADING 15 PSF MECHANICAL UNITS WEIGHTS FURNISHED BY MANUFACTURER DEFLECTION CRITERIA LIVE LOAD DEFLECTION L/360 TOTAL LOAD DEFLECTION L/240 ENVIRONMENTAL LOADS SNOW Ce=1.0, Is=1.2, Ct=1. 1, DESIGN LOAD = 30 PSF WIND . . . . . GCp i =0. 18, 115 MPH, RISK CATEGORY IV, EXPOSURE "B" EARTHQUAKE . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE SITE CLASS=C, Ss=1.435, Sds=0.956, S1=0.535, SD1=0.464, SDC D, Ie=1.5 LATERAL SYSTEM: APPARATUS BAY Vs=59.3 KIPS, SCBF, R=6, Cs=0.239 SUPPORT/LIVING QUARTERS Vs=55.5 KIPS, LIGHT FRAMED SHEARWALLS, R=6.5, Cs=0.221 SEE PLANS FOR ADDITIONAL LOADING CRITERIA 12. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING CANOPIES, BALCONIES, COLD FORM STEEL FRAMING, TEMPORARY SHORING, CURTAIN WALL SYSTEMS, SKYLIGHT FRAMES, PREFABRICATED STAIR SYSTEMS, EXTERIOR CLADDING, AND PRE-ENGINEERED SYSTEM SHALL BE STAMPED AND SIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW OF THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE SUBMITTED WITH THE SHOP DRAWINGS. 13. DEFERRED SUBMITTALS: SHOP DRAWINGS AND CALCULATIONS OF DEFERRED SUBMITTAL COMPONENTS SHALL BE STAMPED AND SIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW BY THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE. ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS SHALL BE INCLUDED. SHOP DRAWINGS SHALL INCLUDE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE BASIC STRUCTURE. DESIGN CALCULATIONS SHALL ACCOMPANY ALL DEFERRED SUBMITTALS. THE ARCHITECT OR CONTRACTOR SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-14 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION". 7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED OR REQUEST ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 9. ALL STRUCTURAL SYSTEMS, WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED, SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. METAL DECKING LIGHT GAUGE STRUCTURAL FRAMING OPEN WEB STEEL JOISTS AND JOIST GIRDERS PRECAST CONCRETE MEMBERS REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION) STRUCTURAL STEEL PRE -FABRICATED ASSEMBLIES (INCLUDING PANELIZED SYSTEMS) DESIGN BUILD ELEMENTS CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1'-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WALL ELEVATION DRAWINGS WITH REINFORCEMENT SHOP DRAWINGS. APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. DEFERRED SUBMITTAL BUILDING COMPONENTS FOR THIS PROJECT SHALL INCLUDE: DESIGN -BUILD ELEMENTS OPEN WEB STEEL JOISTS PRE -FABRICATED STEEL STAIRS CERTIFICATES OF COMPLIANCE STATING THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS SHALL BE SUBMITTED BY THE FABRICATOR AT THE COMPLETION OF FABRICATION FOR ALL DEFERRED SUBMITTAL COMPONENTS. QUALITY ASSURANCE 14. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1705 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED UNLESS NOTED OTHERWISE. STRUCTURAL STEEL FABRICATION AND ERECTION OPEN -WEB STEEL JOISTS AND JOIST GIRDERS COLD FORMED STEEL DECK CONSTRUCTION CONCRETE CONSTRUCTION MECHANICAL SPLICES IN CONCRETE REINFORCING PRECAST CONCRETE ERECTION MASONRY CONSTRUCTION SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY DRIVEN DEEP FOUNDATION CAST -IN -PLACE DEEP FOUNDATION EXPANSION BOLTS AND THREADED EXPANSION INSERTS EPDXY GROUTED INSTALLATIONS PER AISC 360 PER TABLE 1705.2.3 PER ANSI/SDI QA/QC-2011 PER TABLE 1705.3 CONTINUOUS PER TABLE 1705.3 PER TMS402-13 TBL 3. 1-3.3 PER TABLE 1705.6 PER TABLE 1705.7 PER TABLE 1705.8 PER MANUFACTURER PER MANUFACTURER PERIODIC INSPECTION: INSPECTION SHALL BE PERFORMED AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS INSPECTION: INSPECTOR SHALL BE ONSITE AND OBSERVE THE WORK REQUIRING INSPECTION AT ALL TIMES THAT WORK IS PERFORMED. 15. UNLESS OTHERWISE NOTED, THE FOLLOWING ELEMENTS COMPRISE THE SEISMIC -FORCE -RESISTING SYSTEM AND ARE SUBJECT TO SPECIAL INSPECTION FOR SEISMIC RESISTANCE IN ACCORDANCE WITH SECTION 1705.12 OF THE INTERNATIONAL BUILDING CODE. A. STRUCTURAL STEEL MOMENT FRAMES AND BRACED FRAMES REQUIRE CONTINUOUS INSPECTION FOR WELDING PER AISC 341 EXCEPT SINGLE PASS FILLET WELDS NOT 1A EXCEEDING 5/16-INCH. B. NON-DESTRUCTIVE TESTING IS REQUIRED FOR COMPLETE JOINT PENETRATION WELDS FOR BOTH STRUCTURAL STEEL BRACED FRAMES AND MOMENT FRAMES PER AISC 41-10 SECTION J6. C. COLD FORMED STEEL FRAMING REQUIRES PERIODIC INSPECTION OF WELDING, SCREW ATTACHMENT, BOLTING, -ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE SEISMIC FORCE RESISTING SYSTEM INCLUDING SHEAR WALLS, DIAPHRAGMS, BRACES AND HOLDOWNS. GEOTECHNICAL 16. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE SOIL PRESSURE (DENSE NATIVE SOILS) 9000 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 55 PCF/35 PCF ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED) 365 PCF COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED) 0.32 SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) 7H PSF SOILS REPORT REFERENCE: HART CROWSER REPORT 19297-00, JULY 20, 2017 CONCRETE 17. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: MEMBER TYPE/CONSTRUCTION STRENGTH TEST MAX MAX AIR F' C AGE AGG W/C CONT. SLABS ON GRADE 3000 TOPPING SLABS 3000 FOOTINGS 4000 SLABS ON METAL DECK 4000 STAIR LANDINGS AND TREADS 4000 ALL STRUCTURAL CONCRETE, UNO 4000 28 28 28 28 28 28 1 3/4 1 1 . 45 . 50 . 50 . 50 . 50 . 50 5 MIX DESIGN NOTES: A. MAXIMUM SHRINKAGE IN ALL 5000 PSI MIXES SHALL BE LIMITED TO .04 PERCENT IN 28 DAYS AS TESTED IN ACCORDANCE WITH ASTM C157 MODIFIED STANDARD TEST METHOD FOR LENGTH CHANGE OF CEMENT MORTAR AND CONCRETE. B. W/C RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL WEIGHT OF CEMENTITIOUS MATERIALS. RATIOS NOT NOTED IN TABLE ABOVE ARE CONTROLLED BY STRENGTH REQUIREMENTS. C. CEMENTITIOUS CONTENT: THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 301 SEC 4.2. 2.8. B. FOR CONCRETE USED IN ELEVATED FLOORS, PORTLAND CEMENT CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.1. ACCEPTANCE OF LOWER CEMENT CONTENT IS CONTINGENT ON PROVIDING SUPPORTING DATA TO THE ENGINEER FOR REVIEW AND ACCEPTANCE. D. AIR CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.4. HORIZONTAL EXTERIOR SURFACES IN CONTACT WITH THE SOIL REQUIRE ENTRAINED AIR. USE "MODERATE EXPOSURE". VERTICAL EXTERIOR SURFACES REQUIRE "MODERATE EXPOSURE". TOLERANCE IS +/- 1.5 PERCENT. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT. E. SLUMP SHALL CONFORM TO ACI 301 SEC 4.2.2.2. SLUMP SHALL BE DETERMINED AT THE POINT OF PLACEMENT. F. CHLORIDE CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.6 AND TABLE 4.2.2.6 FOR "OTHER REINFORCED CONCRETE CONSTRUCTION". 18. A CONCRETE PERFORMANCE MIX SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, SECTION 5.3. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 19. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318, TABLE 19.3.2.1 MODERATE EXPOSURE, FI. 20. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, FY = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE DEFORMED WIRE CONFORMING TO ASTM A615, GRADE 60, FY = 60,000 PSI. 21. WELDING OF GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. 22. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-99 AND 318-14. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH "THE REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE." PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 23. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER). . 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . 1-1/2" SLABS AND WALLS (INT. FACE). .GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 24. CONCRETE WALL REINFORCING -PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 6" WALLS 8" WALLS 10" WALLS 12" WALLS #4 @ 16 HORIZ. #4 @ 12 HORIZ. #4 @ 18 HORIZ. #4 @ 16 HORIZ. #4 @ 18 VERTICAL 1 CURTAIN #4 @ 18 VERTICAL 1 CURTAIN #4 @ 18 VERTICAL 2 CURTAINS #4 @ 18 VERTICAL 2 CURTAINS 25. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. 26. PRECAST PRESTRESSED CONCRETE UNITS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE LOADS AND SPANS SHOWN ON THE PLANS. MANUFACTURER SHALL DESIGN FOR SPECIAL CONDITIONS AT OPENINGS AND BLOCK -OUTS SHOWN ON STRUCTURAL, ARCHITECTURAL AND MECHANICAL DRAWINGS. DESIGN AND FABRICATION SHALL BE IN ACCORDANCE WITH IHL MANUFACTURER'S PUBLISHED SPECIFICATIONS FOR THE UNIT FURNISHED AND ACI STANDARD 318-11. SUBMIT COMPLETE DESIGN CALCULATIONS AND SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. ALL SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PRECAST CONCRETE MEMBERS SHALL BE ADEQUATELY BRACED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONTRACTOR SHALL PROVIDE ANY EXTRA REINFORCEMENT, INSERTS, LIFTING DEVICES, PRESTRESSING, ETC., REQUIRED FOR HANDLING AND ERECTION. 27. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). 28. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICC-ES APPROVED SYSTEM (SUCH AS LENTON, FOX-HOWLETT, ETC.) AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS. SPLICE LOCATIONS OF ALTERNATE BARS SHALL BE OFFSET BY A DISTANCE WHICH CONFORMS TO THE ICC-ES REPORT OF THE SPLICE USED. REFER TO THE STRUCTURAL PLANS FOR LIMITATIONS ON PLACEMENT OF MECHANICAL SPLICES. 29. HIGH STRENGTH THREADED RODS (STRESSED AND NON -STRESSED) SHALL BE DYWIDAG THREADBARS WITH APPROPRIATE ANCHORAGE PLATES, NUTS, AND COUPLERS AS MANUFACTURED BY DICKERHOFF AND WIDMANN, INC., IN CONFORMANCE WITH ASTM A-722 (fpu = 150,000 PSI). ANCHORAGE 30. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "KWIK BOLT TZ" AS MANUFACTURED BY THE HILTI CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-1917, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. PERIODIC SPECIAL INSPECTION IS REQUIRED TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR LOCATION, TIGHTENING TORQUE, HOLE DIMENSIONS, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS. 31. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT RE 500-V3" AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-3814. MINIMUM BASE MATERIAL TEMPERATURE IS 41 DEGREES, F. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. PERIODIC SPECIAL INSPECTION OF INSTALLATION IS REQUIRED TO VERIFY ANCHOR OR EMBEDED BAR TYPE AND DIMENSIONS, LOCATION, ADHESIVE IDENTIFICATION AND EXPIRATION, HOLE DIMENSIONS, HOLE CLEANING PROCEDURE, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR HORIZONTAL AND OVERHEAD INSTALLATIONS. 32. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE (SERIES X-U, 0.157" DIAMETER (STEEL), UNLESS OTHERWISE NOTED) AS MANUFACTURED BY THE HILTI CORP. OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-1663. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE. 33. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF GRADE N, MEDIUM WEIGHT UNITS, CONFORMING TO ASTM C90, LAID IN A RUNNING BOND. MORTAR SHALL BE TYPE "S" CONFORMING TO ASTM C270. GROUT SHALL CONFORM TO ASTM C476 AND ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF f'm, WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI, AT 28 DAYS. DESIGN f'm = 2000 PSI. 34 STRENGTH SHALL BE VERIFIED BY EITHER THE UNIT STRENGTH METHOD OR PRISM TESTING IN ACCORDANCE WITH TMS-602/ACI-530.1/ASCE-6 SECTION 1.4. WHEN VERIFIED BY THE UNIT STRENGTH METHOD, MASONRY UNITS SHALL BE CHOSEN IN ACCORDANCE WITH TMS-602/ACI-530.1/ASCE-6, TABLE 2. FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS CONTAINING REINFORCEMENT FOR ALL GROUT POURS OVER 5 FEET IN HEIGHT. UNITS MAY BE LAID TO THE FULL HEIGHT OF THE GROUT POUR AND GROUT SHALL BE PLACED IN A CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 5 FEET. ALL PREPARATION AND PLACING OF MASONRY SHALL CONFORM TO SECTION 2104 OF THE INTERNATIONAL BUILDING CODE AND TMS602/ACI530.1/ASCE 6. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, FY = 40,000 PSI. PER SECTION 1405.6 OF THE INTERNATIONAL BUILDING CODE WITH "HB-213-2X" ADJUSTABLE VENEER ANCHORS AS MANUFACTURED HOHMANN & BARNARD INC.. ANCHORS $ , 1" • AREA AND SHALL BE SPACED NOT MORE THAN 24" 0.C. HORIZONTALLY. ATTACHMENTS SHALL BE WITH CORROSION RESISTANT FASTENERS AND CONNECT TO FRAMING MEMBERS OR CONCRETE OR MASONRY BACKING. INSTALL ANCHORS IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. THE SHEAR LUGS OF EACH ANCHOR SHALL ENGAGE A NO. 9 GAUGE JOINT REINFORCEMENT WIRE. JOINT REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. STEEL 35. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: A. AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. B. APRIL 14, 2010 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES AMENDED AS FOLLOWS: AS NOTED IN THE CONTRACT DOCUMENTS, BY THE DELETION OF PARAGRAPH 4.4.1, AND REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM F3125 GRADE A325 OR GRADE A490 BOLTS. 37. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION A. WIDE FLANGE SHAPES A992 B. OTHER SHAPES, PLATES, AND RODS A36 C. OTHER SHAPES AND PLATES A572 (GRADE 50) (NOTED GRADE 50 ON PLANS) D. PIPE COLUMNS E. STRUCTURAL TUBING -SQUARE OR RECTANGULAR -ROUND F. CONNECTION BOLTS F3125 GRADE A325-N (3/4" ROUND, UNLESS SHOWN OTHERWISE) FY 50 KSI 36 KSI 50 KSI A53 (E OR S, GR. B) 35 KSI A500 (GR.B) OR ASTM A1085 46 KSI 42 KSI 38. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. OTHER ROLLED SHAPES INCLUDING PLATES, SHALL CONFORM TO ASTM A36, FY = 36 KSI. STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E OR S, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, FY = 42 KSI (ROUND), FY = 46 KSI (SQUARE AND RECTANGULAR). CONNECTION BOLTS SHALL CONFORM TO ASTM A307. 39.ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 40. ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL BE CORROSION PROTECTED BY GALVANIZATION OR PROVIDED WITH EXTERIOR PAINT SYSTEM, UNLESS OTHERWISE NOTED. 41. SHOP PRIME ALL STEEL EXCEPT: A. B. C. D. E. F. G. STEEL ENCASED IN CONCRETE. SURFACES TO BE WELDED. CONTACT SURFACES AT HIGH -STRENGTH BOLTS. MEMBERS TO BE GALVANIZED. MEMBERS WHICH WILL BE CONCEALED BY INTERIOR FINISHES. SURFACES TO RECEIVE SPRAYED FIREPROOFING. SURFACES TO RECEIVE OTHER SPECIAL SHOP PRIMERS. 42. ALL ASTM F3125 A325-N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 43. CONNECTIONS NOTED AS 'SLIP CRITICAL' SHALL BE MADE USING LOAD INDICATOR WASHERS OR ASTM F1852 TENSION CONTROL BOLTS (SUCH AS LeJEUNE TENSION CONTROL BOLTS, ETC.) AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. 44. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 45. OPEN WEB STEEL JOISTS (INCLUDING BRIDGING) SHALL CONFORM TO SECTION 2207 OF THE INTERNATIONAL BUILDING CODE AND THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE, LATEST EDITION, FOR THE JOIST SERIES DESIGNATED ON THE PLANS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL STEEL MEMBERS OR TO PLATES EMBEDDED IN CONCRETE OR MASONRY UNLESS DETAILED OTHERWISE. JOIST MANUFACTURER SHALL CHECK ROOF JOIST AND PROVIDE UPLIFT BRIDGING AS REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER WIND UPLIFT PRESSURES (SEE DESIGN CRITERIA NOTE FOR WIND CRITERIA). AT COMPLETION OF MANUFACTURE OF JOISTS, THE MANUFACTURER SHALL SUBMIT A CERTIFICATE OF COMPLIANCE IN ACCORDANCE WITH IBC SECTION 2207.5. 46. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. WELDERS SHALL BE WABO CERTIFIED FOR THE WELDS BEING PERFORMED. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT - LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 47. METAL FLOOR AND ROOF DECKING SHALL BE IN ACCORDANCE TO THE FOLLOWING: PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. ARC SEAM AND SPOT (PUDDLE) WELDS FOR FIELD ASSEMBLY OF METAL DECK SHALL BE MADE WITH MINIMUM E60XX ELECTRODES. DECK ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC-ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE TEMPORARY SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. A. NONCOMPOSITE STEEL FLOOR DECKS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ANSI/SDI-NC1.0. B. STEEEL ROOF DECK SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ANSI/SDI-RDI. 0. C. COMPSITE SLABS ON STEEL DECKS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE TWITH SDI-C. 48. COLD -FORMED STEEL FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. COLD FORMED STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON AISI S100-12, "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS," AND ON THE 2012 NORTH AMERICAN STANDARDS FOR COLD FORMED STEEL FRAMING, INCLUSIVE. B. THE CONTRACTOR SHALL PROVIDE A QUALITY CONTROL PROGRAM OVER ALL FABRICATION AND ERECTION ACTIVITY THROUGH THE USE OF AN INDEPENDENT TESTING AGENCY AND/OR A QUALIFIED REPRESENTATIVE OF THE STEEL MANUFACTURER. THE CONTRACTOR SHALL OBTAIN MILL CERTIFICATION FROM THE GAUGE STEEL MANUFACTURER OR SHALL SUBMIT TENSILE TESTS AND GALVANIZATION TESTS TO THE ENGINEER OF RECORD TO VERIFY THE ADEQUACY OF THE GAUGE MATERIALS. C. COLD -FORMED STEEL FRAMING MEMBERS INDICATED ON PLAN SHALL BE IN ACCORDANCE WITH THE "2015 IBC-SSMA PRODUCT TECHNICAL GUIDE" PUBLISHED BY THE STEEL STUD MANUFACTURERS ASSOCIATION, AND SHALL COMPLY WITH ICC-ES REPORT ESR-3064P. DESIGNATION: 600 5 200 - 54 DEPTH MEMBER FLANGE MATERIAL STYLE WIDTH THICKNESS(MILS) D. MATERIAL: METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: ASTM A653, GRADE 50 FY = 50 KSI 12, 14, AND 16 GAUGE ASTM A653, GRADE 33 FY = 33 KSI 18 AND 20 GAUGE WHERE NOTED, PAINTED STUDS SHALL CONFORM TO: ASTM A570, GRADE E, FY=KSI. ALL 8 AND 10 GAGE MATERIAL SHALL CONFORM TO: ASTM A36, FY=36 KSI E. THE DESIGN OF INTERIOR COLD FORMED STEEL NON -BEARING WALLS, SOFFITS, CEILINGS AND OTHER MISCELLANEOUS FRAMING AND CONNECTIONS TO STRUCTURE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL CONFORM TO THE REQUIREMENTS OF THE ARCHITECTURAL DRAWINGS. DESIGN AND DETAILING SHALL BE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON AND STAMPED DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION. F. ACCESSORIES SHALL BE OF THE TYPE, SIZE, AND SPACING SHOWN ON THE DRAWINGS OF A MINIMUM 16 GAUGE MATERIAL UNLESS OTHERWISE SPECIFIED. FASTENING OF COMPONENTS SHALL BE BY WELDING OR SCREWING OR BY OTHER MEANS OF FASTENING AS INDICATED ON THE DRAWINGS. PROVIDE MISCELLANEOUS CLIP ANGLES, LEDGERS, AND ACCESSORIES OF A MINIMUM 16 GAUGE OR THE THICKNESS OF THE MATERIAL BEING FASTENED, WHICHEVER IS GREATER, FOR CONNECTIONS AND BEARING CONDITIONS NOT OTHERWISE NOTED IN THE DRAWINGS. WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION: WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC -RICH PAINT. G. SCREWS: ALL SCREWS (REFERRED TO AS TEK) SHALL BE SELF -TAPPING SELF -DRILLING FASTENERS THAT ARE ZINC COATED AS MANUFACTURED BY HILTI KWIK-FLEX (ICC-ES ESR-2196), OR APPROVED EQUAL. THE MINIMUM SCREW SIZE/TYPE/POINT SHALL BE #8-18 (#2 POINT) OR #10-16 (#2 POINT) FOR USE IN 20 GAUGE THROUGH 16 GAUGE, AND #10-16 (#3 POINT) OR #12-14 (#2 OR #3 POINT) FOR HEAVIER THAN 16 GAUGE UNLESS NOTED OTHERWISE. SCREWS FOR SHEATHING CONNECTIONS SHALL BE OF THE PROPER SIZE AND TYPE FOR A POSITIVE SHEATHING -TO -METAL CONNECTION. ALL SCREW CONNECTIONS SHALL BE MADE FROM THE LIGHTER MATERIAL INTO THE HEAVIER MATERIAL UNLESS NOTED OTHERWISE. SCREWS SHALL HAVE A MINIMUM PROJECTION OF 3 THREADS THROUGH THE LAST MATERIAL JOINED AND SHALL HAVE MINIMUM EDGE DISTANCES AND CENTER -TO -CENTER SPACING OF 1-1/2 AND 3 SCREW DIAMETERS, RESPECTIVELY. ALL SCREWS SHALL CONFORM TO SAE J78 AND SHALL BE COATED WITH A CORROSIVE -RESISTANT COATING. THE SCREW MANUFACTURER SHALL PROVIDE VERIFICATION OF THE FASTENERS RESISTANCE TO HYDROGEN EMBRITTLEMENT, UPON RFOUFST. H. WELDING OF COLD -FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASSES OF WELD. I. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR ALL STUD WALLS NOT SHOWN. EXTERIOR WALL STUDS SHALL BE MINIMUM 20 GAUGE (33 MILS) SPACED AT 16"` O.C. UNLESS INDICATED OTHERWISE. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 800S162-54 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR MULTI -STUD OR STEEL COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS FULL WIDTH BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10' IN HEIGHT. J. ALL STUD WALLS SHALL HAVE THEIR BOTTOM TRACKS ATTACHED TO FRAMING BELOW WITH #8 SCREWS AT 24" 0. C. OR ATTACHED TO CONCRETE WITH 0. 145" DIAMETER DRIVE -PINS @ 24" O.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE WELDED TO EACH OTHER IN ACCORDANCE WITH THE DETAILS. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND STRAP BRACING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES AND GYPSUM SHEATHING ON EXTERIOR SURFACES SCREWED TO ALL STUDS, TOP AND BOTTOM TRACKS AND BLOCKING WITH SCREWS AT 12" 0.C. TRACK SECTIONS SHALL MATCH THE WALL STUD GAUGE, BE UN -PUNCHED AND HAVE AT LEAST 1-1/4" FLANGES. K. BRIDGING AND BRACING IS TO BE INSTALLED AT ALL COLD FORMED STEEL BEARING WALLS. BRIDGING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE STRUCTURAL PLANS, OR THE CONTRACTOR SHALL EMPLOY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON TO DESIGN AN ALTERNATE BRACING SYSTEM. IF AN ALTERNATE BRACING SYSTEM IS USED, THE CONTRACTOR SHALL SUBMIT STAMPED DRAWINGS AND CALCULATIONS TO THE ENGINEER OF RECORD, WHICH DEMONSTRATES THAT THE BRACING SYSTEM WAS DESIGNED TO PROVIDE PERMANENT WEAK AXIS BRACING OF THE STUDS UNDER CODE PRESCRIBED LOADS. DOCUMENTATION SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. 49. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CAST -IN -PLACE CONCRETE SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A-29, AND A-108 AND SHALL BE WELDED IN CONFORMANCE WITH A.W.S. D1. 1. 50. DEFORMED BAR ANCHORS SHALL BE TYPE D2L ANCHORS BY NELSON STUD WELDING, INC. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ICC-ES ESR-2907. RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1 B. 12/11/18 Design Revisions ©A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98121 p:206.443.62u2 ssfengineers.com 934 Broadway - Tacoma, WA g84o2 p:253.284.947o ssfengineers.com FOR CODE CCis`,= LIAN APP CIII ` FE' City of Tukwila UILDING DIVE`.Ic'j JURISDICTI• �' `"'•'+ AMP Issue PERMIT SUBMITTAL Date Sheet Title Sheet 10/15/2018 GENERAL STRUCTURAL TES 1 ARCHITECTS + URBAN DESIGNERS D Statement of Special Inspections Special inspections shall be provided per the requirements of IBC section 1705 and as noted herein P= 200 Ib CONCENTRATED LOAD LOCATED ANYWHERE ALONG SPAN AT TOP CHORD W= 120 LL/80 DL v v P max = 200 Ib LOCATED AT ANY PANEL POINT Roof J1 4'-0"oc Spacing Span Varies W= 200 LL/80 DL v u P= 200 Ib CONCENTRATED LOAD LOCATED ANYWHERE ALONG SPAN AT TOP CHORD \?, \"/\\,/\/' P max = 200 Ib LOCATED AT ANY PANEL POINT Roof J2 4'-0"oc Spacing Span Varies NON -COMPOSITE DL = 200 plf CONSTRUCTION LL = 100 plf COMPOSITE DL = 50 plf COMPOSITE LL = 625 plf \\//1/ v v v v v v NI/ P max = 200 Ib LOCATED AT ANY PANEL POINT Floor CJ-1 Composite 5'-0"oc Spacing Span Varies 1. OPEN WEB JOIST SIZES SHOWN ON DRAWINGS ARE BASED ON UNIFORM LOADS. 2. ALL LOADS SHOWN ARE UN -FACTORED. TOTAL UNIFORM DEAD LOAD DOES NOT INCLUDE OPEN WEB JOIST WEIGHT. USE THE FOLLOWING LOAD CASES FOR APPLICATION OF ROOF DEAD LOAD: A. 100% OF LOAD APPLIED TO TOP CHORD B. 50% OF LOAD APPLIED TO TOP CHORD AND 50% OF LOAD APPLIED TO BOTTOM CHORD C. WHERE CONCENTRATED LOADS DO NOT OCCUR AT PANEL POINTS, AN EXTRA WEB MEMBER SHALL BE FIELD APPLIED FROM THE POINT OF ATTACHMENT TO A PANEL POINT ON THE OPPOSITE CHORD. FIELD MODIFICATIONS MUST BE COORDINATED WITH THE JOIST MANUFACTURER. 3. FINAL OPEN WEB JOIST DESIGN SHALL BE COORDINATED WITH ACTUAL LOCATION AND WEIGHTS OF ROOF MOUNTED AND ROOF SUPPORTED (SUSPENDED) EQUIPMENT. APPROXIMATE LOCATIONS AND WEIGHTS OF ROOF EQUIPMENT ARE INDICATED ON THE PLANS. 4. OPEN WEB JOIST MANUFACTURER IS RESPONSIBLE FOR ALL BRIDGING, BOTTOM CHORD BRACING AND BRIDGING AND BRACING CONNECTIONS. BRIDGING SHALL BE DESIGNED FOR NET UPLIFT DUE TO WIND OF 5 PSF. CONNECTIONS AND WELDING SHOWN ON PLANS INDICATE MINIMUM REQUIREMENTS AND SHALL BE INCREASED AS NEEDED FOR UPLIFT LOADS. Joist Loading Diagrams SOILS VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY X IBC 1705.6 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS X 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X 5. PRIOR TO PLACEMENT OF COMPACTED FILL OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY X COLD -FORMED STEEL FRAMING VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES 1. MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK a. FOR OTHER STEEL IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS X APPLICABLE ASTM MATERIAL STANDARDS b. MANUFACTURER'S CERTIFIED TEST REPORTS X 2. SCREW ATTACHMENT, WELDING, BOLTING, AND ANCHORAGE OF COMPONENTS WITHIN THE SEISMIC FORCE RESISTING SYSTEM INCLUDING SHEAR WALLS, DIAPHRAGMS, DRAG STRUTS, BRACES AND HOLDOWNS X NOT REQ'D FOR GWB OR FIBERBOARD WALLS OR ONE- SIDED WALLS WITH FASTENER SPACING MORE THAN 4" o.c. IBC 1705.11.2 AWS D1.8 3. COLD -FORMED STEEL TRUSSES SPANNING 60 ft OR MORE X VERIFY TEMP & PERMANENT BRACING IBC 1705.2.4 4. WELDING OF COLD -FORMED STEEL DECK X AWS D1.3 5. WELDING OF COLD -FORMED STEEL FRAMING AWS D1.3 CONCRETE AND CONCRETE REINFORCING VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. INSPECTION OF REINFORCING STEEL INCLUDING PRESTRESSING TENDONS, AND PLACEMENT X IBC 1908.4 ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3 2. INSPECTION OF ANCHORS CAST IN CONCRETE X ACI 318: 17.8.2 3. INSPECTION OF POST -INSTALLED ANCHORS IN HARDENED CONCRETE MEMBERS: a. ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS X SEE ICC-ES ESR REPORT FOR ADDITIONAL REQUIREMENTS ACI 318: 17.8.2.4 b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 3-a X ACI 318: 17.8.2 4. VERIFYING USE OF REQUIRED DESIGN MIX X IBC 1904.1 IBC 1904.2 IBC 1908.2 IBC 1908.3 ACI 318: Ch. 19, 26.4.3, 26.4.4 5. INSPECTION DURING CONCRETE MIXING: a. CONCRETE MIXES PREPARED IN A BATCH PLANT IBC 1705.3.2 b. MIXES WITH f'c > 6000psi X 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X IBC 1908.10 ASTM C 172 ASTM C 31 ACI 318: 26.4, 26.12 7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES X IBC 1908.10 ACI 318: 26.5 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES X IBC 1908.9 ACI 318: 26.5.3- 26.5.5 9. REINFORCING BAR WELDING: a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706 X AWS D1.4 ACI 318: 26.6.4 b. INSPECT SINGLE -PASS FILLET WELDS, MAXIMUM 5/16", OTHER THAN C & D X c. WELDING OF REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT X d. WELDING SHEAR REINFORCEMENT X e. WELDING OF OTHER REINFORCEMENT STEEL X 10. MECHANICAL COUPLERS FOR REINFORCING X SEE ICC-ES ESR REPORT FOR ADDITIONAL REQUIREMENTS STRUCTURAL STEEL VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. FABRICATED AND ERECTED STEEL: a. COMPLIANCE WITH DETAILS SHOWN ON CONSTRUCTION DOCUMENTS X AISC 360, SECTION N5.7 b. APPLICATION OF JOINT DETAILS AT EACH CONNECTION X 2. INSPECTION OF HIGH STRENGTH BOLTING: a. SNUG -TIGHT JOINTS 3. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: X a. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATIONS IN THE APPROVED CONSTRUCTION DOCUMENTS X AISC 360, SECTION A3.5 AND APPLICABLE AWS A5 DOCUMENTS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X 4. INSPECTION OF WELDING: a. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELD X IBC 1705.2 AWS D1.1 b. MULTIPASS FILLET WELDS X c. SINGLE PASS FILLET WELDS > 5/16" X d. PLUG AND SLOT WELDS X e. SINGLE PASS FILLET WELDS < 5/1s" X 5. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE: a. DETAILS SUCH AS BRACING AND STIFFENING X IBC 1705.2 b. MEMBER LOCATIONS X c. APPLICATION OF JOINT DETAILS AT EACH CONN. X 6. MATERIAL VERIFICATION OF HIGH -STRENGTH BOLTS, NUTS, AND WASHERS: a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS X AISC 360, SECTION A3.3 AND APPLICABLE ASTM MATERIAL STANDARDS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X 7. OPEN -WEB STEEL JOISTS AND JOIST GIRDERS: a, END CONNECTIONS - WELDING OR BOLTED X SJI SPECIFICATIONS LISTED IN IBC 2207.1 b. BRIDGING - HORIZONTAL OR DIAGONAL 1. STANDARD BRIDGING X 2. BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS LISTED IN SECTION 2207.1 X MISCELLANEOUS VERIFICATION AND INSPECTION TASK 1. SUSPENDED CEILINGS: a. ANCHORAGE AND SEISMIC BRACING 2. STORAGE RACKS AND ACCESS FLOORS: a. INSPECTION OF CONNECTION DETAILS FOR COMPLIANCE WITH MANUFACTURERS REQUIREMENTS 3. ANCHORED VENEER: CONTINUOUS PERIODIC COMMENTS REFERENCES X X SPECIAL INSPECTION NOT REQ'D. FOR RACKS < 8' HIGH IBC 1705.12 IBC 1705.12.5.1 IBC 1705.12.7 a. VERIFY SIZE AND TYPE OF VENEER ANCHORS X VERIFICATION AT BEGINNING OF CONSTRUCTION IBC 1705.12.5 TMS402j ACI 530/ ASCE5 CHAP6 b. VERIFY SIZE AND GRADE OF JOINT REINFORCING X c. VERIFY PROPORTIONS OF MORTAR X d. VERIFY CONSTRUCTION OF MORTAR JOINTS X e. VERIFY INSTALLATION OF TIES X 4. EMERGENCY OR STANDBY POWER SYSTEMS: a. ANCHORAGE OF EQUIPMENT TO STRUCTURE 5. PIPING SYSTEMS INTENDED TO CARRY FLAMMABLE COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS AND ASSOCIATED MECHANICAL EQUIPMENT: X IBC 1705.12b a. ANCHORAGE AND BRACING OF EQUIPMENT TO STRUCTURE X IBC 1705.12b 6. HVAC DUCTWORK CONTAINING HAZARDOUS MATERIALS: a. ANCHORAGE AND BRACING OF DUCTWORK TO STRUCTURE NOTES X IBC 1705.12b 1. TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER. 2. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.6. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED AS FOLLOWS: a. PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTON STAGES b. REVIEW OF TESTING AND INSPECTION REPORTS c. REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. 3. WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.11, SPECIAL INSPECTION FOR WIND RESISTANCE AND IBC SECTION 1705.12, SPECIAL INSPECTION FOR SEISMIC RESISTANCE 4."STRUCTURAL STEEL" REFERS TO STEEL CONSTRUCTION DEFINED BY AISC 303, °CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 16 12/11/18 Design Revisions pA 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 9812, p: 2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p:253.284947o ssfengineers.com FEVIL:v.,,L-1) FOR' CODE CClsci=LlANCE APPRO 2D FED ity of Tukwila UILDING DlV1'3ICN JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet T Sheet ARCHITECTS + URBAN DESIGNERS 0 CD / O 0 7'-0"w x 20'-0" LONG x 4'-0" THICK FTG. W/ #7 @ 6"oc LONGIT. T& #4 @ 18"oc TRANSV. T&B 1"dp SLAB BLOCKOUT AT DOOR THRESHOLD, SEE ARCH. 20/S301 18/S301 @ COL. 1"dp SLAB BLOCKOUT AT DOOR THRESHOLD. SEE ARCH. 7'-0"w x 20'-0" LONG x " LICK FTG W/ #4 @ 18"oc TRANSV. T&B 5/S302 11/S402 at non-b.f. cols LAB=ON-GRAD -Wf 4 @ 18"oc E. 5/S302 ° 0 LAGPOLE & FTG. by others) 3'-0"sq x 4'-0"dp FTG. W/ (845 VERT. & #3 TIES @ 6"oc FULL HEIGHT Plan Notes 2"dp SLAB BLOCKOUT AT DOOR THRESHOLD. SEE ARCH. TRENCH DRAIN PER ARCH. & CIVIL. TURN DOWN SLAB AT EDGES 6" SLAB ON GRADE W/ #4 @ 16"oc E.W. CTRD. IN SLAB 15/S301 RECESS COLUMN BASES IN APPARATUS BAY AREA PER 10/S3 R 14/5301, TYP. I BOLLARD, TYP. OF (4) W/ 18"sq x 12"dp THICKENED SLAB Q SLAB DEP ESSION, SEE ARCH. 13TYP. 4" SLAB 0 W/#4@18 CTRD. IN ,11 TRENCH DRAI PER ARCH. O 3'-0"sq x 4'-0"dp FTG. W/ (8)#5 VERT. TIES @ 6"oc FULL HEIGHT 14/S301 3'-0"sq x 4'-0"dp FTG. W/ (8)#5 VERT. & #3-TIES @ 6"oc =ULL HEIGHT 18"w x 5'-0" FTG. 18"sq FTG. EXTENSION EXTENSION 19/S301 1"dp SLAB BLOCKOUT _AL.DOOR THRESHOLD_ SEE ARCH. 0"sq x 12"p ICKENED SLAB / (3)#4E:W'gBOT. i-'dp SLAB-BLOCKOUL aT DOOR THRESHOLD. EE ARCH. i(16\ S HD1 HD1 HD1 HD1 HD1 HD1 HD1 HD1 0 AT LOW ROOF BUILDING AREA OUTLINED WALLS ARE DESIGNATED SHEARWALLS. SEE 20/S501 FOR CONSTRUCTION REQUIREMENTS HD2 STEP FOOTING AT GRID 6 & B1 AT EXTERIOR COURTYARD PER 10/S302 AS REQ'D. COORDINATE W/ CIVIL & ARCH HS, 4x4x1/4 TYP. EXTERIOR FTG. IS 24"w 12"dp W/ (345 CONT. LONGIT., STEM WALL (where occurs) IS 8" MIN. THICK W/ #4 @ @ 18"oc VERT. & #4 CO 2"oc HORIZ., BOT. OF FTG SHALL BE HD2 18" MIN. BELOW ADJACENT GRADE 1"dp SLAB BLOCKOUT- AT DOOR THRESHOLD. SEE ARCH. Legend TYP. EXTERIOR FTG. IS 24"w x 12"dp W/ (345 CONT. LONGIT., STEM WALL (where occurs) IS 8" MIN. THICK W/ #4 @ @ 18"oc VERT. & #4 @ 12"oc HORIZ., BOT. OF FTG SHALL BE 18" MIN. BELOW ADJACENT GRADE 0 ■■■■■■■■■■ ii■■iiiii.x III MIRIMINE MN II IN NM INEMNIUMEIMM 20/S301 typ. 20/S301 TYPICAL EXTERIOR WALL: SIDING PER ARCH. OVER SUREBOARD 200 PANELS OVER 800S162-43 STUDS @ 16"oc. FASTEN SUREBOARD TO FRAMING PER SCHEDULE 20/S501 J SLAB EL. +6" 6" SLAB FOR TRANSFORMER. REINFORCE SLAB W/ #4 @ 18"oc EACH WAY, CENTERED IN SLAB (locate per arch.) 1"dp SLAB BLOCKOUT AT DOOR THRESHOLD. SEE ARCH. Foundation Plan 1. SEE SOILS REPORT FOR SITE SOILS CONDITIONS, OVER -EXCAVATION AND BACKFILL REQUIREMENTS. FOUNDATION DESIGN ASSUMES FOOTINGS BEAR ON NATIVE SOILS OR COMPACTED STRUCTURAL FILL PER SOILS REPORT RECOMMENDATIONS. 2. THE BOTTOM OF ALL NEW EXTERIOR FOOTINGS SHALL BE 1811INIMUM BELOW ADJACENT FINISHED GRADE. INTERIOR FOOTINGS SHALL BEAR 18' MINIMUM BELOW FINISHED FLOOR LEVEL 3. APPARATUS BAY INTERIOR SLAB ON GRADE SHALL BE 6"MINIMUM THICKNESS REINFORCED WITH #4 AT 16" 0.C. EACH WAY CENTERED IN SLAB. PROVIDE 15 MIL VAPOR BARRIER BELOW SLAB OVER 6"MINIMUM CAPILLARY BREAK MATERIAL AND SUB -GRADE PER SOILS REPORT. 4. BUILDING INTERIOR SLAB ON GRADE SHALL BE 4" MINIMUM THICKNESS REINFORCED WITH #4 AT 18'O.C. EACH WAY CENTERED IN SLAB. PROVIDE 15 MIL VAPOR BARRIER BELOW SLAB OVER 6' MINIMUM CAPILLARY BREAK MATERIAL AND SUB -GRADE PER SOILS REPORT. 5. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 6. SEE ARCHITECTURAL SLAB PLAN FOR ALL SLAB DEPRESSIONS, SLOPES, AND EDGE BLOCKOUTS AT OPENINGS. • HDx SHEARWALL HOLDOWN PER 17/S501 SW INDICATES SHEARWALL PER 20/S501 Scale: 1/8" = 1'-0" 6" SLAB ON GRADE W/ #4 @ 16"oc E.W. CTRD. IN SLAB r 0 0 0 0 TURNED DOWN SLAB EDGE ON 24"w x 12"dp FTG-(GENERA I OH-& TRASH ENCLOSURE AREA > 1 17/S301 0 o / 0 0 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTEF; 0 Al2/11/18 Design Revisions 1pA 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98121 p: 2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA g8402 p: 253.284.947o ssfengineers.com REViE t..L I�C DE CC:ViaEAt F G2 J City of Tukw! BUILDING DIVE.-:C� JURISDICTIONAL APPROVAL TAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title ' FOUNDATION PLAN ARCHITECTS + URBAN DESIGNERS D z uJ z 0 Sheet 16/S402 C12x20.7 @ APP. BAY DOOR LEVEL SEE ARCH. FOR REMOVABLE HANDRAIL AT FLOOR EDGE STEEL STAIR: C12x20.7 STRINGERS W/ 12ga PAN & CONC. TOPPING TREADS TYP. 12" COMPOSITE OPEN WEB STEEL JOIST @ 5'-0" W/ 11/2" 20ga METAL DECK & 21/2" CONC. TOPPING REINF. IN SLAB. PROVIDE 1/2"0 WELDED HEADED STUDS PER JOIST SUPPLIER D. 9/5403 Elevation S402 BRACED FRAME". HSS 4.Ox0.25 ME.8RA ES:E-TYP. W12x19 S ORAGE L'Bf ACED FRAM Elevation HSS 4.Ox0.25 S402 BRACES TYP. 14/S402 C12x20.7 8x4x3/8 TOP OF DOOR BRACED FRAME HSS 4.0x0.25 BRACES TYP. 2/S403 4/S403 HSS 8x4xj8 TOP OF DOOR Wt2x1 14/S402 FLAGPOLE (by others) Plan Notes -0 1. TYPICAL ROOF DECK IS 11/2" 20ga B36 METAL DECK OVER STEEL JOISTS PER PLAN. SEE ARCH. RCP FOR JOIST LAYOUT. 2. LATERAL LOAD SYSTEM AT LOW ROOF BUILDING AREA IS LIGHT GAGE STEEL STUD WALLS W/ SUREBOARD SHEATHING 3. NOT ALL ROOF DECK OPENINGS OR FLOOR DECK OPENINGS ARE SHOWN. SEE ARCH. & MECH. DRAWINGS. REINFORCE FLOOR OPENINGS PER 16/S401 OR 20/S401. REINFORCE ROOF DECK OPENINGS PER 20/S402. OR LEVEL 5/S403 HSS 8x4x/8 TOP OF DOOR BRACED FRAME HSS 4.0x0.226 BRACES TYP. HSS 8x4x3/8 TOP OF DOOR a ® TOP OF-D00 sim. THIS AREA OF ROOF TO BE USED FOR DRILLING. LIVE LOAD = 50psf, USE 18ga METAL DECK THIS AREA W12426 RHRV 3000# HRV-2 1500:# J� L. .:J (7) W12x26 LOW C12x20.7 ABOVE LOW ROOF W1.r1"x26 8/S403 16K5 OWSJ ® 4'-0"oc MECH. SCREEN WALL ABOVE/ 10/S402 typ. �twn. joists W12x26 TYP. EXTERIOR WALL W/ BRICK VENEER: 600S162-43 STUDS ® 16"oc SHEATHED W/ SURE —BOARD 200 PANELS, ANCHOR MASONRY VENEER TO WALLS W/ MASONRY TIES PER GEN. STRUCTURAL NOTES. SEE 20/S501 FOR ADDITIONAL INFORMATION Legend OWSJ • • < > C=xx" 0/S4g2 typ. btwn. joists 2x26 14K1 OWSJ ® 4'-0"oc W12x26 C4x7.5 CANOPY FRAME OPEN WEB STEEL JOIST SPAN DIRECTION SPAN EXENTS BEAM CAMBER MECHANICAL UNIT SUSPENDED FROM STEEL JOISTS L ED 0 ENT CONNECTIO 3/S403 CJ/Jx REFERENCED OWSJ LOAD DIAGRAM PER S102 Rd TU SU 5/S403 sim. W12x26 (2 span 8/S403 14K1 OWSJ 4'-0"oc ROD, CLEVIS, AND TURNBUCKLE CANOPY SUPPORT x26 HSS 2x2x1/4 BETWEEN WT'S 14K1 OWSJ 4'—O"oc WT8x13 TYP. HSS 8x4x1/4 (low) BETWEEN COLUMNS AT CANOPY LEVEL W12x26 W12x26 - W12x26_ WT7x13 EQUALLY SPACED , CLEVIS, AND NBUCKLE CANOPY PORT 5/S403 sim. Low Roof / Mezzanine Framing Plan Scale: 1/8" = 1'-0" 5/S403 sim. 15/S401 typ. FRAMED PARAPET W/ MASONRY VENEER TYP., PROVIDE HSS 3x3x1/4 VERT. BRACE © 8'-0" © PARAPET WALL TYP. 11/2" 18ga METAL ROOF DECK W12x19 cbj W12x26 10/S401 N_ g W12x19 Wt2x30 \ W12x19_:�u 3/5401 /' / W1.22x19 W12x19 3/5401 W12 1' 9 0 o (-3 / 0 0 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Al2/11/18 Design Revisions 1pA 12/11/18 Permit Corrections#1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA Om p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p:253.284.947° ssfengineers.com brViEi�. L t ti r` E PPRCA/ D City of Tukviii BUILDING DIVIClO JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 LOW ROOF / Sheet Title MEZZANINE FRAMING PLAN Sheet ARCHITECTS + URBAN DESIGNERS D LU LU 0 ' 0 FRAMED WALLS BELOW GRID 2: 600S162-43 STUDS @ 16"oc SHEATHED W/ SURE —BOARD 200 PANELS, FOR FIRE RATED WALLS, SURE —BOARD PANELS TO HAVE TYPE—X GYP. WALL BOARD, ANCHOR MASONRY VENEER TO PROVIDE HSS 3x3x1/4 VERTICAL BRACE @ 8'—O" AT PARAPET WALL, TYP. L21/2x21/2x1/4 OUTRIGGERS 4'-0"oc r-- < DN L2x x/4 BTWN. OU " GGERS BRACED FRAME HSS 4.0x0.25 M€BfBAGESRTi. 