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Permit D18-0299 - KING LASIK - NEW MEDICAL OFFICE AND RETAIL BUILDING
KING LASIK 6700 FORT DENT WAY Apn: 2954900420 FINALED 01/21/2021 DI 8-0299 City of Tukwila Department of Community Development v 6300 Southcenter Boulevard, Suite #100 `} Tukwila, Washington 98188 $ Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: Address: DEVELOPMENT PERMIT 2954900420 Permit Number: 6700 FORT DENT WAY Project Name: KING LASIK Issue Date: Permit Expires On: D18-0299 5/14/2019 11/10/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: FORT DENT REAL ESTATE LLC 900 SW 16TH ST 4#200 , RENTON, WA, 98057 ASO JAFF 1200 FIFTH AVE , SEATTLE, WA, 98101 PETRA INCORPORATED OF IDAHO 1780 BARNES BLVD SW , TUMWATER, WA, 98512 PETRAI1927JM KING LASIK 900 SW 16TH ST , RENTON, WA, 98057 Phone: (206) 720-7001 Phone: (208) 323-4500 Expiration Date: 4/30/2020 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 2 STORY, 13,708 SF MEDICAL OFFICE AND RETAIL SHELL BUILDING. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, PAVING, PAVEMENT RESTORATION, WATER, IRRIGATION DEDUCT METER W/BACKFLOW, SANITARY, BACKFLOW, CURB CUT, DRIVEWAYS, TRAFFIC CONTROL, UNDERGROUNDING OF POWER, TURNOVER, AND STREET USE. Project Valuation: $1,983,941.36 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $132,132.83 Occupancy per IBC: Water District: TUKWILA Sewer District: 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: Yes Volumes: Cut: 550 Fill: 1150 Number: 1 1 Permit Center Authorized Signature: Date: OSitt 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: �G— 74- Date: Print Name: 16 t\ Cr 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: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 2: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 3: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 6: Special inspection for sprayed fire-resistant materials applied to structural elements and decks is required. Special inspections shall be based on the fire -resistance design as designated in the approved construction documents. 7: Manufacturers installation instructions shall be available on the job site at the time of inspection. 8: Approved plans shall be maintained at the construction site and shall be readily available to the Electrical Inspector. 9: ***PUBLIC WORKS PERMIT CONDITIONS*** 0 0 10: Call to schedule mandatory pre -construction meeting with Scott Moore, Public Works Senior Inspector, (206) 433-0179. 11: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 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. 12: 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. 13: 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. 14: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 15: 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. 16: 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. 17: 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. 18: Any material spilled onto any street shall be cleaned up immediately. 19: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 20: 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. 21: The Land Altering Permit Fee is based upon an estimated 550 cubic yards of cut and 1,150 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. 22: 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. 23: 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: Driveway shall comply with City commercial standards. Driveway width shall be a 25' minimum and 35' maximum. Slope shall be a maximum off 15%. Turning radii shall be a minimum of 10'. 25: 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. 26: Within 3 business days of any lane closure(s) within Interurban Ave. South, Contractor shall call Construction Information Coordinator, King County Department of Transportation, Metro Transit Division @ (206) 477-1140 or email construction.coord@kingcounty.gov. 27: 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. 28: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 29: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 30: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $3,600.00 under PW permit C18-0003. 31: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $50,371.61. 34: Project to comply with Geotechnical Engineering Study, by Earth Solutions NW, LLC, dated September 18, 2014; Geotechnical Engineering Study Update, by Earth Solutions NW, LLC, dated September 25, 2017; and subsequent geotechnical reports / evaluations. 32: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 33: 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. Owner/Applicant shall sign w/Notary a Stormwater Covenant to be recorded at King County Recorder's Office. Owner/Applicant to pay for the cost of recording. 35: Prior to issuance of this permit Owner shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 36: Conveyance of Public Improvements shall be signed w/Notary by the Owner/Applicant as part of the Turnover process; all prior to Public Works final. Document to be recorded at King County and recording cost paid by the Owner/Applicant as part of this permit. Owner shall provide As-Builts & an ACAD CD. Owner shall also provide a two (2) year maintenance bond in the amount of 10% x cost of work within the Public right-of-way. 37: Any disturbed traffic loops, signage, and/or channelization within Interurban Ave. South shall be replaced in-kind. 38: Full street grind and overlay is required within Fort Dent Way. Coordinate with the Public Works Senior Inspector. 78: Radiuses at entrances from Fort Dent Way and Interurban Ave S. to be a minimum of 28ft. 79: Detention vault lid to be hatched in yellow diagonal striping and labeled "NO OUTRIGGER LOADING". 42: 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) 39: 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) 40: 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) 41: 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) 43: Maintain fire extinguisher coverage throughout. 44: 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) 45: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 46: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 47: 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) 48: 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) 49: 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) 50: 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) 51: 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) 52: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 54: 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). 53: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2436) 55: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2436) 57: 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) 58: 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) 59: 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) 60: 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) 61: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 62: 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. 0 63: 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) 65: 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. 67: 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) 64: 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) 68: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 66: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2437) 69: 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. 70: 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) 71: 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) 72: 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, and shall have a 1 1/4" Pentagon open -lift operating not. (City Ordinance #2052) 73: Fire hydrants shall be oriented in the direction of fire apparatus access. 74: 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) 75: 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) 56: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 76: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 77: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 80: All design elements on the building and the site, including landscaping must be completed prior to final occupancy. The city will not allow the design elements to be deferred, instead all items must be completed before final inspection. It is highly unlikely that the city will consider financial guarantee in lieu of completing the work. 81: Signs are not approved as part of this permit. A separate sign permit is required 82: A soils inspection is required after amending the soil, but before any plants are installed 83: 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 84: For trees and plants planted in sidewalks and parking lots, or in limited areas of soil volume, structural soils (Cornell University "CU" product or similar) must be used to a preferred depth of 36 inches, to promote root growth and provide structural support to the paved area. Minimum soil volumes for tree roots shall be 750 square feet per tree (see specifications and sample plans for CU -Structural Soils). Trees and other landscape materials shall be planted per specifications in "CU Structural Soils —A Comprehensive Guide" or using current BMPs subject to administrative review and approval of the technical information report (TIR.) Suspended pavement systems (Silva Cells or similar) may also be used if approved. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 5170 BACKFLOW - IRR 5190 BACKFLOW - WATER 1700 BUILDING FINAL** 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 0612 EXT ROOFING INSUL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 5230 PAVING AND RESTORE 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL cl 5160 PUBLIC WORKS PRE -CON 5070 SANITARY SIDE SEWER 4037 SI -CAST -IN-PLACE 4027 SI -COLD -FORM WELD 4043 SI-E.I.F.S 4028 SI-REINF STEEL -WELD 4039 SI -SEISMIC RESTIST 4035 SI -SOILS 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM 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. Er Project No. Date Application . Date Application' Expires: 03 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: 6700 FORT DENT WAY, TUKWILA Tenant Name: KING LASIK. PROPERTY OWNER Name: KING LASIK/ CHRISTIAN MONEA Address: 900 SW 16th STREET City: RENTON State: WA Zip: 98057 CONTACT PERSON - person receiving all project communication Name: ASO JAFF Address: 2505 THIRD AVE. #324 City: SEATTLE State: WA Zip: 98121 Phone: 206-720-7001 Fax: Email: ASO@CRAFTARCHITECTS.COM GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: Address: 2505 THIRD AVE. #324 City: SEATTLE State: WA Zip: 98121 Phone: (206) 720-7001 Fax: City: State: Zip: Phone: Fax: c7 Contr Reg No.: Exp Date: Tukwila Business License No.: H: Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh King Co Assessor's Tax No.: 2954900420 Suite Number: Floor: New Tenant: ® Yes ..No ARCHITECT OF RECORD Company Name: CRAFT ARCHITECTS Architect Name: KATHRYN M. CRAFT Address: 2505 THIRD AVE. #324 City: SEATTLE State: WA Zip: 98121 Phone: (206) 720-7001 Fax: Email: KATHY@CRAFTARCHITECTS.COM ENGINEER OF RECORD Company Name: DCI ENGINEERS Engineer Name: AASRON MILLER Address: 818 STEWART STREET # 1000 Cit': SEATTLE State: WA Zip: 98101 Phone: (206) 787-8432 Fax: Email: AMILLER@DCI-ENGINEERS.COM LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: /64/4_ .4,...;/. /.. Address: Q /ED /.4J /4,'S S4r.PA/-0./1)City: ,Jl� t State: toek Zip: c7 Page 1 of 4 0 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): g I,?j/�((- Describe the scope of work (please provide de lied information): CONSTRUCTION OF NEW 2 STORY MEDICAL OFFICE AND RETAIL SHELL BUILDING Existing Building Valuation: $ Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide AH Building Areas in Square Footage Below 1P` Floorr'' Interior' Remodel Addition to Existing Structure New 6,969 Type of Construction per IBC LtB Type of Occupancy per IBC M rdFloor 6,739 B 3rd Floor Floors 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) *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: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinlders 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 0 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-I I.docx Revised: August 2011 bh Page 2 of 4 c PUBLIC WORKS PERMIT INFORMATION— 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District DI ...Tukwila ❑...Water District #125 0 ...Water Availability Provided Sewer District ..• .Tukwila O ...Sewer Use Certificate 0 .. Highline 0 ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle 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. Submitted with Application (mark boxes which apply): m ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 O ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ .. Geotechnical Report O .. 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 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Grease Interceptor ❑ ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Channelization VI ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation ❑ ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding ® ...Backflow Prevention - Fire Protection Irrigation Domestic Water VI ...Permanent Water Meter Size... 1 " WO # 0 ...Temporary Water Meter Size .. 71 WO # 0 ...Water Only Meter Size WO # ❑...Deduct Water Meter Size VI ...Sewer Main Extension Public VI Private 0 0 ...Water Main Extension Public Private 0 13 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: 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\Perntit Application Revised - 8-9-I I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES -- Value 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 OWNER O/' +' r ' ED AG oo�� Signature: / Date: 9..20 Print Name: A AFF / FT ARCHITECTS Day Telephone: (206) 720-7001 Mailing Address: 2505 THIRD AVE. # 324 H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh SEATTLE WA 98121 City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME King Lasik PERMIT # D18-0299 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 2. Enter total construction cost for each improvement category: Mobilization $5,000.00 Erosion prevention $10,000.00 Water/Sewer/Surface Water $40,000.00 Road/Parking/Access $50,000.00 A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $2,500.00 C. 2.0% of amount over $100,000, but less than $200,000 of A. $100.00 D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ 2,600.00 (4) $105.000.00 $250 (1) 5. Enter total excavation volume 550 cubic yards Enter total fill volume 1,150 cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 L 10,001 — 100,000 $49.25 for 1ST 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 18T 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees ORRECTION rR# I 49.25 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 2,899.25 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. RECEIVER CITY OF TUKWILA Approved 09.25.02 Last Revised 02/21/17 1 tt% Qt'('j NUY 21 2018 PERMIT CENTER i 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) $ 2,600.00 (6) 7. Pavement Mitigation Fee $ 21,900.00 (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 p 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. 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. 1,001 — 10,000 $194.50 for et 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001-100,000 $325.00 for the 1St 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 02/21/17 2 196.68 (8) 1,234.83 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN 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 $ 0.00 (9) 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 $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 25,897.91 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 Alliance RCFC 01.01.2017 —12.31.2017 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY :` PAID $72.10 D18-0299 Address: 6700 FORT DENT WAY Apn: 2954900420 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R20694 R000.345.830.00.08 1.00 $70.00 $72.10 Date Paid: Thursday, May 07, 2020 Paid By: DAN KING Pay Method: CREDIT CARD 907095 Printed: Thursday, May 07, 2020 8:00 AM 1 of 1 SYSTEMS Page 1 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 05/07/2020 07:59:19 AM CREDIT CARD SALE VISA CARD NUMBER: **********0456 K TRAN AMOUNT: $72.10 APPROVAL CD: 907095 RECORD #: 000 CLERK ID: Bill X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy https://classic.convergepay.com/V irtualMerchant/transaction.do?dispatchMethod=printTran... 5/7/2020 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 05/07/2020 07:59:19 AM CREDIT CARD SALE VISA CARD NUMBER: **********0456 K TRAN AMOUNT: $72.10 APPROVAL CD: 907095 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy. ,S. Page 2 of 2 https://clas ic.convergepay.com/VirtualMerchant/transaction.do?dispatchMethod=printTran... 5/7/2 20 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $72.10 D18-0299 Address: 6700 FORT DENT WAY Apn: 2954900420 $72.10' Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R18914 R000.345.830.00.00 1.00 $70.00 $72.10 Date Paid: Friday, October 25, 2019 Paid By: CHRISTIAN MONEA Pay Method: CREDIT CARD 02898G Printed: Friday, October 25, 2019 9:16 AM 1 of 1 SYSTEMS 0 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 10/25/2019 09:14:29 AM CREDIT CARD SALE VISA CARD NUMBER: **********2699 K TRAN AMOUNT: $72.10 APPROVAL CD: 02898G RECORD #: 000 CLERK ID: Laurie Thank you! Customer Copy kr- --'''-‘5' ti O ? J a O Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID $1,058.33 D18-0299 Address: 6700 FORT DENT WAY Apn: 2954900420 $1,058.33 1 INCH $1,027.50 CASCADE WATER ALLIANCE B640.237.500 0.00 $1,027.50 Credit Card Fee $30.83 Credit Card Fee TOTAL FEES PAID BY RECEIPT: R17902 R000.369.908.00.00 0.00 $30.83 $1,058.33 Date Paid: Friday, June 14, 2019 Paid By: CHRISTIAN MONEA Pay Method: CREDIT CARD 05452G Printed: Friday, June 14, 2019 12:56 PM 1 of 1 CSYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 06/14/2019 12:55:14 PM VISA CARD NUMBER: TRAN AMOUNT: APPROVAL CD: RECORD #: CLERK ID: X CREDIT CARD SALE **********2699 K $1,058.33 05452G 000 Rachelle {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy j CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 06/14/2019 12:55:14 PM CREDIT CARD SALE VISA CARD NUMBER: **********2699 K TRAN AMOUNT: $1,058.33 APPROVAL CD: 05452G RECORD #: 000 CLERK ID: Rachelle Thank you! Customer Copy Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $121,679.67 D18-0299 Address: 6700 FORT DENT WAY Apn: 2954900420 $121,679.67 1 INCH $16,137.50 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALLIANCE B640.237.500 0.00 $15,012.50 DEVELOPMENT $19,790.43 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $2,600.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $2,600.00 PERMIT FEE R000.322.100.00.00 0.00 $13,325.48 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $1,239.95 IMPACT FEE $33,907.71 FIRE R304.345.852.00.00 0.00 $17,978.92 PARK R104.345.851.00.00 0.00 $15,928.79 PUBLIC WORKS $51,001.86 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 PERMIT ISSUANCE R000.342.400.00.00 0.00 $209.00 FILING AND RECORDING FEES R000.345.890.00.00 0.00 $122.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $50,371.61 TECHNOLOGY FEE $817.17 TECHNOLOGY FEE R000.322.900.04.00 0.00 $817.17 WATER METER $25.00 DEDUCT METER INSTALL FEE TOTAL FEES PAID BY RECEIPT: R17628 R000.322.100.00.00 0.00 $25.00 $121,679.6 7 Date Paid: Friday, May 10, 2019 Paid By: JOSEPH KING Pay Method: CHECK 129 Printed: Friday, May 10, 2019 9:45 AM 1 of 1 SYSTEMS PerrrsitTRAK DESCRIPTIONS Cash Register Receipt City of Tukwila Recei R ACCOUNT 1 QUANTITY is Number 439 D18-0299 Address: 6700 FORT DENT WAY Apn: 2954900420 DEVELOPMENT PLAN CHECK FEE STRUCTURAL CONSULTANT TOTAL FEES PAID BY RECEIPT: R15439 8000.345.830.00.00 R000.345.830.01.00 0.00 0.00 PAID $10,453.16 $10,453.16 $10,453.16 $8,661.56 $1,791.60 $10,453.16 Date Paid: Thursday, September 20, 2018 Paid By: KING LASIK Pay Method: CHECK 6774 Printed: Thursday, September 20, 2018 4:22 PM 1 of 1 Permit Number: D18-0299 Permit Inspections. City of Tukwila Applied: 9/20/2018 Approved: 2/7/2019 Issued: 5/14/2019 Finaled: 1/21/2021 Status: FINALED Parent Permit: Parent Project: Details: Description: KING LASIK Site Address: 6700 FORT DENT WAY City, State Zip Code:TUKWILA, WA98168 Applicant: KING LASIK Owner: FORT DENT REAL ESTATE LLC Contractor: PETRA INCORPORATED OF IDAHO CONSTRUCTION OF NEW 2 STORY, 13,708 SF MEDICAL OFFICE AND RETAIL SHELL BUILDING. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, PAVING, PAVEMENT RESTORATION, WATER, IRRIGATION DEDUCT METER W/BACKFLOW, SANITARY, BACKFLOW, CURB CUT, DRIVEWAYS, TRAFFIC CONTROL, UNDERGROUNDING OF POWER, TURNOVER, AND STREET USE. INSPECTIONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS LATH GYPSUM BOARD Bill Centen (425)979-6434 Notes: CONCRETE SLAB Bill Centen Notes: FOOTING Bill Centen Notes: WALL SHEATHiNG_SHEAR Bill Centen (425)419-6187 Notes: BUILDING FINAL** Bill Centen Notes: ENERGY EFF CERT Bill Centen Notes: FOOTING DRAINS Bill Centen Notes: Printed: Thursday, 09 September, 2021 1 of 14 it SUPERION Permit Inspections City of Tukwila Printed: Thursday, 09 September, 2021 2 of 14 it k SUPERION SI -COLD -FORM WELD Bill Centen Notes: SI-E.I.F.S Bill Centen Notes: SI-REINF STEEL - WELD Bill Centen Notes: SI -SEISMIC RESTIST Bill Centen Notes: SI -SOILS Bill Centen Notes: SLAB FLOOR INSUL Bill Centen Notes: LATH_GYPSUM BOARD Bill Centen Notes: SI -STEEL CONST Bill Centen Notes: PRE CONSTRUCTION Bill Centen Notes: MONITOR BEN HAYMAN Notes: STORM DRAINAGE Eric Pritchard (425)979-6434 Notes: STORM DRAINAGE Eric Pritchard (425)979-6434 Notes: Printed: Thursday, 09 September, 2021 2 of 14 it k SUPERION Permit Inspections City of Tukwila Printed: Thursday, 09 September, 2021 3 of 14 ik SUPERION PAVING AND RESTORE Eric Pritchard (425)979-6434 Notes: CURB ACCESS SDW Eric Pritchard 425-979-6434 Notes: BACKFLOW - FIRE Eric Pritchard (425)979-6434 Notes: SOILS Max Baker APPROVED Notes: TREE PROTECT MEASURE Max Baker APPROVED Notes: PUBLIC WORKS PRE -CON Scott Moore Notes: EROSION MEASURES Scott Moore Notes: STORM DRAINAGE Scott Moore Notes: SANITARY SIDE SEWER Scott Moore Notes: STREET USE Scott Moore Notes: EROSION MEASURES FNL Scott Moore Notes: BACKFLOW - IRR Scott Moore Notes: Printed: Thursday, 09 September, 2021 3 of 14 ik SUPERION Printed: Thursday, 09 September, 2021 4 of 14 i1 SUPERION BACKFLOW - WATER Scott Moore Notes: ' CHANNELIZATION_S TP Scott Moore Notes: 5/23/2019 5/23/2019 PUBLIC WORKS PRE -CON Scott Moore PARTIAL APPROVAL Notes: 5/29/2019 AM 5/29/2019 EROSION MEASURES Eric Pritchard PARTIAL APPROVAL 104599 Notes: Met with contractor and representatives from Planning - discussed what measures will need to be in place prior to beginning any other work on site. 5/29/2019 5/29/2019 EROSION MEASURES Scott Moore PARTIAL APPROVAL Notes: Met on site to go over 401 permit conditions 6/7/2019 6/7/2019 EROSION MEASURES Eric Pritchard PARTIAL APPROVAL Notes: Silt fencing installed around perimeter of jobsite, doubling as construction fence and indicating clearing limits. Construction entrances will be installed within the next week. 6/13/2019 6/13/2019 EROSION MEASURES Eric Pritchard PARTIAL APPROVAL Notes: Temporary erosion measures: silt fencing is installed, catch basin filters are in place, construction entrance on Interurban Ave is in place. There is water on site, and dirt work crew is using it as needed for dust control. Construction entrance on Fort Dent Way is not built yet, and temporary pond is currently being constructed. 6/18/2019 AM 6/18/2019 EROSION MEASURES Eric Pritchard PARTIAL APPROVAL 25902 Notes: Erosion measures are all installed per plans. OK to proceed. 7/8/2019 7/8/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: Excavation is almost complete for StormTech chamber system. Observed dense clay soil in excavated area. Discussed need for soils report addressing these conditions with Pet a representative Dwayne Poeppel. Also met with Spartan representatives to discuss means and methods of StormTech install. 7/9/2019 PM 7/9/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 351310 Notes: Excavation for StormTech chambers is complete per plans. OK to proceed. Printed: Thursday, 09 September, 2021 4 of 14 i1 SUPERION Permit Inspections City of Tukwila 7/10/2019 7/10/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: Placed control structure today, prior to fabric or rock going down. OK to proceed. 7/11/2019 7/11/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: Storm Drainage CB#2 and #4 in place per plans. OK to proceed. 7/12/2019 7/12/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: Geotech fabric and some rock in place per plan. OK to proceed. 7/17/2019 7/17/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: StormTech chambers are about 40% installed. OK to proceed. 7/19/2019 AM 7/19/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 132102 Notes: Remainder of StormTech chambers are installed, and piping run to CB in NE corner. CBs and other storm structures are not grouted. OK to proceed. 7/22/2019 PM 7/22/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 142841 Notes: Stormtech system is 90% installed. Need to finish tying in to control structure and place modular wetland. 8/1/2019 AM 8/1/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 272530 Notes: StormTech chamber system is 90% complete. Control structure is not in place yet. Storm drainage CBs #7 and 8 are in place per plans. OK to bury. 8/20/2019 AM 8/20/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 553796 Notes: CB #5 and #6 are installed, including the pipe run between. OK to bury. 8/28/2019 AM 8/28/2019 SANITARY SIDE SEWER Eric Pritchard PARTIAL APPROVAL 92205 Notes: Side sewer is complete from tie-in to existing stub, to approx. 20 feet from final 90 into building. OK to bury. Will need to pass head test prior to final approval. 9/6/2019 AM 9/6/2019 FOOTING Lee Sipe PARTIAL APPROVAL 395087 Notes: OK - footings contingent upon S. I. inspection. Grid line B/1-7 Grid line C/1-7 Grid line D/1-7 Printed: Thursday, 09 September, 2021 5 of 14 r1 SUPERION Permit Inspections City of Tukwila 9/13/2019 AM 9/13/2019 FOOTING Bill Centen PARTIAL APPROVAL 324613 Notes: 9/13/2019 - BC *Inspected spread footings at the following locations: *A Line from 1-7. *B Line @ 3,4,4 & 7 lines. *Inspection Brace Frame Footing at B-6. *Ok to pour w/ Special Inspectors approval 9/13/2019 9/13/2019 FOUNDATION WALL Bill Center,PARTIAL APPROVAL Notes: 9/13/2019 - BC *Elevator foundation walls w/ slab dowel tie-ins @ 16' o.c. - Ok to pour per Special inspections 9/13/2019 9/13/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: Pipe run from CB #1 to CB#2 is complete - exterior grouting is complete. OK to bury. 9/25/2019 AM 9/25/2019 BACKFLOW - FIRE Eric Pritchard NOT APPROVED 6994 Notes: Fire line installation is not per revised plans. Please confirm that revised plans have been reviewed and approved by city of Tukwila Public Works. 10/1/2019 10/1/2019 BACKFLOW - FIRE Eric Pritchard NOT APPROVED Notes: Fire line from riser room to vault: reviewed blocking and restraint requirements and determined that the current layout does not allow enough room for proper blocking. Contractor is to order some different fittings to allow for an approach from a different angle. 10/3/2019 AM 10/3/2019 STORM DRAINAGE Eric Pritchard NOT APPROVED 521369 Notes: Flow from CB #4 to CB #5 is not correct. Flow should be from 5 to 4. Contractor to correct prior to next Storm inspection. 10/3/2019 AM 10/3/2019 BACKFLOW - FIRE Eric Pritchard CANCELLED 525332 Notes: Nothing changed since 10/01 10/7/2019 10/7/2019 BACKFLOW - FIRE Scott Moore PARTIAL APPROVAL Notes: Thrust blocks were formed to proper size for the fire double check. Thrust blocks were formed to proper size for the fire double check. 10/8/2019 AM 10/8/2019 BACKFLOW - FIRE Eric Pritchard PARTIAL APPROVAL 10123 Notes: Thrust blocks, shackle rods and fittings look good from floor flange to 1 stick past first 45. OK to bury. 10/8/2019 AM 10/8/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 8949 Notes: ADS N12 pipe from Control Structure to Modular Wetland is in place. Not grouted yet. OK to proceed. Printed: Thursday, 09 September, 2021 6 of 14 sk SUPERION Permit Inspections City of Tukwila 10/9/2019 10/9/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: ADS N12 pipe from Control Structure to Modular Wetland is grouted. OK to bury. 10/14/2019 10/14/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: Flow from CB #5 to CB #4 has been corrected and pipe is grouted at structures. OK to bury. 10/16/2019 AM 10/16/2019 CONCRETE SLAB Bill Centen PARTIAL APPROVAL 351383 Notes: 10/16/2019 - BC Partial approval - *Inspected level 1 concrete slab w/ horizontal ridged insulation. Vapor barrier and rebar slab appears to be per plan - Ok to pour w/ Special Inspector's approval 1. Fyi - Vertical ridged insulation is still required after stripping forms on exterior slab edge "before backfill". 10/28/2019 AM 10/28/2019 CONCRETE SLAB Bill Centen CANCELLED 10153 Notes: 10/30/2019 10/30/2019 CONCRETE SLAB Bill Centen PARTIAL APPROVAL Notes: 10/30/2019 - BC *Level 1 exterior ridged slab insulation is installed vertically per plan - ok to cover. 11/4/2019 AM 11/4/2019 FOOTING DRAINS Bill Centen PARTIAL APPROVAL 451488 Notes: 11/4/2019 - BC Footing drains are approved on North wall only 1. All other walls are not ready at this time. 11/5/2019 11/5/2019 FOOTING DRAINS Bill Centen APPROVED PLEASE CALL PRIOR Notes: Contact Info - 253-732-5333 Eric Contact Info - 253-732-5333 Eric 12/3/2019 AM 12/3/2019 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 24332 Notes: Tightlines from roof are in place - per RFI, not reviewed by City. The engineer has changed the plan to show a pipe run from the NW corner of the building to CB#7. All in place except final run to CB #7. OK to bury. 12/4/2019 12/4/2019 STORM DRAINAGE Eric Pritchard CANCELLED Notes: No progress due to weather. 12/10/2019 AM 12/10/2019 BACKFLOW - FIRE Eric Pritchard PARTIAL APPROVAL 514403 Notes: Met with underground pipe company and PSE on site to discuss utility crossing options. OK to proceed. Printed: Thursday, 09 September, 2021 7 of 14 i4 SUPERION Permit Inspections City of Tukwila 1/8/2020 AM 1/8/2020 SI -STEEL CONST Bill Centen CANCELLED 585499 Notes: 1/8/2020 1/8/2020 SANITARY SIDE SEWER Eric Pritchard PARTIAL APPROVAL Notes: Connection made to sewer stub under sidewalk - PVC to concrete via MaxAdaptor coupling. OK to bury. 1/24/2020 AM 1/24/2020 CONCRETE SLAB Lee Sipe NOT APPROVED 593320 Notes: Concrete slab Level 2 was placed before inspection approval. Special inspector only seen partial reinforcing before concrete was placed. Need to have Engineer observance and approval of slab with concrete placed. 1/30/2020 AM 1/30/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 525347 Notes: Observed roof drains and footing drains tie-in on east side of building. OK to proceed. 2/5/2020 AM 2/5/2020 STORM DRAINAGE Enc Pritchard CANCELLED 503112 Notes: Cancelled due to weather. Contractor will reschedule. 2/11/2020 AM 2/11/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 481338 Notes: Connection from roof drain tight lines to storm structure is OK to bury. 2/12/2020 2/12/2020 SANITARY SIDE SEWER Eric Pritchard PARTIAL APPROVAL Notes: Side sewer connection to tee at main is OK to bury. 2/19/2020 AM 2/19/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 43311 Notes: Storm pipe from filtration structure to manhole in ROW is in place per plans. Sand collar and grout are complete at the manhole, but were not finished at time of inspection. OK to bury after sending picture of completed grout work at filtration structure. 3/5/2020 AM 3/5/2020 SI-STRUCT STEEL Darrin Graham APPROVED #7 Notes: 3/5/2020 AM 3/5/2020 FRAMING Darrin Graham APPROVED #7 Notes: CF3 Approved for cover. 4/14/2020 AM 4/14/2020 WALL INSULATION Lee Sipe PARTIAL APPROVAL #8 Notes: P/A approved: Parapet insulation. Printed: Thursday, 09 September, 2021 8 of 14 r1 SUPERION 4/14/2020 AM 4/14/2020 WALL SHEATHING_ SHEAR Lee Sipe PARTIAL APPROVAL #8 Notes: P/A Approved: Densglass sheathing. 5/14/2020 AM 5/14/2020 LATH _GYPSUM BOARD Lee Sipe NOT APPROVED 204492 Notes: Need RFI for rated walls/ceilings with details. For elevator shafts, stair shafts, duct/mechanical shafts electrical rooms. Also concealed space draft stopping. Including hour rating, material required. 6/4/2020 AM 6/4/2020 WALL INSULATION Lee Sipe PARTIAL APPROVAL 365650 Notes: P/A exterior wall insulation, W. side of building only. 6/18/2020 6/18/2020 SPRINKLER COVER AARON JOHNSON PARTIAL APPROVAL Notes: Cover approved for North Stairs, Hydro still pending installation of domestic water feed from public works. 6/23/2020 AM 6/23/2020 GLAZING Lee Sipe PARTIAL APPROVAL 322691 Notes: P/A Approved: 1 Partial glazing. 2. Elevator shaft GWB fastening. 7/8/2020 AM 7/8/2020 LATH _GYPSUM BOARD Lee Sipe PARTIAL APPROVAL 502025 Notes: P/A approved GWB fire/smoke penetrations at elevator shaft, mechanical shaft. stair well shaft inside only. 7/9/2020 AM 7/9/2020 WATER METER PERM Eric Pritchard CANCELLED 34008 Notes: There was a scheduling conflict and this is getting pushed to another day. 7/13/2020 7/13/2020 FIRE LOOP HYDRANT Eric Pritchard PARTIAL APPROVAL Notes: On site consultation regarding fire vault, FDC and PIV install. OK to proceed. 7/16/2020 AM 7/22/2020 SUSPENDED CEILING Lee Sipe APPROVED 404402 Notes: 7/22/2020 AM 7/22/2020 GLAZING Lee Sipe APPROVED 235568 Notes: Printed: Thursday, 09 September, 2021 9 of 14 rA SUPERION Permit Inspections City of Tukwila 7/29/2020 7/29/2020 SPRINKLER COVER Brian Lucero APPROVED Notes: Okay to cover all remaining hard lids 8/4/2020 AM 8/4/2020 WALL INSULATION Lee Sipe APPROVED 122569 Notes: Wall insulation L1, L2 8/17/2020 AM 8/17/2020 BACKFLOW - FIRE Eric Pritchard PARTIAL APPROVAL 133313 Notes: Inspected fire line from outside of riser room to PIV. OK to bury, except for thrust block area at 90b0 bend. Foam at fire/storm crossing is to be replaced with ethafoam, per city standards. 8/31/2020 AM 8/31/2020 BACKFLOW - FIRE Eric Pritchard PARTIAL APPROVAL 1802 Notes: Discussed means and methods for fire line connection. OK to proceed. 9/4/2020 9/4/2020 GLAZING Lee Sipe APPROVED Notes: 9/23/2020 AM 9/23/2020 BACKFLOW - FIRE Eric Pritchard CANCELLED (425)979-6434 Notes: Wet tap for today was canceled. Contractor will reschedule it. Wet tap for today was canceled. Contractor will reschedule it. Wet tap for today was canceled. Contractor will reschedule it. Wet tap for today was canceled. Contractor will reschedule it. 10/1/2020 10/1/2020 WATER METER PERM Eric Pritchard PARTIAL APPROVAL Notes: Meter setter is in place per plans and specs. OK to bury. RPBA and risers are on site, OK to proceed with install. 10/1/2020 AM 10/1/2020 FIRE LOOP HYDRANT Eric Pritchard PARTIAL APPROVAL 425-979-6434 Notes: Discussed placing a thrust block behind the 90b0 bend and using flange by flange spool pieces into the fire vault for restraint. OK to proceed. 10/8/2020 AM 10/8/2020 PAVING AND RESTORE Eric Pritchard PARTIAL APPROVAL (425)979-6434 Notes: Walked the frontage in right of way with representatives from Petra to discuss expectations for sidewalk restoration and traffic control, specifically pedestrian traffic control. 10/13/2020 AM 10/13/2020 FIRE LOOP HYDRANT Eric Pritchard NOT APPROVED 425-979-6434 Notes: Thrust blocks at hydrant and tapping T are undersized and need to be brought in line with city standards of 10 ft.b2 of bearing surface. Printed: Thursday, 09 September, 2021 10 of 14 s4 SUPERION Permit Inspections City of Tukwila 10/16/2020 PM 10/16/2020 CURB ACCESS SDW Eric Pritchard PARTIAL APPROVAL 425-979-6434 Notes: Forms inspection for curb and gutter at entrance - OK to proceed. 10/19/2020 AM 10/19/2020 FIRE LOOP HYDRANT Eric Pritchard PARTIAL APPROVAL 425-979-6434 Notes: Approved Hydrant thrust block forms at tapping T and behind hydrant. 