203 12K1 OWSJ 4'-0"oc J1 ECH PLATFORM 202 5/S40 STORAGE RAPCE FRAM HSS 4.0x0.25 BRACES TYP.� (COMP 18x35 1 1 0 RACED FRAME HSS 4.0x0.25 BRACES TYP. I 18x HWi 10/'03 L2x2x1/4 BTWN. OUTRIGGERS L21/2x21/2x1/4 OUTRIGGERS l© 4'-0"oc 0 2.1 10/S401 W18x35 i Plan Notes 1. TYPICAL ROOF DECK IS 11/2" 20ga B36 METAL DECK. 2. SEE SHEETS S401 & S402 FOR TYPICAL STEEL DETAILS. 3. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. MC18x42.7 CLOSURE, 3—SIDES AT HIGH ROOF, TYP. 14K1 OWSJ ® 4'-0"oc W24x84 C=3/4" 20K4 OWSJ ( 4'-0"oc RV-3 L160#J 24x84 C=3/4" 14K1 OWSJ 4'-0"oc BRACED FRAME HSS 4.0x0.25 BRACES TYP. W18x35 4. NOT ALL ROOF DECK OPENINGS OR FLOOR DECK OPENINGS ARE SHOWN. SEE ARCH. & MECH. DRAWINGS. REINFORCE FLOOR OPENINGS PER 16/S401 OR 20/S401. REINFORCE ROOF DECK OPENINGS PER 20/S402. Legend OWSJ • • < > C=xx" O RV'I ri it 0 O 0 0 OPEN WEB STEEL JOIST SPAN DIRECTION SPAN EXENTS BEAM CAMBER ED MOMENT CONNECTION CJ/Jx REFERENCED OWSJ LOAD DIAGRAM PER S102 CD EF RV EF O High Roof Framing Plan Scale: 1/8" = 1'-0" 0 CD 0 0 O RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Al2/11/18 Design Revisions to 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98m p: 206.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 984o2 p:253.284.947o ssfengineers.com iLt tr.:L r:U CODE CC LIANN1 APPR(.yvE;` ity of Tukwila UILDING DlVi ION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date Sheet Title Sheet 10/15/2018 HIGH ROOF FRAMING PLAN 3 ARCHITECTS + URBAN DESIGNERS D W Reinforcing Splice and Development Length Schedule For fc = 4000 psi, Grade 60 Reinforcing 0 Minimum Straight Development Length (Id) Table BARS TO slab Depth Dowel Size Dowel Spacing SLABS SUBJECTED TO WHEEL 5"-6" LOADS:CORNER 3 x14" /4"0 12"oc CORNER BARS TO CORNER SAW CUT CONTROL JOINT. FILL 7"-8" JOINT W/ SEMI EPDXY 1"0 x16" 12"oc BARS TO MATCH CROSS WALL CORNER BARS TO MATCH CROSS WALL MATCH EXTERIOR HORIZ. REINF. MATCH HORIZ. REINF. HORIZ. REINF. HORIZ. REINF. (alt. hooks) Bar Size TopBars Other Bars -RIGID " OR POLYUREA W/ MIN. SHORE 9"-11" A HARDNESS = 80 11/4" x18" 12"oc #3 18" 14" �� SECOND POUR FIRST POUR #4 25" 19" X >> #5 31" 24" SEE PLAN FOR SLAB SLABS NOT SUBJECTED TO WHEEL THICKNESS AND LOADS: \ 1/s" PROVIDE GREASED SMOOTH #6 37"28"REINFORCING (typ.) - a :-- PRE -MOLDED CONT. MASTIC SEE PLAN FOR SLAB JOINT STRIP. (joint may be saw THICKNESS AND cut at contractors option) REINFORCING (typ.) DOWEL PER TABLE ABOVE CENTERED @ CONSTRUCTION JOINT / #7 54" 42" #8 62" 47" ADDITIONAL VERT. BARS TYP. CORNER BARS: 24 N ADDITIONAL VERT. BARS TYP. CORNER BARS: 24 #9 70" 54" , \ PO 78" 60" rm ,=,a • #11 11 Minimum 87" Lap Splice Lengths 67" (Is) '0•4 Si;S+;��•S i 01;O+;e�;•`0r••; ; :i'� �;' To. • ••• ♦, c•. r•• i4• •I• �a. O • -• i,• •�• for e. r ,/ '/ / , / r r </ / / \j\/ \�y\\j�`\\/ \j�\� \\`/%jX \j\\j `\�\� f/" /\fj\//\//\/.\// /\//\//\// ,/, .\r \i\i\i\i\/, ix,/xi r\\i\\i\\%\i\\i\\i\\i\\/ FOR D GREATER THAN 4" IN THICKNESS,PLACE REINFORCING WITHIN TOP 2" OF SLAB / �/ r r / \\\/\\\t\�\\\ \\�`\\\\/\\'\ \\\\\\,`\\�\\\\\\\\/\ j\�am/ram//�/��/�/�/ ///////////r/j//j : '\\l1\r\\/..Y\\/\\/.\\/ \r\\i /\\/\\/\\/�\�X\f\\�\\\r\\% CROSS WALL CROSS WALL Double Curtain Single Curtain Bar Size Top Bars Other Bars TERMINATE EVERY PLASTIC VAPOR BARRIER OTHER BAR AT JOINT PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK AND COMPACTED GRANULAR FILL PER PLAN #3 24" 18° #4 32" 25" PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR FILL PER PLAN Control Joint UP SLAB INTO RECTANGULAR AREAS OF 250 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO Construction Joint #5 40 31 Typical Corner Bars at Concrete Walls and Footings 5 #6 48" 37" #7 70" 54" ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. #8 80" 62" Typical Slab Joints 3 #9 90" 70" #10 102" 78" SEE ARCH. DRAWINGS 16 col. & ftg. #11 TOP BARS ARE IF CLEAR CONCRETE THE BAR, OR THAN 3 BAR DIAMETERS, Minimum 113" HORIZONTAL BARS WITH MORE CONCRETE CAST BELOW COVER IS NOT GREATER THE CENTER TO CENTER SPACING THEN LENGTHS SHALL Embedment Lengths For Standard End 87" THAN 12" DEPTH OF THEM. THAN THE DIAMETER OF IS NOT GREATER BE INCREASED BY 50% Cdh 9 ( ) Hooks 12/11/18 Design Revisions �.• CONSTRUCTION/CONTROL JOINTS PER 3/S301 ,I l COLUMN PER • S . 1/2" I - PLAN FOR EXACT LOCATIONS #4 CONT. AT OPENINGS #4 x ®18"oc , MASTIC JOINT `L AROUND COLUMN (typ.) SEE ARCH. I BASE PLATE PER 18jS401 OR 11/S402 ON 3/4" NON - SHRINK GROUT SEE PLAN FOR SLAB THICKNESS AND OF DEPRESSED SLABS REINFORCING (typ.) APRON SLAB PER CIVIL SEE PLAN FOR SLAB Bar Size Length • DEPTH OF DEPRESSION PER ARCH. DRAWINGS (1.5 t max.) THICKNESS AND REINFORCING (typ.) �i , SLAB ON GRADE PER PLAN (typ,) l ISOLATION JOINT #3 6" 1 THICKNESS VARIES #4 7" 1 COLUMN PER PLAN, I PER 9/S301 J • .�. ;/\y Y\Y \` -4, \//\//\/\//\/'\//\//\ A�: tfro r / / sot et i'i� � \ / / '/ E /%\\/ i\/i\ \fir\ \\/i % //i/ f\//,\//,i` \i\%/ /i\ /\%\% 7r,�/i\/r\//\//\//\\/\//\\ r -I # 7 12" PROVIDE MASTIC .- -- 60 o • %/\\/////,� ,\/\\i///\\ \/i�� i\\//'\/j'\ij\\ 2 �/i��/i��r�/% \ \\\//\\/\�Y \ i���:ri�/i��/r�i/i��/i `D 2>7/ — . / ; i . > �; \/\ — — —i \/ r, \//,/\.'\r /\ /\, r•\ /\ AN y\ / //› - - AROUND COLUMN • ' • '� : '.• • ' • - �;� ��,•;i�.. - • •.141012111.0.14 #8 13 .;rt .� � „�. PER ARCH. r\/\y /` i\\j\\j\\/\ I ; \j\/\\/ min. PLASTIC VAPOR BARRIER , ` / \\ r\\//� \ 10 17"1-0" JOINT AT COLUMN MAY BE ROUND AT CONTRACTOR'S OPTION. COORDINATE JOINTS /j\\/j\/j\l \�/%\\\ ,I yj/j // // / i \/%\\ .\\. FILDL PER PLAN GRANULAR TRENCH DRAIN CIVIL ®'SIM' SEE SOILS REPORT % �\���'��\�jj���\�\�`� /\ PER x i.\ /) \/\r/' ‘r/\.;Si\ 8" ,7\/\/\ rx>\\/\''>. 8" 8" (3) #5 CONT. /� #11 1. SIDE COVER MUST 2. END COVER FOR 19" BE EQUAL TO OR GREATER 90' HOOKS MUST BE EQUAL Reinforcing Development THAN 21/2" TO OR GREATER THAN 2" Splice Length & Length (4000psi) 0 W/ ARCH. ./\/ \ 4, � / \/. Plan View \/j\/„\// // , ,,/ //\/i\//\/f�//\/%\/i\//�/, �/f\// ��//�// \\/,/,*> �.\\n\`.\\n \,, ;\\.\ A\\n\�\\,,,\\\\A\.\A i//,////�/j\/f//�\/,/// ,,, /i\/i�/'/\\/i �/V\' A\,,,,, , &n\, Typical Depressed Slab 7 / / FOR FOOTING DRAIN REQUIREMENTS Typical Turned / -Down Slab Edge 8 Typical Slab Isolation Joint 9 FOOTING SIZE AND REINF. PER PLAN Typical Recessed Column Base 1 0 Reinforcing For flc CI Minimum Splice and Length Schedule = 3000 psi, Grade 60 Straight Development Development Reinforcing Length (Id) 1" WIDE, COMPRESSIBLE MATERIAL EACH SIDE OF GUSSET IR AT SLAB ISOLATION JOINT IN 0 o- IAA 12/11/18 Permit Corrections#1 Rev Date Issue Bar Size Top Bars Other Bars • o c.. o D - STUD WALL PER PLAN W/ SURE -BOARD SHEATHING PER 20/S501 CTRD. ON FOOTING #3 22" 17" Tukwila Fire Station 51 Project No. 00021-2017-01 I " " ( `%j%// \\ \\,,\\ `�j/%/l %j%//< \ \\ \ GYPBOARD SHEATHING PER #4 29" 22" SLAB PER 9/S301 la 4 �— CO 16"oc #5- 36" 28' r r7 o � (0)- ��-' /\/ \// \/\ '� /�A —�''y \\ /\/� r//\//\ \j\/ ARCH. @ SIM. COORD. W/ ARCH. # x #6 43" 33" wy\\ / /j., v,> r,/ \f/AA/�� / / //\ t.o. footing v v. \ SLAB & REINF. PER Tj1�( 63" 48" \ TRENCH DRAIN PER PIPE SLEEVES AS READ. �\�4./. •\//\//\; \\�/\\j '\\/\ r\/ \j\r r\//� \/\`�/ \ >j\/\ E 4" SLAB PER PLAN 4 /\//\//\/ /NY \Y/\f ARCH. & CIVIL DWGS. PLAN OVER SUB -GRADE #8 72" 55 i\�/\�/\l� / // /X I I \\/\\/\\/\\/� i��/�/� /� BOLTS PER SOILS REPORT 9 81" 62" s'\, , t . H CHOR /,_ / r //\j/, f/////� 1.1 /\ ' \ PER 8/S402 # 10 �7//\//\��f���\/\j \ ' E \\\ r/ /-`�`y///� MIPtrik \ \ \ \J/ //\ . ' ...,. ,t r//1 1 I t I , I/\/\ /\\ \\/\. 1\/\ /\/\r \\/\� 11 Minimum Lap Splice Lengths (`s) r\//\� \//� ' I I , -� -� t �- • /�//\ VERT. REINF. & �� \\� L r\\r \\//`, %/,;..,%\\ / \, \`; \\ \\, \� \ \/\\j/\\j t /\' \\/ ,\j/\\����\ \\���, / r :,\//� `�' .:: /. R� I•Y • NW %\ `\\ 1 optt- R- t wvii •� O *II\/\/\/�, r\i/: r\ 1 m \\/� /\//� \\ r\//\ • , TIES PER PLAN ,,\`"< �/� //, / \% `%\%\ `/ \/ \%\% /\//\/.., Ns/ \//\//\//.\//\ \ \/c� ?,�/iA ' /r::/i;/i�/i;/i�ir�/ / / 'i / \''/\Ii, ///////\ ` /;/ \ ` %\/\% `/ \////// //,/ Aii��/i��ii;�/i`��i��'i��i% \/ \ ' \/ �\ /\\ � \ ' \/ \ \ \'\ �\ �\ /\ /\ / \/\.\ \/ \/ \/ \ \ / / /\ : /\ ' /\ /' /� /\ �1-6 / \/\ / \/ \/ \ /\��' \ /� \/\\//\//\\' 7 ,\/�/�/\/� //',) ,. "40• • • vs• >i , .�„�:� '��0- \/\//\\//\\/\ /\/ /�/\, %//\//�rj�/ \/\\/\\/\\/� /�//\//��%\/%\//\///\\/ \/\/\/\\f\\/\//\r\\/\/\/\\r\\/\\r\\/\\/\\r\min.`r\\\\\`/ 2'-0" min. r!//�/j\//�/j�\j�/ �f , .., ///>, „ A v\\ EXCAVATION ' ,/\/%//\/// . x• ,•, , //\ .///// \ j CONT. BOT. STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98121 p:2o6.443.6a2 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p: 253.284947o ss engineers.eom ,// •• FTG. PER PLAN ,/\'\/\\ i/\///\/ Bar Size Top Bars Other Bars / /< i�/% / /\ NOT ALLOWED BELOW 24" (3)#5 # 3 28" 22" THIS LINE Pipe and Trench Locations 12 Interior Thickened Slab 13 \/A / r/›- % #4 37" 29" #5 47" 36"\jam .. � FOR CALLOUTS #6 56" 43" \'('.\'\\'\\'\`'\`'\\'\`'\\'\`'\\\� ;//\; 11/2"\clr\ ///\//\/i\ii\ii\ii\ii\i\f'/ \\, �\./\\�\\�\�\\.�\�\\��'\A '‹ IN COMMON SEE 8/S402 #7 81" 63" #8 „ 93 72 " ,f cover 3 -0 14 Trench Drain 15 #9 105" 81" #to 118" 91" HSS ri 31/2" AT GRID 1 ov �' 3' ��•�. � � .. �Ip 1 v� ,• .k #11 TOP BARS ARE IF CLEAR CONCRETE THE BAR, OR THAN 3 BAR DIAMETERS, 131" HORIZONTAL BARS WITH MORE CONCRETE CAST BELOW COVER IS NOT GREATER THE CENTER TO CENTER SPACING THEN LENGTHS SHALL 101" THAN 12" DEPTH OF THEM. THAN THE DIAMETER OF IS NOT GREATER BE INCREASED BY 50% "" f fi; 21/2" ELSEWHERE face of curb. 6x6 COL. PER PLAN nu •mi�/� BASE /2 1/2"x6"xl'-0" , x6 x1 0' W/ / ; INSULATION & AIR GAP PER ARCH. Minimum Embedment Lengths (;/dh) H �' ti EXT. WALL PER PLAN & 20/S501 ANCHOR BOLT PER 5 (2) /8 0 A.B. ANCHOR BOLTS CAST IN @SLAB (embed 6) MUST BE EDGE BRICK RETURN ON 8" , ' CMU BLOCK, BEYOND �/ / % 6 STEEL STUD WALL PER PLAN, TYP. For Standard End Hooks 12db RECEIVE ®f DEG t�l'v���. CODE Ai�i•%�r:sv.�'� TUK,/L� 1 44 �. u,t .� CC i L' C C-.: RCt.: 6 c . of Tuk�n it NG I�et�ir V'! BRICK VENEER PER ARCH. 20/S501 / CONDITION METAL PANEL &INSULATION W/ TIES PER GENERAL 3 8" MIN. THICK STEMWALL W/ a � Bar Size Length %' STRUCTURAL NOTES — (2)#4 AT ANCHOR BOLT PP,2 sides 3ld s ARCH. '', #4 HOOKED DOWEL © 18"oc & #4 HORIZ. CONT. SLAB ON GRADE / ` I /16PER #3 11 6 CdTY PAVING BY OTHERS PER PLAN + \ y 8" CMU BLOCK,CONT. #4 8" 4" CMU BLOCK FILLER ®�/ ° FULLY GROUTED W/ #4 SLAB ON GRADE PER ►; 3" #5 „ 10" \ „" 3/1s IF 2 sides AT BRICK RETURN tf ® HOOKED DOWEL 16"oc & #4 CONT. TOP / PLAN OVER INSULATION PER ARCH. AND SUB #6 12 \ ij\%j�//\j�'//� . _ �, EFi , v11Tt=iJT� =+ JURISDICTIONAL APPROVAL STAMP •, �- GRADE PER SOILS REPORT #7 14" i\\jr\\j/\\j�\j/\ ;; _%%//,� E i� : '' +'�' ;' FOOTING DRAIN 1I" '"` • PER /" - //\\ �i 8 16 ////fi' //\\/�\%i4 tj CIVIL = i i\%\ \�/\/// • '�i • rI I• •• • #9 18"- sii! ► /• y y,• • r• * ' 'k0 — ® • Ir. •.• cr. •.• .• y Z / /\, • �\/ \ �, R• • e. e. .... Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title CONCRETE DETAILS Sheet , \//\�/\`\ LONGIT. �j/�< j\j\\\:/\\/�\\��\��\�/�\ �4` \�\\�\:a\��\��\�\\��\\ \\\/% ' 11 1. SIDE COVER MUST 2. END COVER FOR 22"\�/\�\//V/\ BE EQUAL TO OR GREATER THAN 2/2" 90' HOOKS MUST BE EQUAL TO OR GREATER THAN 2" Reinforcing Splice Length & Development Length (3000psi) 16 S°, r / 2'-0" (3)#5 ��/ , /\// / /\\\\\/\\\\\/\\A\i\\�\\\\: // ,/ /r ,r ,r ,r'///: / // // // //\/,///\r / •/ /r ,r // ,r r .,r✓/: �//\//\//\/\//\, /). A %/%j\///,,\ \\\\\\A\\/\\/\\/\\/\\\\\/\\/\\: � c'i. \ M / / s. FOR CALLOUTS IN COMMON REFER 20/5301 G. FOR CALLOUTS �jj\� :\\, ' l / / ' / ' / �iryr\\jr\\j\jrj�'�`;\j / IN COMMON CONT. LONGIT. TYP. ,<\\��\\��\\��\\.\\��\\<\ A\� WATERSTOP PER ARCH. REFER 20 S301 (3)#5 FOOTING PER PLAN 17 1 _e 2'-0" 19 -r A 20 ARCHITECTS + URBAN DESIGNERS D LLJ 1 C Col., Grid &.Ftg. /// ' BRACED FRAME COLUMN BRICK VENEER PER ARCH. W/ TIES PER GENERAL STRUCTURAL NOTES '' �; ,-. j �/ PER PLAN (beyond0 6" STUD WALL s BRACED FRAME BASE IR PER 8/S402 STEEL PER PLAN, TYP. % per arch. BLOCKOUT/ISOLATION JOINT 7 ; 8" STEM WALL PER 9/S301 SLAB ON GRADE PER 4 CONTINUOUS PLAN C) G ,,Vvj ,/A/. © Ij ll� ##418Oo KED DOWELS •\\/(\\/\- o �'r cx. xxx v< cx�vcx y • vtempoIsIIoIIII \,/\ ��o ,' %�\i\�/\%\�/\� 4 CONTINUOUS //\� !/ I II '; ri /'j\/, i\i\\ /// TRANSVERSE C© 18"oc xj\� /< /�\ Co #4 f/ • TOP & BOTTOM \\\ /�� /\f< — #7 {© 6"oc LONGITUDINAL \ \� TOP & BOTTOM \ \y/\y\y FOOTING PER PLAN 0 0 0 0 0 • 0 • ej\ 0 0s, e//,/ \\\ \\/ \ \\// //� ./ \ \//•/\\\�\/•\'�`•�f/\fof\.•. ,,,J/›f�///,›''\//%/��i�,.//f„/,/.,/,/\,f�ff/.%,a/f,.,/f,/f��,% 5 7 8 D 3'-0" min. 12/11/18 Design Revisions CONCRETE WALL ADD DIAGONAL IN WALL TO MATCH WALL REINF. o x 0 E , j\\// ti��\,\j/f \// /\� • o /. NORMAL FOOTING •;A\�w yv• vy"v- vy v/A REINFORCING f�/\ ///s/%/%!/%/i</�/ ADD BARS TO %</, MATCH NORMAL //f- o en REINFORCING // • . ` `/ < �� ,\ LINE OF EXCAVATION %,% /,'' ,//:%i�i 7, //,/, NORMAL FOOTING REINFORCING6 J1�1 9 Typical Stepped Footin 1 0 1 Al 1 2 1 3 1 4 15 f I A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too • Seattle, WA 38121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p: 253.284.947o ssfengineers.com 1 6 1 ! 1 8 1 9 DECEIVED CITY OF TUKWILA - ® DEC 1 2 2018 PERMIT CENTER 20 • IN 1l iL e L•% :� CODE ®CC. 1?i ,_LAII: L AI�Ir RCi r:-^?' FED `'/c pJ ity of Tukvvila =' ILDING DIVIOION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title FOUNDATION D ITAILS Sheet a2 CC W z u L W Q ce 1- LJ W 2 LJ ce D UJ 111 11121111111191 1 2 BEAM BOTH SIDES WHERE INDICATED ON PLAN BEAM SIZE PER PLAN, TYPICAL PLATE THICKNESS AND BOLTS PER 5/S401 Typical Beam to Beam Connection 3 FACE OF SUPPORTING 23" MEMBER 4 max. 2x BOLT 0 size per schedule BEAM SIZE PER PLAN SHEAR PLATE SIZE AND BOLTS PER SCHEDULE Lev = 11/8" FOR 5/8" BOLTS 11/2" FOR 3/4"0 BOLTS 13/4" FOR 7/8"0 BOLTS Shear Plate Schedule Beam Size No. of Bolts Bolt Size Plate Thickness Weld Size C6, W6, MC7 2 5/8"0 @ 2" SPACING 1/4" 3/16" MC8, MC9, MC10 C7, C8, C9, C10, W8, W10 2 5/8"0 1/4" 3/16" C12, C15, MC12, W12, W14 3 3/4"0 1/4" 3/16" W16 4 3/4"0 1/4" 3/16" W18 4 3/4"0 5/16" 1/4" W21 4 7/8"0 3/8" 5/16" W24 5 7/8"0 3/8" 5/16" W27 6 7/8"0 3/8" 5/16" W30 7 7/8"0 3/8" 5/16" NOTES: 1. STANDARD OR SLOTTED HOLES MAY BE USED. 2. BOLT TYPE A325N. 3. E MATERIAL — A36 4. SEE EXTENDED i DETAIL FOR COLUMN WEB CONNECTIONS. Typical Single Shear Plate Connection and Schedule 5 1. FOR HOLES 4" DIA. OR LESS OR 4" SQUARE OR LESS: NO STRENGTHENING IS REQUIRED PROVIDED THAT HOLES ARE NOT CLOSER THAN 12"oc 2. FOR HOLES GREATER THAN 4" UP TO 8" DIA. OR 8" SQUARE: PROVIDED HOLES ARE NOT CLOSER THAN 3'-0"oc #4 TRIM BAR (4 SIDES) EXTEND 2'-0" BEYOND OPENING 6" MIN. TERMINATE PLATE ON RIDGE TO WELD Section at Deck With Concrete Fill W Section A 12 GA. STEEL STRENGTHENING PLATE 12" WELDS 4"oc MAX. 2" LONG FILLET WELDS EA. RIDGE Square or Round Holes of Deck Without Concrete Fill 3. FOR HOLES GREATER THAN 8" UP TO 24" DIA. OR 24" SQUARE: PROVIDE L 2x2x3/16 AS SHOWN BELOW: 3" max 24" 3" HOLE max. 3/4" plug welds typ. 2 FLUTES FOR C=8" TO 14" OR 3 FLUTES FOR C=14" TO 24" (TYP.) #4 TRIM BAR (4 SIDES) EXTEND 2'-0" BEYOND OPENING Floor Deck Reinforcement at Small Openings 1 6 NOTIFY ENGINEER FOR DIRECTION IF EXCEEDED #4 CONT. PER PLAN EDGE FORM BY METAL L 12" max. DECK INSTALLER — DESIGN SUCH THAT SHORING IS NOT REQUIRED SHEAR CONNECTORS PER PLAN WHERE OCCURS per deck "welding notes 32 #3 x L SPACED PER SCHEDULE BELOW * 3/4" CLR. FROM T.O. SLAB SEE PLAN FOR METAL DECK AND TOPPING WF BEAM PER PLAN Spacing Schedule L < 41/2" * OMIT #3 BARS 41/2" < L < 8" 32"oc 8" <L < 12" 12"oc Cantilevered Floor Deck Parallel to Beam 7 SHEAR CONNECTORS PER 13/S401 AND GENERAL STRUCTURAL NOTES Perpendicular COMPOSITE DECK COMPOSITE BEAMS LAY OUT DECK TO PROVIDE 3" MIN. CONTACT BETWEEN LOW FLUTE AND FLANGE Parallel Composite Beam to Deck Connections 8 REINFORCING PER PLAN 13/4" MIN. ASC B36, G60 Coating w/ Following Min. Properties PANEL WIDTH = 36" 20 GA. I = .240 in4 S+ = 0.233 in S— = .246 in 3 Fy = 38 ksi; min. MIN. SHEAR CAPACITY REQ'D = 500#/ft 1. USE 20 GA. DECK AS NOTED ABOVE. DECK SHALL HAVE 100 PSF SUPERIMPOSED LOAD CAPACITY. 18 GA. DECK SHALL BE USED FOR ANY SINGLE AND DOUBLE SPAN CONDITIONS EXCEEDING 6'-6" EA. SPAN AND ANY TRIPLE SPAN CONDITIONS EXCEEDING 9'-6" EA. SPAN. MAXIMUM SPAN OF 20 GA. DECK IS 6'-0" FOR SINGLE, 6'-6" DOUBLE SPAN CONDITIONS AND 7'-0" FOR TRIPLE SPAN CONDITIONS. 2. NOTE 1 ASSUMES SHORING WILL NOT BE USED. 3. PROVIDE (4) 1/2" DIAMETER EFFECTIVE PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. 4. PROVIDE 1/2" DIAMETER PUDDLE WELDS AT 4"oc WHERE DECK ORIENTATION CHANGES AND OTHER SUPPORTS PARALLEL TO DECK FLUTES. 5. CONNECT DECK SEAMS WITH BUTTON PUNCHES @ 36" o.c. 6. DECK TYPE MUST STRICTLY MEET CRITERIA LISTED ABOVE INCLUDING I.C.C. RESEARCH REPORT ALLOWABLE SHEAR AND SUPERIMPOSED LOADS. SUBMIT DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 7. REINFORCE DECK OPENINGS PER 16/S401 & 20/S401 Typical Floor Deck 9 AT CORNER COLUMNS EXTEND PLATE FOR LARGER BEAM THHOUGH X SIZE WT TO SUIT TUBE DIMENSIONS 1/4 CAP E WHERE COL. TERMINATES per 5/S401 PLATE PER 5/S401 Plan Views DIMENSIONS PER 5/S401 per 5/S401 WT SECTION W/ WEB AND FLANGE THICKNESS AT LEAST THAT OF PLATE THICKNESS AS SPECIFIED IN 5/S401 SHEAR PLATE PER 5/S401 HSS Column Connection 10 NOTIFY ENGINEER FOR DIRECTION IF EXCEEDED PER ARCH. L 18" max. #4 CONT. EDGE FORM BY METAL DECK INSTALLER — DESIGN SUCH THAT SHORING IS NOT REQUIRED SHEAR CONNECTORS PER PLAN WHERE OCCURS per deck welding notes 32 #3 x C_ SPACED PER SCHEDULE BELOW * 3/4" CLR. FROM T.O. SLAB SEE PLAN FOR METAL DECK AND TOPPING WF BEAM PER PLAN Spacing Schedule L < 6" * OMIT #3 BARS 6"<L<10" 24"oc 10" < L < 18" 12"oc Cantilevered Floor Deck Perpendicular to Beam 12 L aL n = aN 1.25 bL REMAINING STUDS cL n=cN1.25 IT F If IT IT 8" Typical Girder (N) STUDS EQUALLY SPACED 8" max. SEE PLAN FOR NUMBER 3/4"0 x 31/2" (STUDS TYP. I I max. Typical Beam UNIFORMLY LOADED NOTES: SEE GENERAL STRUCTURAL NOTES FOR STUD REQ'MTS. n = NUMBER OF STUDS IN REGION SHOWN N = TOTAL NUMBER OF STUDS PER PLANS • NUMBER OF SHEAR CONNECTORS (STUDS) REQUIRED FOR COMPOSITE BEAMS ARE DESIGNATED (N) ON PLANS • CENTER CONNECTORS OVER BEAMS AND GIRDERS TYPICAL to WHERE DECK FLUTES ARE PERPENDICULAR TO BEAMS USE (2) STUDS PER FLUTE @ 3"oc WHERE NUMBER OF STUDS EXCEEDS NUMBER OF FLUTES Stud Distribution at Composite Beams 1 3 COLUMN PER PLAN BEAM SIZE PER PLAN NOTE: • BEARING PLATE THICKNESS SHALL BE 3/4" WHERE DEPTH OF SUPPORTED MEMBER EXCEEDS 24" BEARING E 1/2" W/ (4) 3/4"0 BOLTS AT BEAM GAGE Beam Supporting HSS or Pipe Column 14 MEMBER SIZES PER PLAN NOTES: PROVIDE E 1/4" COLUMN CAP COLUMN TERMINATION FLUSH W/ TOP OF BEAM DIMENSIONS PER 5/S401 ` 1"4, • KERF NOT REQUIRED FOR W12 AND SMALLER BEAMS. USE STANDARD PLATE WELDED TO FACE OF TUBE • USE THICKER PLATE PER 5/S401 WHERE BEAMS OPPOSITE SIDES DIFFER IN SIZE. • NO KERF REQUIRED AT COLUMN CORNERS. WELD PLATE TO FACE OF COLUMN. PLATE THICKNESS AND BOLTING PER SCHEDULE 5/S401 KERF COLUMN AND EXTEND PLATE THROUGH COLUMN. SEE NOTES AT LEFT. Column Kerf Detail 15 12/11/18 Design Revisions AA 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite 100 - Seattle, WA 98121 p: n6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p:253.284.947o ssfengineers.com D/3 0 HOLES (MAX.) 1" RADIUS CORNERS 1. CONTRACTOR SHALL COORDINATE SIZES AND LOCATIONS OF ALL BEAM PENETRATIONS WITH MECHANICAL DRAWINGS. ALL PENETRATIONS LARGER THAN 2"0 SHALL BE SHOWN ON SHOP DRAWINGS OR SKETCHES AND SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. FIELD CUTTING NOT PERMIIILD WITHOUT APPROVAL 2. OPENINGS MAY OCCUR IN MIDDLE HALF OF BEAM LENGTH ONLY. 3. NO CUIIING MAY OCCUR IN TOP OR BOTTOM QUARTER OF BEAM DEPTH. 4. ADJACENT OPENINGS MUST BE SPACED AT THE LESSER OF, 12" OR 2.5 x LARGER OPENING SIZE, EDGE TO EDGE. 5. MAXIIMUM SIZES OF OPENINGS SHALL BE D/3 0 OR D/3 x 2D/3 AS SHOWN. 6. NO OPENINGS SHALL OCCUR WITHIN 12" OF AN ADJACENT BEAM CONNECTION. 7. REQUIRED OPENINGS NOT MEETING ABOVE CRITERIA SHALL BE SUBMITTED TO ENGINEER FOR REINFORCING DESIGN. Steel Beam Penetrations 1 7 1" 1 1" 2 3 End of Wall Condition E 1/2" ADD'L. BASE PLATE & ANCHOR BOLTS AS REQ'D. FOR ERECTION COL DIM. +6" At Corner Condition PROVIDE ADD'L. BASE PLATE & ANCHOR BOLTS AS REQ'D. FOR ERECTION COLUMN PER PLAN SEE 10/S3.1 FOR RECESSED BASE CONDITION (2)3/4"0 ANCHOR BOLTS (embed 8") Baseplate (2-Bolt) - HSS Column 1 8 C8x11.5 N 05 C8x11.5 Section A CO U TYPICAL BEAM TO BEAM CONN. MAIN BEAMS Partial Plan NOTES: METAL DECK SPANS IN THIS DIRECTION • WELD DECK TO MEMBERS WITH 1/2" DIA. PUDDLE WELDS ® 6"oc ALL AROUND METAL DECK WELDS ALL AROUND HOLE LOCATE C8 AT FIRST LOW FLUTE NEAREST EDGE OF OPENING Section A PROVIDE (2)L 6x4x5/16 OR 4" FILLET WELD 4" LONG EACH SIDE OF WEB AT CONTRACTORS OPTION • FOR HOLES GREATER THAN 24"0 OR 24" SQ. — U.O.N. ON PLAN RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Floor Deck Reinforcement at Large Openings 20 CODE CC:b=LIAI APPaCA1 F7 U2: ity of Tukwila LDING JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date Sheet Title Sheet 10/15/2018 TYPICAL STEEL DETAILS 1 ARCHITECTS + URBAN DESIGNERS LLI 3/S402 8/S402 W18x46 ROOF BEAM High Roof Level Mech. Platform Level FOOTING PER PLAN Braced Frame Elevation - Grid 2 3/S402 8/S402 W18x46 ROOF BEAM 4/S402 '0‘ FOOTING PER PLAN High Roof Level Braced Frame Elevation - Grid 3 2 ROOF BEAM PER PLAN 5/8" CAP PLATE 3/8" KERF E W/ 3/4"0 BOLTS AS SHOWN ea. side to col. 1/4 1' 21/2" FI/2" ROOF DECKING PER PLAN BEAM PER PLAN — ALIGN GUSSET W/ BEAM WEB 7- 4- 0- sy- + N / gusset ,.8 14 \ to bm. gusset to column 1/2" GUSSET E GR, 50 COLUMN PER PLAN 6" MIN. BRACE/GUSSET LAP, TYP. REINF. E PER 9/S402 BRACE PER ELEV. 3 REINF. E PER 9/S402 BRACE PER ELEVATION 5/16 5/16 E 1/'2" GR, 50 Diagonal Crossing Diagonal 4 STEEL BEAM PER PLAN Plan joist brg. and beam TOP OF FLOOR OR ROOF STEEL JOISTS PER PLAN Interior Steel Joist Bearing 5 3/S402 HSS 4.0x0.25 20/S403 8/S402 GRIDS OPPOSITE AT GRID E 8x46 ROOF BEAM FOOTING PER PLAN CD CO Lf) High Roof Level Mech. Platform Level HSS 4.0x0.25 Braced Frame Elevation - Grid B & Grid E 13/S402 ( W18 ROOF BEAM PER PLAN 2 CV Co Co (Z) HSS 8x4x3/8 (typ.) HSS 12x2x1/4 FOR ROLL UP DOOR SPRING BRACKET SUPPORT. COORDINATE LOCATION W/ MANUF. 12/S402 12/S402 11/S402 N.T.S. Bay Door Frame Elevation - Grid B & Grid E 7 UP TO 1" NON —SHRINK GROUT FOR UNIFORM BEARING BASE E 1/2 x 12 x 11-0" W/ (4) 3/4°0 ANCHOR BOLTS 9"oc (embed 8") SEE 10/S301 FOR RECESSED CONDITION Baseplate (4-Bolt) 1 1 COLUMN PER ELEVATION 1" BTWN. END OF BRACE & LINE OF GUSSET UNRESTRAINED BY BEAM (41.) 1/4 UP TO 1" NON —SHRINK GROUT FOR UNIFORM BEARING _ _ \ a \ 4 4 5/1e> <ea side 6" MIN. BRACE/GUSSET LAP, TYP. / \ /2742. 90*. jk FOUNDATION PER PLAN // 5/ BRACE PER ELEV. REINF. E PER 9/S402 6> <6" min. 44 1/2" GUSSET E, GR. 50 1" WIDE, COMPRESSIBLE MATERIAL EACH SIDE OF GUSSET E AT SLAB (7)1"0 F1554 GR. 55 THREADED ANCHOR RODS w/ 1/4"x3"x3" E WASHER & NUT (embed 18" min.) BASE E 1" GR. 50 8 GUSSET E PER 3 & 4/S402 BRACE PER ELEV. REINF. E 1/4" x 8" GR. 50 EACH SIDE OF GUSSET. 410 1/4 typ. ea. side of ea. E 9 METAL DECK PER PLAN L 21/2x21/2x3/16 BETWEEN JOISTS FOR DECK SUPPORT HOLD 1/2" CLEAR OF JOISTS AT EACH END per deck welding notes DECK ORIENTATION MAY VARY — SEE PLAN WF BEAM PER PLAN 1. FILLER ANGLE REQUIRED FOR BEAMS DENOTED "STRUT" (ON PLAN) AND ONLY FOR THOSE SET DOWN FOR JOIST SUPPORT. 2. FILLER ANGLE ALSO REQUIRED WHERE DECK ORIENTATION CHANGES. 3. WHERE HIP AND/OR VALLEYS OCCUR, PROVIDE EQUIVALENT FILLERS, FABRICATED IN SHAPES NECESSARY FOR DECK SEATING AND WELDING. Filler Connection at Steel Joist Support Beams 1 0 typ. HSS COLUMN & BEAM PER PLAN & ELEVATIONS 6/S402 12 HSS COLUMN PER PLAN ROOF DECK PER PLAN ROOF BEAM PER PLAN E 1/2 x 8 x 11-0" W/ (4) 5/8"0 BOLTS @ BEAM GAGE 13 Elevation C12x20.7 PER PLAN W/ SHORT SLOTTED HOLES FOR 5/8"0 BOLTS AT STRUT LOCATIONS el. per arch. STOREFRONT PER ARCH. (framed wall @ sim.) // 0 a 0) LU E 3/8"x8"x8" W/ (4) 5/8"0 W.T.S. 5"oc HSS 8x4x3/8 CTRD. ON COL. HSS 3x3x1/4 STRUT NOTE: STRUT CONNECTION IS TO HSS COLUMN FACE AD GRID C1/3.1 HSS 6x6 COL, PER PLAN r = r—n 14 SEE _/S_ FOR CONN. INFORMATION BEAM SIZES PER PLAN TYP. Offset Framing for Steel Joist Bearing 15 Al2/11/18 Design Revisions p12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite leo - Seattle, WA 98m p: 206443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p: 253.2849470 ssfengineers.com VENEER PER ARCH. W/ BRICK TIES PER GEN. STRUCT. NOTES C12 CHANNEL PER PLAN, TOP OF STEEL PER ARCH. KNIFE E 3/8"x8"x6" CHANNEL INSULATION PER ARCH. (2)5/8"0 BOLTS IN SHORT SLOTTED HOLES KNIFE E 3/8"x8"x9", FACE OF COL. HSS COL PER PLAN (wall framing beyond) 16 18ga STRAPPING AS REQUIRED TO SECURE COVER BOARD TO CHANNEL ROOFING, COVER BOARD & INSULATION PER ARCH. MC18 PER PLAN W/ SHORT SLO I ILD HOLES FOR 5/8"0 BOLTS AT TOP CHORD EXTENSION LOCATIONS E 3/8"x8"x8" W/ (4) 5/8"0 W.T.S.. SEE E ELEVATION L3x21/2x1/4 (LLH) BTWN. JOISTS AT STOREFRONT HEAD 'R' TYPE TOP CHORD EXTENSION STOREFRONT PER ARCH. BC)E <ns/fs <ea. leg E Elevation FILLER ANGLE PER 10/S402 DECKING PER PLAN JOISTS PER PLAN W18 BEAM PER PLAN 17 top & bot. staggered L2x2x1/4 LEDGER BTWN. OUTRIGGERS FILLER ANGLE PER 10/S402 DECKING PER PLAN L3x3x3/16 x AT OUTRIGGERS, TYP. JOISTS PER PLAN W18 BEAM PER PLAN IL. E Elevation 9 18ga STRAPPING AS REQUIRED TO SECURE COVER BOARD TO CHANNEL ROOFING, COVER BOARD & INSULATION PER ARCH. MC18 PER PLAN W/ SHORT SLOI1E.D HOLES FOR 5/8"0 BOLTS AT OUTRIGGER LOCATIONS E 3/8"x8"x8" W/ (4) 5/8"0 W.T.S.. SEE E ELEVATION HSS 21/2x21/2x1/4 OUT— RIGGER 4'-0"oc. BACKSPAN 1x CANTILEVER MIN. STOREFRONT PER ARCH. 18 6" ii" PUDDLE WELD LOCATIONS 20 GA. I = .231 in.4 S = .230 in Fy = 50 ksi min. VERCO PLB-36, (360 Coating w/ Following Min. Properties 1. MAXIMUM DECK SPAN = 71-0" C. TO C. (TWO OR MORE CONTINUOUS SPANS). USE HEAVIER GAGE WHERE DECK REQD. TO SIMPLE SPAN OVER 61-0" C. TO C. 2. PROVIDE (7)1/2" DIAMETER PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. 3. PROVIDE 1/2" DIAMETER PUDDLE WELDS AT 12"oc TO ALL STRUTS PARALLEL TO DECK FLUTES. PROVIDE 1/2" DIAMETER PUDDLE WELDS © 12"oc WHERE DECK ORIENTATION CHANGES AND OTHER SUPPORTS PARALLEL TO DECK FLUTES. 4. CONNECT DECK SEAMS WITH BUTTON PUNCHES @ 24"oc 5. DECK TYPE MUST STRICTLY MEET CRITERIA LISTED ABOVE INCLUDING I.C.C. RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 6. REINFORCE DECK OPENINGS PER 20/S402 1 1/2" Roof Deck 19 DECKING L 3x3x3/16 L 3x3x3/16 Plan View Section NOTES: DEC 1 2 2018 • WELD DECK TO ANGLES W/ 1/2"0 PUDDLE WELDS © 6"oc ALL AROUND PERMIT CENTER • NO REINFORCING IS REQUIRED FOR SINGLE OPENINGS 4"0 OR 4" SQ. OR LESS • LARGER OPENINGS MUST BE COORDINATED W/ARCHITECT & ENGINEER C) cD L 3x3x3/16 EACH SIDE RECEIVED CITY OF TUKWILA Roof Deck Reinforcement at Openings 20 FOR , CODE Ca`i.:: L IAN CE APPRCAILD of Tukwila LDING JURISDICTIONAL APPROVAL ST MP Issue PERMIT SUBMITTAL Date Sheet Title Sheet 10/15/2018 TYPICAL STEEL DETAILS 2 ARCHITECTS + URBAN DESIGNERS D 131191111161161 19/S402 • I 401 I j BRICK WALL �.� t t 3 —HSS 3x3x1/4 PARAPET BRACE 6x6x14ga CLOSURE ANGLE AT 8 —0 oc MAX. W/CAP (2412 re 3/tsx4x6, ATTACH WALL TOP AT TRACK TO CAP E W/ (4)#12 SCREWS CAP FRAMING i' L 2/2x2/2x/1s FILLER ANGLE BTWN. JOISTS PER 10/S402 REMOVABLE RAIL SUPPORT PER ARCH. FILLER ANGLE PER 10/S402 HSS BRACING PER ELEVATIONS BEYOND > I 3/ts F.O. WALL ( ++mow ;i DECK WELDED PER 10fS402 �� � � �� DECKING PER PLAN DECK &TOPPING PER ARCH. 3 � IBRACKET BEAM PER PLAN. ,,,, I ° J16 Mace 3J16 SEE 5/S403 FOR PARAPET WALL: 600S162-43 STUDS CO 16"oc W/ 600T200-43 �j, ; . I ROOFING, COVER BOARD & INSUL. PAER ARCH. PER PLAN NS—FS FILLER ANGLE PER 3/16 of column REQUIRED BEAM joist seat its / 2 / ._,I� I I BRACING ROOF DECK PER PLAN 1 ('1 (—1 /"— I`1 1 CIE to stiff. #2 CLEVIS ASSEMBLY I j TOP & BOTTOM TRACK ATTACH BOT. TRACK PER 1 1/4 /3-12 3/16 V 1/2"0 W/ ROD j GENERAL STRUCT. NOTES //, A I r--1 r-� r-� r--" KNIFE 3 W/ i, I_ MI MI radi I j /8 x5 �� r•I —+�-� ��I IE 3/6"x6"x0'-10" CENTERED ON HSS COLUMN COPED WT PER j I ,�•� ARCH. DETAILS j i 3 is / TAB FOR CLEVIS �„ ;! �2 legs I 1 2"x8" CONT. B. BRICK VENEER PER / r 3 fts / �— ARCH. W/ TIES PER �/, I Io — I I I — %GENERAL REMOVABLE HAND RAIL SUPPORT POSTS (see arch.) NOTES "j� �- L 4x4xiJ4 BTWN. CHANNEL 3/16 /� W18 BEAM PER PLAN. JOIST TOP CHORDS. 3 FULL DEPTH STIFF IE /6" PER PLAN I ' I JOIST PER PLAN W12 BEAM AT SIM. % E ANGLLELD DPER 1 AT BRACED FRAME 3 V \ , DECKECK FULL DEPTH STIFFENER AT JOIST PER PLAN / ' BRACED FRAME BEAM MEZZ. BEAM PER PLAN I j BRACED FRAME BEAM /16 I l BEAM PER PLAN PER PLAN 'I BEAM QUARTER POINTS ' S <y JOISTS NOTES PER PLAN CONN. COLUMN j I o IN WALL —oh.-- JOIST PER PLAN/ ROOF BEAM PER PLAN PW/ ER 5 S4010 j '{ P (3) sides PER PLAN 3/16 / 1" = 1'-0" 0 HSS BRACING PER (6 —0 oc max.) g r.. L 2x2x1/4 BRACE I j I KNIFE E 1/2"x6" MEZZ. BEAM FULL DEPTH STIFF. E 3/8" PER PLAN`'_ AT RAIL SUPPORT LOC'S W/ HOLES FOR (2)5J8"0 BOLTS. COORDINATE W/ ARCH. RAIL BRACKET 1„ = 1'-0„ 4 HSS 6x6 COLUMN ELEVATIONS E 1/4"x1' LONG. BENT 14" PER / P 3" PER PLAN (depth varies) ARCH. COORD. W/ W/ HOLES FOR I /16 b FOR CALLOUTS IN COMMON LOCATE PER ARCH. STRUCTURAL 40 3/16 / ENGINNER L 11/2x11/2x1/4 (4)5/8"0 BOLTS �,A 1, 3 <top & bot. /16 / HOLD BACK FILLER ANGLE EA. SIDE OF BRACE. 1A SEE 4 S403 BETWEEN WT'S 1" = 1'-0" (location per arch.) 1" = 1'-0" Entry Canopy PARAPET BRACE TO BEAM REV. rj F.O. WALL (' %opp. 12/11/18 Design Revisions HSS 2x2x1/4 PARAPET BRACE AT EA. OUTRIGGER W/ CAP E 3/16x4x4. ATTACH WALL TOP BO E .4I TRACK TO CAP EWf (4)#12 SCREWS I 6x6x14ga CLOSURE ANGLE W/ (2)#12 SCREWS AT I EACH WALL STUD BEAM PER PLAN to, (3) sidesj 3/16 V ROOFING, COVER BOARD — —' — CAP FRAMING top 3/16 V <2 legs & INSUL. PAER ARCH. < PER ARCH. 2x2 to X & bot. 3/16 / r"."1 / outrigger> 3 V l► >;�< PARAPET WALL: J is XXXX / �/ a 6 60OS162-43 STUDS t SEE ARCH. FOR POLYCARBONATE PANEL CANOPY DECKING 21/2 CLEVIS W/ L 6x6x/4 BETWEEN JOIST` TOP CHORDS. WELD DECK #21/2 CLEVIS W/ " j4 0 ROD & PIN /4"4 ROD & PIN I• j TO ANGLE PER DECK NOTES 16"oc W/ 600T200-43 FILLER ANGLE PER 10fS402 TOP &BOTTOM TRACK. BEAM PER CONN. PER PLAN W/ 5/S401 •;CP bot. top & flange DECKING PER PLAN,' I �' ��' , ' // ATTACH BOT. TRACK PER GENERAL STRUCT. NOTES top & bot.> 3/ts /2-12 I L 2x2x1/4 BRACE AT 1 „ TAB J2"x3"x3 31s'< f 44 j .• STIFFENER W/ KNIFE E CANOPY CONNECTION 3 L3x3x /ts 0 —6' ; % �/, L2x2x1/4 LEDGER BTWN. 3 /16 3 /16 3 t3 ' W/ MIE-----..---------. 141 x AT OUTRIGGERS, �,,:, /3/tfi OUTRIGGERS 3fts,, ,, /1s — i /2 x6 HOLE FOR j4 � PIN. VERIFY LEG DIMENSION" ARCH. FULL DEPTH STIFF. 3/16 2 ins/fs;; 1 1 1— iW/ _ \ j E AT BACK SIDE OF BEAM JOISTS PER PLAN _ JL. W18 BEAM PER PLAN /A g H HSS 2/2x2/2x/4 OUT— RIGGER @ 4'—O"oc. BACKSPAN ix CANTILEVER ; �_ — HSS COL. PER PLAN * MIN. r•--� BEAM PER PLAN IN WALL 600S162-43 STUD WALL t , . %�'` � X�W/ i % f% �/ - BRICK VENEER PER ARCH. TIES PER — ,I BEAM SHEAR CONN. PER 5/S401 in = l'-o" 9 WT PER PLAN HSS BTWN. WT'S COPED FOR GUIIER PER PLAN 3/16 KNIFE EE 1/2OR"(4)50" GUTTER PER ARCH. L 112x112x316 " ' " �� �,� �/ GENERAL NOTES / / / W/HOLES FOR 4 8 0 BOLTS (slope per arch.) O f A MC PER PLAN6 1A ," . is," Courtyard Canop y' REV. 1 0 11 1 1 y protected zone — ., 1" BTWN. END OF BRACE & LINE OF GUSSET UNRESTRAINED BY BEAM (typ.) I / \ \\ „ PROVIDE 1 OF COMPRESSIBLE FILLER BETWEEN GUSSET & SLAB TYP. l ► /�r► a •, ► AA 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 1/4 / \ / \ \ PER ELEV. f \ / \ [BEAM \ / "P__ / \ , \ X ;/ ql' �°i 40 0, 41 O I'�. qQ i I 4 410$ 'r► \ / \ / 1/2" / f GR„ GUSSET STRUCTURALPER ENGINEERING 2124 Third Avenue - Suite mo - Seattle, WA 98121 P:206.448.621a ssfengineers.com g Broadway - Tacoma, WA g84oz P' 253-z84947o ssfengineers.com braces 5/16 ' 6" MIN. CT)I1 /4 ` BRACE/GUSSET �� LAP, TYP. REINF. 9/S402 IE BRACE PER ELEV. FOR CALLOUTS 1 IN COMMON SEE 3 20/S40 //�� yp Vl 1 BRACE PER ELEV. , a , < 'VD 5/16 JOISTS FRAME INTO BEAM ONE SIDE ONLY AT SIM. protected STD. PIPE PER PLAN FILLER ANGLE B. JOISTS r zone PROVIDE 1" COMPRESSIBLE OF pipe to P late > p plate to , NOT SHOWN. TERMINATE ANGLE AT PIPE EA. SIDE BEAM CONN. PER 5/S401 f"" \ FILLER BETWEEN GUSSET &SLAB \�\v` PROTECTED ZONE BEAM WHERE OCCURS \ _.._.--......_. RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTERof JURISDICTIONAL APPROVAL STAMP NOTES: beam 8ange� 1/4 l V METAL DECK PER PLAN ® — /�� • I sue, �.: yBEL�1$ER E CC .` °A1i�C V — \ ; AFP�� 'sv ` ., '' (3) sidesi 3/16 / JOISTS PER PLAN g 3/t6 ./ <2 legs 7. _ _ I—i— L-T I w . " — — — — . _ 'I ` 2;`t '� Tukwila �r`w G D el ' "` 1. ALL BRACES SHALL HAVE PROTECTED ZONES AS SHOWN ON THIS DETAIL. 2. WITHIN THE PROTECTED ZONE, DISCONTINUITIES CREATED BY FABRICATION AND ERECTION SHALL BE REPAIRED. COORDINATE W/ THE E.O.R. 3. PER AISC 358, NO ATTACHMENT SHALL BE MADE TO THE PROTECTED ZONES OF THE BRACED FRAME MEMBERS. WELDED, BOLTED, SCREWED OR SHOT —IN ATTACHMENTS SHALL NOT BE PLACED WITHIN THE PROTECTED ZONE. No Scale Braced Frame Protected Zones 1 9 �� �x (� r� L 4x4x1/4 BTWN. I g000' °dr. 1/2" GUSSET 1E, GR. 50 JOIST TOP CHORDS. 1 \K- tyP -)2, ea. side % 1 WELD DECK TO I .. ANGLE PER DECK to col. 1J4 I f 6" MIN. i BRACE/GUSSET LAP,TYP.Issue PERMIT SUBMITTAL Date 10/15/2018 Sheet Title DETAILS Sheet 3 L BRACE NOTES 2x2x1/4/ FULL DEPTH STIFFENER EA. SIDE AT SCREEN WALL PIPE LOCATIONS AT EACH POST ® REINF. Eis 1" BTWN. END OF BRACE & LINE OF GUSSET UNRESTRAINED PER 9/S402 .\ ,A PER ELEV. PLAN 3/ / <top & bot. BY BEAM (typ.) BRACE BEAM PER REV. COLUMN PER 5/16 1 7 1" = 1'-0" 1 _ _ _ A ELEVATION 20 ARCHITECTS + URBAN DESIGNERS W 1- SCREWS @ 24"oc (BOTH FLANGES) TOP & BOT. BACK—TO—BACK C—SHAPES (2) SCREWS © 24"oc TRACK CRIPPLE STUD TRACK SCREW(s) AT TOP AND BOT. OF CRIPPLE STUD (EA. SIDE) AS REQUIRED. Back —to —Back Header w/ Jack Stud TRACK SCREWS @ 24"oc (BOTH FLANGES) TOP & BOT. CLIP ANGLE 2x2x16ga. (x WEB DEPTH — 1/2") C—SHAPES FASTENED TO HEADER W/ (6) SCREWS EA. LEG COPE WEB & FASTEN TRACK TO STUD THRU FLANGES OR BENT WEB (typ.) KING STUD(s) AS REQUIRED TRACK CRIPPLE STUD TRACK FASTEN TRACK TO CRIPPLE STUD W/ SCREW(s) AT TOP AND BOT. (BOTH SIDES) Box Beam Header TRACK COPE FLANGE AND ATTACH WEB TO STUD W/ (4) SCREWS. COPE WEB & FASTEN TRACK TO STUD THRU FLANGES OR BENT WEB (typ.) KING STUD(s) AS REQUIRED 3 Weld Option LENGTH = STUD DEPTH — 1/2" 16 GA. x 11/2 x 11/2 BRIDGE CLIP ANGLE TYPICAL 16 GA. BRIDGING CHANNEL, TYP. Screw Option LENGTH = STUD DEPTH — 1/2" 16GA. x11/2xVIP BRIDGE CLIP ANGLE TYPICAL (2) #10 SCREWS EA. LEG OF ANGLE ATTACH IN DIAGONAL FASHION FOR MAXIMUM SPREAD 16ga. BRIDGING CHANNEL (typ.) Cold Rolled Lateral Bracing 5 SILL PER SCHEDULE CRIPPLE STUD GAUGE TO MATCH SILL ® 24"oc (max) PROVIDE UNDER ALL WINDOW MULLIONS (tyP.) BOTTOM TRACK b Sill JAMB PER SCHEDULE ( 8 TEK, ES SCREW FASTENERS AS REQD. EA. SIDE OF JAMB CRIPPLE STUD. GAUGE TO MATCH ADJACENT WALL STUDS ® 24"oc (max.) 600T125-33 TO MATCH HEADER (typ.) HEADER PER PLAN HEAD PER SCHEDULE Top of Opening with Header COPE FLANGES TO ALLOW FOR CONN. TO WALL STUD. PROVIDE #8 TEK SCREWS © 4"oc MAX. (3 screws min) 16ga. ANGLE CLIP T. & B. W/ (2) #10 TEK SCREWS EA. LEG or COPED TRACK W/ (2) #10 TEK SCREWS TO JAMB DBL. STUD OF TYP. WALL STUD 8 FRAMED WALL FINISHED SURFACE NOTES: STUD/TRACK BLKG. PLACED AS REQD. C© EA. END OF WALL AND AT 8'-0"oc WHERE WALLS ARE UNINTERUPTED. CLIP FLANGE & BEND AS SHOWN W/ (2) #10 SCREWS TO EA. STUD — OR PROVIDE 16ga. CLIP ANGLE W/ (2) #10 SCREWS TO EA. LEG. 11/2" x 20ga. CONT. STRAP EA. SIDE OF WALL W/ #10 SCREWS TO EA. STUD AND (3) #10 SCREWS TO BLKG. — SPACE STRAPS EQUALLY OVER HEIGHT OF WALL (4'-0"oc MAX.) 1. MEMBER SIZES CALLED OUT ARE BASED ON FINAL CONDITION WHERE RIGID SHEATHING ARE ATTACHED TO BOTH FACES OF EACH STUD FOR LATERAL SUPPORT OF STUD FLANGES. DURING CONSTRUCTION, AND FOR SPECIFIC APPLICATIONS (FURRED WALLS, UNSHEATHED WALLS, etc), LOADS MAY BE APPLIED WITHOUT THE INSTALLATION OF SHEATHING PROVIDED THAT STUDS BRACED OR BRIDGED PER TYPICAL BRIDGING AND BRACING DETAILS. 2. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING DURING CONSTRUCTION AS REQUIRED. Flat Strap Lateral Bracing 9 (2) Stud WHERE STUDS OR JOISTS ARE SHOWN TO ABUT, WELD AS SHOWN (3) Stud t = GAGE OF MATERIAL CONNECTED (4) Stud t V 11/2-24 11 11/2-24 11 NOTES: 1. PROVIDE 4" WELD AT TOP & BOTTOM OF BUILT UP MEMBER. THIS DETAIL PROVIDES INTERMEDIATE WELD REQUIREMENTS. 2. REDUCE WELD SPACING OF ALL WELDS NOTED TO 16"oc FOR 6" STUDS t 11/2-24 11 11 11 11 t V 11/2-24 Typical Multiple Stud or Joist Attachment 10 Opening Framing Schedule at Exterior Walls MEMBER OPENING WIDTH 6'-0" max. 8'-0" max. HEAD or SILL 600T200-43 600T200-54 NOTE: JAMB STUDS ARE IN ADDITION TO TYPICAL WALL FRAMING STUDS. REFER TO NON —BEARING WALL SCHEDULE BELOW. Non -Bearing Exterior Wall Framing Schedule MEMBER WALL HEIGHT 12'-0" max. if 6" 600S162-43 16"oc NOTES: 1. THE WALL HEIGHT IS MEASURED AS THE DISTANCE BETWEEN LATERAL SUPPORTS OR AS (2) TIMES THE LENGTH OF THE CANTILEVER AT THE PARAPET. WHICHEVER IS GREATER. 2. THE CONTRACTOR SHALL COORDINATE THE REQUIRED LOCATIONS OF CANOPY AND PARAPET FRAMING. 3. SEE TYPICAL DETAILS TO INFILL WALL OPENINGS (JAMBS/HEAD/SILL FRAMING). 4. AT OPENINGS, PROVIDE EQUIVALENT NUMBER OF JAMB STUDS BASED ON SOLID WALL EACH SIDE OF OPENING. 11 CRIPPLE STUD. GAUGE TO MATCH ADJACENT WALL STUDS © 24"oc (max.) HEAD PER SCHEDULE Top of Opening without Header 16ga. ANGLE CLIP W/ (2) #10 TEK SCREWS EA. LEG or COPED TRACK W/ (2) #10 TEK SCREWS TO JAMB (1) #8 TEK, ES SCREWS DBL. STUD OF TYP. WALL STUD Typical Exterior Wall Framing Without Brick Veneer 13 OCCUR WITHIN 12" FROM END OF STUD STUDS MUST BE FULLY SEATED AGAINST TRACK (1/16" MAX. GAP) RUNNER TRACK SAME GAGE AS STUD MINIMUM 11/2" WIDE FLANGES NOTE: • WHEN TRACK IS ATTACHED DIRECTLY TO STUD FLANGE, A STANDARD NO. 6 x 7/16" PAN HEAD SHEET METAL SCREW SHALL BE USED. WHEN DRYWALL COVERING, TRACK AND STUD FLANGES ARE ATTACHED AT SAME TIME, A STANDARD (MIN.) 1" LONG DRYWALL SCREW SHALL BE USED. ANY COMBINATION OF THE ABOVE MATHODS MAY BE USED IN THE ERECTION OF A COMPLETED WALL ASSEMBLY. CONN. BOT. TRACK TO FLOOR W/. 145"0 DRIVE PINS ® 24"oc U.O.N. 3/4" MAX. PENETRATION WHEN ATTACHED TO P.T. SLABS. SCREW ATTACHMENT SEE NOTE BELOW Typical Top & Bottom Track at Interior Walls 14 DEPTH IN 100 INCHES DESIGNATION: MEMBER STYLE Typical Notes: FLANGE WIDTH IN 100 INCHES 600 S 200 — 54 T MATERIAL THICKNESS IN 1000 INCHES 1. METAL FRAMING USED SHALL CONFORM TO THE SHAPE, GRADE, SIZE, AND GAGE SPECIFIED. DESIGNATIONS REFER TO SHAPES NOTED BY THE STEEL STUD MANUFACTURER'S ASSOCIATION; SUBSTITUTES SHALL BE EQUIVALENT AND SHALL HAVE PROPERTIES EQUAL TO OR GREATER THAN THOSE SHOWN. 2. METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: 12, 14, AND 16 GAGE ASTM A653, GRADE 50 Fy = 50ksi 18 AND 20 GAGE ASTM A653, GRADE33 Fy = 33ksi 3. ALL 8 AND 10 GAGE MATERIAL SHALL CONFORM TO ASTM A36 WITH A MINIMUM YIELD OF 36,000 psi. 4. REFER TYPICAL BRIDGING AND BRACING DETAILS FOR THE LATERAL SUPPORT OF ALL BEARING WALLS. 5. TRACK SECTIONS SHALL BE UNPUNCHED AND HAVE AT LEAST 11/2" FLANGES. 6. WELDING OF COLD —FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASS OF WELD. Typical Metal Framing Properties 15 }Al2/11/16 Design Revisions ©A 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98m p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p:253.284.947o ssfengineers.com 16 HOLDOWN STUDS PER SCHEDULE. STUDS SHALL BE INSTALLED BACK TO BACK AT STUD WEB & ATTACHED W/ #8 SCREWS ® 6"oc FULL HEIGHT HDU HOLDOWN SHEARWALL PER PLAN CONT. #4 EA. SIDE OF ANCHOR BOLT -22 II II II II II Holdown Schedule 4 4 4 4 EDGE SCREWS PER SW SCHEDULE FRAMING CONT. WHERE OCCURS HEADED BOLT OR ALL —THREAD W/ WASHER AND NUT PER SCHEDULE Plan Mark Holdown Screws Anchor Bolt A.B. Embed Holdown Studs HD1 S/HDU4 (6)#14 5/8"0 14" (2)18GA HD2 S/HDU6 (12)#14 5/8" 4 18" (2)18GA Typical HDU Holdown 17 SCREWS TO PANEL EDGES (typ.) SURE —BOARD PANEL US MII (ty SH IN OR ALI ED SCI IN' FR .. " • „ ••• . ' DBL. STUDS d. @ WALL ENDS ).) , ATHING MAY BE ITALLED HORIZONTALLY VERTICALLY. BLOCK . UNSUPPORTED PANEL :ES tEWS TO / .. 'ERMEDIATE 1MING MEMBERS t.o.c, SCREWS TO PANEL EDGES 16"oc STUD SPACING (typ.) TRACK CONNECTION CONT. TOP TRACK EDGE SCREWS ® ALL JAMB, CORNER & WALL END MEMBERS ANCHOR BOLTS PER SCHEDULE CONT. BOT. TRACK SURE -BOARD SCHEDULE MIN. STUD MIL. (GA.) SHEATHING FASTENER SPACING AT PANEL EDGES TRACK CONNECTION © TOP BOTTOM TRACK TO STEEL OR CONC. BELOW 43 (18) 5/8" SURE —BOARD 200 1—SIDE 6" 5/8"0 W.T.S. © 16"oc 5/8"0 ANCHOR BOLTS © 16"oc NOTES: 1. REFER TO GENERAL NOTES AND TYPICAL DETAILS FOR STUD FRAMING REQUIREMENTS. 2. SCREWS SHALL BE #8 x 11/4" BUGLE HEAD W/ 0.138" MINIMUM DIAMETER. 3. INSTALL SCREWS TO INTERMEDIATE FRAMING MEMBERS AT 12" U.N.O. 4. PROVIDE BLOCKING (43 MIL. MIN.) BETWEEN STUDS WHEN TOP OR BOTTOM PANEL EDGE DOES NOT BREAK ON A CONTINUOUS TRACK EDGE SCREW PANEL TO BLOCKING. 5. ANCHOR BOLTS TO CONCRETE SHALL HAVE 7" MINIMUM EMBEDMENT. 6. DOUBLE STUDS AT WALL ENDS TO BE ATTACHED BACK TO BACK W/ #8 SCREWS ® 6"oc FULL HEIGHT. RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER is :v1t= vi..:.1 CODE CCI'4V .IANCE- APPR:'3Vct3 FEu 26 Ci Tukwila BUPG DIVISION 20 JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/2018 LIGHT GAUGE FRAMING DETAILS 1 ARCHITECTS + URBAN DESIGNERS BIM Server: WAU - BIM Server 19/17001 - TFS51fTFS51 Main 4, Oct2018 7:06 PM Fil ABBREVIATIONS LEGEND DRAWING INDEX GENERAL NOTES AC AIR CONDITIONING SYMBOL ABBR DESCRIPTION SYMBOL ABSR DESCRIPTION M001 ABBREVS, LEGEND, NOTES & INDEX 1. THE MECHANICAL SYSTEM SHALL CONSIST OF ALL WORK SHOWN ON THE DRAWINGS, INCLUDING PLANS, DIAGRAMS, DETAILS, ETC., AND ALL WORK AS ACU AIR CONDITIONING UNIT IDENTIFIED IN THE SPECIFICATIONS. WORK INCLUDES FURNISHING, INSTALLING SYSTEM, INTEGRATION, TESTING, TRAINING AND WARRANTY OF THE MECHANICAL AD ACCESS DOOR, AREA DRAIN ALIGNMENT GUIDE M002 MECHANICAL SCHEDULES SYSTEMS AS SHOWN AND SPECIFIED. PROVIDE A COMPLETE AND OPERABLE MECHANICAL SYSTEM COMPLETE WITH ALL MECHANICAL WORK AS REQUIRED FOR - ADA AMERICANS WITH DISABILITIES ACT 41111 DETAIL OR SECTION CALLOUT SYSTEM OPERATION. AAV AIR ADMITTANCE VENT x ANCHOR SHEET WHERE SECTION OR DETAIL SHOWN M003 MECHANICAL SCHEDULES AFF ABOVE FINISHED FLOOR PIPE ELBOW DOWN 2. THE DESIGN OF MECHANICAL SYSTEMS HAS BEEN BASED UPON THE EQUIPMENT AS MANUFACTURED BY THE MANUFACTURERS LISTED ON THE EQUIPMENT 3 APPROX APPROXIMATE PIPE ELBOW UP M004 MECHANICAL SCHEDULES SCHEDULE. EQUIPMENT NAMED IN THE SPECIFICATIONS MAY BE SUBSTITUTED PROVIDED THAT THE EQUIPMENT MEETS OR EXCEEDS ALL SCHEDULED AND DIRECTION OF CUTTING PLANE ARCH ARCHITECT 0 SECTION UNE SPECIFIED CRITERIA, AND HAS THE WRITTEN APPROVAL OF THE ENGINEER. COORDINATE THE INSTALLATION WITH ALL TRADES AND GUARANTEE IN WRITING CUT ARV ACID RESISTANT VENT FLANGE M101 MECHANICAL SITE PLAN THAT NO ADDITIONAL COST WILL BE INCURRED DUE TO PRODUCT SUBSTITUTION. II SD-X ARW ACID RESISTANT WASTE DIFFUSER OR GRILLE TYPE ASHRAE AMERICAN SOCIETY OF HEATING FLEX CONNECTION M201 MECHANICAL FOUNDATION PLAN 3. CONTRACTOR SHALL FIELD VERIFY ALL BUILDING AND SITE DIMENSIONS BEFORE BEGINNING CONSTRUCTION OR ORDERING EQUIPMENT. DO NOT SCALE FROM REFRIGERATION AND AIR CONDITIONING ENGINEERS TEE OUTLET UP XXX PLANS. CFM AMOUNT (CUBIC FEET PER MINUTE) BDD BACKDRAFT DAMPER O -41 - M301 ARE PROTECTION ABBREVS., LEGEND, NOTES & INDEX BFF BELOW FINISHED FLOOR TEE OUTLET DOWN DIRECTION OF FLOW 4. DIMENSIONS SHOWN FOR DUCTWORK WITH SOUND LINING SHALL BE NET FREE DIMENSION WITH SOUND LINING INSTALLED. SOUND LINING SHALL BE 1" THICK ,. BOD BOTTOM OF DUCT t AIR VENT M302 FIRE PROTECTION FLOOR PLAN UNLESS OTHERWISE NOTED. BTUH BRITISH THERMAL UNITS PER HOUR fID 2% OR EQUIPMENT ITEM XX CD CEILING DIFFUSER AAV AUTOMATIC AIR VENT M401 LEVEL 1 PLUMBING PLAN 5. PENETRATIONS THROUGH ROOF OR EXTERIOR WALLS SHALL BE SEALED WEATHER TIGHT. PENETRATIONS THROUGH CEILING OR INTERIOR WALLS SHALL BE CFM CUBIC FEET PER MINUTE LINE, ARCHITECTURAL BACKGROUND SEALED SUBSTANTIALLY AIR TIGHT. BELOW GRADE WALLS OR SLABS SHALL BE SLEEVED AND SEALED WATERTIGHT. CIRC CIRCULATING BALANCING VALVE M402 MECH PLATFORM AND LOWER ROOF PLUMBING PLAN 0 CO CLEAN OUT BALL VALVE LIGHT LINE, EXISTING 6. CONFINE THE APPLICATION OF FLEXIBLE DUCTWORK TO LOCATIONS INDICATED BY THE CONTRACT DOCUMENTS. MAXIMUM LENGTH OF FLEXIBLE DUCTWORK -'-""'I ° �- COND CONDENSATE M501 LEVEL 1 HVAC PLAN SHALL NOT EXCEED SIX FEET. CONT CONTINUATION BU i ItRFLY VALVE HEAVY LINE, NEW WORK ©KI COORD COORDINATE M502 MECH PLATFORM AND LOWER ROOF HVAC PLAN 7. PROVIDE ALL REQUIRED ELECTRICAL POWER, MOTOR STARTERS AND CONTROL INTERFACE AND CONNECTIONS AS REQUIRED FOR SYSTEM OPERATION. COTG CLEAN OUT TO GRADE CHECK VALVE 0 ROUND DUCT DIAMETER COORDINATE REQUIREMENTS WITH THE ELECTRICAL CONTRACTOR. CW COLD WATER CLEAN OUT M601 LEVEL 1 PIPING PLAN 1 DEG DEGREE X/Y X PLAN OR HORIZONTAL DIMENSION 8. PROVIDE ALL REQUIRED EQUIPMENT GUARDS AND STRUCTURAL SUPPORT AS RECOMMENDED BY EQUIPMENT MANUFACTURERS TO SUPPORT EQUIPMENT AND DIA DIAMETER O FCO CLEAN OUT - FLOOR Y ELEVATION OR VERTICAL DIMENSION M602 MECH PLATFORM AND LOWER ROOF PIPING PLAN TO ASSURE SYSTEM PERFORMANCE AND SAFE OPERATION. COORDINATE PRIOR TO INSTALLATION. PROVIDE ACCESS PANELS AS REQUIRED TO MAINTAIN DIM DIMENSION EQUIPMENT, ACCESS VALVES AND DAMPER OPERATORS. COORDINATE FIRE RATING WITH THE ARCHITECTURAL DOCUMENTS. DN DOWN II WCO CLEAN OUT - WALL M701 MECHANICAL UPPER ROOF PLAN /////.////// DS DOWNSPOUT GATE VALVE /�//1////i'/Y EXISTING WORK TO BE REMOVED 9. COORDINATE LOCATION OF ALL THERMOSTATS AND ALL WALL MOUNTED EQUIPMENT WITH THE ARCHITECT. LOCATIONS AS SHOWN ON THE DRAWINGS ARE FOR D4 DWG E DRAWING EXISTING GLOBE VALVE // M801 MECHANICAL LARGE SCALE PLANS REFERENCE ONLY. COORDINATE MOUNTING HEIGHT WITH ARCHITECTURAL ELEVATIONS. IF NOT SHOWN ON ARCHITECTURAL ELEVATIONS, MOUNT NO HIGHER THAN 44" AFF. C®4 EA EACH, EXHAUST AIR HB OR WH HOSE BIBB OR WALL HYDRANT M802 MECHANICAL DIAGRAMS \ ELEV, EL ELEVATION BREAK IN PIPE OR DUCTWORK 10. PROVIDE UNIT SUPPORT PER MANUFACTURERS RECOMMENDATIONS. BUILDING AND STRUCTURE IS DESIGNED TO SUPPORT EQUIPMENT, BUT NOT DETAILED TO -s 5-- EAT ENTERING AIR TEMPERATURE 11D INDIRECT DRAIN M803 MECHANICAL DIAGRAMS 1 ACCOMMODATE EACH AVAILABLE EQUIPMENT CONFIGURATION OR MANUFACTURER. CONTRACTOR SHALL PROVIDE MATERIALS AND SERVICES INCLUDING BUT EG ESP EXHAUST GRILLE EXTERNAL STATIC PRESSURE T INSTRUMENT TEST CONNECTION 110.► FLAG NOTE M901 MECHANICAL DETAILS NOT LIMITED TO, ADDITIONAL STEEL, SUPPORT BRACKETS, HANGERS, ACCESSORIES, AND STRUCTURAL ENGINEERING AS REQUIRED TO SUPPORT EQUIPMENT. EWT ENTERING WATER TEMPERATURE MODULATING VALVE 11. MAINTAIN 1O'-O" CLEARANCE BETWEEN OUTSIDE AIR INTAKE AND EXHAUST OUTLET. ► • EXIST EXISTING T 1 Q REVISION NOTE M902 MECHANICAL DETAILS EXH EXHAUST PETE'S PLUG(TEST CONNECTION ) 12. PROVIDE FRAMING, CUTTING, BLOCKING AND PATCHING AS REQUIRED. EXP EXPANSION I>'4 PLUG VALVE AREA CLOUDED CONTAINS M903 MECHANICAL DETAILS F FAHRENHEIT CHANGES TO DRAWINGS 13. PROVIDE MINIMUM OUTSIDE AIR PER WASHINGTON ADMINISTRATIVE CODE REQUIREMENTS. FC FORWARD CURVED , PRESSURE GAGE SUBSEQUENT TO PREVIOUS ISSUE M904 MECHANICAL DETAILS FCO FLOOR CLEANOUT 14. SHUT OFF FOR SMOKE CONTROL PROVIDE SMOKE DETECTORS FOR AUTOMATIC FAN SHUT DOWN IN AIR CONDITIONING UNITS IN ACCORDANCE WITH THE FDFIRE FFDE C FIRE DAMPER, FLOOR DRAIN DEPATMENT FINISHED FLOOR ELEVATION ON PUMP (DIRECTION SHOWN BY ARROW) PRESSURE REDUCING VALVE DN 111 DUCT OFFSET DOWN IN FLOW DIRECTION M905 MECHANICAL DETAILS INTERNATIONAL MECHANICAL CODE (IMC). lj DN // FULL LOAD AMPSOIL del lD Jr UP DUCT OFFSET UP IN 2015 WASHINGTON STATE ENERGY CODE -#-UPI i. FFLA FPM FURNISHED BY OWNER, INSTALLED BY CONTRACTOR FEET PER MINUTE PRESSURE RELIEF VALVE FLOW DIRECTION FT FOOT, FEET SITE GLASS DUCT WITHOUT SOUND 1. HVAC EQUIPMENT SHALL HAVE MINIMUM PERFORMANCE AT SPECIFIED RATING CONDITIONS NOT LESS THAN THE VALUES INDICATED IN TABLE ® G NATURAL GAS C403.2.3(1)A,(1)B,(1)C,(2),(3),(4),(5),(7),(8),(9) OF THE WSEC AND AS INDICATED ON THE CONTRACT DOCUMENTS. GA GAL GALV GAUGE GALLONS GALVANIZED I} SOLENOID VALVE SINGLE LINE DUCT W/ INTERNAL LINING 2. PROVIDE DEADBAND BETWEEN HEATING COOLING SPACE SENSOR SETPOINTS OF 5 DEGREES AS REQUIRED BY SECTION C403.2.4.1.2 OF THE WSEC OR AS DESCRIBED IN THE TEMPERATURE CONTROL SEQUENCES. GC LAB GAS COCK THERMOMETER DUCT WITH INTERNAL LINING GPM GALLONS PER HOUR ACOUSTICAL LINING 3. PROVIDE BALANCING DEVICES IN ALL BRANCH DUCTS AND PIPE RUNS TO TERMINAL DEVICES AS REQUIRED BY SECTION C408.2.2.1 OF THE WSEC AND AS GRD GWB GRILLES, REGISTERS, AND DIFFUSERS GYPSUM WALL BOARD THREE WAY VALVE FLEXIBLE CONNECTION INDICATED ON THE CONTRACT DOCUMENTS. ir HP HVAC HORSEPOWER HEATING, VENTILATION AND AIR CONDITIONING Al TWO WAY VALVE OR FLEXIBLE DUCT 4. ALL DUCTWORK SHALL COMPLY WITH SMACNA STANDARDS FOR CONSTRUCTION OF GALVANIZED DUCTWORK. ALL DUCTWORK SHALL BE SEALED AS REQUIRED BY SECTION C403.2.8 OF THE WSEC. DUCT TAPE NOT ALLOWED. OR HW HOT WATER UNION FLEX FLEXIBLE DUCT IP " -1'::1 HWC HWG HOT WATER CIRCULATION HIGH WALL GRILLE VENTURI FLOW VALVE DUCTWORK STATIC PRESSURE AND SEAL CLASS: HWR HOT WATER RETURN I WYE STRAINER WITH VALVE RA/EA RETURN AIR DUCT/RETURN DUCT UP WATER COLUMN SEAL CLASS HWS HOT WATER SUPPLY I �y X TO 3 INCHES SEAL TRANSVERSE JOINTS AND LONGITUDINAL SEAMS ID INDIRECT DRAIN, INSIDE DIAMETER WYE STRAINER �© RG RETURN AIR GRILLE ABOVE 3 INCHES SEAL TRANSVERSE JOINTS, LONGITUDINAL SEAMS AND DUCT WALL PENETRATIONS IN.) IE IH IN INVERT ELEVATION INSTANT HOT WATER DISPENSERS INCH RPBP REDUCED PRESSURE BACKFLOW PREVENTER --I-> SA SUPPLY AIR OUTLET, SIDEWALL 5. ALL DUCTWORK SHALL BE INSULATED AS REQUIRED BY SECTION C403.2.8.1 AND C403.2.8.2 OF THE WSEC AND AS DESCRIBED IN SECTION 230700 OF THE PROJECT MANUAL. ---(} I-- KW KILOWATT, (1000 WATTS) LAT LEAVING AIR TEMPERATURE DCVA DOUBLE CHECK VALVE ASSEMBLY ® SA SUPPLY AIR DUCT/SUPPLY DUCT UP DUCT TYPE LOCATION R-VALUE LR LINEAR RETURN DDCVA DOUBLE DETECTOR CHECK VALVE LWG LOW WALL GRILLE -**1- so- I- RA/EA RETURN AIR OR EXHAUST AIR DUCT LWT LEAVING WATER TEMPERATURE SUPPLY/RETURN EXTERIOR R-8, CLIMATE ZONE 4 (INCLUDE MAX MAXIMUM �p �- RPBP REDUCED PRESSURE BACKFLOW PREVENTER SD SUPPLY GRILLE OR DIFFUSER APPROVED WEATHERPROOF BARRIER) MBH MCA MFG 1000 BTU PER HOUR MINIMUM CIRCUIT AMPS MANUFACTURER WITH FUNNEL DRAIN OPEN AREA INDICATED ACTIVE ELEMENTS (4 WAY IF HATCH IS NOT SHOWN) R-12 CLIMATE ZONE 5 (INCLUDE APPROVED WEATHERPROOF BARRIER) SUPPLY/RETURN/OUTSIDE AIR UNCONDITIONED SPACE R-6 MIN MINIMUM GI FD FLOOR DRAIN 1 LINEAR DIFFUSER 1 MTG MOUNTING ., FS FLOOR SINK NC NORMALLY CLOSE EA EXHAUST AIR DUCT/EXHAUST DUCT UP OUTSIDE AIR (<2,800 CFM SUPPLY WITHIN CONDITIONED SPACE (NOT CONSIDERED R-7 (DAMPER AT ENVELOPE NIC NOT IN CONTRACT ---CW--- CW COLD WATER UNIT)PART OF THE BUILDING ENVELOPE) PENETRATION) NFPA NG NATIONAL FIRE PROTECTION ASSOCIATION NATURAL GAS ----HW-__- HW HOT WATER El. EG EXHAUST AIR GRILLE OUTSIDE AIR(>2,800 CFM SUPPLY WITHIN CONDITIONED SPACE (NOT CONSIDERED MUST INSULATE TO ENVELOPE NO NORMALLY OPEN -----HWC----- HWC HOT WATER CIRCULATION UNIT) PART OF THE BUILDING ENVELOPE) REQUIREMENTS OF CHAPTER C402 NT NEUTRALIZATION TANK W W WASTE TRANSITION - RECTANGULAR SUPPLY WITHIN CONDITIONED SPACE R-3.3 NTS NOT TO SCALE TO ROUND OA OUTSIDE AIR _--_ V _--_ V VENT " OAT OUTSIDE AIR TEMPERATURE RECTANGULAR ELBOW 1_ij WITH TURNING VANES OC ON CENTER ----0---- VTR VENT THROUGH ROOF 6. ALL PIPING SHALL BE INSULATED AS REQUIRED BY SECTION C403.2.9 OF THE WSEC AND AS DESCRIBED IN SECTION 220700 AND 230700 OF THE PROJECT OBD OPPOSED BLADE DAMPER MANUAL: ORD OVERFLOW ROOF DRAIN CWS CWS CHILLED WATER SUPPLY 90' OR R/W=1.5) (R/D OS&Y OUTSIDE STEM AND YOLK - - CWR - - CWR CHILLED WATER RETURN MINIMUM PIPE INSULATION THICKNESS PH POC PSI PHASE POINT OF CONNECTION POUNDS PER SQUARE INCH FOS FOS FOR FUEL OIL SUPPLY FUEL OIL RETURN T-4 90' ELBOW TAKE -OFF SYSTEM/TEMP ('F) INSULATION CONDUCTIVITY NOMINAL PIPE DIAMETER - - FOR - - S-4t PW PRESSURE WASTE HWS WITH 45' TAPER CONDUCTIVITY MEAN RATING < 1" 1" to 1-1/2" 4" to >_ 8 RA RG RH RETURN AIR RETURN GRILLE ROOF HYDRANT HWS HWR HEATING WATER SUPPLY HEATING WATER RETURN x 90' CONICAL TAKE -OFF BTU• in./{h• ft2• F') TEMPERATURE, F < 1-1/2" to < 4" < 8" - HWR - - s i HEATING > 350 0.32-0.34 250 4.5 5.0 5.0 5.0 5.0 RL RAIN LEADER RWL RAINWATER LEADER CO CARBON MONOXIDE SENSOR 251-350 0.29-0.32 200 3.0 4.0 4.5 4.5 4.5 RWL RD ROOF DRAIN 201-250 0.27-0.30 150 2.5 2.5 2.5 3.0 3.0 REF REFERENCE ORL ORL OVERFLOW RAINWATER LEADER 141-200 0.25-0.29 125 1.5 1.5 2.0 2.0 2.0 READ REQUIRED - - RS - - RS REFRIGERANT SUCTION 00 CARBON DIOXIDE SENSOR 105-140 0.21-0.28 100 1.0 1.0 1.5 1.5 1.5 RG RETURN GRILLE COOLING 40-60 0.21-0.27 75 0.5 0.5 1.0 1.0 1.0 RPM REVOLUTIONS PER MINUTE RL REFRIGERANT LIQUID < 40 0.20-0.26 75 0.5 1.0 1.0 1.0 1.5 RL RPBP SA REDUCED PRESSURE BACKFLOW PREVENTER SUPPLY AIR C CONDENSATE DRAIN OR T SWITCH THERMOSTAT C SD STORM DRAIN, SUPPLY DIFFUSER G NATURAL GAS EQUIP ID# TO EQUIPMENT LOCATION 7. SIMULTANEOUS HEATING AND COOLING TO INDIVIDUAL ZONES SHALL BE PROHIBITED AS DESCRIBED IN THE TEMPERATURE CONTROL SEQUENCES EXCEPT G SG SUPPLY GRILLE WHERE PERMITTED IN SECTION C403.2.4.1 OF THE WSEC. SHT SHEET SS SS SANITARY SEWER g SENSOR SM SHEET METAL F FIRE PROTECTION WATER ® 8. MOTOR EFFICIENCY SHALL NOT BE LESS THAN THE MINIMUM AS REQUIRED BY SECTIONS C403.2.11.3 AND C403.2.14 OF THE WSEC FOR FULL LOAD F A SO SCREENED OPENING HUMIDISTAT EFFICIENCIES. SP STATIC PRESSURE A COMPRESSED AIR SPD STATIC PRESSURE DROP PIPE SIZE REDUCTION i. I BDD BACK DRAFT DAMPER 9. RECORD DRAWINGS SHALL BE PROVIDED TO THE OWNER AS REQUIRED BY SECTION C103.6.1 OF THE WSEC. THE DRAWINGS SHALL INDICATE THE LOCATION SPEC TDH SPECIFICATIONS TOTAL DYNAMIC HEAD ► DN PIPE SLOPE DOWN THIS DIRECTION FIRE DAMPER, AND PERFORMANCE DATA OF EQUIPMENT, GENERAL CONFIGURATION OF DUCTWORK AND PIPING DISTRIBUTION SYSTEMS, INCLUDING FLOW RATES AS A MINIMUM. TG TRANSFER GRILLE PIPE CAP T { FD WALL OR CEILING TOD TPD TOP OF DUCT TOTAL 3 GAS COCK QJr 10. OPERATION AND MAINTENANCE MANUALS SHALL BE PROVIDED TO THE OWNER AS SPECIFIED AND PER SECTION C103.6.2 TSP PRESSURE DROP TOTAL STATIC PRESSURE U I FSD FIRE AND SMOKE DAMPER 11. HVAC SYSTEMS SHALL BE BALANCED AS REQUIRED BY SECTION C408.2.2 OF THE WSEC. TYP TYPICAL V VOLT, VENT 12. COMMISSIONING SHALL BE PROVIDED AND REPORT OF COMMISSIONING SHALL BE SUBMITTED TO THE OWNER AS REQUIRED BY SECTION C408 OF THE WSEC. i 1 VD VTR W VOLUME DAMPER VENT THRU ROOF ir VD VOLUME DAMPER COMMISSIONING SHALL CONSIST OF A COMMISSIONING PLAN, BALANCING, FUNCTIONAL PERFORMANCE TESTING, POST CONSTRUCTION COMMISSIONING, TRAINING, REPORTS AND ACCEPTANCE. SUBMIT COMMISSIONING COMPLIANCE CHECKLIST TO BUILDING OFFICIAL UPON COMPLETION. 4 WB W/ WASTE WET BULB TEMPERATURE WITH i, MOD MOTOR OPERATED DAMPER 13. CONTROL SYSTEM SHALL PROVIDE 7 DAY PROGRAMMING AND SETBACK CAPABILITY, OPTIMUM START, THERMOSTAT INTERLOCK AND TEMPERATURE RESET. SYSTEM TO COMPLY WITH SECTIONS C403.2.4.2 AND C403.2.4.3 OF THE WSEC. III WC WATER CLOSET WCO WALL CLEAN OUT I CLEARANCE REQUIREMENT 14. PROVIDE HOT WATER HEATERS WITH MINIMUM R-10 INSULATION PAD UNDER THE TANK. WG WATER GAUGE WH WALL HYDRANT 15. PROVIDE AUTOMATIC SHUTOFF FOR ALL DOMESTIC WATER CIRCULATION PUMPS. SEE ALSO SPECIFICATION SECTION 230900. RI WHA WATER HAMMER ARRESTER FILTER WSEC WASHINGTON STATE ENERGY CODE 16. RESET HEATING AND COOLING TEMPERATURES AUTOMATICALLY PER SECTION C403.4.4.4 OF THE WSEC. SEE ALSO SPECIFICATION SECTION 230900. 17. PROVIDE ISOLATION VALVES FOR ALL EQUIPMENT CONNECTED TO FLUID PIPING. NOTE: DRAWINGS MAY NOT CONTAIN ALL ABBREVIATIONS LISTED 18. MECHANICAL SYSTEM EQUIPMENT SIZING COMPLIES WITH ENERGY CODE COMPLIANCE LIMITS SECTION C403.2.1 AND C403.2.2. 19. DAMPERS SHALL COMPLY WITH WSEC C403.2.4.3, INCLUDING DAMPERS INTEGRAL TO HVAC EQUIPMENT, AND SHALL HAVE A MAXIMUM LEAKAGE RATE WHEN TESTED IN ACCORDANCE WITH AMCA STANDARD 500 OF: A. MOTORIZED DAMPERS: 4 CFM/FT2 OF DAMPER AREA AT 1.0 INCH W.G. B. NON -MOTORIZED DAMPERS: 20 CFM/FT2 OF DAMPER AREA AT 1,0 INCH W.G., EXCEPT THAT FOR NON MOTORIZED DAMPERS SMALLER THAN 24 INCHES IN EITHER DIMENSION: 40 CFM/FT2. 20. THE HVAC SYSTEM AND ITS CONTROLS SHALL ALLOW ECONOMIZER OPERATION WHEN MECHANICAL COOLING IS REQUIRED SIMULTANEOUSLY. AIR AND WATER ECONOMIZERS SHALL BE CAPABLE OF PROVIDING PARTIAL COOLING EVEN WHEN ADDITIONAL MECHANICAL COOLING IS REQUIRED TO MEET THE REMAINDER OF THE COOLING LOAD. HIGH -LIMIT SHUTOFF CONTROL FOR AIR ECONOMIZER SHALL BE SET WHEN OUTSIDE AIR TEMPERATURE IS HIGHER THAN 75'F. 21. ALL DUCT SYSTEMS SHALL BE SEALED TO A LEAKAGE RATE NOT TO EXCEED 6 PERCENT OF THE FAN FLOW IF THE DUCT SYSTEM: A. IS CONNECTED TO A CONSTANT VOLUME, SINGLE ZONE, AIR CONDITIONER, HEAT PUMP OR FURNACE; AND B. SERVES LESS THAN 5000 SQUARE FEET OF FLOOR AREA; AND C. HAS MORE THAN 25 PERCENT DUCT SURFACE AREA LOCATED IN ANY UNCONDITIONED SPACE. 22. THE LEAKAGE RATE SHALL BE CONFIRMED THROUGH FIELD VERIFICATION AND DIAGNOSTIC TESTING, IN ACCORDANCE WITH SMACNA DUCT LEAKAGE TEST PROCEDURES - 1985. RECEIVED CITY OF TUKWILA 112/11/18 PERMIT CORRECTIONS#1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by JWG JEA JWG 1900 )F3f 57REFT SVIE 201 Sranz q 0l110 (200) 376-0609 (208) 370-0041 FAX CODE CCi;'LIANCE APPRCoVLD F 26 2.J City of Tukwila BUILDING DiVfrc;d JURISDICTIONAL APPROVAL STA MP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title ABBREVS., LEGEND, NOTES & INDEX ARCHITECTS + URBAN DESIGNERS MOM 111001211 LIJ DEC 1 2 2018 PERMIT CENTER Sheet M 00 1 co 4, Oct2018 7:06 PM File: BIM Sery MECHANICAL / ELECTRICAL COORDINATION ITEM NO. EQUIPMENT DESCRIPTION POWER MOTOR CONTROL EQUIPMENT REMARKS VOLTS PH PROVIDED BY INSTALLED BY WIRED BY MECH ELEC MECH ELEC N/A MECH ELEC N/A AC SPLIT SYSTEM AC INDOOR 208 1 X X X 2 ODU SPLIT SYSTEM AC OUTDOOR 208 1 X X X 2,6 VRF VRF, IDU/ODU 208 3 X X X 2 EF EXHAUST FAN 120 1 X X X 2,7 VEF NEDERMAN SYSTEM 208 3 X X X 2 DF DESTRATIFICATION FANS 102 1 X X X 2,7 HRV HEAT RECOVERY VENTILATION 208 3 X X X 2,7 MAU MAKE-UP AIR UNIT 208 3 X X X 2,7 DF DESTRAT. FANS 120 1 X X 2,7 FSD FIRE SMOKE DAMPERS 120 1 X X X 2,7 MOD MOTOR OPERATED DAMPERS 120 1 X X 2,7 DHWH - 1, 2 HOT WATER HEATER 120 1 X X X 2 DOMESTIC WATER HEAT TRACING TAPE 120 1 X X X 2 AIR AIR COMPRESSOR 208 3 X X X 2 EUH, UH UNIT HEATERS 120 1 X X X 2,4 COMPRESSORS DRY SPRINKLER SYSTEM 208 3 X X X 2 FIRE SPRINKLER HEAT TRACING TAPE 120 1 X X X 10 NOTES: -- DISCONNECTS BY ELECTRICAL CONTRACTOR 1. COMBINATION MOTOR STARTER DISCONNECT 2. DISCONNECT SWITCH 3. VARIABLE FREQUENCY DRIVE - VFD 4. LINE VOLTAGE 7-DAY PROGRAMMABLE REMOTE WALL MOUNTED THERMOSTAT 5. DUPLEX PUMPS WITH TWO MOTOR STARTER DISCONNECTS OR ONE STARTER -DISCONNECT WITH ALTERNATOR 6. WEATHERPROOF 7. DISCONNECT AND CONTROL CONTACTOR 8. PROVIDE TWO CIRCUITS FOR CONTROL SYSTEM POWER 9. OPERATE FROM WALL SWITCH. 10. PROVIDE CONTROL AND MONITORING FOR HEAT TRACE ON SPRINKLER PIPING FROM FIRE ALARM PANEL 11. PROVIDE STEP DOWN TRANSFORMER TO 24 V 12. LINE VOLTAGE REMOTE WALL MOUNTED THERMOSTAT 13. PROVIDE SMOKE DECTECTION SHUTDOWN AND INTERFACE WITH FIRE ALARM PANEL 14. PROVIDE TIMER SWITCH THAT ALTERNATES BETWEEN INTERMITTENT AND MINIMUM VENTILATION RATES 15. PER SEATTLE CITY LIGHT: PROVIDE 1 THERMOSTAT THAT ACTIVATES FAN AT 70 DEG F AND 1 THERMOSTAT THAT DISABLES FAN AT 140 DEG F. HONEYWELL TG31A-C FARM-O-STAT MODEL T631A1022. PROVIDE MONITOR ALARM PER 2009 SEATTLE BUILDING CODE SECTION 425.8. 16. PROVIDE GREENHECK VARIGREEN CONSTANT PRESSURE CONTROL PACKAGED SYSTEM AND ALL NECESSARY ACCESSRORIES TO CONTROL OFFICE SPACE BUILDING PRESSURE 17. OPERATE FROM LOCKING WALL SWITCH 18. INTERLOCK TO AHU-9 19. INTERLOCK RETURN FAN TO ASSOCIATED AHU 20. PROVIDE CONTROL COMPONENTS AS REQUIRED TO MEET SEQUENCE OF OPERATION. 21. CONTROL FROM BUILDING TIME CLOCK. DOMESTIC HOT WATER HEATER AND ACCESSORIES M RK REMARKS DHWH-1, DHWH-2 DO ESIIC HOT WATER HEATER, NATURAL GAS FIRED, 150,000 BTUH INPUT RATING, 98% THERMAL EFI CIENCY, 100 GALLON STORAGE CAPACITY, MIN. 170 GPH RECOVERY, 100 DEG F RISE. FU NISH HEATER INSTALLED WITH TEMPERATURE AND PRESSURE RELIEF VALVE. VIDE SEISMIC RESTRAINT AS REQUIRED. GALVANIZED STEEL. HOLD -RITE OR EQUAL. PROVIDE FACTORY DIRECT VENT KIT FOR VENTING AND CONDENSATE NEUTRALIZATION KIT. PROVIDE 120V, 1 PHASE. FIELD FABRICATE 4" HOUSE KEEPING PAD. BASIS OF DESIGN: A.O. SMITH CYCLONE MXI BTH 150 DHWCP DOMESTIC HOT WATER CIRC PUMP. 5 GPM, 15 FT HEAD. 1/4 HP 120V 1PH ET BLADDER STYLE EXPANSION TANK. ASME RATED TO 125PSI, 240 F, DRAIN VALVE. BASIS: AMTROL, A.O. SMITH, OR EQUAL. TEMPERING VALVE THERMOSTATIC MIXING VALVE. PROVIDE PER ASSE 1070 AT FIXTURE GROUPS AS REQUIRED BY LOCAL AHJ. SIZED TO MATCH FIXTURE LOAD. BASIS LAWLER, LEONARD, OR BY PRIOR APPROVAL. PLUMBING FIXTURE SCHEDULE FIXTURE MARK SYMBOL SERVICE CONNECTION FIXTURE DESCRIPTION REMARKS WASTE VENT CW HW GRADE CLEANOUT GCO 0 - - - - CAST IRON CLEAN OUT WITH POLYPROPYLENE CLEANOUT PLUG WITH THREADED BRASS INSERT. BASIS: SIOUX CHIEF 851 FLOOR DRAIN FD-1 FD-2 ® 2" 2" 3/8" - FD-1: GENERAL ROOM FLOOR DRAIN, 6" DIAMETER TYPE B STRAINER, CAST IRON BODY, ADJUSTABLE COLLAR, NICKEL BRONZE ADJUSTABLE STRAINER HEAD, TRAP PRIMER CONNECTION. ZURN Z415B FD-2: SAME AS FD-1 BUT WITH FUNNEL CONNECTION. NOTE 1 TRENCH DRAIN ID-1 4" 2" - - HEAVY DUTY DIN 19580 LOAD CLASS C TRENCH DRAIN. RATED AT 56,000LBS - 1,162PSI. 13/16"X 1/2 LONGITUDINAL STAINLES STEEL SLOT BAR GRATE. BASIS: SMITH MFG. 9870-430-SSM NOTE 1 I I AREA DRAIN AD-1 2" 2" 3/8" - AREA DRAIN, SQUARE TOP, CAST IRON GRATE, CAST IRON BODY WITH BOTTOM OUTLET, SEEPAGE PAN MEMBRANE FLASHING CLAMP AND FRAME. BASIS: ZURN Z609 NOTE 1 HOSE BIB HB-1 - - 3/4" - - WALL HYDRANT WITH AUTOMATIC DRAINING AND NON -FREEZE TYPE INTEGRAL BACKFLOW PREVENTER, BRONZE CASING. MODEL: ZURN Z1300 - HOSE BIB HB-2 - - 3/4" - EXPOSED, LEAD FREE, ANTI SIPHON, MODERATE CLIMATE WALL HYDRANT, EXTERNAL VACUUM BREAKER WITH 3/4 INCHE HOSE CONNECTION, PERMANENTLY FASTENED WHEEL TYPE HANDLER. ZURN Z1341XL OR ACCEPTED EQUAL. - \ HOSE REEL AIR HR-A r I1 [ill �1.11 - - 3/4" - HIGH CAPACITY HOSE REEL WITH HEAVY DUTY STEEL CROSS SUPPORT. HOSE - 3/8" ID AND 1/2"OD, 100FT, RATED AT 300 PSI. BASIS: COXREEL SLP- 5100 - HOSE REEL WATER HR-W �I�III - 3/4" - HIGH CAPACITY HOSE REEL WITH HEAVY DUTY STEEL CROSS SUPPORT. HOSE - 3/4" ID AND 1-1/16"OD, 100FT, RATED AT 300 PSI. BASIS: COXREEL SLP- 5100 - WALL BOX WB-1 2" 2" 1/2" 1/2" 20GA. KNOCKOUTS IN TOP, BOTTOM, AND SIDES. INSTALL WITH 1/4 TURN BALL VALVES, DRAIN, AND HAMMER ARRESTERS. GUY GREY OR ACCEPTED EQUAL. - WALL BOX WB-2 - - 1/2" - 20GA. KNOCKOUTS IN TOP, BOTTOM, AND SIDES. INSTALL WITH SINGLE 1/4 TURN BALL VALVE AND HAMMER ARRESTERS. GUY GREY OR ACCEPTED EQUAL. - LAVATORY L -1 1-1/2" 1-1/2" 1/2" 1/2" WALL MOUNTED SINGLE CENTER HOLE LAVATORY, VITREOUS CHINA FOR CONCEALED CARRIER, WITH OVERFLOW. ADA COMPLIANT. BASIS: KOHLER K2053. FAUCET: HYTRONIC EDGE SINK FAUCET, SINGLE HOLE. 0.5 GPM MAX AERATOR, WITH MIXING VALVE, TEMPERING VALVE AND SELF SUSTAINING POWER SYSTEM. BASIS: CHICAGO FAUCETS 116.978.AB.1 TRAPS AND TAILPIECES: MCGUIRE OR EQUAL, 1-1/2" CHROME PLATED CAST BRASS P-TRAP AND TAILPIECE. SUPPLIES: BASSCRAFT OR EQUAL BY MCGUIRE OR EASTMAN, MULTI -TURN ANGLE STOP W/LOOSE KEY. STAINLES STEEL. BRAIDED FLEXIBLE RISERS. PROVIDE INSTALLED WITH CONCEALED ARM CARRIER. - LAVATORY L -2 1-1/2" 1-1/2" 1/2" 1/2" UNDERMOUNT VITREOUS CHINA, 8" CENTERS W/OVERFLOW. RND. BASIN. 18-7/8" DIA., ADA COMPLIANT.KOHLER CAXTON K 20000 UNDERMOUNT. FAUCET: SINGLE HANDLE, ADA COMPLIANT. DELTA MODERN FAUCET. TRAPS AND TAILPIECES: MCGUIRE OR EQUAL, 1-1/2" CHROME PLATED CAST BRASS P-TRAP AND TAILPIECE. SUPPLIES: BASSCRAFT OR EQUAL BY MCGUIRE OR EASTMAN, MULTI -TURN ANGLE STOP W/LOOSE KEY. STAINLES STEEL. BRAIDED FLEXIBLE RISERS. NOTE 4 0 SERVICE SINK SS-1 3" 2" 3/4" 3/4" SERVICE SINK: FLOOR MOUNTED 10" DEEP, ONE-PIECE MOLDED CONSTRUCTION, THERMOPLASTICS BASIN TO INCLUDE INTEGRALLY MOLDED DRAIN ASSEMBLY. SHALL MEET ANSI SPECIFICATION Z 124-2011. COLOR: WHITE. BASIS: MUSTEE 63M OR ACCEPTED EQUAL. FAUCET: WALL MOUNTED FAUCET WITH VACUUM BREAKER AND BUCKET HOOK. BASIS: CHICAGO 897-CP OR ACCEPTED EQUAL - SHOWER SH-1 2" 2" 3/4" 3/4" SHOWER STALL, 63"W X 37-1/2"D X 79-1/2"H, WHITE COLOR. BASIS: FIBER-FAB MODEL 63BF TRIM: METAL AND BRASS SINGLE -HANDLE HAND HELD SHOWER SYSTEM. CHROME PLATED FINISH. PROVIDE WITH PRESSURE BALANCING CYCLE VALVE, SLIDE BAR, DROP ELL, VACUUM BREAKER, 69 IN. METAL HOSE AND MOUNTING HARDWARE. FLOW: 1.5 GPM WATERSENSE CERTIFIED. ADA COMPLIANT BASIS: MOEN T8346. SHOWER DRAIN: 6" ROUND, CHROME PLATED GRID STRAINER. ZURN 415 OR ACCEPTED EQUAL. NOTE 3 >81. SHOWER SH-2 2" 2" 3/4" 3/4" BARRIER -FREE SHOWER STALL, 63"W X 37-1/2"D X 79-1/2"H, WHITE COLOR. BASIS: FIBER-FAB MODEL 63BF TRIM: METAL AND BRASS SINGLE -HANDLE HAND HELD SHOWER SYSTEM. CHROME PLATED FINISH. PROVIDE WITH PRESSURE BALANCING CYCLE VALVE, SLIDE BAR, DROP ELL, VACUUM BREAKER, 69 IN. METAL HOSE AND MOUNTING HARDWARE. FLOW: 1.5 GPM WATERSENSE CERTIFIED. ADA COMPLIANT BASIS: MOEN T8346. NOTE 3 SHOWER SH-3 isl ® - - 3/4" 3/4" SHOWER VALVE, HEAD AND WAND: SHOWER AND HAND SHOWER SYSTEM WITH LEVER HANDLES, INTEGRAL SERVICE STOPS AND CHECKS. THERMOSTATIC MIXING VALVE: LEONARD TEMPERING VALVE, LEAD FREE, ASSE 1070 LISTED. TEMPERATURE AND PRESSURE BALANCED MIXING VALVE WITH ADJUSTABLE SCREW LIMIT HANDLE TURN. SHOWER WAND WITH SLIDE BAR FOR HAND SHOWER, 30". DIVERTER CONTROL WITH LEVER HANDLE. IN LINE VACUUM BREAKER, FLEXIBLE METAL HOSE. INSTITUTIONAL SHOWER HEAD, 1.5GPM MAXIMUM FLOW RATE. LISTED ADA COMPLIANT. PROVIDE VANDAL RESISTANT ESCUTCHEON SCREWS, ANCHOR PLATE, AND ALL INSTALLATION ACCESSORIES. AS MANUFACTURED BY CHICAGO, DELTA, OR ACCEPTED EQUAL. DRAIN: SAME AS FLOOR DRAIN FD-1 NOTE 3 SINK S-1 2" 1-1/2" 1/2" 1/2" UNDERMOUNT 18 GAUGE STAINLESS STEEL SINK. SINGLE BOWL. ELKAY DLSR272210 PROVIDE PUNCHED PER SPECIFIED FAUCET. PROVIDE WITH CUP STRAINER, ALL MOUNTING ACCESSORIES. PROVIDE WITH INSTANT HOT WATER DISPENSER AT KITCHEN LOCATION ONLY. BASIS OF DESIGN: INSINKERATOR F-H3300. FAUCET: SINGLE HOLE, SINGLE HANDLE DECK MOUNT, 360 DEG. GOOSENECK SPOUT, _._ GPM AERATOR, CERAMIC CARTRIDGE. DELTA TRINSIC 9159LF. 2 SINK S-2 2" 1-1/2" 1/2" 1/2" 304 SERIES STAINLESS STEEL HAND WASH-UP SINK WITH 7" HIGH BACKSPLASH. FURNISH WITH A WALL HANGER AND SS BRACKETS. BASIS: ELKAY FAUCET: SINGLE HOLE HYTRONIC GOOSENECK SINK FAUCET WITH DUAL BEAM INFRARED SENSOR AND SELF SUSTAINING POWER SYSTEM. 5-1/4" GOOSENECKSPOUT, DUAL SUPPLY FOR HOT AND COLD WATER SERVICE. 1.0 GPM AERATOR WITH 15 SECOND CYCLE TIME BASIS: CHICAGO FAUCETS 116.934.AB.1 TRAPS AND TAILPIECES: MCGUIRE OR EQUAL, 1-1/2" CHROME PLATED CAST BRASS P-TRAP AND TAILPIECE. SUPPLIES: BASSCRAFT OR EQUAL BY MCGUIRE OR EASTMAN, MULTI -TURN ANGLE STOP W/LOOSE KEY. STAINLES STEEL. BRAIDED FLEXIBLE RISERS. SINK S-3 2" 1-1/2" 1/2" 1/2" FREESTANDING STAINLESS STEEL LAUNDRY/SCULLERY SINK. FLOOR MOUNTED 16 GAUGE STAINLESS STEEL, SINK PUNCHED FOR SCHEDULED FAUCET, SINGLE BOWL, 27" X 29.75" X 12.75". ELKAY RNSF81182 FAUCET: MANUAL FAUCET, BACKSPLASH MOUNTED, WITH 1.5 GPM AERATOR, 8" BODY, CHICAGO 897-CCP. 0 DECON SINK S-4 2" 1-1/2" 1/2" 1/2" CUSTOM, EXTENDED LENGTH AND DEPTH, STAINLESS STEEL SCULLERY TYPE WALL HUNG SINK WITH BACKSPLASH. 14 GAUGE TYPE 304 STAINLESS STEEL, SATIN 5K FINISH. REFER TO DRAWINGS FOR ARRANGEMENT AND DIMENSIONS OF SINK AND TRIM. TRIM: 12" WALL MOUNTED SWING NOZZLE FAUCET WITH! STREAM REGULATOR OUTLET TWO HANDLES. HAND SPRAYER: 1.4 GPM SPRAY VALVE WITH 44" FLEXIBLE STAINLESS STEEL HOSE WITH SPRING AND SPRAY PROVIDE WITH EYEWASH. FIELD VERIFY LOCATION WITH OWNER. BASIS: HAWS 7360 PROVIDE EYEWASH WITH TEMPERED WATER. TEMPERING VALVE BY LEONARD OR WATTS LOCATED AT SINK. CONTROL: KNEE CONTROL WITH WALL SUPPORT. TRIM AS MANFACTURED BY T AND S BRONZE WORKS. r SINK S-5 2" 1-1/2" 1/2" 1/2" BAR SINK, STAINLESS STEEL, TOP MOUNT. 15"X15"X6" DEEP. ADA COMPLIANT. ELKAY HD320874LFR PROVIDE WITH FAUCET KIT LK2477CR. TRAPS AND TAILPIECES: MCGUIRE OR EQUAL, 1-1/2" CHROME PLATED CAST BRASS P-TRAP AND TAILPIECE. SUPPLIES: BASSCRAFT OR EQUAL BY MCGUIRE OR EASTMAN, MULTI -TURN ANGLE STOP W/LOOSE KEY. STAINLES STEEL. BRAIDED FLEXIBLE RISERS. _ � ®"° , SINK S-6 2" 1-1/2" 1/2" 1/2" BOTTLE FILLING STATION BF-1 1-1/2" 1-1/2" 1/2" - BOTTLE FILLING STATION, WITH GREEN CHILLER, FILTERED, 8 GPH, STAINLESS STEEL FINISH. 115V/60HZ, 260W. 1.1 GPM FLOW RATE. 3000 GALLON CAPACITY FILTER SHALL MEET ADA GUIDELINES. BASIS: ELKAY EZH2O LZSBWSLP OR APPROVED EQUAL. e 4 URINAL U - 1 D2" 2" 1-1/4" - KOHLER BARDON K-4904-ET, HIGH EFFICIENCY URINAL, VITREOUS CHINA, WHITE, WASHOUT, TOP SPUD, 0.125 GPF, ADA COMPLIANT.FLUSH VALVE: KOHLER K-13520, 0.125 GPF, EXPOSED, 3/4" TOP SPUD. PROVIDE WITH ACCESSORY FIXTURE HANGERS AND STRAINER ASSEMBLY. WATER CLOSET WC-1 OD 4" 2" 1-1/4" - WALL -MOUNTED VITREOUS CHINA TOILET, ELONGATED BOWL. 1.6/1.1GPF FLUSH VALVE. (1.27 AVG GPF) ADA COMPLIANT KOHLER KINGSTON BOWL K-4325. COORDINATE WITH ARCHITECT FOR COLORS/FINISHES. FLUSH MECHANISM: DUAL -FLUSH, CHROME PLATED CLOSET FLUSHOMETER SLOAN WES-111 WATER CLOSET WC-2 tip 4" 2" 1-1/4" - SAME AS WC-1 ABOVE, MOUNTED TO CURRENT ADA ACCESSIBLE STANDARD REQUIREMENTS. OIL/WATER SEPARATOR OWS 4" 2" - - OIL WATER SEPARATOR WITH ADJUSTABLE FRAME COVER. 8 GPM DESIGN FLOW RATE. 2'-0" STATIC WATER DEPTH. BASIS OF DESIGN OLDCASTLE PRECAST 253-SA-125 PLUMBING NOTES AND REMARKS: GENERAL: EXTEND AND CONNECT PIPING TO ALL PLUMBING FIXTURES, FURNISH COMPLETE, FUNCTIONAL SYSTEM. 1. PROVIDE TRAP PRIMERS PIPED TO WATER SUPPLY. 2. PROVIDE WITH GARBAGE DISPOSAL AND INSTA-HOT HOT WATER TAP. RECEIVED 3. PROVIDE WITH ADDITIONAL SLIDE -BARS FOR SHOWER. LOCATE ONE 90-DEG FROM THE MAIN BAR AND PROVIDE SECONDARY "HIGH" MAIN BAR. REFER TO SPECIFICATIONS FOR MORE INFORMATION. 4. PROVIDE WITH A LIFT -ANT -TURN STYLE "STOPPER" AT TAIL PIECE. INTEGRAL STOPPER FUNCTION INSTEAD OF TRADINATIONAL POP-UP. CITY OF TUKWIL. 1 12/11/18 PERMITCORREC11ONS#1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by JWG JEA JWG • y C, 1.* QALF Qi D COVE GC':u:k--u.6ANt .: APPRO ci.) FED 26`3 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECHANICAL SCHEDULES ARCHITECTS + URBAN DESIGNERS LLI VI 1111111161691 DEC 1 2 2018 PERMIT CENTER Sheet M002 WAU - B'M Server 19/17001 - TFS51/TFS51 Main 4, Oct2018 7:06 PM File: BIM Serve VRF INDOOR UNIT SCHEDULE MARK AREA SERVED DESIGN CONDITIONS BASIS OF DESIGN NOMINAL COOLING MBH NOMINAL HEATING CAPACITY MBH NOMINAL TOTAL SUPPLY CFM DESIGN TOTAL SUPPLY CFM AREA OCCUPANTS MIN. OUTSIDE AIR CFM EXTERNAL STATIC IN. W.G. MODEL NUMBER VOLTS/ PHASE ELECTRICAL MCA/MFS WEIGHT LBS. REF LINES REMARKS LIQUID IN GAS IN IDU - 1 COMM - SEE AC UNIT SCHEDULE 7 IDU - 2 BUNK 8 9 320 - 413 320 50 1 30 0.0 PKFY-P08NHMU-EW 208/1 .34 MCA/208 VOLT, 15 MOCP 40.0 1/4" 1/2" 1,2 IDU - 3 BUNK 8 9 320 - 412' 320 50 1 30 0.0 PKFY-P08NHMU-EW 208/1 .34 MCA/208 VOLT, 15 MOCP 40.0 1/4" 1/2" 1,2 IDU - 4 BUNK 8 9 320 - 413 320 50 1 30 0.0 PKFY-P08NHMU-EW 208/1 .34 MCA/208 VOLT, 15 MOCP 40.0 1/4" 1/2" 1,2 IDU - 5 BUNK 8 9 320 - 413 320 50 1 30 0.0 PKFY-P08NHMU-EW 208/1 .34 MCA/208 VOLT, 15 MOCP 40.0 1/4" 1/2" 1,2 IDU - 6 BUNK 8 9 320 - 412 320 50 1 30 0.0 PKFY-P08NHMU-EW 208/1 .34 MCA/208 VOLT, 15 MOCP 40.0 1/4" 1/2" 1,2 IDU - 7 BUNK 8 9 320 - 412 320 50 1 30 0.0 PKFY-P08NHMU-EW 208/1 .34 MCA/208 VOLT, 15 MOCP 40.0 1/4" 1/2" 1,2 IDU - 8 COMMON AREA ADJOINING BUNKS 12 14 494 - 60C 500 420 6 55 0.0 PLFY-P12NCMU-E 208/1 .39 MCA/208 VOLT, 15 MOCP 60.0 1/4" 1/2" 1,2 IDU - 9 COMMON AREA ADJOINING BUNKS 12 14 494 - 60C 500 NOTE 6 NOTE 6 - 0.0 PLFY-P12NCMU-E 208/1 .39 MCA/208 VOLT, 15 MOCP 60.0 1/4" 1/2" 1,2 IDU - 10 LAUNDRY -JANITOR, BATH 36 40 812-1165 800 420 8 600 0.4 PEFY-P36NMAU-E 208/1 3.33 MCA/208 VOLT, 15 MOCP 110.0 3/8" 5/8" 1,2 IDU - 11 OFFICES AND LOBBY 24 27 477-671 600 620 6 67 0.4 PEFY-P24NMAU-E 208/1 2.25 MCA/208 VOLT, 15 MOCP 100.0 3/8" 5/8" 1,2 IDU - 12 KITCHEN 36 40 812-1165 1000 620 43 252 0.4 PEFY-P36NMAU-E 208/1 3.33 MCA/208 VOLT, 15 MOCP 110.0 3/8" 5/8" 1,2 IDU - 13 PHYSICAL TRAINING 36 40 812-1165 1000 450 18 387 0.4 PEFY-P36NMAU-E 208/1 3.33 MCA/208 VOLT, 15 MOCP 110.0 3/8" 5/8" 1,2 SUM 204 228 2830 1541 NOTE: A . EXTERNAL STATIC PRESSURE ALLOWS FOR DUCTWORK AND FILTERS, UNIT MANUFACTURER TO ADD ALLOWANCE FOR WET COIL. B . COIL CONDITIONS: COOLING 80/67 'F EAT DB/WB, 95'F OUTDOOR DB; HEATING: 70'F EAT DB, 43'F OUTDOOR WB REMARKS: 1. BASIS OF DESIGN: MITSUBISHI MULTI CITY 5. CONSTANT VOLUME FAN COIL 2. PROVIDE WITH ATTACHMENT AND MOUNTING ACCESSORIES COMPLETE. 6. IDU-8 AND IDU-9 SHARE THE COMMON AREA 3. PROVIDE WITH LONG LIFE FILTER, PLENUM WITH FILTER SLIDE, FACTORY INTERNAL DRAIN PUMP; MERV 8 FILTER. 7. REFER TO AIR CONDITIONING UNIT SCHEDULE. 4. CONSTANT VOLUME MIXING SECTION 8. NA VRF OUTDOOR UNIT SCHEDULE MARK REMARKS OUTDOOR UNIT ODU AIR COOLED OUTDOOR UNIT. 240 MBH NOMINAL COOLING CAPACITY, 95' DB ENTERING AIR, 80'/67'F DB/WB INDOOR. 270 MBH NOMINAL HEATING CAPACITY, 43' WB ENTERING AIR, 70 DEGREE DB INDOOR. 42 MCA (EACH OF 2 MODULES), 208/230 VOLT, 3 PHASE INVERTER DRIVEN SCROLL COMPRESSOR, R410A REFRIGERANT, 11.7 EER, 18 IEER, 3.41 COP 1500 POUNDS NET WEIGHT. MITSUBISHI CITY MULTI PURY-P-240TSMU-A. PROVIDE WITH TWINING KIT, JOINT KIT, LOW AMBIENT, SNOW/HAIL GUARDS AND BASE PAN HEATER. BRANCH CIRCUIT CONTROLLER SCHEDULE MARK REMARKS BRANCH CONTROLLER BC-1 BRANCH CIRCUIT CONTROLLER. 