10/22/2020 10/23/2020 FIRE LOOP HYDRANT Eric Pritchard PARTIAL APPROVAL 425-979-6434 Notes: Met on site to discuss restraint requirements at FDC and fire vault. OK to proceed. 10/29/2020 AM 10/29/2020 FIRE LOOP HYDRANT Eric Pritchard PARTIAL APPROVAL 425-979-6434 Notes: Approved meter center is in place and OK to bury. USC -listed RPBA is in place and OK to pour slab. FDC line is in place and OK to bury. Thrust block at 90° bend between valve and fire vault is OK. Press block at 90° bend going into riser room is OK. 11/4/2020 AM 11/4/2020 WATER METER PERM Eric Pritchard APPROVED (425) 979-6434 Notes: Meter setter and meter box are installed per city standards. Ready for meter installation by city crew. 11/6/2020 11/6/2020 FIRE LOOP HYDRANT Eric Pritchard PARTIAL APPROVAL 425-979-6434 Notes: Hydrostatic test performed today, 250 psi held from 0827 to 1027. OK to proceed. 11/9/2020 11/9/2020 FIRE LOOP HYDRANT Eric Pritchard PARTIAL APPROVAL 425-979-6434 Notes: Obtain water purity sample for fire loop. Delivered sample to Seatt e public utilities laboratory. Contractor to wait for lab results prior to making connection. 11/13/2020 AM 11/13/2020 FIRE LOOP HYDRANT Eric Pritchard PARTIAL APPROVAL (425) 979-6434 Notes: Contractor has cut final piece to size, swabbed with chlorinated water and fitting together with two longform sleeves. OK to proceed. 11/17/2020 AM 11/17/2020 FIRE: LOOP HYDRANT Eric Pritchard PARTIAL APPROVAL (425)979 6434 Notes: Passed bag test on fire riser. Sprinkler connection is 11/17/2020 PM approved. I 11/17/2020 I BACKFLOW FIRE I Eric Pritchard I PARTIAL APPROVAL ( (425)979-6434 Notes: Need backflow test report from certified BAT prior to approval. Printed: Thursday, 09 September, 2021 11 of 14 i1 SUPERION Permit Inspections City of Tukwila 11/24/2020 11/24/2020 LATH —GYPSUM BOARD Darrin Graham PARTIAL APPROVAL Notes: 1st Layer Elevator front approved 1st and 2nd floor Complete second layer seal fire penetrations call for reinspection when ready. 11/24/2020 AM 11/24/2020 WALL SHEATHING_SHEAR Darrin Graham NOT APPROVED (425)419-6187 Notes: called in wrong inspection 12/1/2020 AM 12/1/2020 LATH —GYPSUM BOARD Darrin Graham PARTIAL APPROVAL (425)979-6434 Notes: ok to cover elevator fronts first and second level. DAS closet second layer verified. 12/1/2020 AM 12/1/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL (425)979-6434 Notes: Inspected several elements: swale in Interurban right of way has temporary erosion measures in place, waiting for April planting season for final measures; flow restrictor T has been installed in control structure; Received certification of modular wetland structure/media. OK for contractor to release water into city storm system. 12/2/2020 12/2/2020 SPRINKLERS AARON JOHNSON APPROVED Notes: Schell and core is complete, additional permitting is approved for additional work on the tenant spaces. 12/4/2020 12/4/2020 CONCRETE SLAB Bill Centen PARTIAL APPROVAL Notes: Concrete slab for future Trash enclosure - ok to pour 12/11/2020 AM 12/11/2020 STORM DRAINAGE Eric Pritchard CANCELLED (425)979-6434 Notes: Cancelled by contractor. Will reschedule. 12/16/2020 PM 12/16/2020 FOUNDATION WALL Darrin Graham APPROVED (425) 979-6434 Notes: CMU @ Trash enclosure 12/30/2020 AM 12/30/2020 BUILDING FINAL** Darrin Graham CANCELLED (425)979-6434 Notes: Not ready 12/30/2020 12/30/2020 LAND ALTERING Eric Pritchard APPROVED Notes: 12/30/2020 12/30/2020 PUBLIC WORKS FINAL Eric Pritchard NOT APPROVED *SEE NOTE Notes: DO NOT FINAL UNTIL TRAFFIC CONCURRENCY OF $3,600 IS PAID UNDER C18-0003. Dan - there are several items that need to be addressed prior to final approval from Public Works: Parmit rnnditinn - "nn NMT FINAL UNTIL TRAFFIC CONCURRENCY OF 53,600 IS PAID UNDER C18-0003." Printed: Thursday, 09 September, 2021 12 of 14 �tT i1 SUPERION Permit Inspections City of Tukwila Side sewer clean outs need to comply with 55-03 (attached). Please note that the ring and lid should sit on a pipe collar; ring and lid within planter area should be held in place with a 2' x 2' concrete pad, and we're looking for a flanged mechanical plug (see example, attached). Please have bolts removed for inspection. Storm drainage maintenance agreement is needed from the owner. Storm drainage system approval is not fully approved, pending my review of the video inspection. Fire vault: DCDA and bypass need test cocks plugged prior to approval. I understand that the final erosion measures within the storm Swale and the asphalt grind and overlay within Fort Dent Way carat be completed until the spring. Please work with our permitting department on a possible bond for these items. 1/13/2021 AM 1/15/2021 PLANNING FINAL Max Baker APPROVED (425)979-6434 Notes: 1/13/2021 1/13/2021 PUBLIC WORKS FINAL Scott Moore PARTIAL APPROVAL *SEE NOTE Notes: AM INSPECTION. DAN KING CONTACT PERSON, 425-979-6434 met on site and walked the project. Eric has a punch list on the project . I will contact Eric. Hydrant needs to be repainted on the west side of the project. Need all turn over Documents and Storm Maintenance agreement. Lade in double check valve vault will need to be moved over to opposite wall so the tester can test the device. All silt socks need removed and parking lot striping for the rone lad area restriped. 1/14/2021 1/14/2021 FIRE ALARM AARON JOHNSON APPROVED Notes: Fire Final approved. 1/14/2021 1/14/2021 FIRE FINAL AARON JOHNSON APPROVED Notes: Fire Final approved. 1/14/2021 1/14/2021 EMERGENCY LIGHTING Jim Benner APPROVED Notes: APPROVED O.K. -EM. LTG. 1/15/2021 1/15/2021 BUILDING FINAL** Bill Centen NOT APPROVED (425)979-6434 Notes: AM INSPECTION - DAN KING CONTACT PERSON, 425-979-6434 1. Need backflow approval from Public Workd 2. Need Public Works Final 3. Need Fire Final 4. Need Storm drainage approval 5. Need Sprinkler final for F20--0161 6. All sub permits need to be Final. See permits D18-0079, PG20-0074, and Mechanical permit. 7. Need Landscaping Final - 8. Need Planning Final 9. Need Building envelope Final Letter of approval 10. Need Special Inspector Final Letter approval 11. Need Air Balance report see (Mechanical) 12 Need Plumbing Final (See PG20-0074). 1/15/2021 1/15/2021 PLANNING FINAL Max Baker APPROVED Notes: CONTACT PERSON DAN KING - 425-979-6434 Printed: Thursday, 09 September, 2021 13 of 14 5.,? Permit Inspections City of Tukwila 1/15/2021 1/15/2021 LANDSCAPING Max Baker APPROVED Notes: 1/21/2021 AM 1/21/2021 BUILDING FINAL** Bill Centen APPROVED (425)979-6434 Notes: 1/21/2021 AM 1/21/2021 PUBLIC WORKS FINAL Scott Moore APPROVED (425)979-6434 Notes: OK to final three bonds were issused for Public Works outstanding items Printed: Thursday, 09 September, 2021 14 of 14 r4 SUPERION • #5 HOOPS & TIES @6"OC (26) #8 BARS VERT 11 RECEIVED CITY OF TUKWILA SEP 0 6 2019 PERMIT CENTER 2'-10" EDGE OF PILASTER = EDGE OF BASE PLATE ABOVE 0"-3 1/2" 0\ 6 0\ 0\ 0\ 0 o 0 0 c! o 0 0 4-- \--le ° 0 Li PER SCI IED 0 p o o CV c/ 0/ 0/ o ELEV PST WALL & REINF PER PLAN, TYP #5 DOWELS TO MATCH HORIZ ELEV PIT WALL REINF SPLICE LENGTH PER SCHED 0'-1 1/2" 34"W x 48"DP PILASTER NOTE: MORE INFO PER 8/S4.3 © Copyright 08.2019 D'Amoto Conversano Inc. NI Rights Reserved This document, end the ideas end Designs may not be reused, ht wide. h PK w ithan wriren permaalon horn dAknOa Conversano Inc. dnmato Ca veman° Inc, disclaims any msponSIb lV0I or Rs unauthorized use. 1 en01neeRs® 818 Stewart Street, Suite 1000 Seattle, Washington 98101 P: (206) 332-1900 www.dci-engineers.com CIVIL / STRUCTURAL T CLR COVER TYP PROJECT NAME: KING LASIK PROJECT NO: 17011-0121 DATE: 08.13.2019 DESCRIPTION: REVISED BRACED FRAME ANCHORAGE BY: GD SHEET NO: SSK-10c © Copyright 08.2019 D'Amato Conversano Inc. All Rights Reserved mle document, and the Ideas end designs may not be reused. In whole a in pan, without written pnmlee'm from D'Amato (:amveano Inc. DRmelc Cowman° Inc. disclaims any responsWllity tar Ne unnNnhad uea. DCI enoineept se 818 Stewart Street, Suite 1000 Seattle, Washington 98101 P: (206) 332-1900 www.dci-engineers.com CIVIL / STRUCTURAL PROJECT NAME: KING LASIK PROJECT NO: 17011-0121 DATE: 08.13.2019 DESCRIPTION: REVISED BRACED FRAME ANCHORAGE BY: GD SHEET NO: SSK-1 0b Co- COPC SRI p L 4 1 © Copyright 082019 D'Amoto Conversono Inc. NI Rights Reserved Tus docume n. sod the ideas and dead may ml be reused, In nbde cc In Part, *Rho... pennsson from Wm. Cssno Inc. Vimmo Camauno Inc. d'atlams soy responsbary for Rs hnsurnonzed use. �- 130-a4CG PE(L etA �-- &tJsssr fi Pep. SCi4Ef SPrct AL PE -n -/SL -C% AND SSK-10b (9) 1" DIA GRADE 55 ANCHOR RODS "-DC! 01101n00R0® 818 Stewart Street, Suite 1000 Seattle, Washington 98101 P: (206) 332-1900 www.dciengineers.com CIVIL /STRUCTURAL PROJECT NAME: KING LASIK PROJECT NO: 17011-0121 DATE: 08.13.2019 DESCRIPTION: REVISED BRACED FRAME ANCHORAGE BY: GD SHEET NO: SSK-10a ES -F -860U For Non -Health Hazard Applications Job Name Job Location Engineer Approval Contractor Approval Contractor's P.O. No Representative LEAD FREE*cm Series 860U Reduced Pressure Zone Assemblies CORRECTION with Union End Ball Valves LTR# Size: 1/2" - 2" (15 - 50mmr The FEBCO Series 860U Reduced Pressure Zone Assemblies are designed for and suitable for use in health hazard applications. Series 860U are designed to protect drinking water supplies from dangerous cross -connections in accordance with national plumbing codes and water authority requirements for non -potable service applications such as irrigation, fireline, or industrial processing. End Connections — NPT ANSI / ASME B1.20.1 Pressure - Temperature Maximum Working Pressure: 175psi (12.1 bar) Hydrostatic Test Press: 350psi (24.1 bar) Temperature Range: 32°F to 140°F (0°C to 60°C) Approvals - StandardsREV EI WED FOR • ANSI/AWVVA Conformance (c6000 CO P IANCE� • Approved by the Foundation for uross - • , o an Hydraulic Research at the Uni ersity o 1013 SA® B64.4 Typical Installation FEB 0 5 2019 City of Tukwila BUILDINIl,1IN Clearance to Fixed Structure Series 860U 1/2" - 2" Outdoor Installation 6" Min. (150mm) —Metric Dimensions are nominal pipe diameter. This product is produced with NPT threaded end connections. 0 FEBCO product specifications in U.S. custom units and metric are approximate and are vidtd for refetfin For precise measurements, Pmol Pecfi customary aPPm Pm ry please contact FEBCO Technical Service. FEBCO reserves the right to change or modify product design, construction, specifications, or materials with- out prior notice and without incumng any obligation to make such changes and modifications on FEBCO products previously or subsequently sold. Capacity kPa 207 172 138 ,a 103 = 69 34 Psi 30 25 20 15 10 5 0 Series 860U NuV 21 2010 PERMIT CENTER 'fz" (15mm)** 0 kPa psi 207 30 a 172 25 138 20 S 103 15 = 69 10 34 5 0 0 kPa psi 3 6 9 12 11 23 34 45 3/4" (20mm)** 15 18 gpm 57 68 Ipm 207 O 172 0 138 S 103 = 69 34 30 25 20 15 10 5 5 10 15 20 25 30 gpm 19 38 57 76 95 1 4Ipm 1" f25mm)** 0 kPa psi 207 12 172 138 S 103 = 69 34 30 25 20 15 10 5 10 20 30 40 50 60 gpm 38 76 114 151 190 227 Ipm 1'/4" (32mm)** M•11f1111111f1f1f1f IM M••••••f111i111i111 kPa psi g 207 d 172 -'138 g 103 = 69 34 kPa g 207 d 172 J 138 ,3 103 = 69 34 30 25 20 15 10 5 0 0 Psi 30 25 20 15 10 5 0 20 40 60 80 100 120 gpm 0 76 151 227 304 379 454 Ipm 1%' (40mm)** 20 40 60 80 100 120 gpm 76 15 227 304 379 454 Ipm 2" (50mm)** 30 60 90 120 150 180gpm 0 114 227 342 454 570 681 Ipm A WATTS Brand Series 860U / Size: 1/2" - 2" (15 - 50mm)** Relief Valve Assembly Check Assembly Dimensions and Weights Size: 'h" - 2" (15 - 50mm)** SIZE (DN) DIMENSIONS WEIGHT ITEM DESCRIPTION 1 Body 1.2 Tailpiece 1.4 0 -Ring 2 Cover 2.2 0 -Ring 3 Seat 3.1 0 -Ring 4 Poppet 5 Seat Disc 5.1 Disc Retainer 5.2 Rnd HD Screw 6 Spring 6.1 Spring 7 Guide 8 Retainer Spacer 9 Union End Ball Valve 9.1 Union End Ball Valve 11 Test Cock 12 Seat Ring -RV 12.1 Gasket Ring -RV 13 Spring -RV 14 Seat Disc -RV 15 Diaphragm -RV 16 Outer Diaphragm -RV 17 Small Piston -RV 17.1 Rnd HD Screw 17.2 Washer 17.3 Hex Nut 18 Cylinder -RV 18.1 Slip Ring -Cylinder 18.2 Slide (Plug) 19 Cover -RV 20 0 -Ring 21 Hex HD Capscrew 22 Large Piston -RV 23 Guide -RV 60 Identification Plate 61 Drive Screw Stick MATERIALS Bronze Bronze Silicone Bronze Silicone Noryi® Silicone Noryl® Silicone Rubber Noryl® Phillips, 18-8 SS SS SS Noryl® Noryl® Bronze Bronze Bronze Noryl® Silicone Rubber SS Silicone Rubber/SS Rubber/Fabric Rubber/Fabric Noryl® Phillips, 18-8 SS 18-8 SS 18-8 SS Brass Acetal Nylon Bronze Silicone 18-8 SS Noryl® Noryl® Brass SS A WARNING It is illegal to use this product in any plumbing system providing water for human consumption, such as drinking or dishwashing, in the United States. Before installing standard material product, consult your local water authority, building and plumbing codes. in. mm A in. mm B in mm in. C mm in. D mm in. E mm lbs. kgs. Y2 15 113/4 299 11/2 38 11/2 38 31/8 79 31h 89 6.0 2.7 3/4 20 1212 318 11/2 38 11/2 38 31/8 79 31/2 89 6.9 3.1 1 25 14s/e 372 1 1/4 48 15/e 41 3% 86 3%e 92 9.3 4.2 114 32 181/4 464 3 76 21/2 64 4Y4 108 5% 143 19.3 8.8 112 40 18%e 479 3 76 212 64 41/4 108 5s 143 22.4 10.2 2 50 201 521 31/2 89 212 64 41/4 108 5% 143 26.9 12.2 *"Metric D'mensions are nominal pipe diameter This product is produced with NPT threaded end connections Ac'El7C0i, NOTICE The gap drain is not designed to catch the maximum discharge possible from the relief valve. The installation of FEBCO air gap with the drain line terminating above a floor drain will handle any normal discharge or nuisance spitting through the relief valve. However, floor drain size may need to be designed to prevent water damage caused by a catastrophic failure condition. Do not reduce the size of the drain line from the air gap fitting. NOTICE Inquire with governing authorities for Iocall installation requirements A WATTS Brand ES -F -860U 1410 USA: Tel: (800) 767-1234 • Fax: (800) 788-4491 • FEBCOonline.com Canada: Tel: (905) 332-4090 • Fax: (905) 332-7068 • FEBCOonline.ca Latin America: (52) 81-1001-8600 • Fax: (52) 81-8000-7091 • FEBCOonline.com © 2017 FEBCO 4 TECHNICAL INFORMATION REPORT Proposed King Lasik Building 11/12/2018 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 05 2019 City of Tukwila BUILDING DIVISION 6700 Fort Dent Way Tukwila, Washington 98188 Parcel No. 2954900420 Prepared for: Christian M. Monea, King Lasik 900 SW 16th Street Renton, WA 98198 November 12, 2018 CORRECTION BCE Job No. 17052 LTR# RECE►VE^+ CITY OF TUK WILA NUV 21 2018 PERMIT CENTER 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES ♦ TUMWATER, WA ♦ LONG BEACH, CA ♦ ROSEVILLE, CA ♦ SAN DIEGO, CA www.barghausen.com 629°1 TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Figure 1 — Technical Information Report (TIR) Worksheet Figure 2 — Site Location Figure 3 — Drainage Basins, Subbasins, and Site Characteristics Figure 4 — Soils Map 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Eight Core Requirements 2.2 Analysis of the First Special Requirement 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology B. Developed Site Hydrology C. Performance Standards D. Flow Control System E. Water Quality System 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 ESC ANALYSIS AND DESIGN 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL 17052.001 Tab 1.0 1.0 PROJECT OVERVIEW 1.0 PROJECT OVERVIEW This project is located on a 0.96 -acre site located within a portion of the Northwest quarter of the Southwest quarter of Section 24, and the Northeast quarter of the Southeast quarter of Section 23, Township 23 North, Range 4 East, Willamette Meridian, City of Tukwila, King County, Washington. More particularly, the site is located at 6700 fort Dent Way, Tukwila, WA 98188. The existing conditions for this site includes grass areas with trees throughout. The site has an existing swale on the south end of the site, with a top elevation of roughly 34 and a bottom elevation of approximately 38. The east side of the site has an elevation of approximately 36, while the elevation of the west side of the site is approximately 38. The proposed conditions for this site include a 7,000 square foot building, approximately 21,000 square feet of impervious pavement, and approximately 4,000 square feet of landscaping, while the remaining area will be undisturbed land. The proposed condition for the site will be 65 percent impervious surfaces. The existing driveway entrance to the south of the site will be maintained as an access point for the site, and an additional entrance will be added on Fort Dent Way. The proposed building has a finished floor at elevation 36.7. In order to limit water temperature increases in this portion of the Green River, which is listed as "critical" for shade, grading has been minimized along the north side of the site to retain as many trees as possible. Several trees will also be planted along the north side of the site, which will increase the shade provided along the Green River. These improvements will limit sun exposure along this portion of the Green River so that the water temperature is not affected. In addition, all stormwater runoff is stored underground, which will not increase the water temperature of the Green River. Per City of Tukwila Infrastructure Design and Construction Standards, this project lies within the Duwamish River Basin, which requires Level 2 Flow Control (Existing Conditions). The predeveloped site condition is being modeled by the existing conditions, or c forest flat. To provided flow control for this site, a detention pond has been sized to provide release flow rates for the 2 -year and 10 -year storm even that are less than or equal to the predeveloped discharges. Per the King County Surface Water Design Manual, the conveyance design will use the 100 -year precipitation of 3.95 inches, a 6.3 minute initial time of concentration and a manning's n of 0.014 as parameters for the Modified Rational Method. This project site requires Resource Stream Protection Treatment. Enhanced water quality treatment is provided by the proposed Modular Wetland Systems that has General Use Level Designation per the Department of Ecology. 17052.001 FIGURE 1 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Christian M. Monea Phone (206) 965-0147 Address 900 SW 16th St. Renton, WA 98198 Project Engineer Costa Philippides Company Barghausen Consulting Engineers, Inc. Phone (425) 251-6222 Part 3 TYPE OF PERMIT APPLICATION ❑ Landuse Services Subdivison / Short Subd. / UPD O Building Services M/F /(Commeric I SFR ❑ Clearing and Grading U Right -of -Way Use ❑ Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name King Lasik Building DDES Permit # Location Township 23 Range 4 Section 24 Site Address 6700 Fort Dent Way Tukwila, WA 98188 Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety • FEMA Floodplain ❑ COE Wetlands ❑ Other ❑ Shoreline Management U Structural Rockery/Vault/ ❑ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review ®/ Targeted (circle): arge Site Date (include revision 05/11/2017 / Site Improvement Plan (Engr. Plans) Type (circle one): ®/ Modified / all Site Date (include revision 05/11/2017 dates): 11/05/2018 dates): 11/05/2018 Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2009 Surface Water Design Manual 1 1/9/2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Start Date: Describe: Yes No Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Special District Overlays: Drainage Basin: Duwamish River Basin Stormwater Requirements: Level 2 Flow Control Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream Green River ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard Cl Other ❑ Habitat Protection Part 10 SOILS Soil Type Newberg Silt Loam Slopes 3:1 Erosion Potential ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2009 Surface Water Design Manual 2 1/9/2009 FIGURE 2 SITE LOCATION 58TH AVE S S I9,3RC 5r Slack River Junction Black rover Riparian, Forest and Wetland :,y P 471 , Ch lor4 S ?9kTH il' 1511TH ST n pG. fes i r. ;11 Tukwila Elementary School Fart Dent Park and' Athletic.Cente shy S 15,1 l) 5'1' 6T OW ST Tukwila Park *la 111 Southcenter Mall r TUKWILA"PKWY t,. ]L > cc R0 V W T D 2 '4' G 2 121 Q BAKER SI VI), 0 c 5W 27TM ST; :. 7 REFERENCE: Rand McNally (2017) 2 0 O i Scale: Horizontal: N.T.S. Vertical: N/A 18215 72ND AVENUE SOUTH KENT, WA 98032 Z (425) 251-6222 (425) 251-8782 " CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES For: King Lasik Building Tukwila, Washington Job Number 17052 Title: VICINITY MAP PATE: 05/11/17 P:117000s1170521exhibitlgraphics117052 vmap.cdr FIGURE 3 DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS c~ oy 1 >a zinb P(UG) 1H 113ZNJJ HJX1OSY =AVM .LNG 1'IO3 1 a ID 'to la L8A£tl'Z0 ,91949Z 3 41,0£.0fN -ss—"—SS—"—a—>s—s—g—o—a— —a—g—s:— O5 05 00'001 3„LZ,0C.0CN — — 'r— — _ I q .9£ BC 3,LZ,051DLN skss ti ti 91 Z1 01 9 4 a 1 P('JG la 214 N3o H.Lnos-1 M j r •.J.. 1 kr rrr R a a QQO CO vr-n o ow a ca L!1 1- 0105_ zl`3 Q. o N 1- m SIM NMI MI* `�f FIGURE 4 SOILS MAP 4416-0,0 ruiki it a , REFERENCE: USDA, Natural Resources Conservation Service LEGEND: Ur = Urban land Ng = Newberg silt loam Scale: Horizontal: N.T.S. Vertical: N/A 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES For: King Lasik Building Tukwila, Washington Job Number 17052 Title: SOIL SURVEY MAP DATE: 05/11/17 P:117000s1170521exhibitlgraphics117052 soil.cdr Tab 2.0 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Eight Core Requirements Core Requirement No. 1: Discharge at the Natural Location. Response: The north side of the site currently drains towards Fort Dent way and also into the Green River, while the southern portion of the site drains to an existing swale, which discharges to the Green River. After detention and water quality treatment, this project will discharge all stormwater into the existing storm drainage system in Fort Dent Way, which discharges into the Green River. A culvert is also proposed to be installed under the south driveway to maintain the natural discharge of the existing swale on the south end of the site to the Green River. Core Requirement No. 2: Off -Site Analysis. Response: This project is submitting a Level 1 Off -Site Drainage Analysis with this Technical Information Report, as required by the King County Surface Water Design Manual. Core Requirement No. 3: Flow Control. Response: This site is located in the Duwamish River Basin, which requires level 2 flow control, according to the City of Tukwila Infrastructure Design and Construction Standards. Flow control will be provided through StormTech Chambers, where the discharge from the chambers will match the flow duration of the predeveloped conditions. Core Requirement No. 4: Conveyance System. Response: Since this site is less than 10 acres in size, the conveyance system will be sized based on the Modified Rational Method utilizing a 100 -year precipitation and a 6.3 initial time of concentration in all the conveyance elements as well as a Manning 'n' value of 0.014 for the pipes. Core Requirement No. 5: Erosion and Sediment Control. Response: The building will be constructed in the southeast corner of the project site, routing all runoff from the project site into a temporary sediment pond and water quality treatment prior to discharge from the project site. There will be a silt fence around the entire perimeter of land that will be disturbed, and a construction entrance will be installed as an entrance from Fort Dent Way. The clearing limits will be the property boundary, except for on the west side of the project, in which the clearing limits will be at least 35 feet from the ordinary high water mark of the Green river. Temporary V -ditches with rock check dams will control erosion and sediment on site during construction. Core Requirement No. 6: Maintenance and Operations. Response: The proposal for this development is that stormwater facilities will be maintained by private parties. A maintenance and operation manual is submitted with this Technical Information Report. 17052.001 Core Requirement No. 7: Financial Guarantees and Liability. Response: This project will conform to all financial guarantees and liabilities requirements of the City of Tukwila for projects of this nature. Core Requirement No. 8: Water Quality. Response: The Water Quality Menu followed in accordance with the City of Tukwila's surface water runoff manual requires that the Resource Stream Protection Menu be the level of water quality prepared for this development. A Modular Wetland System is being proposed, which is enhanced treatment per the Department of Ecology. 2.2 Analysis of the First Special Requirement Special Requirement No. 1: Other Adopted Area -Specific Requirements. Response: This project is located within Duwamish River Basin and has water quality and flow control requirements for this portion for the City of Tukwila. There are no other Special Requirements for this area. 17052.001 Tab 3.0 3.0 OFF-SITE ANALYSIS LEVEL 1 OFF-SITE DRAINAGE ANALYSIS Proposed King Lasik 6700 Fort Dent Way Tukwila, Washington Prepared for: Christian M. Monea, King Lasik 900 SW 16th Street Renton, WA 98198 November 2, 2018 BCE Job No. 17052 CIVIL ENGINEERING, LAND PLANNING, SURVEYING 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES ♦ TUMWATER, WA ♦ LONG BEACH, CA ♦ ROSEVILLE, CA ,♦ SAN DIEGO, CA www.barghausen.com TABLE OF CONTENTS TASK 1 STUDY AREA DEFINITION AND MAPS EXHIBIT A Vicinity Map EXHIBIT B Downstream Drainage Map EXHIBIT C Upstream Basin Map EXHIBIT D Topographic Map TASK 2 RESOURCE REVIEW EXHIBIT E FEMA Map EXHIBIT F Sensitive Areas Folios EHIBIT G SCS Soils Map EXHIBIT H Assessor's Map EXHIBIT I Wetland Inventory Map TASK 3 FIELD INSPECTION EXHIBIT J Off -Site Analysis Drainage System Table 3.1 Conveyance System Nuisance Problems (Type 1) 3.2 Severe Erosion Problems (Type 2) 3.3 Severe Flooding Problems (Type 3) TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS 17052.002 TASK 1 STUDY AREA DEFINITION AND M APS TASK 1 STUDY AREA DEFINITION AND MAPS The proposed King Lasik Building is approximately 0.96 acres in size located within a portion of the Northwest quarter of the Southwest quarter of Section 24, and the Northeast quarter of the Southeast quarter of Section 23, Township 23 North, Range 4 East, Willamette Meridian, City of Tukwila, King County, Washington. More particularly, the site is located at 6700 fort Dent Way, Tukwila, WA 98168. The Vicinity Map in Exhibit A depicts the approximate location of the proposed site. The existing topography of the site has grass areas with trees throughout the site has an existing swale on the south end of the site, with a top elevation of roughly 34 and a bottom elevation of approximately 38. The east side of the site has an elevation of approximately 36, while the elevation of the west side of the site is approximately 38. The proposed conditions for this site include a 7,000 square foot building with approximately 21,000 square feet of impervious pavement, and approximately 4,000 square feet of landscaping, while the remaining area will be undisturbed land. The proposed condition for the site will be 65 percent impervious surfaces. The existing driveway entrance to the south of the site will be maintained as an access point for the site, and an additional entrance will be added on Fort Dent Way. The proposed building has a finished floor at elevation 36.7. UPSTREAM DRAINAGE ANALYSIS Based on a site survey, it appears there is no upstream flow onto the site. 17052.002 EXHIBIT A Vicinity Map 5 14 Slack River Junction Black Hover RIpaarian, Forest and Wetland S "49TH 150TH ST S 14/1H ; tit ,r• Tukwila E ementa School 6T 5 153Rf3 ST 111 Tukwila Park TUKWILA PKWY 2 0 m 72 fin BAKER fslVI), Southcertiter Mdll 1 s REFERENCE: Rand McNally (2017) D 2 0 0 r 5W 27TH ST Scale: Horizontal: N.T.S. Vertical: N/A 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES For: King Lasik Building Tukwila, Washington Job Number 17052 Title: VICINITY MAP DATE: 05/11/17 P:117000s1170521exhibitlgraphics117052 vmap.cdr EXHIBIT B Downstream Drainage Map SITE • B1 B c1 2 C"2 C�3 ©2 03 IE E4 F4 F`5 G31 G4 4(21 N 1 inch = 500 feet 0 200 400 600 CMINII=IFeet City of Tukwila Surface Water Map Book SEA \\SIMBA\PROD\TUKWILAWACITYOF1412954SWCOMPPL\GIS\LAYOUT\MAPBOOK6.MXD TJANTZEN 4/2/2013 07:49:16 EXHIBIT C Upstream Basin Map EXHIBIT C UPSTREAM BASIN MAP Based on the analysis of the site survey, there is no upstream contributing to the site. Therefore no map has been included in this report. EXHIBIT D Topographic Map Yr if SS gg ww a ra Fww N z 2 1R Ma ww Yr AC id sea ww y$8 ra cgs Cgg WWW Ms% TASK2 RESOURCE REVIEW TASK 2 RESOURCE REVIEW • Adopted Basin Plans: The site is part of the Duwamish Drainage Basin • Finalized Drainage Studies: This is not applicable • Basin Reconnaissance Summary Report: This site is located in the Duwamish River Basin. Critical Drainage Area Maps: According to the Infrastructure Design and Construction Standards for The City of Tukwila, Resource Stream Protection Menu must be the application menu followed for water quality for this project site. In addition, the Infrastructure Design and Construction Standards also indicate that Level 2 Flow Control is required as a minimum. Floodplain and Floodway FEMA Maps: Based on our review of the FEMA floodplain map, a very small portion of the site in the location of the proposed stormwater facility is shown within the 100 - year floodplain. Please see the FEMA Map in Exhibit D that was utilized for this analysis. • Other Off -Site Analysis Reports: The United State Department of Agriculture Soils Conservation Service (SCS) map is also provided as Exhibit F. • Sensitive Areas Folios: Based on a review of the King County Sensitive Areas Map Folios, it was found that the subject site does not lie within any sensitive areas, except for being erosion sensitive. It is also noted that this site drains immediately into the Green river. Road Drainage Problems: This is not applicable United States Department of Agriculture King County Soils Survey. Based on the Soils Map for this area, the entire site is located within Newberg silt loam. • Migrating River Studies: This is not applicable. 17052.002 EXHIBIT E FEMA Map UNION — PAC1�1C Levee ZONE AE (EL 20) 63RD PLACE SOLrrH ZONE AH (EL 23) ZONE AH (EL 23) ZONE AN tEl 231 fn ur ZONE (EL 1 ZONE AH (EL 181 fr+ LEGEND OTHER AREAS ZONE X Areas determined to be outside 500 -year floodplain. REFERENCE: Federal Emergency Management Agency (Portion of Map 53033C1235 F, May 1995) Scale: Horizontal: N.T.S. Vertical: N/A 4 18215 72ND AVENUE SOUTH V WT KENT, WA 98032 0) Z (425) 251-6222 o u (425) 251-8782 % r ` ®' CIVIL ENGINEERING, LAND PLANNING, <T'No ENO'N6'64 SURVEYING, ENVIRONMENTAL SERVICES For: King Lasik Building Tukwila, Washington Job Number 17052 Title: FEMA MAP DATE: 05/11/17 PA17000s1170521exhibitlgraphics117052 fema.cdr EXHIBIT F Sensitive Area Folios Legend [1111 111 Parcels Potential landslide hazard areas (2016, see explanation--->) Potential steep slope hazard areas (2016, see explanation--->) Erosion hazard (1990 SAO) Seismic hazard (1990 SAO) Coal mine hazard (1990 SAO) REFERENCE: King County iMAP (201 7) class 1 class 2 perennial class 2 salmonid class 3 unclassified Wetland (1990 SAO) Scab.? Horizontal. N.T.S. Vertical: NIA 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, L.AND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES For: King Lasik Building Tukwila, Washington Job Number 17052 Title: SENSITIVE AREAS MAP DATE 05/11117 1 /000si170521exhibillgraphics117052 seas cdr EXHIBIT G SCS Soils Map • • • I f1tqtt • 1jij \/ ?" 9 co Tukwila REFERENCE: USDA, Natural Resources Conservation Service LEGEND: Ur = Urban land Ng = Newberg silt loam 153rd Scale: Horizontal: N.T.S. Vertical: N/A 18215 72ND AVENUE SOUTH KENT, WA 98032 Z (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES For: King Lasik Building Tukwila, Washington Job Number 17052 Title: SOIL SURVEY MAP DATE: 05/11/17 P.:117000s1170521exhibitlgraphics117052 soil.cdr EXHIBIT H Assessor's Map HS410 GUNDAKER'S INTERL REFERENCE: King County Department of Assessments (Feb. 2017) Scale: Horizontal.• N.T.S. Vertical: N/A 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES For: King Lasik Building Tukwila, Washington Job Number 17052 Title: ASSESSOR MAP DATE: 05/11/17 P:117000s117052Iexhibitlgraphics117052 amap.cdr EXHIBIT I Wetland Inventory Map Legend Parcels • Potential landslide hazard areas (2016, see explanation--->) Potential steep slope hazard areas (2016, see explanation--->) Erosion hazard (1990 SAO) • Seismic hazard (1990 SAO) Coal mile hazard (1990 SAO) L_1 REFERENCE: King County iMAP (2017) class 1 class 2 perennial Gass 2 salmonid class 3 unclassified Wetland (1990 SAO) Scale: Horizontal: N.T.S. Vertical: N/A 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES For: King Lasik Building Tukwila, Washington Job Number 17052 Title: SENSITIVE AREAS MAP DATE: 05111/17 P:117000s1170521exhibitlgraphicsl17052 sens.cdr TASK 3 FIELD INSPECTION EXHIBIT J Off -Site Analysis Drainage System Table Basin: Green/Duamish OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Subbasin Name: Subbasin Number: Symbol Drainage Component Type, Name, and Size Drainage Component Description Slope Distance from Site Discharge Existing Problems Potential Problems Observations of Field Inspector, Resource Reviewer, or Resident See Map Type: sheet flow, swale, stream, channel, pipe, pond; size, diameter, surface area Drainage basin, vegetation, cover, depth, type of sensitive area, volume % Ft. Constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion Tributary area, likelihood of problem, overflow pathways, potential impacts 1 12 -inch Connection to Ex. CB in Fort Dent Way Unknown 0' None Noted None Noted 2 12 -inch Flows under railroad tracks to west Unknown 0'-450' None Noted None Noted 3 24 -inch Outfall into Duwamish River 450'-750' None Noted None Noted 17052.003 TASK 3 FIELD INSPECTION This site is adjacent to the Green river, which poses a potential for flooding on a small portion of the site. Additionally, there is a potential problem with the riverbank stability on the west side of the site. There are no known problems with the existing storm system in Fort Dent. Way. 3.1 Conveyance System Nuisance Problems (Type 1) Conveyance system nuisance problems are minor but chronic flooding or erosion problems that result from the overflow of a constructed conveyance system that is substandard or has become too small as a result of upstream development. Such problems warrant additional attention because of their chronic nature and because they result from the failure of a conveyance system to provide a minimum acceptable level of protection. Based on the resource review, there is little evidence of past conveyance system nuisance problems occurring. 3.2 Severe Erosion Problems (Type 2) Severe erosion problems are defined as downstream channels, ravines, or slopes with evidence of or potential for erosion/incision, sufficient to pose a sedimentation hazard to downstream conveyance systems or propose a landslide hazard by undercutting adjacent slopes. Severe erosion problems do not include roadway or minor ditch erosion. Based on our site visit, there is no evidence of, or poteintial for erosion/incision sufficient to pose a sedimentation hazard to downstream conveyance systems evident anywhere along the downstream drainage course. 3.3 Severe Flooding Problems (Type 3) Severe flooding problems can be caused by conveyance system overflows or the elevated water surfaces of ponds, lakes, wetlands, or closed depressions. Severe flooding problems are defined as follows: • Flooding of the finished area of a habitable building for runoff events less than or equal to the 100 -year event. Examples include flooding of finished floors of homes and commercial or industrial buildings. Flooding in electrical/heating systems and components in the crawlspace or garage of a home. Such problems are referred to as "severe building flooding problems." • Flooding over all lanes of a roadway or severely impacting a sole access driveway for runoff events less than or equal to the 100 -year event. Such problems are referred to as "severe roadway flooding problems." As mentioned previously, the FEMA Map has indicated that a small portion of the west side of the site during a 100 -year storm may be impacted by flooding of the Green river. However, the proposed construction activity lies outside of this area and the developed site is higher in elevation than that west side, so it is not anticipated that any impact from flooding will occur on the site. Most of the downstream drainage occurs in a conveyance system within Fort Dent way, which has plenty of conveyance capacity. 