1.08 MCA, 208/230 VOLT, 1 PHASE. R410A REFRIGERANT, 13 PORTS, 150 POUNDS. MITSUBISHI CITY MULTI: CMB-P1013NU-GA. HEAT RECOVERY VENTILATOR SCHEDULE MARK DESIGN CONDITIONS BASIS OF DESIGN AREA SERVED TOTAL CFM EFFICIENCY, PERCENT, TEMPERATURE MIN. OUTSIDE AIR CFM EXTERNAL STATIC IN. W.G. MODEL NUMBER KW VOLTS/ PHASE CURRENT INPUT, AMPS WEIGHT LBS. REMARKS HRV -1 LAUNDRY, BATH, BUNKS 880 70 880 .5" LGH-F1200 1.3 208/1 6.0 500.0 1,2 HRV -2 OFFICE, GREAT ROOM, PT 955 70 955 .5" LGH-F1200 1.3 208/1 6.0 500.0 1,2 SUM 1 I 1,835.0 j 140.0 I 1,835 j I I I j I I NOTE: A . AIR TO AIR HEAT RECOVERY VENTILATOR, LOSSNAY OR ACCEPTED EQUAL. B. REMARKS: 1. BASIS OF DESIGN: LOSSNAY 5. NA 2. FILTER TYPE: MERV 13 6. NA 3. NA 7. NA 4. NA 8. NA CEILING FAN SCHEDULE MARK ELECTRICAL SIZE WEIGHT REMARKS VOLT/PH WATTS DIAMETER LBS CF-1 CF-2 CF-3 CF-4 120/1 100 72 INCHES 40 CEILING SUSPENDED DESTRATIFICATION FAN. PROVIDE WITH WALL MOUNTED REMOTE, COMBO SPEED AND DIRECTION CONTROL. FINISH PER ARCHITECT. OVERALL INSTALLATION HEIGHT PER ARCHITECT. BASIS OF DESIGN: DESIGN: HUNTER HFC 72 OUTSIDE AIR HEAT RECOVERY VENTILATION UNIT, RHRV SECTION REMARKS SUPPLY FAN SECTION FAN WALL, PLUG AIRFOIL FAN. FAN 18" WHEEL DIAMETER, 3500 RPM MAXIMUM DIRECT DRIVE, 2.3 HP, 208 VOLT, 3 PHASE. 1900 CFM, 3" STATIC PRESSURE, WITH VFD. EXHAUST FAN SECTION FAN WALL, PLUG AIRFOIL FAN. FAN 18" WHEEL DIAMETER, 3500 RPM MAXIMUM DIRECT DRIVE, 2.3 HP, 208 VOLT, 3 PHASE. 1400 CFM, 3" STATIC PRESSURE, WITH VFD. ELECTRICAL FACTORY MOUNTED STARTERS AND DISCONNECTS. SINGLE POINT POWER CONNECTION. 208 VOLT, 3 PHASE, 185 MCA, 200 MOCP HEATPUMP SECTION TOTAL COOLING CAPACITY 77 MBH, SENSIBLE CAPACITY 65 MBH, DX COIL, R410A REFRIGERANT, TOTAL HEATING CAPACITY 60 MBH, 12.2 EER. BACKUP HEATING SECTION ELECTRIC RESISTANCE BACKUP HEATING SECTION. 30 KW, 6 STAGE, SCR CONTROL. HRV ENERGY WHEEL RECOVERY. 208 VOLT, 3 PHASE. SENSIBLE EFFICIENCY OF 82%. INCLUDE BYPASS DAMPERS & RECIRCULATION DAMPER FOR ECONOMIZER OPERATION ISOLATION FAN AND MOTOR RESILIENTLY ISOLATED FROM THE FAN CABINET. DAMPER SECTION PROVIDE EXHAUST HOOD WITH BIRD SCREEN. PROVIDE BYPASS SECTION TO FURNISH ECONOMIZER COOLING WHEN HEAT RECOVERY IS NOT REQUIRED. THE OUTDOOR AIR SUPPLY AND THE EXHAUST OUTLET SHALL BE PROVIDED WITH CLASS 1A MOTORIZED DAMPERS WHICH CLOSE AUTOMATICALLY WHEN THE SYSTEMS OR SPACES ARE NOT IN USE OR DURING UNOCCUPIED PERIODS PER SEC C403.2.4.3. FILTERS 2" PLEATED, MERV 8. 0.54" FILTER PRESSURE DROP FOR OA AND RA PRIOR TO WHEEL CABINET PERFORATED GALVANIZED SHEETMETAL INNER LINER IN FAN SECTIONS, SOLID OUTER PANEL 2" THICK, 3 POUND DENSITY ACOUSTICAL INSULATION. MINIMUM OF 6" BASE RAIL FINISH IN STANDARD FACTORY ENAMEL. WEIGHT 3000 POUNDS, VERIFY WITH MANUFACTURER ACCESSORIES 14" INSULATED CURB AND ALL MOUNTING ACCESSORIES. ACCESS ALL ACCESS FROM SIDE OF UNIT. REFER TO MECHANICAL DRAWINGS. INSTALLATION REFER TO MANUFACTURERS WRITTEN INSTRUCTIONS AND CONTRACT DOCUMENTS. SMOKE DETECTION NOT REQUIRED. MANUFACTURER BASIS FOR DESIGN: DAIKEN. ALTERNATES AS ACCEPTED BY PRIOR APPROVAL. EXHAUST FAN SCHEDULE MARK SERVES CFM SP IN.W.G. WEIGHT (LBS) SONES ELECTRICAL REMARKS WATTS/HP VOLTS PHASE EF-1 EMS AND MECH/ SPRINKLER 500 0.38 75 3.0 250 115 1 DIRECT DRIVE CABINET EXHAUST FAN WITH ECM MOTOR AND SPEED CONTROL FOR AIR BALANCING. BASIS OF DESIGN: GREENHECK CSP A900 EF-2 CORRIDOR AND SCBA 1100 0.38 90 4.0 500 115 1 DIRECT DRIVE CABINET EXHAUST FAN WITH ECM MOTOR AND SPEED CONTROL FOR AIR BALANCING. BASIS OF DESIGN: GREENHECK CSP A1750 EF-3 SHOP 150 0.38 25 2.5 50 115 1 DIRECT DRIVE CABINET EXHAUST FAN WITH ECM MOTOR AND SPEED CONTROL FOR AIR BALANCING. BASIS OF DESIGN: GREENHECK CSP A190 EF-4 MECH PLATFORM AND STORAGE 700 0.38 50 2.0 350 115 1 DIRECT DRIVE CABINET EXHAUST FAN WITH ECM MOTOR AND SPEED CONTROL FOR AIR BALANCING. BASIS OF DESIGN: GREENHECK CSP A700 EF-5 STORAGE 300 0.38 50 2.0 125 115 1 DIRECT DRIVE CABINET EXHAUST FAN WITH ECM MOTOR AND SPEED CONTROL FOR AIR BALANCING. BASIS OF DESIGN: GREENHECK CSP A410 EF-6 APP BAY 4500 0.25 375 6.0 .75 208 3 DIRECT DRIVE CENTRIFUGAL ROOF EXHAUST FAN WITH MOTOR OPERATED DAMPER, FACTORY CURB, AND VARI-GREEN WITH VARIABLE CONTROL. BASIS OF DESIGN: GREENHECK G 300 EF-7 KITCHEN HOOD (RESIDENTIAL) 900 0.50 80 8.0 .33 115 1 DIRECT DRIVE CENTRIFUGAL ROOF EXHAUST FAN WITH MOTOR OPERATED DAMPER, FACTORY CURB, AND VARI-GREEN WITH VARIABLE CONTROL BASIS OF DESIGN: GREENHECK G 123 VG OR ACCEPTED EQUAL. EF-8 ELECTRICAL 300 0.38 30 5.0 .25 115 1 DIRECT DRIVE CENTRIFUGAL ROOF EXHAUST FAN WITH MOTOR OPERATED DAMPER, FACTORY CURB, AND VARI-GREEN WITH VARIABLE CONTROL BASIS OF DESIGN: GREENHECK G 085 VG OR ACCEPTED EQUAL. EF-9 BENCH HOOD ALTERNATE 3 1500 0.75 100 15.9 3/4 115 1 DIRECT DRIVE IN -LINE CENTRIFUGAL EXHAUST FAN WITH MOTOR OPERATED DAMPER, AND VARI-GREEN WITH VARIABLE CONTROL. BASIS OF DESIGN: GREENHECK SQ 130 VG OR ACCEPTED EQUAL. AIR CONDITIONING UNIT SCHEDULE EXT. COOLING HEATING MARK CFM STATIC PRES. NOMINAL BTUH NOMINAL BTUH SEER HSPF WEIGHT, LBS. ELECTRICAL DESCRIPTION MCA MOCP VOLT PHASE IDU-1 399 0.0" 12,000 12,200 18 8.5 100 - - 208/ 1 MITSUBISHI MSZ-HE12NA, WALL MOUNTED INDOOR INDOOR 230 UNIT, WITH REFRIGERANT LINE KIT, REMOTE MOUNTED THERMOSTAT PROVIDE MATCHING OUTDOOR UNIT OR ACCEPTED EQUAL. PROVIDE WITH CONDENSATE PUMP. ODU-1 OUTDOOR - 18 8.5 200 12 15 208/ 1 MITSUBISHI MUZ-HE12NA OUTDOOR CONDENSING 230 UNIT, MITSUBISHI OR ACCEPTED EQUAL. 15A BREAKER. GAS UNIT HEATER SCHEDULE MARK ELECTRICAL CAPACITY WEIGHT LBS REMARKS INPUT OUTPUT FLA VOLT PHASE MBH MBH UH-1 UH-2 4.6 115 1 200 166 250 MECHANICALLY INDUCED SEPARATED COMBUSTION, FAN POWERED NATURAL GAS FIRED UNIT HEATER, WITH DIRECT SPARK IGNITION. 409 STAINLESS STEEL HEAT EXCHANGER. VERTICAL DOUBLE WALL COMBUSTION. 83% THERMAL EFFICIENCY. AIR AND VENT TERMINAL KIT WITH ROOF THIMBLE. DIRECTIONAL LOUVERS.HANGER KIT. REZNOR UDAS-200 OR ACCEPTED EQUAL. ELECTRIC UNIT HEATER SCHEDULE MARK SERVES ELECTRICAL DATA ACCESSORIES WATTS VOLTS PHASE EUH-1 2000 208 1 CONTROLLED BY DDC OFF SPACE THERMOSTAT WITH CONTROL RELAY BY ELEC. BASIS OF DESIGN: KING KBP EUH-2 2000 208 1 CONTROLLED BY DDC OFF SPACE THERMOSTAT WITH CONTROL RELAY BY ELEC. BASIS OF DESIGN: KING KBP EUH-3 2000 208 1 CONTROLLED BY DDC OFF SPACE THERMOSTAT WITH CONTROL RELAY BY ELEC. BASIS OF DESIGN: KING KBP EUH- 1000 208 1 CONTROLLED BY DDC OFF SPACE THERMOSTAT WITH CONTROL RELAY BY ELEC. BASIS OF DESIGN: KING WHF - - - - - NOT USED EUH- 2400 208 1 CONTROLLED BY DDC OFF SPACE THERMOSTAT RELAY BY ELEC. BASIS OF DESIGN: KING WHF EUH- 1500 208 1 CONTROLLED BY DDC OFF SPACE THERMOSTAT RELAY BY ELEC. BASIS OF DESIGN: KING WHF - - - - - NOT USED EUH- 2000 208 1 CONTROLLED BY DDC OFF SPACE THERMOSTAT RELAY BY ELEC. BASIS OF DESIGN: KING KBP BENCH EXHAUST HOOD SECTION REMARKS DESCRIPTION PORTABLE SELF CONTAINED FUME EXHAUST BENCH, COMPLETE WITH FAN, FILTER STARTERS AND DISCONNECTS AND ALL RELATED ACCESSORIES. FAN DIRECT DRIVE FAN, 800 CFM. ELECTRICAL FACTORY MOUNTED DISCONNECT, EXPLOSION PROOF. 1.5 HP, 115V/208-230V, SINGLE PHASE, 17.0/8.5 AMPS. FILTERS ACCESSORIES 95% FILTRATION EFFICIENCY, 2 INCH ALUMINUM MESH PRE -FILTER, 95% MAIN FILTER AND ADSORPTION MODULE. PROVIDE SET OF SPARES, EACH. PRESSURE GAUGE KIT AND ALUMINUM GRATE. CABINET 16 GAUGE STEEL, POWDER COATED CABINET. WEIGHT 300 POUNDS, VERIFY WITH MANUFACTURER SOUND LEVEL 72 DBA ACCESS REFER TO MANUFACTURERS INSTALLATION AND OPERATIONS INFORMATION FOR REQUIRED ACCESS CLEARANCE. INSTALLATION REFER TO MANUFACTURERS WRITTEN INSTRUCTIONS AND CONTRACT DOCUMENTS. SMOKE DETECTION NOT REQUIRED. MANUFACTURER BASIS FOR DESIGN: AIRFLOW SYSTEMS INC. RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 112/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by JWG JEA JWG rt JURI CODE CC; I7LIAWCE APPR 'EL) FED 26 2� City of Tukwila BUILDING DIVICICN DICTIONAL ,APPROVAL STA Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECHANICAL SCHEDULES ARCHITECTS + URBAN DESIGNERS D VICINISS Sheet M003 GRILLES, REGISTERS AND DIFFUSERS MARK CFM NC LEVEL STATIC PRESSURE CEILING TYPE SIZE BASIS FOR DESIGN NOTES FRAME CONNECTION SD1 30 - 50 <20 0.03 ALL 12" X 12" 6" X 6" TITUS MCD AA - 4 WAY THROW SD2 60 - 110 <20 0.03 ALL 12" X 12" 6" X 6" TITUS MCD AA - 4 WAY THROW SD3 115 - 160 <20 0.02 ALL 14" X 14" 8" X 8" TITUS MCD AA - 4 WAY THROW SD4 170 - 245 <20 0.02 NONE/GWB 15" DIA 10" X 10" TITUS MCD AA - 4 WAY THROW S05 165 - 245 <20 0.03 LAY -IN 24" X 24" 10" X 10" TITUS MCD AA - 4 WAY THROW SD6 250 - 3754 <20 0.03 LAY -IN 24" X 24" 10" X 10" TITUS MCD AA - 4 WAY THROW SD7 380 - 500 <20 0.03 NONE 24" X 24" 12" X 12" TITUS MCD AA - 4 WAY THROW SD8 4500 <20 0.02 GWB 40" X 40" 38" X 38" TITUS 300 RL SD9 50-75 <20 0.03 LAY -IN 26" X 6" 8" TITUS ML-39, 3 SLOT/MP-39 PLENUM SD10 150-170 <20 0.03 LAY -IN 50" X 6" 12" TITUS ML-39, 3 SLOT/MP-39 PLENUM SD11 150-170 <20 0.03 GWB 50" X 6" 12" TITUS ML-39, 3 SLOT/MP-39 PLENUM . SD12 250 <20 0.015 LAY -IN 50" X 8" 12" TITUS ML-40, 4 SLOT/MP-40 PLENUM SD14 450 <20 0.03 LAY -IN 24" X 24" 14" X 14" TITUS MCD AA - 4 WAY THROW RG1 50 - 240 <20 0.03 GWB 14"X14"" 12" X 12" TITUS 350ZFS RG2 250 - 640 <20 0.03 18"x18" 16" x 16" TITUS 350ZFS RG3 640 - 1050 <20 0.03 NONE/GWB 24" X 24" 22" X 22" TITUS 350ZFS RG4 125-150 <20 0.03 LAY -IN 26" X 6" 12" TITUS MLR-40, 2 SLOT/MP-40 PLENUM RG5 200 <20 0.03 LAY -IN 26" X 6" 12" TITUS MLR-40, 2 SLOT/MP-40 PLENUM RG6 1000 <20 0.03 GWB 38" X 14" 36" X 12" TITUS 350ZFS EG1 30 - 90 <20 0.034 ALL 10" X 10" 8" X 8" TITUS 350ZFS EG2 100 -160 <20 0.034 ALL 12" X 12" 10" X 10" TITUS 350ZFS EG3 170 - 320 <20 0.034 NONE/GWB 20" X 12" 18" X 10" TITUS 350ZFS EG4 170 - 320 <20 0.034 LAY -IN 24" X 24" 22" X 22" TITUS 35OZFS EG5 330 - 560 <20 0.034 NONE/GWB 20" X 16" 18" X 14" TITUS 350ZFS EG6 800 <20 0.034 NONE/GWB 26" X 16" 24" X 14" TITUS 350ZFS EG7 300 <20 0.034 GWB 20" X 12" 18" X 10" TITUS 350ZFS EG8 4500 <20 0.034 GWB 42" X 42" 40" X 40" TITUS 350ZFS EG9 50 - 75 <20 0.028 ACT 26" X 6" 10" TITUS MLR-40, 1 SLOT/MP-40 PLENUM TG1 100 - 300 <20 0.025 DOOR 12"X6" 10"X4" TITUS T700S TG2 100 - 300 <20 0.069 GWB 20" X 12" 18" X 10" TITUS 350ZFS NOTES: 1. CEILING MOUNTED. 2. WALL MOUNTED. 3. DUCT CONNECTION TO DIFFUSER OR GRILLE SHALL BE MINIMUM NECK SIZE. 4. PROVIDE SMOOTH, GRADUAL SHEETMETAL FITTING TRANSITION FROM DUCT TO GRILLE, REGISTER OR DIFFUSER. 5. REFER TO ARCHITECTURAL PLANS (FLOOR, CEILING AND ELEVATIONS) TO DETERMINE FRAME TYPE AND LOCATION. 6. DUCT MOUNTED. 7. SOS 75 1 SLOT DIFFUSER WITH SDB 75 LINEAR SLOT PLENUM. 8. INSTALL 2 SDS 75 DIFFUSERS AND PLENUMS SIDE BY SIDE FOR A TOTAL LENGTH OF 96". 9. DOOR MOUNTED. u•) U) LE co co rn a� v aid m cn in 0 0 0 0 d' ROOF VENTILATORS CFM PRESSURE DROP THROAT DIMENSIONS WEIGHT, LBS. REMARKS RV-1 RV-2 400 0.05 12" X 12" 50 ROOF VENTILATOR WITH CURB, MOTOR OPERATED DAMPER INTERLOCKED TO ASSOCIATED FAN OPERATION. BASIS OF DESIGN: GREENHECK FGI 4500 0.05 36" X 36" 160 ROOF VENTILATOR WITH CURB, MOTOR OPERATED DAMPER INTERLOCKED TO ASSOCIATED FAN OPERATION. BASIS: GREENHECK FGI RV-4 RV-7 RV-8 00-1000 0.05 20" X 20" 80 ROOF VENTILATOR WITH CURB, MOTOR OPERATED DAMPER INTERLOCKED TO ASSOCIATED FAN OPERATION. BASIS: GREENHECK FGI 800-1000 0.05 20" X 20" 80 ROOF VENTILATOR WITH CURB, MOTOR OPERATED DAMPER INTERLOCKED TO ASSOCIATED FAN OPERATION. BASIS: GREENHECK FGR RV-6 VEHICLE EXHAUST EXTRACTION SYSTEM MARK REMARKS VEF VEHICLE EXHAUST FAN. SWBI, 2400 CFM, 8.0" TOTAL STATIC PRESSURE, 3450 RPM, 7.5 HP, 208V, 3 PHASE. PROVIDE WITH DISCONNECT, VFD AND SILENCER. BASIS OF DESIGN: GREENHECK OR ACCEPTED EQUAL. RAIL NEDERMAN MAGNA RAIL. PROVIDE TWO 6" DROPS, WITH ELECTROMAGNET RELEASE, EACH. 208 VOLT/1 PHASE. REFER TO CONTRACT DRAWINGS FOR REQUIRED LENGTHS AND ARRANGEMENT. AIR COMPRESSOR SCHEDULE MARK VOLTS/CYCLES /PHASE MOTOR HP MAX PSIG ACFM REMARKS COMP-1 208/60/3 5 175 14 80 GALLON VERTICAL TANK MOUNTED MOTOR AND COMPRESSOR. BELT DRIVE RECIPROCATING COMPRESSOR. PROVIDE INSTALLED WITH VIBRATION ISOLATION, FILTER MOISTURE TRAP AND PRESSURE REGULATOR. BASIS FOR DESIGN: INGERSOLL RAND 2475-N5 COMP-2 208/60/1 2 - - DRY RISER COMPRESSOR BY FIRE SPRINKLER DESIGN BUILD CONTRACTOR. LOCATED IN MECHANICAL ROOM. BASIS FOR DESIGN: GAST LOUVER SCHEDULE MARK CFM APPLICATION FREE AREA (SQ. FT.) FREE AREA AIR VELOCITY (FPM) STATIC PRESSURE SIZE BASIS FOR DESIGN REMARKS L-1 0.05 GREENHECK ESD 435 1,2 REMARKS: 1. PROVIDE WITH MOTOR OPERATED DAMPER 2. PROVIDE WITH BIRD SCREENS VEHICLE FUELING SYSTEM AND ACCESSORIES MARK REMARKS TANK 1000 GALLON, DOUBLE WALL, CONCRETE ENCASED CONTAINMENT TANK. UL 2085, UL 142 LISTED AND COMPLIANT. BASIS OF DESIGN: FIREGUARD, SUPERVAULT OR ACCEPTED EQUAL. FUEL MANAGEMENT SYSTEM FUEL MANAGEMENT SYSTEM. ETHERNET BRIDGE, EXPANDABLE MEMORY, PUMP CONTROL MODULE, CARD AND CHIP READER, BACKLIT LCD DISPLAY, PUMP CONTROL RELAY RATED 1 HP, 120/240 VOLTS, 12 VOLT DC; 40 MA PULSER POWER SUPPLY, COORDINATE SOFTWARE PACKAGE WITH OWNER. PETROVENT K800 CARDKEY FUEL ACCESS AND MANAGEMENT SYSTEM. FUEL PUMP 18 GPM, 120/240 VOLT, 1 HP, SINGLE PHASE, FUEL PUMP. DISPENSER AND COMMERCIAL DISPENSER, LOW HOSE STYLE CABINET. US GPM VOLUME UNITS. 115 VOLT, SINGLE PHASE. 10:1 GALLON PULSER. WITH HOSE RETRACTOR. STANDARD COLOR OPTIONS, NOZZLE KIT. BENNET FLEETMASTER LOW HOSE DISPENSER OR ACCEPTED EQUAL. SPILL KIT OIL BASE LIQUIDS SPILL CONTROL STATION. WALL MOUNTED CABINET, 20" WIDTH x 14" DEPTH x 33" HEIGHT. 17 GAL. ABSORPTION CAPACITY. INCLUDE RAPID RESPONSE ABSORBENT SUPPLIES AND REFILL KIT. CONDOR MODEL 35ZT06 OR APPROVED EQUAL. 1 12/11/18 PERMIT CORREC11ONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by JWG JEA JWG JURIS CODE CCW'UANCE APPR:;y J D City of Tukwila BUILDING D;Vi lC? DICT1ONAL APPROVAL STAM P Issue PERMIT SUBMITTAL Date 10/15/18 ARCHITECTS + URBAN DESIGNERS RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Sheet Title MECHANICAL SCHEDULES Sheet M004 _� 4,0ct2087:00PNFUe BIM Server: WAU_BIM Server 19117001_TF851[TFS511Nain 3"CW TO 2" METER, SEE C 6"F TO FIRE SERVICE 6"RWL TO SITE TORM, SEE CIVIL MECHANICAL SITE PLAN SCALE: 1/16" = 1'-0" CONTINUED ON SHEET M201 GAS METEF1 CONTRACTOR TO ARRANGE rTH OWNER FOR SERVI E TO SITE 1000 GALLON, DOUBLE W CONTAIN NT TANK CONTAINMENT IPING SYSTEM DISPENSER FUEL TERMINAL 4"RWL TO ITE STORM, SEE CIVIL FOR CONTI ATION 4"W TO OIL WA R SEPARATOR, SEE CIVI FOR CONTINU ON south UTILITY BUILDING (GENERATOR, . FUEL & TRASH ENCLO 6"W TO OIL WA LE..29'-0", 7\ GENERATOR x FROM OIL STOP VALVE, SEE SHEET M201 \.7 .7\ TO OIL WATER SEPARATOR, FOR CONTINUATION R SEPARATOR, 7\ SEE CIVIL FOR CONTINUATION 6"W TO SANIT RY OIP SEE CIVIL FOR CONTINU TO SITE GAS SERVICE ON NORTH DRAWING NOTES: 1. PIPING IS DIAGRAMMATIC. PROVIDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT INSTALLATION. FLAG NOTES: FOR FUEL SPILL KIT DESCRIPTION, REFER TO VEHICLE FUELING SYSTEM AND ACCESSORIES SCHEDULE ON SHEET M004. RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 112/11/18 PERMITCORRECTIONS#1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG 103) IIEST 114=0‘ sltel ilt 201 MOLE, IA 90119 (200) 3719-0369 (200 375-0041 FAX CODE CC:'LlANCEE APPRCA'all FES 26 City of Tukwila BUILDING Divislorl JURISDI CTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECHANICAL SITE PLAN Sheet M I 0 I ARCHITECTS+ URBAN DESIGNERS Lfl Ul SHEET NOTES: 1. PIPING IS DIAGRAMMATIC. PROVIDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT INSTALLATION. 4, Oct2018 7:06 PM File: BIM Server: WAU - BIM Server 19/17001 - TFS51/TFS51_Main 4"UP TO FCO 2"W UP IU FD-1 2"W UP TO aS- 4"W UP TO STANDPIPE DRAIN 4"W UP TO FCO 2"W UP TO FD 2 3"CW UP X"F UP TO PIV 3"CW TO 2" METER, SEE CIVIL FOR CONTINUATION TO FIRE SERVICE MECHANICAL FOUNDATION PLAN 2"V UP 4"UP TO FCO 2"V UP, TYP 3 2"W UP TO FD-1 4"RWL UP 4"RWL UP TO FCO 4"W UP TO TO-1 2"W UP 2"V UP 6"RWL TO SITE STORM, I.E. = 29'-0", SEE CIVIL FOR CONTINUATION 3"W UP TO AD 1 4"W UP TO WC-1 0 4"W UP—TO—F. 2"W UP TO FD-1, 4"W UP TO FCO X"W UP TO FS-1 4"RWL UP TO ELQ 4"RWL UP TO FCO 4"W UP Q Fc0 2"W UP T. S- 0 2"W UP TO 4"W UP TO FCO. 3"W UP TO S- 2"V UP 4WUPTO TRENCH TO S-2 2"V UP, TYP 10 4"W UP TO WC-1, WC 2 2"W UP TO FD-1 2"W UP TO SH-1 2"W UP TO U-1 3"W UP TO AD-1 2"V UP 4"W UP TO WC-2 2"V UP 6"W 4"W UP TO WCO 3 TO Ap- 2"V JP 2"W JP TO S-2 4"W P TO • 2"W UP TO 2"W UP TO (2)— 2"W UP TO FD_1 2"W UP TO FD-1 2"W UP TO L-1 4"W UP TO Wren. 2"W UP TO S-1 FLAG NOTES: SLEEVE FOUNDATION WALL PIPE PENETRATIONS, TYPICAL. REFER TO DETAIL IN STRUCTURAL DRAWINGS. COORDINATE PENETRATIONS WITH FOUNDATION PLAN ON SHEET S201. PROVIDE HEAT TRACING OF DOMESTIC COLD SERVING THE UTILITY STATION. 0 0 0 2"W UP TO @F-1 2"W UP TO S-5 OIL STOP VAL INSTALLED IN 5' DEEP CO 1 AINMENT CATCH BASIN, ' I ED TO RETAIN A MINIM VOLUME EQUAL TO 15 MI TES THE FLOW RATE OF SEDULED DISPENSING PUMP 3"RWL UP 4"RWL TO SITE STORM, SEE CIVIL FOR CONTINUATION—� 4"STORM DRAIN TO OIL WATER ' EPARATOR, SEE CIVIL -- FOR CONTINUA ON G UP TO GAS METER X" G 6"W T. OIL SEE CIVI',r 1 W TO S E CIVIL _j WATER PIPE 4/1'CW 3"CW UP RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER o 1 12/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG JURI CODE CC{u =LEANCE APPROiVEt ) FED 2GL City of Tukwila BUILDING Di''o"i`I SDICTIONAL APPROVAL STA MP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECHANICAL FOUNDATION PLAN ARCHITECTS + URBAN DESIGNERS SCALE: 1/8" = 1'—O" NORTH Sheet M201 BIM Server: WAU- BIM Server 19/17001 - TFS51/TFS51_Main 4, Oct2018 7:06 PM FIRE SPRINKLER NOTES 1. THESE DRAWINGS ARE DIAGRAMMATIC REPRESENTING THE INTENT OF THE WORK. REFER TO THE SPECIFICATIONS FOR COMPLETE SYSTEM REQUIREMENTS. 2. PROVIDE ALL DESIGN, MATERIAL, LABOR, SUPERVISION, TOOLS, AND ITEMS NECESSARY, FOR THE CONSTRUCTION, INSTALLATION, CONNECTION, START-UP, TESTING AND OPERATION OF ALL FIRE SUPPRESSION WORK FOR THIS PROJECT. IT SHALL BE THE FIRE SPRINKLER CONTRACTOR'S FULL RESPONSIBILITY TO DESIGN AND INSTALL A COMPLETE WORKING SYSTEM MEETING ALL CODES. 3. THE INTENT OF THESE DRAWINGS IS TO DIAGRAMMATICALLY SHOW THE FIRE SPRINKLER PIPING AND ARRANGEMENT OF HEADS IN OCCUPIED AND CRITICAL AREAS ONLY. SPRINKLER HEADS PROTECTING ATTICS, CONCEALED AREAS AND PLENUMS ARE NOT INDICATED BUT REQUIRED.THE DRAWINGS DO NOT NECESSARILY REFLECT THE FULL EXTENT OF PIPE OR SYSTEM COMPONENTS REQUIRED OR EXPECTED. THE FIRE SPRINKLER CONTRACTOR IS NOT RELIEVED FROM INCLUDING ALL REQUIRED COMPONENTS AND WORK IN THEIR CONTRACT. 4. PROVIDE SPRINKLER HEADS, PIPING, HEADERS, VALVES, ALARMS AND ACCESSORIES AS REQUIRED FOR A COMPLETE, FUNCTIONAL, CODE COMPLIANT SYSTEM. PIPE SIZING SHOWN IS AN ESTIMATE, FINAL PIPE SIZE SHALL BE COMPLETED BY THE CONTRACTOR AND INCLUDED IN THE PERMIT SUBMITTAL. CONSTRUCTION SHALL NOT BEGIN UNTIL THE CONTRACTOR'S SHOP DRAWINGS ARE APPROVED BY THE LOCAL JURISDICTION AND SHOP DRAWINGS HAVE BEEN REVIEWED BY THE PROJECT ARCHITECT. 5. FIRE SPRINKLER CONTRACTOR SHALL PROVIDE ADDITIONAL HEADS, PIPING, VALVES AND APPURTENANCES TO ENSURE ADEQUATE COVERAGE IN ALL SPACES INCLUDING ABOVE CEILINGS, IN CRAWLSPACES AND IN ATTICS. 6. THE AUTOMATIC SPRINKLER SYSTEM SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH NFPA 13 (IBC 903.31 STANDARDS), IBC, IFC AND ALL LOCAL CODES AS A MINIMUM STANDARD. ADDITIONAL REQUIREMENTS WILL BE NOTED IN THE SPECIFICATIONS OR IN THESE DRAWINGS THAT EXCEED CODE REQUIREMENTS. 7. PROVIDE COVERAGE FOR THE ENTIRE FACILITY INCLUDING AREAS ABOVE AND BELOW CEILINGS, ATTIC SPACES, CATWALKS, INTERSTITIAL SPACES, OVERHANGS AND MECHANICAL/ELECTRICAL ROOMS TO ACCOMPANY THE AHJ CODE REQUIREMENTS. THE ASSUMPTION OF FIRE ALARM DEVICES OR SYSTEMS BEING INSTAI I FD DOES NOT RELIEVE THE FIRE SPRINKLER CONTRACTOR OF PROVIDING COMPLETE COVERAGE OF ALL AREAS. 8. FIRE SPRINKLER MAIN NOT SHOWN SHALL BE LAID OUT PER CODE SPECIFIED AND SYSTEM REQUIREMENTS. SEE ARCHITECTURAL DRAWINGS FOR AREAS NOT SHOWN OR FOR MULTIPLE FLOORS THAT REQUIRE FIRE SPRINKLING COVERAGE. 9. ALL PIPING SHALL BE CONCEALED IN FINISHED AREAS TO THE GREATEST EXTENT POSSIBLE. ANY EXPOSED PIPING IN UNFINISHED AREAS SHALL BE ONLY BY APPROVAL OF THE ARCHITECT AND BE PAINTED TO MATCH SURROUNDINGS. IN VAULTED CEILING AREAS, PIPING SHALL BE INSTALLED IN SOFFIT OR BEHIND CEILING FINISH. 10. SEE ARCHITECTURAL DRAWINGS FOR ATTIC AND CONCEALED SPACES, PROVIDE SPRINKLER COVERAGE IN THOSE SPACES AS APPLICABLE. 11. PROVIDE PREACTION FIRE SPRINKLER COVERAGE IN COMM ROOM. 12. EXPOSED FIRE SPRINKLER PIPING SHALL BE LIMITED TO THE AREAS SHOWN. ANY DEVIATIONS IN THE FIRE MAIN LAYOUT SHOWN HERE SHALL BE APPROVED BY THE ARCHITECT BEFORE INSTALLATION AND SHALL BE AT NO ADDITIONAL COST TO THE OWNER. NO EXPOSED PIPING WILL BE ALLOWED IF, IN THE BUILDING STRUCTURE, THE ARCHITECT HAS PROVIDED SHAFTS, FURRED AREAS OR CONCEALED SPACES WHERE PIPING COULD BE HIDDEN FROM VIEW. DO NOT RUN PIPING OVER ELECTRICAL PANELS OR SWITCHGEAR EXCEPT WHERE LOCATED ABOVE THE STRUCTURAL CEILING. 13. CENTER SPRINKLER HEADS AND OTHER EXPOSED SPRINKLER SYSTEM ACCESSORIES IN CEILING GRIDS ON CENTERLINES OF ARCHITECTURAL FEATURES. REFER TO ARCHITECTURAL. 14. THE FIRE SPRINKLER CONTRACTOR SHALL COORDINATE THE LOCATION OF THE PIPING AND HEADS TO AVOID INTERFERENCE WITH LIGHT FIXTURES, ELECTRICAL CABLE TRAYS, HEATING/COOLING EQUIPMENT, DUCTWORK AND ANY ARCHITECTURAL FEATURES SUCH AS SKYLIGHTS, STAIRWAYS, ETC. IN CATWALK AREAS, PIPING SHOULD BE RUN AS HIGH AS POSSIBLE TO ALLOW THE MAXIMUM HEADROOM OVER THE MECHANICAL EQUIPMENT AND AISLE SPACES. MAXIMUM CLEARANCE SHALL BE MAINTAINED FOR SERVICE ACCESS AND MAINTENANCE FOR ALL EQUIPMENT. FAILURE TO COORDINATE SHALL BE JUSTIFICATION TO REQUIRE THE CONTRACTOR, AT HIS OWN EXPENSE, TO MOVE AND REDO HIS WORK. ALL PIPING SHALL BE SLOPED PARALLEL TO BUILDING STRUCTURE AND INSTALLED TO DRAIN. PROVIDE THRUST BLOCKS AT ALL CHANGES IN DIRECTION FOR UNDERGROUND SERVICE PIPING. ALL SPRINKLER HEADS SHALL BE QUICK RESPONSE, RECESSED HEADS WHERE EXPOSED IN CEILINGS. PROVIDE DRY PIPE FIRE SPRINKLER COVERAGE FOR ALL EAVES AND OVERHANGS THAT EXTEND BEYOND 4' FROM THE BUILDING, COVERED WALKWAYS/ENTRYWAYS AND ANY UNCONDITIONED AREAS AND SPACES. 19. PROVIDE HEAD GUARDS OR WIRE PROTECTIVE CAGES AS REQUIRED ON ALL SPRINKLER HEADS THAT MAY BE SUBJECT TO DAMAGE BY INCIDENTAL CONTACT. FIRE SPRINKLER LEGEND: WET UPRIGHT SPRINKLER HEAD WET PENDANT SPRINKLER HEAD WET UPRIGHT ABOVE PENDANT DRY UPRIGHT SPRINKLER HEAD HIGH TEMPERATURE SPRINKLER HEAD FIRE PROTECTION WATER DRY SIDEWALL SPRINKLER HEAD FIRE SUPPLY MAIN ALARM GONG FDC PIV 7 t° \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ BUILDING WALL TO BUILDING FIRE SPRINKLER SYSTEM TO FIRE SPRINKLER SYSTEM 24 I INCH DO NOT BLOCK ACCESS PERIMETERS OF MINIMUM CLEARANCES TO BE PAINTED ON FLOOR IN WHITE ENAMEL PAINT STRIPE, WITH 2 INCH STENCILED BLACK LETTERS TO SAY: "DO NOT BLOCK ACCESS" DOUBLE DETECTOR CHECK VALVE SCHEMATIC SCALE: NONE DETAIL NOTES: RISER DIAGRAM IS DIAGRAMMATIC AND DOES NOT RELIEVE OR WAIVE ANY IFC, NFPA, OR LOCAL REQUIREMENTS S FDC TEST DRAIN, TYP DRAIN TO EXTERIOR OR STANDPIPE, TYP WET PIPE VALVE FLOW SWITCH, TYP DOUBLE DETECTOR CHECK BACKFLOW ASSEMBLY FIRE SPRINKLER RISER DIAGRAM SCALE: NONE U 0 DRY PIPE VALVE TEST DRAIN, 1 18" LONG SPOOL (FL x PE) FLANGE COUPLING ADAPTOR APPROVED DDCVA ON MAIN LINE IN HORIZONTAL POSITION ONLY. (PER LATEST DEPT. OF HEALTH APPROVED LIST OF BACKFLOW PREVENTION DEVICES) BOTTOM OF DDCVA SHALL BE A MINIMUM OF 24 INCH ABOVE FLOOR LEVEL AND NOT HIGHER THAN 3 FEET MAXIMUM. INSTALL 3 CONCRETE PADS OR ADJUSTABLE PIPE SUPPORT COLUMNS UNDER DDCVA 50 O.S & Y VALVES TO BE RESILIENT SEATED WITH TAMPER SWITCHES. ADD WRING IN ACCORDANCE WITH L & I ® METERED 3/4 INCH BY-PASS DCVA - BY-PASS METER SHALL BE A 3/4 INCH "SENSUS-ECR" SR POSITIVE DISPLACEMENT METER EQUIPPED WITH A REMOTE READ SENSOR PLATE MOUNTED ON THE OUTSIDE OF THE BUILDING WALL. © WALL MOUNTED FIRE DEPARTMENT CONNEC11ON. AIR COMPRESSOR, PROVIDE WITH 4" HOUSEKEEPING PAD AFTER FIELD INSTALLATION, MAIN DDCVA AND BY-PASS DCVA MUST BE TESTED SATISFACTORILY BY A DEPARTMENT OF HEALTH CERTIFIED BACKFLOW ASSEMBLY TESTER. TEST REPORT MUST BE SUBMITTED TO LOCAL AUTHORITY'S WATER U11UTY ENGINEERING DEPARTMENT PRIOR TO ACTIVATION OF NEW UNE. INSTALL BRASS PLUGS AT ALL TEST COCKS. WET PIPE SYSTEM (TYP) DRY PIPE SYSTEM (TYP) TO FIRE ALARM PANEL, TYP r S TO COMPRESSOR RELEASE PANEL PREACTION VALVE FIRE FLOW INFORMATION (TBD) DETAIL NOTES: DDCVA MUST BE INSTALLED IMMEDIATELY AFTER PIPE PENETRATION THROUGH BUILDING FLOOR SLAB. ROOM IN WHICH DDCVA IS LOCATED SHALL: A. HAVE FLOOR DRAIN CONNECTED TO THE SANITARY SEWER SYSTEM. B. HAVE A HEATING SYSTEM (40' F MIN. TEMP.) NO HEAT TAPE C. NOT BE USED FOR STORAGE AROUND THE DDCVA D. HAVE CLEARLY DELINEATED ACCESS WAYS TO DDCVA AND PIV. A RIGHT -OF -ENTRY AGREEMENT MUST BE GRANTED TO THE LOCAL AUTHORITY FOR INSPECTION OF THE DDCVA AND METER. SEPARATE FIRE SPRINKLER PLANS INCLUDING INSTALLATION OF DDCVA MUST BE SUBMITTED TO THE LOCAL AUTHORITY FIRE PREVENTION DEPARTMENT FOR REVIEW AND APPROVAL. A SEPARATE FIRE SPRINKLER PERMIT IS REQUIRED. 24 INCH MINIMUM 36 INCH MAXIMUM 1. CONTRACTOR TO PROVIDE DESIGN, ENGINEERING AND DOCUMENTATION REQUIRED FOR ALL SYSTEM BRACING, HANGERS AND SUPPORTS. SIZE ALL RODS AND BRACE PIPES PER NFPA AND AUTHORITY HAVING JURISDICTION. RETAINER STRAP STEEL STRUC FINISH FLOOR LEVEL ELEVATION VIEW OF DDCVA CONCRETE DECK NUT BEAM CLAMP ALL THREAD ROD HANGER RING TOP BEAM CLAMP DROP -IN ANCHOR ALL THREAD ROD HANGER RING DROP -IN HANGER WALL/COLUMN PERIMETER BEAM EXPANSION BOLT SWAY BRACE END BRACE PIPE 45'-5O' FAST CLAMP LATERAL SWAY BRACE CONCRETE CONNECTION WALL/COLUMN PERIMETER BEAM EXPANSION BOLT SWAY BRACE END BRACE PIPE C3 - CONCRETE/STEEL SPRINKLER. HANGER DETAIL M301 j SCALE: NONE 45'-50' SWAY BRACE END PIPE CLAMP LONGITUDINAL SWAY BRACE CONCRETE CONNECTION 112/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG 110 CODE CC;.-. 'L.ANCE AFDI=.71:y'E3 FED 2 6 ?J City of TulanAIa BUILDING DIVICICN JU RISDICTIONAL APPROVAL S TAMP Issue PERMIT SUBMITTAL Date 10/15/18 ARCHITECTS + URBAN DESIGNERS LLI RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Sheet Title FIRE PROTECTION ABBREVS., LEGEND, NOTES, & INDEX Sheet M301 4, 0(0(C) SPRINKLER RISER SEE MAINTAIN 4 FT. CLEARANCE INDICATED BY HATCHED AREA F DN STOR D- D D APP BAY I 130 Q-D tj WC DECON 11261 0 00 COMM 127 AIRLiiCK I 123 I REEEIV 122 I 0 BUNK 1211 0 CORRIDOR LEVEL 1 FIRE PROTECTION DIAGRAM SCALE: 1/8" = 1'- 6 MECH PORCH 203 ON 0 49 MECH PLATFORM 202 STORAGE I 201 R WASH 128 I =4.I LAUN/JA I '7 I GEAR STOR I 129 0 0 •C ) BATH 1 1151 C ) ADA BAT 119 0 CORR 1110l AIRLOCK 10*i r STATION OFFICE 01 107 10 0 BUNK 1120 11204 BUNK 11164 B K 111 CAP BUNK I 1,2 1 COURTYARD (OPEN TO ABOVE) 0 FUTURE DETOX, NIC PHYS TRAIN 106 I ORRIDOR C LOBBY 0 KITCHEN 1 104AI 0 0 D- a MECHANICAL PLATFORM AND LOWER ROOF FIRE PROTECTION DIAGRAM SCALE: 1/8" = 1'-0" DAYROOM I 104‘ O ELEC 1051 49 GA ME dR ALCOVE CO —O� NORTH NORTH FLAG NOTES: PROVIDE SPRINKLERS ABOVE AND UNDER ROLL UP DOORS,AS REQUIRED, TYPICAL. DRY PENDANT SIDEWALL SIDE WALL HEADS OR DRY SYSTEM, AS REQUIRED FOR COVERAGE, TYPICAL. PROVIDE WITH PRE —ACTION SPRINKLER SYSTEM. RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1 12/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG dNAT, x )1* �tb— EviEe ..L k%: DC Cr" FEu 262 J City of Tularviia BUILDING DMViDICN JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title FIRE PROTECTION FLOOR PLAN ARCHITECTS + URBAN DESIGNERS D emm Lu vrt Sheet M302 DRAWING NOTES: FLAG NOTES: 4, 0ct2018 7:06 PM File: BIM Server: WAU - BM Server 19/17001 - TFS51/TFS51 Main • STOR t 1o$ CO 21/2"CW, 11/2"HW, 3'4"HWC UP O 2"W UP TO FD-2 X"G UP 2"W DN 2"V UP DOMESTIC WATER SERVICE, LEVEL 1 PLUMBING PLAN 2"V DN HB-2 COMPRESSED AIR CONNECTOR, 2"V DN, TYP 3 S-6 FFE=35-0" "CA,X"C, X"CW,X"HW, X"HWC, UP 2"V DN, TYP 2 2"V UP 3"CW DN APP BAY _1a01 FFE=35'-0" 3"ORL UP TO OE.Q 3"RWL UP TO 4"RWL DN, COMBINE ORL IN VERTICAL 3"ORL UP TO 082, 3"RWL. UP TO BQ. 3'4"CW UP X"CA, X"G, 21/2"CW 2"HW, 3'i HWC, U 4'W DN TO HB-2 IDU-1 4CW DN 0 HB-2 LAUN/ 4"W DN CAP O FICE BUNK 1.15t'C 1204 1 CORRIDOR 119 1. PIPING IS DIAGRAMMATIC. PROVIDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT INSTALLATION. COURTYARD (OPEN TO ABOVE) KITCHEN 104A 1 NC t DRAIN W/ ANOUT, GEAR STOR FD-1 HRV-2 0 GAS CONNEC1ION TO BBQ FOR GAS RISER DIAGRAM, SEE 1Y4 C DISHWASHER, SEE IDU-12 DAYRO PHYS TRAIN FFE=35'-0" FUTUR DETOX, F 3'i CW DN AS M SEE X"G NOT USED. PROVIDE TRAP PRIMER CONNECTION FOR ALL FLOOR DRAINS. CONTRACTOR SHALL LOCATE MANIFOLD AND PROVIDE ACCESS PANEL IN COORDINATION WITH ARCHITECT, SEE FOR GAS RISER DIAGRAM, SEE "ORL UP 01311 3"RWL TO ED. 4"RWL DN, COMBINE -ORD- IN VERTICAL FOR DISHWASHER CONNECTION, SEE PROVIDE CONDENSATE DRAINAGE PIPING AS SHOWN. DRAIN TO NEAREST SUITABLE FLOOR DRAIN OR PLUMBING FIXTURE TAIL PIECE. REFER TO DETAIL 2 POSITION GAS SOLENOID VALVE. SHUT OFF GAS TO APPLIANCE WHEN STATION CALL ALARM IS ACTIVATED. MANUAL RESET. COORDINATE LOCATION WITH ARCHITECT. PROVIDE CLEANOUT AT BASE OF RAINWATER LEADER. SEE TYP ALL RAINWATER STACKS AREA. DRAIN AD-1 0 3"ORL UP TO ORD, 3"RWL UP TO W.CW DN RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1 12/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG CODE CC ,-'LANC` APPR:t i) F:3 2 EJ I City of Tulaivila BUILDING Dr, «': JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title LEVEL 1 PLUMBING PLAN ARCHITECTS + URBAN DESIGNERS SCALE: 1 /8" = 1'-0" NORTH Sheet M401 SHEET NOTES: 1. PIPING IS DIAGRAMMATIC. PROVIDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT INSTALLATION. 4, Oct2018 7:06 PM File: BIM Server: WAU - BIM Server 19/17001 - TFS51/TFS51 Main CD 3"ORL UP TO BIZ 3"RWL UP TO ORD 1 TT TT' X"CW,X"HW, X"HWC DN 3"ORL UP TO 3"RWL UP TO ORD DHWH CONCENTRIC COMBUSTION AIR AND VENT, 2"VTR MECH PORCH 203 1 ca 1"CW DN a 4"V UP/DN-1 DN COMP-1 AIR COMPRESSOR, SEE 0 TYP 1 Ilt CH PLATFORM 202 3'4"CW, X"CA, —1 UH-2 c WATER HOSE REEL COMPRESSED AIR HOSE REEL 1"TRUCK FILL WATER OUTLET 45-V UP/DN 4"RWL DN 44"CW, X"CA, X"G R-W DOMES11C HOT WATER HEATER, SEE WATER HOSE REEL COMPRESSED AIR HOSE REEL 2"V DN 4"VTR ROOF DRAIN COLLECTING AREAS: 3,4. 1985 SF. ROOF AREA 4 0 OR HRV 1 L— • OF DRAIN COLLECTING AREAS: 7,8. 1985 SF. ALSO SEE M701 EQ. ORD 4"VTR ROOF AREA 9 1525 SF DRAINS TO EXTERNAL DOWNSPOUT, SEE CM SHEETS C2.0, 1/C2.3 4"VTR ROOF AREA 10 1150 SF DRAINS TO EXTERNAL DOWNSPOUT, SEE CM SHEETS C2.0, 1/C2.3 ROOF AREA 11 1000 SF DRAINS TO EXTERNAL DOWNSPOUT, SEE CIVIL SHEETS C2.0, 1/C2.3 2. al • „w ROOF DRAIN COLLECTING 540 SF. ROO REA 12 ROOF DRAIN `I COLLECTING 540 SF. ROOF AA13 o 112/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by JWG JEA JWG CODE CelV:' 'LI+AINICE. d4PF%�:y b'3 Fh2326L City of Tukwila BUILDING DIVISIO JURI SDICTIONAL APPROVAL STA MP Issue PERMIT SUBMITTAL Date 10/15/18 ARCHITECTS + URBAN DESIGNERS D MECH PLATFORM AND LOWER ROOF PLUMBING PLAN SCALE: 1 /8" = 1'-0" NORTH RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Sheet Title MECH PLATFORM AND LOWER ROOF PLUMBING PLAN Sheet M402 1102101191 SHEET NOTES: FLAG NOTES: WAU - BIM Server 19/17001 - TFS51/TFS51 Main 4, Oct2018 7:06 PM File: BIM Se 0 0 KEA AIR OXPREESCR, BY OWMER 14/10 18/12 UP 0 BENCH HOOD, SEE 13"0 12/10 UP LEVEL 1 HVAC PLAN 10/6 UP AP P 30u.1 HEAT RECOVERY VENTILATOR SEE 8C-1 BRANCH CONTROLLER, SEE 18/16 OA UP TO REY 18/16 EA UP TO OHL 16/14UP TO RV-4 �C INDOOR UNIT, SEE 50 ST.=ITIOit5DC 107 T COMM 0 R_CEI'! I 122 I S03- Z� -- 16'1210 NOW O. ADA <1. 02 IDU-6 BUNK DUCT WORK IS DIAGRAMMATIC. PROVIDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT INSTALLATION. 0 30 N FIFE PAR1n10N RA11NCti_TYP. ALSO REFER COURTYARD (OPEN TO ABOVE) FUTURE DETOX, NIC SD13 165 1 CF 3 165 Spa 165 14 1 0 SD10 170 1000 j.1 170 10/10 UP 10 150 TO EE& RESIDEN11AL S111E KITCHEN HOOD DAYROOM 104B SCALE: 1/8" = 1'—O" --r GA;1) MEf5R ALOC VE NORTH FLEXIBLE EXHAUST DUCT DROP FROM TRACK TO VEHICLE CONNECTOR. PROVIDE DOOR SWITCH ON APP BAY ROLL —UP DOOR TO SHUT OFF HEAT WHEN DOOR IS OPEN, TYPICAL PROVIDE DOOR SWITCH ON PHYSICAL TRAINING DOORS TO TURN OFF HVAC WHEN DOORS ARE OPEN. CEILING FANS TO REMAIN FUNCTIONAL COORDINATE IDU INSTALLATION HEIGHT WITH ARCHITECT, TYPICAL ALL UNITS. 0 FUEL LOOT 0-1 c R G T RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER o 0 112/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG JURISD CODE CCI sc,r �LEs1 APPRV aD Ih.:J262 LI City of Tukwila BUILDING DIVP'ICN ICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title LEVEL 1 HVAC PLAN Sheet M501 ARCHITECTS + URBAN DESIGNERS D SHEET NOTES: 1. DUCT WORK IS DIAGRAMMATIC. PROVIDE FlTT1NGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT INSTALLATION. WAU - BIM Server 19/17001 - TFS51/TFS51 M 4, Oct2018 7:06 PM FOR LARGE SCALE PLAN, SEE EUH-5 18/12 DN 14/10 BENCH HOOD DUCT UP/DN 10/6 DN 12/10 DN 1 2.1 2 3 31 TFORM EG-3 300 STORAGE 20 3aL6 300 EUH-6 4500 30/20 UP TO RV-3 34/18 10/10 UP TO RV-2 AIR COMPRESSOR, SEE MECH PLATFORM AND LOWER ROOF HVAC PLAN SCALE: 1/8" = 1.-0" 4"COMBUSTION AIR INTAKE, 4" FLUE VENT, CONNECT TO CONCENTRIC VENT, TERMINATE ON ROOF, TYP, GAS UNIT HEATER, SEE TYP %/ 7eA ODU OUTDOOR X"RS, X"RL DN ROOF VENTILATO', SEE TYP NIT, SEE LAUNDRY VENT, SEE TYP ODU—V VRF OUTDOOR UNI X"RS, X"RL DN 0 NORTH FLAG NOTES: FLEXIBLE EXHAUST DUCT DROP FROM TRACK TO VEHICLE CONNECTOR, TWO EACH TRACK. PROVIDE VERSA —TRACK TO ALLOW TRACKS TO LOCATE TO THE NORTH OR SOUTH SIDE OF THEIR RESPECTIVE BAYS. 0 0 0 1 0 0 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1 12/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG CODE Cer LEANCE APE=RC:A 6 LD FE32G2 J 1"4J City of Tultea BUILDING DIVi ICN JURIS DICTIONAL APPROVAL STA[' P Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECH PLATFORM AND LOWER ROOF HVAC PLAN Sheet ARCHITECTS + URBAN DESIGNERS D W 1- LLI M502 SHEET NOTES: 1. PIPING IS DIAGRAMMATIC. PROVIDE RUNGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPUANT INSTALLATION. 4,Ou@O187:08PNFile: BIM Server: WAU'BIM Server 10d700 -TFS5 /TFS51_Main CD CD CD 0 STOR CORRIDOR CORRIDOR LEVEL 1 PIPING PLAN SCALE: 1/8" = 1'-0" 0 DECON RECEIV DEDICA UNI CAP 0 FICE BUNK 0140 T COURTYARD (OPEN TO ABOVE) KITCHEN 0 FUTURE DETOX, MC PHYS TRAIN IDU-13 NORTH GAS, ME ER ALCOVE t51 0 T RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1 12/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG THE GREENBUSCH GROUP, INC ••••••••• 1000 KW NICIA711‘3111E' LTE° tilTE 201 20R1L2, 126 08110 (206) 370-00e9 (206) 370-0641 FM KEW: CODE CC:;::cUANCEE APPRVED JURISD F:73 26 2.] City of TulmiIa BUILDING DIVV:ICN ICTIONAL APPROVAL. STANI Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title LEVEL 1 PIPING PLAN Sheet M601 ARCHITECTS+ URBAN DESIGNERS SHEET NOTES: 4.Ont20187:0@PNFile: BIM Server: VVAU'BIM Server 1QU7UU1'TFS3 /TFS51_Mon CD / N 0 MECH PORCH 203 EN 1 I t! MECH PLATFORM 202 III STORAGE 201 I o- a 13-- a MECH PLATFORM AND LOWER ROOF PIPING PLAN SCALE: 1 /8” = 1.-0" 0 0 r"i 1 HRV ODU OUTDOOR UNIT, EE X"RS, X"RL DN ODU—V VRF OUTDOOR UNI SEE X"RS, X"RL DN T 0 T NORTH 1. PIPING IS DIAGRAMMATIC. PROVIDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT INSTALLATION. 0 0 0 0 0 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 1 12/11/18 PERMIT CORRECTIONS#1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG THE GREENBUSCH GROUP, INC ••••••••0))) PCOUSIX51._AL430 1,10E0 IECHNOWL 1049529043 1003 1ST 1IOMON 511536. SITE 201 5E0114 00110 (206) 375-0569 (206) 375-0641 FAX JU CODE CC LIANCE AP P FED 26 2.'"J City of Tulaivila BUILDING DIVON ISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECH PLATFORM AND LOWER ROOF PIPING PLAN ARCHITECTS fURBAN DESIGNERS Sheet M602 SHEET NOTES: 1. DUCT WORK AND PIPING ARE DIAGRAMMATIC. PROVIDE FITTING AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT INSTALLATION. AU - BIM Server 19/17001 - TFS51/TFS51 Main a) rn 4, Oct2018 7:06 PM O 1 Q, ORD ROOF DRAIN COLLECTING AREAS:1,2. 1505 SF PHWH CONCENTRIC COMBUSTION AIR AND VE Ell ORD. ROOF DRAIN COLLECTING AREAS: 5,6. 1505 SF UPPER ROOF MECHANICAL PLAN 0 ROOFAREA9 1525 SF DRAINS TO EXTERNAL 4" DOWNSPOUT, SEE CIVIL SHEETS C2.0, 1/C2.3 11 ROOF AREA 10 1150 SF 0 DRAINS TO EXTERNAL 4"0 DOWNSPOUT, SEE CIVIL SHEETS C2.0, 1/C2.3 ROOF AREA 11 1000 SF DRAINS TO EXTERNAL 4"0 DOWNSPOUT, SEE CIVIL SHEETS C2.0, 1/C2.3 NORTH 0 0 0 ROOF AREA 12 540 SF ROOF AREA 13 540 SF 1 0 0 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 112/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by JWG JEA JWG CODE CC;N'LIANCE F L' 26 2e;J City of Tulwe-ila BUILDING DrViC!C'! JURISDIC TIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECHANICAL ROOF PLAN ARCHITECTS + URBAN DESIGNERS SCALE: 1/8" = 1'-0" Sheet M 7 01 4.Oct20 87:06RWFUn BUNGemorVVAU-BUNSorvo 19M700'TFG51/TFSS1_Moin Ldi /\ "/-24/24 EF-9 DA-1 VEF • EF-1 EF 2 —0- EF-5 EF— 3 / - -7 e- N.. EF-4 Ell 16"0 14/10 10/6 DN 14/10 BENCH HOOD DUCT DN 18/12 DN 10/12 ENLARGED MECHANICAL ROOM PLAN SCALE: 1/2" m NORTH SHEET NOTES: 1. DUCT WORK AND PIPING ARE DIAGRAMMATIC. PROVIDE FITTING AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPUANT INSTALLA110N. 1 12/11/18 PERMIT CORRECTIONS 41 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG THE GREENB1JSCH GROUP, INC 3714;:hrE:C4 VICSE° 111( 22SOYSTUCI-06.4IWL E7E1 JURISD INL:v CODE CC1JANCEE APPa FED 2 6 2 i3 City of Tukwila :PRIIAPIN.:OfiaNCLITi20 Issue PERMIT SUBMITTAL Date 10/15/18 ARCH |TE[TSf[]RBANDES|GNER5 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Sheet Title MECHANICAL LARGE SCALE PLANS Sheet M801 BIM Server: WAU - BIM Server 19/17001 - TFS51/TFS51 Main 4, Oct2018 7:06 MECH MEZZANINE 1"G (300) 1"G 0 PRV. VENT FULL SIZE TO EXTERIOR, TYP UPPER ROOF (700) 1V4"G LOWER ROOF TWO —POSITION MANUAL RESET SOLENOID VALVE. CLOSE ON ALARM CALL RANGE 50 MBH (750) 1 Y4"G 3"G — OBQ J00 MBH (850) v 0 RRST FLOOR DHWH OHWH 150 MBH 150 MBH GAS RISER DIAGRAM SCALE: NONE MEDIUM PRESSURE 2 LB. GAS METER, SEE —i TO SITE GAS SERVICE CONNECTION NATURAL GAS FIRED APPLIANCE CAPACITY SCHEDULE INPUT CAPACITY MARK ITEM BTU/HR. CF/HR REMARKS DHWH —1 WATER HEATER 150,000 146 24/7 OPERATION, PROVIDE 2 PSI TO 6-14" REGULATOR DHWH-2 WATER HEATER 150,000 146 24/7 OPERATION, PROVIDE 2 PSI TO 6-14" REGULATOR UH-1 APP BAY UNIT HEATER 200,000 195 24/7 OPERATION, PROVIDE 2 PSI TO 6-14" REGULATOR UH-2 APP BAY UNIT HEATER 200,000 195 24/7 OPERATION, PROVIDE 2 PSI TO 6-14" REGULATOR RANGE KITCHEN RANGE 50,000 49 PROVIDE 2 PSI TO 6-14" REGULATOR BAR B QUE OUTDOOR BAR B QUE 100,000 97 PROVIDE 2 PSI TO 6-14" REGULATOR SUBTOTAL 850,000 828 FACTOR OF SAFETY (25%) 212,500 207 SUM 1,062,500 1,035 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 112/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by JWG JEA JWG CODE CCi4';"LIANCE Ats1'��.yt zD FED 2(327.:D • City of Tukwila BUILDING DIVI IO JUR ISDICTIONAL APPROVAL ST AMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECHANICAL DIAGRAMS ARCHITECTS + URBAN DESIGNERS D w imma 1111101119011 Sheet M Q 02 WAU - BIM Server 19/17001 - TFS51/TFS51 Main 4, Oct2018 7:06 PM File: BIM Se Yie 'Il L' W'H1C 55.0VEFU FIB-1 25 IfrEFU DOMES -II C WATER CS, 3"CW FROM 91E, SEE aVIL UTIU 116 PLAN CW420 VK,FU HB-2 S-3 I-_ _ _ _ 1 25 -1 I WSFu 2"CW 39.0 YffU 40 W�L! FV3-2 25 WSW TRUCK FILL WATER OUTLET I L0_ YOU 7 n_ 3'4 c‘iI F1-2 S-2 S-2 BW-1 25 1.0 1.0 3.0 VDU YOU VEFU W U kjlap g;�' ffi 21/2"CW57.0 YOU 21 CW49.0 Yt15FU 2•CW41.0 WEFU 2CW255 NEFU ILL 2ijW0 NFU Z"HW27d VEFUAW_240 VIER]2`HW130 YI t!' +J 4 T �4 MC �4 HLIIC r L Z aEL U-1 NC-1 1.1- 1.0 20 4.0 5.0 1.0 VEFU IOU VEFU VEFU VEFU 2. NC-2 L72 91-1 NC-1 20 5.0 1.0 20 5.0 VEFU Wgu VEFU Y15 u VEFU HNC Y4 CW25 YOU MNI U;II' o00oI 0oI I 0001 H �+ I INI IOoUi UI I 3N3U,f l' N��I 1 I I 1I r 111I II II I 111-11 -� SS-1 BW-1 S-2 S-2 F-2 S-2 1:&.1 3.0 3.0 1.0 1.0 25 1.0 25 4.0 4.0 WiFU NEFU W u NSFU W9-U YOU WfifU VEFU VEFU 4.0 VEFU 1 -I L3 MEd_ F6-2 FE-1 Z L L 20 1.0 50 25 25 5.0 1.0 VEFU YEW WSFU YOU VEFU VEFU WELT 1Y'iCW 1 1 1 I 1"CW 40 Q5 Q5 Q5 0.5 V&U YOU VEFU WSW PI 6' HB-1 LI S-5 ILL H8-1 25 1.5 1.0 25 25 VEFU YYSfU YV4U WEFU WSW L 4,4CW25WIMU J 401 i•MS ''A SCALE: 1/8" = 1.-0" B ' G RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 112/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG CODEp�CC o`.� LIANCE FED 26L. City of Tulavila BUILDING DlV1 IC? JUR ISD!CTIONAL APPROVAL STA MP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECHANICAL DIAGRAMS ARCHITECTS + URBAN DESIGNERS Sheet M803 BIM Server: WAU - EIM Server 19/17001 - TFS51/TFS51 Main 4, Oct2018 7:06 PM THERMOSTATIC MIXING VALVE, LEONARD OR ACCEPTED EQUAL S-- —CW — THERMOMETER S ©d BALANCING VALVE, TYP. SHUT—OFF VALVE, TYP: UNION, TYP. CHECK VALVE, TYP. P&T RELIEF VALVE SEISMIC RESTRAINT STRAPS, TYP PROVIDE IN COPPER PIPE TO DRAIN DRAIN PAN PIPED TO DRAIN HOUSEKEEPING PAD, REFER TO ARCHITECTURAL HEAT TRAP, TYP DOMESTIC GAS WATER HEATER DETAIL NORMALLY OPEN VALVE EXPANSION TANK VENT TO ATMOSPHERE PRESSURE REGULATOR (2 PSI — 14" WC) CSA RATED FLEXIBLE GAS CONNECTION, VERIFY WITH AHJ PRIOR TO INSTALLATION DIRT LEG 3" COMBUSTION AIR INTAKE/ 3" FLUE EXHAUST, EXTEND AND CONNECT TO ROOF CONCENTRIC VENT ROUTE CONDENSATE TO DRAIN HOSE END DRAIN VALVE PROVIDE CONDENSATE NEUTRALIZER PER SPECIFICATIONS M901 SCALE: NONE REDUCED PRESSURE BACK —FLOW ASSEMBLY PRESSURE GAUGE (TYP) AINER MAIN SHUT—OFF VALVE TO CW SERVICE DRAIN FUNNEL DRAIN TO BUILDING EXTERIOR PRV UNION (TYP) SHUT—OFF VALVE (TYP) [TO BUILDING „ll-11-5 GLOBE PRV BYPASS NOTE: CONTRACTOR IS RESPONSIBLE FOR SETTING PRV'S TO PROVIDE ADEQUATE FLOW AT MOST REMOTE FIXTURES DOMESTIC WATER SERVICE ENTRANCE DETAIL SCALE: NONE 2—TON LIFT ANCHOR (2 EA. SIDE) INLET PIPE WITH SAMPLING TEE BY OTHERS 28Y"I.E. TO BOTTOM 7 4"0 INLET PIPE FLOW DIFFUSER BAFFLE SEDIMENT WEIR 4 d• Ve"0 INSERT, W/ HEX BOLT (2 EA. SIDE) OUTLET PIPE WITH SAMPLING TEE BY OTHERS OIL RETAINER BAFFLE d . A• OIL —WATER SEPARATOR DETAIL 4"0 OUTLET PIPE M901 / SCALE: NONE 2 NOTE: INSTALL PER THE MANUFACTURER'S WRI I I LN INSTRUCTIONS EXHAUST AIR PIPING FROM WATER HEATER CONCENTRIC VENT DETAIL ROOF COMBUSTION AIR PIPING TO WATER HEATER M901 / SCALE: NONE LINK SEAL, WATERTIGHT PRE —INSULATED PIPING 5 UNDERGROUND PIPE SLEEVE THROUGH FOUNDATION WALL DETAIL M901 j SCALE: NONE REAR OF WASHER —EXTRACTOR MACHINE OPTIONAL OVERFLOW PIPE (REFER TO MANUFACTURER'S WRIIILN INSTRUCTIONS) 3" MIN. GAP 1" MIN. GAP TO SANITARY SEWER, SIZE AND PROVIDE VENTED TRAP PER PLAN TRENCH DRAIN TD-3 DETAIL SCALE: NONE STRAINER TRENCH DRAIN REGULATOR SHUT—OFF VALVE RELIEF VENT STACK RELIEF VALVE FILTER BY—PASS _ VALVE CONTRACTOR TO ARRANGE PAY AND INCLUDE COST IN CONTRACT FOR BRINGING GAS TO THE BUILDING AND SETTING THE METER BY—PASS VALVE RELIEF SHUT—OFF VALVE SHUT—OFF VALVE ° 0 0 0 0 ° DIAPHRAGM ° METER ° ° ° ADJUSTABLE /—METER STAND GAS METER ASSEMBLY DETAIL (DIAPHRAGM TYPE) SCALE: NONE WALL SLAB .t d SEISMIC ACTUATED SHUT—OFF VALVE FIELD SUPPLIED FUEL LINE SANITARY OR RAINWATER RISER STACK CLEANOUT PLUG CLEANOUT TEE EXTEND SANITARY SEWER/ RAINWATER LEADER PIPE AS REQUIRED BEND FITTING SANITARY SEWER OR RAINWATER DRAINAGE PIPE 6 SANITARY SEWER/ RAINWATER LEADER STACK CLEANOUT DETAIL M901 1 SCALE: NONE RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 112/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG 1000 u. mm9 a 3181E 201 9:A711E,'tl8 08119 (208) 3 $l 200) 76-0609 (200) 370-0841 FM CODE Cr ;i; LIANC'E APP d'sc ) F 3 262 3 City of Tukwila BUILDING JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECHANICAL DETAILS Sheet M901 ARCHITECTS + URBAN DESIGNERS BIM Server: WAU - BIM Server 19/17001 - TFS51/TFS51 4, Oct2018 7:06 PM File NOT USED M902 / SCALE: NONE e SPRINKLER SYSTEM DRAIN TWO DRAIN PIPE DIAMETERS PROVIDE 1" SCREEN MESH CAP FOR RODENT PROOFING PER UPC 312.12. 6" DIAMETER STAND PIPE DRAIN MINIMUM 4" DRAIN TO SANITARY FINISHED FLOOR 36" MIN 42" MIN 4 STANDPIPE DRAIN DETAIL M902 / SCALE: NONE AIR GAP DISHWASHER WATER HAMMER ARRESTOR DEVICE f** 1 SINK COUNTER WATER HAMMER ARRESTOR DEVICE VENT TO ROOF 2"W TO SEWER f—V— —S P—TRAP 1"HW SUPPLY 1"CW SUPPLY 7h" WASTE FLEX HOSE (TYP) DISHWASHER CONNECTION DETAIL SCALE: NONE 2 CONNECT TO NEAREST FREQUENTLY USED FIXTURE'S WATER SUPPLY, OR NEAREST CW LINE TIMER BOX — 115 VOLTS, PROVIDE UNISTRUT ASSEMBLY TO SUPPORT BOX ACCESS DOOR, SIZED TO ALLOW UNOBSTRUCTED ACCESS TO COMPONENTS, MIN. 16" X 16" 6' SOLENOID CONTROL CABLE W"CW (TYP) SOLENOID VALVE TRAP PRIMER VALVE PRIMER MANIFOLD (S) (WHERE SERVING MORE THAN ONE FLOOR DRAIN) FINISHED FLOOR TRAP PRIMER DETAIL TO FLOOR DRAIN TRAP (TYP) TO FIXTURE (OR AS SHOWN) M902 / SCALE: NONE 5 CLEANOUT PLUGS & AT EACH CHANGE IN DIRECTION TOWARDS DISCHARGE FULL SIZE VENT (OPEN END) 45 DEG CUT WHEN ROUTED TO FLOOR DRAIN SPILL TO DRAIN OR CONNECT TO FIXTURE TAIL PIECE "A" SHALL BE EQUAL TO THE PLENUM NEGATIVE STATIC "B" SHALL BE EQUAL TO 1/2 THE PLENUM MAXIMUM NEGATIVE STATIC PRESSURE RAIN LINE PIPING SHALL NOT INTERFERE WITH ACCESS TO EQUIPMENT EQUIPMENT DRIP PAN COUPLING OR UNION FOR LONG DRAIN LINES. ROUTE DRAIN PIPING TO NEAREST DRAIN FIXTURE TAIL PIECE OR FLOOR DRAIN AS SHOWN ON PLAN. SIZE SHALL BE FULL SIZE OF UNIT'S DRAIN OUTLET OR 13", WHICHEVER IS GREATER. TRAP AT CONDENSATE DRAINAGE PIPING M902 / SCALE: NONE PACK WITH FIBERGLASS INSULATION 2" MIN. WEATHERTIGHT COVER WITH INSECT SCREEN CAULK WEATHERTIGHT 12 2 REFRIGERANT AND GAS PIPING THROUGH ROOF DETAIL SCALE: NONE 24 GAUGE GALVANIZED ROOF CAP PIPING COUNTER FLASHING ROOF PROVIDE WIDTH AS REQUIRED TO ALLOW LONG RADIUS BEND. PROVIDE LENGTH AS REQUIRED 3 GAS VENT PIPE, SIZED PER PLAN ROOF STORM COLLAR PROVIDE TWO 90' ELLS AT VENT TERMINATION TO PREVENT RAINWATER PENETRATION TALL CONE FLASHING TO GAS PRESSURE REGULATOR GAS REGULATOR VENT TERMINATION AT ROOF 18" M902 1 SCALE: NONE SHUT OFF VALVE (TYP) DIRT LEG COMPRESSED AIR u IJ COMPRESSED AIR HOSE REEL DETAIL SCALE: NONE OSE REEL COLD WATER 0 SPILL RESISTANT, PRESSURE VACUUM BREAKER STRAINER RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 112/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG 110 CODE CC:a:'LIANCE FE.3 2 G City of Tukwila BUILDING DiV ICN JUR !SDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECHANICAL DETAILS Sheet M902 ARCHITECTS + URBAN DESIGNERS BIM Server: WAU - BIM Server 19/17001 - TFS51/TFS51_ 4, Oct2018 7:06 PM Fi FD-2. 1 8ti3. COMPRESSOR • PRESSURE GAUGE e_C- 1"CA ' 1 ` FILTER/ PRESSURE REGULATOR TWO -STAGE I DESSICANT W DRYER SYSTEM FLEX CONNECTION NEOPRENE PAD, TYP 4" HOUSEKEEPING PAD AIR COMPRESSOR DETAIL 0 PRESSURE GAUGE M903 4 SCALE: NONE PIPE SUPPORT TRAPEZE DETAIL 4 " ALLTHREAD, ATTACH SECURLEY TO STRUCTURE (TYP) FLAT WASHER W/ HEX NUT (ITT') SEISMIC SWAY CABLE PER SMACNA, ANCHOR SECURELY TO STRUCTURE, (TYP). CW, HW, HWC CHANNEL STEEL SUPPORT, 1%"x1%"x12 GA FLAT WASHER WITH (2) HEX NUTS (TYP) PIPE, SHIELD WITH HEAVY DENSITY INSULATION OR PROTECTION SADDLE M903 / SCALE: NONE STEEL ANGLE, 2x2x.125 SPAN STRUCTURE AND SECURE, COORDINATE INTERMEDIATE STEEL MEMBERS AND ATTACHMENT REQUIRED WITH BUILDING CONTRACTOR 2x2x.125 STEEL ANGLE HANGERS AND SEISMIC CROSS BRACING STEEL ANGLE, 2x2x.125 BOLT TO UNIT HEATER SUPPORT POINTS ADJUST DIRECTIONAL VANES FOR THROW • UNIT HEATER SEE ARCHITECTURAL FOR INSTALLED HEIGHT ABOVE FLOOR TO COMBINED COMBUSTION AIR/VENT, SEE VENT TO ATMOSPHERE, SEE PRESSURE REGULATOR (2 PSI - 14" WC) L\ DIRT LEG AGA RATED BALL SHUT-OFF VALVE GAS FLEX CONNECTOR GAS UNIT HEATER DETAIL SCALE: NONE 5 PREFABRICATED TRENCH DRAIN SECTION } SIDE VIEW SLOPE TO DRAIN WASTE CONNECTION REFER TO ARCHITECTURAL FOR FINISH 4" CONCRETE SLAB DETAIL NOTES: 1. SET TRENCH DRAIN IN CHANNEL SURROUNDED BY 6" OF CONCRETE WITH A MINIMUM OF 3,500 P.S.I. SLOPE CONCRETE OFF THE TOP OF AND AWAY FROM THE DRAIN. 2. INSTALL PER MANUFACTURER'S WRITTEN INSTRUCTIONS. TRENCH DRAIN TD-1 DETAIL SCALE: NONE LUG MACHINE BOLT AT END OF ANGLE PIPE INSULATION AND COVERING SECTION VIEW TRENCH DRAIN t SLOPE TO DRAIN 4" CONCRETE SLAB WASTE CONNECTION & P-TRAP NOT SHOWN SECTION NOTE' HANGER SHALL NOT CUT INTO INSULATION SEISMICALLY SUPPORTED CLEVIS HANGER DETAIL SUPPORT ROD (SHOWN) WITH ROD STIFFENER. CABLE INSTALLED SLACK ADJUSTING NUT UL LISTED CLEVIS HANGER PIPE SHIELD WITH PROTECTION SADDLE 6 INSTALL INTERNAL WATERGUARD IN ALL OVERFLOW ROOF DRAINS CLAMPING RING INSULATE AROUND ENTIRE DRAIN ASSEMBLY, TYP. FOR CONDITIONED SPACES CLEANOUT, TYP ROOF DRAIN DETAIL SECTION INSULATED ROOF, SEE ARCHITECTURAL POLYPROPYLENE DOME, TYP FLASH ROOFING INTO DRAIN, TYP DRAIN RECEIVER, TYP NO -HUB CONNECTOR, TYP ORL, SIZE PER PLANS RAINWATER LEADER, COMBINE IN VERTICAL, TYP ANCHOR STRUT SECURELY TO DOCK PIPE SUPPORT WALL MOUNT DETAIL STRUT BODY STRUT PIPE CLAMP INSULATION PIPE M903 / SCALE: NONE \. M903 EXHAUST TERMINAL SEAL WITH HIGH TEMPERATURE SILICONE RUBBER SEALANT SUPPLIED WITH KIT COMBUSTION AIR INLET FLASHING ROOF COMBUSTION AIR PIPE CONCENTRIC ADAPTER, ATTACH TO ROOF WITH BRACKETS COMBUSTION AIR PIPE f 36" ABOVE ANY SURFACE WITHIN 10 FEET FLUE EXHAUST PIPE 8" MIN. 4' AX. 4/.////////i/)////,/////://4- /III / UNIT HEATER COMBUSTION AIR VENT DETAIL SCALE: NONE -2" IF ROOF IS COMBUSTIBLE FLUE EXHAUST PIPE SCALE: NONE SHEETMETAL PLENUM BOX WITH LOUVERS IN FRONT STAINLESS OR GALVANIZED SHEETMETAL TABLE TOP WITH 11" UPTURN TO CATCH LIQUID, ETC. NOTE: BENCH HOOD AND ASSOCIATED DUCTWORK BELONGS TO BID ALTERNATE #3 DUCT TO SPARK PROOF FUME EXHAUST FAN IN MECH PORCH 203 RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 112/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 JWG JEA JWG u ° our =9:44° s�Dtr�r's TIE 2171 E.E. 1I91I9 (toe) me—oxo (toe) 2Te-0041 FAX t),C CODE CC,,=;'LIANN;CE [[ 9r via FED NJ 2.1) City of Tukwila BUILDING DIVr3iC JUR ISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date Sheet Title MECHANICAL DETAILS Sheet M903 10/15/18 ARCHITECTS + URBAN DESIGNERS D cct W L WAU - BIM Server 19/17001 - TFS51/TFS51_ 4, Oct2018 7:06 PM File: BIM Se 1 ROOFTOP EQUIPMENT CURB, FLASHING AND COUNTER FLASHING, SEE CANT STRIP ROOFING ROOF DECK R38 RIGID INSULATION INSIDE CURB CAVITY DUCT PENETRATION, OPENING NOT TO EXCEED DUCT DIMENSIONS +2" gg TYPICAL ROOFTOP EQUIPMENT CONNECTION DETAIL DUCT TRANSITIONS FROM EQUIPMENT TO DUCT M904 SCALE: NONE CONDENSATE, ROUTE TO DRAIN PER MECHANICAL PLANS RS, RL REFRIGERANT PIPING FROM OUTDOOR VRF UNIT RS, RL REFRIGERANT PIPING LINES TO VRF INDOOR UNITS, TYP ATTACH HANGER ROD SECURELY TO STRUCTURE, TYP RS, RL REFRIGERANT PIPING FROM OUTDOOR VRF UNIT CONDENSATE, ROUT TO DRAIN PER MECHANICAL PLANS /f/ PLAN VIEW HATCHED AREA INDICATES CLEARANCE SPACE PER MANUFACTURER MAINTENANCE ACCESS HATCH, COORDINATE WITH ARCHITECTURAL DRAWINGS CONTROL BOX RS, RL REFRIGERANT PIPING TO BRANCH CONTROLLER BC-2 I1 T VIBRATION ISOLATORS, MASON d d d 30N OR EQUAL �� RS, RL cri ui cri REFRIGERANT PIPING TO BRANCH C CEIUNG CONTROLLER BC-2 i III L ELEVATION VIEW NOTES. 1. INSTALL PER MANUFACTURER'S WRITTEN INSTRUCTIONS. 2. BRANCH CONTROLLER BC-2 INSTALLATION SIMILAR BUT UNCONCEALED. BRANCH CONTROLLER DETAIL SCALE: NONE MAINTENANCE ACCESS HATCH, SHOWN IN OPEN POSITION. COORDINATE WITH ARCHITECTURAL DRAWINGS 2 CURB STRUCTURE, STEEL CHANNEL OR WOOD CURB FLASHING DETAIL SHEETMETAL COVER WITH RECEIVER FOR COUNTERFLASHING HIGH DOMED, CAPPED, GASKETED FASTENERS (APPROX. 18" O.C., DEPENDING UPON LOCAL WIND ZONE AND LOCAL CONDITIONS SHEETMETAL COUNTERFLASHING FASTENERS, APPROX. 8" 0.C. OPTIONAL: EXTENSION OF FIELD PLIES ABOVE HEAD OF CANT NEW ROOFING ROOF DECK M904 SCALE: NONE SPRING & NEOPRENE VIBRATION ISOLATOR, TYPICAL, MASON 30 N OR EQUAL THREADED ROD HANGER CONDENSATE PIPING. TRAP AND EXTEND FULL SIZE TO DRAIN FIXTURE SUPPLY DUCTWORK TRANSITION FROM UNIT TO DUCT SIZE INDICATED ON PLAN FLEXIBLE CONNECTION TO DUCT, TYPICAL VRF UNIT, COORDINATE INSTALLATION HEIGHT WITH ARCHITECT RL, RS PIPING, SIZE PER MITSUBISHI CITY MULTI SYSTEM AND CONTROL DIAGRAM, SEE 4 DUCTED VRF UNIT (IDU) DETAIL SUSPEND SECURELY FROM STRUCTURE, REFER TO VRF SCHEDULE FOR UNIT WEIGHTS SEISMIC SWAY BRACING AND RESTRAINTS, ALL 4 SIDES PROVIDE ACCESS TO CONTROL BOX, MOTOR AND FAN PER MANUFACTURER'S WRITTEN INSTRUCTIONS M904 l SCALE: NONE EXTERIOR WALL SEAL WEATHERTIGHT WALL LOUVER SECURE LOUVER TO FRAMING PER MANUFACTURER'S INSTALLATION INSTRUCTIONS WALL LOUVER DETAIL SCALE: NONE SUPPORT ANGLE INSULATE DUCT AND PLENUM CONNECTIONS /4"x 1/4" SCREEN "—TRANSITION TO DUCT OR SOUND TRAP MOTORIZED DAMPER COORDINATE FINAL HEIGHT WITH ARCHITECT 5 POWER ROOF EXHAUSTER EXHAUSTER BASE & COUNTER FLASHING ARCHITECTURAL CURB EXHAUST DUCT ROOF EXHAUST FAN DETAIL SCALE: NONE BIRD/INSECT SCREEN SEE SCHEDULE FOR TYPE INSULATED ROOF STORM PROOF BLADES CURB, FLASHING AND COUNTER FLASHING, SEE ROOFING BY GEN. TRADES SEAL OPENING DUCT INSULATION RELIEF DUCT ROOF VENTILATOR DETAIL BIRD SCREEN GASKET LAG SCREWS CURB, FLASHING AND COUNTER FLASHING, SEE ROOFING BY GEN. TRADES INSULATED PREFABRICATED CURB WITH RAISED CANT, NAILER & ROOF FLANGE SEAL OPENING MOTOR OPERATED DAMPER LOUVER HOUSE (RELIEF HOOD) INSULATED PREFABRICATED CURB WITH RAISED CANT, NAILER AND ROOF FLANGE MOTOR OPERATED DAMPER M904 / SCALE: NONE REFRIGERANT LIQUID AND SUCTION LINES TO BRANCH CONTROLLER VRF UNIT, WALL MOUNTED FRONT / BACK / COORDINATE ELEVATION ABOVE FINISHED FLOOR WITH ARCHITECT WALL MOUNTED VRF UNIT (IDU) DETAIL SCALE: NONE PUMPED CONDENSATE DRAIN LINE 1Y4" CONDENSATE TERMINATE AT FUNNEL DRAIN OR NEAREST SINK TAILPIECE. RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 112/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by JWG JEA JWG I -,,_;,,z COL/E CCi ..L <ANcE AP'13/Zv+liliD FED 2G t o • City of Tukwi;,a BUILDING DIVls:l^s JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECHANICAL DETAILS Sheet M904 ARCHITECTS + URBAN DESIGNERS D LLI 4, Oct2018 7:06 PM File: BIM Server: WAU - BIM Server 19/17001 - TFS51/TFS51_Main INTAKE AIR E> E> PROVIDE UNIT CLEARANCES AND MOUNT PER MANUFACTURER'S WRI I !Oki INSTRUCTIONS DISCHARGE AIR DISCHARGE AIR • • •JL• • •J • • • • • • ODU—V r 7 ODU—V L NJ'.. - Q U RS & RL, MAKE FLEXIBLE BY SECURING WITH PIPE CLAMP OVER INSULATION • •u• • itS II VRF OUTDOOR UNIT DETAIL SCALE: NONE INTAKE AIR 4" HOUSEKEEPING PAD PROVIDE 20 GAUGE SHEETMETAL VANDAL RESISTANT COVER FOR ABOVE GROUND RS & RL RS & RL TO BRANCH ONTROLLER DRYER VENT, IN—O—VATE DRYER JACK MODEL 486U, WITH INTEGRAL BACKDRAFT DAMPER BASE & COUNTER FLASHING ROOF DECK EXHAUST DUCT GASKET LAG SCREWS INSULATED CURB WITH RAISED CANT, NAILER & ROOF FLANGE ROOFING BY GEN. TRADES 4 DRYER VENT DETAIL M905 / SCALE: NONE MECHANICAL CONTRACTOR TO PROVIDE AND INSTALL INTERMEDIATE STEEL AS NECESSARY. COORDINATE WITH STRUCTURAL ADJUST LENGTH TO INSTALL DIFFUSER AT HEIGHT SPECIFIED BY ARCHITECT DUCT HANGER COLLAR EXPOSED ROUND DUCT DETAIL SCALE: NONE INTERMEDIATE STEEL OR STRUCTURE AIRCRAFT CABLE EARTHQUAKE BRACING SUSPEND DUCT BY THREADED ROD MAIN SUPPLY DUCT, SPIRAL WOUND REFRIGERANT LIQUID AND SUCTION LINES TO ODU AC INDOOR UNIT, WALL MOUNTED FRONT AC INDOOR UNIT DETAIL SCALE: NONE SECURE TO STRUCTURE , TYP BACK PUMPED CONDENSATE DRAIN LINE, TERMINATE OVER CONDENSATE GRAVITY DRAIN 14" CONDENSATE TERMINATE AT FUNNEL DRAIN PER PLANS HEAT RECOVERY VENTILATOR DETAIL SCALE: NONE INSULATED MAIN SUPPLY DUCT DETAIL NOTES: SQUARE —TO —ROUND TRANSITION ACCESSORY WHERE USED. COMPRESSION STRAP ON FLEX DUCT TO INSURE AIRTIGHT JOINT. VOLUME DAMPER OUT OF MAIN SUPPLY DUCT. D" IS SUPPLY DUCT SIZE TO DIFFUSER. MIN 1.5 X "D" STRAIGHT LENGTH, IF SPACE IS AVAILABLE INSULATED FLEX DUCT, MAX LENGTH OF FLEX DUCT TO BE 5 FEET, SEE GENERAL NOTES. CEILING DIFFUSER DETAIL SCALE: NONE SUPPLY AIR GRILLE PROVIDE MAINTENANCE ACCESS PANEL INSULATED SHEET METAL DUCT INSULATED FLEX DUCT EXHAUST AIR GRILLE CEILING // // // ll�� T—BAR CEILING DIFFUSER 3 AC OUTDOOR UNIT, ODU. WOOD PLATFORM WOOD SLEEPERS ROOF NOTES: 1. PROVIDE UNIT CLEARANCES PER THE MANUFACTURER'S WRITTEN INSTRUCTIONS 2. DO NOT DAMAGE EXISTING STRUCTURE WHEN INSTALLING. AC OUTDOOR UNIT DETAIL AIR DISCHARGE FAN ELECTRICAL TERMINAL BLOCK TRANSPORTING HANDLE PROVIDE 20 GAUGE SHEETMETAL VANDAL RESISTANT COVER OVER ABOVE GROUND RS & RL RS & RL, MAKE FLEXIBLE BY SECURING WITH PIPE CLAMP OVER INSULATION RS & RL TO BUILDING, CORE DRILL AS REQUIRED. FOLLOW MANUFACTURER'S WRITTEN INSTRUCTIONS FOR INSTALLING REFRIGERATION PIPING. M905 6 SCALE: NONE / V HANG FROM STRUCTURE. COORDINATE WITH STRUCTURAL ENGINEER AND FIELD —VERIFY DIMENSIONS NOTES: PROVIDE ATTACHMENTS PER SEISMIC ZONE 3 REQUIREMENTS. CEILING FAN DETAIL MOUNTING BASE, PROVIDE EXTENSION AS NECESSARY CEILING FAN, INSTALL PER MANUFACTURER'S WRITTEN INSTRUCTIONS. COORDINATE HEIGHT AFF WITH ARCHITECT M905 / SCALE: NONE CONNECT TO MAIN OVER THE TOP COMPRESSED AIR MAIN DROP TO DEVICE/TOOL CONNECTOR SHUT—OFF VALVE PLUGGED VALVE FOR BLOW —DOWN 8"-12" COMPRESSED AIR DROP PIPING DIAGRAM SCALE: NONE AIR CONNECTOR (AIR CHUCK) TO AIR DEVICE/ TOOL CONNECTOR. COORDINATE HEIGHT AFF WITH ARCHITECT RECEIVED CITY or TLIKWILA DEC 1 2 2015 :'EFiivli T CENTEA 1 12/11/18 PERMIT CORRECTIONS #1 Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by JWG JEA JWG I.go3 war P4 sir tint flE. NA 66116 (200) 370-0560 (206) 376-0641 FAX JURI CODE CCW'UANCE APPiL d'Zt) FED 2O L:;:J City ofTul,wila BUILDING DiVi ICE; SDICTIOIJAL APPROVAL STA MP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title MECHANICAL DETAILS Sheet M905 ARCHITECTS + URBAN DESIGNERS 21161101111 W t1 Sunday, October 28, 2018 3:12 PM File: BIM Server: WAU - BIM Server 19/17001 - TFS51/TFS51_Main A LIGHTING FIXTURE SCHEDULE TYPE LAMPS MANUFACTURER DESCRIPTION B-1 G-1 G-2 P—I P-2 PL— I LED 10.3W 3000K NOT USED LED 2IW 4000W LED 242W 4000K NOT USED. LED 72W 4000K BEGA 77-246 ZANEEN L9B120-3000K HUBBELL BUL—IL4K—U SERIES FC LIGHTING FCF1105 SERIES LSI INDUSTRIES MIRADA XALM—FT—UE—ALSC— PCR/7P—PC120—IL WITH AIR —LINK WIRELESS CONTROL SYSTEM, LEOTEK LIGHTING AR—I830M2 SERIES WITH ECHELON LUMEWAVE TOP900 SERIES AND WIRELESS ETHERNET GATEWAY ECHELON 100140 SERIES. PRUDENTIAL P46—LED4—HO-8—SAL— DI/GW—UNV PINNACLE EX3DI SERIES BOLLARD FIXTURE 27"H X 3.5"W X 2.2"THICK RECTANGULAR ALUMINUM HOUSING. UL LISTED FOR WET LOCATION. NOT USED. GROUND MOUNTED LANDSCAPE LIGHTING LED FIXTURE. IP 65 RATING. PROVIDE WEATHERPROOF MOUNTING JUNCTION BOX. SINGLE HEAD SQUARE PARKING POLE FIXTURE WITH TYPE FT DISTRIBUTION AND FULL CUTOFF OPTICS. RATED AT 27,000 LUMENS WITH EFFICACY OF 116 LUMENS PER WATTS. PROVIDE WITH INTEGRATED WIRELESS CONTROL AND INTEGRATED PHOTOCELL SENSOR. UL WET LABEL, —20F DRIVER, IP66. PROVIDE 23— FOOT HIGH 5 INCH SQUARE ALUMINUM POLE. PROVIDE UTILITY VAULT #24R-8—LB PRECAST POLE BASE WITH 24" ABOVE GRADE. NOT USED. PENDANT MOUNTED 4"x 8 DIRECT/INDIRECT LED FIXTURE WITH LENS RATED AT 14000 LUMENS. PROVIDE WITH 0—I0V DIMMING DRIVER. PI—IE LED SIMILAR TO PL—I EXCEPT WITH 72W INTEGRAL EMERGENCY BATTERY 4000K PACK. PL-2 LED 13W 4000K PL-3 LED 30W PL-4 LED 34.5W 4000K LUMENPULSE LACYN SERIES HK LIGHTING CZXL20I SERIES LITHONIA SB-40L SERIES METALUX 4WNLED SERIES PRUDENTIAL P46—LED4—SO-4—SAL— DI/cW—UNV PINNACLE 4 CABLE HUNG 2.75" DIAMETER X 13" LONG ROUND DECORATIVE PENDANT WITH SUSPENDED DECO TIER LENS. PROVIDE 0—I0V DIMMING DRIVER. SIMILAR TO FIXTURE SL—I EXCEPT CHAIN HUNG. PENDANT MOUNTED 4"x 48" DIRECT/INDIRECT LED FIXTURE WITH LENS. PROVIDE WITH 0—I0V DIMMING DRIVER. PL-4E LED 34.5W 4000K SIMILAR TO PL-4 EXCEPT WITH INTEGRAL EMERGENCY BATTERY PACK PL-5 LED PRUDENTIAL CABLE HUNG LINEAR 4—FOOT LED 37.2W PRUI5—LED4—SO 1 D3— WITH DIRECT/INDIRECT 4000K UNV—CA48 DISTRIBUTION. RATED AT 1300 LUMENS PER FOOT. PROVIDE WITH PINNACLE 0—I0V DIMMING DRIVER • PL-5E LED SIMILAR TO PL-5 EXCEPT WITH 37.2W INTEGRAL EMERGENCY BATTERY 4000K PACK. PL-6 PL-7 RL—I RL-2 NOT USED. LED 65W 3500K NOT USED LED 11.8W 3500K LITHONIA FEM SERIES INDUSTRIAL LIGHTING WTZB SERIES GOTHAM EVO SERIES PORFOLIO LD6B SERIES NOT USED. PENDANT MOUNTED 8" X 8' LED FULLY GASKETTED FIXTURE. NOT USED. 6 INCH ROUND RECESSED LED DOWNLIGHT WITH INTEGRAL POLYCARBONATE LENS. SPECULAR CLEAR ALZAK REFLECTOR. RL-2E LED SIMILAR TO RL-2 EXCEPT WITH 11.8W INTEGRAL EMERGENCY BATTERY 3500K PACK. CT ENCLOSURE AND METER PER PSE REQUIREMENTS NEMA 3R 39,700 Al AT PSE TRANSFORMER SECONDARY N\A GENERATOR SET 230 KW 208Y/120V,30,4W 1.25"C (3)4"-4#500 & 1#1/0 GND AUTO TRANSFER SWITCH (ATS-MDP) 800A,4-POLE 65K AIC SERVICE ENTRANCE RATED 29,847 AIt)> n 1000/3 . • © 1 3 (2)4"-4#600 & 1#1/0 GND 3(4)"-4#500 & 1#1/0 GND 800/3 0 1.25" WITH CONTROL WIRING TO ANNUNCIATOR PANEL. PROVIDE REQUIRED WIRING ONE LINE DIAGRAM NTS LIGHTING FIXTURE SCHEDULE TYPE LAMPS MANUFACTURER DESCRIPTION RL-3 LED 14.3W RL-4 RL-5 RL-6 NOT USED LED 11.8W 4000K LED 14W 4000K GOTHAM EV030—I5-6-120 KIRLIN LIGHTING LRR-05 SERIES GOTHAM EVO—LW PORFOLIO 6LBSW SERIES FINELITE HP-4R-2—V-840 NEO—RAY 14 RECESSED SHOWER LIGHT, 6" DOWNLIGHT WITH DROPPED LENS. UL LISTED FOR WET LOCATION. NOT USED. RECESSED WALL WASHER DOWNLIGHT WITH LENS. 3000 RATED LUMENS RECESSED 4" X 24" LED FIXTURE WITH LENS, PROVIDE REQUIRED RECESSED MOUNTING TRIMS. 0—I0V DIMMING DRIVER. RL-6E LED 14W 4000K SIMILAR TO RL-6 EXCEPT WITH REMOTE EMERGENCY BATTERY PACK. RL-7 RL-8 LED 28W 4000K LED 23.5W 4000K RL-9 LED 3.5W 3500K RL—I0 NOT USED. SL—I LED 39W SL—IE LED 39W SL2-8 LED 25.6W 3000K SL2—I2 LED 38.4W 3000K SL2—I6 LED 51.2W 3000K SL-3 SL-4 SL-5 UC NOT USED. NOT USED LED 52W 4000K LED 20W WL—I LED 20.5W 3000K WL-2 LED 9W 1.25" WITH CONTROL WIRING FINELITE HP-2R-4—V-840 NEO—RAY SI22DR—S SERIES GOTHAM EVO—SQ-40-20 PORFOLIO LDSQ4B20D010 SERIES WAC LIGHTING HR—LED-232R SERIES LITHONIA SB-40L SERIES METALUX 4VT3—LD5 SERIES LUMINII KSW-8-30K—SO SERIES LUMINII KSW-12-30K—SO SERIES LUMINII KSW—I6-30K—SO SERIES PHILIPS DAY—BRITE FSX4-40L SERIES KELVIX SCH409 SERIES WAC LIGHTING CPR48-L52.1-120V OXYGEN 3-524 SERIES WAC LIGHTING BL—I630 WT EDGE LIGHTING N I GHT3WH RECESSED 2" X 48" LED FIXTURE WITH LENS. PROVIDE REQUIRED RECESSED MOUNTING TRIMS. 0-1OV DIMMING DRIVER. RECESSED 4" SQUARE LED DOWNLIGHT FIXTURE WITH LENS. PROVIDE REQUIRED RECESSED MOUNTING TRIMS. 0—I0V DIMMING DRIVER. RECESSED ADJUSTABLE DOWNLIGHT, I" APERTURE. NOT USED. I'X4' LENSED SURFACE MOUNT WRAPAROUND FIXTURE SIMILAR TO SL—I EXCEPT WITH EMERGENCY BATTERY PACK. EXTERIOR BENCH MOUNTED 8' FIXTURE WITH LENS. UL LISTED FOR WET LOCATION. COORDINATE LOCATION WITH LANDSCAPE ARCHITECT. EXTERIOR BENCH MOUNTED 12' FIXTURE WITH LENS. UL LISTED FOR WET LOCATION. COORDINATE LOCATION WITH LANDSCAPE ARCHITECT. EXTERIOR BENCH MOUNTED 16' FIXTURE WITH LENS. UL LISTED FOR WET LOCATION, COORDINATE LOCATION WITH LANDSCAPE ARCHITECT. NOT USED. NOT USED. SURFACE CEILING MOUNTED 3.25" X 5" X 48" FIXTURE WITH LENS. 0— I0V DIMMING DRVER, UL LISTED FOR WET LOCATION. PROVIDE WITH INTEGRAL OCCUPANCY SENSOR, LENGTH AS NEEDED TO ALIGN WITH UNDERCABINET WITH LENS COORDINATE WITH ARCHITECT. CONTROLLED BY WALL SWITCH AND AREA OCCUPANCY SENSOR. PROVIDE WITH REMOTE POWER SUPPLY DRIVER. 24" LONG VANITY LIGHT. WALL MOUNTED READING LIGHT WITH INTEGRAL SWITCH AND ADJUSTABLE ARM FUTURE PV DISCONNECT AND PRODUCTION METER MAIN DISTRIBUTION PANEL (MDP) 1000A, 208/120V,30,4W 65K AIC 000/3 00/3 (SPARE) 30/3 n—o 100/3 /'\ SPD (SPARE) 2.5"-4#4/0 2" CONDUIT STUB ON ROOF FOR FUTURE PV SYSTEM WIRING 1"-4#10 & 1#10 GND 225/3 1#2 GND 2.5"-4#4/0 225/3 /-• 1 2 GND 4"-4#600 & 400/3 1/0 GND GROUND PER NEC PANELA PANELB PANEL M rr® \—RHRV 2.5"-4#3/0 & 1#4 GND LIGHTING FIXTURE SCHEDULE TYPE LAMPS MANUFACTURER DESCRIPTION WL-3 LED 40W 4000K WL-4 LED 55W WL-4A LED I8W 4000K WL-5 LED 13W 3000K WL-6 LED 38W WL-7 LED 8.4W X X2 LED IW LED IW A —LIGHT NI-8—LH-40—U—A24—D SERIES SPI LIGHTING EIWII906 SERIES PHILIPS GARDCO 101-55LA—PCB-120V CGF DESIGN AM—I4—FT SERIES PHILIPS GARDCO II IL-16L-350—NW—G2— PCB SERIES CGF DESIGN AM-9—FT SERIES BEGA LIGHTING 33581-120 PRISMA ARCHITECTURAL 077369/07946 A —LIGHT A4—M48—LH-35—U—D BIRCHWOOD NOL—LED 225—TDW-35- 3=FW PHILIPS 45V SERIES EMERGILITE WLSNX SERIES WALL CANTILEVER MOUNTED 8—FOOT LINEAR DIRECTIONAL LED FIXTURE. PROVIDE WITH 0—I0V DIMMING DRIVER. TRAPEZOIDAL WEDGE LED WALL SCONCE. FORWARD THROW DISTRIBUTION. FULL CUTOFF OPTICS. UL LISTED FOR WET LOCATION. MINI —TRAPEZOIDAL WEDGE LED WALL SCONCE. FORWARD THROW DISTRIBUTION. FULL CUTOFF OPTICS. UL LISTED FOR WET LOCATION WALL MOUNTED LIGHT FIXTURE. UL LISTED FOR WET LOCATION, WALL MOUNTED DIRECT/INDIRECT 48" LED FIXTURE. PROVIDE WITH WALL MOUNTING ACCESSORIES, VANITY LIGHT FIXTURE. MOUNTED ON THE SIDE OF MIRROR. CEILING/WALL MOUNT EDGE LIT LED EXIT SIGN WITH BATTERIES, SELF DIAGNOSTICS AND ALL MOUNTING ACCESSORIES REQUIRED. PROVIDE ARROWS AND FACES AS SHOWN ON DRAWINGS. PROVIDE WHITE BODY WITH GREEN LETTERS AND UNIFORM LENS OVER LED. SIMILAR TO FIXTURE X EXCEPT DOUBLE FACE. ALL COLORS, FINISHES, ETC, ARE BY ARCHITECT FROM MANUFACTURER'S STANDARD COLOR OPTIONS Iial I a LEGEND CONDUIT CONCEALED IN CEILING OR WALLS — CONDUIT CONCEALED UNDERGROUND OR UNDER FLOOR 3/4" CONDUIT. TICK MARKS INDICATE NUMBER OF #12 WIRES. NO TICK MARKS EQUALS 2#12. GROUND WIRE NOT SHOWN. PROVIDE GROUND WIRE IN ALL 120V AND ABOVE CIRCUITS. b ao HOME RUN TO DESTINATION INDICATED. 1" MINIMUM UNLESS NOTED OTHERWISE. RECESSED LIGHT FIXTURE, LETTERS DENOTE SWITCHING SURFACE OR PENDANT MOUNTED LIGHT FIXTURE RECESSED LIGHT FIXTURE SURFACE OR PENDANT LIGHT FIXTURE WALL MOUNTED FIXTURE FIXTURE WITH EMERGENCY BATTERY PACK POLE TOP LIGHT FIXTURE/STREET LIGHT FIXTURE POLE LIGHT EXIT SIGN LIGHT FIXTURE TYPE X, EXCEPT AS NOTED WALL SWITCH, 1-POLE (SWITCH LEG INDICATED WHERE REQUIRED) WALL SWITCH, 3-WAY WALL SWITCH WITH INTEGRAL VACANCY SENSOR VACANCY SENSOR PHOTO CELL LIGHTING FIXTURE TYPE DESIGNATOR, SEE LIGHT FIXTURE SCHEDULE DUPLEX RECEPTACLE c@0 CONTROLLED DUPLEX RECEPTACLE. CONTROLLED BY ROOM/AREA OCCUPANCY SENSOR. U ut wp 0 0 ❑F 0 0 R OD SD© a rs 0 AV DUPLEX RECEPTACLE WITH USB PORT DUPLEX RECEPTACLE WITH USB PORT DUPLEX RECEPTACLE ABOVE COUNTER DOUBLE DUPLEX RECEPTACLE DUPLEX RECEPTACLE GFI TYPE WEATHERPROOF DUPLEX RECEPTACLE (GFI TYPE) FLUSH FLOOR BOX OUTLET WITH DEVICES AS SHOWN 10 SPECIAL RECEPTACLE AS NOTED DRYER OUTLET NEMA 14-30R RANGE OUTLET HOOD OUTLET, CONNECT ALL LIGHTS MOTORIZED CONTROLLER PUSHBUTTON SWITCH ADA DOOR ACTUATOR EQUIPMENT CONNECTION MOTOR CONNECTION DISCONNECT SWITCH FUSED DISCONNECT SWITCH MANUAL MOTOR STARTER COMBINATION STARTER JUNCTION BOX FIRE ALARM PULL STATION FIRE ALARM HORN WITH ADA STROBE FIRE ALARM ADA STROBE WALL MOUNTED FIRE ALARM ADA STROBE SMOKE DETECTOR RESIDENTIAL COMBINATION SMOKE ALARM/CO DETECTOR, 120V WITH BATTERY BACK-UP DUCT SMOKE DETECTOR HEAT DETECTOR SMOKE DAMPER CONNECTION SPRINKLER CONNECTION TAMPER SWITCH ALARM CONNECTION FLOW SWITCH ALARM CONNECTION ALARM SWITCH CONNECTION AV SYSTEM ANALOG CLOCK, 12" ROUND ALERTING MESSAGE SIGN SPEAKER - WALL MOUNT SPEAKER - PENDANT CEILING MOUNT FLUSH CEILING SPEAKER WITH LED LIGHT te- TELEVISION OUTLET. PROVIDE 2-1/8" DEEP DOUBLE GANG BOX WITH SINGLE GANG MUDRING, BLANK FACEPLATE AND 1" CONDUIT TO ABOVE ACCESSIBLE CEILING. W. P WAP P AC AL RFX CR EL 0C=3 O two T WALL PHONE SINGLE PORT OUTLET. PROVIDE 2-1/8" DEEP DOUBLE GANG BOX WITH SINGLE GANG MUDRING, BLANK FACEPLATE AND 1" CONDUIT TO ABOVE ACCESSIBLE CEILINGS. SINGLE PORT DATA OUTLET (NUMBER=NUMBER OF RJ45 JACKS). PROVIDE 2-1/8" DEEP DOUBLE GANG BOX WITH SINGLE GANG MUDRING, BLANK FACEPLATE AND 1" CONDUIT TO ABOVE ACCESSIBLE CEILING. WIRELESS ACCESS POINT SINGLE PORT DATA OUTLET. PROVIDE 2-1/8" DEEP DOUBLE GANG BOX WITH SINGLE GANG MUDRING, BLANK FACEPLATE AND 1" CONDUIT ABOVE ACCESSIBLE CEILING. DATA AND VOICE OUTLET. PROVIDE 2-1/8" DEEP DOUBLE GANG BOX WITH SINGLE GANG MUDRING, BLANK FACEPLATE AND 1" CONDUIT TO ABOVE ACCESSIBLE CEILING. REQUEST TO EXIT CARD READER ELECTRIC LOCK CCTV CAMERA METER BASE 208V OR 240V PANEL LVR 480V PANEL TRANSFORMER GFI GROUND FAULT CIRCUIT INTERRUPTER wa WEATHERPROOF ACCESS CONTROL CIRCUIT AS REQUIRED BY MANUFACTURER. PROVIDE IN RACEWAY IN WALLS AND ABOVE NON ACCESSIBLE CEILINGS. ALERTING SYSTEM CIRCUITRY IN RACEWAY, 3/4" MINIMUM. TELEPHONE/DATA RACEWAY, 1" MINIMUM WITH PULLWIRE CCTV CLOSE CIRCUIT TELEVISION CIRCUIT AS REQUIRED BY MANUFACTURER. PROVIDE IN RACEWAY IN WALLS AND ABOVE NON -ACCESSIBLE CEILINGS. FA LV TV FIRE ALARM SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER INSTALLED IN METALLIC RACEWAY LOW VOLTAGE CIRCUITRY AS REQUIRED BY MANUFACTURER IN RACEWAY WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS OR EXPOSED. TV CIRCUIT, PROVIDE IN RACEWAY IN WALLS AND ABOVE NON -ACCESSIBLE CEILINGS FLAG NOTE DETAIL INDICATOR WITH SHEET WHERE DRAWN INDICATED RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER &ASSOCIATES 1200 WeoSeke Ave. p 206-285.7228 FITZMAURICE Sae.ete,rea 1B 12/11/18 Design Revision 1A 12/11/18 Permit Correction Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specincally for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. CODE COW' gt�, AEA=env d(3 City of Tuhalla BUILDING DiViCICN JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title ONE LINE DIAGRAM, LIGHTING FIXTURE SCHEDULE, LEGEND Sheet 1 ARCHITECTS + URBAN DESIGNERS D Vi AU - BIM Server 19/17001 - TFS51/TFS51 Main Sunday, October 28, 2018 3:12 PM 17-098\CAD - Permit Resubmitlat1E101A MOTORIZED GATE GATE UPS CHARGER A-1 IA LVR 1"-2 &1#12 GROUND LOOP SENSOR (TYP) TEUINTERNET/FIBER OPTIC/CAN UTILITY SERVICE DEMARC COMMUNICATION BOARD 1" C TO TRAFFIC SIGNAL CONTROLLER �\ ""' -- B-56,58 "-3#8 & 1#12 GND B-64,66 1"-3#8&1#12GND1 FLAG POLE LIGHT C CZD / FA POST INDICATOR VALVE (PIV) EXISTING E MANHOLE (VERIFY I TRICAL A- VIAL R 1" #8&1'2GND COMMUNICATION LINES (1)4" PVC (TEL) (2)4" PVC (INTERNET/FIBER OPTIC) (1)4" PVC (CATV) (1)4" PVC (SPARE) CT ENCLOSURE AND—, UTILITY METER ATS-MDP—N PANELMDPN A-7 VIA LVR MTS-MDP 1"- 2#10 & 1#12 GND A-5VIALVR 1"- 2#10 & 1#12 GND SH ON GRADE EXISTING VAULT (VERIFY IN FIELD) EXISTING TELEPHONE AND FIBER OPTIC VAULT (V ItFIELD) EMERGENCY FUEL SHUT-OFF PUSHBUTTON FUEL PUMP SPENSER (TYP) A-26,2 1"-3#1 FUEL TANK SYSTEM ONTROLLER A-3 VIA LVR 3#8, 1#12 GND FUTURE P AND PROD SYSTEM DISCONNECT CTION METER TRANSFOR ER PAD WITH VAULT 1- 8- —ACP AC 1"C, ELE SL-5 SL-5 3 3 IUBAI 2� .ROOM ANEL B SL-5 SL-511 3 3 1"C, STU AT ELE.CE� M ,.� PAN L B A-1 VIA LVR 1"-2 :&1#12GND \ 0-4 P-1 FUTURE UA ELEC C VEHICLE CHARGING STATION MOTORIZED SLIDING GATE GENERAL NOTES: 1. ALL WORKS RELATED TO UTILITY POWER SERVICE SHALL MEET THE REQUIREMENTS AND STANDARDS OF PUGET SOUND ENERGY (PSE). COORDINATE WITH PSE UTILITY PRIOR TO ROUGH -IN. 2. ALL WORKS RELATED TO TELEPHONE, INTERNET AND CABLE TELEVISION SERVICES SHALL MEET THE REQUIREMENTS OF SERVICE PROVIDERS. COORDINATE WORK PRIOR TO ROUGH -IN. 3. VERIFY WITH UTILITY SERVICES COMPANIES FOR EXACT LOCATIONS OF THEIR RESPECTIVE SERVICE POINT OF CONNECTION PRIOR TO ROUGH -INS. FLAG NOTES: COORDINATE FINAL LOCATION OF UTILITY SERVICE CONNECTION POINT WITH RESPECTIVE UTILITIES. FUTURE ELECTRIC VEHICLE CHARGING STATION. PROVIDE CONDUIT INFRASTRUCTURE ONLY TERMINATE AT ELECTRICAL ROOM. POWER CONNECTION TO LED BACK LIT SIGNAGE LETTER. PROVIDE CONNECTION PER SIGNAGE LETTER. TYPICAL FOR 20 LETTERS. ENTRY GATE SECURITY KEY PAD MOUNTED ON PEDESTAL. POWER TRANSFORMER J. BOX FOR FLAG POLE LIGHT. OPTICOM TRAFFIC CONTROL PUSH BUTTON MOUNTED ON PEDESTAL. SEE DETAIL 3/E701. COORDINATE FINAL LOCATION WITH ARCHITECT. FUTURE DUAL ELECTRIC VEHICLE CHARGING STATION GATE UPS CHARGER B-60,62 GROUND LOOP NSOR (TYP) SITE PLAN - ELECTRICAL SCALE: 1/16" =1'-0" RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER FITZMAURICE & ASSOCIATES 1200 WesUahe Ave. 8.. Sutte p 206-285-7228 Seattle, WA 98109 (206.285-7294 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com (0 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. CODE AFP -Z: '•.''L ) F ,,26 City of Tu4yei'a BUILDING DI''r':, JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title Sheet SITE PLAN - ELECTRICAL. 101 ARCHITECTS + URBAN DESIGNERS D (7) WL-4A A- WL-4 A-9 -L PL-3 PL-3 PL 3 — PL-3 21 21 PL-3 PL-3 21 21 21 A-21 RLV2 X 21 _ 21 A-11 VIA LVR AA 1"-2#10&�#12GND WL-4 A-9 APP BAY 130I CI -4A SL-1 lo 19 SL-1 os 19 as R WASH lo I128 [ �i SL-1 19 19 os EAR •� 129 PL-3 PL-3 19 19 _ CDA RL1-3 19 ` PL-3 19 COMM 127 /Th ` L-4A A- RL-2 I 15 RL-6 115 PL-3 19 to WL-4 A-9 WLl A-9 CORRID [ 119� $$ RL-6E WL 15 116A\ oS RRLL-6 RL-3 RL-6 19--- 15 RL-6E 15 RL-3 'A-19 RL-5 RL-5 815 815 RL-2 A-1 VIA LVA DA [ 5 17 WL-1=- !-. 17 I PL-5 PL-5 0 17 17 o AP OFFI 108 RL-6 15 [120A RL-8 0 15 RL-8 Pc 15 SL-5 SL-5 SL-5 SL-1 • WL-5 A-9 RL-7 ORL-2 13 G-2 (05-.) wP 3 iCOURTYARD (OPEN TO ABOVE) 3 -2 ` �"'P A-3 VIA LVR RL-7 os PL-2 13 13 PL-2 PL-2 13 13 KITCHEN 1 104A ] RL,7 os 13 ORL-2 13 A-9 VIA LVR 1"- 2#10 & 1#12 GND ORL-2 I 13 0RL 13 RL-2E O13 WL-5 D, A-9 WL-5 A-9 FUTURE DETOX, NIC 1 01-- PL-4 13 0 RL-2E A RL-2 O13 El A DAYROOM 104B 1 R O13L-2 A-13 VIA LVR R VE SHEET NOTES: REFER TO ARCHITECTURAL PLAN, REFLECTIVE CEILING PLAN, AND ELEVATIONS FOR EXACT LOCATIONS OF LIGHT FIXTURES. VERIFY, COORDINATE AND PROVIDE REQUIRED FIXTURE TRIMS TO MATCH CEILING SYSTEM. 2. CONNECT ALL LIGHT FIXTURES TO DESIGNATED ASSIGNED CIRCUIT SHOWN. PROVIDE CONTROL WIRING TO NOTED CONTROL SWITCHES AND DEVICES TO CONTROL FIXTURES WITHIN ROOM/AREA. 3. EXIT SIGN FIXTURES AND FIXTURES WITH EMERGENCY BATTERY PACKS SHALL BE PROVIDED WITH UNSWITCHED CIRCUIT FOR CONNECTION TO FIXTURE'S BATTERY CHARGING UNIT. WL-4A A-9 VIA LVR 1"-2#10 & 1#12 GND ING CONTROL PANEL (LVR) FIRST FLOOR - LIGHTING SCALE: 1/8" =1'-0" FLAG NOTES: POWER CONNECTION TO LED BACK LIT NUMBER SIGNS. SURFACE MOUNTED CANOPY LIGHT FIXTURE SL-6. FOUR (4) TYPE SL-6 MOUNTED UNDER CANOPY AND FOUR (4) TYPE SL-6 MOUNTED TOP OF CANOPY TO ILLUMINATE SIGN. REFER TO ARCHITECTURAL DETAIL FOR MOUNTING LOCATION. RECEIVED CITY OF T UKWILA DEC 1 2 2018 PERMIT CENTER J & ASSOCIATES 1200 Westlake Ave. N, 5 p 206.205-7220 FITZMAURICE t tcal„5rrgf®eers Seattle, WA 90109 f206-205-7294 18 12/11/18 Design Revision 1A 12/11/18 Permit Correction Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. CODE CC;;.VL"ANcE APryi,KA;720 0 n�Mv/ FED f qe . City of Tukwila BUILDING DiVI:!CC JUR Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title FIRST FLOOR - LIGHTING ARCHITECTS + URBAN DESIGNERS Sheet 21 WAU - BIM Server 19/17001 - TFS51/ TFS51 Main Sunday, October 28, 2018 3:12 PM File: BIM Sery PL-7 21 os MEC ORCH 203___ PL-3 21 STORAGE ,iLtl'1 A, 21 SHEET NOTES: 1. REFER TO ARCHITECTURAL PLAN, REFLECTIVE CEILING PLAN, AND ELEVATIONS FOR EXACT LOCATIONS OF LIGHT FIXTURES. VERIFY, COORDINATE AND PROVIDE REQUIRED FIXTURE TRIMS TO MATCH CEILING SYSTEM. 