17052.002 TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS Runoff from the project site will be routed to an on-site conveyance system that will include StormTech Chambers for detention, and a post -detention Modular Wetland before it is conveyed to the existing conveyance system east of the site in Fort Dent Way. This system ultimately discharges into the Green River. 17052.002 TASK5 MITIGATION OF EXISTING AND POTENTIAL PROBLEMS TASK 5 MITIGATION OF EXISTING AND POTENTIAL PROBLEMS The area downstream of this proposed project does not exhibit any potential problems. Since the City of Tukwila Design and construction Standards indicated Resource Stream Protection Menu for water quality and Level 2 Flow Control as the required means of treating and detaining runoff, this project assumes that those are adequate for this site. This project will neither aggravate nor create a problem as specified in the problem -specific mitigation requirements set forth in Section 1.2.2.1 of the 2009 King County Surface Water Design Manual as adopted by the City of Tukwila. A Level 2 or Level 3 off-site analysis should not be required for this project site as there is no evidence of existing or potential problems identified in this Level 1 analysis. In addition, the project site does not contribute more than 15 percent of the total peak flow drainage downstream from the site. This portion of the Green River is listed as "critical" for shade. In order to limit increases in water temperature, grading has been minimized along the north side of the site to retain as many trees as possible. Several trees will also be planted along the north side of the site, which will increase the shade provided along the Green River. These improvements will limit sun exposure along this portion of the Green River so that the water temperature is not affected. In addition, all stormwater runoff is stored underground, which will not increase the water temperature of the Green River. 17052.002 Tab 4.0 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology The north side of the site drains towards Fort Dent way, and into the Green River, while the southern portion of the site drains to an existing swale, which discharges to the Green River. The existing site is 100 percent pervious. B. Developed Site Hydrology Under the developed conditions, the site will be approximately 65 percent impervious surfaces. The total site area is approximately 0.96 acres, where approximately 0.73 acres will be developed and 0.23 acres will remain undeveloped. The runoff from the impervious areas of the site will be conveyed to a detention facility in the northeast corner of the site, which will be treated with a water quality device before discharging into the existing system in Ford Dent way, which discharges into the Green River. C. Performance Standards This site is located within the Duwamish River Sub -Basin, an area designated as Level 2 Flow Control and also Resource Stream Protection Menu for water quality. The Modified Rational Method will be used for pipe conveyance as the site is less than 10 acres and is an acceptable method per the 2009 King County Surface Water Design Manual as adopted by the City of Tukwila. D. Flow Control System Flow control will be provided through StormTech chambers, which are in accordance with the City of Tukwila's Flow Control Applications Map that requires Level 2 Flow control. Please refer to the documents within this section of the report for the volumes required and provided for the flow control portion of this development. E. Water Quality System Enhanced Water quality will be provided for this site by a Modular Wetland, which has General Use Level Designation (GULD) per the DOE. 17052.001 WWHM2012 PROJECT REPORT 17052- King Lasik Building Detention and Water Quality 11/17/2017 General Model Information Project Name: 17052 FC Site Name: Site Address: City: Report Date: 11/17/2017 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2017/04/14 Version: 4.2.13 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year 17052 FC 11/17/2017 9:04:44 AM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.71 Pervious Total 0.71 Impervious Land Use acre Impervious Total 0 Basin Total 0.71 Element Flows To: Surface Interflow Groundwater 17052 FC 11/17/2017 9:04:44 AM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.04 Pervious Total 0.04 Impervious Land Use acre ROOF TOPS FLAT 0.16 DRIVEWAYS FLAT 0.02 SIDEWALKS FLAT 0.09 PARKING FLAT 0.4 Impervious Total 0.67 Basin Total 0.71 Element Flows To: Surface Interflow Vault 1 Vault 1 Groundwater 17052 FC 11/17/2017 9:04:44 AM Page 4 Mitigated Routing Vault 1 Width: 44 ft. Length: 44 ft. Depth: 7 ft. Discharge Structure Riser Height: 6 ft. Riser Diameter: 18 in. Orifice 1 Diameter: 0.78 in. Elevation:0 ft. Orifice 2 Diameter: 1.45 in. Elevation:4.002 ft. Orifice 3 Diameter: 0.87 in. Elevation:4.5 ft. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.044 0.000 0.000 0.000 0.0778 0.044 0.003 0.004 0.000 0.1556 0.044 0.006 0.006 0.000 0.2333 0.044 0.010 0.008 0.000 0.3111 0.044 0.013 0.009 0.000 0.3889 0.044 0.017 0.010 0.000 0.4667 0.044 0.020 0.011 0.000 0.5444 0.044 0.024 0.012 0.000 0.6222 0.044 0.027 0.013 0.000 0.7000 0.044 0.031 0.013 0.000 0.7778 0.044 0.034 0.014 0.000 0.8556 0.044 0.038 0.015 0.000 0.9333 0.044 0.041 0.016 0.000 1.0111 0.044 0.044 0.016 0.000 1.0889 0.044 0.048 0.017 0.000 1.1667 0.044 0.051 0.017 0.000 1.2444 0.044 0.055 0.018 0.000 1.3222 0.044 0.058 0.019 0.000 1.4000 0.044 0.062 0.019 0.000 1.4778 0.044 0.065 0.020 0.000 1.5556 0.044 0.069 0.020 0.000 1.6333 0.044 0.072 0.021 0.000 1.7111 0.044 0.076 0.021 0.000 1.7889 0.044 0.079 0.022 0.000 1.8667 0.044 0.083 0.022 0.000 1.9444 0.044 0.086 0.023 0.000 2.0222 0.044 0.089 0.023 0.000 2.1000 0.044 0.093 0.023 0.000 2.1778 0.044 0.096 0.024 0.000 2.2556 0.044 0.100 0.024 0.000 2.3333 0.044 0.103 0.025 0.000 2.4111 0.044 0.107 0.025 0.000 2.4889 0.044 0.110 0.026 0.000 2.5667 0.044 0.114 0.026 0.000 2.6444 0.044 0.117 0.026 0.000 2.7222 0.044 0.121 0.027 0.000 2.8000 0.044 0.124 0.027 0.000 2.8778 0.044 0.127 0.028 0.000 17052 FC 11/17/2017 9:04:44 AM Page 6 2.9556 0.044 0.131 0.028 0.000 3.0333. 0.044 0.134 0.028 0.000 3.1111 0.044 0.138 0.029 0.000 3.1889 0.044 0.141 0.029 0.000 3.2667 0.044 0.145 0.029 0.000 3.3444 0.044 0.148 0.030 0.000 3.4222 0.044 0.152 0.030 0.000 3.5000 0.044 0.155 0.030 0.000 3.5778 0.044 0.159 0.031 0.000 3.6556 0.044 0.162 0.031 0.000 3.7333 0.044 0.165 0.031 0.000 3.8111 0.044 0.169 0.032 0.000 3.8889 0.044 0.172 0.032 0.000 3.9667 0.044 0.176 0.032 0.000 4.0444 0.044 0.179 0.045 0.000 4.1222 0.044 0.183 0.053 0.000 4.2000 0.044 0.186 0.059 0.000 4.2778 0.044 0.190 0.064 0.000 4.3556 0.044 0.193 0.068 0.000 4.4333 0.044 0.197 0.072 0.000 4.5111 0.044 0.200 0.077 0.000 4.5889 0.044 0.204 0.085 0.000 4.6667 0.044 0.207 0.090 0.000 4.7444 0.044 0.210 0.095 0.000 4.8222 0.044 0.214 0.099 0.000 4.9000 0.044 0.217 0.103 0.000 4.9778 0.044 0.221 0.107 0.000 5.0556 0.044 0.224 0.111 0.000 5.1333 0.044 0.228 0.114 0.000 5.2111 0.044 0.231 0.117 0.000 5.2889 0.044 0.235 0.120 0.000 5.3667 0.044 0.238 0.124 0.000 5.4444 0.044 0.242 0.127 0.000 5.5222 0.044 0.245 0.129 0.000 5.6000 0.044 0.248 0.132 0.000 5.6778 0.044 0.252 0.135 0.000 5.7556 0.044 0.255 0.138 0.000 5.8333 0.044 0.259 0.140 0.000 5.9111 0.044 0.262 0.143 0.000 5.9889 0.044 0.266 0.145 0.000 6.0667 0.044 0.269 0.422 0.000 6.1444 0.044 0.273 1.019 0.000 6.2222 0.044 0.276 1.790 0.000 6.3000 0.044 0.280 2.656 0.000 6.3778 0.044 0.283 3.544 0.000 6.4556 0.044 0.286 4.376 0.000 6.5333 0.044 0.290 5.086 0.000 6.6111 0.044 0.293 5.632 0.000 6.6889 0.044 0.297 6.015 0.000 6.7667 0.044 0.300 6.373 0.000 6.8444 0.044 0.304 6.683 0.000 6.9222 0.044 0.307 6.978 0.000 7.0000 0.044 0.311 7.261 0.000 7.0778 0.044 0.314 7.534 0.000 7.1556 0.000 0.000 7.796 0.000 17052 FC 11/17/2017 9:04:44 AM Page 7 Analysis Results POC1 0.24 4- 0.19 0 4 J IL 0.13 0.09 r 0.03 100.5 10E-4 10E-3 10E 2 10E-1 1 10 100 F erc ent Tirrae Eacceedin® + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.71 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.04 Total Impervious Area: 0.67 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Period 2 year 5 year 10 year 25 year 50 year 100 year Flow Frequency Return Period 2 year 5 year 10 year 25 year 50 year 100 year Return Periods for Predeveloped. POC #1 Flow(cfs) 0.055923 0.101432 0.138466 0.192968 0.239111 0.289971 Return Periods for Mitigated. POC #1 Flow(cfs) 0.02588 0.037352 0.046726 0.060859 0.073229 0.087343 Annual Peaks Annual Peaks for Predeveloped Year Predeveloped 1949 0.117 1950 0.131 1951 0.063 1952 0.025 1953 0.018 1954 0.038 1955 0.043 1956 0.056 1957 0.068 1958 0.037 and Mitigated. POC #1 Mitigated 0.022 0.024 0.062 0.020 0.022 0.023 0.027 0.025 0.024 0.023 17052 FC 11/17/2017 9:04:44 AM Page 8 1959 0.029 0.024 1960 0.069 0.047 1961 0.050 0.024 1962 0.016 0.018 1963 0.048 0.023 1964 0.051 0.022 1965 0.077 0.024 1966 0.028 0.021 1967 0.133 0.025 1968 0.062 0.022 1969 0.069 0.022 1970 0.044 0.023 1971 0.072 0.025 1972 0.114 0.029 1973 0.023 0.022 1974 0.063 0.022 1975 0.074 0.026 1976 0.048 0.024 1977 0.041 0.021 1978 0.046 0.024 1979 0.015 0.019 1980 0.142 0.031 1981 0.041 0.020 1982 0.125 0.032 1983 0.060 0.025 1984 0.033 0.019 1985 0.044 0.023 1986 0.059 0.031 1987 0.057 0.032 1988 0.020 0.021 1989 0.016 0.020 1990 0.267 0.032 1991 0.167 0.050 1992 0.041 0.022 1993 0.024 0.022 1994 0.016 0.018 1995 0.037 0.026 1996 0.113 0.060 1997 0.069 0.056 1998 0.051 0.023 1999 0.194 0.030 2000 0.052 0.026 2001 0.014 0.020 2002 0.107 0.032 2003 0.083 0.021 2004 0.132 0.100 2005 0.058 0.025 2006 0.061 0.024 2007 0.248 0.103 2008 0.163 0.096 2009 0.083 0.029 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2669 0.1025 2 0.2484 0.1004 3 0.1944 0.0959 17052 FC 11/17/2017 9:05:29 AM Page 9 4 0.1667 0.0618 5 0.1630 0.0597 6 0.1422 0.0561 7 , 0.1328 0.0503 8 0.1323 0.0471 9 0.1307 0.0323 10 0.1255 0.0321 11 0.1174 0.0320 12 0.1136 0.0317 13 0.1134 0.0307 14 0.1068 0.0305 15 0.0833 0.0298 16 0.0832 0.0294 17 0.0772 0.0289 18 0.0738 0.0266 19 0.0724 0.0260 20 0.0689 0.0257 21 0.0689 0.0256 22 0.0688 0.0255 23 0.0678 0.0254 24 0.0633 0.0254 25 0.0626 0.0250 26 0.0616 0.0248 27 0.0611 0.0245 28 0.0605 0.0245 29 0.0592 0.0244 30 0.0583 0.0244 31 0.0572 0.0240 32 0.0564 0.0240 33 0.0519 0.0238 34 0.0509 0.0238 35 0.0506 0.0234 36 0.0496 0.0233 37 0.0485 0.0232 38 0.0481 0.0229 39 0.0457 0.0227 40 0.0442 0.0226 41 0.0442 0.0224 42 0.0434 0.0224 43 0.0415 0.0222 44 0.0412 0.0220 45 0.0409 0.0220 46 0.0382 0.0219 47 0.0375 0.0218 48 0.0373 0.0218 49 0.0334 0.0217 50 0.0289 0.0210 51 0.0282 0.0208 52 0.0254 0.0207 53 0.0242 0.0206 54 0.0227 0.0205 55 0.0203 0.0200 56 0.0183 0.0198 57 0.0165 0.0196 58 0.0159 0.0193 59 0.0158 0.0186 60 0.0152 0.0182 61 0.0137 0.0176 17052 FC 11/17/2017 9:05:29 AM Page 10 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0280 3480 2793 80 Pass 0.0301 2710 1587 58 Pass 0.0322 2214 634 28 Pass 0.0344 1824 352 19 Pass 0.0365 1449 322 22 Pass 0.0386 1214 307 25 Pass 0.0408 974 285 29 Pass 0.0429 766 265 34 Pass 0.0450 598 248 41 Pass 0.0472 467 219 46 Pass 0.0493 385 201 52 Pass 0.0514 314 184 58 Pass 0.0536 250 174 69 Pass 0.0557 220 158 71 Pass 0.0578 179 148 82 Pass 0.0600 153 131 85 Pass 0.0621 135 119 88 Pass 0.0642 124 114 91 Pass 0.0664 116 106 91 Pass 0.0685 109 100 91 Pass 0.0706 99 92 92 Pass 0.0728 91 84 92 Pass 0.0749 86 78 90 Pass 0.0770 82 73 89 Pass 0.0791 78 69 88 Pass 0.0813 76 65 85 Pass 0.0834 71 62 87 Pass 0.0855 68 59 86 Pass 0.0877 66 52 78 Pass 0.0898 62 44 70 Pass 0.0919 61 39 63 Pass 0.0941 57 31 54 Pass 0.0962 53 21 39 Pass 0.0983 49 14 28 Pass 0.1005 48 7 14 Pass 0.1026 45 0 0 Pass 0.1047 43 0 0 Pass 0.1069 39 0 0 Pass 0.1090 37 0 0 Pass 0.1111 36 0 0 Pass 0.1133 35 0 0 Pass 0.1154 33 0 0 Pass 0.1175 30 0 0 Pass 0.1197 30 0 0 Pass 0.1218 28 0 0 Pass 0.1239 26 0 0 Pass 0.1261 24 0 0 Pass 0.1282 22 0 0 Pass 0.1303 22 0 0 Pass 0.1325 19 0 0 Pass 0.1346 18 0 0 Pass 0.1367 15 0 0 Pass 0.1389 15 0 0 Pass 17052 FC 11/17/2017 9:05:29 AM Page 12 0.1410 13 0 0 Pass 0.1431. 11 0 0 Pass 0.1453 11 0 0 Pass 0.1474 10 0 0 Pass 0.1495 9 0 0 Pass 0.1517 9 0 0 Pass 0.1538 8 0 0 Pass 0.1559 8 0 0 Pass 0.1581 8 0 0 Pass 0.1602 7 0 0 Pass 0.1623 7 0 0 Pass 0.1645 6 0 0 Pass 0.1666 6 0 0 Pass 0.1687 5 0 0 Pass 0.1709 5 0 0 Pass 0.1730 5 0 0 Pass 0.1751 5 0 0 Pass 0.1773 5 0 0 Pass 0.1794 5 0 0 Pass 0.1815 5 0 0 Pass 0.1837 4 0 0 Pass 0.1858 4 0 0 Pass 0.1879 4 0 0 Pass 0.1901 3 0 0 Pass 0.1922 3 0 0 Pass 0.1943 3 0 0 Pass 0.1965 2 0 0 Pass 0.1986 2 0 0 Pass 0.2007 2 0 0 Pass 0.2029 2 0 0 Pass 0.2050 2 0 0 Pass 0.2071 2 0 0 Pass 0.2093 2 0 0 Pass 0.2114 2 0 0 Pass 0.2135 2 0 0 Pass 0.2156 2 0 0 Pass 0.2178 2 0 0 Pass 0.2199 2 0 0 Pass 0.2220 2 0 0 Pass 0.2242 2 0 0 Pass 0.2263 2 0 0 Pass 0.2284 2 0 0 Pass 0.2306 2 0 0 Pass 0.2327 2 0 0 Pass 0.2348 2 0 0 Pass 0.2370 2 0 0 Pass 0.2391 2 0 0 Pass 17052 FC 11/17/2017 9:05:29 AM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0378 acre-feet On-line facility target flow: 0.0197 cfs. Adjusted for 15 min: 0.0197 cfs. Off-line facility target flow: 0.0125 cfs. Adjusted for 15 min: 0.0125 cfs. 17052 FC 11/17/2017 9:05:29 AM Page 14 Appendix Predeveloped Schematic 1 71 NV 1 17052 FC 11/17/2017 9:06:00 AM Page 17 Mitigated Schematic 4 1 17052 FC 11/17/2017 9:06:00 AM Page 18 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 17052 FC 11/17/2017 9:06:00 AM Page 31 Tab 5.0 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance will be sized to meet the requirements of the City of Tukwila with a 100 -year precipitation and Modified Rational Method utilizing a 6.3 minute initial time of concentration and Manning's 'n' value of 0.014 for the pipe sizing calculations. This is a very conservative methodology and provides a greater size of the pipes than would normally be required for rainfall in this area. 17052.001 JOB NAME: King Lasik JOB#: 17052 FILE NO.: 17052-100.xls A= Contributing Area (Ac) C= Runoff Coefficient Tc= Time of Concentration (min) I= Intensity at Tc (in/hr) d= Diameter of Pipe (in) L= Length of Pipe (ft) D= Water Depth at Qd (in) FROM TO CB #6 CB #5 ROOF CB #5 A s 17052-100 BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula KING COUNTY DESIGN FOR 100 YEAR STORM NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING DEFAULTS C= 0.9 n= 0.014 d= 12 Tc= 6.3 Qd= Design Flow (cfs) Qf= Full Capacity Flow (cfs) Vd= Velocity at Design Flow (fps) Vf= Velocity at Full Flow (fps) s= Slope of pipe (%) n= Manning Roughness Coefficient Tt= Travel Time at Vd (min) L d Tc n 0.09 0.50 70 0.16 1.00 38 CB #5 CB #4 0.11 CB #4 DETENTION 0.12 CB #1 DETENTION 0.50 1.00 65 0.30 39 0.50 83 C COEFFICIENTS FOR THE RATIONAL METHOD "Ir" -EQUATION SUM A STORM Ar Br 2YR 1.58 0.58 10YR 2.44 0.64 25YR 2.66 0.65 50YR 2.75 0.65 100YR 2.61 0.63 A"C PRECIP= 3.8 Ar= 2.61 Br= 0.63 SUM A*C I Qd Qf Qd/Qf D/d D Vf Vd 12 6.3 0.014 12 6.3 0.014 12 6.3 0.014 12 6.6 0.014 0.9 0.9 0.9 0.9 12 6.3 0.014 0.9 0.09 0.16 0.11 0.23 0.5 0.08 0.14 0.10 0.11 0.45 Page 1 • Tt 0.08 3.11 0.25 2.34 0.108 0.223 2.67 2.98 1.93 0.14 3.11 0.45 3.31 0.135 0.248 2.98 4.21 2.92 0.32 3.11 1.00 3.31 0.301 0.375 4.50 4.21 3.68 0.43 3.02 1.29 1.81 0.714 0.625 7.50 2.31 2.51 0.45 3.11 1.40 2.34 0.599 0.556 6.68 2.98 3.11 0.60 0.22 0.29 0.26 0.45 Tab 6.0 6.0 SPECIAL REPORTS AND STUDIES 6.0 SPECIAL REPORTS AND STUDIES There are no special reports or studies at this time. 17052.001 Tab 7.0 7.0 OTHER PERMITS 7.0 OTHER PERMITS Other permits required for this development include: • Sanitary Sewer Permit from the City of Tukwila • Water Permit from the City of Tukwila • Clear and Grade Permit from the City of Tukwila • Site Development Permit from the City of Tukwila • Building Permit from the City of Tukwila • SEPA Determination 17052.001 Tab 8.0 8.0 ESC ANALYSIS AND DESIGN Construction Stormwater General Permit Stormwater Pollution Prevention Plan (SWPPP) for King Lasik Building Prepared for: The Washington State Department of Ecology Northwest Regional Office Permittee / Owner Developer Operator / Contractor Christian M. Monea 900 SW 16x" St Renton, WA 98198 TBD TBD 6700 Fort Dent Way Tukwila, WA Certified Erosion and Sediment Control Lead (CESCL) Name Organization Contact Phone Number TBD by contractor TBD TBD SWPPP Prepared By Name Organization Contact Phone Number Costa Philippides Barghausen Consulting Engineers, Inc. (425) 251-6222 SWPPP Preparation Date November 2, 2018 Project Construction Dates Activity / Phase Start Date End Date Phase 1 December 2018 December 2019 Table of Contents 1 Project Information 4 1.1 Existing Conditions 4 1.2 Proposed Construction Activities 4 2 Construction Stormwater Best Management Practices (BMPs) 6 2.1 The 13 Elements 6 2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits 6 2.1.2 Element 2: Establish Construction Access 7 2.1.3 Element 3: Control Flow Rates 9 2.1.4 Element 4: Install Sediment Controls 10 2.1.5 Element 5: Stabilize Soils 12 2.1.6 Element 6: Protect Slopes 14 2.1.7 Element 7: Protect Drain Inlets 16 2.1.8 Element 8: Stabilize Channels and Outlets 17 2.1.9 Element 9: Control Pollutants 18 2.1.10 Element 10: Control Dewatering 22 2.1.11 Element 11: Maintain BMPs 25 2.1.12 Element 12: Manage the Project 26 2.1.13 Element 13: Protect Low Impact Development (LID) BMPs 27 3 Pollution Prevention Team 28 4 Monitoring and Sampling Requirements 30 4.1 Site Inspection 30 4.2 Stormwater Quality Sampling 30 4.2.1 Turbidity Sampling 30 4.2.2 pH Sampling 32 5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies 33 5.1 303(d) Listed Waterbodies 33 5.2 TMDL Waterbodies 33 6 Reporting and Record Keeping 34 6.1 Record Keeping 34 6.1.1 Site Log Book 34 6.1.2 Records Retention 34 6.1.3 Updating the SWPPP 34 6.2 Reporting 35 6.2.1 Discharge Monitoring Reports 35 6.2.2 Notification of Noncompliance 35 Page 11 List of Tables Table 1 — Summary of Site Pollutant Constituents 4 Table 2 — Pollutants 18 Table 3 — pH -Modifying Sources 20 Table 4 — Dewatering BMPs 22 Table 5 — Management 26 Table 6 — BMP Implementation Schedule 27 Table 7 — Team Information 29 Table 8 — Turbidity Sampling Method 30 Table 9 — pH Sampling Method 32 List of Appendices Appendix/Glossary A. Site Map B. BMP Detail C. Correspondence D. Site Inspection Form E. Construction Stormwater General Permit (CSWGP) F. 303(d) List Waterbodies / TMDL Waterbodies Information G. Contaminated Site Information H. Engineering Calculations Page 12 List of Acronyms and Abbreviations Acronym / Abbreviation Explanation 303(d) Section of the Clean Water Act pertaining to Impaired Waterbodies BFO Bellingham Field Office of the Department of Ecology BMP(s) Best Management Practice(s) CESCL Certified Erosion and Sediment Control Lead CO2 Carbon Dioxide CRO Central Regional Office of the Department of Ecology CSWGP Construction Stormwater General Permit CWA Clean Water Act DMR Discharge Monitoring Report DO Dissolved Oxygen Ecology Washington State Department of Ecology EPA United States Environmental Protection Agency ERO Eastern Regional Office of the Department of Ecology ERTS Environmental Report Tracking System ESC Erosion and Sediment Control GULD General Use Level Designation NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Units NWRO Northwest Regional Office of the Department of Ecology pH Power of Hydrogen RCW Revised Code of Washington SPCC Spill Prevention, Control, and Countermeasure su Standard Units SWMMEW Stormwater Management Manual for Eastern Washington SWMMWW Stormwater Management Manual for Western Washington SWPPP Stormwater Pollution Prevention Plan TESC Temporary Erosion and Sediment Control SWRO Southwest Regional Office of the Department of Ecology TMDL Total Maximum Daily Load VFO Vancouver Field Office of the Department of Ecology WAC Washington Administrative Code WSDOT Washington Department of Transportation WWHM Western Washington Hydrology Model Page 13 1 Project Information Project/Site Name: King Lasik Building Street/Location: 6700 Fort Dent Way City: Tukwila State: WA Zip code: 98168 Subdivision: N/A Receiving waterbody: Green River 1.1 Existing Conditions Total acreage (including support activities such as off-site equipment staging yards, material storage areas, borrow areas). Total acreage: Disturbed acreage: Existing structures: Landscape topography: Drainage patterns: 0.96 0.80 0 The existing site is adjacent to the Green River, The east side of the site has an elevation of approximately 36, while the west side of the siete has an elevation of approximately 39. There is also an exiisting swale on the south end of the site that drains to the west of the site, and discharges into the green river. In addition to the swale, there is also an existing wetland on the east side of the site. The site currently drains into the existing swale and discharges into the green river. Existing Vegetation: The site is a grassy area with several trees throughout the site. Critical Areas (wetlands, streams, high erosion There is an existing sensitive area on the risk, steep or difficult to stabilize slopes): near the center of the site. List of known impairments for 303(d) listed or Total Maximum Daily Load (TMDL) for the receiving waterbody: The Green River is listed as a category 5 waterbody, Table 1 includes a list of suspected and/or known contaminants associated with the construction activity. Table 1 — Summary of Site Pollutant Constituents Constituent (Pollutant) Location Depth Concentration Hydraulic Fluid Spill from equipment maintenance Surface 1.2 Proposed Construction Activities Description of site development (example: subdivision): The proposed conditions for this site will include one commercial building with asphalt parking. Page 14 Description of construction activities (example: site preparation, demolition, excavation): The proposed project includes removing the existing trees and wetland within the property limits. A new 7,000 square foot building will be constructed on the southeast side of the site, with paving totaling approximately 21,000 square feet, landscaping of approximately 4,000 square feet, water, storm, and sewer services. The stormwater system to be installed includes roof drains, eight catch basins, a detention system, and a water quality system. Description of site drainage including flow from and onto adjacent properties. Must be consistent with Site Map in Appendix. A: The existing sites surrounding this project have conveyance systems in place, so there is no runoff expected to enter this site. The site drains to an existing swale on the southwest side of the property, which drains west to the Green River. Description of final stabilization (example: extent of revegetation, paving, landscaping): At the completion of construction of the proposed side, the site wil be approximately 65% impervious surfaces with 33% pervious areas. The building will be approximately 17% of the site, while roughly 50% of the site will be paved. Contaminated Site Information: Proposed activities regarding contaminated soils or groundwater (example: on-site treatment system, authorized sanitary sewer discharge): With the construction activities of this site, contaminated groundwater is not anticipated to be encountered, as the site will be covered in clean, imported fill. If during excavations to install site utilities contaminated groundwater is encountered, the groundwater will be pumped to a Baker Tank where it will be treated and discharged to the sanitary sewer. Page 15 2 Construction Stormwater Best Management Practices (BMPs) The SWPPP is a living document reflecting current conditions and changes throughout the life of the project. These changes may be informal (i.e., hand-written notes and deletions). Update the SWPPP when the CESCL has noted a deficiency in BMPs or deviation from original design. 2.1 The 13 Elements 2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land -disturbing activities begin. Areas that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. A silt fence will be installed around the perimeter of the project site to mark the limits of construction as well as protect surrounding properties from any possible sediment laden runoff. As this site has contaminated soils present, the existing topsoils will be left in place with imported clean fill placed on top. List and describe BMPs: • High Visibility Plastic or Metal Fence (BMP C103) Installation Schedules: TBD Inspection and Maintenance plan: Silt Fence Maintenance • Repair any damage immediately. • Intercept and convey all evident concentrated flows uphill of the silt fence to a sediment pond. • Check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment. • Remove sediment deposits when the deposit reaches approximately one-third the height of the silt fence, or install a second silt fence. • Replace filter fabric that has deteriorated due to ultraviolet breakdown. Responsible Staff: Contractor/CESL Page 16 2.1.2 Element 2: Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. One stabilized construction entrance will be installed to the northeast entrance to the project site. Wheel washing will occur onsite in order to prevent sediment from leaving the site, especially from any possible contaminated soils on the site. A wheel wash will also be installed because the volume of import required for grades to this site and therefore expected traffic on and off the site. Street sweeping and street cleaning may be necessary if the stabilized construction access is not effective. The roads shall be swept daily should sediment collect on them. All wheel wash wastewater shall be controlled on-site and will not be discharged into waters of the State. List and describe BMPs: • Stabilized Construction Entrance/ Exit (BMP C105) Installation Schedules: TBD Inspection and Maintenance plan: Stabilized Construction Entrance Maintenance • Quarry spalls shall be added if the pad is no longer in accordance with the specifications. • If the entrance is not preventing sediment from being tracked onto pavement, then alternative measures to keep the streets free of sediment shall be used. This may include replacement/cleaning of the existing quarry spalls, street sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. • Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street, except when high efficiency sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, the construction of a small sump to contain the wash water shall be considered. The sediment would then be washed into the sump where it can be controlled. • Perform street sweeping by hand or with a high efficiency sweeper. Do not use a non - high efficiency mechanical sweeper because this creates dust and throws soils into storm systems or conveyance ditches. • Any quarry spalls that are loosened from the pad, which end up on the roadway shall be removed immediately. • If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing (see BMP C103) shall be installed to control traffic. • Upon project completion and site stabilization, all construction accesses intended as permanent access for maintenance shall be permanently stabilized. Page 17 Responsible Staff: Contractor/CESL Page 18 2.1.3 Element 3: Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled by construction of a temporary sediment pond and a temporary sediment trap as one of the first items of construction as well as a silt fence around the property boundary. Stormwater during construction will be captured through v -ditches with rock check dams in order to control the flow of stormwater runoff before reaching the sediment trap or sediment pond. The sediment trap and sediment pond are located at low points on the site with adequate surface area for sediment settlement per the DOE requirements from BMP C240 and C241. Because the site has been designed to minimize cut into the contaminated soils on site, it is less of a concern that contaminated soils will be tracked offsite. Detention facilities must be functioning property before construction of site improvements. Will you construct stormwater retention and/or detention facilities? ® Yes ❑ No Will you use permanent infiltration ponds or other low impact development (example: rain gardens, bio -retention, porous pavement) to control flow during construction? ❑ Yes ® No List and describe BMPs: • Sediment Trap (BMP C240) • Check Dams (BMP C207) Installation Schedules: TBD Inspection and Maintenance plan: Sediment Pond/Trap Maintenance • Sediment shall be removed from the trap/pond when it reaches 1 -foot in depth. • Any damage to the pond embankments or slopes shall be repaired. Check Dam Maintenance • Check dams shall be monitored for performance and sediment accumulation during and after each runoff producing rainfall. • Sediment shall be removed when it reaches one half the sump depth. • Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam. • If significant erosion occurs between dams, install a protective riprap (liner in that portion of the channel Responsible Staff: Contractor/CESL Page 19 2.1.4 Element 4: Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to the downstream drainage course. Constructing the sediment control ponds and traps is one of the first steps of grading and must be done before other land disturbing activities take place. Rock check dams and v -ditches will be used to convey stormwater runoff into the sediment pond and sediment trap to settle out sediment as well. Infiltration is not feasible for stormwater discharge from this site, as contaminated soils are present below ground. There are no juvenile Salmonids attempting to enter off -channel areas or drainages within the vicinity. The combination of a sediment trap and pond alone are expected to be adequate for sediment control on the site because most of the site work will not cut into existing contaminated soils. The surface area requirements for the TESC pond and trap are met with the designed TESC plan and it is not expected that further treatment or other sediment controlling measures are necessary. However, if the proposed sediment controls are ineffective as determined by the CESCL, they will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix B. List and describe BMPs: • Silt Fence (BMP C233) • Temporary Sediment Trap (BMP C241) • Check Dams (BMP C207) Installation Schedules: TBD Inspection and Maintenance plan: Silt Fence Maintenance • Repair any damage immediately. • Intercept and convey all evident concentrated flows uphill of the silt fence to a sediment pond. • Check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence.. If this occurs, replace the fence or remove the trapped sediment. • Remove sediment deposits when the deposit reaches approximately one-third the height of the silt fence, or install a second silt fence. • Replace filter fabric that has deteriorated due to ultraviolet breakdown. Sediment Pond/Trap Maintenance • Sediment shall be removed from the trap/pond when it reaches 1 -foot in depth. • Any damage to the pond embankments or slopes shall be repaired. Check Dam Maintenance Page 110 • Check dams shall be monitored for performance and sediment accumulation during and after each runoff producing rainfall. • Sediment shall be removed when it reaches one half the sump depth. • Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam. • If significant erosion occurs between dams, install a protective riprap liner in that portion of the channel. Responsible Staff: Contractor/CESL Page 111 2.1.5 Element 5: Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. Temporary seeding shall occur on all areas to remain unworked pursuant to below. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. To the northwest of the site, there is an area that will be used for stockpiling any contaminated soils uncovered during the project. These stockpiles will be covered with plastic sheeting while being stored and waiting for testing to determine any present contaminants before disposal or reuse depending on the testing outcome. To minimize the amount of soil exposed through the life of the project, grading will be completed within a reasonable time frame after the preloading of the building footprints is completed. To minimize soil compaction, a construction entrance will be used as well as keeping heavy equipment and machinery off unpaved areas as much as possible. West of the Cascade Mountains Crest Season Dates Number of Days Soils Can be Left Exposed During the Dry Season May 1 — September 30 7 days During the Wet Season October 1 — April 30 2 days Soils must be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. Anticipated project dates: Start date: December 2018 End date: December 2019 WII you construct during the wet season? ® Yes ❑ No List and describe BMPs: • Temporary and Permanent Seeding (BMP C120) • Mulching (BMP C121) • Dust Control (BMP C140) Installation Schedules: TBD Inspection and Maintenance plan: Temporary and Permanent Seeding Maintenance Page 112 • Reseed any seeded areas that fail to establish at least 80 percent cover (100 percent cover for areas that receive sheet or concentrated flows). If reseeding is ineffective, use an alternate method such as sodding, mulching, or nets/blankets. If winter weather prevents adequate grass growth, this time limit may be relaxed at the discretion of the local authority when sensitive areas would otherwise be protected. • Reseed and protect by mulch any areas that experience erosion after achieving adequate cover. Reseed and protect by mulch any eroded area. • Supply seeded areas with adequate moisture, but do not water to the extent that it causes runoff. Mulching Maintenance • The thickness of the cover must be maintained. • Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related, then the problem shall be fixed and the eroded area remulched. Dust Control Maintenance • Respray area as necessary to keep dust to a minimum. Responsible Staff: Contractor/CESL Page 113 2.1.6 Element 6: Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner that minimizes erosion. It is required that any temporary pipe slope drains must handle the peak 10 -minute flow rate from a Type 1A, 10 -year, 24-hour frequency storm for the developed condition. Alternatively, the 10 -year, 1 -hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. For modeling the condition with the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas have been modeled as "landscaped area". Scouring will be reduced by using v -ditches with rock check dams to convey stormwater to the sediment pond and trap on site. However, if the proposed BMPs to protect slopes are ineffective as determined by the CESCL, they will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix B. Will steep slopes be present at the site during construction? ® Yes ❑ No List and describe BMPs: • Temporary and Permanent Seeding (BMP C120) Installation Schedules: TBD Inspection and Maintenance plan: Temporary and Permanent Seeding Maintenance • Reseed any seeded areas that fail to establish at least 80 percent cover (100 percent cover for areas that receive sheet or concentrated flows). If reseeding is ineffective, use an alternate method such as sodding, mulching, or nets/blankets. If winter weather prevents adequate grass growth, this time limit may be relaxed at the discretion of the local authority when sensitive areas would otherwise be protected. • Reseed and protect by mulch any areas that experience erosion after achieving adequate cover. Reseed and protect by mulch any eroded area. • Supply seeded areas with adequate moisture, but do not water to the extent that it causes runoff. Check Dam Maintenance • Check dams shall be monitored for performance and sediment accumulation during and after each runoff producing rainfall. • Sediment shall be removed when it reaches one half the sump depth. • Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam. Page 114 • If significant erosion occurs between dams, install a protective riprap liner in that portion of the channel. Responsible Staff: Contractor/CESL Page 115 2.1.7 Element 7: Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment -laden runoff on and near the project site. The temporary sediment pond and trap on site will function to settle out sediment particles before discharge to the existing storm system in order to prevent sediment from entering the system. If this is deemed ineffective by the CESCL, additional BMPs may be necessary, as listed in Appendix B. Inlet protection is the last component of a treatment train and protection of drain inlets include additional sediment and erosion control measures. Inlet protection devices will be cleaned (or removed and replaced), when sediment has filled the device by one third (1/3) or as specified by the manufacturer. List and describe BMPs: • Storm Drain Inlet Protection (BMP C220) Installation Schedules: TBD Inspection and Maintenance plan: Storm Drain Inlet Protection Maintenance • Inspect catch basin filters frequently, especially after storm events. Clean and replace clogged inserts. For systems with clogged stone filters: pull away the stones from the inlet and clean or replace. An alternative approach would be to use the clogged stone as fill and put fresh stone around the inlet. • Do not wash sediment into storm drains while cleaning. Spread all excavated material evenly over the surrounding land area or stockpile and stabilize as appropriate. • Inlets to be inspected weekly and a minimum of daily during storm events Responsible Staff: Contractor/CESL Page 116 , 2.1.8 Element 8: Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. For construction stormwater conveyance, v -ditches with rock check dams will be installed to stabilize channels. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. The project site is located west of the Cascade Mountain Crest. As such, all temporary on-site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type 1A, 10 -year, 24- hour frequency storm for the developed condition. Alternatively, the 10 -year, 1 -hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the WWHM to predict flows, bare soil areas should be modeled as "landscaped area". Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches, will be installed at the outlets of all conveyance systems. List and describe BMPs: • Check Dams (BMP C207) Installation Schedules: TBD Inspection and Maintenance plan: Check Dam Maintenance • Check dams shall be monitored for performance and sediment accumulation during and after each runoff producing rainfall. Sediment shall be removed when it reaches one half the sump depth. • Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam. • If significant erosion occurs between dams, install a protective riprap liner in that portion of the channel. Responsible Staff: Contractor/CESL Page 117 2.1.9 Element 9: Control Pollutants The following pollutants are anticipated to be present on-site: Table 2 — Pollutants Pollutant (List pollutants and source, if applicable) Hydraulic fluid- May be present on sie with construct ion equipment. Diesel — May be present on site with construction equipment. Motor Oil — May be presne on site with construction equipment. 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. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing: • All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent Teaks or spills. • On-site fueling tanks and petroleum product storage containers shall include secondary containment. • Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. • In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. • Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Demolition: • Dust released from demolished sidewalks, buildings, or structures will be controlled using Dust Control measures (BMP C140). • Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will be protected using Storm Drain Inlet Protection (BMP C220 as described above for Element 7). • Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and Surfacing Pollution Prevention measures (BMP C152). Page 118 Concrete and grout: • Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). List and describe BMPs: • Concrete Handling (BMP C151) Installation Schedules: TBD Inspection and Maintenance plan: Concrete Handling Maintenance • Check containers for holes in the liner daily during concrete pours and repair the same day. Responsible Staff: Contractor/CESL Will maintenance, fueling, and/or repair of heavy equipment and vehicles occur on-site? Yes ❑ No In order to prevent spills and minimize risk, the following list should be applied • Temporary storage area should be located away from vehicular traffic, near the construction entrance(s), and away from waterways or storm drains. • Material Safety Data Sheets (MSDS) should be supplied for all materials stored. Chemicals should be kept in their original labeled containers. • Hazardous material storage on-site should be minimized. • Hazardous materials should be handled as infrequently as possible. • During the wet weather season (Oct 1 — April 30), consider storing materials in a covered area. • Materials should be stored in secondary containments, such as earthen dike, horse trough, or even a children's wading pool for non-reactive materials such as detergents, oil, grease, and paints. Small amounts of material may be secondarily contained in "bus boy" trays or concrete mixing trays. • Do not store chemicals, drums, or bagged materials directly on the ground. Place these items on a pallet and, when possible, and within secondary containment. • If drums must be kept uncovered, store them at a slight angle to reduce ponding of rainwater on the lids to reduce corrosion. Domed plastic covers are inexpensive and snap to the top of drums, preventing water from collecting. Liquids, petroleum products, and substances listed in 40 CFR Parts 110, 117, or 302 shall be stored in approved containers and drums and shall not be overfilled. Containers and drums shall be stored in temporary secondary containment facilities. Page 1 19 List and describe BMPs: • Material Delivery, Storage and Containment (BMP C153) Installation Schedules: TBD Inspection and Maintenance plan: The spill kit should include, at a minimum: 1 -Water Resistant Nylon Bag • 3 -Oil Absorbent Socks 3"x 4' • 2 -Oil Absorbent Socks 3"x 10' 12 -Oil Absorbent Pads 17"x19" 1 -Pair Splash Resistant Goggles • 3 -Pair Nitrile Gloves 10 -Disposable Bags with Ties Instructions Responsible Staff: Contractor/CESL Will wheel wash or tire bath system BMPs be used during construction? ❑ Yes ® No List and describe BMPs: N/A Installation Schedules: N/A Inspection and Maintenance plan: N/A Responsible Staff: N/A Will pH -modifying sources be present on-site? ❑ Yes ® No Table 3 — pH -Modifying Sources /1 None ❑ Bulk cement ❑ Cement kiln dust ❑ Fly ash ❑ Other cementitious materials ❑ New concrete washing or curing waters ❑ Waste streams generated from concrete grinding and sawing ❑ Exposed aggregate processes ❑ Dewatering concrete vaults ❑ Concrete pumping and mixer washout waters ❑ Recycled concrete ❑ Recycled concrete stockpiles ❑ Other (i.e., calcium lignosulfate) [please describe: ] Page 120 List and describe BMPs: N/A Installation Schedules: N/A Inspection and Maintenance plan: N/A Responsible Staff: N/A Concrete trucks must not be washed out onto the ground, or into storm drains, open ditches, streets, or streams. Excess concrete must not be dumped on-site, except in designated concrete washout areas with appropriate BMPs installed. Will uncontaminated water from water -only based shaft drilling for construction of building, road, and bridge foundations be infiltrated provided the wastewater is managed in a way that prohibits discharge to surface waters? ❑ Yes ®No List and describe BMPs: N/A Installation Schedules: N/A Inspection and Maintenance plan: N/A Responsible Staff: N/A Page 121 2.1.10 Element 10: Control Dewatering All dewatering water from open cut excavation, tunneling, foundation work, trench, or underground vaults shall be discharged into a controlled conveyance system prior to discharge to the downstream drainage course. Channels will be stabilized, per Element #8. Clean, non - turbid dewatering water will not be routed through stormwater sediment ponds, and will be discharged to systems tributary to the receiving waters of the State in a manner that does not cause erosion, flooding, or a violation of State water quality standards in the receiving water. Highly turbid dewatering water from soils known or suspected to be contaminated, or from use of construction equipment, will require additional monitoring and treatment as required for the specific pollutants based on the receiving waters into which the discharge is occurring. Such monitoring is the responsibility of the contractor. Because there are contaminated soils on site, any cut into these will be closely monitored and all cut soils will be stockpiled for testing before appropriate disposal or reuse. The dewatering water from excavation will be tested and treated if the testing shows contamination. However, the dewatering of soils known to be free of contamination will trigger BMPs to trap sediment and reduce turbidity. At a minimum, geotextile fabric socks/bags/cells will be used to filter this material. If BMP C250: Construction Stormwater Chemical Treatment and BMP C251: Construction Stormwater Filtration are required for treatment, approval from Ecology is required prior, Table 4 — Dewatering BMPs ❑ Infiltration ' Transport off-site in a vehicle (vacuum truck for legal disposal) ❑ Ecology -approved on-site chemical treatment or other suitable treatment technologies ❑ Sanitary or combined sewer discharge with local sewer district approval (last resort) ❑ Use of sedimentation bag with discharge to ditch or swale (small volumes of localized dewatering) List and describe BMPs: • Construciton Stormwater Chemical Treatement (BMP C250) • Construction Stormwater Filtration (BMP C251) Installation Schedules: TBD Inspection and Maintenance plan: Construction Stormwater Chemical Treatment Maintenance Monitoring: At a minimum, the following monitoring shall be conducted. Test results shall be recorded on a daily log kept on site. Additional testing may be required by the NPDES permit based on site conditions. Operational Monitoring: Page 122 • Total volume treated and discharged. • Flow must be continuously monitored and recorded at not greater than 15 -minute intervals. • Type and amount of chemical used for pH adjustment. • Amount of polymer used for treatment. • Settling time. Compliance Monitoring: • Influent and effluent pH, flocculent chemical concentration, and turbidity must be continuously monitored and recorded at not greater than 15 -minute intervals. pH and turbidity of the receiving water. Biomonitoring: Treated stormwater must be non-toxic to aquatic organisms. Treated stormwater must be tested for aquatic toxicity or residual chemicals. Frequency of biomonitoring will be determined by Ecology. Residual chemical tests must be approved by Ecology prior to their use. If testing treated stormwater for aquatic toxicity, you must test for acute (lethal) toxicity. Bioassays shall be conducted by a laboratory accredited by Ecology, unless otherwise approved by Ecology. Acute toxicity tests shall be conducted per the CTAPE. protocol. Discharge Compliance: Prior to discharge, treated stormwater must be sampled and tested for compliance with pH, flocculent chemical concentration, and turbidity limits. These limits may be established by the Construction Stormwater General Permit or a site-specific discharge permit. Sampling and testing for other pollutants may also be necessary at some sites. pH must be within the range of 6.5 to 8.5 standard units and not cause a change in the pH of the receiving water of more than 0.2 standard units. Treated stormwater samples and measurements shall be taken from the discharge pipe or another location representative of the nature of the treated stormwater discharge. Samples used for determining compliance with the water quality standards in the receiving water shall not be taken from the treatment pond prior to decanting. Compliance with the water quality standards is determined in the receiving water. Operator Training: Each contractor who intends to use chemical treatment shall be trained by an experienced contractor . Each site using chemical treatment must have an operator trained and certified by an organization approved by Ecology. Standard BMPs: Surface stabilization BMPs should be implemented on site to prevent significant erosion. All sites shall use a truck whee'I wash to prevent tracking of sediment off site. Sediment Removal and Disposal: • Sediment shall be removed from the storage or treatment cells as necessary. Typically, sediment removal is required at least once during a wet season and at the Page 123 decommissioning of the cells. Sediment remaining in the cells between batches may enhance the settling process and reduce the required chemical dosage. • Sediment that is known to be non-toxic may be incorporated into the site away from drainages. Construction Stormwater Filtration Maintenance Rapid sand filters typically have automatic backwash systems that are triggered by a pre-set pressure drop across the filter. If the backwash water volume is not large or substantially more turbid than the untreated stormwater stored in the holding pond or tank, backwash return to the untreated stormwater pond or tank may be appropriate. However, other means of treatment and disposal may be necessary. • Screen, bag, and fiber filters must be cleaned and/or replaced when they become clogged. • Sediment shall be removed from the storage and/or treatment ponds as necessary. Typically, sediment removal is required once or twice during a wet season and at the decommissioning of the ponds. Responsible Staff: Contractor/CESL Page 124 , 2.1.11 Element 11: Maintain BMPs All temporary and permanent Erosion and Sediment Control (ESC) BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP specification (see Volume 11 of the SWMMWW or Chapter 7 of the SWMMEW). Visual monitoring of all BMPs installed at the site will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive and is temporarily stabilized, the inspection frequency may be reduced to once every calendar month. All temporary ESC BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be stabilized on-site or removed. Disturbed soil resulting from removal of either BMPs or vegetation shall be permanently stabilized. Additionally, protection must be provided for all BMPs installed for the permanent control of stormwater from sediment and compaction. BMPs that are to remain in place following completion of construction shall be examined and restored to full operating condition. If sediment enters these BMPs during construction, the sediment shall be removed and the facility shall be returned to conditions specified in the construction documents. Page 125 , 2.1.12 Element 12: Manage the Project The project will be managed based on the following principles: • Projects will be phased to the maximum extent practicable and seasonal work limitations will be taken into account. • Inspection and monitoring: o Inspection, maintenance and repair of all BMPs will occur as needed to ensure performance of their intended function. o Site inspections and monitoring will be conducted in accordance with Special Condition S4 of the CSWGP. Sampling locations are indicated on the Site Map. Sampling station(s) are located in accordance with applicable requirements of the CSWGP. • Maintain an updated SWPPP. o The SWPPP will be updated, maintained, and implemented in accordance with Special Conditions S3, S4, and S9 of the CSWGP. As site work progresses the SWPPP will be modified routinely to reflect changing site conditions. The SWPPP will be reviewed monthly to ensure the content is current. Table 5 — Management , Design the project to fit the existing topography, soils, and drainage patterns a Emphasize erosion control rather than sediment control a Minimize the extent and duration of the area exposed /1 Keep runoff velocities low /1 Retain sediment on-site a Thoroughly monitor site and maintain all ESC measures /1 Schedule major earthwork during the dry season ❑ Other (please describe) Page 126 Table 6 — BMP Implementation Schedule Phase of Construction Project Stormwater BMPs Date Wet/Dry Season TBD 2.1.13 Element 13: Protect Low Impact Development (UD) BMPs Page 127 Low Impact Developed (LID) BMPs are practices that emphasize pre -disturbance hydrologic processes of infiltration, filtration, storage, evaporation and transpiration integrated into project design. The idea behind these is to emphasize conservation, use of on-site natural features, and site planning to minimize impervious surfaces, native vegetation loss, and stormwater runoff. At this time, there are no LID BMPs in place, however the following shall apply in the event of additional LID BMPs added to the project: • Permittees must protect all Bioretention and Rain Garden facilities from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the Bioretention and/or Rain Garden facilities. Restore the facilities to their fully functioning condition if they accumulate sediment during construction. Restoring the facility must include removal of sediment and any sediment - laden Bioretention/Rain Garden soils, and replacing the removed soils with soils meeting the design specification. • Permittees must maintain the infiltration capabilities of Bioretention and Rain Garden facilities by protecting against compaction by construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. • Permittees must control erosion and avoid introducing sediment from surrounding land uses onto permeable pavements. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment -laden runoff onto permeable pavements. • Permittees must clean permeable pavements fouled with sediments or no longer passing an initial infiltration test using local stormwater manual methodology or the manufacturer's procedures. • Permittees must keep all heavy equipment off existing soils under LID facilities that have been excavated to final grade to retain the infiltration rate of the soils. Page X28 , 3 Pollution Prevention Team Table 7 — Team Information Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) TBD Resident Engineer Costa Philippides (425) 251-6222 Emergency Ecology Contact TBD TBD Emergency Permittee/ Owner Contact TBD TBD Non -Emergency Owner Contact TBD TBD Monitoring Personnel TBD TBD Ecology Regional Office Northwest Regional Office 425-649-7000 Page 129 4 Monitoring and Sampling Requirements Monitoring includes visual inspection, sampling for water quality parameters of concern, and documentation of the inspection and sampling findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Stormwater sampling data File a blank form under Appendix D. The site log book must be maintained on-site within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Numeric effluent limits may be required for certain discharges to 303(d) listed waterbodies. See CSWGP Special Condition S8 and Section 5 of this template. 4.1 Site Inspection Site inspections will be conducted at least once every calendar week and within 24 hours following any discharge from the site. For sites that are temporarily stabilized and inactive, the required frequency is reduced to once per calendar month. The discharge point(s) are indicated on the Site Map (see Appendix A) and in accordance with the applicable requirements of the CSWGP. 4.2 Stormwater Quality Sampling 4.2.1 Turbidity Sampling Requirements include calibrated turbidity meter or transparency tube to sample site discharges for compliance with the CSWGP. Sampling will be conducted at all discharge points at least once per calendar week. Method for sampling turbidity: Table 8 — Turbidity Sampling Method Turbidity Meter/Turbidimeter (required for disturbances 5 acres or greater in size) Transparency Tube (option for disturbances less than 1 acre and up to 5 acres in size) The benchmark for turbidity value is 25 nephelometric turbidity units (NTU) and a transparency less than 33 centimeters. If the discharge's turbidity is 26 to 249 NTU or the transparency is Tess than 33 cm but equal to or greater than 6 cm, the following steps will be conducted: 1. Review the SWPPP for compliance with Special Condition S9. Make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. Page 130 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10 -day response period. 3. Document BMP implementation and maintenance in the site log book. If the turbidity exceeds 250 NTU or the transparency is 6 cm or Tess at any tiime, the following steps will be conducted: 1. Telephone or submit an electronic report to the applicable Ecology Region's Environmental Report Tracking System (ERTS) within 24 hours. • Northwest Region (King, Kitsap, Island, San Juan, Skagit, Snohomish, Whatcom): (425) 649-7000 or http://www.ecy.wa.gov/programs/spills/forms/nerts online/NWRO nerts online.html 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10 -day response period 3. Document BMP implementation and maintenance in the site log book. 4. Continue to sample discharges daily until one of the following is true: • Turbidity is 25 NTU (or lower). • Transparency is 33 cm (or greater). • Compliance with the water quality limit for turbidity is achieved. o 1 - 5 NTU over background turbidity, if background is less than 50 NTU o 1% - 10% over background turbidity, if background is 50 NTU or greater • The discharge stops or is eliminated. Page 131 , 4.2.2 pH Sampling pH monitoring is required for "Significant concrete work" (i.e., greater than 1000 cubic yards poured concrete over the life of the project). The use of recycled concrete or engineered soils (soil amendments including but not limited to Portland cement -treated base [CTB], cement kiln dust [CKD] or fly ash) also requires pH monitoring. For significant concrete work, pH sampling will start the first day concrete is poured and continue until it is cured, typically three (3) weeks after the last pour. For engineered soils and recycled concrete, pH sampling begins when engineered soils or recycled concrete are first exposed to precipitation and continues until the area is fully stabilized. If the measured pH is 8.5 or greater, the following measures will be taken: 1. Prevent high pH water from entering storm sewer systems or surface water. 2. Adjust or neutralize the high pH water to the range of 6.5 to 8.5 su using appropriate technology such as carbon dioxide (CO2) sparging (liquid or dry ice). 3. Written approval will be obtained from Ecology prior to the use of chemical treatment other than CO2 sparging or dry ice. Method for sampling pH: Table 9 — pH Sampling Method /1 • H meter ❑ pH test kit ❑ Wide range pH indicator paper Page 132 5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies 5.1 303(d) Listed Waterbodies Is the receiving water 303(d) (Category 5) listed for turbidity, fine sediment, phosphorus, or pH? ❑ Yes ® No List the impairment(s): N/A 5.2 TMDL Waterbodies Waste Load Allocation for CWSGP discharges: N/A List and describe BMPs: N/A Discharges to TMDL receiving waterbodies will meet in -stream water quality criteria at the point of discharge. The Construction Stormwater General Permit Proposed New Discharge to an Impaired Water Body form is included in Appendix F. Page 133 6 Reporting and Record Keeping 6.1 Record Keeping 6.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Sample logs 6.1.2 Records Retention Records will be retained during the life of the project and for a minimum of three (3) years following the termination of permit coverage in accordance with Special Condition S5.0 of the CSWGP. Permit documentation to be retained on-site: • CSWGP • Permit Coverage Letter • SWPPP • Site Log Book Permit documentation will be provided within 14 days of receipt of a written request from Ecology. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with Special Condition S5.G.2.b of the CSWGP. 6.1.3 Updating the SWPPP The SWPPP will be modified if: • Found ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. • There is a change in design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the State. The SWPPP will be modified within seven (7) days if inspection(s) or investigation(s) determine additional or modified BMPs are necessary for compliance. An updated timeline for BMP implementation will be prepared. Page 134 6.2 Reporting 6.2.1 Discharge Monitoring Reports Cumulative soil disturbance is Tess than one (1) acre; therefore, Discharge Monitoring Reports (DMRs) will not be submitted to Ecology because water quality sampling is not being conducted at the site. 6.2.2 Notification of Noncompliance If any of the terms and conditions of the permit is not met, and the resulting noncompliance may cause a threat to human health or the environment, the following actions will be taken: 1. Ecology will be notified within 24 -hours of the failure to comply by calling the applicable Regional office ERTS phone number (Regional office numbers listed below). 2. Immediate action will be taken to prevent the discharge/pollution or otherwise stop or correct the noncompliance. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Anytime turbidity sampling indicates turbidity is 250 NTUs or greater, or water transparency is 6 cm or less, the Ecology Regional office will be notified by phone within 24 hours of analysis as required by Special Condition S5.A of the CSWGP. • Central Region at (509) 575-2490 for Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, or Yakima County • Eastern Region at (509) 329-3400 for Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, or Whitman County • Northwest Region at (425) 649-7000 for Island, King, Kitsap, San Juan, Skagit, Snohomish, or Whatcom County • Southwest Region at (360) 407-6300 for Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, or Wahkiakum Include the following information: 1. Your name and / Phone number 2. Permit number 3. City / County of project 4. Sample results 5. Date / Time of call 6. Date / Time of sample 7. Project name Page 135 In accordance with Special Condition S4.D.5.b of the CSWGP, the Ecology Regional office will be notified if chemical treatment other than CO2 sparging is planned for adjustment of high pH water. Page 136 Appendix/Glossary A. Site Map Page 137 EXISTING LEGEND ,..,,,.,,® ||2|||2|||§ ' ||§| § k § h § , ;■ |2 ■ K|§ K§ | 2 | §§ A ggg 8■ ■®®� \)%k777|kt,|.|§§ §§\B2§!§§§■|■h Sq|Ro OoQ"qz-m#eo APPROXIMATE 100-YEAR FLOODPLMN 921 ;H WATER MARK N53.2) 33 6O2 PROPOSED RETAINING WALL NOER SEPARATE BUILDING PERMIT PROPOSED UGHT POLE L locr Float-i474; pRoobsgb RETAINING WALL 1 " PROPOSED RETAINING 7LL LANDSCAPEI SETOA/Th 5. LANDSCAPE sumac —T EX. BULDNO 1' LEVEL AREA TPN 2954900455 6720 FORT DENT WAY TUKWILA, WA 97188 1 • ' EX BULDNO .1 _ .,.-' I .!J'.1 li, PROPOSED LIGHT POLE ..,., 2,1.451233147 d li _ _ - . _ / - INTERURBAN AVE. PROPOSED 26' CONC. DRNEWAY (STATE ROUTE 113.1), PER DETAIL SHEET C7 - EX. 6 CONC. SIDEWALK r 4*............,- PROPOSED ASPHALT _ PAVEMENT NEW CONCRETE ..' SIDEWALK 9' PROPOSED PLANTERS AND BENCHES PROPOSED BUILDING 7,000 SF FF-36.7 '692.0 . 341 :341 PEDES 1` 2) f2. . , ' te .. .. ' • • it---- , EX. ATA RAMPS / . - 4 1 1 I 8 8' I '11 I - - ^ - -tr'' ''44, : • 4 - • PRoPOSEC, 28' CONC. DRIVEWAY PER DETAIL SHEET C7 *NWT MEW ficwatatoc64 , EX. 10' , CON. SIDEWALK ; qf i 11130. 70002601517 miry swim --- laNtM gN 4 C4 0 101 iv) Is 4 ' ----- -4= SO' ROW WIRY swam 7701010M SO PARONVECIIMM ISANDABIT INC. 741021006 CONTRACTOR SHALL BE rat.). RESPONSIBLE FOR OBTAINING PERMITS FROM THE 1,,,lcum,nrAm CTATC nrOADTUCW, AC MATIMAi OrenliesPre rem incim.x.^ =Q ;W sr g! W Wa0 ii . r, o .. _&:L'_ --}- --4--- H u'3.1.1M1- ru nosJ VM .L1N cI Jo 1 L i La3'£aYa .09'V9Z 3.LZ,Ot.O£N 1 I I T R I 1 — I ' l r4. I NM ? \ 1. Wo I .9£'8L 3)LZ.04£N amm z 0 'I do 0 i' 11=111=111=111=111= S ao BE APPUED AT THE RATE OF 120 Xo 5 FSR Q� 2 8 1=111=111= O SURFACE ROUGHENING. PERFORM 9 m 0 0 ::'!.2:8g , N oW N(OUWONV8 xgO w O Q P!! WO1iir 5.'7'208oo OFV N= o � odm: • 'AN<• o Lg2�� 7.4c°-95)-6ii t " ; W Omc. u g3F ni iV,agE W !!I 01 ti u ',2 Z., M.5 W V 7 in c. o- IOuN FO 2 K hil;i=i is o I.2U, 6' a a 1Z j� �NZ 4 2 4 W m R 1WWt_+ -4Wgdg aoUs i0E za <.i F i Op; O Zr. WW<a 2W m N 4 0_$ z Nm I NZ GW S ci KWK rcm j2 W rc O •� ~ z ▪ ¢ti ZWO =WW2 W 1w-aZp . Z p N 3 �3w �•: r0 31x -•GO LL LLC'K V1 USS S h ♦ 1(i 1C h N Oi C /1 w a cr R cr g o,�WV N,w Xs Rs 2y ESY OC rZ 2i gt us mi. 7131VAI .01 1(1-1'''' (via liaiNgo Fun - ; ,iiiVM INIgG .1.,110.4 -----1- - ---- 1 i -i- . 5 . ..t[ — ss — s, • ss 4 . — .1-, ss — ss -- ss -- .!-1, i • La ,-- ... i , , ..._ •„, • e 04 N , - - is' — ss - vs — . , ss •- s„ r ss ss ,, ss ,,,, N. n ,...4..• -, 0 - vs — --dc-:-------1 a Irg '-' p.:_Li, h.,• - .00.- , 3L Ic.0,N t . P , EP ----ij 1 A 1.0 I" I 0 4411 OMNI 40,01041% e eaNkg toaeo • i 1 �bJ E W FZ ZZ p Z p SOQ Om =a, pax 4 2 Z'. WZ o a rc N a m ¢tQ _ 11 �K�jys Up w ���j g Vow z N In O pp yZC W wem wqt!' gtMfppO! !OP 61?)Z1oU0 i04 8 ~tC Wil g§0`2�Z� t�f 6Hr ��N��m3Ngg�i� �b��t��wWmo31F'U-ay�Frc igE a ora�wp�w�YrZ��o a W W W 2 U U 0 a• W U p COMMERCIAL DRIVEWAY a 440 V § ¢ i R i ; o LV.- r � W p � hb! � 1�WI gi O oOP '4 2n o$ ii. a., ; 1 �:11 of gi 4. � _ li o Q 14 o; a iii u W&e 4 g ; 8 2 PO 5g g 1 og 6 54 11 10 6 ig H G^ n Q W WG O < 4' ZO . N W �a 1g! �ogh g2 60, g!!! ! e1a41,'1! I xah h �? Fac YW Yo_$ $�€ a'� v'��+ J!; gEi�` }U�� -' �+ !Jiog <N=w Ii5gg is 1 i a i a 'C N ES�'a3� :{S�7 i^ ., m n m m o r m vwy yl 0 wE to g5 gE Ua' 2. PRESSURE TEST ALL NATER MINS AND APPURTENANCES. g i E z v w z i a E < 3 Q i i W 8 01 42 E g :5 d 1 4 W 01 KK i.^, ;Y if i MOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. \ E4 (}(E \|$}a h -S § k\/§\ ilia 1\2 § !!!1•,!.n Q■�,=� l�m� �_|�# =@q 0 §I- 0 ! ED BY PIPE CONFIGURATION OR AS DETERMINED BY E DIAMETER MAY 5 59 91186'99 L. 06019914 LYE 60'96['1[6 09 99E1111 0LIS 034E 06999 04 90 99 (6090'99 094 05 ter 994 940 69091'990 061 19 tot 066 9416 059 511996 ZI 09 06 10099 001 9196560 560 9('892'991 090 4611909E 94(9 050 090001 99 55 05181'09 69 1909069 960 00411/51 162 0969909Z 9115 059 519961 OE 06 656900E 00 9201006 910 91 991114 908 10990948 91L9 090 409190 90 LE 11619'02 11 01 E00'00 10 92964'99 091 59996001 9415 092 00101E K 61 04699'90 LL 81 OLLIE EL 9660004 984 60401'091 SLaa 00Z 069600 92 51 9200550 lE 94 0206 09 0'99000 140 LS 499111 9145 090 49404 0 OZ tl 1990924 59 1,9990'60 60 0'11911 06 19 80009 5125 090 511911 91 04 46499'6 OL n09960 6E 001191E tt 0501004 5415 059 109691 91 2 999991 91 9909091 0E 0941999 55 L191919 5'LLS OSZ 000001 04 9 499599 I1 0900014 ti 6909 (0 N 91001 00 9(15 060 009910 Ll 0 S4' 0990 9 001994 54 1119091 90 9901•'[0 9'816 092 019950 01 L 650150 9 59516/ 01 S6009'6 94 99111'(1 9115 090 106090 9 1 2909916 Itrut L 940205 00 1192001 9LIS 090 609610 0 0 L9'(49 1 609001 Z 11042 0 901961 9429 099 101990 e (901.3111 SC1t 3 0:21(9901 SL'll 3 (36).331 320 0 (010 0000 Sgt 0 l36).3V1 S1 0 (00 9906 .00 0 016).000 .96 • 021) arm .96 0 ((3( 03991 (460 321129391 109 •3ri399V 910 NA 300 1910903119199 .9091530 31199939d 1103 4004 341699•- 3309 01404301913111311. 0 z CO U tok • EXTRUDED CONCRETE CURB DETAIL 1 3940 1e m 5 5', 6 i• W W O m c I ONTAL) a7i lei iiNrcw IRE EXTRUDED CONCRETE CURB DETAIL 1 3940 N� EE � N g a7i lei iiNrcw IRE E :sone a 1 EXISTING EDGE OF PROPOSED GRADE STORMTECN GRADE - - - CRABBERS 0.908 -0.90% A 1.007. ANG IE • 30.53 (12' NW) LE• 30.53 (17 IE • 30.93 (12 SW) IE - 30.53 (1, IE • 30.93 (12 SE) PROPOSED GRIME• 30.53 (1; EXISTING GRADE 1 [ .t.,�;it .44. .t'%r%i i C� : W I r -ms0 4 =y: 651 1 19-gli 8 (j �K by 4990 0 R a R Q 99 98 g o E \ PROPOSED 5' LANDSCAPE SETBACK TW=36.06 I PROPOSED RETNNNNi WALL \ \ O9-.., 1 Q 99 98 NO1133S SS021OO11VONtl1S 0051,0W 4--, r0au.arn or ezt w/_ ACCEPTABLE FILL MATERIALS: STORMTECH MC -4500 CHAMBER SYSTEMS • COMPACTION I OENSITY REQUIREMENT 1,1! "Rg944E. l' R: 6- y §3#e 0'2 aGdYdy� z +6 t. i # iw pP e In ii Ph'{pp� 6 1 MATERIAL LOCATION AS I A60e L'1Y 3#qN 6YF ar 6gg� 1 e$ 7R a4 6 6 it A AP ; 3 t. � tl W z 5`l 2 kw5t.-a E 1id 111 U 11111 ■ 11 11111 111 1 l➢9R^^�••Y ooze... 7StF^S. l St"s- 1army Zroaa ;RE6Rta 55 55. 5A.. p1a 56.56MVO SNAP 112M171 9111.01 as h \W11Q Q:-i.1..1iao iunos : _ I. __ ---- - - I '� AVM .LI Q .i2I03 -- �'� ZC _ 1 1 ss-'Ss-s.---u:s_s- U �1 i ,05 z aI Zame N Ij If. 0 I I . B. BMP Detail Please see following pages for appropriate BMP details. Below is a list of Alternative BMPs the be used if the BMPs listed in the body of this document are deemed ineffective by the CESCL. Element #1 - Mark Clearing Limits BMP C101: Preserving Natural Vegetation BMP C102: Buffer Zones BMP C103: High Visibility Fence Element #2 - Establish Construction Access BMP C107: Construction Road/Parking Area Stabilization Element #3 - Control Flow Rates BMP C203: Water Bars BMP C209: Outlet Protection BMP C235: Wattles Element #4 - Install Sediment Controls BMP C231: Brush Barrier BMP C232: Gravel Filter Berm BMP C234: Vegetated Strip BMP C235: Wattles BMP C250: Construction Stormwater Chemical Treatment BMP C251: Construction Stormwater Filtration Other Proprietary Sediment Control Technologies Element #5 - Stabilize Soils BMP C122: Nets and Blankets BMP C124: Sodding BMP C125 Compost BMP C126: Topsoiling BMP C127: Polyacrylamide for Soil Erosion Protection BMP C130: Surface Roughening BMP C131: Gradient Terraces Element #6 - Protect Slopes BMP C121: Mulching BMP C122: Nets and Blankets BMP C131: Gradient Terraces BMP C200: Interceptor Dike and Swale BMP C201: Grass -Lined Channels BMP C203: Water Bars BMP C204: Pipe Slope Drains BMP C205: Subsurface Drains BMP C206: Level Spreader BMP C208: Triangular Silt Dike (Geotextile-Encased Check Dam) Page 138 Element #7 - Protect Drain Inlets BMP C220: Storm Drain Inlet Protection Element #8 - Stabilize Channels and Outlets BMP C122: Nets and Blankets BMP C202: Channel Lining BMP C209: Outlet Protection Element #9 - Control Pollutants BMP C152: Sawcutting and Surface Pollution Prevention BMP C153: Material Delivery, Storage, Containment BMP C154: Concrete Washout Area BMP C250: Construction Stormwater Chemical Treatment BMP C251: Construction Stormwater Filtration BMP C252: High pH Neutralization Using Co2 BMP C253: pH Control for High pH Water Source Control BMPs As Appropriate Element #10 - Control Dewatering BMP C203: Water Bars BMP C226: Vegetative Filtration Element #11 - Maintain BMPs BMP C150: Materials on Hand BMP C160 Erosion and Sedimentation Control Lead Element #12 - Manage the Project BMP C150: Materials on Hand BMP C160: Erosion and Sediment Control Lead BMP C162: Scheduling Element #13: Protect Low Impact Development BMP C102: Buffer Zone BMP C103: High Visibility Fence BMP C200: Interceptor Dike and Swale BMP C201: Grass -Lined Channels BMP C207: Check Dams BMP C208: Triangular Silt Dike (TSD) (Geotextile-Encased Check Dam) BMP C231: Brush Barrier BMP C233: Silt Fence BMP C234: Vegetated Strip Page 139 C. Correspondence Please see the following for any pertinent correspondence regarding this project. Page 140 D. Site Inspection Form Please see the following pages for the site intspection form. Page 141 Construction Stormwater Site Inspection Form Projekt Name Permit # Inspection Date Time Name of Certified Erosion Sediment Control Lead (CESCL) or qualified inspector if less than one acre Print Name: Approximate rainfall amount since the last inspection (in inches): Approximate rainfall amount in the last 24 hours (in inches): Current Weather Clear Cloudy Mist Rain Wind El Fog A. Type of inspection: Weekly Post Storm Event Other B. Phase of Active Construction (check all that apply): Pre Construction/installation of erosion/sediment controls Concrete pours Offsite improvements C. Questions: Clearing/Demo/Grading Vertical Construction/buildings Site temporary stabilized Infrastructure/storm/roads Utilities Final stabilization 1. Were all areas of construction and discharge points inspected? Yes No 2. Did you observe the presence of suspended sediment, turbidity, discoloration, or oil sheen Yes _ No 3. Was a water quality sample taken during inspection? (refer to permit conditions 54 & S5) Yes _ No 4. Was there a turbid discharge 250 NTU or greater, or Transparency 6 cm or Tess?