2. CONNECT ALL LIGHT FIXTURES TO DESIGNATED ASSIGNED CIRCUIT SHOWN. PROVIDE CONTROL WIRING TO NOTED CONTROL SWITCHES AND DEVICES TO CONTROL FIXTURES WITHIN ROOM/AREA. 3. EXIT SIGN FIXTURES AND FIXTURES WITH EMERGENCY BATTERY PACKS SHALL BE PROVIDED WITH UNSWITCHED CIRCUIT FOR CONNECTION TO FIXTURE'S BATTERY CHARGING UNIT. FLAG NOTES: VACANCY SENSOR SUITABLE FOR HIGH CEILING MOUNTING. DAYLIGHT HARVESTING PHOTOCELL SENSOR MECHANICAL PLATFORM & LOWER ROOF - LIGHTING SCALE: 1/8" = 1'-0" j) (FD CAD FITZMAURICE &ASSOCIATES 1200 Westlake Ave. N., Sude p 206-265.722$ 1A 12/11/18 Permit Correction Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. CODE ��iC�f.); ;::: =L A C.:E APP'aCi G EL) { a26c ;J City of Tukwila BUILDING DMM.'I'.?I`.': JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 MECHANICAL Sheet Title PLATFORM & LOWER ROOF - LIGHTING ARCHITECTS + URBAN DESIGNERS RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER Sheet 20 d700-TFG5 /TFG51 Mein CI co n 5 L: a) co 2 Ed 45 T. 2 a_ C.-i oo c4 cci (NI _o 0 r> (/) N EUH- MDP-13,15,17 1.5"- 4#3 & 1#6 GND BREATHING AIR COMPRESSOR MOTORIZED DAMPER GFI 43 M-59 M-82,84 WELDING MACH 50A 208V MOTORIZED DAMPER FUME HOOD UNDER COUNTER REFRIG. M-61,63 M-65 WP M-17 EUH-4 PANEL M COMP-2 AIR COMPRESSOR GFI WP 43 . -_-a----- STOR M-19,211.361 43 (Et% TJ CORRIDOR , 135 1 4 0 cpLE50 AN _ GOP I ...z. R Ilk; itrilll I Fr: ;L.? NBA .01371 , b. 16,1.0 +46" 52 UH-1 GFI 50 liT GFI'52 2 Fl ---- 50 M-34,3 1111 „, 4 • 678 6 698 100 M-27,29 „„,.....0 ES 1g I,* -d •• •- t..,, 0 Ai S 9 IJ 1 1741) CORRIDOR r 1----1 QQ EUH-3 631 _,- M-31,33 17 MECH M-62,64,681331 ----- - - ct--- a.-. GF 17 M-77 PART WASHER NEMA G-20R HUBBELL 2320A M-81,83 WP GFI 24" GARAGE DOOR CONTROLLER DROP CORD WITH RECEPTACLE 30A,NEMA 5-30R GARAGE DOOR DROP CORD WITH RECEPTACLE 20A,NEMA 5-20R APP BAY 130 M-42,44 M-73 M-75 GARAGE DOOR-\\ 2 # 1 0 GARAGE DOOR CONTROLLER M-79 M-14 2 # 1 0 M-18 24" WP t3C. GFI 48 24" WP GFI M-45 +24 WP GFI 461 M-80 CEILING FAN SWITCH DROP -CORD WITH RECEPTACLE 30A,NEMA 5-30R M-12 2 # 1 0 WP GF1 NI-46,48 WC, 65 1125 FM-200 PANEL 65 OVERHEAD MDF RACK RECEPTACLE 81 DE2C60N 1 32 65 G4 DU-1 63 A-36, 38,40 1LoBc-1K,3 63 " 0 AUCET L12i R ASH Ii-2398,4d,42 EXTRACTOR WP GEAR STOR 129 1 B-47,49 HRV-2 ELECTIAWPAP L109 GFI B-24,26 AUTO FAUCET STATION OFFICE ED A-35 BUZZER A-42,44,46 ab61 LAUJAN UH 1 117 1 MASTER CLOCK 'CCTV PANEL ACCESS CONTROU =SE URITY • EL 63 CEIV 122 A-32,34 "7 BATH -17171] 45 +36" B-43,45 B-71,73 B-63,6 +46" 43 A-43,45 BUNK DU-2 43 - 121A 120.0 B-29,31 B-1 0 j B-11,19 FUTURL* UNK WASHER/DR 1161 CONDUIT ONLY CAP OFFICE 108 1 F. GENERATOR ANNUNCIATOR wp RECESSED IN GFI WALL B-37i,?94 IDU-1 CORRIDOR 103 51 5 U 53 153 ! 51 +36" 49 IDLI NK 1141 049 I 491-36' 1 47 IDU UNK 112 1 u 47 147136, -3 B-63 GFI WP B-21,23 B-25,27 B-72 , GFI (gC INF COURTYARD (OPEN TO ABOVE) B-72 GAS INGNITER SWITCH Gat A-47,49,51,53 u--- - - - 0 33 I A-33 A-69,71,73,75 ENTRY VESTIB L 101 33 DISPOSE 12 (i) A-50 GAS SOLENOID VALVE +30" A-74,76 INSTA 74-- 70 HOT DISH WASHER AUTO DOOR 0.6KVA, 120V ADA PUSHPLATE (TYP) KITCHEN r 104A ] IDU-12 A-52,54 +30" GFI -62,64,66 GFI- GAS RANGE IGNITER SWITCH A-68,70,72 6670 70 72 .\--+72", TV 48 PH S TRAIN 79 HIi96 75 B-75,77,79 FUTIJ 68 DET0> NIC B-68,70,72 B- 6,18 IDU-13 B-74,76,78 COFFEE MAKER B-12,14 104B I PORTABLE GENERATOR .4' RECEPTACLE WP "7--- CT ENCLOSURE AND METER GFI #DWP B-74 FIRE ALARM PANEL (FACP) PANEL B PANEL A LIGHTING RELAY PANEL LVR ATS-MDP MTS-MDP MAIN DIST PANEL (MDP) FIRST FLOOR - POWER SCALE: 1/8" = 1'-0" FLAG NOTES: PLUG MOLD WITH DUPLEX RECEPTACLES AS SHOWN. NOT USED LINE VOLTAGE THERMOSTAT. PROVIDE POWER CONNECTION. NOT USED FLUSH FLOOR DUPLEX OUTLET. CONNECTION FOR CO/NO2. PROVIDE SWITCH AND LINE VOLTAGE BELL AS REQUIRED. NOT USED ADA PUSH PLATE MOUNTED ON STEE PEDESTAL. COORDINATE WITH ARCHITECT. 9 OCCUPANCY SENSOR WITH RELAY PACK TO CONTROL RECEPTACLE WITHIN ROOM/AREA. FUEL 0011 01 GEN. SET -\ TO ATS-MDP "r"Tht0 GEN A-25,27,29 1 0 0 3 1 c R 2 T BA ERY CHARGER BLOCK/COOLANT HEATER RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER B ',312:RMITSIV FITZMAU RICE & ASSOCIATES ,S.S 1200 Westlake Ave. N., Suite 509 p 206-2854228 .,,rettetal'En4Rmers3: Scathe, WA 98109 1206-265-7294 1B 12/11/18 Design Revision 1A 12/11/18 Permit Correction Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 443 1218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. JU C.7i- CODE C.-;ANCI.-: APPiZCI, viz) FED' 26 2,2i3 City of Tukwila BUILDING DMO RISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title FIRST FLOOR - POWER Sheet 3 I 1.1.1 Lfl 691191101 c m WAU - BIM Server 19/17001 - TFS51(TFS Sunday, October 28, 2018 3:12 PM File: BIM Sery BID ALTERNATE #3 M-47 M-57 M-11 VEF EUH-5 M-39,41 11 EF-5 EF-9 j J MECH PORCH 203 M-26,28,30 EF-2 EF-1 1�_. ilo 11-0 '3@)15 DN i M-49 M-35,37 F-3 MAGNA-RAIL 1.0KVA,208V,10 EF MECH PLATFORM 202 EUH-6 15 M-53 M-55 M-51 M 78 DHWH-1 -74 DHWH-2 M-76 COMP-1 AIR COMPRESSOR M-54,56 M-68,70,72 1 "-4#10 M-5 UH-2 CF-1 UH-3 M-58,60 MDP-19,21,23 2'-4#3/0 & 1#4 GND FI j�— RHRV-1 B-34 B-20,2 DU OUTDOOR UNIT B-36 B-36 MDP-20,22,24 .25"-4#4 & 1#8GND WP o on VRF-ODU MOD2 F-ODU 1 B-36 MOTORIZED DAMPER B •36 MDP-14,16,18 1.25"-4#4 & 1#8GND B-34 B-32 wP GFI t—EF-7 B-28 B-36 MOTORIZED DAMPER B-32 FLAG NOTES: MOUNT DUPLEX OUTLET ADJACENT TO DISCONNECT SWITCH ON UNI-STRUT. LINE VOLTAGE THERMOSTAT. PROVIDE POWER CONNECTION. 0 MECHANICAL PLATFORM & LOWER ROOF - POWER SCALE: 1/8" = 1'-0" RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER & ASSOCIATES 1200 Westlake Ave, 14., Su p 206.285-7228 FITZMAURICE id10'et rc nfe'er51.4 e, WA 98109 1206-205-7294 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other protects or In other locations without the approval and participation of the Architect. CODE CC' NCE APPiG::i 2D FED G L: i City of Tukwila BUILDING IDM, ON J RISDICTIONAL APPROVAL TAMP Issue PERMIT SUBMITTAL Date Sheet Title Sheet 10/15/18 MECHANICAL PLATFORM & LOWER ROOF - POWER 312 ARCHITECTS + URBAN DESIGNERS D Sunday, October 28, 2018 3:12 PM 1- 1 1 II 11 11 1, II 11 1 I 2"c, STUB AND CAPPED AT ROOF FOR FUTURE PV SYSTEM MOTORIZED DAMPER P GFI --n. M-9 EF:6 M-20,22,24 MOTORIZED DAMPER TO ELEC. ROOM 2"c, ST B AND CAPPED AT ROOF FOR FU ' RE PV SYSTEM TO ELEC. ROOM \ UPPER ROOF PLAN - POWER SCALE: 1/8" =1'-0" FLAG NOTES: MOUNT DUPLEX OUTLET ADJACENT TO DISCONNECT SWITCH ON UNI-STRUT. RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER FITZMAURICE &ASSOCIATES 1200 Westlake Ave. t&, Such 509 Setae, WA 98109 p 206.285-7228 f206.285 7294 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other protects or In other locations without the approval and participation of the Architect. F�Vt.k°' CODE C��^^Oi// �:'Ll.A�q �C-;E APPf�YOf�'v� t FE 26Gv City of Tukwila BUILDING DIViC IO a JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 ARCHITECTS + URBAN DESIGNERS Sheet Title UPPER ROOF PLAN -POWER Sheet 303 WAU - BIM Server 19/17001 - TFS5IITFS51 Main rn m Sunday, October 28, 2018 3:12 P (r) COMM. BOARD TEUINTE(2NET/CAN DEMARC. 8' HIGH x 1" THICK FIRE RATED PLYWOSD STOR j 138 WAP CBA 37 CORRIDOR [ 135 j CLEAN 1:36I BREATHING AIR COMPRESSOR COMM. LINES UP SHOP 1341 EMS I132 APP BAY 130 V CORRIDOR 131 MECH 1331 WC i I 125, DECON 126 1 00 'COMM L WAP MASTED f AIRLOCK CLA�CK j 123 1/ COMM.1LINE / GROUND TERMINATION COPPER BAR MDF RACK 4 POST, BOLT ON FLOOR CCTV PANEL COMM. LINES ACCESS/SECURITY COMM. LINE I RECEIV 1 122 1 BUNK 1 121 WAP v WAP R WASH 128 I 21Pj CORRIDOR 119 I BUNK 120' 120A GEAR STOR _ 129 t! LAUN/JAN 117 BATH 1151 AIRLOCK 109_J L_118A' V BUNK [118'' 1116A BUNK [118' CORR 110'� (_114A` BUNK [114' 112A' CORRIDOR 103 TO ALERTING CONTROLLER DOOR BUZZER STATION OFFICE 107 WAP V V CAP BUNK 112 SHEET NOTES: 1. HOMERUN DATA AND VOICE TO MDF RACK. CABLES SHALL ROUTE IN CONDUIT (1" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLING ALLOWED ABOVE ACCESSIBLE CEILING. 2. HOMERUN TV CABLES TO TELEVISION DEMARC BOARD. CABLES SHALL ROUTE IN CONDUIT (1" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS OR EXPOSED. OPEN CABLING ABOVE ACCESSIBLE CEILINGS. COURTYARD (OPEN TO ABOVE) ADA I 1 102J LV CAP OFFICE 108 ENTRY VESTIBU 101 1 TO MDF V'l 4 FUTURE DETOX, NIC +72" PHYS TRAIN f WAP Q WAP KITCHEN 104A } IN fill +60" DAYROOM' 10 4 B I 44 E 05 GAS ETER A VE FIRE ALARM PANEL COMM. LINES EMERGENCY CALL PHONE OUTLET MOUNTED ON PEDESTAL. COORDINATE WITH ARCHITECTURAL PLAN. DOOR BUZZER PUSH BUTTON. MOUNTED ON PEDESTAL. COORDINATE WITH ARCHITECTURAL PLAN. ALERTING PANEL COMM. LINES FUEL mil GEN 0031 C 002 T FIRST FLOOR - COMMUNICATIONS SCALE: 1/8" = RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 13 FITZMAURICE &ASSOCIATES 1200 Westlaha Ave. N., Suit p 206-285-7228 Seattle, WA 9810 (206.285-7294 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. J CODEEC-C;-,LIANCE F; 2 G 2:1;3 City of Tutaevila BUILDING DIVISION RISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title FIRST FLOOR - COMMUNICATIONS Sheet 1 ARCHITECTS + URBAN DESIGNERS %D- MECH PORCH 203__..__ TO MDF DN MECH PLATFORM 202 STORAGE 201 1 0 0 0 0 r / MECHANICAL PLATFORM & LOWER ROOF - COMMUNICATIONS SCALE: 1/8" =1r-0" RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER EA) FITZMAURICE &ASSOCIATES 1200 Westlake Ave. N. Suite p 206-285.7220 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. I :• --; CODE COr L1AlecE APP1,1C-1,VED er� City of Tulvita BUILDING Dr-V JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date Sheet Title Sheet 10/15/18 MECHANICAL PLATFORM & LOWER ROOF - COMMUNICATIONS 02 ARCHITECTS + URBAN DESIGNERS c .Fa 1.7 0) LL C WAU - BIM Server 19/17001 - TF Sunday, October 28, 2018 3:12 PM File: BIM Sery it ResubmittaltE501.dwg APP BAY 130J WP SCBA 13 j STOR 138j CORRIDOR 1 135__ CLEAN 136j. SHOP IL 134! EMS 1321 MECH 1331 O FRCP FM-200 SYSTEM CONTROLLER WC 125, AC° TO ACP DECON — 1 1261 R WASH 128 1 STATION OFFICE 107 �i127 TO FACP LAUN/JAN 117 BATH L11 1 ADA BAT i_._ 113__.I BATH 1111 CLOSE CIRCUIT TELEVISION CONTROLLER (CCTV) ACCESS CONTROL PANEL (ACP) CAP OFFICE C___To8_ FIRE ALARM ANNUNCIATOR TO ACCP CORIDOR \ RE 1 9 FA 1" C WITH FIRE ALARM WIRING TO FACP NTRY VESTIBUL ., 101._......_ TO ACP O AC COURTYARD (OPEN TO ABOVE) P r�1 PHY TRAIN FUTURE DETOX, NIC GAS # ETER SHEET NOTES: PROVIDE FIRE ALARM CIRCUITRY AS REQUIRED BY MANUFACTURER TO ALL FIRE ALARM DEVICES. ROUTE CIRCUITRIES IN RACEWAY (3/4" EMT MINIMUM). 2. PROVIDE ACCESS CONTROL AS REQUIRED BY MANUFACTURER FOR ALL ACCESS CONTROL DEVICES. ROUTE CIRCUITRY IN RACEWAY (3/4" EMT MINIMUM) AND CONNECT TO ACCESS CONTROL PANEL. 3. PROVIDE CCTV CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL CCTV CAMERAS. ROUTE CIRCUITRY IN RACEWAY (3/4" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS OR EXPOSED. CONECT ALL CCTV CIRCUITRY TO CCTV CONTROLLER. 4. PROVIDE CLOCK SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER. ROUTE CIRCUITRY IN RACEWAY (3/4" EMT MINIMUM). CONNECT ALL CIRCUITRY TO CLOCK SYSTEM CONTROLLER. IRE ALARM PANEL (FACP) FIRST FLOOR - FIRE ALARM/SECURITY/CLOCK SCALE: 1/8" = RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER { FITZMAURICE &ASSOCIATES 1288 Westlake Ave. N. p 286-285-7228 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. 11 CODE CC: ,-L;ANCr APP,i L ILL) City of Tulayita BUILDING tiVi"tO JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title FLOOR PLAN - FIRE ALARM/SECURITY/CLOCK ARCHITECTS + URBAN DESIGNERS Sheet 1 031 CECHPORCH S 203 DN MECH PLATFORM 202- STORAGE 1 If 0 O 00 SHEET NOTES: 1. PROVIDE FIRE ALARM CIRCUITRY AS REQUIRED BY MANUFACTURER TO ALL ARE ALARM DEVICES. ROUTE CIRCUITRIES IN RACEWAY (3/4" EMT MINIMUM). 2. PROVIDE ACCESS CONTROL AS REQUIRED BY MANUFACTURER FOR ALL ACCESS CONTROL DEVICES. ROUTE CIRCUITRY IN RACEWAY (3/4" EMT MINIMUM) AND CONNECT TO ACCESS CONTROL PANEL. 3. PROVIDE CCTV CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL CCTV CAMERAS. ROUTE CIRCUITRY IN RACEWAY (3/4" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS OR EXPOSED. CONECT ALL CCTV CIRCUITRY TO CCTV CONTROLLER. 4. PROVIDE CLOCK SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER. ROUTE CIRCUITRY IN RACEWAY (3/4" EMT MINIMUM). CONNECT ALL CIRCUITRY TO CLOCK SYSTEM CONTROLLER. MECHANICAL PLATFORM & LOWER ROOF - FIRE ALARM/SECURITY/CLOCK SCALE: 1/8" =1'-0" RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER (L-D FITZMAURICE &ASSOCIATES 1200 Westlake Ave. N. SuiS 509 p 206.2857228 SeaWe, WA 98109 206-2857294 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com ©2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect CODE CC' . i °CE APPRv-v i) "W n ;A.6,..... City of Tukwila BUILDING D1Vi`.'1 JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 MECHANICAL Sheet Title PLATFORM & LOWER ROOF • FIRE ALARM/SECURITY/CLOCK ARCHITECTS + URBAN DESIGNERS D Sheet 5 2 TO 120V CIRCUIT FUTURE CHECK -IN STATUS PANEL AT BUNK ROOM (TYP. FOR 6) ior— STROBE LIGHT AT PHYSICAL TRAINING ALERTING SYSTEM COLORED INDICATING LIGHTS SPEAKERS, SEE FLOOR PLAN FOR LOCATIONS, QUANTITIES AND TYPES (TYP) er 19/17001 - TFS51/TFS51Main BIM Server: WAU TO 120V SOURCE ALERTING SYSTEM STATION CONTROLLER TO 120V SOURCE PAGING AMPLIFIER CABINET LIGHTING CONTROL SYSTEM PAGING ZONE #1 - APPARATUS BAY Q PAGING ZONE #2 - STATION OFFICES APAGING ZONE #3 - COMMON AREAS PAGING ZONE #4 - BUNK ROOMS ® PAGING ZONE #5 - DOOR CHIME (Th GAS SOLENOID FOR RANGE GAS SOLENOID FOR BBQ ALERTING MESSAGE SIGN. SEE FLOOR PLAN FOR LOCATIONS AND QUANTITIES. GAS SOLENOID VALVE CONTROL PANEL. REFER TO 2/E6.1 ALERTING SCHEMATIC NTS STOR LI CORRIDOR 135 CLEAN 0 Ti36T SCBA 137 r UP SHOP 134 3.?d EMS 132 CORRIDOR 131 MECH 1331 ALERTING STROBE TO ALERTING PANEL APP BAY ( 130 OPTICOM TRAFFIC CONTROL PANEL TRAFFIC CONTROL MOMENTARY SWITCH CONNECT TO ADJACENT DUPLEX OUTLET CIRCUIT TO SIGNAL EMI ALERTING STROBE COMM 127-1 AIRLOCK 23 TO ALERTING PANEL NNECT TO ADJACENT DUPLEX OUTLET CIRCUIT RECEI 122__' BUNK 1211 P AR WASH 128 GEAR STOR 1 129 LAUN/JAN OF 117_ }mot BATH 11151 ADA BAT 113 I ° I DY.t BATH -rmt 1111 1121A CORRIDOR '.t 119 CORR 1 110 B1JN}� 120 1201 BUNK 1181 116 SP BUNK 118 1144 BUNK L1141 1124 J AIRLOCK 1 109_I 151 STATION OFFICE 107 APBUNK 1.12. SP COURTYARD (OPEN TO ABOVE) ALERTING STROBE CORRIDOR 1 103 1[r ADA Wt 102_I AP OFFICE 1081 ENTF VESTIBU 101 1 KITCHEN 104A_H I10 X'L FUTURE DETOX, NIC PHYS TRAIN 106 CONNECT TO ADJACENT DUPLEX OUTLET CIRCUIT. A TO ALERT PANEL DAYROOM L104B__] SHEET NOTES: 1. PROVIDE ALERTING SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER. ROUTE ALL CIRCUITRY IN RACEWAY (3/4" EMT MINIMUM). CONNECT ALL CIRCUITRY TO ALERTING SYSTEM CONTROL PANEL. N TO ALERTIN PANEL - ELEI 105 GAS METER ALOOVE ALERTING SYSTEM COLOR CODED INDICATING LIGHTS (PROVIDE 4 COLORS) ALERTING SYSTEM CONTROLLER FLAG NOTES: BUNK ROOM FUTURE CHECK -IN STATUS PANEL. PROVIDE ROUGH -IN BOX AND CONDUIT TO ALERTING CONTROLLER. FUEL 001 A TO ALERTING PANEL GEN 003 FIRST FLOOR - ALERTING SYSTEM SCALE: 1/8" =11-0" RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERivMlT CENTER FITZMAURICE &ASSOCIATES 1200 Westlake Ave. M, 5828 p 206-285-7229 WA 98109 206-285-7294 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com ©2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other Iocalions without the approval and participation of the Architect. 1 NLv°i n:',..:::.':-t.F., CODE C(-o; .,= ANCO APPi aSS.al) Fir:,. 2 G City of Tulaivila BUILDING DIVIC.ION JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date 10/15/18 Sheet Title FIRST FLOOR - ALERTING SYSTEM ARCHITECTS + URBAN DESIGNERS D W F- Sheet 61 .c 2 U) co LL LC) co u_ c) C)) cL (NJ C6 co c‘i co" cts CD 1 0. o .2 MECH PORCH n 203 DN A TO ALEFtrING PANEL MECH PLATFORM 202 STORAGE 201 I 0 0 SHEET NOTES: 1. PROVIDE ALERTING SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER. ROUTE ALL CIRCUITRY IN RACEWAY (3/4" EMT MINIMUM). CONNECT ALL CIRCUITRY TO ALERTING SYSTEM CONTROL PANEL. 01. 70 MECHANICAL PLATFORM & LOWER ROOF - ALERTING SYSTEM SCALE: 1/8" = 11-0" RECEIVED CITY OF TUKWILA DEC 1 2 2018 PERMIT CENTER 'R FITZ AURICE NVEEt'ctricaDErfpNeND NO Seattle, WA 98109 f 206485-7294 Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 443 1218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. 1CODEW: COUANCr: AP11112 0 • FED 2 6 2: ia City of Tukwila BUILDING DIVIST.7.`,N JURISDICTIONAL APPROVAL STAMP Issue PERMIT SUBMITTAL Date Sheet Title Sheet 10/15/18 MECHANICAL PLATFORM & LOWER ROOF - ALERTING SYSTEM 6 2 ARCHITECTS + URBAN DESIGNERS &ASSOCIATES 1200 Westlake Ave. N., Sul, 509 p 206.285.7228 BIM Server: WAU - BIM Server 19/17001 - TFS51/TFS51 Main Sunday, October 28, 2018 3:12 17-098\CAD - Permit ResubmittarE7O1. GROUNDING CONDUCTOR UNGROUNDED CONDUCTOR A/C OPTICUM 794M EMITTER CABLE SUPPLIED WITH EMITTER, MAXIMUM LENGTH 25 FEET. DO NOT SPLICE JUNCTION BOX 120V TO 12V D/C 5 AMP POWER SUPPLY INGRAM PART #PSD60-12 TIME DELAY RELAY/DELAY OFF MACROMATIC RELAY PART # TR-51622-13 AND SOCKET PART #70170-D GROUNDED CONDUCTOR NC 120V RATED MOMENTARY SWITCH TRAFFIC SIGNAL EMITTER WIRING DIAGRAM NTS 1 C, 3#12 LOCATED AT APPARATUS BAY CPI CHATSWORTH 4X10 GROUND BUS BAR KIT W/ WALL MDUNTING BRACKETS AND INSULATORS #10622-010 GROUND BAR ASSEMBLY NTS nw \--LOCATED AT EXIT GATE (SEE SITE PLAN) LIGHTING CONTROL SCHEDULE ("LVR") CIRCUIT 1 SWITCH j2 j4 15 RELAY 1 3 !8 10 11 1EXTERIOR-PHOTOCELL, CONTROL A-1 A 3 A 5 EXTERIOR -PHOTOCELL, TIMER TIMER EXTERIOR -PHOTOCELL, TIMER EXTERIOR -PHOTOCELL, TIMER EXTERIOR -PHOTOCELL, TIMER EXTERIOR -PHOTOCELL, TIMER EXTERIOR -PHOTOCELL, TIMER LV SWITCH, DAYLIGHT SENSOR, OCC SENSOR, ALERTING A 7 A-7 A-9 A 11 A 13 A 15 ,13 LV SWITCH, DAYLIGHT SENSOR, OCC SENSOR, ALERTING A 17 115 LV SWITCH, DAYLIGHT SENSOR, OCC SENSOR, ALERTING 117 SPARE 18 SPARE _ 19 SPARE A 23 120 LV SWITCH, DAYLIGHT SENSOR, OCC SENSOR, ALERTING [27 SPARE 128 SPARE 29 SPARE ! 30 SPARE 31 SPARE 33 SPARE 34 SPARE 35 SPARE 136 SPARE 3 37 SPARE 38 SPARE 39 SPARE 140 SPARE 41 SPARE 142 SPARE 4 43 SPARE 146 SPARE ------- - -- - --- - 147 SPARE 48 SPARE 149 TO 64 SPARES 5A R1 TIMER R2 CONTROL R4 GAS SOLENOID R3/ COOKTOP, OVEN, R4 BBQ SOLENOID C1 DISPATCH STROBE C2 RANGE 0.0 TO 2 MIN ADJUSTABLE OFF DELAY ON/OFF NO DELAY ON/OFF NO DELAY ON/OFF NO DELAY HOLDING CONTACT 600V/20A/3 POLE DEFINITE PURPOSE CONTRACTOR SQUARE D CLASS 8910 120V/20A/1 POLE/NEMA CONTRACTOR SIZE 2 IN SEPARATE NEMA 1 ENCLOSURE. SQUARE D CLASS 8502 RELAY R1 TO BE SQUARE D CLASS 9050-JCK70 TIMING RELAY, SET FOR TIME DELAY ON DROP OUT AT 2 MINUTES. OTHER RELAYS TO BE SQUARE D CLASS 8501. RUN 2-CONDUCTOR CONTROL ALERTING SYSTEM CONTROLLER. MOUNT RELAYS IN 18"X18"X4" MINIMUM DEEP HINGED RELAY CABINET. PROVIDE 100VA MINIMUM 120/24V CONTROL POWER TRANSFORMER & 5A FUSES. H 120 VAC <TTTb 5 II 0 24V LOCATION ALERTING SYSTEM R1 I I TDDO R1 LED LIGHTS TDDO R2 ® R3 I I ❑ o o-cJ-- RESET PUSHBUTTON R2 C1 D- 1I R3 ® R3 R4 R2 DISPATCH STROBES GAS RANGE SOLENOID poo-p- RESET PUSHBUTTON R3 R4 ® R4 I I-0-0-0 GAS BBQ GRILL SOLENOID GAS RANGE AND BBQ GRILL CONTROL RELAY PANEL DIAGRAM NTS C2 -I I- N GAS RANGE RE -STRIKE IGNITION POWER MECHANICAL/PLUMBING EQUIPMENT SCHEDULE MOTOR ELECTRICAL DATA ELECTRICAL CONNECTION EFFICIENCY CONNECTION REMARKS EQUIPT (%) W/KW/HP VOLTS PHASE AMPS IDU-1 0.21 KVA 208 1 1 SEE AC IDU-1/ODU-1 IDU-2 0.07 KVA 208 1 0.34 DISC. SW. IDU-3 0.07 KVA 208 1 0.34 DISC. SW. IDU-4 0.07 KVA 208 1 0.34 DISC. SW. IDU-5 0.07 KVA 208 1 0.34 DISC. SW. IDU-6 0.07 KVA 208 1 0.34 DISC. SW. IDU-7 0.07 KVA 208 1 0.34 DISC. SW. IDU-8 0.08 KVA 208 1 0.39 DISC. SW. IDU-9 0.08 KVA 208 1 0.39 DISC. SW. IDU-10 0.69 KVA 208 1 3.33 DISC. SW. IDU-11 0.47 KVA 208 1 2.25 DISC. SW. IDU-12 0.69 KVA 208 1 3.33 DISC. SW. IDU-13 A 0.69 KVA 208 1 3.33 DISC. SW. ODU-VRF-MOD1 89.5 15.12 KVA 208 3 42 DISC. SW. ODU-VRF-MOD2 89.5 15.12 KVA 208 3 42 DISC. SW. HRV-1 1.3 KW 208 1 6 DISC. SW. HRV-2 1.3 KW 208 1 6 DISC. SW. BC-1 0.21 KVA 208 1 1.08 DISC. SW. RHRV 91.7 66.6 KVA 208 3 185 DISC. SW. 200A/3 MOCP CF-1 100 W 120 1 J. BOX/HARDWIRED NOTE 5 CF-2 100 W 120 1 J. BOX/HARDWIRED NOTE 5 CF-3 100 W 120 1 J. BOX/HARDWIRED NOTE 5 CF-4 100 W 120 1 J. BOX/HARDWIRED NOTE 5 EF-1 250 W 120 1 DISC. SWJSTARTER NOTE 2 EF-2 500 W 120 1 DISC. SW./STARTER NOTE 2 EF-3 A 50 W 120 1 DISC. SW./STARTER NOTE 2 EF-4 350 W 120 1 DISC. SW./STARTER NOTE 2 EF-5 125 W 120 1 DISC. SW./STARTER NOTE 2 EF-6 77 0.75 HP 208 3 3.5 DISC. SWJSTARTER NOTE 2 EF-7 1/3 HP 120 1 7.2 DISC. SW./STARTER NOTE 2 EF-8 1/4 HP 120 1 5.8 DISC. SW./STARTER NOTE 2 EF-9 3/4 HP 120 1 13.8 DISC. SW./STARTER NOTE 2 AC IDU-1 208 1 1 DISC. SW. AC ODU-1 77 208 1 12 DISC. SW. 15A/3 MOCP UH-2 0.55 KVA 120 1 4.6 DISC. SW. UH-3 0.55 KVA 120 1 4.6 DISC. SW. EUH-1 2.0 KW 208 1 DISC. SW. EUH-2 2.0 KW 208 1 DISC. SW. EUH-3 2.0 KW 208 1 DISC. SW. EUH- 1.0 KW 208 1 DISC. SW. EUH- 2.4 KW 208 1 DISC. SW. EUH- 1.5 KW 208 1 DISC. SW. EUH- ^ 2.0 KW 208 1 DISC. SW. �j; BENCH EXH HOOD 1.5 HP 120/208 1 DISC. SW. VEF 7.5 HP 208 3 24.2 DISC. SW. NEDERMAN RAIL 1 HP 208 1 DISC. SW. COMP-1 5.0 HP 208 3 16.7 DISC. SW. COMP-2 2.0 HP 208 1 13.2 DISC. SW. FUEL MGT SYSTEM 1.0 HP 120/208 1 J. BOXMARDWIRED FUEL PUMP 1.0 HP 120/208 1 DISC. SW. FUEL DISP 1.0 KVA 120.0 1 J. BOX/HARDWIRED BF-1 260 W 120 RECEPTACLE DHWH•1 0.6 KVA 120 1 5 DISC. SW. DHWCP ^ 1/4 HP 115 1 5.8 DISC. SW. BREATHING AC 93 20 HP 208 3 59.4 DISC. SW. NOTES: 1) COORDINATE FINAL EQUIPMENT LOCATIONS AND POWER REQUIREMENTS WITH MECHANICAL/PLUMBING EQUIPMENT SUPPLIERS. 2) PROVIDE MOTOR STARTER/CONTROLLER AND DISCONNECT SWITCH. 3) CONTROLLED BY LINE VOLTAGE THERMOSTAT. PROVIDE REQUIRED CONTACTOR RELAYS. 4) PROVIDE INTERFACE WIRING AND DRY CONTACT RELAY AT RESPECTIVE GARAGE DOOR CONTROLLER TO INTERLOCKED WITH TUBE HEATERS SUCH THAT WHEN THE RESPECTIVE DOOR OPENS AT APP BAY THE TUBE HEATER WILL TURN OFF. WHEN THE DOOR SHUTS THE TUBE HEATER WILL AUTOMATICALLY RESTART. REFER AND COORDINATE WITH MECHANICAL FOR SEQUENCE OF OPERATION. 5) PROVIDE CONTROL WIRING FROM CEILING FAN TO SWITCH. RECEIVED CITY OF TUKWILA DEC 122018 PERMIT CENTER FITZMAURICE &ASSOCIATES 1200 Westlake Ave, N., Sude 5u9 Seattle, WA 98109 p 206-285.7228 1A 12/11/18 Permit Correction Rev Date Issue Tukwila Fire Station 51 Project No. 17001 Designed by Drawn by Checked by RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Western Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. CODEpC�1.0'4 tom)Oi�i,U .A�NCE Af-P Y Fs:.t.. 2 U : :.1 City Of Tukwila BUILDING DIVISION URISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet PERMIT SUBMITTAL 10/15/18 DETAILS 7!1 ARCHITECTS + URBAN DESIGNERS Sunday, October 28, 2018 3:12 PM File: BIM Server: WAU - BIM Server 19/17001 - TFS51/TFS51_Main PANEL MDP LOCATION ELEC ROOM 105 MOUNTING SURFACE AIC 65,000 FED FROM PSE TRANSFORMER CCT CCT DESCRIPTION NO. BRKR VOLTS 208 /120 3 PHASE, 4 WIRE, WYE AMPS 1000 MAIN CIRCUIT BREAKER GROUND BUS SERVICE ENTRANCE LABEL LOAD CCT CCT KVA NO. BRKR DESCRIPTION LOAD KVA 1 200/3 PANEL A 3 5 7 200/3 PANEL B 9 II 13 80/3 SCBA COMP 15 17 19 200/3 RHRV 21 23 25 100/3 SPARE 27 29 31 20/ SPACE 33 2SPACE 35 20/ SPACE 37 20/ SPACE 39 20/ SPACE 41 20/ SPACE CONNECTED LOAD KVA 50.89 50.78 21.38 66.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 DEMAND FACTOR 400/3 PANEL M 79.90 30/3 SPD 60/3 CM -I MOD2 15.12 60/3 CM -I MODI 15.12 100/3 SPACE 20/ 20/ 20 20/ 20/ 20/ SPACE SPACE SPACE SPACE SPACE SPACE DEMAND LOAD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 KVA AMPS LIGHTS RECEPTACLES HEATING LARGEST MOTOR OTHER MOTORS MISCELLANEOUS KITCH. APPLIANCES 7.73 26.64 13.60 30.09 137.66 84.07 0.00 299.79 25% 00% 00% 25% 00% 00% 00% PANEL A I SECTION VOLTS 208 /120 LOCATION ELEC ROOM 105 AMPS 225 MLO MOUNTING SURFACE AIC 42,000 FED FROM PANEL MDP CCT NO. CCT DESCRIPTION BRKR 9.67 26.64 13.60 37.61 137.66 84.07 0.00 26.83 73.95 37.75 104.40 382.11 233.35 0.00 309.25 858.39 3 PHASE, 4 WIRE, WYE GROUND BUS PROVIDE SURGE PROTECTOR NOTE: *-DENOTES AFCI TYPE BREAKER LOAD KVA CCT CCT DESCRIPTION LOAD NO. BRKR KVA 1 20/ 3 20/ 5 20/ 7 20 9 20/ II 20/ 13 20 15 20/ 17 20/ 19 20/ 21 20/ 23 20/ 25 20/ 27 29 20/ 31 20/ 33 20/ 35 20/ 37 20 39 20/ 41 20 43 20/ 45 20/ 47 20/ 49 51 20/ 53 20/ 55 20/ 57 20/ 59 20/ 63 20/ 65 20/ 67 20 69 20/ 71 20/ 73 20 75 20/ 77 20/ 79 20/ 81 20/ 83 20/ SECTION TOTAL CONNECTED LOAD LIGHTS 0.97 LIGHTS 0.43 LIGHTS 0.53 LIGHTS 0.29 LIGHTS 0.77 LIGHTS 0.50 LIGHTS 0.80 LIGHTS 0.90 LIGHTS 0.34 LIGHTS 0.71 LIGHTS 0.60 LIGHTS 0.90 BLOCK HEATER 2.00 0.00 BATT CHARGER 1.00 RECEPTS 0.36 RECEPTS 0.36 DOOR BUZZER 0.20 RECEPTS 0.36 SPARE 0.00 SMOKE DETECTO 0.12 RECEPTS* 0.54 RECEPTS* 0.54 RECEPTS* 0.54 RECEPTS* 0.54 RECEPTS* 0.54 RECEPTS* 0.54 RECEPTS 0.18 RECEPTS 0.18 RECEPTS 0.18 RECEPTS 0.72 RECEPTS 0.90 RECEPTS 0.90 RECEPTS 0.72 REFRIG 1.50 REFRIG 1.50 REFRIG 1.50 REFRIG 1.50 SPARE 0.00 SPARE 0.00 SPARE 0.00 SPARE 0.00 13.02 KVA 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 74 76 78 80 82 84 DEMAND FACTOR 30/3 20 20/ 20/ 20/ 20/ 20 20/ 20 20/ 20/ 20/ 20/ 20/ 20 20/ 20/ 20/ 20/ 25/ 20/ 20 20/ 20/ 20/ 20/ 20/ 20 20/ 20/ 20 20/ 20/ 20/ 20/ 20/ SURGE PROTECT 0,00 0.00 0.00 FACP .00 ACCESS HE .00 CCTV HE .00 LVR PANEL .00 CLOCK SYSTEM .00 ALERTING PNL .00 SPARE 0.00 FUEL DISP 1.50 FUEL DISP 1.50 FUEL CONTROL 2.00 0.00 FM200 1.00 RECEPTS 0.36 RECEPTS 0.36 RECEPTS 0.36 RECEPTS 0.36 RECEPTS 0.36 RECEPTS 0.72 RECEPTS 0.72 RECEPTS 0.72 COFFEE MAKER 1.50 SOLENOID/IGN 0.20 RECEPTS 0.18 RECEPTS 0.18 RECEPTS 0.54 RECEPTS 0.54 RECEPTS 0.72 RECEPTS 0.18 RECEPTS 0.18 HOOD 1.00 DISHWASHER 1.20 RECEPTS 0.18 INSTA HOT 1.50 DISPOSER 1.50 RECEPTS 0.18 SPARE 0.00 SPARE 0.00 SPARE 0.00 SPARE 0.00 DEMAND LOAD KVA AMPS LIGHTS RECEPTACLES HEATING LARGEST MOTOR OTHER MOTORS MISCELLANEOUS KITCH. APPLIANCES 7.73 14.94 0.00 0.00 0.00 28.22 0.00 50.89 25% 00% 00% 25% 00% 00% 65% 9.67 14.94 0.00 0.00 0.00 28.22 0.00 26.83 41.47 0.00 0.00 0.00 78.33 0.00 52.83 146.63 PANEL B I SECTION VOLTS 208 /120 LOCATION ELEC ROOM 105 AMPS 225 MLO MOUNTING SURFACE AIC 42,000 GROUND BUS FED FROM PANEL MDP CCT NO. CCT BRKR DESCRIPTION PROVIDE SURGE PROTECTOR LOAD KVA CCT CCT NO. BRKR 3 PHASE, 4 WIRE, WYE DESCRIPTION LOAD KVA I 15/2 IDU-I 3 5 15/2 IDU-2 79 15/2 IDU-3 II 113 5 I5I2 IDU-4 77 15/2 IDU-5 121 15/2 IDU-6 23 225 7 15/2 IDU-7 29 15/2 IDU-8 31 333 5 15/2 IDU-9 37 39 15!2 IDU-10 41 20/1 SPARE 43 15/2 HRV-I 45447 9 15i2 HRV-2 51 20/2 HVAC CONTROL 53 55 40/2 EV CHARGING 59 40/2 EV CHARGING 663 5 30/2 DRYER 67 30/2 DRYER 69 I 71 20/ WASHER 73 20/ WASHER 75 20/ RECEPTS 77 20/ RECEPTS 79 2 81 20/ SPARE 83 20/ SPARE 2 SECTION TOTAL CONNECTED LOAD KVA 0.07 0.00 0.07 0.00 0.07 0.00 0.07 0.00 0.07 0.00 0.07 0.00 0.07 0.00 0.08 0.00 0.08 0.00 0.69 0.00 0.00 0.75 0.00 0.75 0.00 0.50 0.00 6.24 0.00 6.24 0.00 5.00 0.00 5.00 0.00 1.50 1.50 0.43 0.18 0.18 0.00 0.00 28.27 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 74 76 78 80 82 84 DEMAND FACTOR 30/3 SURGE PROTECT 15/2 15/2 15%2 20j2 15/2 20/1 20/1 20/1 201 20/1 20/3 20%I 20/1 20/1 20/2 20/1 20/2 20/2 20/2 1 20/ 20/ 2020/ 20/ 20/ 20/ 20/ IDU-II IDU-12 IDU-13 AC-ODU BC -I EF-7 EF-8 RECEPTS RECEPTS DAMPERS EXTRACTOR UH-1 UH-1 CF-3/CF-4 GATE OPERATOR SPARE GATE OPERATOR BATT CHGR BATT CHGR RECEPTS RECEPTS RECEPTS RECEPTS RECEPTS RECEPTS SPARE SPARE SPARE 0.00 0.00 0.00 0.47 0.00 0.69 0.00 0.69 0.00 2.50 0.00 0.22 0.00 0.86 0.70 0.36 0.36 0.20 3.82 0.00 0.00 0.55 0.55 0.50 2.25 0.00 0.00 2.25 0.00 1.20 0.00 1.20 0.00 0.18 0.36 0.54 0.36 0.18 0.18 0.00 0.00 0.00 DEMAND LOAD KVA AMPS LIGHTS RECEPTACLES HEATING LARGEST MOTOR OTHER MOTORS MISCELLANEOUS KITCH. APPLIANCES 0.00 3.06 1.10 0.00 15.57 31.05 0.00 50.78 25% 00% 00% 25% 00% 00% 65% PANEL M I SECTION VOLTS 208 /120 LOCATION MECH 133 AMPS 400 MLO MOUNTING SURFACE AIC 22,000 FED FROM PANEL MDP CCT NO. CCT BRKR DESCRIPTION 0.00 3.06 1.10 0.00 15.57 31.05 0.00 0.00 8.49 3.05 0.00 43.22 86.19 0.00 50.78 140.95 3 PHASE, 4 WIRE, WYE GROUND BUS PROVIDE SURGE PROTECTOR NOTE: *-DENOTES GFCI TYPE BREAKER LOAD CCT CCT DESCRIPTION LOAD KVA NO. BRKR KVA 3 5 7 9 II 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 43 45 47 49 51 53 55 57 59 61 63 65 67 69 71 73 75 77 79 81 83 85 87 89 91 93 95 97 99 101 103 105 107 20/ CF-1/CF-2 20/ 20/ UH-3 20/ DAMPERS 20/ RECEPTS 20/ RECEPTS 20/ RECEPTS 20/ RECEPTS 20/ RECEPTS 20/2 EUH-I 20/2 EUH-2 20/2 EUH-3 20I2 EUH-4 20/2 EUH-5 20/2 EUH-6 20/ RECEPTS 20/ CO & NO2 25/ EF-9 20/ 20/ EF-3 20/ EF-5 20EF 25/ EF-I 20/ UH-I 20/ RECEPTS 20/ RECEPTS 20/ REFRIG 20/ RECEPTS 20/ RECEPTS 20/ RECEPTS 25/ GARAGE DOOR 25/ GARAGE DOOR 25/ GARAGE DOOR 25GARAE DOOR 20!2 PARTG%%SHER 20/3 FOUR -FOLD DR 20/3 FOUR -FOLD DR 20/ SPARE 20/ SPARE 20/ SPARE 20/ SPARE 20/ SPARE 20/ SPARE CONNECTED LOAD KVA 0.50 0.55 0.55 0.20 0.18 0.54 0.36 0.36 0.36 2.00 0.00 2.00 0.00 2.00 0.00 1.00 0.00 2.40 0.00 1.50 0.00 0.72 0.20 1.66 0.60 0,10 0.20 0.40 0.30 0.50 0.72 0.72 0.50 0.36 0.18 0.36 1.66 1.66 1.66 1.66 2.00 0.00 2.34 0.00 0.00 2.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.16 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 74 76 78 80 82 84 86 88 90 92 94 96 98 100 102 104 106 108 DEMAND FACTOR 30/3 SURGE PROTECT 20j * REC-DROP CORD 30/ * REC-DROP CORD 30/ * REC-DROP CORD 30/ * REC-DROP CORD 30/ * REC-DROP CORD 20/ * REC-DROP CORD 20/3 EF-6 30/3 VEF 20/1 CONTROL PNL 50/2jWELDING MACH 20/ FUME HOOD 20/ SPARE 20/ RECEPTS 20/ RECEPTS 20/ RECEPTS 20/ RECEPTS 20/ RECEPTS 20/ RECEPTS 20/2 MAGNA-RAIL 20/2 MAGNA-RAIL 20/3 COMP-2 30/3 COMP-1 20/ 20 20/ 20/ 20 20/ 20/ 202020 / 20/ 20/ 20/ 20/ 202020/ DHWH-I DHWH-2 DHWCP MAP (FUT) RECEPTS RECEPTS SPARE SPARE SPARE SPARE SPARE SPARE SPARE SPARE SPARE SPARE SPARE SPARE 0.00 0.00 0.00 .00 .50 .50 .50 .50 .00 .26 0.00 0.00 8.71 0.00 0.00 1.00 7.20 0.00 1.50 0.00 0.36 0.36 0.36 0.36 0.90 0.72 1.00 0.00 1.00 0.00 2.70 0.00 0.00 6.01 0.00 0.00 0.60 0.60 0.70 0.50 0.36 0.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DEMAND LOAD KVA AMPS LIGHTS RECEPTACLES HEATING LARGEST MOTOR OTHER MOTORS MISCELLANEOUS KITCH. APPLIANCES 0.00 8.64 12.50 8.71 25.25 24.80 0.00 79.90 25% 00% 00% 25% 00% 00% 65% 0.00 8.64 12.50 10.89 25.25 24.80 0.00 0.00 23.98 34.70 30.22 70.09 68.84 0.00 82.08 227.82 RECEIVED CITY OF TUKWILe. DEC 1 2 2018 -,E1-0,117 CCTV I Ei- FITZMAURICE & ASSOCIATES 1200Westlnke Ave. N. p 208-285.7228 1A 12/11/18 Permit Correction Rev Date Issue Tukwila Fire Station 51 Project No. Designed by Drawn by Checked by 17001 RJ AS,KH,KU KW Weinstein A+U Architects + Urban Designers, LLC 2200 Westem Ave Seattle, WA 98121 T 206 443 8606 F 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. JU .: CODE CC W`: i !ANGE FED 26:<3 City of Tulw-i€a BUILDING DIVE•€C�: ISDICTIONAL APPROVAL STAMP ARCHITECTS + URBAN DESIGNERS D LU VI General Structural Notes STRUCTURAL CRITERIA THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS MASONRY 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2015 EDITION) WITH CITY OF TUKWILA AMENDMENTS. 2. DESIGN LOADING CRITERIA: LIVING QUARTERS AREAS (R3 OCCUPANCY AREAS) FLOOR LIVE LOAD 40 PSF FLOOR LIVE LOAD (MOVABLE SEATS, PLATFORMS, LOBBIES, & OTHER). 100 PSF HANDRAILS AND GUARDS GUARDRAILS/BALCONY RAILS 50 PLF GUARDRAILS/BALCONY RAILS CONCENTRATED LOAD 200 LBS OFFICES (B OCCUPANCY AREAS) FLOOR LIVE LOAD 50 PSF STORAGE AREAS (S2 OCCUPANCY AREAS) 125 PSF (NON REDUCIBLE) FLOOR LIVE LOAD (LOBBIES AND FIRST -FLOOR CORRIDORS) . . . . 100 PSF FLOOR CONCENTRATED LOAD 2000 LBS ROOF ROOF LIVE LOAD 25 PSF ROOF LIVE LOAD (TENANT ACCESSIBLE) 60 PSF ROOF LIVE LOAD (PUBLIC ACCESSIBLE) 100 PSF ROOF LIVE LOAD (ACCESSIBLE AREAS LESS THAN 750 SQUARE FEET)60 PSF MISCELLANEOUS LOADS APPARATUS BAY FIRE TRUCK LOAD 84,000 LBS STAIR AND CORRIDOR LIVE LOAD (UNLESS OTHERWISE INDICATED) .100 PSF PARTITION LOADING 15 PSF MECHANICAL UNITS WEIGHTS FURNISHED BY MANUFACTURER DEFLECTION CRITERIA LIVE LOAD DEFLECTION L/360 TOTAL LOAD DEFLECTION L/240 ENVIRONMENTAL LOADS SNOW Ce=1.0, Is=1. 2, Ct=1. 1, DESIGN LOAD = 30 PSF WIND . . . . . GCpi=O. 18, 115 MPH, RISK CATEGORY IV, EXPOSURE "B" EARTHQUAKE . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE SITE CLASS=C, Ss=1.435, Sds=0.956, S1=0.535, SDI=0.464, SDC D, Ie=1.5 LATERAL SYSTEM: APPARATUS BAY Vs=59.3 KIPS, SCBF, R=6, Cs=0.239 SUPPORT/LIVING QUARTERS Vs=55.5 KIPS, LIGHT FRAMED SHEARWALLS, R=6.5, Cs=0.221 SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS, 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-14 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION". 7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED OR REQUEST ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 9. ALL STRUCTURAL SYSTEMS, WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED, SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. METAL DECKING LIGHT GAUGE STRUCTURAL FRAMING OPEN WEB STEEL JOISTS AND JOIST GIRDERS PRECAST CONCRETE MEMBERS REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION) STRUCTURAL STEEL PRE -FABRICATED ASSEMBLIES (INCLUDING PANELIZED SYSTEMS) DESIGN BUILD ELEMENTS CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1'-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WALL ELEVATION DRAWINGS WITH REINFORCEMENT SHOP DRAWINGS. APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING CANOPIES, BALCONIES, COLD FORM STEEL FRAMING, TEMPORARY SHORING, CURTAIN WALL SYSTEMS, SKYLIGHT FRAMES, PREFABRICATED STAIR SYSTEMS, EXTERIOR CLADDING, AND PRE-ENGINEERED SYSTEM SHALL BE STAMPED AND SIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW OF THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE SUBMITTED WITH THE SHOP DRAWINGS. 13. DEFERRED SUBMITTALS: SHOP DRAWINGS AND CALCULATIONS OF DEFERRED SUBMITTAL COMPONENTS SHALL BE STAMPED AND SIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW BY THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE. ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS SHALL BE INCLUDED. SHOP DRAWINGS SHALL INCLUDE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE BASIC STRUCTURE. DESIGN CALCULATIONS SHALL ACCOMPANY ALL DEFERRED SUBMITTALS. THE ARCHITECT OR CONTRACTOR SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. DEFERRED SUBMITTAL BUILDING COMPONENTS FOR THIS PROJECT SHALL INCLUDE: DESIGN -BUILD ELEMENTS OPEN WEB STEEL JOISTS PRE -FABRICATED STEEL STAIRS CERTIFICATES OF COMPLIANCE STATING THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS SHALL BE SUBMITTED BY THE FABRICATOR AT THE COMPLETION OF FABRICATION FOR ALL DEFERRED SUBMITTAL COMPONENTS. QUALITY ASSURANCE 14. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1705 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED UNLESS NOTED OTHERWISE. STRUCTURAL STEEL FABRICATION AND ERECTION OPEN -WEB STEEL JOISTS AND JOIST GIRDERS COLD FORMED STEEL DECK CONSTRUCTION CONCRETE CONSTRUCTION MECHANICAL SPLICES IN CONCRETE REINFORCING PRECAST CONCRETE ERECTION MASONRY CONSTRUCTION SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY DRIVEN DEEP FOUNDATION CAST -IN -PLACE DEEP FOUNDATION EXPANSION BOLTS AND THREADED EXPANSION INSERTS EPDXY GROUTED INSTALLATIONS PER AISC 360 PER TABLE 1705.2.3 PER ANSI/SDI QA/QC-2011 PER TABLE 1705.3 CONTINUOUS PER TABLE 1705.3 PER TMS402-13 TBL 3. 1-3.3 PER TABLE 1705.6 PER TABLE 1705.7 PER TABLE 1705.8 PER MANUFACTURER PER MANUFACTURER PERIODIC INSPECTION: INSPECTION SHALL BE PERFORMED AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS INSPECTION: INSPECTOR SHALL BE ONSITE AND OBSERVE THE WORK REQUIRING INSPECTION AT ALL TIMES THAT WORK IS PERFORMED. 15. UNLESS OTHERWISE NOTED, THE FOLLOWING ELEMENTS COMPRISE THE SEISMIC -FORCE -RESISTING SYSTEM AND ARE SUBJECT TO SPECIAL INSPECTION FOR SEISMIC RESISTANCE IN ACCORDANCE WITH SECTION 1705.12 OF THE INTERNATIONAL BUILDING CODE. A. STRUCTURAL STEEL MOMENT FRAMES AND BRACED FRAMES REQUIRE CONTINUOUS INSPECTION FOR WELDING PER AISC 341 EXCEPT SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16-INCH. B. NON-DESTRUCTIVE TESTING IS REQUIRED FOR COMPLETE JOINT PENETRATION WELDS FOR BOTH STRUCTURAL STEEL BRACED FRAMES AND MOMENT FRAMES PER AISC 41-10 SECTION J6. C. COLD FORMED STEEL FRAMING REQUIRES PERIODIC INSPECTION OF WELDING, SCREW ATTACHMENT, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE SEISMIC FORCE RESISTING SYSTEM INCLUDING SHEAR WALLS, DIAPHRAGMS, BRACES AND HOLDOWNS. GEOTECHNICAL 16. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE SOIL PRESSURE (DENSE NATIVE SOILS) 9000 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 55 PCF/35 PCF ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED) 365 PCF COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED) 0.32 SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) 7H PSF SOILS REPORT REFERENCE: HART CROWSER REPORT 19297-00, JULY 20, 2017 CONCRETE 17. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: MEMBER TYPE/CONSTRUCTION SLABS ON GRADE TOPPING SLABS FOOTINGS SLABS ON METAL DECK STAIR LANDINGS AND TREADS ALL STRUCTURAL CONCRETE, UNO MIX DESIGN NOTES: STRENGTH TEST MAX MAX F' C AGE AGG W/C -PSI- -DAYS- -INCH- RATIO 3000 28 1 .45 3000 28 1 .50 4000 28 1 .50 4000 28 3/4 .50 4000 28 1 .50 4000 28 1 .50 AIR CONT. 5 A. MAXIMUM SHRINKAGE IN ALL 5000 PSI MIXES SHALL BE LIMITED TO .04 PERCENT IN 28 DAYS AS TESTED IN ACCORDANCE WITH ASTM C157 MODIFIED STANDARD TEST METHOD FOR LENGTH CHANGE OF CEMENT MORTAR AND CONCRETE. B. W/C RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL WEIGHT OF CEMENTITIOUS MATERIALS. RATIOS NOT NOTED IN TABLE ABOVE ARE CONTROLLED BY STRENGTH REQUIREMENTS. C. CEMENTITIOUS CONTENT: THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 301 SEC 4.2. 