* Yes No 5. If yes to #4 was it reported to Ecology? Yes No 6. Is pH sampling required? pH range required is 6.5 to 8.5. Yes No If answering yes to a discharge, describe the event. Include when, where, and why it happened; what action was taken, and when. *If answering yes to # 4 record NTU/Transparency with continual sampling daily until turbidity is 25 NTU or Tess/ transparency is 33 cm or greater. Sampling Results: Date: Parameter Method (circle one) Result Other/Note NTU cm pH Turbidity tube, meter, laboratory pH Paper, kit, meter Page 1 Construction Stormwater Site Inspection Form D. Check the observed status of all items. Provide "Action Required "details and dates. Element # Inspection BMPs Inspected BMP needs maintenance BMP failed Action required (describe in section F) yes no n/a 1 Clearing Limits Before beginning land disturbing activities are all clearing limits, natural resource areas (streams, wetlands, buffers, trees) protected with barriers or similar BMPs? (high visibility recommended) 2 Construction Access Construction access is stabilized with quarry spalls or equivalent BMP to prevent sediment from being tracked onto roads? Sediment tracked onto the road way was cleaned thoroughly at the end of the day or more frequent as necessary. 3 Control Flow Rates Are flow control measures installed to control stormwater volumes and velocity during construction and do they protect downstream properties and waterways from erosion? If permanent infiltration ponds are used for flow control during construction, are they protected from siltation? 4 Sediment Controls All perimeter sediment controls (e.g. silt fence, wattles, compost socks, berms, etc.) installed, and maintained in accordance with the Stormwater Pollution Prevention Plan (SWPPP). Sediment control BMPs (sediment ponds, traps, filters etc.) have been constructed and functional as the first step of grading. Stormwater runoff from disturbed areas is directed to sediment removal BMP. 5 Stabilize Soils Have exposed un -worked soils been stabilized with effective BMP to prevent erosion and sediment deposition? Page 2 Construction Stormwater Site Inspection Form Element # Inspection BMPs Inspected BMP needs maintenance BMP failed Action required (describe in section F) yes no n/a 5 Stabilize Soils Cont. Are stockpiles stabilized from erosion, protected with sediment trapping measures and located away from drain inlet, waterways, and drainage channels? Have soils been stabilized at the end of the shift, before a holiday or weekend if needed based on the weather forecast? 6 Protect Slopes Has stormwater and ground water been diverted away from slopes and disturbed areas with interceptor dikes, pipes and or swales? Is off-site storm water managed separately from stormwater generated on the site? Is excavated material placed on uphill side of trenches consistent with safety and space considerations? Have check dams been placed at regular intervals within constructed channels that are cut down a slope? 7 Drain Inlets Storm drain inlets made operable during construction are protected. Are existing storm drains within the influence of the project protected? 8 Stabilize Channel and Outlets Have all on-site conveyance channels been designed, constructed and stabilized to prevent erosion from expected peak flows? Is stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes and downstream conveyance systems? 9 Control Pollutants Are waste materials and demolition debris handled and disposed of to prevent contamination of stormwater? Has cover been provided for all chemicals, liquid products, petroleum products, and other material? Has secondary containment been provided capable of containing 110% of the volume? Were contaminated surfaces cleaned immediately after a spill incident? Were BMPs used to prevent contamination of stormwater by a pH modifying sources? Page 3 Construction Stormwater Site Inspection Form Element # Inspection BMPs Inspected BMP needs maintenance BMP failed Action required (describe in section F) yes no n/a 9 Cont. Wheel wash wastewater is handled and disposed of properly. 10 Control Dewatering Concrete washout in designated areas. No washout or excess concrete on the ground. Dewatering has been done to an approved source and in compliance with the SWPPP. Were there any clean non turbid dewatering discharges? 11 Maintain BMP Are all temporary and permanent erosion and sediment control BMPs maintained to perform as intended? 12 Manage the Project Has the project been phased to the maximum degree practicable? Has regular inspection, monitoring and maintenance been performed as required by the permit? Has the SWPPP been updated, implemented and records maintained? 13 Protect LID Is all Bioretention and Rain Garden Facilities protected from sedimentation with appropriate BMPs? Is the Bioretention and Rain Garden protected against over compaction of construction equipment and foot traffic to retain its infiltration capabilities? Permeable pavements are clean and free of sediment and sediment laden - water runoff. Muddy construction equipment has not been on the base material or pavement. Have soiled permeable pavements been cleaned of sediments and pass infiltration test as required by stormwater manual methodology? Heavy equipment has been kept off existing soils under LID facilities to retain infiltration rate. E. Check all areas that have been inspected. V All in place BMPs n All disturbed soils I 1 All concrete wash out area All material storage areas All discharge locations n All equipment storage areas All construction entrances/exits Page 4 Construction Stormwater Site Inspection Form F. Elements checked "Action Required" (section D) describe corrective action to be taker. List the element number; be specific on location and work needed. Document, initial, and date when the corrective action has been completed and inspected. Element #'0 Description and Location Action Required Completion Date Initials Attach additional page if needed Sign the following certification: "I certify that this report is true, accurate, and complete, to the best of my knowledge and belief" Inspected by: (print) Title/Qualification of Inspector: (Signature) Date: Page 5 E. Construction Stormwater General Permit (CSWGP) The CSWGP will be provided in the final TIR. Page 142 F. 303(d) List Waterbodies / TMDL Waterbodies Information Please see the following pages for any pertinent information regarding 303(d) list waterbodies or TMDL waterbodies Page 143 10/31/2018 Print Approved Listing Listing ID: 10812 Main Listing Information Listing ID: 10812 2014 Category: 5 Waterbody Name: GREEN RIVER 2012 Category: 5 Medium: Water 2008 Category: 5 Parameter: Dissolved Oxygen 2004 Category: 5 WQI Project: None Assigned On 1998 303(d) List?: N Designated Use: None Assigned On 1996 303(d) List?: Y Assessment Unit Assessment Unit ID: 17110013000014 Location Identification Counties: King WRIA: 9 - Duwamish-Green Waterbody ID (WBID): None Assigned Waterbody Class: RA Town/Range/Section (Legacy): 23N -4E-24 Basis Location ID: [KCM-3106] -- In 2010, 0 of 12 sample values (0%) showed an excursion of the criterion (8 mg/L) for this waterbody; Location IDs: [KCM-3106], [09A080] -- In 2009, 4 of 21 sample values (19%) showed an excursion of the criterion (8 mg/L) for this waterbody; Location IDs: [09A080], [KCM-0311] -- In 2008, 2 of 23 sample values (9%) showed an excursion of the criterion (8 mg/L) for this waterbody; Location IDs: [KCM-0311], [09A080] -- In 2007, 2 of 24 sarnple values (8%) showed an excursion of the criterion (8 mg/L) for this waterbody; Location ID [09 -GRE -180] -- In 2006, 1 of 2 samples (50.0%) showed an excursion of the criterion for this waterbody, (criterion = 8.0 mg/L). Location ID [09 -GRE -212] -- In 2006, 2 samples showed no excursions of the criterion for this waterbody, (criterion = 8.0 mg/L). Location IDs: [KCM-0311], [09A080], [09 -GRE -FOR], [KCM-3106] -- In 2006, 6 of 29 sample values (21 %) showed an excursion of the criterion (8 mg/L) for this waterbody; Location ID [KCM-0311] -- In 2005, 4 of 36 samples (11.1%) showed an excursion of the criterion for this waterbody, (criterion = 8.0 mg/L). Location ID [KCM-0311] -- In 2004, 6 of 36 samples (16.7%) showed an excursion of the criterion for this waterbody, (criterion = 8.0 mg/L). Hallock (2001) Dept. of Ecology Ambient Monitoring Station 09A090 (Green R @ 212th St nr Kent) shows 0 excursions beyond the criterion out of 12 samples collected between 1993 - 2001 . Hallock (2001) Dept. of Ecology Ambient Monitoring Station 09A080 (GREEN RIVER AT TUKWILA) shows 3 excursions beyond the criterion out of 61 samples collected between 1993 - 2001 measured on these dates: [94/07/20, 95/07/19, 96/07/24 King County unpublished data from station 3106 (Green RM 12.5) show excursions beyond the dissolved oxygen criterion in 1998, 1999, 2000, 2001 and 2002. https://fortress.wa.gov/ecy/approvedwga/ApprovedPrintListing.aspx?LISTING_ID=10812 1/2 10/31/2018 Print Approved Listing King County unpublished data from station 311 (Green River RM 1.0) show excursions beyond the dissolved oxygen criterion in years 1998, 2000, 2001 and 2002. Remarks Remark Modified By Modified On Visibility Combined Listing: Listing IDs 47544, 47543, 47545, 10816 were rolled into this listing Chad Brown 9/24/2015 Public Ten percent or more of the samples collected in a single year were excursions of the criterion, and at least 3 excursions exist from all data considered. Jessica Archer 10/3/2014 Public EIM User Study ID: User Location ID: AMS001 E 09A080 KCstrm-1 KCM-0311 KCstrm-1 KCM-3106 KCstrm-1 KCM-0311 KCstrm-1 KCM-3106 MROB003 09 -GRE -180 MROB003 09 -GRE -212 MROB003 09 -GRE -21'2 MROB003 09 -GRE -FOR MROB003 09 -GRE -180 https://fortress.wa.gov/ecy/approvedwga/ApprovedPrintListing.aspx?LISTI NG_ID=10812 2/2 G. Contaminated Site Information Please see the following pages for information on site contamination Page 144 H. Engineering Calculations Please see the following for calculations. Page 145 W WHM2012 PROJECT REPORT 17052- King Lasik TESC Calculations 11/17/2017 General Model Information Project Name: 17052ESC Site Name: Site Address: City: Report Date: 11/17/2017 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2017/04/14 Version: 4.2.13 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year 17052ESC 11/17/2017 12:38:20 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: GroundWater: No No Pervious Land Use acre C, Forest, Flat 0.71 Pervious Total 0.71 Impervious Land Use acre Impervious Total 0 Basin Total 0.71 Element Flows To: Surface Interflow Groundwater 17052ESC 11/17/2017 12:38:20 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.04 Pervious Total 0.04 Impervious Land Use acre ROOF TOPS FLAT 0.16 DRIVEWAYS FLAT 0.02 SIDEWALKS FLAT 0.09 PARKING FLAT 0.4 Impervious Total 0.67 Basin Total 0.71 Element Flows To: Surface Interflow Groundwater 17052ESC 11/17/2017 12:38:20 PM Page 4 Analysis Results POC 1 0 0 J IL 0 10E-4 10E3 10E-2 10E-1 Paroant Time In 10 100 0i mkfue Pw1 y 0.5 1 2 10 23 70 60 rJ 50 PO 06 PO P9 99.6 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.71 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.04 Total Impervious Area: 0.67 Flow Frequency Method: Log Pearson Type VII 17B Flow Frequency Return Period 2 year 5 year 10 year 25 year 50 year 100 year Flow Frequency Return Period 2 year 5 year 10 year 25 year 50 year 100 year Return Periods for Predeveloped. POC #1 Flow(cfs) 0.020875 0.032784 0.039534 0.046684 0.051109 0.054872 Return Periods for Mitigated. POC #1 Flow(cfs) 0.258024 0.326765 0.373563 0.434363 0.480962 0.528744 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.021 0.337 1950 1951 1952 1953 1954 1955 1956 1957 1958 0.026 0.358 0.046 0.014 0.012 0.018 0.029 0.023 0.018 0.021 0.210 0.184 0.199 0.210 0.237 0.234 0.267 0.214 17052ESC 11/17/2017 12:38:20 PM Page 7 1959 0.018 0.216 1960 0.031 0.216 1961 0.018 0.227 1962 0.011 0.197 1963 0.015 0.220 1964 0.020 0.214 1965 0.014 0.275 1966 0.014 0.182 1967 0.028 0.315 1968 0.018 0.358 1969 0.017 0.251 1970 0.014 0.240 1971 0.015 0.287 1972 0.034 0.299 1973 0.016 0.177 1974 0.017 0.262 1975 0.023 0.298 1976 0.017 0.203 1977 0.002 0.217 1978 0.015 0.266 1979 0.009 0.364 1980 0.032 0.334 1981 0.013 0.269 1982 0.025 0.381 1983 0.022 0.308 1984 0.014 0.195 1985 0.008 0.269 1986 0.036 0.232 1987 0.032 0.357 1988 0.013 0.216 1989 0.008 0.270 1990 0.067 0.470 1991 0.040 0.373 1992 0.016 0.193 1993 0.016 0.167 1994 0.005 0.180 1995 0.023 0.239 1996 0.049 0.257 1997 0.041 0.248 1998 0.009 0.249 1999 0.038 0.515 2000 0.016 0.255 2001 0.003 0.278 2002 0.018 0.330 2003 0.023 0.256 2004 0.029 0.481 2005 0.021 0.220 2006 0.025 0.195 2007 0.050 0.451 2008 0.064 0.366 2009 0.031 0.330 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0669 0.5152 2 0.0641 0.4814 3 0.0497 0.4702 17052ESC 11/17/2017 12:39:03 PM Page 8 4 0.0489 0.4506 5 0.0460 0.3814 6 0.0409 0.3730 7 • 0.0403 0.3665 8 0.0383 0.3645 9 0.0362 0.3584 10 0.0342 0.3583 11 0.0324 0.3575 12 0.0320 0.3367 13 0.0315 0.3343 14 0.0311 0.3303 15 0.0292 0.3297 16 0.0287 0.3150 17 0.0284 0.3078 18 0.0256 0.2994 19 0.0249 0.2983 20 0.0247 0.2868 21 0.0232 0.2782 22 0.0229 0.2752 23 0.0228 0.2702 24 0.0226 0.2692 25 0.0224 0.2688 26 0.0210 0.2667 27 0.0208 0.2661 28 0.0205 0.2625 29 0.0197 0.2567 30 0.0184 0.2561 31 0.0180 0.2554 32 0.0178 0.2505 33 0.0177 0.2492 34 0.0177 0.2485 35 0.0175 0.2405 36 0.0173 0.2385 37 0.0169 0.2374 38 0.0165 0.2337 39 0.0162 0.2319 40 0.0161 0.2274 41 0.0155 0.2202 42 0.0155 0.2201 43 0.0153 0.2173 44 0.0150 0.2164 45 0.0145 0.2162 46 0.0145 0.2161 47 0.0143 0.2136 48 0.0141 0.2136 49 0.0138 0.2102 50 0.0136 0.2099 51 0.0130 0.2033 52 0.0126 0.1990 53 0.0117 0.1965 54 0.0109 0.1951 55 0.0092 0.1950 56 0.0088 0.1933 57 0.0082 0.1843 58 0.0082 0.1825 59 0.0054 0.1803 60 0.0029 0.1775 61 0.0020 0.1666 17052ESC 11/17/2017 12:39:03 PM Page 9 Appendix Predeveloped Schematic 71ac 17052ESC 11/17/2017 12:39:33 PM Page 16 Mitigated Schematic 1 1 17052ESC 11/17/2017 12:39:33 PM Page 17 Disclaimer Legal `Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 17052ESC 11/17/2017 12:39:33 PM Page 28 Tab 9.0 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATIONS OF COVENANT 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT The City of Tukwila Engineer's Cost Estimate Summary will be included within the final TIR. 17052.001 Tab 10.0 10.0 OPERATIONS AND MAINTENANCE MANUAL The following pages of this report are the maintenance checklists for the various stormwater facilities around the project site. Please use these pages as guidance when performing maintenance around the site which should occur at a minimum in the fail and spring and also after every storm event exceeding 1 inch of precipitation in 24 hours. 17052.001 10.0 OPERATIONS AND MAINTENANCE MANUAL Return Address: City of Tukwila City Clerk 6200 Southcenter Boulevard Tukwila, WA 98188 Above this line reserved for recording information. STORM WATER EASEMENT AND MAINTENANCE AGREEMENT Reference # (if applicable): Grantor/Borrower: Grantee/Assignee/Beneficiary: Legal Description/STR: Assessor's Tax Parcel ID#: N/A Dr. J. King City of Tukwila 24 -23N -04E 2954900420 THIS EASEMENT AND AGREEMENT made and entered into this day of , 2018, by and between the City of Tukwila, a municipal corporation of King County, Washington, hereinafter referred to as "CITY" and King Lasik, hereinafter referred to as "PROPERTY OWNER". WHEREAS, PROPERTY OWNER has applied for certain permits with the CITY for the construction of facilities for The King Lasik Building located at 6700 Fort Dent Way Tukwila, WA 98188 WHEREAS, the PROPERTY OWNER will complete a storm system; and WHEREAS, the PROPERTY OWNER and the CITY desire that the storm system be maintained to provide adequate facilities for controlling both the quantity and quality of storm drainage; and WHEREAS, for maintenance of a storm system it is necessary to have appropriate right-of-way to bring in equipment to conduct maintenance functions; and WHEREAS, maintenance requirement is a covenant running with the land and binding upon all heirs, successors and assigns of both parties; and WHEREAS, the parties desire that this Agreement be recorded to advise heirs, successors and assigns of both parties as to the existence of this easement and agreement; and WHEREAS, an easement is needed to bring in maintenance equipment; and WHEREAS, the parties are both desirous of permitting inspection of the storm system to make certain that it is functioning properly and for purposes of determining the appropriate repairs. NOW, THEREFORE, BASED UPON MUTUAL COVENANTS TO BE DERIVED THE PARTIES AGREE AS FOLLOWS: Section 1, EASEMENT PROPERTY OWNER hereby provides a non-exclusive easement to the City for access, inspection, and maintenance for the purposes of this Agreement and the attached TIR, over, under and on that real estate described in Exhibit "A" & "B" and on that portion of the property as showing on the approved Record Drawings revised pursuant to construction records for the City of TUKWILA under Permit No. D18-0299, which record drawings are hereby incorporated by reference as if set out in full. This easement shall be a burden to that real estate which is legally described and attached as Exhibit "A" & "B" and incorporated herein by this reference, and shall be a benefit to the City Storm Drainage Utility System. parties. Section 2, HEIRS, SUCCESSORS AND ASSIGNS This Agreement shall be binding upon the heirs, successors and assigns of the Section 3, MAINTENANCE The PROPERTY OWNER agrees to maintain the storm system in accordance with the ordinances and all applicable codes of the CITY and the Storm Water Pollution Prevention Maintenance and Operation Schedule attached as Exhibit "B" and incorporated herein by this reference. The PROPERTY OWNER does hereby agree that the CITY may enter onto the property of the PROPERTY OWNER via the easement described above to inspect and perform necessary maintenance if, after the PROPERTY OWNER is given notice to maintain, the PROPERTY OWNER fails to maintain. Further, the PROPERTY OWNER agrees the CITY may enter onto the property of PROPERTY OWNER via the easement described above to perform emergency maintenance in the event of the storm system's failure which might result in adverse impacts(s) on public facilities or private facilities of other property owners. In both events the PROPERTY OWNER agrees to reimburse the CITY for the costs incurred by the CITY in maintaining the storm system. Should the CITY incur attorney's fees and/or costs in enforcing the agreement and/or in maintaining or collecting maintenance fees, the PROPERTY OWNER agrees to pay reasonable attorney's fees and all costs incurred by the CITY. Section 4, ACKNOWLEDGMENT OF OTHER ENFORCEMENT ACTIONS PROPERTY OWNER acknowledges that there may be liability for violations of codes that could result in additional fines and/or the possibility of incarceration in addition to the fees for maintenance should violations occur. EXECUTED as of the date first written above. CITY OF TUKWILA Storm Drainage Engineer Date Owner Date Owner Date STATE OF WASHINGTON ) )ss. County of King ) I certify that I know or have satisfactory evidence that 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 STORM DRAINAGE ENGINEER of THE CITY OF TUKWILA to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated Notary Public in and for the State of Washington Residing at My appointment expires STATE OF WASHINGTON ) ) ss COUNTY OF KING ) I certify that I know or have satisfactory evidence that are the persons who appeared before me, and said persons acknowledged that they signed this instrument, on oath stated that they are the property owners and as such are authorized to execute the instrument and acknowledged it as their free and voluntary act for the uses and purposes mentioned in this instrument. Dated Notary Public in and for the State of Washington Residing at My appointment expires tlb File: REF. H:Development\Forms\Legal Documents\2006 (Rev. 05/06) EXHIBIT A LEGAL DESCRIPTION THAT PORTION OF VACATED BLOCKS 4 AND 17, AND VACATED STREETS ADJOINING GUNDAKER'S INTERURBAN ADDITION TO SEATTLE, ACCORDING TO PLAT RECORDED IN VOLUME 14 OF PLATS AT PAGE(S) 46, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT HIGHWAY ENGINEERS STATION P.O.T. (2M) 127+75 ON THE 2M -LINE AS SHOWN ON STATE HIGHWAY MAP OF PRIMARY STATE HIGHWAY NO. 1 (SR 405) GREEN RIVER INTERCHANGE, SHEET 2 OF 4 SHEETS, ESTABLISHED BY COMMISSION RESOLUTION NO. 1192, FEBRUARY 19, 1962; THENCE NORTHEASTERLY AT RIGHT ANGLES TO SAID 2M -LINE TO THE SOUTHWESTERLY MARGIN OF VACATED KENNEDY STREET, AS SHOWN IN SAID PLAT, AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTHEASTERLY ALONG SAID ANGLE LINE A DISTANCE OF 140.00 FEET; THENCE NORTHWESTERLY AND PARALLEL WITH SAID SOUTHWESTERLY MARGIN OF VACATED KENNEDY STREET NORTH 59°32'54" WEST TO THE EASTERLY BANK OF THE GREEN RIVER; THENCE SOUTHWESTERLY ALONG SAID BANK TO THE SAID SOUTHWESTERLY MARGIN OF VACATED KENNEDY STREET; THENCE SOUTHEASTERLY ALONG SAID SOUTHWESTERLY MARGIN TO THE TRUE POINT OF BEGINNING; EXCEPT THOSE PORTIONS THEREOF CONVEYED TO THE CITY OF TUKWILA FOR SOUTHCENTER BOULEVARD BY DEEDS RECORDED UNDER RECORDING NOS. 7410290105 AND 7708040599. EXHIBIT B STORM WATER POLLUTION PREVENTION MAINTENANCE and OPERATION SCHEDULE for King Lasik Permit No. D18-0299 Site Address: The project is located in Section 24 -Township 23N -Range 04E East, W.M., 6700 fort Dent Way Tukwila, WA 98188 The tax parcel number is 2954900420. Introduction: This storm water pollution prevention maintenance and operation schedule has been prepared to address the City of Tukwila's site development and storm drainage requirements for the proposed King Lasik Building located at 6700 Fort Dent Way. The site has an area of approximately 0.97 acres and is currently undeveloped. The subject site will consist of one building of approximately 7,000 square feet, approximately 21,000 square feet of impervious pavement, and approximately 4,000 square feet of landscaping, while the remaining area will be undisturbed. There are eight catch basins on site that will collect and convey water to a detention system and to a water quality system. This system will discharge into an existing storm drainage system in Fort Dent Way. Page — 6 of 6 Stormwater Management & BMP Facilities Agreement Plan Goal: The specific purpose for the storm water facility is to minimize pollution that is typically associated with modern development. In particular, pollution from motor vehicles and pollution generated from erosion. Attached to this narrative is a maintenance manual, which offers guidelines to the owner for storm water facility maintenance. Prevention BMP'S: The catch basins shall have stenciled on them "DUMP NO WASTE — DRAINS TO STREAM." The owner shal be responsible for sweeping the lot, installing storm drainage stenciling and provide spill control procedures. In case of spill call DOE at 1-425-649-7000. The catch basins and roof drain infiltration galleries will be visually inspected for accumulation of debris and silt and will be maintained as required by this pollution prevention plan and attachments. • Maintenance Standards for Drainage Facilities (from the Department of Ecology Storm Water Manual, December 2014) No. 3 — Closed Detention Systems No. 4 — Control Structure/Flow Restrictor No. 5 — Catch Basins No. 19 — Media Filter Drain Treatment BMP'S: A Modular Wetland is proposed to treat runoff for conventional pollutants. The modular Wetland was designed to treat the 2 -year release from detention (Water quality storm) for water quality treatment. In addition, the detention was designed to detain the volume created from releasing half of the existing 2 -year, 10, 25, and 100 -year storm events, while holding the developed 2 -year, 10, 25, and 100 year storm volumes. The City of Tukwila Storm Drainage Utility section is to review and approve any changes to this Storm Water Pollution Prevention Plan prior to changes in its implementation. Additionally, any changes in ownership or person of responsibility are to be reported to the City of Tukwila Storm Drainage Utility section. Inspection/Maintenance: Regular inspections of the drainage facilities should be carried out twice per year, in the spring and fall. The responsible party should keep records of these inspections available for review by the City of Tukwila. Additional inspections may be required after severe storms. Routine maintenance of the, site will include mowing, care of landscaping and the removal of trash and debris from the drainage system. The access road should be kept clean and in repair. Events such as major storms or heavy winds will require immediate inspections for damages. To ensure proper water quality and treatment, the detention tank and Modular Wetland must be properly maintained. Be careful to avoid introducing landscape fertilizer to receiving waters or groundwater. Catch basins shall be cleaned when sump is 1/3' full of sediment or debris. Person of Responsibility: Dr. J. King 900 SW 16th Street Renton, WA 98198 Design Engineer: Barghausen Consulting Engineers, Inc. 18215 72nd Avenue South Kent, WA 98032 425/ 251-6222 Plan and/or Information Updates: The City of Tukwila Storm Drainage Utility section is to review and approve any changes to this Storm Water Pollution Prevention Plan prior to changes in its implementation. Additionally, any changes in ownership or person of responsibility are to be reported to the City Storm Drainage Utility section. INSPECTION/MAINTENANCE CHECKLIST STRUCTURE DATE OF INSPECTION/MAINTENANCE Results/ Maintenance Date All Catch Basins Inspection Results Maintenance Done Storm Detention Tank Inspection Results Maintenance Done Conveyance Pipes Inspection Results Maintenance Done Flow Control Structure Inspection Results Maintenance Done Modular Wetland Inspection Results Maintenance Done Maintenance Standards for Drainage Facilities: The facility -specific maintenance standards contained in this section are intended to be conditions for determining if maintenance actions are required as identified through inspection. They are not intended to be measures of the facility's required condition at all times between inspections. In other words, exceeding these conditions at any time between inspections and/or maintenance does not automatically constitute a violation of these standards. However, based upon inspection observations, the inspection and maintenance schedules shall be adjusted to minimize the length of time that a facility is in a condition that requires a maintenance action. No. 3 — Closed Detention Systems (TanksNaults) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Storage Area Plugged Air Vents One-half of the cross section of a vent is blocked at any point or the vent is damaged. Vents open and functioning. Debris and Sediment Accumulated sediment depth exceeds 10% of the diameter of the storage area for 1/2 length of storage vault or any point depth exceeds 15% of diameter. (Example: 72 -inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of tank.) All sediment and debris removed from storage area. Joints Between Tank/Pipe Section Any openings or voids allowing material to be transported into facility. ill require engineering analysis to determine structural stability). All joint between tank/pipe sections are sealed. Tank Pipe Bent Out of Shape Any part of tank/pipe is bent out of shape more than 10% off its design shape. (Review required by engineer to determine structural stability). Tank/pipe repaired or replaced to design. Vault Structure Includes Cracks in Wall, Bottom, Damage to Frame and/or Top Slab Cracks wider than 1/2 -inch and any evidence of soil particles entering the structure through the cracks, or maintenance/inspection personnel determines that the vault is not structurally sound. Cracks wider than 1/2 -inch at the joint of any inlet/outlet pipe or any evidence of soil particles entering the vault through the walls. Vault replaced or repaired to design specifications and is structurally sound. No cracks more than 1/4 -inch wide at the joint of the inlet/outlet pipe. Manhole Cover Not in Place Cover is missing or only partially in place. Any open manhole requires maintenance. Manhole is closed. Locking Mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread (may not apply to self-locking lids). Mechanism opens with proper tools. Cover Difficult to Remove One maintenance person cannot remove lid after applying normal lifting pressure. Intent is to keep cover from sealing off access to maintenance. Cover can be removed and reinstalled by one maintenance person. Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, misalignment, not securely attached to structure wall, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Catch Basins See "Catch Basins" (No. 5) See "Catch Basins" (No. 5). See "Catch Basins" (No. 5). No. 4 - Control Structure/Flow Restrictor Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed General Trash and Debris (Includes Sediment) Material exceeds 25% of sump depth or 1 foot below orifice plate. Control structure orifice is not blocked. All trash and debris removed. Structural Damage Structure is not securely attached to manhole wall. Structure securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight and show signs of rust. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Any holes --other than designed holes --in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions Any trash or debriis blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Manhole See "Closed Detention Systems" (No. 3). See "Closed Detention Systems" (No. 3). See "Closed Detention Systems" (No. 3). Catch Basin See "Catch Basins" (No. 5). See "Catch Basins" (No. 5). See "Catch Basins" (No. 5). No. 5 — Catch Basins Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is performed General Trash & Debris Trash or debris which is located immediately in front of the catch basin opening or is blocking inletting capacity of the basin by more than 10%. No Trash or debris located immediately in front of catch basin or on grate opening. Trash or debris (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. No trash or debris in the catch basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Inlet and outlet pipes free of trash or debris. 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 the catch basin. Sediment Sediment (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. No sediment in the catch basin. Structure Damage to Frame and/or Top Slab Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch. (Intent is to make sure no material is running into basin). Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separations of more than 3/4 inch of the frame from the top slab. Frame not securely attached Frame is sitting flush on the riser rings or top slab and firmly attached. Fractures or Cracks in Basin Walls/ Bottom Maintenance person judges that structure is unsound. Basin replaced or repaired to design standards. Grout fillet has separated or cracked wider than 1/2 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. Pipe is regrouted and secure at basin wall. Settlement/ Misalignment If failure of basin has created a safety, function, or design problem. Basin replaced or repaired to design standards. Vegetation Vegetation growing across and blocking more than 10% of the basin opening. No vegetation blocking opening to basin. No. 5 — Catch Basins Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is performed Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. No vegetation or root growth present. Contamination and Pollution See "Detention Ponds" (No. 1). No pollution present. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Any open catch basin requires maintenance. Catch basin cover is closed. Locking Mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. Mechanism opens with proper tools. Cover Difficult to Remove One maintenance person cannot remove lid after applying normal lifting pressure. (Intent is keep cover from sealing off access to maintenance.) One maintenance person can remove cover. Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, not securely attached to basin wall, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. Metal Grates (If Applicable) Grate opening Unsafe Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and Debris Trash and debris that is bllocking more than 20% of grate surface inletting capacity. Grate free of trash and debris. Damaged or Missing. Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. No. 19 - MEDIA FILTER DRAIN (MIFD) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed General Sediment accumulation on grass filter strip Sediment depth exceeds 2 inches or creates uneven grading that interferes with sheet flow. Remove sediment deposits on grass treatment area of the embankment. When finished, embankment should be level from side to side and drain freely toward the toe of the embankment slope. There should be no areas of standing water once inflow has ceased. No -vegetation zone/flow spreader Flow spreader is uneven or clogged so that flows are not uniformly distributed over entire embankment width. Level the spreader and clean to spread flows evenly over entire embankment width. Poor vegetation coverage Grass is sparse or bare, or eroded patches are observed in more than 10% of the grass strip surface area. Determine why grass growth is poor and correct the offending condition. Reseed into loosened, fertile soil or compost; or, replant with plugs of grass from the upper slope. Vegetation Grass becomes excessively tall (greater than 10 inches); nuisance weeds and other vegetation start to take over. Mow vegetation or remove nuisance vegetation to not impede flow. Mow grass to a height of 6 inches. Media filter drain mix replacement Water is seen on the surface of the media filter drain mix long after the storms have ceased. Typically, the 6- month, 24-hour precipitation event should drain within 48 hours,. More common storms should drain within 24 hours. Maintenance also needed on a 10 -year cycle and during a preservation project. Excavate and replace all of the media filter drain mix contained within the media filter drain. Excessive shading Grass growth is poor because sunlight does not reach embankment. If possible, trim back overhanging limbs and remove brushy vegetation on adjacent slopes. Trash and debris Trash and debris have accumulated on embankment. Remove trash and debris from embankment. Flooding of Media filter drain When media filter drain is inundated by flood water Evaluate media filter drain material for acceptable infiltration rate and replace if media filter drain does not meet long-term infiltration rate standards. 1 WETLANDS Maintenance Guidelines for Modular Wetland System - Linear Maintenance Summary o Remove Trash from Screening Device - average maintenance interval is 6 to 12 months. • (5 minute average service time). o Remove Sediment from Separation Chamber - average maintenance interval is 12 to 24 months. • (10 minute average service time). o Replace Cartridge Filter Media - average maintenance interval 12 to 24 months. • (10-15 minute per cartridge average service time). o Replace Drain Down Filter Media - average maintenance interval is 12 to 24 months. • (5 minute average service time). o Trim Vegetation - average maintenance interval is 6 to 12 months. • (Service time varies). System Diagram Inflow Pipe (optional) Access to screening device, separation chamber and cartridge filter Access to drain down filter Pre -Treatment Chamber Biofiltration Chamber www.modularwetlands.com Discharge Chamber Outflow Pipe Maintenance Procedures Screening Device WETLANDS 1. Remove grate or manhole cover to gain access to the screening device in the Pre - Treatment Chamber. Vault type units do not have screening device. Maintenance can be performed without entry. 2. Remove all pollutants collected by the screening device. Removal can be done manually or with the use of a vacuum truck. The hose of the vacuum truck will not damage the screening device. 3. Screening device can easily be removed from. the Pre -Treatment Chamber to gain access to separation chamber and media filters below. Replace grate or manhole cover when completed. Separation Chamber 1. Perform maintenance procedures of screening device listed above before maintaining the separation chamber. 2. With a pressure washer spray down pollutants accumulated on walls and cartridge filters. 3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace screening device, grate or manhole cover when completed. Cartridge Filters 1. Perform maintenance procedures on screening device and separation chamber before maintaining cartridge filters. 2. Enter separation chamber. 3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. 4. Remove each of 4 to 8 media cages holding the media in place. 5. Spray down the cartridge filter to remove any accumulated pollutants. 6. Vacuum out old media and accumulated pollutants. 7. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. 8. Replace the lid and tighten down bolts. Replace screening device, grate or manhole cover when completed. Drain Down Filter 1. Remove hatch or manhole cover over discharge chamber and enter chamber. 2. Unlock and lift drain down filter housing and remove old media block. Replace with new media block. Lower drain down filter housing and lock into place. 3. Exit chamber and replace hatch or manhole cover. www.modularwetlands.com WETLANDS Maintenance Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended) by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may require irrigation. www.modularwetlands.com 'VET) U L A R L Maintenance Procedure Illustration Screening Device The screening device is located directly under the manhole or grate over the Pre -Treatment Chamber. It's mounted directly underneath for easy access and cleaning. Device can be cleaned by hand or with a vacuum truck. Separation Chamber The separation chamber is located directly beneath the screening device. It can be quickly cleaned using a vacuum truck or by hand. A pressure washer is useful to assist in the cleaning process. www.modularwetlands.com Cartridge Filters The cartridge filters are located in the Pre -Treatment chamber connected to the wall adjacent to the biofiltration chamber. The cartridges have removable tops to access the individual media filters. Once the cartridge is open media can be easily removed and replaced by hand or a vacuum truck. Drain Down Filter The drain down filter is located in the Discharge Chamber. The drain filter unlocks from the wall mount and hinges up. Remove filter block and replace with new block. www.modularwetlands.com WETLANDS Inspection Form Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. Orafc@nroodularriffetlands.com www.modularwetlands.com El• BII CLEAN- rNV1AONM(NIAS SSAVICLS, INC. Inspection Report Modular Wetlands System V✓ -riN DS Project Name Project Address Owner / Management Company Contact (caul (rim Code Inspector Name Phone ( Date Type of Inspection ❑ Routine 0 Follow Up 0 Complaint 0 Storm Additional Notes Weather Condition Time For Office Use Only (Reviewed By) (Date) Office personnel to complete section to the len. AM / PM Storm Event In Last 72 -hours? 0 No 0 Yes Inspection Checklist Modular Wetland System Type (Curb, Grate or UG Vault): Size (22', 14' or etc.): Structural Integrity: Yes No Comments Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? Working Condition: Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and dogging thr unit? Is there standing water in inappropriate areas after a dry period? Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge fitter? If yes specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber. Depth: Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber? Chamber. Any signs of improper functioning in the discharge chamber'? Note issues in comments section. Other Inspection Items: Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (If applicable)? Please note Plant Information below. Is there a septic or foul odor Doming from inside the system? Waste: Yes No Recommended Maintenance Plant Information Sediment / Silt / Clay No Cleaning Needed Damage to Plants Trash / Bags / Bottles Schedule Maintenance as Planned Plant Replacement Green Waste / Leaves / Foliage Needs Immediate Maintenance Plant Trimming Additional Notes: 2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176 9 Maintenance Report Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. 0nco@modularwetlands.com www.modularwetlands.com t 0 ilt CELIEAM. ENVIRONMENTAL SERVICES, INC. Cleaning and Maintenance Report Modular Wetlands System V✓ETLAkb Project Name Project Address Owner / Management Company Contact (WY) (Zip Cade) Inspector Name Phone ( ) — Date / / Type of Inspection 0 Routine ❑ Follow Up 0 Complaint 0 Storm Additional Notes Weather Condition For Office Use Only (Reviewed By) (pate) Office personnel to complete section to the lett. Time AM / PM Storm Event in Last 72 -hours? 0 No 0 Yes Site Map # GPS Coordinates of Insert Manufacturer / Description / Sizing Trash Accumulation Foliage Accumulation Sediment Accumulation Total Debris Accumulation Condition of Media 25/50/75/100 (will be changed (a; 75%) Operational Per Manufactures' Specifications (If not, why?) Lat: MWS Catch Basins Long: MWS Sedimentation Basin Media Filter Condition Plant Condition — Drain Down Media Condition Discharge Chamber Condition _ Drain Down Pipe Condition Inlet and Outlet Pipe Condition Comments: 2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 Project Summary, pg 1 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 PROJ-SUM Revised Oct 2017 General Info PROD -SUM form shall be provided as a cover sheet.for all compliance form submittals. Project Title shall match project plans title block. Project Title: 1 King Lasik Medical Office Building Date t ' '-• z --�fc,y 2"018 Project Street Address: 6700 Fort Dent Wa y For`Btj'ilCiirig [�'eparttritrit'1J e r L Ii SEP 2 0 2018 PERMIT CENTER Project City, County, Zip: Tukwila, WA, 98188 Project Owner or Rep: Christian M. Monea Jurisdiction: Tukwila, WA 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. New Construction and Additions, ❑ Building Addition Retrofit ❑ Change of Occupancy Scope - Select all that apply ❑ Building Envelope Water Systems ❑ Lighting Systems i , x'a 4 New Building Existing Building ❑ Alteration ❑ Historic Building Building Elements ❑ All ❑ Service Hot Change in Space Conditioning ❑ Mechanical Systems • Electrical Systems Occupancy T P Y YPe 0 All Commercial 0 Group R - R2, R3, & R4 0 Mixed Use over 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 stones 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 building. The residential spaces shall comply with ti'g'DV D vviisvR �,_ Space Conditioning Categories Select all that apply IN to the scope of project CODE COMPLIANCE ❑ Semi-heate APPRC ' e Space Category3°°�rehouse pacer Walk-in') FFR 0 5 2019 " Fully Conditioned ❑ Low Energy Eligible Low Energy ❑ Unconditioned ❑ Wireless equipment Spaces • ❑ Low energy heatinepOn84aniityI_ _la service ❑ Greenhous 4BUILDINGI I wilding shelter Floor Area and Stories Floors Above Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area 13,708 13,708 General Compliance Path Q 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 MECH-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 Low Energy Greenhouse category. Greenhouses with cooling equipment that requires a condensing unit are NOT eligible. Project Summary, pg 2 PROJ-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revi General Info Project Title: King Lasik Medical Office Building Date 9/1/2018 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 in building, etc) 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 ❑ ❑ C406.9 Reduced air infiltration ❑ ❑ C406.5 On-site renewable energy ❑ ❑ Building area level efficiency options C406.2 More efficient HVAC equipment ❑ ❑ C406.6 Dedicated outside air systems (DOAS) ❑ ❑ C406.7 Reduced energy use in service water heating ❑ ❑ C406.3 Reduced lighting power ❑ 4 C406.4 Enhanced digital lighting controls ❑ J C406 Comments: Envelope Summary ENV -SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Info Applicant Info. Provide contact information for individual who can respond to inquiries about information provided. Project Title: King Lasik Medical Office Building Date 09/01/2018 Company Name: Craft Architects For Building Department Use Company Address: 2505 Third Ave., Suite 324 Applicant Name: Aso Jaff Applicant Phone: 206-720-7001 Applicant Email: aso@craftarchitects.com Project Description ❑ No Envelope Scope ' New Building ❑ Addition ❑ Alteration Envelope Project Scope Select all that apply. Use - Commercial + Group R Freezer ❑ Equipment Building ✓ All Commercial ❑ Group R - Commercial ❑ Mixed ❑ Semi -heated ❑ Refrigerated Cooler ❑ Refrigerated 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 whole building compliance. Perimeter insulation of foundation wall Steel structural frame with metal stud wall construction. R-21 cavity wall insulation + R-10 c.i. attached using non-metal clip system. Rigid R-38 roof insulation over metal decking 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 scope Air Infiltration 4 Air barrier testing per Section C402.5.1.2 included in project ❑ Additional Efficiency Package Option - C406.9 Reduced ❑ Testing not required. Explanation: Compliance Documentation Scope and Method Scope of This Calculation ❑ No Envelope Scope ✓ New Building ❑ Addition ❑ Alteration Target Insulation Allowance Sets the title and calculations in the compliance forms. Selection required to enable forms. ® Fully Conditioned - Commercial, Group R, Mixed Use Q Semi -heated Q Refrigerated Cooler 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. ® Prescriptive 0 Component Performance Component Performance Calculation Adjustments ❑ Change of Occupancy (C503.2) I Conditioning (C505) - 10% higher UA allowed ❑ Additional Efficiency Package Option - C406.8 Enhanced Envelope - 15% lower UA required Additions 0 Addition stand alone 0 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 altematives. If complying via component performance, complete ENV -UA per instructions for addition stand alone projects. Addition + existing - Complete ENV -UA per instructions for addtion + existing projects. Alterations - ❑ Replacement windows only, or resulting ❑ Total building WWR increased by alteration total building WWR <_ original WWR Fenestration and Skylight ❑ Replacement skylights only, or resulting ❑ Total building SRR increased by alteration total building SRR <_ original SRR 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 altematives. If complying via component performance, complete ENV -UA per instructions for alteration + existing projects. Envelope Summary, 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: King Lasik Medical Office Building Date 09/01/2018 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 instructions. 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 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 3,367 8,175 0 0 Existing 0 0 0 0 Total 3,367 8,175 0 0 Vertical Fenestration -to- 29.2% Wall Ratio (WWR) Skylight -to -Roof Ratio (SRR) ( ) Vertical Fenestration Area Compliance VERTICAL FENESTRATION AREA COMPLIES WITH MAXIMUM ALLOWANCE Skylight Area Compliance Vertical Fenestration Alternates 0 High 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. 0 In buildings z 3 stories, 25% or more of NET floor area is in DLZ per C402.4.1.1 0 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 installed peak heating and cooling capacity per sf. 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 limited. Wall Insulation R -Value Roof 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) Prescriptive Path, pg. 1 ENV -PRESCRIPTIVE 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: King Lasik Medical Office Building Date 09/01/2018 Target Insulation Allowance Fully Conditioned Space - Commercial, Group R, Mixed Use For Building Department Use Fenestration Area as % gross above -grade wall area 29.2% Max. Target: 30.0% Skylight Area as % gross roof area Max. Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV -SUM User Note Prescriptive compliance of envelope assemblies may be accomplished by providing insulation R -values per Table C402.1.3 or U -factors /F -factors per Tables C402.1.4 and C402.4. A single project may comply via R -values for some envelope assemblies and U -factors / F -factors for others. Note compliance method taken for each assembly in spaces provided. Building Component Provide plan/detail # of assembly and description R -Value Method for Prescriptive Compliance U-Factor/F-Factor Method for Prescriptive Compliance Cavity Ins. R -Value Continuous Ins. (CI) R -Value % Area of Metal Penetrations in Cl2 Assembly U -Factor U -Factor Source3 Roofs w 0 3/A8.1 Metal Deck with (2) layers of closed cell polyiso core insulation 38.0 a <_ 0.04 /a m 0 r 0 Q Opaque Walls - Above Grade75 _ a) a) co Wall details on sheet A8.1 & A8.2 23.0 10.0 <_ 0.04% -0 m N Wood/Oth5 y N a1 2 a) co c 1- 1 Group R Walls15 a) a) I) u) ga) Below Grade Walls E E 0 0 0. 0 0 0 Floors ur 0) m Framede Prescriptive Path, pg. 2 ENV -PRESCRIPTIVE 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: King Lasik Medical Office Building Date 09/01/2018 Fenestration Area as % gross above -grade wall area 29.2% Max. Target: 30.0% For Building Department Use Skylight Area as % gross roof area Max. Target: 5.0% If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then the project must comply via Component Performance and provide ENV -UA and ENV-SHGC forms. Building Component R -Value Method for Prescriptive Compliance U-Factor/F-Factor Method for Prescriptive Compliance Provide plan/detail # of assembly and description Perim. Ins. R -Value Full Slab CI R -Value F -Factor F -Factor Source10 Slab-on-grade9 Unheated R-10 for 24" below/ under slab at perimeter, detail 1/A8.1 10.0 °1 lis Provide ID from door schedule and description Ins. R -Value Assembly U -Factor U -Factor Source11 Opaque Doors rn c • c�� :n 104, 107B r,it L7ir 0 Solar Heat Gain Coefficient (SHGC) U -Factor for Prescriptive Compliance Provide ID from window schedule and description Projection Factor (PF) if applicable12 Orientation (N or SEW)13 Assembly SHGC14 Assembly U -Factor U -Factor Source14 o - c ri TS > derriath Ts 0) 2 C 0 z ami w d 2 W1, Alum. thermally broken frame with 1" clear insulating glass W2 Alum. thermally broken frame with 1" clear insulating glass W3, W4 Alum. thermally broken frame with 1" clear insulating glass W5, W8 Alum. thermally broken frame with 1" clear insulating glass W5, W6, W7, Alum. thermally broken frame with 1" clear insulating glass NA NA 0.24 NA NA N SEW N N SEW 0.53 0.40 0.58 0.53 0.40 o. 0 m a) 2 C" a) a slab -on -grade or exposed floor, this floor shall be thermally broken from the surrounding floor area with the same amount of insulation as regi N L m Tom' 0) N °) Q i Q Miscellaneous - Refrigerated Spaces Provide plan/detail # of assembly and description Ins. R -Value Assembly U -Factor U -Factor Source mt-- 0i `0 2 0 Provide ID from window schedule and description Cooler / Freezer Double Pane Glass Triple Pane Glass Inert Gas Filled Heat Reflective Treated Glass rn o` 0 a c — 0 Note 1- Insulation that is continuous except for fasteners may be entered here if the cross-sectional area of metal penetration through otherwise continuous insulation is less than 0.12%. Note 2 - Altemate prescriptive continuous insulation R -values per Table C402.1.4, Footnote F may be used if the cross sectional area of metal penetrations exceeds 0.04% but is less than 0.12%. Calculations are required to use these altemate R -values. Note 3 - Opaque assembly U -factors shall come from Appendix A or calculated per approved method as specified in .C402.1.5.1. Specify the table number or calculation page number. Note 4 - Thermal spacer blocking and liner system are required for prescriptive R -Value compliance in metal building roof assemblies. Note thermal spacer thickness and R -value in roof assembly description. Note 5 - Intermediate framing is required for prescriptive R -Value compliance in wood -framed wall assemblies. Note 6 - Proposed CMU mass walls in non -Group R that meet Table C402.1.4 Footnote C requirements can enter the target prescriptive U -value of 0.104. Note 7 - Mass transfer slab edges must be covered with an assembly having an overall U -factor of 0.2. Note 8 - Refer to Table C402.1.3, Footnote E for prescriptive R -Value requirement for steel floor joist assemblies. Note 9 - Prescriptive slab -on -grade insulation shall extend from top of slab to minimum length per an approved method as defined in C402.2.6. Note 10 - Slab -on -grade F -Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 11- Opaque door U -factors shall come 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 12 - Refer to Equation C4-6 Projection Factor Calculation. Note 13 - N = Oriented within 45 degrees of true north, SEW = All other orientations. Note 14 - Fenestration assembly U -Factor and SHGC 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 15 - List all above -grade Group R mass walls and steel frame walls in Group R Walls section. List commercial above grade walls and all other Group R above grade walls in Opaque Walls - Above Grade. Note 16 - Refrigerated Coolers - All cooler roof, wall and door assemblies shall comply with the prescriptive R -values or U -factors per C410. Enter proposed information under the most similar assembly type. Slab edge insulation for slab -on -grade floors shall comply with C402. Floors that separate a cooler from a non -cooler space (unconditioned and conditioned) shall be insulated per C402. Vertical fenestration (not within cooler doors) shall comply with the prescriptive R -values or U -factors 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 17 - Refrigerated Freezers - All freezer roof, wall and door assemblies shall comply with the prescriptive R -values or U -factors per C410. Enter proposed information under the most similar assembly type. Freezer floor insulation shall comply with C410. Insulation is required under the entire freezer floor. If the freezer floor assembly rests on top of a standard floor, the vertical edge of the freezer floor shall be entered as and comply with the requirements for a freezer wall. If freezer floor insulation is installed as integral to or applied undemeath a slab -on -grade or exposed floor, this floor shall be thermally broken from the surrounding floor area with the same amount of insulation as required for a freezer floor. Enter proposed thermal break information in the Freezer Floor section and note it as In -Floor Thermal Break. Enter only the opaque DCI Ef1G1fEER5 0 U d, .5 c P 78. Washington Oregon California Texas Alaska Colorado Montana Fi E Updated Structural Calculations King Lasik 6700 Fort Dent Way, Tukwila, WA EVO EWE DEC 1 9 2018 REID MIDDLETON, INC. DCI - December 13, 2018 REVIEWED FOR DE COMPLIANCE APPROVED FEB 0 5 2019 of Tukwila G DIVISION Prepared for: Craft Architects 2505 Third Avenue, Suite 324 Seattle, WA 98121 818 Stewart Street, Suite 1000 Seattle, Washington, 98101 Phone (206) 332-1900 Service Innovation Value Project: King Lasik Project No: 17011-0121 Date: 12/13/2018 Structural Calculation Index: 1. Design Criteria: DC -1 to DC 23 2. Steel Lateral Calculations. SL -1 to SL -59 3. Steel Gravity Calculations: SG -1 to SG -18 4. Foundation Calculations. F-1 to F-6 5. Canopy Calculations: C-1 to C-7 818 Stewart Street, Suite 1000 Seattle, Washington, 98101 Phone (206) 332-1900 Service Innovation Value DESIGN CRITERIA 818 Stewart Street, Suite 1000 Seattle, Washington, 98101 Phone (206) 332-1900 Service Innovation Value usGs Design Maps Summary Report User -Specified Input Report Title 6700 Fort Dent Way, Tukwila, WA Wed April 12, 2017 20:26:17 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.4659°N, 122.24861°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.456 g Sl = 0.543 g SMS = 1.456 g SMi = 0.815 g Sps = 0.971 g Sp, = 0.543 g DC -1 of 23 For information on how the SS and S1 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. MCEF, Response Spectrum Pe. on. se;) Des g7 Response Spectrum Per al l !se_) For PGAM, T„ CRs, and CRI values, please view the detailed report. 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. J:\11-Seattle\2017 Projects\17011-0121 King Lasik Tukwila\4- Calculations\Design Criteria\DCI Loading and Design Criteria_2017 04 28 1 OF 1 DC -2 of 2: ']PROJECT 17011-0121 Sheet No: Date: Printed: 8/31/18 3:01 PM PROJECT Subject: King Lasik UNIT DEAD LOADS (PSF) By: AEM Roof Framing Gravity Design Lateral Design Applicable Live Loads Type Roofing Membrane 2.0 2.0 20 psf Construction Insulation 4.0 4.0 25 psf Snow OWSJ + WF Girders 5.0 5.0 1 1/2" Type B MTL Deck 2.5 2.5 ACP 2.3 2.3 Sprinkler/ Duct/Pipe/ Elect Allowance 2.0 2.0 MISC Allowance 2.2 2.2 20.0 psf 20.0 Exterior Walls & Interior Non Load Brg Partitions + Mech Allowance + Mech Screen 10.0 30.0 psf Typical Floor Gravity Design Lateral Design Applicable Live Loads Floors, carpet & pad + Underlayment 3.0 3.0 20 psf Construction Insulation 1.0 1.0 80 psf Office OWSJ + WF Girders 5.0 5.0 4 3/4" Total Depth NW Conc over MTL Deck 37.0 37.0 ACP 2.3 2.3 Sprinkler/ Duct/Pipe/ Elect Allowance 2.0 2.0 Misc Allowance 1.2 1.2 51.5 51.5 Interior Partitions, where occurs 15.0 15.0 Bearing Walls & Exterior walls 5.0 67 72 psf J:\11-Seattle\2017 Projects\17011-0121 King Lasik Tukwila\4- Calculations\Design Criteria\DCI Loading and Design Criteria_2017 04 28 1 OF 1 _DCI Ef1GInEER Project No. 1 -toil -DMA D"4of23 Sheet Nb. Project k-tt-)61 Ll�S1 !�- Date Subject Zc0F Loict304 By Tam) oetGit1T = 2_50(D Le R -7u IS s -z 1.-c700 IL° p -ter t 5S sow 15 PSF L -OM) E t T'D g.op Cpvt 4 MUiZ-4C 14ft-EIA (N PAtbj._ 'MAN 5'-IDt► a ►J pt.P�N /4-113 Tbr & %) t(s4-t\2600 IbOL,ToIT> 10, 000 19 -cam 1A �st� 140 Utz 4JELL) SEtSr"1C 16. FAQ 1-kt. ( +PSC- -r 30 31 P5c- ). XAXXXXXXXXXXXXXXXXXXXX I. a a a a a a a J:111-Seattle12017 Projects117011-0121 King Lasik Tukwila14- C'alculations\Design Critena11613 BASE_SHEAR+VERTICAL DISTRIBUTIONSeismic-ELF Base Shear AS(:E7-10 DC -4 of 23 DCI E fl GIFIEERS DO' Project No: 17 011- 0121.00 Sheet #: Project: King Lasik Date: 8/31/18 SEISMIC BASE SHEAR per ASCE 7-10 1. Site Address or (Latitude) & (Longitude): »»»» » Select "Site Class" per Geotechnical Report»»»» » 2. Building Occupancy (Importance) & Risk Category Select General Nature of Occupancy »»»»»»>=» RISK CATEGORY based on Occupancy »»»»» » By: AEM 6700 Fort Dent Way, Tukwila, WA [Lat:47.4659] [Long: -122.24861] D select Risk Category II Bldgs (NOT Risk Category I, III or iv) I I IE = Seismic Importance Factor = 1.00 3. Seismic Ground Motion Values per 11.3 Obtain MAPPED ACCELERATION PARAMETERS Ss Si SDS Sol = MCE Spectral Accel @ 0.2 Sec = MCE Spectral Accel @ 1.0 Sec = Design Spectral Accel @ 0.2 Sec = 2/3SMs = Design Spectral Accel @ 1.0 Sec = 2/3SM1 1.456 g input 0.543 g input 0.971 g input = 0.543 g input SDC = Seismic Design Catagory: D 4. Structural System Selection per 12.2 Select "BBS" Basic Building System" »»»»»»>=» Select "SFRS" - Seismic Force Resisting System »»» Select Applicable Analysis Direction(s) »»»»»»» Typical Building [ IBC §1613.3.3.2] [IBC 51604.5] [ASCE 7 Table 1.5-2] [per ASCE 7 §11.4.1 USER NOTE] Jeer USGS U.S. Seismic Design MapsWebsitel [per IBC Tables 1613.3.5.(1) & (2)] B. Building Frame System 2. steel Special Concentrically Braced Frames (SCBF) X and Y R = Response Modification Coefficient 6.00 auto table lookups for R, Omega & Cd [per Table 12.2-1] [per Table 12.2-1] [per Table 12.2-1] S2o = System Overstrength Factor = 2.00 Cd = Deflection Amplification Factor 5.00 Height Limitations (ft) _ 160* «Ref ASCE 7-10 §12.2.5.4 for increased building height allowance 5. Design Response Spectrum To Ts TL Ct x = Period, O.2SD1/SDS = = Period, SD1/SDS = = Select, Long Period, Transition Period = = Select System Factor for Approx. Period = = Exponent Parameter for Approximate Period = h = Height of Building (Approx- Mean Roof Ht = 0.112 s 0.559 s 6.00 s 0.020 0.75 35 ft Ta = Approximate Period: Ta = Ct*(h„ )x 0.288 s C, = Coeff for Upper Limit on Calc'd Period = 1.400 = Max Fundamental Period: T„ax = TaC„ calc'd calc'd select select « "ALL OTHER SFRS Systems" auto table lookup »»»»»»»»»»> [per ASCE 7-10] [511.4.5] [511.4.5] [Figures 22-12 thru 22-16] [Table 12.8-2] [Table 12.8-2] input auto table lookup 0.403 s calc'd 6. Seismic Response Coefficient Cs,caic = SDs/ (R/I) Cs,maxi = if T 5 11, then SD1 /T(R/I) Cs,rex2 = if T > TL, then SD1TL/T2(R/I) Cs,min1 = 0.044*SDs *I 2 0.01 Cs,min2 = if S1 > 0.6g then 0.50*S1 /(R/I) 0.162 0.314 - n/a - 0.043 - n/a - Seismic Base Shear Coefficient: V = Cs W = 0.162 W 7. ETABS Modeling Parameters R = Response Modification Coefficient X -Direction 6.00 calc'd « calc'd calc'd calc'd calc'd GOVERNS Y -Direction 6.00 r`.nnvrinht 1101704f, rl'Y.motn r`nnvorcann Ine Ca Gu me D...ev.A Thea Ant. infant am( fir i4.s. sn w A.*innit h.r.in n,.,, nett h. ....4 :e. vA,n1. [Eqn 12.8-7] [Table 12.8-1] [512.8.2, Eqn 12.8-7] [ASCE 512.8.1.1] [Eqn 12.8-2] [Eqn 12.8-3] [Eqn 12.8-4] [Eqn 12.8-5] [Eqn 12.8-6] J:111-Seattle12017 Projects117011-0121 King Lasik Tukwila14- Calculations\Design Criteria11613_BASE_SHEAR+VERTICAL DISTRIBUTIONSeismic-ELF Base Shear ASCE7-10 DC -5 of 23 S2o = System Overstrength Factor W = Building Weight from Model = Calculated Period from Model Tto use Cs,ceic = Sps/ (R/l) Cs,maxi = if T 5 TL, then SD1 /T(R/I) Cs,,r,e„2 = if T > TL, then SDiTL/T2(R/I) Cs,minl = 0.044*Sps *1 Z 0.01 Cs,min2 = if S1 > 0.6g then 0.50*S1 /(R/I) Cs to use 2.00 1.000 sec 0.403 s 0.162 0 22 -n/a- 0,043 - n/a - 0„162 Seismic Base Shear: V = Cs W = 85% of Base Shear 8. Scaling Design Values V1 X ETABS Base Shear - RSX w/ R = 6 Vt Y ETABS Base Shear - RSY w/ R = 6 SFX = Scale Factor for X -Direction 5.367 SFy = Scale Factor for Y -Direction 2.00 1.000 sec 0.403 s 0.162 0.225 - n/a - 0.043 - n/a - 0.162 5.367 [Eqn 12.8-1] [ASCE §12.9.4] Spect Resp Accel, Sa (g) 1.20 1.00 0.80 0.60 0.40 0.20 Design Response Spectrum ASCE 7-10, Fig 11.4.1 . 0.97 0.54 0.43 U.J9 0.00 .. 00 00 `9.9c a 31 0.05 .00�o n_ c 000 710 .00�c �O.6600„ ��c �p ' Period, T (Seconds) 80 `.0 q9c Copyright 0912016 p'Amato Conversano inc. AU Rights Reserved This document and the ideas and designs herein may not be used, in whore or in J:111-Seattle12017 Projects117011-0121 King Lasik Tukwilal4- Calculations\Design Criteria120181211_1613_BASE_SHEAR+VERTICAL NIOIATION_Updated RTU12.8.3 Vertical Distribution xCo yrlclht O 2O 63ARytoknj+ers&no Jc.Rr1 R htsiResIrve Thildoj nie tar�d thvdejs deeign,hertin day/ not beiuset, in xrhoti or it k k fl E, E R 5 DCI Project No: 17 011- 0121.00 Sheet #: Lateral Project: King Lasik Date: 12/13/18 E fl G 1 Location: _ By. AEM ASCE VA]) glAg1220o VERTICAL DIST BASE SHEAR G Chapter 12.8.3 Printed: 12:57 PM VERTICAL DISTRIBUTION Building? SDs 0.971 g Uniform Roof DL Roof psf Base Shear Cs 0.162 W ADD Lump Mech DL@ Roof AHU kips Period Ta 0.288 sec RspModCoeff. R 6 Typ Fir DL Fir typ psf Partition DL Seis Allowance Partition psf Stories N 2 Building Ht Ht 35 ft Perimeter, typically Perim ft 1st story ht H 1 14 ft Cladding Mass psf on ext Clad psf Typ story ht H typ 15 ft Roof DLCIad Mass smeared DLr clad 0.0 psf Parapet Ht, Hp 0 ft Floor DLCIad Mass smearec DLf clad 0.0 psf chk bldg Ht 29 ft Mech DL smear as RoofDL DLr AHU 0.0 psf BldgWidth, BW 60 ft Total Typ Fir DL DL_typ 0 psf BldgLength, BL 120 ft Total Roof DL DL roof 0 psf Roof Area Ar 8,640 sq ft Total Roof DL Mass r 0 kips Typ Fir Area A_typ 7,200 sq ft Total Typical Floor DL Mass Fir NA kips 1st Story A Al 7,200 sq ft Total First Elevated Floor DL Mass 1st 0 kips 1139 t t @a3(• ASCE 7-05, 12.8.3 12.8-12 Floor co Floor Plate Area Floor Mass Story Height yyx h wxhk wxhk / EWihik Fi Fi/sf (psf) Note: Spreadsheet (sf) (psf) (ft) (kips) (ft) (kips) designed to distribute up to 40 stories, Unhide hidden rows as required 0 NA NA sf 0 psf 0.00 0 Roof 2 8,640 sf 31 psf 15.00 270 29.00 7,830 51.8% 66 9.20 L2 1 7,200 sf 72 psf 14.00 520 14.00 7,280 48.2% 62 8.56 L1 base (sf) (psf) (ft) (kips) (ft) 15,110 100.0% (kips) (psf) W = 790 Base Shear = 128 17.7. xCo yrlclht O 2O 63ARytoknj+ers&no Jc.Rr1 R htsiResIrve Thildoj nie tar�d thvdejs deeign,hertin day/ not beiuset, in xrhoti or it k k J:111-Seattle12017 Projects117011-0121 King Lasik Tukwila14- Calculations\Design Criteria11613_BASE_SHEAR+VERTICAL DISTRIBUTION SMFSeismic-ELF Base Shear ASCE7-10 DC -7 of 23 DCI E 11 G I fl E E R S DCI Project No: 17 011- 0121.00 Sheet #: Project: King Lasik Date: 8/31/18 SEISMIC BASE SHEAR per ASCE 7-10 By: AEM 1. Site Address or ['Latitudel & (Longitudel: »»»» » Select "Site Class" per Geotechnical Report»»»» » 2. Building Occupancy (Importance) & Risk Category Select General Nature of Occupancy »»»»»»>)» RISK CATEGORY based on Occupancy »»»»» » 6700 Fort Dent Way, Tukwila, WA [Lat:47.4659] [Long: -122.24861] D select Risk Category 11 Bldgs (NOT Risk Category I, III or IV) I I IE = Seismic Importance Factor 1.00 3. Seismic Ground Motion Values per 11.3 Obtain MAPPED ACCELERATION PARAMETERS Ss Si SDS SDI = MCE Spectral Accel @ 0.2 Sec = MCE Spectral Accel @ 1.0 Sec = Design Spectral Accel @ 0.2 Sec = 2/3SMs = Design Spectral Accel @ 1.0 Sec = 2/3SM1 = 1.456 g input = 0.543 g input = 0.971 g input = 0.543 g input SDC = Seismic Design Catagory: D 4. Structural System Selection per 12.2 Select "BBS" Basic Building System" »»»»»»>=» Select "SFRS" - Seismic Force Resisting System »»» Typical Building • [ IBC §1613.3.3.2] [IBC 51604.5] [ASCE 7 Table 1.5-2] [per ASCE 7 §11.4.1 USER NOTE] [per USGS U.S. Seismic Design MapsWebsite] [per IBC Tables 1613.3.5.(1) & (2)] C. Moment Resisting Frame System 1. steel Special moment frames (SMF) Select Applicable Analysis Direction(s) »»»»»»» X -Direction R = Response Modification Coefficient 8.00 auto table lookups for R, Omega & Cd [per Table 12.2-1] [per Table 12.2-1] [per Table 12.2-1] no = System Overstrength Factor 3.00 «< OMEGA can be reduced by 0.5 for flexible diaphragms per TbI 12.2-1 footnote g** Cd = Deflection Amplification Factor 5.50 Height Limitations (ft) _ NL 5. Design Response Spectrum To Ts TL Ct x = Period, O.2SD1/SDS = Period, SD1/SDs = Select, Long Period, Transition Period = Select System Factor for Approx. Period = Exponent Parameter for Approximate Period h = Height of Building (Approx- Mean Roof Ht = 0.112 s 0.559 s 6..00 s 0.020 0.75 29 ft Ta = Approximate Period: Ta = Ct*(hn)x 0.250 s Cu = Coeff for Upper Limit on Calc'd Period = 1.400 = Max Fundamental Period: T,,,,� = T8Cu 0.350 s 6. Seismic Response Coefficient Cs,calc = SDs/ (RJI) Cs,,,,ax1 = if T 5 TL, then SD1 /T(R/I) Cs,,nax2 = if T > 11, then SD1Tt_/T2(R/I) Cs,minl = 0.044*SDs *I 2 0.01 Cs,min2 = if S1 > 0.6g then 0.50*S1 /(R/I) 0.121 0.272 - n/a - 0.043 - n/a - Seismic Base Shear Coefficient: V = Cs W = 0.121 W 8. Scaling Design Values Vt x ETABS Base Shear - RSX w/ R = 8 calc'd calc'd select select auto table lookup »»»»»»»»»»> [per ASCE 7-10] [511.4.5] [511.4.5] [Figures 22-12 thru 22-16] « "ALL OTHER SFRS Systems" [Table 12.8-2] [Table 12.8-2] input auto table lookup calc'd calc'd « calc'd calc'd calc'd calc'd GOVERNS Copyright 09/2016 p'Amato Conversano Inc Au Rights Reserved This document and the ideas and designs herein may not be used, in whole or in [Eqn 12.8-7] [Table 12.8-1] [512.8.2, Eqn 12.8-7] [ASCE 512.8.1.1] [Eqn 12.8-2] [Eqn 12.8-3] [Eqn 12.8-4] [Eqn 12.8-5] [Eqn 12.8-6] [ASCE §12.9.4] J:111-Seattle12017 Projects117011-0121 King Lasik Tukwila14- Calculations \ Design Criteria11613_13ASE_SHEAR+VERTICAL DISTRIBUTION SMFSeismic-ELF Base Shear ASCE7-10 DC -8 of 23 • Vt y ETABS Base Shear - RSY w/ R = 8 = SF. = Scale Factor for X -Direction = 4.025 SFy = Scale Factor for Y -Direction = 4.025 Design Response Spectrum ASCE 7-10, Fig 11.4-1 1 )n Spect Resp Accel, Sa (g) • OO O O • IV A O) in O F n O O O co O C ♦ 0.9 0.97 0.54 0.43 U.S9 031 "------#41-16--------•-9-44---.4609_____.. "___♦ 0.07 u.uu 0�0 '000 2000 000o 9000 5000 6000 .>00 X000 C10000 se c `Dc c red G � %c %� Period, T (Seconds) Coovriaht 0912016 D'Amato Conversant) Inc. AA Riohts Reserved This document and the ideas and designs herein may not be used. in whale Or in J:111-Seattle12017 Projects117011-0121 King Lasik Tukwila14- Calculations\Design Criteria120181211_1613_BASE_SHEAR+VERTICALRWION_SMF Updated w RTU12.8.3 Vertical Distribution DCI E fl G I rl E, E R S DCI Project No: 17 011- 0121.00 Sheet #: Lateral Project: King Lasik Date: 12/13/18 Location: By: AEM ASCE IMO VERTICAL VERTICAL DISTRIBUTION BASE DIST SHEAR Chapter 12.8.3 Printed: 12:57 PM Building SDS 0.971 g, Uniform Roof DL Roof psf Base Shear cs 0.121 W ADD Lump Mech DL@ Roof AHU kips Period Ta 0.250 sec RspModCoeff. R 8 Typ Fir DL Fir typ psf Stories N 2 Partition DL Seis Allowance Partition psf Building Ht Ht 29 ft Perimeter, typically Perim ft 1st story ht H 1 14 ft Cladding Mass psf on ext Clad psf Typ story ht H typ 15 ft Roof DLCIad Mass smeared DLr clad 0.0 psf Parapet Ht, Hp Oft Floor DLCIad Mass smearec DLf clad 0.0 psf chk bldg Ht 29 ft Mech DL smear as RoofDL DLr AHU 0.0 psf BldgWidth, BW 60 ft Total Typ FIr DL DL typ 0 psf BldgLength, BL 120 ft Total Roof DL DL_roof 0 psf Roof Area Ar 8,640 sq ft Total Roof DL Mass r 0 kips Typ Fir Area A_typ 7,200 sq ft Total Typical Floor DL Mass Fir NA kips 1st Story A Al 7,200 sq ft Total First Elevated Floor DL Mass 1st 0 kips pe t t mat 12.8.3 12.8-12 Floor 0 Floor Plate Area Floor Mass Story Height wx h wxhk wxhk / Ewihik Fi Note: S NA (sf) (psf) (ft) (kips) (ft) readsheet desined to distribute u• to 40 stories Unhide hidden rows as re. uired (kips) Fi/sf (psf) NA sf 0 psf 0.00 0 0 Roof 2 8,640 sf 31 psf 15.00 270 29.00 7,830 51.8% 50 L2 1 7,200 sf 72 psf 14.00 520 14.00 7,280 48.2% 46 L1 base (sf) (psf) (ft) W= (kips) ] (ft) 790 15,110 100.0% (kips) Base Shear = 6.90 6.4 (psf) 96 I 13.32 xCoKrickht Orr IIKArr�at0�on ersino1nC. SII R htsiResIrrve hIdo5m5zt ar�d thiide1s a5 design her n may npt b5usee inxhdlor DC-10 of 23 "ASCE705W.xls" Program Version 1.0 Job Name: Job Number: WIND LOADING ANALYSIS - Wall Components and Cladding Per ASCE 7-10 Code for Buildings of Any Height Using Chapter 30, Components &Cladding (C&C) King Lasik TI 17011-0121 Subject: Originator: C&C Walls AEM 1 Checker: AEM Input Data: Wind Speed, V = Bldg. Classification = Exposure Category = Ridge Height, hr = Eave Height, he = Building Width = Building Length = Roof Type = Topo. Factor, Kzt = Direct. Factor, Kd = Enclosed? (Y/N) Component Name = Effective Area, Ae = 110 II B 30.00 30.00 120.00 60.00 Gable 1.00 0.85 Y Wall 15 ft. (hr >= he) ft. (he <= hr) ft. (Normal to Building Ridge) ft. (Parallel to Building Ridge) (Gable or Monoslope) (Eq. 26.8-1)) (Table 26.6-1) (Girt, Siding, Wall, or Fastener) ft.