2. 8. B. FOR CONCRETE USED IN ELEVATED FLOORS, PORTLAND CEMENT CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.1. ACCEPTANCE OF LOWER CEMENT CONTENT IS CONTINGENT ON PROVIDING SUPPORTING DATA TO THE ENGINEER FOR REVIEW AND ACCEPTANCE. D. AIR CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.4. HORIZONTAL EXTERIOR SURFACES IN CONTACT WITH THE SOIL REQUIRE ENTRAINED AIR. USE "MODERATE EXPOSURE". VERTICAL EXTERIOR SURFACES REQUIRE "MODERATE EXPOSURE". TOLERANCE IS +/- 1.5 PERCENT. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT. E. SLUMP SHALL CONFORM TO ACI 301 SEC 4.2.2.2. SLUMP SHALL BE DETERMINED AT THE POINT OF PLACEMENT. F. CHLORIDE CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.6 AND TABLE 4.2.2.6 FOR "OTHER REINFORCED CONCRETE CONSTRUCTION". 18. A CONCRETE PERFORMANCE MIX SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, SECTION 5.3. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 19. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318, TABLE 19.3.2.1 MODERATE EXPOSURE, F1. 20. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, FY = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE DEFORMED WIRE CONFORMING TO ASTM A615, GRADE 60, FY = 60, 000 PSI. 21. WELDING OF GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. 22.DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-99 AND 318-14. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH "THE REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE." PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 23. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER). . 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . 1-1/2" SLABS AND WALLS (INT. FACE). .GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 24. CONCRETE WALL REINFORCING --PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 6" WALLS 8" WALLS 10" WALLS 12" WALLS #4 @ 16 HORIZ. #4 @ 12 HORIZ. #4 @ 18 HORIZ. #4 @ 16 HORIZ. #4 @ 18 VERTICAL 1 CURTAIN #4 @ 18 VERTICAL 1 CURTAIN #4 @ 18 VERTICAL 2 CURTAINS #4 @ 18 VERTICAL 2 CURTAINS 25. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. 26.PRECAST PRESTRESSED CONCRETE UNITS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE LOADS AND SPANS SHOWN ON THE PLANS. MANUFACTURER SHALL DESIGN FOR SPECIAL CONDITIONS AT OPENINGS AND BLOCK -OUTS SHOWN ON STRUCTURAL, ARCHITECTURAL AND MECHANICAL DRAWINGS. DESIGN AND FABRICATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS FOR THE UNIT FURNISHED AND ACI STANDARD 318-11. SUBMIT COMPLETE DESIGN CALCULATIONS AND SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION, ALL SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PRECAST CONCRETE MEMBERS SHALL BE ADEQ UATELY BRACED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONTRACTOR SHALL PROVIDE ANY EXTRA REINFORCEMENT, INSERTS, LIFTING DEVICES, PRESTRESSING, ETC., REQUIRED FOR HANDLING AND ERECTION. 27. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). 28. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICC-ES APPROVED SYSTEM (SUCH AS LENTON, FOX-HOWLETT, ETC.) AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS. SPLICE LOCATIONS OF ALTERNATE BARS SHALL BE OFFSET BY A DISTANCE WHICH CONFORMS TO THE ICC-ES REPORT OF THE SPLICE USED. REFER TO THE STRUCTURAL PLANS FOR LIMITATIONS ON PLACEMENT OF MECHANICAL SPLICES. 29. HIGH STRENGTH THREADED RODS (STRESSED AND NON -STRESSED) SHALL BE DYWIDAG THREADBARS WITH APPROPRIATE ANCHORAGE PLATES, NUTS, AND COUPLERS AS MANUFACTURED BY DICKERHOFF AND WIDMANN, INC., IN CONFORMANCE WITH ASTM A-722 (fpu = 150,000 PSI). ANCHORAGE 30. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "KWIK BOLT TZ" AS MANUFACTURED BY THE HILTI CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-1917, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. PERIODIC SPECIAL INSPECTION IS REQUIRED TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR LOCATION, TIGHTENING TORQUE, HOLE DIMENSIONS, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS. 31. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT RE 500-V3" AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-3814. MINIMUM BASE MATERIAL TEMPERATURE IS 41 DEGREES, F. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. PERIODIC SPECIAL INSPECTION OF INSTALLATION IS REQUIRED TO VERIFY ANCHOR OR EMBEDED BAR TYPE AND DIMENSIONS, LOCATION, ADHESIVE IDENTIFICATION AND EXPIRATION, HOLE DIMENSIONS, HOLE CLEANING PROCEDURE, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR HORIZONTAL AND OVERHEAD INSTALLATIONS. 32.DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE (SERIES X-U, 0.157" DIAMETER (STEEL), UNLESS OTHERWISE NOTED) AS MANUFACTURED BY THE HILTI CORP. OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICC ES REPORT NO. ESR-1663. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE. 33. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF GRADE N, MEDIUM WEIGHT UNITS, CONFORMING TO ASTM C90, LAID IN A RUNNING BOND. MORTAR SHALL BE TYPE "S" CONFORMING TO ASTM C270. GROUT SHALL CONFORM TO ASTM C476 AND ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF f'm, WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI, AT 28 DAYS. DESIGN f'm = 2000 PSI. STRENGTH SHALL BE VERIFIED BY EITHER THE UNIT STRENGTH METHOD OR PRISM TESTING IN ACCORDANCE WITH TMS-602/ACI-530.1/ASCE-6 SECTION 1,4. WHEN VERIFIED BY THE UNIT STRENGTH METHOD, MASONRY UNITS SHALL BE CHOSEN IN ACCORDANCE WITH TMS-602/ACI-530.1/ASCE-6, TABLE 2. FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS BELOW GRADE WITH GROUT. PROVIDE CLEANOUL.HOLES--AT-BOTTOM DF ALL CELLS CONTAINING REINFORCEMENT FOR ALL GROUT POURS OVER 5 FEET IN HEIGHT. UNITS MAY BE LAID TO THE FULL HEIGHT OF THE GROUT POUR AND GROUT SHALL BE PLACED IN A CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 5 FEET. ALL PREPARATION AND PLACING OF MASONRY SHALL CONFORM TO SECTION 2104 OF THE INTERNATIONAL BUILDING CODE AND TMS602/ACI530.1/ASCE 6. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT Si), GRADE 60, FY = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, FY = 40,000 PSI. 34. MASONRY VENEER, 5" MAXIMUM THICKNESS, SHALL BE ANCHORED TO BACKING WALLS PER SECTION 1405.6 OF THE INTERNATIONAL BUILDING CODE WITH "HB-213-2X" ADJUSTABLE VENEER ANCHORS AS MANUFACTURED HOHMANN & BARNARD INC.. ANCHORS SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN TWO SQUARE FEET OF WALL AREA AND SHALL BE SPACED NOT MORE THAN 24" 0.C. HORIZONTALLY. ATTACHMENTS SHALL BE WITH CORROSION RESISTANT FASTENERS AND CONNECT TO FRAMING MEMBERS OR CONCRETE OR MASONRY BACKING. INSTALL ANCHORS IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. THE SHEAR LUGS OF EACH _AAIGf 0R SHALL ENGAGE A NO. 9 GAUGE JOINT REINFORCEMENT WIRE. JOINT --REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. STEEL 35. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: A. AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. B. APRIL 14, 2010 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES AMENDED AS FOLLOWS: AS NOTED IN THE CONTRACT DOCUMENTS, BY THE DELETION OF PARAGRAPH 4.4.1, AND REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM F3125 GRADE A325 OR GRADE A490 BOLTS. 37. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION FY A. WIDE FLANGE SHAPES A992 B. OTHER SHAPES, PLATES, AND RODS A36 C. OTHER SHAPES AND PLATES A572 (GRADE 50) (NOTED GRADE 50 ON PLANS) D. PIPE COLUMNS E. STRUCTURAL TUBING -SQUARE OR RECTANGULAR -ROUND F. CONNECTION BOLTS F3125 GRADE A325-N (3/4" ROUND, UNLESS SHOWN OTHERWISE) 50 KSI 36 KSI 50 KSI A53 (E OR S, GR.B) 35 KSI A500 (GR.B) OR ASTM A1085 46 KSI 42 KSI 38. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. OTHER ROLLED SHAPES INCLUDING PLATES, SHALL CONFORM TO ASTM A36, FY = 36 KSI. STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E OR S, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, FY = 42 KSI (ROUND), FY = 46 KSI (SQUARE AND RECTANGULAR). CONNECTION BOLTS SHALL CONFORM TO ASTM A307. 39. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 40. ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL BE CORROSION PROTECTED BY GALVANIZATION OR PROVIDED WITH EXTERIOR PAINT SYSTEM, UNLESS OTHERWISE NOTED. 41. SHOP PRIME ALL STEEL EXCEPT: A. STEEL ENCASED IN CONCRETE. B. SURFACES TO BE WELDED. C. CONTACT SURFACES AT HIGH -STRENGTH BOLTS. D. MEMBERS TO BE GALVANIZED. E. MEMBERS WHICH WILL BE CONCEALED BY INTERIOR FINISHES. F. SURFACES TO RECEIVE SPRAYED FIREPROOFING. G. SURFACES TO RECEIVE OTHER SPECIAL SHOP PRIMERS. 42. ALL ASTM F3125 A325-N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 43. CONNECTIONS NOTED AS 'SLIP CRITICAL' SHALL BE MADE USING LOAD INDICATOR WASHERS OR ASTM F1852 TENSION CONTROL BOLTS (SUCH AS LeJEUNE TENSION CONTROL BOLTS, ETC.) AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. 44. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 45. OPEN WEB STEEL JOISTS (INCLUDING BRIDGING) SHALL CONFORM TO SECTION 2207 OF THE INTERNATIONAL BUILDING CODE AND THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE, LATEST EDITION, FOR THE JOIST SERIES DESIGNATED ON THE PLANS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL STEEL MEMBERS OR TO PLATES EMBEDDED IN CONCRETE OR MASONRY UNLESS DETAILED OTHERWISE. JOIST MANUFACTURER SHALL CHECK ROOF JOIST AND PROVIDE UPLIFT BRIDGING AS REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER WIND UPLIFT PRESSURES (SEE DESIGN CRITERIA NOTE FOR WIND CRITERIA). AT COMPLETION OF MANUFACTURE OF JOISTS, THE MANUFACTURER SHALL SUBMIT A CERTIFICATE OF COMPLIANCE IN ACCORDANCE WITH IBC SECTION 2207.5. 46. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. WELDERS SHALL BE WABO CERTIFIED FOR THE WELDS BEING PERFORMED. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT - LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 47.METAL FLOOR AND ROOF DECKING SHALL BE IN ACCORDANCE TO THE FOLLOWING: PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. ARC SEAM AND SPOT (PUDDLE) WELDS FOR FIELD ASSEMBLY OF METAL DECK SHALL BE MADE WITH MINIMUM E60XX ELECTRODES. DECK ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC=ES ITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE TEMPORARY SHORING WHERE REQUD PER MANUFACTURER'S PUBLISHED CRITERIA. A. NONCOMPOSITE STEEL FLOOR DECKS SHALL BE DESIGNED ACCORDANCE WITH ANSI/SDI-NC1.0. B. STEEEL ROOF DECK SHALL BE DESIGNED AND CONSTRUCTED ANSI/SDI RD1.0. C. COMPSITE SLABS ON STEEL DECKS SHALL BE DESIGNED ACCORDANCE TWITH SDI-C. AND CONSTRUCTED IN IN ACCORDANCE WITH AND CONSTRUCTED IN 48. COLD -FORMED STEEL FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. COLD FORMED STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON AISI S100-12, "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS," AND ON THE 2012 NORTH AMERICAN STANDARDS FOR COLD FORMED STEEL FRAMING, INCLUSIVE. B. THE CONTRACTOR SHALL PROVIDE A QUALITY CONTROL PROGRAM OVER ALL FABRICATION AND ERECTION ACTIVITY THROUGH THE USE OF AN INDEPENDENT TESTING AGENCY AND/OR A QUALIFIED REPRESENTATIVE OF THE STEEL MANUFACTURER. THE CONTRACTOR SHALL OBTAIN MILL CERTIFICATION FROM THE GAUGE ---STEEL MANUFACTURER OR SHALL SUBMIT TENSILE TESTS AND GALVANIZATION TESTS TO THE ENGINEER OF RECORD TO VERIFY THE ADEQUACY OF THE GAUGE MATERIALS. C. COLD -FORMED STEEL FRAMING MEMBERS INDICATED ON PLAN SHALL BE IN ACCORDANCE WITH THE "2015 IBC-SSMA PRODUCT TECHNICAL GUIDE" PUBLISHED BY THE STEEL STUD MANUFACTURERS ASSOCIATION, AND SHALL COMPLY WITH ICC-ES REPORT ESR-3064P. DESIGNATION: 600 S 200 - 54 DEPTH MEMBER FLANGE MATERIAL STYLE WIDTH THICKNESS(MILS) D. MATERIAL: METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: ASTM A653, GRADE 50 ASTM A653, GRADE 33 FY = 50 KSI FY = 33 KSI 12, 14, AND 16 GAUGE 18 AND 20 GAUGE WHERE NOTED, PAINTED STUDS SHALL CONFORM TO: ASTM A570, GRADE E, FY=KSI. ALL 8 AND 10 GAGE MATERIAL SHALL CONFORM TO: ASTM A36, FY.36 KSI E. THE DESIGN OF INTERIOR COLD FORMED STEEL NON -BEARING WALLS, SOFFITS, CEILINGS AND OTHER MISCELLANEOUS FRAMING AND CONNECTIONS TO STRUCTURE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL CONFORM TO THE REQUIREMENTS OF THE ARCHITECTURAL DRAWINGS. DESIGN AND DETAILING SHALL BE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON AND STAMPED DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION. F. ACCESSORIES SHALL BE OF THE TYPE, SIZE, AND SPACING SHOWN ON THE DRAWINGS OF A MINIMUM 16 GAUGE MATERIAL UNLESS OTHERWISE SPECIFIED. FASTENING OF COMPONENTS SHALL BE BY WELDING OR SCREWING OR BY OTHER MEANS OF FASTENING AS INDICATED ON THE DRAWINGS. PROVIDE MISCELLANEOUS CLIP ANGLES, LEDGERS, AND ACCESSORIES OF A MINIMUM 16 GAUGE OR THE THICKNESS OF THE MATERIAL BEING FASTENED, WHICHEVER IS GREATER, FOR CONNECTIONS AND BEARING CONDITIONS NOT OTHERWISE NOTED IN THE DRAWINGS. WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION: WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC -RICH PAINT. G. SCREWS: ALL SCREWS (REFERRED TO AS TEK) SHALL BE SELF -TAPPING SELF -DRILLING FASTENERS THAT ARE ZINC COATED AS MANUFACTURED BY HILTI KWIK-FLEX (ICC-ES ESR-2196), OR APPROVED EQUAL. THE MINIMUM SCREW SIZE/TYPE/POINT SHALL BE #8-18 (#2 POINT) OR #10-16 (#2 POINT) FOR USE IN 20 GAUGE THROUGH 16 GAUGE, AND #10-16 (#3 POINT) OR #12-14 (#2 OR #3 POINT) FOR HEAVIER THAN 16 GAUGE UNLESS NOTED OTHERWISE. SCREWS FOR SHEATHING CONNECTIONS SHALL BE OF THE PROPER SIZE AND TYPE FOR A POSITIVE SHEATHING -TO -METAL CONNECTION. ALL SCREW CONNECTIONS SHALL BE MADE FROM THE LIGHTER MATERIAL INTO THE HEAVIER MATERIAL UNLESS NOTED OTHERWISE. SCREWS SHALL HAVE A MINIMUM PROJECTION OF 3 THREADS THROUGH THE LAST MATERIAL JOINED AND SHALL HAVE MINIMUM EDGE DISTANCES AND CENTER -TO -CENTER SPACING OF 1-1/2 AND 3 SCREW DIAMETERS, RESPECTIVELY. ALL SCREWS SHALL CONFORM TO SAE J78 AND SHALL BE COATED WITH A CORROSIVE -RESISTANT COATING. THE SCREW MANUFACTURER SHALL PROVIDE VERIFIC ATION QUEST. OF THE FASTENERS RESISTANCE TO HYDROGEN EMBRITTLEMENT, H. WELDING OF COLD -FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASSES OF WELD. I. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR ALL STUD WALLS NOT SHOWN. EXTERIOR WALL GAUGE(33 STUDS SHALL BE MINIMUM 20 MILS) SPACED AT 16" 0.C. UNLESS INDICATED OTHERWISE. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 800S162-54 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR MULTI -STUD OR STEEL COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS FULL WIDTH BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10' IN HEIGHT. J. ALL STUD WALLS SHALL HAVE THEIR BOTTOM TRACKS ATTACHED TO FRAMING BELOW WITH #8 SCREWS AT 24" 0. C. OR ATTACHED TO CONCRETE WITH 0. 145" DIAMETER DRIVE -PINS @ 24" 0.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE'WELDED TO EACH OTHER IN ACCORDANCE WITH THE DETAILS. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND STRAP BRACING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES AND GYPSUM SHEATHING ON EXTERIOR SURFACES SCREWED TO ALL STUDS, TOP AND BOTTOM TRACKS AND BLOCKING WITH SCREWS AT 12" O.C. TRACK SECTIONS SHALL MATCH THE WALL STUD GAUGE, BE UN -PUNCHED AND HAVE AT LEAST 1-1/4" FLANGES. K. BRIDGING AND BRACING IS TO BE INSTALLED AT ALL COLD FORMED STEEL BEARING WALLS. BRIDGING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE STRUCTURAL PLANS, OR THE CONTRACTOR SHALL EMPLOY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON TO DESIGN AN ALTERNATE BRACING SYSTEM. IF AN ALTERNATE BRACING SYSTEM IS USED, THE CONTRACTOR SHALL SUBMIT STAMPED DRAWINGS AND CALCULATIONS TO THE ENGINEER OF RECORD, WHICH DEMONSTRATES THAT THE BRACING SYSTEM WAS DESIGNED TO PROVIDE PERMANENT WEAK AXIS BRACING OF THE STUDS UNDER CODE PRESCRIBED LOADS. DOCUMENTATION SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. 49. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CAST -IN -PLACE CONCRETE SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A-29, AND A-108 AND SHALL BE WELDED IN CONFORMANCE WITH A. W.S. DLL 50.DEFORMED BAR ANCHORS SHALL BE TYPE D2L ANCHORS BY NELSON STUD WELDING, INC. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ICC-ES ESR-2907. REVIEWED This plan was reviewed for general conformance with the following, as amended by the jurisdiction: Structural Provisions of the International Building, Code Non -Structural, Provisions of the International Building Code 0 Others: The proiect applicant fcspnusihle for conformance with all applicable codes, conditions of approval, and permit requirements subject to the rcquircmenis and iatcrpreta.(ions of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility fur a complete design in accordance with the leis oldie governing jurisdiction and the State of Washington, Jurisdiction c J71f 15 F. 11,f14.1.01f A• By S•SulaAIDA Datc--7ll REID MIDDLETON, INC. Code Review Consultant REVIEWED FOR CODE COMPLIANCE APPROVED . JAN 18 2019 City of Tukwila BUILDING DIVISION ,A1/7/19 Permit Corrections #2 1B 12/11/18 Design Revisions lA 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too . Seattle, WA 98121 p:206.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p:253•284.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet BID SET 12/20/2018 GENERAL STRUCTURAL NOTES 101 ARCHITECTS + URBAN DESIGNERS z w Statement of Special Inspections Special inspections shall be provided per the requirements of IBC section 1705 and as noted herein P= 200 Ib CONCENTRATED LOAD LOCATED ANYWHERE ALONG SPAN AT TOP CHORD W= 120 LL/80 DL v v P max = 200 Ib LOCATED -'I - AT ANY PANEL POINT JOISTS DENOTED AS "GRAG STRUT" ON PLANS SHALL BE DESIGNEDy FOR SEISMIC AXIAL LOAD E=7.9k (STRENGTH LEVEL) v Roof J1 4'-0"oc Spacing Span Varies W= 200 LL/80 DL v P= 200 Ib CONCENTRATED LOAD LOCATED ANYWHERE ALONG SPAN AT TOP CHORD \I v v P max = 200 Ib LOCATED AT ANY PANEL POINT Roof J2 4'-0"oc Spacing Span Varies NON -COMPOSITE DL = 200 plf CONSTRUCTION LL = 100 plf COMPOSITE DL = 50 plf COMPOSITE LL = 625 plf v V P max = 200 Ib LOCATED AT ANY PANEL POINT Floor CJ-1 Composite 5'-0"oc Spacing Span Varies 1. OPEN WEB JOIST SIZES SHOWN ON DRAWINGS ARE BASED ON UNIFORM LOADS. 2. ALL LOADS SHOWN ARE UN -FACTORED. TOTAL UNIFORM DEAD LOAD DOES NOT INCLUDE OPEN WEB JOIST WEIGHT. USE THE FOLLOWING LOAD CASES FOR APPLICATION OF ROOF DEAD LOAD: A. 100% OF LOAD APPLIED TO TOP CHORD B. 50% OF LOAD APPLIED TO TOP CHORD AND 50% OF LOAD APPLIED TO BOTTOM CHORD C. WHERE CONCENTRATED LOADS DO NOT OCCUR AT PANEL POINTS, AN EXTRA WEB MEMBER SHALL BE FIELD APPLIED FROM THE POINT OF ATTACHMENT TO A PANEL POINT ON THE OPPOSITE CHORD. FIELD MODIFICATIONS MUST BE COORDINATED WITH THE JOIST MANUFACTURER. 3. FINAL OPEN WEB JOIST DESIGN SHALL BE COORDINATED WITH ACTUAL LOCATION AND WEIGHTS OF ROOF MOUNTED AND ROOF SUPPORTED (SUSPENDED) EQUIPMENT. APPROXIMATE LOCATIONS AND WEIGHTS OF ROOF EQUIPMENT ARE INDICATED ON THE PLANS. 4. OPEN WEB JOIST MANUFACTURER IS RESPONSIBLE FOR ALL BRIDGING, BOTTOM CHORD BRACING AND BRIDGING AND BRACING CONNECTIONS. BRIDGING SHALL BE DESIGNED FOR NET UPLIFT DUE TO WIND OF 5 PSF. CONNECTIONS AND WELDING SHOWN ON PLANS INDICATE MINIMUM REQUIREMENTS AND SHALL BE INCREASED AS NEEDED FOR UPLIFT LOADS. Joist Loading Diagrams SOILS VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED', FILL MATERIALS 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL 5. PRIOR TO PLACEMENT OF COMPACTED FILL OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY X X X COLD -FORMED STEEL FRAMING IBC 1705.6 VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES 1. MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK a. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS b. MANUFACTURER'S CERTIFIED TEST REPORTS 2. SCREW ATTACHMENT, WELDING, BOLTING, AND ANCHORAGE OF COMPONENTS WITHIN THE SEISMIC FORCE RESISTING SYSTEM INCLUDING SHEAR WALLS, DIAPHRAGMS, DRAG STRUTS, BRACES AND HOLDOWNS 3. COLD -FORMED STEEL TRUSSES SPANNING 60 ft OR MORE 4. WELDING OF COLD -FORMED STEEL DECK 5. WELDING OF COLD -FORMED STEEL FRAMING X APPLICABLE ASTM MATERIAL STANDARDS X X NOT REQ'D FOR GWB OR FIBERBOARD WALLS OR ONE- SIDED WALLS WITH FASTENER SPACING MORE THAN 4" o.c. X VERIFY TEMP & PERMANENT BRACING IBC 1705.11.2 AWS D1.8 IBC 1705.2.4 AWS D1.3 AWS D1.3 X CONCRETE AND CONCRETE REINFORCING VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. INSPECTION OF REINFORCING STEEL INCLUDING PRESTRESSING TENDONS, AND PLACEMENT 2. INSPECTION OF ANCHORS CAST IN CONCRETE 3. INSPECTION OF POST -INSTALLED ANCHORS IN HARDENED CONCRETE MEMBERS: a. ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 3-a 4. VERIFYING USE OF REQUIRED DESIGN MIX 5. INSPECTION DURING CONCRETE MIXING: a. CONCRETE MIXES PREPARED IN A BATCH PLANT b. MIXES WITH f'c > 6000psi 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE 7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES 9. REINFORCING BAR WELDING: X X X SEE ICC-ES ESR REPORT FOR ADDITIONAL REQUIREMENTS IBC 1908.4 ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3 ACI 318: 17.8.2 ACI 318: 17.8.2.4 ACI 318: 17.8.2 IBC 1904.1 IBC 1904.2 IBC 1908.2 IBC 1908.3 ACI 318: Ch. 19, 26.4.3, 26.4.4 IBC 1705.3.2 IBC 1908.10 ASTM C 172 ASTM C 31 ACI 318: 26.4, 26.12 IBC 1908.10 ACI 318: 26.5 IBC 1908.9 ACI 318: 26.5.3- 26.5.5 a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706 b. INSPECT SINGLE -PASS FILLET WELDS, MAXIMUM 5/16", OTHER THAN C & D c. WELDING OF REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT X d. WELDING SHEAR REINFORCEMENT e. WELDING OF OTHER REINFORCEMENT STEEL 10. MECHANICAL COUPLERS FOR REINFORCING X X X AWS D1.4 ACI 318: 26.6.4 SEE ICC-ES ESR REPORT FOR ADDITIONAL REQUIREMENTS STRUCTURAL STEEL VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. FABRICATED AND ERECTED STEEL: a. COMPLIANCE WITH DETAILS SHOWN ON CONSTRUCTION DOCUMENTS b. APPLICATION OF JOINT DETAILS AT EACH CONNECTION 2. INSPECTION OF HIGH STRENGTH BOLTING: a. SNUG TIGHT JOINTS 3. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: X a. IDENTIFICATION MARKINGS TO CONFORM TO AWS X SPECIFICATIONS IN THE APPROVED CONSTRUCTION DOCUMENTS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED 4. INSPECTION OF WELDING: a. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELD b. MULTIPASS FILLET WELDS c. SINGLE PASS FILLET WELDS > 5/16" d. PLUG AND SLOT WELDS e. SINGLE PASS FILLET WELDS < 5/16" 5. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE: a. DETAILS SUCH AS BRACING AND STIFFENING b. MEMBER LOCATIONS c. APPLICATION OF JOINT DETAILS AT EACH CONN. 6. MATERIAL VERIFICATION OF HIGH -STRENGTH BOLTS, NUTS, AND WASHERS: a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED 7. OPEN -WEB STEEL JOISTS AND JOIST GIRDERS: a. END CONNECTIONS - WELDING OR BOLTED b. BRIDGING - HORIZONTAL OR DIAGONAL 1. STANDARD BRIDGING 2. BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS LISTED IN SECTION 2207.1 X X X X I! X X MISCELLANEOUS AISC 360, SECTION N5.7 AISC 360, SECTION A3.5 AND APPLICABLE AWS A5 DOCUMENTS IBC 1705.2 AWS D1.1 IBC 1705.2 AISC 360, SECTION A3.3 AND APPLICABLE ASTM MATERIAL STANDARDS SJI SPECIFICATIONS LISTED IN IBC 2207.1 VERIFICATION AND INSPECTION TASK CONTINUOUS 1 PERIODIC COMMENTS REFERENCES 1. SUSPENDED CEILINGS: a. ANCHORAGE AND SEISMIC BRACING 2. STORAGE RACKS AND ACCESS FLOORS: a. INSPECTION OF CONNECTION DETAILS FOR COMPLIANCE WITH MANUFACTURERS REQUIREMENTS 3. ANCHORED VENEER: a. VERIFY SIZE AND TYPE OF VENEER ANCHORS b. VERIFY SIZE AND GRADE OF JOINT REINFORCING c. VERIFY PROPORTIONS OF MORTAR d. VERIFY CONSTRUCTION OF MORTAR JOINTS e. VERIFY INSTALLATION OF TIES 4. EMERGENCY OR STANDBY POWER SYSTEMS: X SPECIAL INSPECTION NOT REQ'D. FOR RACKS < 8' HIGH , X VERIFICATION AT BEGINNING X OF CONSTRUCTION a. ANCHORAGE OF EQUIPMENT TO STRUCTURE 5. PIPING SYSTEMS INTENDED TO CARRY FLAMMABLE COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS AND ASSOCIATED MECHANICAL EQUIPMENT: a. ANCHORAGE AND BRACING OF EQUIPMENT TO STRUCTURE 6. HVAC DUCTWORK CONTAINING HAZARDOUS MATERIALS: a. ANCHORAGE AND BRACING OF DUCTWORK TO STRUCTURE NOTES X X X IBC 1705.12 IBC 1705.12.5.1 IBC 1705.12.7 IBC 1705.12.5 TMS402/ ACI 530/ AACES CHAP6 IBC 1705.12b IBC 1705.12b IBC 1705.12b 1. TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER. 2. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.6. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED AS FOLLOWS: a. PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTON STAGES b. REVIEW OF TESTING AND INSPECTION REPORTS c. REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. 3. WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.11, SPECIAL INSPECTION FOR WIND RESISTANCE AND IBC SECTION 1705.12, SPECIAL INSPECTION FOR SEISMIC RESISTANCE REVIEWED FOR CODE COMPLIANCE APPROVED JAN 18 2019 City of Tukwila BUILDING DIVISION 4."STRUCTURAL STEEL" REFERS TO STEEL CONSTRUCTION DEFINED BY AISC 303, "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." 1 r- ---- i r JAN 07 2019 L i' D;VI`?a E$O ! INC. --J A1/7/19 Permit Corrections #2 16 12/11/18 Design Revisions Al2/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 p: 2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p:253•284.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue Date BID SET 12/20/2018 Sheet Title STATEMENT OF SPECIAL INSPCTIONS ARCHITECTS + URBAN DESIGNERS STEINA+U \/\/\/7\i" Sheet 102 TYPICAL EXTERIOR WALL: 0 o� 7'-0"w x 20'-0" LONG x 4'-0" THICK FTG. W/ #7 @ 6"oc LONGIT. T&B & #4 @ 18"oc TRANSV. T:«: 1"dp SLAB BLOCKOUT AT DOOR THRESHOLD. SEE ARCH. 0 5/S302 L 1 2"dp SLAB BLOCKOUT AT DOOR THRESHOLD. SEE ARCH. 0 — --- 30 19/S301 SW.- 20/S30 18/S301 @ COL. 1"dp SLAB BLOCKOUT AT DOOR THRESHOLD. SEE ARCH. 7'-0"w x 20'-0" LONG x 4'-0" THICK FTG W/ oc I ONGIT�,_IPxB-_& #4 @ 18"oc TRANSV. T&B r L T- r ys 11/S402 at non—b.f. cols 4" `,SLAB ON`GRADE W/ #4 @ 18"oc E.W. rJ I 5\-3'-0"sq x 4'-0"dp FTG. W/ (8)#5 VERT. & #3 TIES @ 6"oc FULL HEIGHT L 6425, s6�6.{��„ se)cO�� ,e) TRENCH DRAIN PER ARCH. & CIVIL. TURN DOWN SLAB AT EDGES b`% COki 3'-0"sq x 4'-0"dp FTG. W/ (8)#5 VERT #3 TIES @ 6"oc FULL HEIGHT 56 6" SLAB ON GRADE W/ #4 @ 16"oc E.W. CTRD. IN SLAB 1"dp SLAB BLOCKOUT AT DOOR THRESHOLD. SEE ARCH. SLAB DEPRESSION, SEE ARCH. & 7/S301, TYP. HD1 4s i 1"dp SLAB BLOCKOUT AT. DOOR- THRESHOLD._ .. SEE ARCH. ci l` HD1 AT LOW ROOF BUILDING AREA 6 OUTLINED WALLS ARE DESIGNATED SHEARWALLS. SEE 20/S501 FOR CONSTRUCTION REQUIREMENTS 3'-0"sq x ' 4'-0"dp FTG. W/ (8)#5 VERT. 1 TIES @ 1 6"oc FULL a' HEIGHT TRENCH DRAIN PER ARCH. 15/S301 RECESS COLUMN BASES IN APPARATUS BAY AREA PER 10/S301 OR 14/S301, TYP. L_1 CO*‘.� �c5 14/S301 typ: 13/S301 3'-0"sq Ix 4'-0"dp FTG. W/ (8)#5 VERT. TIES @ 6"oc FULL HEIGHT LJ yss 6 r_ .rd L- 4" SLAB ON GRADE W/ #4 @ 18"oc E.W. CTRD. IN SLAB 18/S401 5-. 3'-0"sq x 12"dp i THICKENED SLAB W/ (3)#4 E.W. BOT. yss 4-7 51, HD1 HD1 HD1 HD1 HD1 HD1 HD1 sw--J 1 5/S302 LAGPOLE & FTG. by others) sy, 6�6+! BOLLARD, TYP. OF (4) 1 W/ 18"sq x 12"dp (THICKENED SLAB Alternate 3 Plan Notes L SW- 24"w x 12"dp FTG. THICKENED SLAB W/ (3)#5; CONT. TYP @ INTERIOR WALLS, HD2 SW. HD2 STEP FOOTING AT GRID 6 & B1 AT EXTERIOR COURTYARD PER 10/S302 AS REQ'D. COORDINATE W/ CIVIL & ARCH. HSS 4x4x1/4 TYP. EXTERIOR FTC. IS 24"w x 12"dp W/ (3)#5 CONT. LONGIT., STEM WALL (where occurs) IS 8" MIN. THICK W/ #4 @ @ 18"oc VERT. & #4 @ 12"oc HORIZ., BOT. OF FTG SHALL BE HD2 18" MIN. BELOW ADJACENT GRADE 1 1"dp SLAB BLOCKOUT AT DOOR THRESHOLD. SEE ARCH. -i 1"dp SLAB BLOCKOUT AT DOOR THRESHOLD. SEE ARCH. vt 20/S301 J Alternate 7 L — J -fl I 1 I { 18"w x 5'-0" FTG. 18"sq FTG. EXTENSION EXTENSION S SW "dp SLAB -BLOCKOUT T DOOR THRESHOLD. EE ARCH. S Legend TYP. EXTERIOR FTG. IS 24"w x 12"dp W/ (3)#5 CONT. LONGIT., STEM WALL (where occurs) IS 8" MIN. THICK W/ #4 @ @ 18"oc VERT. & #4 @ 12"oc HORIZ., BOT. OF FTG SHALL BE 18" MIN. BELOW ADJACENT GRADE 20/S301 typ. 1"dp SLAB BLOCKOUT AT DOOR THRESHOLD. SEE ARCH. SIDING PER ARCH. OVER SUREBOARD 200 PANELS OVER 800S162-43 STUDS @ 16"oc. FASTEN SUREBOARD TO FRAMING PER SCHEDULE 20/S501 SLAB EL. +6" 6" SLAB FOR TRANSFORMER. REINFORCE SLAB W/ #4 @ 18"oc EACH WAY, CENTERED IN SLAB (locate per arch.) 6" SLAB ON GRADE W/ #4 @ 16"oc E.W. CTRD. IN SLAB r TURNED DOWN SLAB EDGE ON 24"w x 12"dp FTG. @ GENERA IOR_&____ TRASH ENCLOSURE AREA 17/S301 >-- L Foundation Plan 1. SEE SOILS REPORT FOR SITE SOILS CONDITIONS, OVER —EXCAVATION AND BACKFILL REQUIREMENTS. FOUNDATION DESIGN ASSUMES FOOTINGS BEAR ON NATIVE SOILS OR COMPACTED STRUCTURAL FILL PER SOILS REPORT RECOMMENDATIONS. 2. THE BOTTOM OF ALL NEW EXTERIOR FOOTINGS SHALL BE 18"MINIMUM BELOW ADJACENT FINISHED GRADE. INTERIOR FOOTINGS SHALL BEAR 18" MINIMUM BELOW FINISHED FLOOR LEVEL. 3. APPARATUS BAY INTERIOR SLAB ON GRADE SHALL BE 6"MINIMUM THICKNESS REINFORCED WITH #4 AT 16" 0.C. EACH WAY CENTERED IN SLAB. PROVIDE 15 MIL VAPOR BARRIER BELOW SLAB OVER 6"MINIMUM CAPILLARY BREAK MATERIAL AND SUB —GRADE PER SOILS REPORT. 4. BUILDING INTERIOR SLAB ON GRADE SHALL BE 4" MINIMUM THICKNESS REINFORCED WITH #4 AT 18"O.C. EACH WAY CENTERED IN SLAB. PROVIDE 15 MIL VAPOR BARRIER BELOW SLAB OVER 6" MINIMUM CAPILLARY BREAK MATERIAL AND SUB -GRADE PER SOILS REPORT. 5. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 6. SEE ARCHITECTURAL SLAB PLAN FOR ALL SLAB DEPRESSIONS, SLOPES, AND EDGE BLOCKOUTS AT OPENINGS. HDx SW SHEARWALL HOLDOWN PER 17/S501 INDICATES SHEARWALL PER 20/S501 Scale: 1/8" = 1'-0" o B1 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 18 2019 City of Tukwila BUILDING DIVISION Q1 /7/19 Permit Corrections #2 1B 12/11/18 Design Revisions Al2/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 9812i p: 206443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p: 253.284.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue BID SET Date 12/20/2018 Sheet Title FOUNDATION PLAN Sheet S201 ARCHITECTS + URBAN DESIGNERS D z W Vi z O 0 1 14/S402 C12x20.7 @ APP. BAY DOOR LEVEL Elevation S402 3 14x26 BRACED FRAM HSS 4.0x0.25 BRACES -TYP. 16/S402 SEE ARCH. FOR REMOVABLE HANDRAIL AT FLOOR EDGE STEEL STAIR: CJ-1 HSS 8x4x3/8 TOP OF DOOR W12x19 C12x20.7 STRINGERS W/ 12ga PAN & CONC. TOPPING TREADS TYP. X BRACED FRAME HSS 4.0x0.25 BRACES TYP. 2/S403 (18� 4/S403 OPEN G12x20.7 ? TOP-0F900R-LE�/E4 HSS 8x4x3/8 TOP OF DOOR STEEL CANOPY 13/S403 5/S403 sim. -W12x26.__ BRACED FRAME HSS 4.0x0.226 BRACES TYP. 14/S402. SIM W12x26 LOW 14K1 OWSJ ©. 4'-0"oc O THIS AREA BE USED FO LIVE LOAD 18ga METAL AREA F ROOF TO DRILLING. 50psf, USE IECK THIS 5/S403 sim. CO C12x20.7 ABOVE LOW'ROOF 21/2"0 STD. PIPE x 24" SCREEN WALL SUPPORT COORD. LAYOUT W/ AR H. (5) POSTS © ±5-0"oc 5-0" .J, 12" COMPOSITE OPEN WEB STEEL JOIST @ 5-0" W/ 11/2" 20go METAL DECK & 21/2" CONC. TOPPING REINF. W/ #4 © 18"oc E.W. CTRD. IN SLAB. PROVIDE 1/2"0 WELDED HEADED STUDS PER JOIST SUPPLIER 9/S403 FLAGPOLE (by others) Plan Notes BRACED FRAM Elevation HSS 4.0x0.25 S402 BRACES TYP. W12x19 W14x26 HSS 8x4x3/8 TOP OF DOOR DHSS 8x4x3/8 TOP OF DOOR C12x20.7 (SOP-OF-DOOR-EENEL 1. TYPICAL ROOF DECK IS 11/2" 20ga PLB-36 METAL DECK OVER STEEL JOISTS PER PLAN. SEE ARCH. RCP FOR JOIST LAYOUT. 2. SEE SHEETS S401 & S402 FOR TYPICAL STEEL DETAILS. 14/S402 3. NOT ALL ROOF DECK OPENINGS OR FLOOR DECK OPENINGS ARE SHOWN. SEE ARCH. & MECH. DRAWINGS. REINFORCE FLOOR OPENINGS PER 16/S401 OR 20/S401. REINFORCE ROOF DECK OPENINGS PER 20/S402. L I RHRV j 3000# j I I HRV-21 1500# L....J (7 W12x26 18/S403 sim. 16K5 OWSJ ® 4'-0 oc J-1 MECH. SCREEN WALL ABOVE 0 500# E ODU POSTS (4 ±4'-10"cc 1500# I 18/S403 5/S402 N N_ 10/S402 typ. btwn. joists W12x26 14K1 OWSJ (� 4'-0"oc J-1 W12x26 W12x26 18/S40 sim. 10/S402 typ. btwn. joists Q ROD, CLEVIS, TURNBUCKLE SUPPORT W12x26 (2 span OPEN W12x30 AND CANOPY W12x26 8/S403 HSS 2x2x1/4 BETWEEN WT'S 14K1 OWSJ ® 4'-0"oc WT8x13 TYP. HSS 8x4x1/4 (low) BETWEEN COLUMNS AT CANOPY LEVEL W12x26 5/S403 sim. 14K1 OWSJ ( 4'-0"oc `{k W12x26 LOW C12x20.7 ABOVE LOW ROOF W12x26 HSS 8x4x1/4 (low) BETWEEN COLUMNS AT CANOPY LEVEL 6-STRUT-JOIST J LAJ z W12x26 f TYP. EXTERIOR WALL W/ BRICK VENEER: 600S162-43 STUDS C© 16"oc SHEATHED W/ SURE -BOARD 200 PANELS, ANCHOR MASONRY VENEER TO WALLS W/ MASONRY TIES PER GEN. STRUCTURAL NOTES. SEE 20/S501 FOR ADDITIONAL INFORMATION Legend OWSJ C=xx" CJ/Jx C4x7.5 CANOPY FRAME 3/S403 OPEN WEB STEEL JOIST SPAN DIRECTION SPAN EXENTS BEAM CAMBER MECHANICAL UNIT SUSPENDED FROM STEEL JOISTS WELDED MOMENT CONNECTION REFERENCED OWSJ LOAD DIAGRAM PER S102 (5) ROI TUI SUI W12x26__ WT7x13 EQUALLY SPACED CLEVIS, AND NBUCKLE CANOPY PORT r DRAG -STRUT- JOIST 15/S401 typ. W12x26 5/S403 sim. Low Roof / Mezzanine Framing Plan Scale: 1/8" = 1'-0" Alternate 7 FRAMED PARAPET W/ MASONRY VENEER TYP., PROVIDE HSS 3x3x1/4 VERT. BRACE © 8'-0" ® PARAPET WALL TYP. 11/2" 18ga METAL ROOF DECK 0 pCEVD1 W JAN 1 7 2019 REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 18 2019 City of Tukwila BUILDING DIVISION JAN 0 7 2019 REID M DDLE T ON!, INC. A1/7/19 Permit Corrections #2 Al2/11/18 Design Revisions Al2/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98121 p: 206.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p: 253.284.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet BID SET 12/20/2018 LOW ROOF / MEZZANINE FRAMING PLAN S202 0 O L21/2x21/2x1/4 OUTRIGGERS @ 4'-0"oc L2x2�x /4 BTWN. OUT GGERS 17/S402 MC18x42.7 CLOSURE, 3—SIDES AT HIGH ROOF, TYP. W18x35 r>, EOM BRACED FRAME HSS 4.Ox0.25 BRACES TYP. 1 6/S403 r7 x W18x35 W18x35 14K1 OWSJ ® 4'-0"oc W24x84 C=3/4" CC x DD 8/S402 0 O 0 �12K1 OWSJ ® 4'-0"oc Jl BRACED FRAME HSS 4.Ox0.25 BRACES TYP. 1/5403 20K4 OWSJ (� 4'-0"oc i RV-3 L 160# J W24x84 C=3/4" BRACED FRAME HSS 4.Ox0.25 BRACES TYP. 10/S401 4 <1- x FRAMED WALLS BELOW (4 GRID 2: 600S162-43 STUDS @ 16"oc SHEATHED W/ SURE —BOARD 200 PANELS, FOR FIRE RATED WALLS, SURE —BOARD PANELS TO HAVE TYPE—X GYP. WALL BOARD, ANCHOR MASONRY VENEER TO WALLS PER GEN. STRUCT. NOTES. PROVIDE HSS 3x3x1/4 VERTICAL BRACE © 8'-0" AT PARAPET WALL, TYP. SEE 20/S501 FOR ADDITIONAL WALL REQUIREMENTS 5/S403 BRACED FRAME HSS 4.0x0.25` BRACES TYP. 10/S401 0 r7 6/5403 sim. W18x35 14K1 OWSJ ® 4'-0"oc W18x35 18/S402 cp O L2x2x1/4 BTWN. OUTRIGGERS L21/2x21/2x1/4 OUTRIGGERS 4'-0"oc /'403 Plan Notes 1. TYPICAL ROOF DECK IS 11/2" 20ga PLB-36 METAL DECK. 2. SEE SHEETS S401 & S402 FOR TYPICAL STEEL DETAILS. 3. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 4. NOT ALL ROOF DECK OPENINGS OR FLOOR DECK OPENINGS ARE SHOWN. SEE ARCH. & MECH. DRAWINGS. REINFORCE FLOOR OPENINGS PER 16/S401 OR 20/S401. REINFORCE ROOF DECK OPENINGS PER 20/S402. 17/S402 Legend OWSJ < > C=xx" CJ/Jx OPEN WEB STEEL JOIST SPAN DIRECTION SPAN EXENTS BEAM CAMBER WELDED MOMENT CONNECTION REFERENCED OWSJ LOAD DIAGRAM PER S102 High Roof Framing Plan Scale: 1/8" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JAN 18 2019 City of Tukwila BUILDING DIVISION REID MIDDLE ON Q1/7/19 Permit Corrections #2 Al2/11/18 Design Revisions Al2/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue • Suite'oo - Seattle, WA 98121 p: 206.443.621z ssfengineers.com 934 Broadway - Tacoma, WA 98402 p: 233.284-947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet BID SET 12/20/2018 HIGH ROOF FRAMING PLAN 203 ARCHITECTS + URBAN DESIGNERS D z 11111091111 ILLI Vi W Table Reinforcing Splice and Development Length Schedule Slab Depth Dowel Size Dowel Spacing For fc = 4000 psi, Grade 60 Reinforcing SLABS SUBJECTED TO WHEEL 3 5"-6" LOADS: /4"O x14" 12"oc CORNER BARS TO CORNER BARS TO MATCH CROSS WALL c) Minimum Straight Development Length ((d) SAW CUT CONTROL JOINT. FILL 7"-8" 1"0 x16" 12"oc CORNER BARS TO MATCH CROSS WALL CORNER BARS TO MATCH EXTERIOR HORIZ. REINF. MATCH HORIZ. REINF, HORIZ. REINF. Bar Size Top Bars Other Bars JOINT W/ SEMI -RIGID EPDXY OR POLYUREA W/ MIN. SHORE 9"-11" 11/4" x18" 12"oc HORIZ. REINF. (alt. hooks) #3 18" 14" A HARDNESS = 80 SECOND POUR FIRST POUR >> #4 25" 19" SEE PLAN FOR SLAB SLABS NOT SUBJECTED TO WHEEL 31 24 #5 THICKNESS AND LOADS: PROVIDE GREASED SMOOTH 1/8" #6 37" 28" REINFORCING (typ.) PRE -MOLDED CONT, MASTIC SEE PLAN FOR SLAB DOWEL PER TABLE ABOVE #7 54" 42" . ---;-',- ----... •-• E JOINT STRIP. (joint may be saw THICKNESS AND \ CENTERED (4 CONSTRUCTION JOINT c' ' cut at contractor's option) REINFORCING (typ.) TYP. CORNER #8 62 47 ADDITIONAL TYP. CORNER ADDITIONAL 24 VERT, BARS BARS: 24 VERT. BARS BARS: #9 70" 54" -I < <- \ = cm ' ' • nr- iii 0 78" 60" k• • ' '• i ' #11 87" 67" ,,, ,i, , " : t , , , . . FOR D GREATER THAN 4" IN THICKNESS, PLACE , REINFORCING WITHIN TOP 2" OF SLAB CROSS WALL CROSS WALL 0 Minimum Lap Splice Lengths (ts) ---&----- TERMINATE EVERY PLASTIC VAPOR BARRIER Bar Size ToBars p Other Bars OTHER BAR AT JOINT PROVIDE CONTROL OR CONSTRUCTION AND COMPACTED GRANULAR #3 24" 18" JOINTS IN SLABS ON GRADE TO BREAK FILL PER PLAN #4 32" 25" PLASTIC VAPOR BARRIER UP SLAB INTO RECTANGULAR AREAS Double Curtain Single Curtain #5 40" 31" AND COMPACTED GRANULAR FILL PER PLAN OF 250 SQUARE FEET OR LESS. AREAS #6TO 48" 37" Control Joint BE APPROX. SQUARE AND HAVE NO Construction Joint #7 70" 54 ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. #8 80" 62" 3 #9 90" 70" Typical Slab Joints Typical Corner Bars at Concrete Walls and Footings #10 102" 78" #11 TOP BARS ARE IF CLEAR CONCRETE 113" HORIZONTAL BARS WITH MORE CONCRETE CAST BELOW COVER IS NOT GREATER 87" THAN 12" DEPTH OF THEM. THAN THE DIAMETER OF CONSTRUCTION/CONTROL col. & ftg. THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50% 18 .