^2 (Area Tributary to C&C) Resulting Parameters and Coefficients: Roof Angle, 8 = Mean Roof Ht., h = 0.00 30.00 deg. ft. (h = he, for roof angle <=10 deg.) Wall External Pressure Coefficients, GCp: GCp Zone 4 Pos. = GCp Zone 5 Pos. = GCp Zone 4 Neg. = GCp Zone 5 Neg. = 0.87 0.87 -0.96 -1.20 B L Plan (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. ) (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. ) (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. ) (Fig. 30.4-1, GCp is reduced by 10% for roof angle: <=10 deg. ) Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1): +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. = -0.18 (negative internal pressure) If z <= 15 then: Kz = 2.01 *(15/zg)^(2/a) , If z > 15 then: Kz = 2.01 *(z/zg)^(2/a) (Table 30.3-1) a = 7.00 (Table 26.9-1) (Note: z not < 30' for Exp. B, Case 1) zg = 1200 (Table 26.9-1) Kh = 0.70 (Kh = Kz evaluated at z = h) 1.00 Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Sect. 30.3.2, Eq. 30.3-1) qh = 18.45 psf qh = 0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z = h) Design Net External Wind Pressures (Chap. 30, Part 1 & Part 3): For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf) For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) (Sect. 30.4.2, Eq. 30.4-1) (Sect. 30.6.2, Eq. 30.6-1) where: q = qz for windward walls, q = qh for leeward walls and side walls qi = qh for all walls (conservatively assumed per Sect. 30.6.2) 13 of 28 8/31/2018 3:07 PM DC -11 of 23 ' "ASCE705W.xls" Program Version 1.0 Wind Load Tabulation for Wall Components & Cladding Component z (ft.) Kh qh (psf) p = Net Design Pressures (psf) Zone 4 (+) Zone 4 (-) Zone 5 (+) Zone 5 (-) Wall For z = hr: For z = he: For z = h: 0 0.70 18.45 19.41 -21.07 19.41 -25.53 15.00 0.70 18.45 19.41 -21.07 19.41 -25.53 20.00 0.70 18.45 19.41 -21.07 19.41 -25.53 25.00 0.70 18.45 19.41 -21.07 19.41 -25.53 30.00 0.70 18.45 19.41 -21.07 19.41 -25.53 30.00 0.70 18.45 19.41 -21.07 19.41 -25.53 30.00 0.70 18.45 19.41 -21.07 19.41 -25.53 Notes: 1. (+) and (-) signs signify wind pressures acting toward 2. Width of Zone 5 (end zones), 'a' = 3. Per Code Section 30.2.2, the minimum wind Toad 4. References : a. ASCE 7-10, "Minimum Design b. "Guide to the Use of the Wind by: Kishor C. Mehta and William & away from respective surfaces. ft. not be less than 16 psf (ULT). and Other Structures". of ASCE 7-10" (2013) 6.00 for C&C shall Loads for Buildings Load Provisions L. Coulbourne, 14 of 28 8/31/2018 3:07 PM DC -12 of 23 "ASCE705W.xls" Program Version 1.0 Wall Components and Cladding Wall Zones for Buildings with h <= 60 ft. N -141- • • 1 1 1 1 1 1 1 1 I t 1 1 WALL ELEVATION Wall Zones for Buildings with h > 60 ft. 15 of 28 8/31/2018 3:07 PM DC -13 of 23 "ASCE705W.xls" Program Version 1.0 WIND LOADING ANALYSIS - Roof Components and Cladding Per ASCE 7-10 Code for Bldgs. of Any Height with Gable Roof 0 <= 45° or Monoslope Roof 9 <= 3° Using Chapter 30, Components and Cladding (C&C) Job Name: King Lasik Subject: Roof C&C Job Number: 17011-0121 Originator: AEM Checker: AEM Input Data: Wind Speed, V = Bldg. Classification = Exposure Category = Ridge Height, hr = Eave Height, he = Building Width = Building Length = Roof Type = Topo. Factor, Kzt = Direct. Factor, Kd = Enclosed? (Y/N) Component Name = Effective Area, Ae = Overhangs? (Y/N) 110 II B 30.00 30.00 120.00 60.00 Gable 1.00 0.85 Y Joist 15 N ft. (hr >= he) ft. (he <= hr) ft. (Normal to Building Ridge) ft. (Parallel to Building Ridge) (Gable or Monoslope) (Eq. 26.8-1)) (Table 26.6-1) (Purlin, Joist, Decking, or Fastener) ft.^2 (Area Tributary to C&C) (if used, overhangs on all sides) Resulting Parameters and Coefficients: Roof Angle, 0 = Mean Roof Ht., h = 0.00 30.00 deg. ft. (h = he, for roof angle <=10 deg.) Roof External Pressure Coefficients, GCp: GCp Zone 1-3 Pos. = GCp Zone 1 Neg. = GCp Zone 2 Neg. = GCp Zone 3 Neg. = 0.28 -0.98 - 1.68 - 2.50 (Fig. 30.4-2A thru C) (Fig. 30.4-2A thru C) (Fig. 30.4-2A thru C) (Fig. 30.4-2A thru C) A B L Plan Positive & Negative Internal Pressure Coefficients, GCpi (Table 26.11-1): +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. = -0.18 (negative internal pressure) If z <= 15 then: Kz = 2.01*(15/zg)"(2/a) , If z > 15 then: Kz = 2.01*(z/zg)^(2/a) (Table 6-3, Case 1a) a = 7.00 zg = 1200 (Table 6-2) Kh = 0.70 (Kh = Kz evaluated at z = h) I = 1.00 (Table 6-1) (Importance factor) Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Sect. 30.3.2, Eq. 30.3-1) qh = 18.45 psf qh = 0.00256*Kh*Kzt*Kd*V"2*I (qz evaluated at z = h) (Note: z not < 30, Exp. B, Case 1) Design Net External Wind Pressures (Chap. 30, Part 1 & Part 3): For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf) For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) where: q = qh for roof qi = qh for roof (conservatively assumed per Sect. 30.6.2) 16 of 28 8/31/2018 3:07 PM DC -14 of 23 "ASCE705W.xls" Program Version 1.0 Wind Load Tabulation for Roof Components & Cladding Component z (ft.) Kh qh (psf) p = Net Design Pressures (psf) Zone 1,2,3 (+) Zone 1 (-) Zone 2 (-) Zone 3 (-) Joist For z = hr: For z = he: For z = h: 0 0.70 18.45 8.53 -21.44 -34.25 -49.45 15.00 0.70 18.45 8.53 -21.44 -34.25 -49.45 20.00 0.70 18.45 8.53 -21.44 -34.25 -49.45 25.00 0.70 18.45 8.53 -21.44 -34.25 -49.45 30.00 0.70 18.45 8.53 -21.44 -34.25 -49.45 30.00 0.70 18.45 8.53 -21.44 -34.25 -49.45 30.00 0.70 18.45 8.53 -21.44 -34.25 -49.45 Notes: 1. (+) and (-) signs signify wind pressures 2. Width of Zone 2 (edge), 'a' = 3. Width of Zone 3 (corner), 'a' = 4. For monoslope roofs with 0 <= 3 degrees, 5. For buildings with h > 60' and 0 > 10 6. For all buildings with overhangs, use 7. If a parapet >= 3' in height is provided Zone 3 shall be treated as Zone 2. 8. Per Code Section 30.2.2, the minimum 9. References : a. ASCE 7-10, "Minimum b. "Guide to the Use by: Kishor C. Mehta acting toward & away from respective surfaces. ft. ft. 30.4-5A for 'GCp' values with 'qh'. Fig. 30.6-1 for 'GCpi' values with 'qh'. thru C for 'GCp' values per Sect. 30.10. of roof with 0 <= 10 degrees, for C&C shall not be less than 16 psf (ULT). Loads for Buildings and Other Structures". Load Provisions of ASCE 7-10" L. Coulbourne, (2013) 6.00 6.00 use Fig. degrees, use Fig. 30.4-2A around perimeter wind load Design of the Wind and William 17 of 28 8/31/2018 3:07 PM DC -15 of 23 "ASCE705W.xls" Program - Version 1.0 Roof Components and Cladding: •.1 0 <= 7 deg. I't°' `J 0 ®® r O 0 Q Q Q U y 7 deg. < 0 <= 27 deg. ,14 • 27 deg. < 0 <= 45 deg. Roof Zones for Buildings with h <= 60 ft. (for Gable Roofs <= 45° and Monosiope Roofs <= 3°) ROOF PLAN Roof Zones for Buildings with h > 60 ft. (for Gable Roofs <= 10° and Monoslope Roofs <= 3°) 18 of 28 8/31/2018 3:07 PM DC -16 of 23 DIRECTIONAL PROCEDURE per ASCE 7-10 Chapter 27 Location: Design Assumptions: '6700 Fort Dent Way, Tukwila, WA Gust Factors Calculated based on Approximate Natural Frequency per Section 26.9.3 *Structure is a maximum of 500 feet and has a Flat Roof Code Reference Risk Category based on Occupancy (Importance) Select General Nature of Occupancy »»»»»»» RISK CATEGORY based on Occupancy »»»»»» Risk Cat = Applicable Wind Hazard Map = Risk Category II Bldgs (NOT Risk Category I, III or IV) Typical Building II Fig 26.5-1 A [2012 IBC sec 1604.5] [ASCE 7: §26.5.1] Basic Wind Speed, V ultimate Enclosure Classification - must independantly validate Nominal Bidq Data Avg Story Height, Mean Roof Height, Building Width, Building Length V (ult) = N, stories = hs avg= h= B= L= UB= 110 ENCLOSED 2 14.50 ft 29 120 60 0.50 Building's Approx Natural Frequency Calculation per ASCE 7-10 TABLE 26.9.3 Frequency Coeff LFRS Classification per 26.9.3 Height exponent Natural Frequency (per section 26.9.3) Building Rigid or Flexible Classification per Period, approximate Surface Roughness and Exposure - Test for proximi tv to 0 p 1/Ct x= n1 = Ta = 75.0 mph ft ft ft Other LFRS Systems 1.00 2.59 RIGID 0.39 en Water or 0 p en Ex 13 ps Seconds = 1/natfreq anse ft Distance Bldg Is from Exposure D ( review sec 26.7.3) Exposure D required within max of 20h or 600 ft proximity Surface Roughness Category (B, C or D) Exposure Category (Exposure C is DEFAULT Value ) 10,000 600 ft ) No: Exposure D does not apply B B [§ 26.9.3] [§ 26.9.3] (Eq'ns 26.9-2, -3 & -4) [§ 26.7.3] DCI Project 17 01- 0121.00 e: #: D C' ProIPr: KingLasik Date:8131118 E n G I n E E F3 s WIND LOADS per 2012 IBC & ASCE 7-10 By: AEM DIRECTIONAL PROCEDURE per ASCE 7-10 Chapter 27 Location: Design Assumptions: '6700 Fort Dent Way, Tukwila, WA Gust Factors Calculated based on Approximate Natural Frequency per Section 26.9.3 *Structure is a maximum of 500 feet and has a Flat Roof Code Reference Risk Category based on Occupancy (Importance) Select General Nature of Occupancy »»»»»»» RISK CATEGORY based on Occupancy »»»»»» Risk Cat = Applicable Wind Hazard Map = Risk Category II Bldgs (NOT Risk Category I, III or IV) Typical Building II Fig 26.5-1 A [2012 IBC sec 1604.5] [ASCE 7: §26.5.1] Basic Wind Speed, V ultimate Enclosure Classification - must independantly validate Nominal Bidq Data Avg Story Height, Mean Roof Height, Building Width, Building Length V (ult) = N, stories = hs avg= h= B= L= UB= 110 ENCLOSED 2 14.50 ft 29 120 60 0.50 Building's Approx Natural Frequency Calculation per ASCE 7-10 TABLE 26.9.3 Frequency Coeff LFRS Classification per 26.9.3 Height exponent Natural Frequency (per section 26.9.3) Building Rigid or Flexible Classification per Period, approximate Surface Roughness and Exposure - Test for proximi tv to 0 p 1/Ct x= n1 = Ta = 75.0 mph ft ft ft Other LFRS Systems 1.00 2.59 RIGID 0.39 en Water or 0 p en Ex 13 ps Seconds = 1/natfreq anse ft Distance Bldg Is from Exposure D ( review sec 26.7.3) Exposure D required within max of 20h or 600 ft proximity Surface Roughness Category (B, C or D) Exposure Category (Exposure C is DEFAULT Value ) 10,000 600 ft ) No: Exposure D does not apply B B [§ 26.9.3] [§ 26.9.3] (Eq'ns 26.9-2, -3 & -4) [§ 26.7.3] Topogra No Kzt TOPO Feature? -> Select 1 Hill Shape [2D Ridge(with up & down backslope)] --> Select 2 Hill Shape [2D Escarpment (Plateau) ] --> Select 3 Hill Shape - 3D Hill -> Select 4 Structure's Relative Location to CREST (Downwind) -> Enter 1 Structure's Relative Location to Topo CREST (Upwind) -> Enter 2 1 Height to Crest of Hill Length ( Distance from CREST to 50% of Hill Height) Building Distance from CREST (upwind or downwind) H, hill (ft) = Lh = x (ft) = Factor from Table "Parameters for Speed -Up Over Hills & Escarpments" Horizontal Attenuation Factor from Table Parameters for Speed -Up..." Factor to account for Reduction in speed-up with Distance from CREST Height Attenuation Factor from Table "Parameters for Speed -Up..." Factor for Reduction in speed-up w/ Height, Kt = N = K2 = r= K3 = 150 400 100 0.000 0.000 0.000 0.000 varies w/ z Gust Effect Factors and Terrain Exposure Coefficients ASCE 7-10 TABLE 26.9-1 3 second gust -speed power law exponent from Table Nominal height of the atmosheric boundary layer per Table Turbulence intensity factor from Table 26.9-1 Exposure constant from Table 26.9-1 Equivalent height of structure = max of z min or 60% of h calculated Intensity of Turbulance Peak Factor for Background Response, given Peak Factor for Wind Response, given Integral Length Scale Power Law Exponent from Table Integral Length Scale Factor from Table Integral length scale of turbulence at the equivalent height Background Response factor as a function of Bldg Width, B Rigid Building - Gust Effect Factor Gust Factor Variable, peak factor for resonant response Mean hourly wind speed power law exponent from Table Mean hourly wind speed factor from Table Mean Hourly Wind Speed at height, z bar Reduced frequency factor from eq'n 26.9-14 Reduction factor from eq'n 26.9-13 values used in eq'n 26.9-15 Mean Hourly Wind VARIABLES BASED ON VARYING WIDTHS Integral Length Scale base on Width B Calculated Response Factor Integral Length Scale base on across wind Length, L Calculated Response Factor Damping Ratio, percent critical for buildings (recommend 2%) Calculated Resonant Response Factor Flexible Building, Gust Effect Factor (max) a= Zg= c= z min = z (bar) = lz = 90 = 9v = C (bar) = e= Lz = Q= G= 9R = a (bar) = 7.00 1200 0.30 30 30 0.305 3.40 3.40 0.33 ft ft ft 320 310 0.846 0.850 4.410 0.250 b(bar) = 0.450 Vz = 71 Ni = 11.309 Rn = 0.030 r]h = . 4.867 Rn = 0.184 fle = RB = nL = RL = 13= R= Gf = 20.138 0.048 33.709 0.029 0.02 0.085 N/A Rigid [1-(x/(mu`Lh)] exp" [-gamma(z/Lh)1 =4.6`natfreq`hNz 4.6*natfreq*BNz =15.4`natfreq`LNz DC -17 of 23 Figure 26.8-1 Indexing for Figure 26.8-1 Figure 26.8-1 Indexing for Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Tbl 26.9-1 Tbl 26.9-1 Tbl 26.9-1 Tbl 26.9-1 26.9.4 Eq 26.9-7 26.9.4 26.9.4 TABLE 26.9-1 TABLE 26.9-1 Eq 26.9-9 Eq 26.9-8 Eq 26.9-6 Eq 26.9-11 TABLE 26.9-1 TABLE 26.9-1 Eq 26.9-16 Eq 26.9-14 Eq 26.9-13 Eq 26.9-15a Eq 26.9-15a Eq 26.9-15a [§ 26.9.5] Eq 26.9-12 Eq 26.9-10 DC -18 of 23 WALL PRESSURE COEFFIENTS Windward Wall Pressure Coefficient Cp = Topo Factor Mulitplier K3 (Eq'n in Figure26.8 1) Topo Factor Kzt (Eq 26.8-1) Tbl 27.4-1 0.8 Leeward Wall Pressure Coeff=if(UB>=4, 0.2,IF(UB<:=1,-0.5,-0.3)) CP = -0.5 Background Response O (Eq 26.9-8) Tbl 27.4-1 Side Wall Pressure Coefficient Cp = -0.7 Tbl 27.4-1 Internal Pressure Coefficient GCpi = 0.18 +1- Tbl 26.11-1 Wind Directionality Factor Ka = 0.85 Tbl 26.6-1 Veloclty Pressure Calculations GUST EFFECT FACTOR CALCULATIONS Building Elevation Story Height ((t) Building Elevation z (ft) Topo Factor Mulitplier K3 (Eq'n in Figure26.8 1) Topo Factor Kzt (Eq 26.8-1) ns OL(q RB (Eq 26.9 15a) R� E 26.9 15a) Resonant Response Factor R (Eq 26.9-12) Background Response O (Eq 26.9-8) Gust Effect Factor r7 E 26.9-6 f ( q or -10) 6.00 35.0 0.000 1.000 10.07 11.24 0.094 0.085 0.122 0.881 0.850 Roof Story 2 15 29.0 0.000 1.000 20.14 33.71 0.048 0.029 0.085 0.846 0.850 groundflr Story 1 14 14.0 0.000 1.000 20.14 33.71 0.048 0.029 0.085 0.846 0.850 2 DC -19 of 23 WIND PRESSURE AND FORCES ON Main Wind Force Resisting System (MWFRS) Building Elevation Story Height (ft) Building Dimension Normal to Wind B (ft) Building Dimension Parallel to Wind L (8) Building Elevation z (ft) Velocity Pressure Exposure Coefficient KZ (Ko4d4e (Table 27.3- 1) Velocity Pressure (Ib/ftz) (Eq 6-15) Windward Design Wind Pressure p (Ib/ft2) L/B Leeward Design Wind Pressure p (Ib/ft2) Combined Lateral Wind Pressure P (Ib/ft2) Total Lateral Wind Pressure V (kips) Total Overturning Moment M (k -ft) Mach Screen 6.00 60 20 35.0 0.73 19.3 16.6 0.333 -11.7 28.2 5.1 178 Roof 15.00 120 60 29.0 0.69 18.3 15.9 0.500 -11.7 27.6 34.7 1,007 groundflr 14 120 60 14.00 0.57 15.1 13.8 0.500 -11.7 25.4 21.4 299 hi, feet B, feet L, feet h,feet qh = 19.28 psf psf psf V,kips M ot, kip -ft Totals= 61 1,484 DC -20 of 23 DIRECTIONAL PROCEDURE per ASCE 7-10 Chapter 27 Location: Design Assumptions:• '6700 Fort Dent Way, Tukwila, WA Gust Factors Calculated based on Approximate Natural Frequency per Section 26.9.3 • Structure is a maximum of 500 feet and has a Flat Roof Code Reference Risk Category based on Occupancy (Importance) Select General Nature of Occupancy »»»»»»» RISK CATEGORY based on Occupancy »»»»»» Risk Cat = Applicable Wind Hazard Map = Risk Category II Bldgs (NOT Risk Category I, III or IV) Typical Building II Fig 26.5-1 A [2012 IBC sec 1604.5] [ASCE 7: §26.5.1] Basic Wind Speed. V ultimate Enclosure Classification - must independently validate Nominal Bldg Data Avg Story Height, Mean Roof Height, Building Width, Building Length V (ult) = N, stories = hs avg= h= 6= L= UB= 110 ENCLOSED 2 14.50 ft 29 60 120 2.00 Building's Approx Natural Frequency Calculation per ASCE 7-10 TABLE 26.9.3 Frequency Coeff LFRS Classification per 26.9.3 Height exponent Natural Frequency (per section 26.9.3) Building Rigid or Flexible Classification per Period, approximate Surface Roughness and Exposure - Test for proximi tv to 0 D 1 /Ct = x= ni = Ta = 75.0 mph ft ft ft Other LFRS Systems 1.00 2.59 RIGID 0.39 cps Seconds = 1/natfreq en Water or 0 13 en Ex anse ft Distance Bldg is from Exposure 13 ( review sec 26.7.3) Exposure D required within max of 20h or 600 ft proximity Surface Roughness Category (B, C or 0) Exposure Category (Exposure C is DEFAULT Value ) 10,000 600 ) No: Exposure D does not apply B B 1§ 26.9.3] 1§ 26.9.3] (Eq'ns 26.9-2, -3 & -4) (§ 26.7.3] DCI Project 17 011- 0121.00 Sheet #: D C' Project: King Lasik Date: 8131/18 E n G 1 n E E F9 s WIND LOADS per 2012 IBC & ASCE 7-10 By. AEM DIRECTIONAL PROCEDURE per ASCE 7-10 Chapter 27 Location: Design Assumptions:• '6700 Fort Dent Way, Tukwila, WA Gust Factors Calculated based on Approximate Natural Frequency per Section 26.9.3 • Structure is a maximum of 500 feet and has a Flat Roof Code Reference Risk Category based on Occupancy (Importance) Select General Nature of Occupancy »»»»»»» RISK CATEGORY based on Occupancy »»»»»» Risk Cat = Applicable Wind Hazard Map = Risk Category II Bldgs (NOT Risk Category I, III or IV) Typical Building II Fig 26.5-1 A [2012 IBC sec 1604.5] [ASCE 7: §26.5.1] Basic Wind Speed. V ultimate Enclosure Classification - must independently validate Nominal Bldg Data Avg Story Height, Mean Roof Height, Building Width, Building Length V (ult) = N, stories = hs avg= h= 6= L= UB= 110 ENCLOSED 2 14.50 ft 29 60 120 2.00 Building's Approx Natural Frequency Calculation per ASCE 7-10 TABLE 26.9.3 Frequency Coeff LFRS Classification per 26.9.3 Height exponent Natural Frequency (per section 26.9.3) Building Rigid or Flexible Classification per Period, approximate Surface Roughness and Exposure - Test for proximi tv to 0 D 1 /Ct = x= ni = Ta = 75.0 mph ft ft ft Other LFRS Systems 1.00 2.59 RIGID 0.39 cps Seconds = 1/natfreq en Water or 0 13 en Ex anse ft Distance Bldg is from Exposure 13 ( review sec 26.7.3) Exposure D required within max of 20h or 600 ft proximity Surface Roughness Category (B, C or 0) Exposure Category (Exposure C is DEFAULT Value ) 10,000 600 ) No: Exposure D does not apply B B 1§ 26.9.3] 1§ 26.9.3] (Eq'ns 26.9-2, -3 & -4) (§ 26.7.3] DC -21 of 23 • Topogra No Kzt TOPO Feature? -> Select 1 Hill Shape [2D Ridge(with up & down backslope)] --> Select 2 Hill Shape [2D Escarpment (Plateau) ] --> Select 3 Hill Shape - 3D Hill --> Select 4 Structure's Relative Location to CREST (Downwind) -> Enter 1 Structure's Relative Location to Topo CREST (Upwind) -> Enter 2 1 Height to Crest of Hill Length ( Distance from CREST to 50% of Hill Height) Building Distance from CREST (upwind or downwind) H, hill (ft) = Lh = x (ft) = Factor from Table "Parameters for Speed -Up Over Hills & Escarpments" Horizontal Attenuation Factor from Table "Parameters for Speed -Up..." Factor to account for Reduction in speed-up with Distance from CREST Height Attenuation Factor from Table "Parameters for Speed -Up..." y = Factor for Reduction in speed-up w/ Height, K3 = Gust Effect Factors and Terrain Exposure Coefficients ASCE 7-10 TABLE 26.9-1 = = Kz 150 400 100 0.000 0.000 0.000 0.000 varies w/ z 3 second gust -speed power law exponent from Table Nominal height of the atmosheric boundary layer per Table Turbulence intensity factor from Table 26.9-1 Exposure constant from Table 26.9-1 Equivalent height of structure = max of z min or 60% of h calculated Intensity of Turbulance Peak Factor for Background Response, given Peak Factor for Wind Response, given Integral Length Scale Power Law Exponent from Table Integral Length Scale Factor from Table Integral length scale of turbulence at the equivalent height Background Response factor as a function of Bldg Width, B Rigid Building - Gust Effect Factor Gust Factor Variable, peak factor for resonant response Mean hourly wind speed power law exponent from Table Mean hourly wind speed factor from Table Mean Hourly Wind Speed at height, z bar Reduced frequency factor from eq'n 26.9-14 Reduction factor from eq'n 26.9-13 values used in eq'n 26.9-15 Mean Hourly Wind VARIABLES BASED ON VARYING WIDTHS Integral Length Scale base on Width B Calculated Response Factor Integral Length Scale base on across wind Length, L Calculated Response Factor Damping Ratio, percent critical for buildings (recommend 2%) Calculated Resonant Response Factor Flexible Building, Gust Effect Factor (max) a= Zg= C= z min = z (bar) = iz = go = gv = E (bar) = e= Lz = Q= G= 9R = a (bar) = b(bar) = Vz = N1 = Rn = nh = Rh = flB = RB = nL = RL = R= R= Gf = 7.00 1200 0.30 30 ft ft ft [1-(x/(mu`Lh)] =exp" (-gamma(z/Lh)1 30 0.305 3.40 3.40 0.33 320 310 0.881 0.855 4.410 0.250 0.450 71 11.309 0.030 4.867 0.184 10.069 0.094 67.418 0.015 0.02 0.118 N/A Rigid 4.6`natfreq`hNz 4.6`natfreq`BNz 15.4`natfreq`LNz Figure 26.8-1 Indexing for Figure 26.8-1 Figure 26.8-1 Indexing for Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Tbl 26.9-1 Tbl 26.9-1 Tbl 26.9-1 Tbl 26.9-1 26.9.4 Eq 26.9-7 26.9.4 26.9.4 TABLE 26.9-1 TABLE 26.9-1 Eq 26.9-9 Eq 26.9-8 Eq 26.9-6 Eq 26.9-11 TABLE 26.9-1 TABLE 26.9-1 Eq 26.9-16 Eq 26.9-14 Eq 26.9-13 Eq 26.9-15a Eq 26.9-15a Eq 26.9-15a [§ 26.9.5] Eq 26.9-12 Eq 26.9-10 DC -22 of 23 WALL PRESSURE COEFFIENTS Story Height (ft) Building Elevation Z (ft) Windward Wall Pressure Coefficient Cp = qB Tbl 27.4-1 0.8 Leeward Wall Pressure Coeff=if(UB>=4, 0.2,IF(UB<:=1,-0.5,-0.3)) Cp = -0.3 Gust Effect Factor el (Eq 26.9-6 or -10) TbI 27.4-1 Side Wall Pressure Coefficient Cp = -0.7 Tbl 27.4-1 Internal Pressure Coefficient GCpi = 0.18 +1- Tbl 26.11-1 Wind Directionality Factor Kd = 0.85 Tbl 26.6-1 Veloclty Pressure Calculations GUST EFFECT FACTOR CALCULATIONS Building Elevation Story Height (ft) Building Elevation Z (ft) Topo Factor Mulitplier K3 Figure26.8 1) Topo Factor Krt (Eq 26.8-1) (Eq26.9-12)R qB r1L RB (Eq 26.9 15a) RL (Eq 26.9- 15a) Resonant Response Factor Background Response (Eq 26.9-8) Gust Effect Factor el (Eq 26.9-6 or -10) 6.00 35.0 0.000 1.000 3.36 33.71 0.2540.029 0.195 0.914 0.855 Roof Story 2 15 29.0 0.000 1.000 10.07 67.42 0.094 0.015 0.118 0.881 0.855 groundflr Story 1 14 14.0 0.000 1.000 10.07 67.42 0.094 0.015 0.118 0.881 0.855 2 DC -23 of 23 WIND PRESSURE AND FORCES ON Main Wind Force Resisting System (MWFRS) Building Elevation Story Height (ft) Building Dimension Normal to Wind B (ft) Building Dimension Parallel to Wind L (ft) Building Elevation z (ft) Velocity Pressure Exposure Coefficient K= (Kb) (Table 27.3- 1) Velocity Pressure glgn (Ib/ftz) (Eq 6-15) Windward Design Wind Pressure p (Ib/ft2) UB Leeward Design Wind Pressure p (Ib/ft2) Combined Lateral Wind Pressure P (lb/ft) Total Lateral Wind Pressure V (kips) Total Overtuming Moment M (k -ft) Mech Screen 6.00 20 60 35.0 0.73 19.3 16.7 3.000 -8.4 25.1 1.5 53 Roof 15.00 60 120 29.0 0.69 18.3 16.0 2.000 -8.4 24.4 15.4 445 ground fir 14 60 120 14.00 0.57 15.1 13.8 2.000 -8.4 22.2 9.3 131 hi, feet B, feet L, feet h,feet qh = 19.28 psf psf psf V,klps M ot, kip -ft Totals= 26 629 STEEL LATERAL CALCULATIONS taBase: 2018 10 24_King Lasik Ram Model_Reversed Floor Plan 11/05/18 10:57:35 SL -1 of 59 , • 4 4'2 489 445 448 463 469 4', � 488444 � 447 •.2 468 IIIII 487 443 467 441 450 459 471 4 440 449 456 470 11111 Pil 474 0 454 :o 457 _INIIIMIMIN._ J 466 ' araNM' 481 r 439 4 453 456 465 437 452 455 464 III al 1 '! 4 -----I-- -±._ J� itaBase: 2018 10 24_King Lasik Ram Model_Reversed Floor Plan 11/05/18 10:57:35 SL -2 of 59 4 .8.1 L., 161 119 121 131 133 139 162 160 118 120 130 132 138 9 I 10 44 145 198 - 147 - 3.8 _.. `.J 4 N 113 109 117 123 129 137 143 112 108 116 122 128 136 142 •• 7 - 11L............1 149 r..: 127 1 1 T 48 141 159 157 115 125 •135 15 156 114 124 126 134 140 ; 17 H 6 I I 24 25 4 I 5 4 38 Loads and Applied Forces RAM Structural System RAM Frame 15.00.00.000 WBenttey DataBase: 20118 10 24_King Lasik Ram Model_Reversed Floor Plan SL -3 of 59 , 11/05/18 14:44:02 LOAD CASE: VX Seismic ASCE 7-10 Equivalent Lateral Force Site Class: D Importance Factor: 1.00 Ss: 1.456 g Fa: 1.000 Fv: 1.500 SDs: 0.971 g Seismic Design Category: D Provisions for: Force Ground Level: Base Dir X Y Eccent + And - + And - R Ta Equation 8.0 Std,Ct=0.028,x. 6.0 Std,Ct=0.020,x. Dir Ta Cu T T -used Cs Eq12.8-2 X 0.414 1.400 0.414 0.414 0.121 Dir Ta Cu T T -used Y 0.250 1.400 0.250 0.250 Total Building Weight (kips) = 471.31 Sl: 0.543 g SD 1: 0.543 g Building Period -T 80 Use Ta 75 Use Ta Cs(max) Cs(min) Eq12.8-3 Eq12.8-5 0.164 0.043 Cs Cs(max) Cs(min) Eq12.8-2 Eq12.8-3 Eq12.8-5 0.162 0.362 0.043 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_+E_F Level Diaph.# Ht ft Roof 1 29.00 2nd 1 14.00 APPLIED STORY FORCES Type: EQ_ASCE710_X_+E_F Level Ht ft Roof 29.00 2nd 14.00 Fx kips 13.74 43.44 57.19 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_-E_F Level Diaph.# Ht ft Roof 1 29.00 2nd 1 14.00 Fx kips 13.74 43.44 Fy kips 0.00 0.00 0.00 Fx kips 13.74 43.44 Fy kips 0.00 0.00 Fy kips 0.00 0.00 TL: 6.00 s Cs -used k 0.121 1.000 Cs -used k 0.162 1.000 X ft 56.94 57.40 X ft 56.94 57.40 Y ft 31.64 31.17 Y ft 25.70 25.23 Loads and Applied Forces RAM Structural System RAM Frame 15.00.00.000 WBenttey DataBase: 2018 10 24 King Lasik Ram Model_Reversed Floor Plan SL -4 of 59 Page 2/6 11/05/18 14:44:02 APPLIED STORY FORCES Type: EQ_ASCE710_X_-E_F Level Ht Fx Fy ft kips kips Roof 29.00 13.74 0.00 2nd 14.00 43.44 0.00 57.19 0.00 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_Y_+E_F Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 29.00 0 0 18.33 63.22 28.67 2nd 1 14.00 0 0 57.92 63.67 28.20 APPLIED STORY FORCES Type: EQ_ASCE710_Y_+E_F Level Ht Fx Fy ft kips kips Roof 29.00 0.00 18.33 2nd 14.00 0.00 57.92 0.00 76.25 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_Y_-E_F Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 29.00 0.00 18.33 50.67 28.67 2nd 1 14.00 0.00 57.92 51.12 28.20 APPLIED STORY FORCES Type: EQ_ASCE710_Y_-E_F Level Ht Fx Fy ft kips kips Roof 29.00 0.00 18.33 2nd 14.00 0.00 57.92 0.00 76.25 HAM Structural System RAM Frame 15.00.00.000 Loads and Applied Forces 1Benttey. DataBase: 2018 10 24_King Lasik Ram Model_Reversed Floor Plan SL -5 of 59 Page 3/6 11/05/18 14:44:02 LOAD CASE: Drift Provision Seismic ASCE 7-10 Equivalent Lateral Force Site Class: D Importance Factor: 1.00 Ss: 1.456 g Fa: 1.000 Fv: 1.500 SDs: 0.971 g Seismic Design Category: D Provisions for: Drift Ground Level: Base Sl: 0.543 g SD 1: 0.543 g Dir Eccent R Ta Equation Building Period -T X + And - 8.0 Std,Ct=0.028,x0.80 Use Ta Y + And - 6.0 Std,Ct=0.020,x=0.75 Use Ta TL: 6.00 s Dir Ta Cu T T -used Cs Cs(max) Cs(min) Cs -used k Eq12.8-2 Eq12.8-3 X 0.414 1.400 0.414 0.414 0.121 0.164 0.121 1.000 Dir Ta Cu T T -used Cs Cs(max) Cs(min) Cs -used k Eq12.8-2 Eq12.8-3 Y 0.250 1.400 0.250 0.250 0.162 0.362 0.162 1.000 Total Building Weight (kips) = 471.31 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_+E_Drft Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 29.00 13.74 0.00 56.94 31.64 2nd 1 14.00 43.44 0.00 57.40 31.17 APPLIED STORY FORCES Type: EQ_ASCE710_X_+E_Drft Level Ht Fx Fy ft kips kips Roof 29.00 13.74 0.00 2nd 14.00 43.44 0.00 57.19 0.00 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_X_-E_Drft Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 29.00 13.74 0.0056.94 25.70 2nd 1 14.00 43.44 0.00 57.40 25.23 Loads and Applied Forces SL -6 of 59 RAM Structural System RAM Frame 15.00.00.000 Page 4/6 "AIBenttey DataBase: 2018 10 24_King Lasik Ram Model Reversed Floor Plan 11/05/18 14:44:02 APPLIED STORY FORCES Type: EQ_ASCE710_X_-E_Drft Level Ht Fx Fy ft kips kips Roof 29.00 13.74 0.00 2nd 14.00 43.44 0.00 57.19 0.00 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_Y_+E_Drft Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 29.00 0.00 18.33 63.22 28.67 2nd 1 14.00 0.00 57.92 63.67 28.20 APPLIED STORY FORCES Type: EQ_ASCE710_Y_+E_Drft Level Ht Fx Fy ft kips kips Roof 29.00 0.00 18.33 2nd 14.00 0.00 57.92 0.00 76.25 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710_Y_-E_Drft Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 29.00 0.00 18.33 50.67 28.67 2nd 1 14.00 0.00 57.92 51.12 28.20 APPLIED STORY FORCES Type: EQ_ASCE710_Y_-E_Drft Level Ht Fx Fy ft kips kips Roof 29.00 0.00 18.33 2nd 14.00 0.00 57.92 0.00 76.25 Loads and Applied Forces SL -7 of 59 RAM Structural System RAM Frame 15.00.00.000 Page 5/6 (Bentley DataBase: 2018 10 24_King Lasik Ram Model Reversed Floor Plan 11/05/18 14:44:02 LOAD CASE: VirY Virtual Load Ground Level: Base APPLIED DIAPHRAGM FORCES Type: Virtual Load Case_User Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 29.00 100.00 0.00 56.89 28.67 2nd 1 14.00 0.00 0.00 57.30 28.20 APPLIED STORY FORCES Type: Virtual Load Case_User Level Ht Fx Fy ft kips kips Roof 29.00 100.00 0.00 2nd 14.00 0.00 0.00 Loads and Applied Forces SL -8 of 59 RAM Structural System RAM Frame 15.00.00.000 Page 6/6 1Benttey DataBase: 2018 10 24_King Lasik Ram Model_Reversed Floor Plan 11/05/18 14:44:02 LOAD CASE: VirX Virtual Load Ground Level: Base APPLIED DIAPHRAGM FORCES Type: Virtual Load Case_User Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Roof 1 29.00 100.00 0.00 56.89 28.67 2nd 1 14.00 0 0 0.00 57.30 28.20 APPLIED STORY FORCES Type: Virtual Load Case_User Level Ht Fx Fy ft kips kips Roof 29.00 100.00 0.00 2nd 14.00 0.00 0.00 DCI e n G i n E E R S SL -9 of 59 , Project No 17011-0121 Sheet No. Project King Lasik Date Subject Lateral Design By GD DIAPHRAGM DESIGN Level 2 Diaphragm Forces: E -W Direction: 101 K N -S Direction: 101 K Roof Diaphragm Forces: E -W Direction: 50 K N -S Direction: 64 K V M 0 SL -10 of 59 =DCI Project No. Sheet No. EfIGIr1EERS Project I -t r-3lT t-+4-e*tfr- Date Subject By (tock CDP ce-eTe Dl r4Ptt,i ia4r" l (t -S D la-cc-1'1mA c J. , r4,„ (Z +,o.� P1y) =0.15 (` o02 2 hSa3 4.a63(.t0.a'').) ll 03 k- >> YL l eJ E w D,.,—c.- 30t k-''tt>>Juto' 41Q'SO ;'+'' P I �2/ISr, L4)=0.003 3.544 tz_" : 1p(, cis o x C 4E CAL ( -S pia -E cxueN' Pk ren,. -t toi Ic- ` , = 17c, 13 j� ( (B/ a 141 C , 620 FoR- sly, '` 03-.3 le >, Ckc CEC-v- Le Dt c1 -too) /✓I x r LSD 1i- - C.� • ()- 7 -r/c_ M ft�x S'" 1€ 2- C;21,-.) V CKc.-,cb, Tic Hv‘ift-Y t`egedb tym ri Ko TO R-cx G-te(Li) to t.5" DCI Ef1GIflEERS SL -11 of 59 Project No. Sheet No. Project Date Subject By `O12_46► CHc.k- C E - ►L) bt fl-tcrtcJ V GI I' t�•KS -f - Ivt 10 C.> 3/4" %Tv> 12' 0C , c 620 > V /C91.04)\ 'Rt CACC.-le S At V 1-10.z• O. V- Pe Q y: /G,..eert c SL -12 of 59 111RISA Company : DCI Engineers Designer GD Job Number : 17011-0121 A NEMrsC-I K COMPANY Model Name : King Lasik Nov 5, 2018 2:47 PM Checked By Hot Rolled Steel Properties Label E Iksl G fks Nu Therm (\1E..Densityfk/ft.. Yield(ks R F 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr. B 29000 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label Shape T Des tan List Material Desion Rules A 11n2 Iyy [in4 in4 1 Column W12X106 Column Wide Flange A992 Typical 31.2 301 933 9.13 2 Top Beam W12X96 Beam Wide Flange A992 Typical 28.2 270 833 6.85 3 Bottom Beam W12X79 HBrace Wide Flange A992 Typical 23.2 216 662 3.84 Basic Load Cases BLC Description Cate X Gray..Y Gray..Z Gray.. Joint Point Distribut 1 dead DL Y -1 DL 1.2 EL 3 LL .5 2 live LL 16.8 4 N4 L X 16.8 -78.79 7 3 snow SL 0.9D+E Yes Y 0 DL .9 EL 1 4 seismic EL 4 Load Combinations Description So..PDeItaSRSS BLC Fac..BLCFac...BLC Fac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac.. 1 1.2D + E+0.5L.Yes L Y 16.3 DL 1.2 EL 1 LL .5 SL .2 X 16.8 4 N4 L X 16.8 -78.79 7 0 1 2 0.9D+E Yes Y 0 DL .9 EL 1 3 1.2D + Omega...Yes Y DL 1.2 0••• 1 LL .5 SL .2 4 b.9D+Omega Eyes Y DL .9 0••• 1 i 5 1.2D+1.6L+... Yes Y DL 1.2 LL 1.6 SL .2 6 1.2D + rhoE+ .. Yes Y DL 1.2 R••• 1 LL .5 LLS 1 SL .2 7 0.9D + rhoE Yes Y DL .9 R... 1 8 Drift Check (0.... Y DL .9 EL 5.5 Joint Loads and Enforced Displacements (BLC 4 : seismic) Joint Label L,D,M . Direction Maaniludef(k.k-ftt. in rad (k*s^2/ft. k*s^Yft 1 N2 L X 16.3 2 N5 L X 16.3 3 N3 L X 16.8 4 N4 L X 16.8 Envelope Joint Reactions Joint X Ikl LC Y Ikl LC Z rk LC MX fk-ftl LC MY Ik-ftl LC MZ fk-ftl LC 1 N1 max 2.455 5 18.983 5 0 7 0 7 0 7 0 7 2 min -41.28 7 -78.79 7 0 1 0 1 0 1 0 1 RISA -3D Version 17.0.1 [J:\...\...\...\4- Calculations\Steel Lateral\Connections\SCBF.r3d] Page 1 SL -13 of 59 , iiiRisA Company : DCI Engineers g : GD Job Number : 17 01 1-01 21 aNEM=tscH=Kco••aavr Model Name : King Lasik Nov 5, 2 01 8 247 PM Checked By. Envelope Joint Reactions (Continued) Joint X Ikl LC Y Ikl LC Z fkl LC MX fk-ftl LC MY fk-ftl LC MZ fk-ftl LC 3 N6 max -2.455 5 112.018 6 0 7 0 7 0 7 0 ; 7 4 2 min -45.394 6 18.983 5 0 1 0 1 0 1 0 1 5 Totals: max 0 5 37.965 6 0 7 0 7 0 7 -3.999e-05 6 4 min -86.06 6 28.474 2 0 1 1 0 1 0 1 Envelope Joint Displacements Joint X finl LC Y finl LC Z in LC X Rotation f... LC Y Rotation f... LC Z Rotation f... LC 1 N1 max 0 7 0 7 0 7 0 7! 0 7 1.931e-05 5 2 2 min 0 1 0 1 0 1 0 1 I 0 1-1.36e-03 423.75 7 3 N2 max .193 7 .005 7 0 7 0 7 0 7 -3.999e-05 5 4 H1 -1b min 0 5 -.003 5 0 1 0 1 0 1 -6.863e-04 6 5 N3 max .316 6 .01 7 0 7 0 7 0 7 -1.743e-04 5 6 H1 -1b min 0 5 -.004 5 0 1 0 1 0 1 -5.744e-04 6 7 N4 max .315 7 -.004 5 0 7 0 7 0 7 1.743e-04 5 8 H1 -1b min 0 5 -.017 6 0 1 0 1 0 1 -2.693e-04 7 9 N5 max .194 6 -.003 5 0 7 0 7 0 7 3.999e-05 5 10 H1 -lb min 0 5 -.009 6 0 1 0 1 0 1 -6.165e-04 7 11 N6 max 0 7 0 7 0 7 0 7 0 7-1.931e-05 24.938 5 12 H1 -la min 0 1 0 1 0 1 0 1 0 1 -1.394e-03 6 13 N7 max .189 6 -.006 7 0 7 0 7 0 7 1.816e-04 6 14 H1 -lb min 0 5 -.008 5 0 1 0 1 0 1 0 5 Member MSC 14th(360-10): LRFD Steel Code Checks LC Member Shape UC Max Loc ft Shear UC Loc ft Dir phi*Pncfkl phi*Pntfk] phi*Mnv... phi*Mnz... Cb Ean 1 1 M1 W14X132 .024 14 .004 0 y 1508.648 1746 423.75 877.5 1.667 H1 -1b 2 1 M2 W14X132 .008 15 .001 0 y 1476.383 1746 423.75 877.5 1.812 H1 -1b 3 1 M3 W16X89 .039 20 .022 20 y 599.126 1179 180.375 656.25 2.103 H1 -1b 4 1 M4 W14X132 .038 0 .009 0 y 1476.383 1746 423.75 877.5 2.186 H1 -1b 5 1 M5 W14X132 .038 0 .005 0 y 1508.648 1746 423.75 877.5 1.667 H1 -1b 6 ' 1 M6 W16X89 .039 2.5 .026 10 y 995.44 1179 180.375 656.25 1.211 I-11-1 b 7 1 M7 W16X89 .061 10 .029 10 y 995.44 1179 180.375 656.25 2.3 H1 -1b 8 1 M8 PIPE 5.0X .313 8.451 .002 0 89.286 180.495 24.938 24.938 1.136 H1 -la 9 1 M9 PIPE 5.0X .103 9.202 .002 0 89.286 180.495 24.938 24.938 1136 H1 -lb 10 1 M10 PIPE 5.0X .298 8.423 .002 0 95.074 180.495 24.938 24.938 1.136 H11 -la 11 1 M11 PIPE 5.0X .633 8.961 .002 17.205 95.074 180.495 24.938 24.938 1.136 H1 -la 12 2 M1 W14X132 .026 14 .005 0 y 1508.648 1746 423.75 877.5 1.667 H1 -lb 13 2 M2 W14X132 .011 15 .002 0 y 1476.383 1746 423.75 877.5 2155 H1 -lb 14 2 M3 W16X89 .034 20 .018 20 y 599.126 1179 180.375 656.25 2.127 H1 -1b 15 2 M4 W14X132 .034 0 .008 0 y 1476.383 1746 423.75 877.5 2.185 H1 -1b 16 2 M5 W14X132 .037 0 .005 0 y 1508.648 1746 423.75 877.5 1.667 1-11-1b 17 2 M6 W16X89 .040 1.563 .022 10 y 995.44 1179 180.375 656.25 1.259 H1 -lb 18 2 M7 W16X89 .058 10 .024 10 y 995.44 1179 180.375 656.25 2.137 H1 -1b 19 2 M8 PIPE 5.0X .313 8.451 .002 18.028 89.286 180.495 24.938 24.938 1.136 H1 -la 20 2 M9 PIPE 5.0X .096 9.202 .002 0 89.286 180.495 24.938 24.938 1.136 H1 -1b 21 2 M10 PIPE 5.0X .299 8.423 .002 0 95.074 180.495 24.938 24.938 1.136 H1 -la 22 2 M11 PIPE 5.0X .618 8.961 .002 17.205 95.074 180.495 24.938 24.938 1.136 H1 -la 23 3 M1 W14X132 .085 14 .014 0 y 1508.648 1746 423.75 877.5 1.667 H1 -lb 24 3 M2 W14X132 .052 15 .010 0 y 1476.383 1746 423.75 877.5 2.174 H1 -lb 25 3 M4 W14X132 .085 0 .018 0 y 1476.383 1746 423.75 877.5 2.182 H1 -1b RISA -3D Version 17.0.1 [J:\...\...\...\4- Calculations\Steel Lateral \Connections\SCSF.r3d] Page 2 SL -14 of 59 '''RISA tuber ber ANEMET.