•• JOINTS PER 3/S301 COLUMN PER PLAN SEE ARCH. DRAWINGS FOR EXACT LOCATIONS #4 CONT. AT OPENINGS #4 x _f- 1/2" MASTIC JOINT @ 18"oc Minimum Embedment Lengths (tdh) 0 For Standard End Hooks SEE PLAN FOR SLAB THICKNESS AND OF DEPRESSED SLABS FOR SLAB .. AROUND COLUMN (typ.) SEE ARCH. BASE PLATE PER 18/S401 OR 11/S402 ON 3/4" NON- REINFORCING (typ.) APRON SLAB PER CIVIL SEE PLAN SHRINK GROUT Bar Size Length DEPTH OF DEPRESSION PER ARCH. DRAWINGS 1 THICKNESS AND REINFORCING (typ.) / / \\ SLAB ON GRADE PER PLAN (typ.) #3 6" (1.5 t max.) i I THICKNESS VARIES ISOLATION JOINT .. \ • 4 . I 'to 1 PER 9/S301 #4 7" . 4 • • ks 1 I *--,___..... A i #5 8" ' , • N -.., • ' \ #6 10" • ' , , t r .( COLUMN PER PLAN, r ' • PROVIDE MASTIC ki • • • • . . #7 12" op \ AROUND COLUMN I0 =c5 = , ) , ID - - ---1 PER ARCH. - ,. .. ,, #9 15" PLASTIC VAPOR BARRIER JOINT AT COLUMN MAY BE ' 0" min. \ \ (3) CONT. ROUND AT CONTRACTOR'S #10 17 / / AND COMPACTED GRANULAR #5 #11 19" FILL PER PLAN TRENCH DRAIN PER OPTION. COORDINATE JOINTS W/ ARCH. • - 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 21/2" CIVIL @ SIM 8" '' '' • ,...: 0 2. END COVER FOR 90' HOOKS MUST BE EQUAL TO OR GREATER THAN 2° SEE SOILS REPORT / / Plan View FOR FOOTING DRAIN FOOTING SIZE AND Reinforcing Splice Length & REQUIREMENTS REINF. PER PLAN 1 -ill JAN 07 2019 • ' i Development Length (4000psi) 0 Typical Depressed Slab 7 Typical Turned -Down Slab Edge 8 Typical Slab Isolation Joint 9 Typical Recessed Column Base 1 0 REID MIDDLETON INC. Development Ai/7/19 Permit Corrections #2 Reinforcing Splice and Length Schedule Al2/11/18 Design Revisions For Pc = 3000 psi, Grade 60 Reinforcing /,' 1" WIDE, COMPRESSIBLE Ai2/11/18 Permit Corrections #1 0 Minimum Straight Development Length (td) c,, ct MATERIAL EACH SIDE Rev Date Issue .... 0_ e STUD WALL PER PLAN OF GUSSET 1E AT SLAB Bar Size Top Bars Other Bars W/ SURE -BOARD SHEATHING -E ,..... ... E L\ \ PER 20/S501 CTRD. ON FOOTING ISOLATION JOINT IN Tukwila Fire Station 51 - r PER #4 29" 22" • 00 . = - I GYPBOARD SHEATHING SLAB PER 9/S301 18 —/ \_---- @ 16" #5 36" 28" ,-, -0 - - - - - - ARCH. © SIM. COORD. W/ ARCH. #4 x oc 33 •A t.o. footing \ , SLAB 8c REINF. PER 43" \ TRENCH DRAIN PER — • ARCH. & CIVIL DWGS. PLAN OVER SUB -GRADE 4" SLAB PER PLAN • ii , i: PER SOILS REPORT kt PIPE SLEEVES -- , ANCHOR BOLTS #8 , , 62" AS REQD. \ _ • , • . PER 8/S402 #9 81" \ \ , - , #10 91" 70" \ ...........iii........ , , ED - _ _ . . II II VERT. REINF. & , , #1 1 101" 78 .. Project No. 00021-2017-01 0 ID -o TIES PER PLAN • ' • 1 \ , -4, • 0 Minimum Lap Splice Lengths (ts) , , FIG. PER PLAN \ Bar Size Top Bars Other Bars 2'-0" CONT. BOT. EVllEWIE ',„ min. EXCAVATION NOT (3)#5 0) , , 24" #3 28" 22" ALLOWED BELOW . REVIEWED FOR . ,, #4 37" 29" THIS LINE CODE COMPLIANCE _ \\ JAN 1 7 2019 STRUCTURAL FOR CALLOUTS APPROVED ,-,, ENGINEERING #6 56" 43" IN COMMON SEE 8/S402 JAN 18 2019 REID MIDDLETON, INC. 2124 Third Avenue - Suite loo - Seattle, WA 98121 11/2" clr. p: n6443.6212 sstengineers.com cover 1 c - Tacoms:ienvvgien,ersfr,2, #8 93" 72" 1 3 / 1 4 City of Tukwila p.24.5313:-2:ad94w7gy #9 105" 81" Pipe and Trench Locations 1 2 Interior Thickened Slab BUILDING DIVISION Trench Drain 1 J #10 118" 91" #11 TOP BARS ARE 131" HORIZONTAL BARS WITH MORE 101" THAN 12" DEPTH OF ri 31/2" AT GRID 1 CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF 6x6 PER PLAN COL// , "'t i ,--,, , , . 1 21/2" ELSEWHERE face of curb. , - HSS . i 44 k THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER , i it / ' THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50% ---7-744---r—r— t ;;,,,/ ::,,,i: INSULATION & AIR GAP 88/0 Am VA BASE E1/2"x6"xr-0" W/ --i- - . ;7/7 PER ARCH. SO ' EXT. WALL PER i— A ''' (2)5/8"0 A.B. (embed 6") i I 4 6" STEEL STUD WALL Minimum Embedment Lengths (tdh) PLAN & 20/S501 rem ANCHOR BOLTS MUST BE BRICK RETURN ON 8" 1 , Standard End Hooks rziol ,,, CAST IN @ SLAB EDGE CMU BLOCK, BEYOND J____ p ,,, PER PLAN, TYP. For ANCHOR BOLT PER 20/S501 rA , i BRICK VENEER PER ARCH. (1) 12db ' CONDITION 1 -' W/ TIES PER GENERAL 8" MIN. THICK STEMWALL W/ rr, o PP, 2 METAL PANEL & INSULATION * / ' sides STRUCTURAL NOTES #4 HOOKED DOWEL @ 18"oc & Bar Size Length (2)#4 AT ANCHOR BOLT n 3/16 PER ARCH. _ 1 / , #4 HORIZ. CONT. _ 'ea ' 8" CMU BLOCK, CONT. #3 6" SLAB ON GRADE _ mai i #4 8" PAVING BY OTHERS i PER PLAN rrA 4" CMU BLOCK FILLER '-- FULLY GROUTED W/ #4 HOOKED DOWEL @ 16"oc W' , ' . i SLAB ON GRADE PER PLAN OVER INSULATION if 10" _ To .L.,, - 3"' 2 sides AT BRICK RETURN & #4 CONT. TOP M ' PER ARCH. AND SUB- 12" / //'' / . - / \ • • V ' -1-lT" II .7.,, .-,-/ GRADE PER SOILS REPORT 1 i ', //,: i \ t k ' k '-_-'7L-t_ 1 ' "'.) ' '' ' Pri P• FOOTING DRAIN PER 12-1" —=--;-,--I- - #7 14" . E t5 't -ii Yi ,_. i i , • / I • \ JURISDICTIONAL APPROVAL STAMP / ' / CIVIL , • , #8 16" ' , / 0 1 ''' .4 ..4 ' ' '--„„ 4 i ' t k ' t k • / , L, - ' ' 4 lk ! 't c . / '- -- - Issue BID SET , ,, ,,, i" i '8 •,` • • Iv 1., / ..i , (3) 5 LONGIT. , , / .0P Date 12/20/2018 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 21/2" 2'-0" / FOR CALLOUTS FOR CALLOUTS , / WATER:T PER ARCH. 2. END COVER FOR 90' HOOKS MUST BE EQUAL TO OR GREATER THAN 2" IN COMMON IN COMMON (3)#5 \ Sheet Title CONCRETE DETAILS REFER 20/S301 REFER 20/S301 CONT. LONGIT. . FOOTING PER PLAN Reinforcing Splice Length & -0 2'" Sheet Development Length (3000psi) 1 6 1 7 1 8 1 9 ,,, 20 301 ARCHITECTS -I- URBAN DESIGNERS 2 3 Col., Grid & Fig / • BRACED FRAME COLUMN BRICK VENEER PER ARCH. W/ TIES PER GENERAL STRUCTURAL NOTES l' 1 PER PLAN (beyond() / ' BRACED FRAME BASE IE PER 8/S402 6" STEEL STUD WALL PER PLAN, TYP. roreif per arch. r BLOCKOUT/ISOLATION JOINT ' , . 8'' STEM WA 1., PER 9/S301 SLAB ON GRADE PER #4 CONTINUOUS 4,.... LE . it PLAN , ilit ii ' • • 0 _.___ \ #4 HOOKED DOWELS it, o il r • • • • a • i i,i• • • • • • • , I , I 1 I I , / / #4 CONTINUOUS / 0 0 I 1 I I I I 111 I I I " 1 I TRANSVERSE @ 18"oc / #4 TOP & BOTTOM #7 © 6"oc LONGITUDINAL TOP & BOTTOM • • • • • • • • • • • • • FOOTING PER PLAN , , , / / /. :, . s -., ,,,,,, . ,,,- 5 6 7 8 D3'-0" min. JAN 0 7 2019 '"" t REID fv1IDDLETON PC / CONCRETE WALL .4 ADD DIAGONAL IN WALL TO MATCH WALL REINF. = >,. . E i 0 b 1 7--) cd NORMAL FOOTING REINFORCING ADD BARS TO .1 — . to 75 MATCH NORMAL REINFORCING c, ,e - _a- 0 — 9 LINE OF EXCAVATION NORMAL FOOTING REINFORCING Typical Stepped Footing 1 0 1 1 1 2 1 3 1 4 1 5 A1/7/19 Permit Corrections #2 Al2/11/18 Design Revisions Al2/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 t , . '4. STRUCTURAL ENGINEERING 2124 Third Avenue - Suite leo - Seattle, WA 98:21 p: 206.443.6212 ssfengineers.com „:5313.rxd94w7gy - Tacomcf,enWgters..gn/ 1 6 1 7 18 4,8 8,0 ! IIEVIIEWEEn JAN 1 7 2019 0 REID MIDDLETON, INC. JURISDICTIONAL APPROVAL STAMP REVIEWED FOR CODE COMPLIANCE APPROVED JAN 18 2019 City of Tukwila BUILDING DIVISION Issue BID SET Date 12/20/2018 Sheet Title FOUNDATION DETAILS Sheet 302 1 9 20 ARCHITECTS + URBAN DESIGNERS D z w VI Shear Plate Schedule FACE OF SUPPORTING 24" MEMBER Beam No. of Bolt Plate Weld max. Size Bolts Size Thickness Size 2x BOLT 0 \ size per C6, W6,MC7 2 5/8"0 ® 2" SPACING 1/4" 3/16" BEAM BOTH SIDES WHERE INDICATED ON PLAN ; 5 S401 per / i min. W Pr schedule MC8, MC9, MC10 C7, C8, C9, C10, W8, W10 2 5/8"0 1/4" 3/16" C12, C15, MC12, W12, W14 3 3J4"0 1/4" 3/16" - I I BEAM SIZE PER PLAN W16 4 3/4'0 1/4" 3/1s" —Lev W18 4 3/4"0 5/1s 1/4"„ o ,-, W21 4 7/8"0 3/8 5/16 ott —Lev W24 5 7/8"0 3/8„ 5/1s" W27 6 7/8"0 3/8„ 5/Is" AND W30 SHEAR SIZE AND 7 7J8"0 3/8" 5J16" 1 2 BEAM SIZE PER PLAN, PLATE THICKNESS TYPICAL BOLTS PER 5/S401 Typical Beam to Beam Connection 3 PLATE BOLTS PER SCHEDULE Lev = NOTES: 11/s" FOR 5/8" BOLTS 1. STANDARD OR SLOTTED HOLES MAY BE 11/2" FOR 3/4"0 BOLTS 13/4" FOR 7/8"0 BOLTS 2. BOLT TYPE A325N. 3. E MATERIAL - A36 4. SEE EXTENDED E DETAIL FOR COLUMN WEB Typical USED. CONNECTIONS. Single Shear Plate Connection and Schedule 5 1. FOR HOLES 4" DIA. OR LESS OR 4" SQUARE OR LESS: REINFORCING PER PLAN d ASC B36, G60 Coating w/ Following Min. Properties • N 20 GA. NO STRENGTHENING IS REQUIRED PROVIDED THAT HOLES ARE NOT CLOSER THAN 12"oc PER PLAN SHEAR CONNECTORS PER AT CORNER COLUMNS " I = .240 in4 PLATE FOR 2. FOR HOLES GREATER THAN 4" UP TO 8" DIA. OR 8" SQUARE: PLAN WHERE OCCURS per deck L PANEL WIDTH = 36" 13/4" MIN. S+ = 0.233 i3 S- = .246 in. LARGER BEAM TRHOUGH DIMENSIONS / ( welding notes SHEAR CONNECTORS PROVIDED HOLES ARE NOT CLOSER THAN 3 -0"oc NOTIFY ENGINEER f FOR DIRECTION IF 12' 32 PER 13/S401 AND LAY OUT DECK TO PROVIDE ' ' Fy = 38 ksi; min. MIN. SHEAR CAPACITY REQ'D = 500#/ft • PER 5/S401 #4 TRIM BAR (4 SIDES) EXCEEDED max. # #3 x L SPACED PER SCHEDULE BELOW * 3 J4' CLR. FROM T.O. SLAB GENERAL NOTES STRUCTURAL 3" MIN. CONTACT LOW FLUTE BETWEEN AND FLANGE - X CAP E WHERE COL. TERMINATES 16., 1. USE 20 GA. DECK AS NOTED ABOVE. DECK SHALL HAVE 100 PSF 1` r per 5/S401 SUPERIMPOSED LOAD CAPACITY. 18 GA. DECK SHALL BE USED FOR ANY SINGLE EXTEND 2'-0" BEYOND #4 CONT. • • sz 5? _ _ _ _ _ _ _ _ - - - AND DOUBLE SPAN CONDITIONS EXCEEDING 6'-6" EA. SPAN AND ANY TRIPLE SPAN CONDITIONS EXCEEDING 9'-6" EA. SPAN. MAXIMUM SPAN OF 20 GA. DECK IS 6'-0" FOR SINGLE, 6'-6" DOUBLE SPAN CONDITIONS AND 7'-0" FOR TRIPLE SPAN CONDITIONS. SIZE TUBE WT TO SUIT DIMENSIONS j OPENING SEE PLAN FOR METAL EDGE FORM BY METAL DECK AND TOPPING DECK DECK INSTALLER - COMPOSITE DESIGN SUCH THAT WF BEAM PER PLAN BEAMS J SHORING IS NOT REQUIRED r----i COMPOSITE 2. NOTE 1 ASSUMES SHORING WILL NOT BE USED. - 1J4 per 5/S401 l WT SECTION W/ WEB Section With at Deck Concrete Fill Spacing Schedule 3. PROVIDE (4) 1/2" DIAMETER EFFECTIVE PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. PLATE PER 5/S401 i 1 AND FLANGE THICKNESS /- AT LEAST THAT OF 4. PROVIDE 1/2" DIAMETER PUDDLE WELDS AT 4"oc WHERE DECK ORIENTATION CHANGES AND OTHER SUPPORTS PARALLEL TO DECK FLUTES. DECK SEAMS WITH PUNCHES @ 36" ❑F- T 1 I PLATE THICKNESS AS SPECIFIED IN 5/S401 L < 41/2" * OMIT #3 BARS Perpendicular Parallel 41/2" < L < 8" 32"oc 6" MIN. TERMINATE PLATE ON RIDGE TO WELD " 8 < L < 12' " 12 oc 5. CONNECT BUTTON O.C. Plan Views SHEAR PLATE PER 5/5401 .--------------� --" 11>'�; 6. DECK TYPE MUST STRICTLY MEET CRITERIA LISTED ABOVE INCLUDING I.C.C. RESEARCH REPORT ALLOWABLE SHEAR AND SUPERIMPOSED LOADS. SUBMIT DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 7. REINFORCE DECK OPENINGS PER 16/S401 & 20/S401 Typical Floor Deck 9 HSS Column Connection 1 0E.` - j [y t f it "a!'i' (• P — �' __-_-.--- ---1f' I ,"-,,)I `` ,ti JAN 0 7 2019 ' — ,� I � lid MIDDLET I �,11e�✓. Cantilevered Floor Deck Parallel to Beam 7 Composite Beam to Deck Connections 8 Section A L a1/7/19 Permit Corrections #2 aL bL cL n = aN 1.25 1 REMAINING STUDS 1 n = cN 1.25 h ; 1B 12/11M8 Design Revisions 12 GA. STEEL STRENGTHENING 11 if I li It if �( �( 1/4" PLATE PER ARCH. SHEAR CONNECTORS PER if 1/2" W/ (4) PROVIDE � COLUMN CAP Al2/11/18 Permit Corrections #1 k PLAN WHERE OCCURS COLUMN PER PLAN BEARING COLUMN TERMINATION FLUSH W/ 1 2" WELDS deckI. 3/4"0 BOLTS AT BEAM GAGE TOP OF BEAM Rev Date Issue 4 MAX. L per \welding oc notes 3J4' I I I I NOTIFY ENGINEER FOR DIRECTION IF max, 32 , MEMBER SIZES PER PLAN - , 3/1s ! , DIMENSIONS PER 5/S401 Tukwila Fire Station 51 3 x C_ SPACED Typical Girder EXCEEDED _ tr; „ I I Section A PER SCHEDULE BELOW * 3/4" CLR. FROM T.O. SLAB 8" (N) STUDS EQUALLY SPACED y 8" y , - �i -0 , max. SEE PLAN FOR NUMBER max. 3/4"0 12" #4 CONT. x 31/2" LONG FILLET WELDS EA. RIDGE `—'—' STUDS 1 TYP. SEE GENERAL STRUCTURAL / 1' SEE PLAN FOR METAL THICKNESS Square or Without Round Holes of Deck Concrete Fill EDGE FORM BY METAL DECK INSTALLER - DECK AND TOPPING PLAN NOTES FOR STUD REQ'MTS. BEAM SIZE PER PLAN 5/S401> PLATE AND BOLTING PER SCHEDULE per > 5/S401 Project No. 00021-2017-01 DESIGN SUCH THAT WF BEAM PER SHORING IS NOT REQUIRED r'--, Typical Beam NOTE: • BEARING PLATE THICKNESS SHALL BE 3/4" WHERE DEPTH OF SUPPORTED MEMBER EXCEEDS 24" Beam Supporting HSS or Pipe Column 1 4 NOTES: • KERF NOT REQUIRED BEAMS. USE STANDARD FACE OF TUBE • USE THICKER PLATE BEAMS OPPOSITE SIDES • NO KERF REQUIRED WELD PLATE TO FACE FOR W12 AND SMALLER PLATE WELDED TO PER 5/S401 WHERE DIFFER IN SIZE. AT COLUMN CORNERS. OF COLUMN. X KERF COLUMN AND EXTEND THROUGH COLUMN. SEE NOTES AT LEFT. Column Kerf Detail 15 �t EGINEERING 2198121 o6.rd3.6212- Suiteioo-sfenginee Seattle, WA .co p:zo6.4g3.ez+z ssfengineers.com 934 Broadway zsa•a 70 - Tacoma, 3. FOR HOLES GREATER THAN 8" UP TO 24"DIA. OR 24''SQUARE: in Schedule Spacing p gPLATE UNIFORMLY LOADED PROVIDE L 2x2x3/16 AS SHOWN BELOW: NOTES: L < 6" * OMIT #3 BARS REQUIRED FOR COMPOSITE 3/4" 6" < L < 10" 24"oc n = NUMBER OF STUDS • NUMBER OF SHEAR CONNECTORS IN REGION SHOWN BEAMS ARE DESIGNATED (STUDS) (N) ON PLANS C plug HOLE r welds typ. 10" < L < 18" 12STRUCTURAL oc N =TOTAL NUMBER OF •CENTER CONNECTORS OVER STUDS PER PLANS BEAMS AND GIRDERS TYPICAL • WHERE DECK FLUTES ARE PERPENDICULAR TO BEAMS USE (2) STUDS PER OF FLUTES FLUTE ®3 oc WHERE NUMBER OF STUDS EXCEEDS NUMBER Cantilevered Floor Deck Perpendicular to Beam 1 2 Stud Distribution at Composite Beams 1 3 :a 12" 12" 2" ADD'L. BASE PLATE & 2"; ` ANCHOR BOLTS AS 1 REQ'D. FOR ERECTION i D/3 0 HOLES (MAX.) 1" RADIUS CORNERS `• 70,9E0 --- Section A '' TYPICAL BE TO BEAM CONN. METAL DECK WELDS _ AiV1 ,, o.� '�3'/0 : ' .# /2" illi];11 -4 _ _ -- 0 min' R 2.5 COL DIM. t +6° 1 /2 c Hp x o X o SIZfEll ALL AROUND HOLE REID MiDDLETON, INC. 3" 24" 3" `,, o End of Wall Condition At Comer Condition 2/3 D { C8x11.5 REVIEWED max. HOLE max. max. 1/4 FOR 1/2„ -�- _ OL DIM. +1" 7 7D C r C6x8.2 C6x8.2 r, CODE COMPLIANCE APPROVED 1. CONTRACTOR SHALL COORDINATE SIZES AND LOCATIONS OF ALL BEAM PENETRATIONS WITH MECHANICAL DRAWINGS. ALL PENETRATIONS LARGER THAN 2"0 SHALL BE SHOWN 112" / *__ - - - JAN 18 2019 METAL DECK SPANS IN THIS DIRECTION - - - - - - - 2 FLUTES FOR C=8" TO 14" OR ON SHOP DRAWINGS OR SKETCHES AND SHALL BE SUBMITTED TO THE ENGINEER FOR pox,,, City of Tukwila BUILDING DIVISION 3 FLUTES FOR C=14" TO 24" (TYP.) APPROVAL. FIELD CUTTING NOT PERMITTED WITHOUT APPROVAL. 2. OPENINGS MAY OCCUR IN MIDDLE HALF OF BEAM LENGTH ONLY. I PROVIDE ADD'L. BASE PLATE & ANCHOR BOLTS AS REQ'D. FOR ERECTION MAIN BEAMS LOCATE C8 AT FIRST PROVIDE (2)L 6x4x5J16 OR LOW FLUTE NEAREST 4" FILLET WELD 4" LONG JURISDICTIONAL APPROVAL STAMP HOLE 3. NO CUTTING MAY OCCUR IN TOP OR BOTTOM QUARTER OF BEAM DEPTH. ,_ o = Z . I I I 1 AT EDGE OF OPENING EACH SIDE OF WEB CONTRACTORS OPTION Partial Plan Section A Issue BID SET IC 4. ADJACENT OPENINGS MUST BE SPACED AT THE LESSER OF, 12" OR 2.5 LARGER m -, I I COLUMN PER PLAN ign!ain x I I OPENING SIZE, EDGE TO EDGE. J I SEE 10/S3.1 FOR RECESSED BAR SIDES) 5. MAXIIMUM SIZES OF OPENINGS SHALL BE D/3 0 OR D3 x 2D3 AS SHOWN. % / / �' °- E o I I I I BASE CONDITION NOTES: • WELD DECK TO MEMBERS WITH 1/2" DIA. PUDDLE WELDS @ 6"oc ALL AROUND • FOR HOLES GREATER THAN 24"0 OR 24" SQ. - U.O.N. ON PLAN Floor Deck Reinforcement at Large Openings 20 Date 12/20/2018 Sheet Title TYPICAL STEEL DETAILS Sheet 401 #4 TRIM (4 EXTEND 2'-O" BEYOND OPENING 6. NO OPENINGS SHALL OCCUR WITHIN 12" OF AN ADJACENT BEAM CONNECTION. °° Q ° I; • ;j• " :- . a ; i ' ANCHOR BOLTS a ''• ; : ? - • a . (2)3/4"0 ° Floor Deck Reinforcement at Small Openings 1 6 7. REQUIRED OPENINGS NOT MEETING ABOVE CRITERIA SHALL BE SUBMITTED TO ENGINEER FOR REINFORCING DESIGN. Steel Beam Penetrations 1 7 ` . • . 6a .•••A (embed 8") Baseplate (2-Bolt) - HSS Column 1 8 ARCHITECTS + URBAN DESIGNERS z w 3/S402 0 0 3/S402 16. • • .:::!, ROOF BEAM PER PLAN ROOF DECKING PER PLAN 5/8" 5/16 N NNNN Pr ./// N /2 ' N',.„,„Ns ,-- ./ .., • / • N NNN, N .6. ' ' 1-../ lb. W18x46 ROOF BEAMHigh ---i__ Roof W18x46 ROOF BEAM High Roof CAP PLATE 21/2" BEAM PER PLAN - Plan 3/8" 11/2" ALIGN GUSSET W/ -...."1 Level --.. Level KERF 3/4"O BOLTS IR W/ AS SHOWN = ,.._. BEAM WEB 1 C joist brg. and beam . _.._ TOP OF FLOOR OR ROOF • / gusset REINF. E PER 9/S402 ‘N,, 5/16 r W14x26 Mech. Platform \ 8/S402 * ' \'q • ‘25 & x .0 v) v) = Level 8/S402 0.cp • 2\-: c.,<<., -4- (0 (c) v) = / N Diagonal Crossing Diagonal 4 ea. side to col ii 3/8 ,/ / 5/16 .. / R;•'S'''' RP' v) ----. - gusset to REINF. E column 6/16 1/2" . ' b r--) PER 9/S402 BRACE PER ELEV. ° 1 STEEL BEAM PER PLAN STEEL JOISTS PER PLAN Interior Steel Joist Bearing 5 FOOTING PER PLAN Braced Frame Elevation - Grid 3 2 FOOTING PER PLAN Braced Frame Elevation - Grid 2 1 GUSSET E GR. 50 6" MIN. 4' BRACE/GUSSET COLUMN PER PLAN LAP, TYP. 3 3/S402 0 GRIDS OPPOSITE AT GRID E HSS 12x2x1/4 FOR ROLL UP DOOR SPRING BRACKET 13/S402 SUPPORT. COORDINATE LOCATION W/ MANUF. per deck COLUMN PER ELEVATION BRACE PER ELEV. <ea END OF 0 /16 5 6" MIN. side / • / W18 ROOF BEAM PER PLAN 1" BTWN. BRACE & LINE OF GUSSET UNRESTRAINED BY BEAM (typ.) \ BRACE/GUSSET LAP, TYP. arit# 47* . / \ _ 1 / 12/S402 welding notes METAL DECK PER PLAN 16. t. W18x46 ROOF BEAM High Roof GUSSET E PER 3 & 4/S402 3/16 r 2-12 3/8" - - . 1 \ + REINF. ER PER 9/S402 # 111111 ---i ---- Level •-•...'' (0 / .2 BRACE PER ELEV. REINF. IR 1/4" 8" GR. 50 ill 1/4 / \\ ..iimmommommow , :Er GROUT FOR UNIFORM 5/16 90'_)\ > <6" min. 1/2" GUSSET E, GR. 50 _ c) _ i L 21/2x21/2x3p6 HSS 4.0x0.25 20/S403 Ilk, . (r) v, = BETWEEN JOISTS FOR DECK SUPPORT 1/2" DECK ORIENTATION MAY VARY - SEE PLAN i- = — HSS 8x4x3/8 (typ.) 12/S402 BEARING / W14x26 Mech. Platform x EACH SIDE OF GUSSET. typ. ea. side - .„ HOLD CLEAR OF WF BEAM PER PLAN \ ._..i LL _i c, (., . cc. tt Lo v) (f) = 11/S402 4, ,' 4 I , 4, a t ° 1" WIDE, COMPRESSIBLE 41 4/S402 0 Level JOISTS AT EACH END 1. FILLER ANGLE REQUIRED FOR BEAMS ONLY FOR THOSE SET DOWN FOR 2. FILLER ANGLE ALSO REQUIRED 3, WHERE HIP AND/OR VALLEYS OCCUR, FABRICATED IN SHAPES NECESSARY Filler Connection DENOTED "STRUT" (ON PLAN) AND JOIST SUPPORT. WHERE DECK ORIENTATION CHANGES. PROVIDE EQUIVALENT FILLERS, FOR DECK SEATING AND WELDING. at Steel Joist Support Beams 1 0 . .1 ., . ., 4° . , MATERIAL EACH SIDE FOUNDATION PER PLAN " eq. // OF GUSSET E AT SLAB eq. 2 F1554 GR. 55 v) 8/S402 (.' HSS 4.0x0.25 1/4 of ea. E 9 1.410 , (7)1"0 IIIIII THREADED ANCHOR RODS w/ 1/4"x3"x3" IR WASHER & NUT ' ° REID 7 rE 1 JAN 0 7 2019 '- ADDLFTON, IN . FOOTING PER PLAN Braced Frame Elevation - Grid B & Grid E 6 --1 / N.T.S. . (embed 18" min.) __. / Bay Door Frame Elevation - Grid B & Grid E 7 . Illiii IR 1" GR. 50 BASE 8 ROOF DECK PER PLAN •ACNI A1/7/19 Permit Corrections #2 -\-- ‘— , 4- Al2/11/18 Design Revisions 12/11/18 Permit Corrections #1 Rev Date Issue Elevation 5/8"o W.T.S. BEAM SIZES PER PLAN TYP. I I I , E 1/2"x3" CONTINUOUS Tukwila Fire Station 51 Project No. 00021-2017-01 . -_-, 1/4 \ . \ c ,y4 typ. C12x20.7 PER PLAN W/ SHORT SLOIILD HOLES 8x4x3/8 CTRD. ON COL. 11" 2 ROOF BEAM PER PLAN 1/4 r 1/' HSS 1M" 1111111 SEE _/S_ FOR CONN. INFORMATION (NI 5 FOR /8"0 BOLTS AT STRUT LOCATIONS HSS COLUMN & BEAM typ. 12 l-0" BASE fe 2 x x UP TO GRO1" NON -SHRINK UT FOR UNIFORM BEARING W / (4) eANd o3/4"0 CHOR BOLTS @ Vc (emb8") 1/4 el. per arch. L. -• ›, 3/16 V 1/2 x 8 x 1'-0" Vif (4) 5/8"0 BOLTS © BEAM GAGE -- — - — - -Lz.°) HSS 3x3x1/4 STRUT ----..---... PER PLAN & ELEVATIONS 6/S402 , ,, l° • STRUCTURAL ' l ENGINEERING 2124 Third Avenue - Suite mo - Seattle, WA 98121 p: 206.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p: 233.284•9470 ssfengineers.com i_._, • NOTE: STRCONNECTION UT i .4. ? .. ::1 : . ..4 i . , • 4 . ., 4 ii a, I: " . • . • 4 • HSS COLUMN PER PLAN 11 1 3 STOREFRONT PER ARCH. • (framed wall @ sim.) IS TO HSS COLUMN FACE AD GRID C1/3.1 1 2 SEE 10/S301 FOR RECESSED CONDITION Baseplate (4-Bolt) 1 1 Offset Framing for Steel Joist Bearing 1 5 // HSS 6x6 COL PER PLAN // ' = l''" 1 ---\. 4 , ' : , , .... , 2 0 GA. DECKING jS ,,,:-0:,-' -•'? ' 14/0 03 / L 3x3x3/16 . uD L 3x3x316 L 3x30/16 EACH SIDE i 18ga STRAPPING AS REQUIRED TO SECURE 0 COVER BOARD TO CHANNEL ROOFING, COVER BOARD & 4___ „ 18ga STRAPPING AS REQUIRED TO SECURE COVER BOARD TO . -1,1- c., + + 6" PUDDLE WELD LOCATIONS u, L 3x3x3/16 - (.," c) I = .231 1n.4 CHANNEL BOE ROOFING, COVER BOARD & E Elevation top & bot. 4 per arch. INSULATION PER ARCH. 1-43" ' ,—ICNI S = .230 in, Fy = 50 ksi min. 0 0 ° 0 11EVEIEWIE staggered 3/16 /3_12 INSULATION PER ARCH. L2x2x1/4 LEDGER BTWN. OUTRIGGERS SLOTTED HOLES FOR 5/8"0 BOLTS AT OUTRIGGER MC18 PER PLAN W/ SHORT /16 JURISDICTIONAL APPROVAL STAMP SLO I IED HOLES FOR 5/8"0 0. leg — - LOCATIONS Plan View FILLER ANGLE PER 10/S402 3/8"x8"x8" W E / (4) 5/8"0 1. //%. „__J REID MIDDLETON, INC. BOLTS AT TOP CHORD EXTENSION LOCATIONS • <ea. 1 3/16 / DECKING PER PLAN \ W.T.S.. SEE E ELEVATION 1- 2 , j'' 1,/,\11, 3/16 3/16 5/80 FILLER ANGLE PER 10/S402 3/16 typ. 3/1R CODE IEVVED FOR COIVPLIANCE IL L3x3x3/16 0-6" x8"x8" W/ (4) W.T.S.. SEE E ELEVATION ' DECKING PER PLAN C12 CHANNEL PER PLAN, i)1, BOLTS IN SHORT x AT OUTRIGGERS, TOP OF STEEL PER ARCH. (2)5/8"0 APPROVED 3/8"x8"x6" 70.\ / SLO I ID HOLES 3/8"x8"x9", --1 --1 TYP. Ji" 3/16 <ns/fs ,, , , HSS 21/2x21/2x1/4 OUT- RIGGER @ 4'-0"oc. JL IL Section JAN 18 2019 City of Tukwila BUILDING DIVISION BTWN. I / KNIFE E @ CHANNEL 7 KNIFE E FACE OF COL. JOISTS PER PLAN - W18 BEAM PER PLAN ,.......,...., , BACKSPAN 1x CANTILEVER , , , MIN. -A HSS COL. PER PLAN Issue BID SET Date 12/20/2018 Sheet Title TYPICAL STEEL DETAILS Sheet 402 L3x21/2x1/4 (LLH) JOISTS AT STOREFRONT 1 1 INSULATION PER ARCH. % 1 (wall framing beyond) I HEAD I II STOREFRONT PER ARCH. 4 NOTES: • WELD DECK TO ANGLES W/ 1/2"0 IPUDDLE WELDS @ 6"oc ALL AROUND • NO REINFORCING IS REQUIRED FOR SINGLE OPENINGS 4"0 OR 4" SQ. OR LESS • LARGER OPENINGS MUST BE COORDINATED W/ARCHITECT & ENGINEER Roof Deck Reinforcement at Openings 2 0 - - 12-1" // // 'R' TYPE TOP CHORD EXTENSION ' , JOISTS PER PLAN W18 BEAM PER PLAN 1 6 c., -.-- + STOREFRONT PER ARCH. ' I E Elevation 1 8 1 7 ARCHITECTS ± URBAN DESIGNERS w WELDED PER 19/S402 2.1 2 Gri j HSS 3x3x1/4 PARAPET BRACE ANGLE AT 8'-0"oc MAX. W/ CAP 2.1 2 6x6x14ga CLOSURE W/ (2)#12 SCREWS AT E 3/16x4x6. ATTACH WALL TOP EACH WALL STUD TRACK TO CAP E W/ (4)#12 SCREWS CAP FRAMING L 21/2x21/2x3/16 FILLER ANGLE BTWN. PER ARCH. _ _ FILLER ANGLE PER 10 S402 / HSS BRACING PER ELEVATIONS BRICK WALL BEYOND >I j ® 3/16 < j F.O. WALL JOISTS PER 10/S402 / REMOVABLE RAIL SUPPORT DECKING PER PLAN � ii►l DECK BRACKET PER ARCH. �f = ® 3 / BEAM PER PLAN. DECK & TOPPING PER PLAN 1. PARAPET WALL: 600S162-43 STUDS 16"oc W/ 600T200-43 �/, f j ROOFING, COVER BOARD & INSUL. PAER ARCH. /ts Mace 3 /tfi / SEE 5/S403 FOR NS-FS FILLER ANGLE PER 10/S402 I 3/16 of column // REQUIRED BEAM joist seats 3 1 /16 / 2 I u BRACING ROOF DECK PER PLAN TOP &BOTTOM TRACK (-1 I-1 �, �� ` ` E to stiff. fE #2 CLEVIS ASSEMBLY I I �� �\ �1 AT 1/4 I/3-12 ATTACH BOT. TRACK PER GENERAL STRUCT. NOTES /� 3Jts �/ W/ 1J2"0 ROD r� KNIFE P 3j8"x5" W/ f-1 /-1 V <2 legs 'r BRICK VENEER PER 3 / , 3 E /8"x6' x0 -10" CENTERED ON HSS COLUMN COPED WT PER ��—, ARCH. DETAILS 3 jts TAB FOR CLEVIS /16 o I ARCH. W/ TIES PER%/, P 1 /2"x8" CONT. BTWN. io I REMOVABLE HAND RAIL GENERAL NOTES` L 4x4x1/4 BTWN. CHANNEL 3/t6 / ' / JOIST TOP CHORDS. FULL DEPTH STIFF E 3/8" PER PLAN j°- j L - SUPPORT POSTS (see arch.) W18 BEAM PER PLAN. 45. JOIST PER PLAN 1 '�%�j WELD DECK TO i l AT BRACED FRAME W12 BEAM AT SIM. I �L j16-�� I Q 011 ig ANGLE PER DECK MEZZ. BEAM PER PLAN W / CONN. TO COLUMN jl j BRACED FRAME BEAM PER PLAN \ o o o 'I BEAM PER PLAN IN WALL JOIST PER PLAN B BRACED FRAME BEAM FULL DEPTH STIFFENER AT BEAM QUARTER POINTS , _- NOTES JOIST PER PLAN+ ROOF BEAM PER PLAN PER 5/S401 / I (3) sides PER PLAN » � JOISTS PER PLAN 1" = 1'-0" 3/ts / (6 -0 oc max.) HSS BRACING PER t J� I ~ KNIFE E 1J2"x6" MEZZ. BEAM PER PLAN F FULL DEPTH STIFF. E 3 8" / l // L 2x2x1/4 BRACE HSS 6x6 COLUMN ELEVATIONS 1 , ` 1 / j4'x1 LONG. BENT J4" PER 3" PER PLAN (depth varies) ARCH. COORD. W/ W/HOLES FOR AT RAIL SUPPORT LOC'S W/HOLES FOR (2)5/8"0 3/16 (4)5/8"0 BOLTS FOR CALLOUTS IN COMMON LOCATE PER ARCH. ENGINNERSTRUCTURAL 3/16 / L 11J2x11/2xtj4 BOLTS. COORDINATE W/ 3/16 / top & bot. ARCH. RAIL BRACKET 1" = 1'-0" HOLHOLDDEBAAK FILLER OF BRACE. PARAPET BRACE TO BEAM SEE 4/S403 BETWEEN WT'S 1" = 1'-0" (location per arch.) 1" = 1'-0" Entry Canopy JOIST FRAMING & ROOF DECK NOT SHOWN t .1 ®g Grid F.O. WALLTRACK ` '' i- - j,wy�(slope L x lw. ,, IIr5 Zt f It 72t99 .,�.-------�� i _its i><r�i-1,�.E T U J, I C HSS 2x2x1/4 PARAPET BRACE B or AT EA. OUTRIGGER W/ CAP E 3/16x4x4. ATTACH WALL TOP E O 4110 opp. CAP E W/ (4)#12 SCREWS W/ (2)�12CSOREWS AT W/ EACH WALL STUD � I BEAM PER PLAN (3) sides i ROOFING, COVER BOARD _ — — CAP FRAMING ® j <2 legs Jts / 3� & INSUL. PAER ARCH. PER ARCH. O /4"x3"x0'-8" AT FACE OF EA. COLUMN. OFFSET PLATES TO BE FLUSH 3/16 V top & bot.� 3J16 / �—� r--, r 2x2 to outriggers 3J16 j PARAPET WALL: / a g 6 6005162-43 STUDS SEE ARCH. FOR POLYCARBONATE PANEL CANOPY DECKING 21/2 CLEVIS W/ - L 6x6x1/4 BETWEEN JOIST TOP CHORDS. WELD DECK I, j 16"oc W/ 600T200-43 '21/2 CLEVIS W/ i/4"0 ROD & PIN /4"0 ROD & PIN I � j ¢ ' TO ANGLE PER DECK NOTES MCP top & FILLER ANGLE PER 10/S402 /� TOP &BOTTOM TRACK. O O O O BEAM PER PLAN W/ p o CONN. PER 5 S401 / bot. flange DECKING PER PLAN / '/�/ ATTACH BOT. TRACK PER GENERAL STRUCT. NOTES top & bot.> 3/ts /2-12 1 L 2x2x1/4 BRACE AT „ P 1J2"x3"x3 TAB I 3/16 j STIFFENER W/ KNIFE E CANOPY CONNECTION " " " " " " " . - " ;► 0" L3x3x3its j L2x2x1/4 LEDGER BTWN. [ o_ 3Jts 3/ts 3 1 " 3 " 0 W/ HOLE FOR 0 0 0 j o Rill'-6" x AT OUTRIGGERS, 1' �, /jam O OUTRIGGERS 3/16 3/16 .-1C, Jis J2 x6" /4 PIN. VERIFY LEG DIMENSION o TYP. >2'\�/� 1 t t W18 BEAMS PER W18 BEAM W/ CONN. .>/ "4- j EAT BACK SIDE OF BEAM i ; ► JOISTS PER PLAN -K- ' H HSS 2/2x2/2x/4 OUT- RIGGER ®4'-0'oc. PLAN, TYP. W/ CONN. TO COLS. TO COL. PER 5/S401 BEAM PER PLAN a B BACKSPAN tx CANTILEVER - - = 0 o j W18 MIN. r--' t 4 I BEAM PER PLAN IN WALL its PER 5/S401 / HSS 6x6 COLS. PER PLAN HSS COL. PER PLAN SHEAR CONN. �� '�' BEAM PER 5/S401 600S162-43 STUD WALL j j�--BRICK %A VENEER PER ARCH. W/ TIES PER WT PER PLAN HSS BTWN. WT'S COPED FOR GUTTER PER PLAN Y 3 / /1s KNIFE 1 DETAIL IS OPPOSITE AT 'SIM.' /2 x6 x1"-0" GUTTER PER L 11/2x11/2x3J16 '.. //// GENERAL NOTES ARCH. Wf HOLES FOR (4)5/8"0 BOLTS per arch.) MC PER PLAN 1„=1'-0„ 9 1 ® 1"=1'-0" 6 1„=1'-0" Courtyard Canopy Y pY 1 Q1/7/19 Permit Corrections #2 — protected zone ° ► ' iiro I' ► 1 BTWN. BRACE &LINE END OF OF 1B 12/11/18 Design Revisions t 'Il► \, GUSSET BY BEAM ,' UNRESTRAINED (typ.) `, PROVIDE 1" COMPRESSIBLE FIGULLER SSET &TWEEN TYP. OF SLAB AA 12/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 RCA223/54 CLIP i ► \.-- , O 1J4 / / ,\ / � \ BEAM PER ELEV. TOP & BOT. EA. END Wj (4)#1G I O� ' / `\ SCREW EA LE #8 SELF DRILLING SCREWS @ 8 oc (track to blkg.) \ E 1/4" i ,: ! ���I► ,4��/ /' Slope per orch. �, 600T150-68 EACH SIDE •-,N, \ U �� BOLTS \ / \ / BENT EDGE. (outer (2)' �2'o ac typ, @ `� / \ ' \ o � / GR" GUSSET 50 ' / E T ` sUCYURAL p 24 Third Avenue • Suite me - Seattle, WA 98121 2°6.443.6212 ssfen meers.com 934 Broadway - Tacoma, WA g84o2 p3 253.284.9470 ssfengineers.com �) ► i braces 5J16 ` 0' / edge & sides) (2)400S200-68 FLAT BLOCKING I �i1 \ \ o 4;ET LAP, TYP. REINF. E STUD FRAMING PER PLAN 1 1 PER 9/S402ENG�rRINEERINGap''IIEVR[IPWLE JAN 1 7 2019 FOR CALLOUTS IN COMMON � ,z`- iE' ;ro=' r o CODE ',-inNCEI REID MIDDLETON, INC. SEE 20 S403 1 5 CC .. APPROVED BRACE PER ELEV. 1 .z. o j� ." '� G �5IO'.�a L� o '9 r JAsi —8 ..,: City of Tukwila 5/16 JOISTS FRAME INTO BEAM ONE SIDE ONLY AT 'SIM.' PER 0► a ��II'� BUILDING DIVISION 5/16 e p rotected • STD. PIPE PLAN FILLER ANGLE BTWN JOISTS ( zone PROVIDE Q" OF COMPRESSIBLE pipe to plate a plate to . NOT SHOWN. TERMINATE ANGLE AT PIPE EA. SIDE BEAM CONN. PER 5/s401 _ 1. FILLER BETWEEN GUSSET &SLAB JURISDICTIONAL APPROVAL STAMP \\\\� PROTECTED ZONE BEAM WHERE OCCURS \ BEAM ELEV. beam flange/ 1/4 / 0 METAL DECK PER PLAN /" /.< PER - - - - - - �' \ (3) sides 3j16 / JOISTS PER PLAN NOTES; ��, I / f ,� � 2 legs /i6 V 1. ALL BRACES SHALL HAVE PROTECTED ZONES AS SHOWN ON THIS DETAIL. _ 1• I -- I L "• ' - ('I �.° ° �1 frl /� __ ` /----� \� L 4x4x1/4 BTWN. 2. WITHIN THE PROTECTED ZONE, DISCONTINUITIES CREATED BY FABRICATION g0.00' 1/2" GUSSET 12, GR. 50 j JOIST TOP CHORDS. Air. \�r V �'. AND ERECTION SHALL BE REPAIRED. ea. side \�i 'S� I WELD DECK TO COORDINATE W/ THE E.O.R. 3, PER AISC 358, NO ATTACHMENT SHALL BE MADE TO THE PROTECTED ZONES OF THE to CO.l1J4 > �- j-` / / 6" MIN. / BRACE GUSSET �� 4114 LAP, TYP Issue BID SET Date 12/20/2018 Sheet Title DETAILS Sheet 403 ANGLE PER DECK L 2x2x1/4 BRACE NOTES FULL DEPTH STIFFENER EA. SIDE AT SCREEN WALL PIPE LOCATIONS AT EACH POST <to BRACED FRAME MEMBERS. WELDED, BOLTED, REINF. IE SCREWED OR SHOT -IN ATTACHMENTS SHALL NOT BE PLACED WITHIN THE PROTECTED ZONE. 1" BTWN. END OF BRACE & LINE OF GUSSET UNRESTRAINED PER 9/S402 ti '' BRACE 3 p & bot. jt6 / BY BEAM (typ.) ► PER ELEV. ► 1 7 BEAM PER PLAN 1" = 1'-0„ 1 8 ' COLUMN PER IN °' SC ace ame P �• a ed Zonese 1 9 ELEVATION 20 ARCHITECTS + URBAN DESIGNERS z 1 SCREWS @ 24"oc (BOTH FLANGES) TOP & BOT. BACK—TO—BACK C—SHAPES (2) SCREWS © 24"oc TRACK CRIPPLE STUD TRACK SCREW(s) AT TOP AND BOT. OF CRIPPLE STUD (EA. SIDE) AS REQUIRED. Back —to —Back Header w/ Jack Stud TRACK CLIP ANGLE 2x2x16ga. (x WEB DEPTH — 1/2") FASTENED TO HEADER W/ (6) SCREWS EA. LEG COPE WEB & FASTEN TRACK TO STUD THRU FLANGES OR BENT WEB (typ.) KING STUD(s) AS REQUIRED SCREWS t© 24"oc (BOTH FLANGES) TOP & BOT. C—SHAPES TRACK CRIPPLE STUD TRACK FASTEN TRACK TO CRIPPLE STUD W/ SCREW(s) AT TOP AND BOT. (BOTH SIDES) Box Beam Header TRACK COPE FLANGE AND ATTACH WEB TO STUD W/ (4) SCREWS. COPE WEB & FASTEN TRACK TO STUD THRU FLANGES OR BENT WEB (typ.) KING STUD(s) AS REQUIRED Weld Option LENGTH = STUD DEPTH — 1/2" 16 GA. x 11/2 x 11/2 BRIDGE CLIP ANGLE TYPICAL 16 GA. BRIDGING CHANNEL, TYP. Screw Option LENGTH = STUD DEPTH — 1/2" 16 GA. x 11/2 x 11/2 BRIDGE CLIP ANGLE TYPICAL (2) #10 SCREWS EA. LEG OF ANGLE ATTACH IN DIAGONAL FASHION FOR MAXIMUM SPREAD 16ga. BRIDGING CHANNEL (typ.) Cold Rolled Lateral Bracing 5 SILL PER SCHEDULE CRIPPLE STUD GAUGE TO MATCH SILL ® 24"oc (max.) PROVIDE UNDER ALL WINDOW MULLIONS (typ.) BOTTOM TRACK 6 Sill JAMB PER SCHEDULE (1) #8 TEK, ES SCREW FASTENERS AS REQD. EA. SIDE OF JAMB CRIPPLE STUD. GAUGE TO MATCH ADJACENT WALL STUDS © 24"oc (max.) 600T125-33 TO MATCH HEADER (typ.) HEADER PER PLAN HEAD PER SCHEDULE Top of Opening with Header COPE FLANGES TO ALLOW FOR CONN. TO WALL STUD. PROVIDE #8 TEK SCREWS ® 4"oc MAX. (3 screws min.) 16ga. ANGLE CLIP T. & B. W/ (2) #10 TEK SCREWS EA. LEG or COPED TRACK W/ (2) #10 TEK SCREWS TO JAMB DBL. STUD OF TYP. WALL STUD 8 FRAMED WALL FINISHED SURFACE NOTES: STUD/TRACK BLKG. PLACED AS REQD. ® EA. END OF WALL AND AT 8'—O"oc WHERE WALLS ARE UNINTERUPTED. CLIP FLANGE & BEND AS SHOWN W/ (2) #10 SCREWS TO EA. STUD — OR PROVIDE 16ga. CLIP ANGLE W/ (2) #10 SCREWS TO EA. LEG. 11/2" x 20ga. CONT. STRAP EA. SIDE OF WALL W/ #10 SCREWS TO EA. STUD AND (3) #10 SCREWS TO BLKG. — SPACE STRAPS EQUALLY OVER HEIGHT OF WALL. (4'-0"oc MAX.) 1. MEMBER SIZES CALLED OUT ARE BASED ON FINAL CONDITION WHERE RIGID SHEATHING ARE ATTACHED TO BOTH FACES OF EACH STUD FOR LATERAL SUPPORT OF STUD FLANGES. DURING CONSTRUCTION, AND FOR SPECIFIC APPLICATIONS (FURRED WALLS, UNSHEATHED WALLS, etc), LOADS MAY BE APPLIED WITHOUT THE INSTALLATION OF SHEATHING PROVIDED THAT STUDS BRACED OR BRIDGED PER TYPICAL BRIDGING AND BRACING DETAILS. 2. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING DURING CONSTRUCTION AS REQUIRED. Flat Strap Lateral Bracing 9 (2) Stud WHERE STUDS OR JOISTS ARE SHOWN TO ABUT, WELD AS SHOWN (3) Stud t = GAGE OF MATERIAL CONNECTED (4) Stud t V 11/2-24 ^1f It If 11 1'/2-24 NOTES: 1. PROVIDE 4" WELD AT TOP & BOTTOM OF BUILT UP MEMBER. THIS DETAIL PROVIDES INTERMEDIATE WELD REQUIREMENTS. 2. REDUCE WELD SPACING OF ALL WELDS NOTED TO 16"oc FOR 6" STUDS 11/2-24 If It t V 11/2-24 Typical Multiple Stud or Joist Attachment 10 11 Opening Framing Schedule at Exterior Walls MEMBER OPENING WIDTH 6'-0 max. 8'-0" max. HEAD or SILL 600T200-43 600T200-54 NOTE: JAMB STUDS ARE IN ADDITION TO TYPICAL WALL FRAMING STUDS. REFER TO NON —BEARING WALL SCHEDULE BELOW. Non -Bearing Exterior Wall Framing Schedule MEMBER WALL HEIGHT 12'-0" max. if 6" 600S162-43 16"oc NOTES: 1. THE WALL HEIGHT IS MEASURED AS THE DISTANCE BETWEEN LATERAL SUPPORTS OR AS (2) TIMES THE LENGTH OF THE CANTILEVER AT THE PARAPET. WHICHEVER IS GREATER. 2. THE CONTRACTOR SHALL COORDINATE THE REQUIRED LOCATIONS OF CANOPY AND PARAPET FRAMING. 3. SEE TYPICAL DETAILS TO INFILL WALL OPENINGS (JAMBS/HEAD/SILL FRAMING). 4. AT OPENINGS, PROVIDE EQUIVALENT NUMBER OF JAMB STUDS BASED ON SOLID WALL EACH SIDE OF OPENING. CRIPPLE STUD. GAUGE TO MATCH ADJACENT WALL STUDS ® 24"oc (max.) HEAD PER SCHEDULE Top of Opening without Header 16ga. ANGLE CLIP W/ (2) #10 TEK SCREWS EA. LEG or COPED TRACK W/ (2) #10 TEK SCREWS TO JAMB (1) #8 TEK, ES SCREWS DBL. STUD OF TYP. WALL STUD Typical Exterior Wall Framing Without Brick Veneer 13 OCCUR WITHIN 12" FROM END OF STUD STUDS MUST BE FULLY SEATED AGAINST TRACK (1/16" MAX. GAP) RUNNER TRACK SAME GAGE AS STUD MINIMUM 11/2" WIDE FLANGES NOTE: • WHEN TRACK IS ATTACHED DIRECTLY TO STUD FLANGE, A STANDARD NO. 6 x 7/16" PAN HEAD SHEET METAL SCREW SHALL BE USED. WHEN DRYWALL COVERING, TRACK AND STUD FLANGES ARE ATTACHED AT SAME TIME, A STANDARD (MIN.) 1" LONG DRYWALL SCREW SHALL BE USED. ANY COMBINATION OF THE ABOVE MATHODS MAY BE USED IN THE ERECTION OF A COMPLETED WALL ASSEMBLY. CONN. BOT. TRACK TO FLOOR W/. 145" 0 DRIVE PINS ® 24"oc U.O.N. 3/4" MAX. PENETRATION WHEN ATTACHED TO P.T. SLABS. SCREW ATTACHMENT SEE NOTE BELOW Typical Top & Bottom Track at Interior Walls 14 DEPTH IN 100 INCHES FLANGE WIDTH IN 100 INCHES v v DESIGNATION: 600 S 200 — 54 MEMBER STYLE Typical Notes: MATERIAL THICKNESS IN 1000 INCHES 1. METAL FRAMING USED SHALL CONFORM TO THE SHAPE, GRADE, SIZE, AND GAGE SPECIFIED. DESIGNATIONS REFER TO SHAPES NOTED BY THE STEEL STUD MANUFACTURER'S ASSOCIATION; SUBSTITUTES SHALL BE EQUIVALENT AND SHALL HAVE PROPERTIES EQUAL TO OR GREATER THAN THOSE SHOWN. 2. METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: 12, 14, AND 16 GAGE ASTM A653, GRADE 50 Fy = 50ksi 18 AND 20 GAGE ASTM A653, GRADE33 Fy = 33ksi 3. ALL 8 AND 10 GAGE MATERIAL SHALL CONFORM TO ASTM A36 WITH A MINIMUM YIELD OF 36,000 psi. 4. REFER TYPICAL BRIDGING AND BRACING DETAILS FOR THE LATERAL SUPPORT OF ALL BEARING WALLS. 5. TRACK SECTIONS SHALL BE UNPUNCHED AND HAVE AT LEAST 11/2" FLANGES. 6. WELDING OF COLD —FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASS OF WELD. Typical Metal Framing Properties 15 16 HOLDOWN STUDS PER SCHEDULE. STUDS SHALL BE INSTALLED BACK TO BACK AT STUD WEB & ATTACHED W/ #8 SCREWS (4 6"oc FULL HEIGHT HDU HOLDOWN SHEARWALL PER PLAN CONT. #4 EA. SIDE OF ANCHOR BOLT Holdown Schedule EDGE SCREWS PER SW SCHEDULE FRAMING CONT. WHERE OCCURS HEADED BOLT OR ALL —THREAD W/ WASHER AND NUT PER SCHEDULE Plan Mark Holdown Screws Anchor Bolt A.B. Embed Holdown Studs HD1 S/HDU4 (6)#14 5/8"4 14" (2)18GA HD2 S/HDU6 (12)#14 5/8"0 18" (2)18GA Typical HDU Holdown 17 SCREWS TO PANEL EDGES (typ.) SURE —BOARD PANEL USE DBL. STUDS MIN. ® WALL ENE (typ.) SHEATHING MAY INSTALLED HORIi OR VERTICALLY. ALL UNSUPPORTE EDGES SCREWS TO INTERMEDIATE FRAMING MEMBEF Loc. SCREWS TO PANEL EDGES . lS o BE :ONTALLY BLOCK D PANEL• 's 16"oc STUD SPACING (typ.) TRACK CONNECTION CONT. TOP TRACK EDGE SCREWS © ALL JAMB, CORNER & WALL END MEMBERS ANCHOR BOLTS PER SCHEDULE CONT. BOT. TRACK SURE -BOARD SCHEDULE REVIEWED FOR CODE COMPLIANCE APPROVED JAN 18 2019 City of Tukwila BUILDING DIVISION MIN. STUD MIL. (GA.) SHEATHING FASTENER SPACING AT PANEL EDGES TRACK CONNECTION © TOP BOTTOM TRACK TO STEEL OR CONC. BELOW 43 (18) 5/8" SURE —BOARD 200 1—SIDE 6" 5/8"0 W.T.S. © 16"oc 5/8"0 ANCHOR BOLTS © 16"oc NOTES: 2. 3. 4. 5. 6. REFER TO GENERAL NOTES AND TYPICAL DETAILS FOR STUD FRAMING REQUIREMENTS. SCREWS SHALL BE #8 x 11/4" BUGLE HEAD W/ 0.138" MINIMUM DIAMETER. INSTALL SCREWS TO INTERMEDIATE FRAMING MEMBERS AT 12" U.N.O. PROVIDE BLOCKING (43 MIL. MIN.) BETWEEN STUDS WHEN TOP OR BOTTOM PANEL EDGE DOES NOT BREAK ON A CONTINUOUS TRACK EDGE SCREW PANEL TO BLOCKING. ANCHOR BOLTS TO CONCRETE SHALL HAVE 7" MINIMUM EMBEDMENT. DOUBLE STUDS AT WALL ENDS TO BE ATTACHED BACK TO BACK W/ #8 SCREWS ® 6"oc FULL HEIGHT. 20 JAN 0 7 2019 RED A1/7/19 Permit Corrections #2 1B 12/11/18 Design Revisions Al2/11/18 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 51 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98121 p: 2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA g84o2 p: 253.284.947o ssfengineers.com JURISDICTIONAL APPROVAL STAMP Issue Date Sheet Title Sheet BID SET 12/20/2018 LIGHT GAUGE FRAMING DETAILS 501