`CH S CO' PAN,' Model Name Company : DCI Engineers : GD : 17011-0121 : King Lasik Nov 5, 2018 2:47 PM Checked By. Member MSC 14th(360-10): LRFD Steel Code Checks (Continued) LC Member Shape UC Max Loc ft Shear UC Loc[ftl Dir ohi•Pnc[k]phi'Pnt[k]phi'Mny...phi• 26 3 M5 W14X132 .101 0 .015 0 y 1508.648 1746 423.75 877.5 1.667 H1 -1b 27 4 M1 W14X132 .086 14 .014 0 y 1508.648 1746 423.75 877.5 1.667 H1 -1b 28 4 M2 W14X132 .055 15 .011 0 y 1476.383 1746 423.75 877.5 2175 H1 -lb 29 4 M4 W14X132 .081 0 .017 0 y 1476.383 1746 423.75 877.5 2.182 H1 -lb 30 4 M5 W14X132 .100 0 .015 0 y 1508.648 1746 423.75 877.5 1.667 H1 -1b 31 5 M1 W14X132 .010 0 .001 0 y 1508.648 1746 423.75 877.5 1.667 H1 -1b' 32 5 M2 W14X132 .015 15 .004 0 y 1476.383 1746 423.75 877.5 2.194 H1 -1b 33 5 M3 W16X89 .019 0 .017 0 y 599.126 1179 180.375 656.25 1.325 H1 -lb 34 5 M4 W14X132 .015 0 .004 0 y 1476.383 1746 423.75 877.5 2.194 H1 -1b 35 5 M5 W14X132 .010 14 .001 0 y 1508.648 1746 423.75 877.5 1.667 H1-113' 36 5 M6 W16X89 .014 0 .019 0 y 995.44 1179 180.375 656.25 2.143 H1 -lb 37 5 M7 W16X89 .014 10 .019 10 y 995.44 1179 180.375 656.25 2.143 H1 -1b 38 5 M8 PIPE 5.0X .026 9.202 .002 18.028 89.286 180.495 24.938 24.938 1.136 H1 -1b 39 5 M9 PIPE 5.0X .026 9.202 .002 18.028 89.286 180.495 24.938 24.938 1.136 H1 -lb 40 5 M10 PIPE 5.0X .043 17.205 .002 0 95.074 180.495 24.938 24.938 1.136 H1 -1b• 41 5 M11 PIPE 5.0X .043 17.205 .002 0 95.074 180.495 24.938 24.938 1.136 H1 -1b• 42 6 M1 W14X132 .033 14 .006 0 y 1508.648 1746 423.75 877.5 1.667 1 -I1 -1b 43 6 M2 W14X132 .014 15 .002 0 y 1476.383 1746 423.75 877.5 2153 H1 -lb 44 6 M3 W16X89 .045 20 .023 20 y 599.126 1179 180.375 656.25 2.125 H1 -lb 45 6 M4 W14X132 .045 0 .010 0 y 1476.383 1746 423.75 877.5 2.185 H1 -lb 46 6 M5 W14X132 .048 0 .007 0 y 1508.648 1746 423.75 877.5 1.667 H1 -lb 47 6 M6 W16X89 .051 1.667 .029 10 y 995.44 1179 180.375 656.25 1.254 H1 -1b 48 6 M7 W16X89 .076 10 .032 10 y 995.44 1179 180.375 656.25 2.149 H1 -lb 49 6 M8 PIPE 5.0X .407 8.451 .002 18.028 89.286 180.495 24.938 24.938 1.136 H1 -la 50 6 M9 PIPE 5.0X 228 9.202 .002 0 89.286 180.495 24.938 24.938 1.136 H1 -la 51 6 M10 PIPE 5.0X .389 8.423 .002 0 95.074 180.495 24.938 24.938 1.136 H1 -la 52 6 M11 PIPE 5.0X .805 8.961 .002 17.205 95.074 180.495 24.938 24.938 1.136 H1 -la 53 7 M1 W14X132 .035 14 .006 0 y 1508.648 1746 423.75 877.5 1.667 H1 -lb 54 7 M2 W14X132 .018 15 .003 0 y 1476.383 1746 423.75 877.5 2166 H1 -lb 55 7 M3 W16X89 .040 20 .019 20 y 599.126 1179 180.375 656.25 2.149 H1 -lb 56 7 M4 W14X132 .041 0 .009 0 y 1476.383 1746 423.75 877.5 2.184 H1 -1b 57 7 M5 W14X132 .046 0 .007 0 y 1508.648 1746 423.75 877.5 1.667 H1 -1b 58 7 M6 W16X89 .053 .417 .025 10 y 995.44 1179 180.375 656.25 1.324 111 -lb 59 7 M7 W16X89 .072 10 .027 10 y 995.44 1179 180.375 656.25 2.026 H1 -lb 60 7 M8 PIPE 5.0X .406 8.451 .002 18.028 89.286 180.495 24.938 24.938 1.136 H1 -la 61 7 M9 PIPE 5.0X .222 9.202 .002 0 89.286 180.495 24.938 24.938 1.136 H1 -la 62 7 M10 PIPE 5.0X .390 8.423 .002 0 95.074 180.495 24.938 24.938 1.136 H1 -la 63 7 M11 PIPE 5.0X .790 8.961 .002 0 95.074 180.495 24.938 24.938 1.136 H1 -la RISA -3D Version 17.0.1 [J:\...\...\...\4- Calculations\Steel Lateral\Connections\SCBF.r3d] Page 3 SL -15 of 59 1 SL -16 of 59 IIIRIS Company : DCI Engineers Designer : GD Job Number : 17011-0121 Model Name : King Lasik Nov 5, 2018 2:52 PM Checked By. Hot Rolled Steel Properties Label E Iksl G lks Nu Therm (\1E..Denslvlk/ft.. Yieldlks R Fulksi Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr. B 29000 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label Shane T Des ian List Material Design Rules Alin Iin4) Izz lino J fin4 1 Column W12X106 Column Wide Flange A992 Typical 31.2 301 933 9.13 2 Top Beam W12X96 Beam Wide Flange A992 Typical 28.2 270 833 6.85 3 Bottom Beam W12X79 HBrace Wide Flange A992 Typical 23.2 216 662 3.84 Connection Rules Label Conn Tvoe Beam Conn Col/Girder Conn 1 Col/Bm Gip Angle Shear Column/Beam Clip Double Angle Shear Welded Bolted 2 Col/Bm Shear Tab Shear Column/Beam Shear Tab Shear Bolted N/A 3 Girder/Bm Clip Angle Shear Girder/Beam Clip Single Angle Shear Welded Bolted 4 Girder/Bm Shear Tab Shear Girder/Beam Shear Tab Shear Bolted N/A 5 Flange Plate Moment Moment Column/Beam Flange Plate Moment Bolted N/A 6 End -Plate Moment Moment Column/Beam Extended End -Plate Moment N/A N/A 7 Col Shear Splice Shear Column Shear Tab Splice N/A N/A 8 Col Moment Splice Moment Column Moment Plate Splice N/A N/A 9 Diagonal Brace Brace Diagonal Vertical Brace N/A N/A 10 Chevron Brace Brace Chevron Vertical Brace N/A N/A 11 RBS Moment Column/Beam Seismic Moment N/A N/A Basic Load Cases BLC Description Cate X Gray..Y Gray..Z Gray... Joint Point Distributed Area(Member) Surface( Plat... 1 dead DL Y -1 DL 1.2 EL 2 LL .5 2 live LL 3 snow SL 2 0.9D + E Yes Y DL .9 EL 4 seismic EL 4 Load Combinations Description So..PDeItaSRSS BLC Fac..BLCFac...BLC Fac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... 1 1.2D + E+0.5L.Yes Y DL 1.2 EL 1 LL .5 SL .2 2 0.9D + E Yes Y DL .9 EL 1 3 1.2D+Omega...Yes Y DL 1.2 0... 1 LL .5 SL 2 4 0.9D + Omega EYes Y DL .9 0... 1 5 1.2D + 1.6L + ...Yes y DL 1.2 LL 1.6 SL .2 6 1.2D + rhoE + .. Yes Y DL 1.2 R... 1 LL .5 LLS 1 SL .2 7 0.9D + rhoE Yes Y DL .9 R... 1 8 Drift Check (0.... Y DL .9 EL 5.5 RISA -3D Version 17.0.1 [J:\...\...\...\...\Steel Lateral\Connections\2018 10 25 SMF RBS.r3d] Page 1 SL -17 of 59 , • RISACompany : DCI Engineers Designer GD Job Number : 17011-0121 FNEMETSCM'K COMPANY Model Name King Lasik Nov 5, 2018 2:52 PM Checked By Joint Loads and Enforced Displacements (BLC 4 : seismic) Joint Label L,D,M Direction Mapnitude((k.k-ft), in rad (k`s^2Jft, 10 "2* 1 N2 L X 6.2 2 N5 L X 6.2 3 N3 L X 6.3 4 N4 L X 6.3 Envelope Joint Reactions Joint X Ikl LC Y Ikl LC Z fkl LC MX [k -ft LC MY [k- 1 N1 max .773 5 21.798 5 0 7 0 7 0 7 0 7 2 1 min -15.826 7 -18.793 7 0 1 0 1 0 1 0 1 3 N6 max -.773 5 56.975 6 0 7 0 7 0 7 0 7 4 1 min -16.867 6 21.798 5 0 1 0 1 0 1 0 1 5 Totals: max 0 5 43.595 6 0 7 0 7 0 7 -6.306e-05 5 6 1 min -32.5 6 32.697 2 0 1 0 1 0 1 -9.605e-04 6 Envelope Joint Displacements Joint X rinl LC Y Gn LC Z in LC X Rotat 1 N1 max 0 7 0 7 0 7 0 7 0 7 4.812e-05 5 2 1 min 0 1 0 1 0 1 0 1 0 1 5.397e-03 7 3 N2 max .747 6 .002 7 0 7 0 7 0 7 -1.08e-04 5 4 1 min 0 5 -.002 5 0 1 0 1 0 1 -2.2478-03 6 5 N3 max 1.088 6 .003 7 0 7 0 7 0 7 -6.306e-05 5 6 1 min 0 5 -.003 5 0 1 0 1 0 1 -9.605e-04 6 7 N4 max 1.087 6 -.003 5 0 7 0 7 0 7 6.306e-05 5 8 2 min 0 5 -.008 6 0 1 0 1 0 1 -8.492e-04 7 9 N5 max .747 6 -.002 5 0 7 0 7 0 7 1.08e-04 5 10 2 min 0 5 -.006 6 0 1 0 1 0 1 -2.055e-03 7 11 N6 max 0 7 0 7 0 7 0 7 0 7 -4.8128-05 5 12 2 min 0 1 0 1 0 1 0 1 0 1 -5.489e-03 6 Member MSC 14th(360-10): LRFD Steel Code Checks LC Member Shape UC Max Loc ft Shear UC Loc ft Dir ohi`Pncfkl ohi'PMfkl nhi`Mny... phi` 1 1 M1 W14X233 .102 14 .023 0 y 2725.954 3082.5 828.75 1635 1.667 H1 -1b 2 1 M2 W14)(233 .041 15 .009 0 y 2676.824 3082.5 828.75 1635 1.689 I -11-1b 3 1 M3 W24X94 .097 20 .033 20 y 427.508 1246.5 140.625 952.5 2.253 H1 -lb 4 1 M4 W14)(233 .058 0 .016 0 y 2676.824 3082.5 828.75 1635 2.146 H1 -1b 5 1 M5 W14)(233 .122 0 .026 0 y 2725.954 3082.5 828.75 1635 1.667 H1 -1b 6 1 M6 W24X94 230 20 .076 20 y 427.508 1246.5 140.625 952.5 2.268 H1 -1b 7 2 M1 W14)(233 .105 14 .023 0 y 2725.954 3082.5 828.75 1635 1.667 H1-1 b 8 2 M2 W14)(233 .043 15 .010 0 y 2676.824 3082.5 828.75 1635 1.754 H1 -1b 9 2 M3 W24X94 .093 20 .030 20 y 427.508 1246.5 140.625 952.5 2.268 H 1-1 b 10 2 M4 W14)(233 .055 0 .015 0 y 2676.824 3082.5 828.75 1635 2.116 H1-1 b 11 2 M5 W14)(233 .120 0 .026 0 y 2725.954 3082.5 828.75 1635 1.667 H 1-1 b 12 2 M6 W24X94 .223 20 .070 20 y 427.508 1246.5 140.625 952.5 2.269 H 1--11 13 3 M1 W14X233 .326 14 .072 0 y 2725.954 3082.5 828.75 1635 1.667 bb H1 -1b 14 3 M2 W14X233 .139 15 .033 0 y 2676.824 3082.5 828.75 1635 1.858 1 -11i -lb 15 3 M3 W24X94 .261 20 .074 20 y 427.508 1246.5 140.625 952.5 2.265 H1 -1b RISA -3D Version 17.0.1 [J:\...\...\...\...\Steel Lateral\Connections\2018 10 25 SMF RBS.r3d] Page 2 SL -18 of 59 IIIRISA Designer Job Number ANEMETSCHEK C^.b:?ANY Model Name Company : DCI Engineers : GD : 17011-0121 : King Lasik SL -19 of 59 , Nov 5, 2018 2:52 PM Checked By. Member MSC 14th(360-10): LRFD Steel Code Checks (Continued) LC Member Shape UC Max Loc ft Shear UC Locfftl Dir phi'Pnc[kl phi*PM[kl phi*Mny...phi• 16 3 M4 W14X233 .156 0 .040 0 y 2676.824 3082.5 828.75 1635 2.018 H 1-1 b 17 3 M5 W14X233 .348 0 .075 0 y 2725.954 3082.5 828.75 1635 1.667 H 1-1 18 3 M6 W24X94 .634 20 .178 20 y 427.508 1246.5 140.625 952.5 2.271 H1 -1b 19 4 M1 W14X233 .328 14 .072 0 y 2725.954 3082.5 828.75 1635 1.667 H1 -1b 20 4 M2 W14)(233 .141 15 .034 0 y 2676.824 3082.5 828.75 1635 1.879 H1 -1b 21 4 M3 W24X94 .257 20 .071 20 y 427.508 1246.5 140.625 952.5 2.267 H1 -1b 22 4 M4 W14)(233 .154 0 .039 0 y 2676.824 3082.5 828.75 1635 1.999 H1-1 b 23 4 M5 W14X233 .345 0 .074 0 y 2725.954 3082.5 828.75 1635 1.667 H1 -lb 24 4 M6 W24X94 .626 20 .172 20 y 427.508 1246.5 140.625 952.5 2.272 H1 -1b 25 5 M1 W14X233 .010 14 .002 0 y 2725.954 3082.5 828.75 1635 1.667 H1 -1b 26 5 M2 W14X233 .011 0 .004 0 y 2676.824 3082.5 828.75 1635 2.234 H1-1 b 27 5 M3 W24X94 .015 20 .012 0 y 427.508 1246.5 140.625 947.004 1.541 H1-1 b 28 5 M4 W14)(233 .011 15 .004 0 y 2676.824 3082.5 828.75 1635 2.234 H1 -1b 29 5 M5 W14X233 .010 0 .002 0 y 2725.954 3082.5 828.75 1635 1.667 H1-1 b 30 5 M6 W24X94 .028 20 .024 0 y 427.508 1246.5 140.625 952.5 1.654 H1 -1 b 31 6 M1 W14X233 .136 14 .030 0 y 2725.954 3082.5 828.75 1635 1.667 H1 -1b 32 6 M2 W14X233 .056 15 .012 0 y 2676.824 3082.5 828.75 1635 1.748 H1-1 b 33 6 M3 W24X94 .122 20 .039 20 y 427.508 1246.5 140.625 952.5 2.257 H1 -1b 34 6 M4 W14X233 .072 0 .020 0 y 2676.824 3082.5 828.75 1635 2.12 H1 -1b 35 6 M5 W14X233 .156 0 .033 0 y 2725.954 3082.5 828.75 1635 1.667 H1-1 b 36 6 M6 W24X94 .290 20 .091 20 y 427.508 1246.5 140.625 952.5 2.269 H1 -1b 37 7 M1 W14)(233 .138 14 .031 0 y 2725.954 3082.5 828.75 1635 1.667 H 1-1 b 38 7 M2 W14)(233 .058 15 .013 0 y 2676.824 3082.5 828.75 1635 1.797 H1 -1b 39 7 M3 W24X94 .118 20 .036 20 y 427.508 1246.5 140.625 952.5 2.261 H1 -1b 40 7 M4 W14)(233 .070 0 .019 0 y 2676.824 3082.5 828.75 1635 2.076 H1 -1b 41 7 M5 W14X233 .154 0 .033 0 y 2725.954 3082.5 828.75 1635 1.667 H1 -lb 42 7 M6 W24X94 .283 20 .085 20 y 427.508 1246.5 140.625 952.5 2.27 H1 -1b RISA -3D Version 17.0.1 [J:\...\...\...\...\Steel Lateral \Connections\2018 10 25 SMF RBS.r3d] Page 3 Y `C `C XX Y `C `C `C `C `C `C XXXX XXX XX `C X 'C `C XXX Y XXXXXX `C Y Y "C SL -20 of 59 DCI E n G I n E E R s Project No. Sheet No. Project Date Subject By Ct-) FCirc (2 -Mit lam% = 1I% k t p % p-pp1.t Eb c 4 too. A.ctLY- % (`Z wC-A-rioNS Q E4- -` 1p"'t •Z t- Ta-rAt_ L.a041) 9n -+4p N Ew c.E lSr-tl LisLFaR✓ -bfA �� {r- -PrO C 44EST l� i�-1 L (Q "i . Z t P opet - r co. -44/6^-E c)t_ Q+SR t.bP0 = tt•s oVerLS> 4s UX—P ct01-* GD. 4 1t—tf NSr Cbrz-cz Sp k i- • 1--'l IG- V 1IIRISA ANEMETSCHEK COMPANY Global Parameters - Description: Project Title Company Designer Job Number Notes Global Parameters - Solution: Design Method Bolt Group Analysis Method Weld Analysis Method Consider Bold Hole Deformatl'on? Check Weld Filler Material Matching? Check Rotational Ductility? Full Shear Eccentricity Considered? Plastic Panel -Zone Shear Deformation Considered? King Lasik DCII Engineers GD 17011-0121 SCBF AISC 14th (360-10): LRFD Center of Rotation Center of Rotation Yes Yes Yes No. No SL -21 of 59 , RISA Connection version 9.0.0 11.05.2018 Page 1 of 16 IbRISA A NLS: E 1 SCHIP.. : ,.:'AN' M8 J: 2D Views Side view 0 0 ry 00 18 00 "222k SL -22 of 59 RISA Connection version 9.0.0 11.05.2018 Vertical Brace Diagonal Connection O O CO Page 1 of 1 biRIsA A NEMETSCHEK COMPANY Global Parameters - Description: Project Title Company Designer Job Number Notes Global Parameters - Solution: Design Method Bolt Group Analysis Method Weld Analysis Method Consider Bold Hole Deformation? Check Weld Filler Material Matching? Check Rotational Ductility? Full Shear Eccentricity Considered? Plastic Panel -Zone Shear Deformation Considered? King Lasik DCI Engineers GD 17011-0121 SCBF AISC 14th (360-10): LRFD Center of Rotation Center of Rotation Yes Yes Yes No No SL -23 of 59 , RISA Connection version 9.0.0 12.11.2018 Page 1 of 9 M8 J: Summary Report Material Properties: Beam Column Plate Bottom Brace Bottom Gusset W16x89 A992 W14x132 A992 P1.00x4.00x12. A36 00 PIPE_5.0X A53 Gr.B P0.75x26.00x18 A36 .00 Input Data: Shear Load Beam Story Force Top Column Dist Column Force Story Shear Bot Brace Axial (Tension) Bot Brace Axial(Compression) Seismic Input Data: Seismic System Lbottom Kbottom Ca Beam Ratio Gusset Hinge Line Note: Unless specified, all code references are from AISC 360-10 Connection Beam/Column connection Bottom Gusset/Beam connection Bottom Gusset/Column connection Bottom Gusset/Brace connection Seismic Calculations Required Plate Flexural Yield Beam Weld Strength Column Weld Strength Brace Weld Strength Seismic Joint Fasteners 0.48 kips 122.06 kips 0.00 in 0.00 kips 0.00 kips -320.88 kips 131.15 kips SCBF 18.03 ft SL -24 of 59 LRFD Vertical Brace Diagonal Connection Fy = 50.00 ksi Fy = 50.00 ksi Fy = 36.00 ksi Fy = 35.00 ksi Fy = 36.00 ksi Fu = 65.00 ksi Fu = 65.00 ksi Fu = 58.00 ksi Fu = 60.00 ksi Fu = 58.00 ksi User Input Shear Load Design maximum beam story force User Input Top Column Dist User Input Column Force User Input Story Shear Design tensile load in bottom brace Design compressive load in bottom brace User Input Seismic System User Input Clear Span of Bottom Brace 1.00 User Input Effective Length Factor of Bottom Brace User -Input Ratio of Required Strength to Available Strength Gusset Hinge Line Method for Brace Buckling Check 1.00 2*tP Governing LC: 3D - 3 - 1.2D + Omega E + 0.5L +0.25 Max Unity Check 0.94 0.83 0.65 0.95 Result PASS PASS PASS PASS PASS Page 2 of 9 M8 J: Beam/Column Report ft SL -25 of 59 LRFD Vertical Brace Diagonal Connection Material Properties: Beam W16x89 A992 Fy = 50.00 ksi Fu = 65.00 ksi Column W14x132 A992 Fy = 50.00 ksi Fu = 65.00 ksi Plate P1.00x4.00x12. A36 Fy = 36.00 ksi Fu = 58.00 ksi 00 Bottom Brace PIPE_5.0X A53 Gr.B Fy = 35.00 ksi Fu = 60.00 ksi Bottom Gusset P0.75x26.00x18 A36 Fy = 36.00 ksi Fu = 58.00 ksi .00 Input Data: Shear(Compression) 113.25 kips Calculated Shear due to Compression Brace Loading (SD3) Axial(Compression) 162.40 kips Calculated Axial due to Compression Brace Loading (SDI) Shear(Tension) -45.62 kips Calculated Shear due to Tension Brace Loading (SDI) Axial(Tension) -220.74 kips Calculated Axial due to Tension Brace Loading (SD3) Resultant Force 248.10 kips Calculated Maximum Resultant Force due to Brace Loading (SD3) Moment due ecc 29.20 kips -ft Calculated Maximum Moment due Eccentriciry (SD4) Top Column Dist 0.00 in User Input Top Column Dist Column Force 0.00 kips User Input Column Force Story Shear 0.00 kips User Input Story Shear Note: Unless specified, all code references are from AISC 360-10 Limit State Governing LC: 3D - 3 - 1.2D + Omega E + 0.5L +0.2S Required Available Unity Check Result Beam Weld Limitations PASS Beam Shear Yield L__ 113.25 kips 264.60 kips 0.43 PASS Plate Shear Yield 113.25 kips 259.20 kips 0.44 PASS Beam Shear Rupture 113.25 kips 257.98 kips 0.44 PASS J Plate Shear Rupture at Beam 113.25 kips 313.20 kips 0.36 PASS Beam Axial Yield 220.74 kips 1179.00 kips 0.19 PASS Plate Axial Yield 220.74 kips 388.80 kips 0.57 PASS Beam Tension Rupture 220.74 kips 1277.25 kips 0.17 PASS Plate Tension Rupture 220.74 kips 522.00 kips 0.42 PASS Compression Buckling of the Plate Plate Flexural Yield - - Plate Flexural Rupture 162.40 kips 388.80 kips 0.42 PASS Plate Flexural Buckling 0.94 PASS 0.55 PASS 0.91 PASS Weld at Column PASS •Weld at Beam 248.10 kips 271.77 kips 0.91 PASS Column Web Yielding 220.74 kips 518.42 kips 0.43 PASS Column Web Crippling 162.40 kips 478.40 kips 0.34 PASS Page 3 of 9 M8 J: Bot Gusset/Beam Report SL -26 of 59 LRFD Vertical Brace Diagonal Connection Material Properties: Beam W16x89 A992 Fy = 50.00 ksi F, = 65.00 ksi Column W14x132 A992 Fy = 50.00 ksi Fu = 65.00 ksi Plate P1.00x4.00x12. A36 Fy = 36.00 ksi Fu = 58.00 ksi 00 Bottom Brace PIPE_5.0X A53 Gr.B Fy = 35.00 ksi Fu = 60.00 ksi Bottom Gusset P0.75x26.00x18 A36 Fy = 36.00 ksi F, = 58.00 ksi .00 Input Data: Shear(Compression) Axial(Compression) Shear(Tension) Axial(Tension) Resultant Force Moment Load 32.42 kips 46.10 kips -79.31 kips -112.78 kips 137.87 kips 10.27 kips -ft Note: Unless specified, all code references are from AISC 360-10 Limit State Beam Weld Limitations Calculated Shear due to Compression Brace Loading (Sal) Calculated Axial due to Compression Brace Loading (SD1) Calculated Shear due to Tension Brace Loading (SD3) Calculated Axial due to Tension Brace Loading (SD3) Calculated Maximum Resultant Force 'F due to Brace Loading (503) Calculated Maximum Moment (S03)J Governing LC: 3D - 3 - 1.2D + Omega E + 0.5L +0.2S Required Available Unity Check Result Plate Shear Yield 79.31. kips PASS 226.80 kips 0.35 PASS Plate Shear Rupture 79.31 kips 274.05 kips 0.29 PASS Plate Axial Yield 112.78 kips 340.20 kips 0.33 PASS "Plate Tension Rupture 112.78 kips 456.75 kips 0.25 PASS Plate Flexural Yield 0.31 PASS Plate Flexural Rupture Beam Weld Strength 0.19 PASS 164.76 kips/ft 198.32 kips/ft 0.83 PASS Beam Web Yielding 112.78 kips 535.50 kips 0.21 PASS J Page 4 of 9 M8 J: Bot Gusset/Col Report SL -27 of 59 LRFD Vertical Brace Diagonal Connection Material Properties: Beam W16x89 A992 Fy = 50.00 ksi F, = 65.00 ksi Column W14x132 A992 Fy = 50.00 ksi Fu = 65.00 ksi Plate P1.00x4.00x12. A36 Fy = 36.00 ksi F, = 58.00 ksi 00 Bottom Brace PIPE_5.0X A53 Gr.B Fy = 35.00 ksi Fu = 60.00 ksi Bottom Gusset P0.75x26.00x18 A36 Fy = 36.00 ksi Fu = 58.00 ksi .00 "Input Data: Shear(Compression) Axial(Compression) Shear(Tension) Axial(Tension) Resultant Force Moment Load Note: Unless specified, all code references are from AISC 360-10 63.03 kips Calculated Shear due to Compression Brace Loading (501) 40.33 kips Calculated Axial due to Compression Brace Loading (SDI) -154.21 kips Calculated Shear due to Tension Brace Loading (503) -98.68 kips Calculated Axial due to Tension Brace Loading (503) 183.08 kips Calculated Maximum Resultant Force I due to Brace Loading (SD3) -12.22 kips -ft Calculated Maximum Moment (SD341 Governing LC: 3D - 3 - 1.2D + Omega E + 0.5L +0.2S Limit State Required Available Unity Check Result Column Weld Limitations PASS L Plate Shear Yield 154.21 kips 324.00 kips 0.48 PASS Plate Shear Rupture Plate Axial Yield 154.21 kips 391.50 kips 0.39 PASS 98.68 kips 486.00 kips 0.20 PASS Fate Tension Rupture Plate Flexural Yield Plate Flexural Rupture 98.68 kips 652.50 kips 0.15 PASS 0.30 PASS - 0.19 Column Weld Strength 126.06 kips/ft 193.99 kips/ft 0.65 Column Web Yielding 98.68 kips 907.84 kips PASS PASS 0.11 PASS Page 5 of 9 M8 J: Bot Gusset/Brace Report SL -28 of 59 LRFD Vertical Brace Diagonal Connection Material Properties: Beam Column Plate Bottom Brace Bottom Gusset W16x89 A992 W14x132 A992 P1.00x4.00x12. A36 00 PIPE_5.0X A53 Gr.B P0.75x26.00x18 A36 .00 FY = 50.00 ksi FY = 50.00 ksi FY = 36.00 ksi FY = 35.00 ksi FY = 36.00 ksi Fu = 65.00 ksi Fu = 65.00 ksi Fu = 58.00 ksi Fu = 60.00 ksi Fu = 58.00 ksi `Input Data: Input Brace Tension Input Brace Compression Brace Axial (Tension) Brace Axial(Compression) -1.79 kips 35.16 kips -320.88 kips 131.15 kips User -input Tensile Load in Brace User -input Compressive Load in Brace Design Tensile Load in Brace Design Compressive Load in Brace Governing LC: 3D - 3 - 1.2D + Omega E + 0.5L +0.25 Note: Unless s.ecified all code references are from AISC 360-10 Limit State Brace Weld Limitations Gusset Plate Tensile Yield (Whitmore) Required Available Unity Check Result PASS 320.88 kips 415.78 kips 0.77 PASS 558.22 kips 0.57 PASS 131.15 kips 386.94 kips 0.34 PASS 1.79 kips 180.50 kips 0.01 PASS 4) = 0.90 (D2-1) (Gusset Plate Tensile Rupture (Whitmore) 320.88 kips Gusset Plate Compression (Whitmore) Brace Tensile Yield Rn = Fy*Ag FY Ag 4)R, 35.00 ksi Minimum yield stress of material 5.73 in2 Gross area subject to tension 180.50 kips Tensile yield strength Brace Tensile Rupture Rn = Fu*Ae 1.79 kips Fu Ae An U L ._ 4)Rn 230.37 kips = 0.75 0.01 (D2-2) 60.00 ksi Minimum tensile stress of material Effective net area, A = An * U Net area subject to tension 1.00 Shear lag factor (table D3.1) PASS 5.12 in2 5.12 in2 230.37 kips Tensile rupture strength Brace Weld Strength 320.88 kips 337.62 kips 0.95 PASS Page 6 of 9 M8 J: Seismic Report SL -29 of 59 , LRFD Vertical Brace Diagonal Connection Material Properties: Beam W16x89 A992 Fy = 50.00 ksi F„ = 65.00 ksi Column W14x132 A992 Fy = 50.00 ksi F„ = 65.00 ksi Plate P1.00x4.00x12. A36 Fy = 36.00 ksi Fu = 58.00 ksi 00 Bottom Brace PIPE_5.0X A53 Gr.B Fy = 35.00 ksi Fu = 60.00 ksi Bottom Gusset P0.75x26.00x18 A36 Fy = 36.00 ksi Fu = 58.00 ksi .00 Input Data: Seismic System Lbottom Kbottom Ca Beam Ratio Gusset Hinge Line SCBF 18.03 ft User Input Seismic System User Input Clear Span of Bottom Brace 1.00 User Input Effective Length Factor of Bottom Brace 1.00 User -Input Ratio of Required Strength to Available Strength 2ttp Gusset Hinge Line Method for Brace Buckling Check Note: Unless specified, all code references are from AISC 360-10 Limit State iC no trolling Load Calculation Governing LC: 3D - 3 - 1.2D + Omega E + 0.5L +0.25 Required Available Unity Check Result n/a Seismic Loading Directions n/a [Seismic Load Distribution (Loading Direction ;SDI) n/a Seismic Load Distribution (Loading Direction 1SD2) n/a !Seismic Load Distribution (Loading Direction ISS D3) ;Seismic Load Distribution (Loading Direction SD4) Seismic Load Distribution (Governing) n/a n/a n/a Seismic Joint Fasteners PASS Seismic Workpoint Limitations PASS 'Seismic Yield Stress Limitations PASS 'Seismic Brace Slenderness PASS r `Seismic Rotational Ductility Seismic Gusset Rotation Capacity/Clearance PASS Seismic Column Width to Thickness Ratios Seismic Beam Width to Thickness Ratios Seismic Bottom Brace Width to Thickness 'Ratios _ Check Seismic Bottom Brace Area Seismic Weld Limitations PASS PASS PASS PASS REINF REQ'D PASS Page 7 of 9 M8 !: Connection Properties SL -30 of 59 Vertical Brace Diagonal Connection General Connection Connection Title M8 .1 Connection Type Vertical Brace Diagonal Connection Seismic Detailing Seismic System SCBF Gusset Plate Clearance 2t Linear Offset Bot Brace Length 18.03 ft Bot Brace K Factor 1.00 Ca Beam Ratio 1.00 Connection Category Braces Below Column Connection Type Flange Loading (LRFD) Custom? No Shear Load 0.48 kips Top Column Dist 0.00 in Column Force 0.00 kips Story Shear 0.00 kips Bot Brace Tensile Axial -1.79 kips Bot Brace Compressive Axial 35.16 kips Components Beam Section W16x89 Material A992 Column Section W14x132 Material A992 Bottom Brace Section PIPE_5.OX Material A53 Gr.B Assembly Auto -Update Connections Yes Bottom Brace Angle from Vertical 33.69 Workpoint Location Concentric Beam Beam -Column Connection Components Type Shear Tab Beam Fastener Type Welded Plate Section P1.00x4„00x12.00 Material A36 Thickness 1.00 in Width 4.00 in Depth 12.00 in Column Weld E70 Type CJP Beam Weld E70 Type Fillet Fillet Size 8.00 Sixteenths Assembly Column/Beam Clearance 0.50 in Plate Vertical Position 2.25 in Bottom Brace Components continued on next page... Page 8 of 9 M8 J: Connection Properties (continued): Bottom Gusset P0.75x26.00x18.00 Material A36 Tapered ? Cut Back Thickness 0.75 in Width 26.00 in Length 18.00 in Cut Width 6.00 in Cut Length 4.00 in Width to Length Ratio Unlimited Bottom Gusset -Brace Connection Connection Type Slotted Around Gusset Brace Gusset Weld E70 Type Fillet Fillet Size 6.00 Sixteenths Bottom Gusset -Beam Connection Type Direct Weld Beam Weld E70 Type PJP Effective Throat 0.38 in Bottom Gusset -Column Connection Type Direct Weld Column Weld E70 Type PJP Effective Throat 0.38 in Assembly Brace Min Clearance 6.56 in Brace WorkPoint Distance 29.25 in Brace/Gusset Overlap 10.11 in Gusset/Column Gap 0.00 in Gusset/Beam Gap 0.00 in Gusset Clip Vertical Clip 4.00 in Horizontal Clip 6.00 in Brace/Clip Edge Dist 0.20 in SL -31 of 59 , Page 9 of 9 M111- M101: Summary Report Material Properties: Beam Left Brace Right Brace Gusset SL -32 of 59 LRFD Vertical Brace Chevron Connection W16x89 A992 Fy = 50.00 ksi Fu = 65.00 ksi PIPE_5.0X A53 Gr.B Fy = 35.00 ksi Fu = 60.00 ksi PIPE_5.0X A53 Gr.B Fy = 35.00 ksi Fu = 60.00 ksi P0.75x18.00x40 A36 Fy = 36.00 ksi Fu = 58.00 ksi .00 Input Data: Left Brace Axial (Tension) Left Brace Axial(Compression) Right Brace Axial (Tension) Right Brace Axial (Compression) Seismic Input Data: Seismic System Lieft Lright Kieft Note: Unless specified, all code references are from AISC 360-10 Connection Gusset/Beam connection Gusset/Left Brace connection Gusset/Right Brace connection Seismic Calculations Kright Ca Beam Ratio Required Plate Shear Yield (Section a -a) Brace Weld Strength Brace Weld Strength Seismic Workpoint Limitations -320.88 kips 144.00 kips -320.88 kips 144.00 kips SCBF 17.20 ft 17.20 ft Design tensile load in left brace Design compressive load in left brace Design tensile load in right brace Design compressive load in right brace User Input Seismic System User Input Clear Span of Left Brace User Input Clear Span of Right Brace 1.00 User Input Effective Length Factor of Left Brace 1.00 User Input Effective Length Factor of Right Brace 1.00 User -Input Ratio of Required Strength to Available Strength Governing LC: 3D - 3 - 1.2D + Omega E + 0.5L +0.2S Max Unity Check 0.42 0.92 0.92 Result PASS PASS PASS PASS Page 10 of 16 Mil 1- M101: Gusset/Beam Report SL -33 of 59 , LRFD Vertical Brace Chevron Connection Material Properties: Beam Left Brace Right Brace Gusset W16x89 PIPE_5.0X PIPE_5.0X P0.75x18.00x40 .00 A992 A53 Gr.B A53 Gr.B A36 F = 50.00 ksi FY = 35.00 ksi FY = 35.00 ksi F = 36.00 ksi Fu = 65.00 ksi Fu = 60.00 ksi Fu = 60.00 ksi Fu = 58.00 ksi Input Data: Shear(Tension, Section a -a) Shear(Comp, Section a -a) Axial(Tension, Section a -a) Axial(Comp, Section a -a) Moment Load (Section a -a) Shear(Tension, Section b -b) Shear(Comp, Section b -b) Axial(Tension, Section b -b) Axial(Comp, Section b -b) Moment Load (Section b -b) Beam Moment -270.21 kips 270.21 kips -225.96 kips 0.00 kips -189.15 kips -ft -104.03 kips 104.03 kips -80.70 kips 0.00 kips -22.86 kips -ft 189.15 kips -ft Note: Unless specified, all code references are from AISC 360-10 Limit State (Geometry Restrictions at Beam i Required Available Plate Shear Yield (Section a -a) 270.21 kips 648.00 kips (Plate Shear Rupture (Section a -a) Plate Axial Yield (Section a -a). Plate Tension Rupture (Section a -a) 270.21 kips 783.00 kips 225.96 kips 972.00 kips Maximum shear due to tension at section a -a (5D1) Maximum shear due to compression at section a -a (503) Maximum axial due to tension at section a -a (502) Maximum axial due to compression at section a -a Maximum moment at section a -a (501) Maximum shear due to tension at section b -b (501) Maximum shear due to compression at section b -b (503) Maximum axial due to tension at section b -b (502) Maximum axial due to compression at section b -b Maximum moment at section b -b (504) Maximum moment at beam (not used for design) Governing LC: 3D - 3 - 1.2D + Omega E + 0.5L +0.2S 225.96 kips 1305.00 kips r Plate Flexural Yield (Section a -a) 'Plate Flexural Rupture (Section a -a) Unity Check Result 0.42 0.35 0.23 0.17 PASS PASS PASS PASS PASS Plate Shear Yield (Section b -b) Plate Shear Rupture (Section b -b) '- Plate Axial Yield (Section b -b) Plate Tension Rupture (Section b -b) !Plate Flexural Yield (Section b -b) Plate Flexural Rupture (Section b -b) Beam Weld Strength Beam Web Yielding 104.03 kips 291.60 kips 104.03 kips 352.35 kips 0.39 0.24 0.36 0.30 80.70 kips 437.40 kips 0.18 80.70 kips 587.25 kips 225.96 kips PASS PASS PASS 0.14 0.23 0.15 PASS PASS PASS PASS PASS 1218.00 kips 0.19 PASS PASS Page 11 of 16 M111- M10 1: Gusset/Left Brace Report SL -34 of 59 LRFD Vertical Brace Chevron Connection Material Properties: Beam Left Brace Right Brace Gusset WF16x89 PAPE 5.0X I - PIPE -5.0X P0.75x18.00x40 .00 A992 F = 50.00 ksi A53 Gr.B F = 35.00 ksi A53 Gr.B F = 35.00 ksi A36 FY = 36.00 ksi Fu = 65.00 ksi Fu = 60.00 ksi Fu = 60.00 ksi Fu = 58.00 ksi Input Data: Input Brace Tension Input Brace Compression Brace Axial (Tension) Brace Axial(Compressson) -68.06 kips 4.13 kips -320.88 kips 144.00 kips User -input Tensile Load in Brace User -input Compressive Load in Brace Design Tensile Load in Brace Design Compressive Load in Brace Note: Unless specified, all code references are from AISC 360-10 Limit State Brace Weld Limitations Required Available Governing LC: 3D - 3 - 1.2D + Omega E + 0.5L +0.2S Unity Check Result Gusset Plate Tensile Yield (Whitmore) 320.88 kips 428.53 kips 0.75 Gusset Plate Tensile Rupture (Whitmore) 320.88 kips 575.35 kips Gusset Plate Compression (Whitmore) 144.00 kips 0.56 PASS PASS PASS 368.31 kips 0.39 PASS Brace Tensile Yield 68.06 kips 180.50 kips 0.38 PASS Brace Tensile Rupture 68.06 kips 230.37 kips Brace Weld Strength 0.30 PASS 320.88 kips 349.36 kips 0.92 PASS Page 12 of 16 M111- M10 1: Gusset/Right Brace Report SL -35 of 59 , LRFD Vertical Brace Chevron Connection Material Properties: Beam Left Brace Right Brace Gusset W16x89 PIPE_5.0X PIPE_5.0X P0.75x18.00x40 .00 A992 A53 Gr.B A53 Gr.B A36 FY = 50.00 ksi FY = 35.00 ksi FY = 35.00 ksi FY = 36.00 ksi Fu = 65.00 ksi Fu = 60.00 ksi Fu = 60.00 ksi Fu = 58.00 ksi Input Data: Input Brace Tension Input Brace Compression Brace Axial (Tension) Brace Axial(Compression) -0.00 kips User -input Tensile Load in Brace 75.03 kips User -input Compressive Load in Brace -320.88 kips Design Tensile Load in Brace 144.00 kips Design Compressive Load in Brace Governing LC: 3D - 3 - 1.2D + Omega E + 0.5L +0.2S Note: Unless specified, all code references are from AISC 360-10 Limit State Brace Weld Limitations Gusset Plate Tensile Yield (Whitmore) Required Available Unity Check Result PASS 320.88 kips 428.53 kips 0.75 PASS Gusset Plate Tensile Rupture (Whitmore) 320.88 kips 575.35 kips Gusset Plate Compression (Whitmore) 144.00 kips 368.31 kips 0.56 PASS 0.39 PASS Brace Weld Strength 320.88 kips 349.36 kips 0.92 PASS Page 13 of 16 M11 I - M101: Seismic Report SL -36 of 59 LRFD Vertical Brace Chevron Connection Material Properties: Beam W16x89 A992 Fy = 50.00 ksi Fu = 65.00 ksi Left Brace PIPE_5.0X A53 Gr.B Fy = 35.00 ksi Fu = 60.00 ksi Right Brace PIPE_5.0X A53 Gr.B Fy = 35.00 ksi Fu = 60.00 ksi Gusset P0.75x18.00x40 A36 Fy = 36.00 ksi Fu = 58.00 ksi .00 Input Data: Seismic System SCBF User Input Seismic System Lleft 17.20 ft User Input Clear Span of Left Brace Lright 17.20 ft User Input Clear Span of Right Brace Kieft 1.00 User Input Effective Length Factor of 1 Left Brace Kright 1.00 User Input Effective Length Factor of 1 Right Brace Ca Beam Ratio 1.00 User -Input Ratio of Required Strength 'j to Available Strength Note: Unless specified, all code references are from AISC 360-10 Limit State Requited Available Governing LC: 3D - 3 -1.2D + Omega E + 0.5L +0.2S Unity Check Result Controlling Load Calculation n/a !Seismic Loading Directions n/a Seismic Load Distribution (Loading Direction SDI) n/a Seismic Load Distribution (Loading Direction SD2) n/a Seismic Load Distribution (Loading Direction SD3) n/a Seismic Load Distribution (Loading Direction SD4) n/a Seismic Load Distribution (Governing) n/a Seismic Workpoint Limitations PASS Seismic Yield Stress Limitations PASS Seismic Brace Slenderness PASS Seismic Gusset Rotation Capacity/Clearance Seismic Beam Width to Thickness Ratios Seismic Left Brace Width to Thickness Ratios i Seismic Right Brace Width to Thickness patios Check Seismic Left Brace Area PASS PASS Seismic Weld Limitations PASS PASS REINF REQ'D PASS Page 14 of 16 M111- M10 1: Connection Properties Connection Connection Title M11 I- M10 1 Connection Type Vertical Brace Chevron Connection Seismic Detailing Seismic System SCBF Left Brace Length 17.20 ft Left Brace K Factor 1.00 Right Brace Length 17.20 ft Right Brace K Factor 1.00 Ca Beam Ratio 1.00 Connection Category Braces Below Workpoint Location Concentric Loading (LRFD) Custom? No Left Brace Tensile Axial -68.06 kips Left Brace Compressive Axial 4.13 kips Right Brace Tensile Axial 0.00 kips Right Brace Compressive Axial 75.03 kips Components Left Brace Section PIPE_5.0X Material A53 Gr.B Right Brace Section PIPE_5.0X Material A53 Gr.B Beam Section W16x89 Material A992 Gusset P0.75x18.00x40.00 Material A36 Thickness 0.75 in Width 18.00 in Length 40.00 in Left Brace -Gusset Connection Connection Type Slotted Around Gusset Brace Gusset Weld E70 Type Fillet Fillet Size 6.00 Sixteenths Right Brace -Gusset Connection Connection Type Slotted Around Gusset Brace Gusset Weld E70 Type Fillet Fillet Size 6.00 Sixteenths Gusset -Beam Connection Type Direct Weld Beam Weld E70 Type CJP Assembly Auto -Update Connection No Gusset/Beam Gap 0.00 in Left Brace Clearance 6.26 in Right Brace Clearance 6.26 in Clearance between Braces 18.73 in Left Brace WorkPoint Distance 20.00 in Right Brace WorkPoint Distance 20.00 in continued on next page... SL -37 of 59 , Vertical Brace Chevron Connection Page 15 of 16 M111- M1O 1: Connection Properties (continued): Left Brace/Gusset Overlap Right Brace/Gusset Overlap Left Gusset Clip Vertical Clip Horizontal Clip Brace/Clip Edge Dist Right Gusset Clip Vertical Clip Horizontal Clip Brace/Clip Edge Dist Left Brace Angle from Vertical Right Brace Angle from Vertical 10.46 in 10.46 in 3.23 in 4.52 in -0.03 in 3.23 in 4.52 in -0.03 in 35.54 35.54 SL -38 of 59 Page 16 of 16 bIRISA A NEMETSCHEK COMPANY Global Parameters - Description: Project Title Company Designer Job Number Notes King Lasik DCI Engineers GD 17011-0121 SMF Global Parameters - Solution: Design Method AMC 14th (360-10): LRFD Bolt Group Analysis Method Center of Rotation Weld Analysis Method Elastic Consider Bold Hole Deformation? Yes Check Weld Filler Material Matching? Yes Check Rotational Ductility? Yes Full Shear Eccentricity Considered? No Plastic Panel -Zone Shear Deformation Considered? No SL -39 of 59 , RISA Connection version 9.0.0 11.05.2018 Page 1 of 12 M6 I - M1: LRFD Results Report SL -40 of 59 LRFD Column/Beam Direct Weld Moment Connection Material Properties: Column Beam Plate W14X233 W24X94 P0.38x3.50x19. 80 A992 A992 A36 FY = 50.00 ksi FY = 50.00 ksi F = 36.00 ksi Fu = 65.00 ksi Fu = 65.00 ksi = 58.00 ksi Input Data: Shear Load Moment Axial Load Puf_c Puf_t Top Column Dist Column Force Story Shear -50.76 kips 557.07 kips -ft -16.93 kips 276.91 kips 293.84 kips 0.00 in -16.96 kips -17.56 kips User Input Shear Load User Input Moment User Input Axial Force (tension) Required Flange Force (compression) Required Flange Force (tension) User Input Top Column Dist User Input Column Force User Input Story Shear Input Data: Seismic System Gravity Shear, Vg Clear Span, L Sh Z Factor SMF (RBS) User Input Seismic System 6.90 kips User Input Shear due to Gravity 18.67 ft User Input Clear Span of Beam 15.50 in User Input Dist from Column to Plastic Hinge 0.64 User Input Ratio = ZRBS/Z Note: Unless specified, all code references are from AISC 360-10 -. Limit State Gr eometry Restrictions at Beam Required Available Check Min Bolt Spacing Smin dbolt Check Max Bolt Spacing Smax t Pass 3.00 in 0.75 in Pass Governing LC: 3D - 4 - 0.9D + Omega E Unity Check Result n/a Condition: Smin >= (2+2/3) * dbolt (J3.3) Min bolt spacing Bolt diameter Condition: Smax<= min(12.00 in, 24*t) (J3.5a) 3.00 in Check Min Edge Distance Check Max Edge Distance EDmax min (6.00 in, 12*t) t 0.38 in Pass Fail 5.40 in Max bolt spacing Thickness of governing element (Plate) Condition: EDmin >= EDallow (J3.4) Condition: EDmax <= min (6.00in, 12*t) (J3.5) Max edge distance (Plate) 4.50 in 0.38 in Thickness of governing element (Plate) Beam Web Shear Yield Rn = 0.6 *Fy*Agv*Cv Fy Ag, Cv 4)Rn Plate Shear Yield Rn = 0.6 *Fy*Agv I• Fy Ag , 50.76 kips 50.00 ksi 10.20 int 1.00 305.91 kips 50.76 kips 36.00 ksi 7.43 int 305.91 kips 0.17 PASS = 1.00 (G2-1) Minimum yield stress of material Gross area subject to shear Web shear coefficient (G2-2) Shear yield strength 160.38 kips 0.32 (0= 1.00 (J4-3) Minimum yield stress of material Gross area subject to shear continued on next page... Page 2 of 12 M61- M1: LRFD Results Report (continued): Limit State 4 Rn Required 160.38 kips SL -41 of 59 Available Unity Check Result Shear yield strength Beam Web Shear Rupture 50.76 kips Rn = 0.6 *Fu*Anv 245.54 kips 0.21 = 0.75 (J4-4) Fu Any 4)Rn 65.00 ksi 8.39 in2 Minimum tensile stress of material Net area subject to shear 245.54 kips Shear rupture strength PASS Plate Shear Rupture Rn = 0.6 *Fu*Anv 50.76 kips 159.54 kips 0.32 n/a 4)=0.75 (J4-4) Fu Any 4)Rn 58.00 ksi Minimum tensile stress of material 6.11 in2 Net area subject to shear 159.54 kips Shear rupture strength Beam Block Shear 50.76 kips Rn = [ min(0.6*Fu*Anv, 0.6*FY*Agv) + Ubs*Fu*Ant l Failure mode is considered for negative shear load 193.54 kips = 0.75 0.26 (14-5) Agv 7.42 in2 Gross area subject to shear Anv Ubs 5.84 in2 Net area subject to shear 1.00 Uniform tension stress factor Ant I Fu F Y 4)R, 0.55 in2 65.00 ksi Net area subject to tension Minimum tensile stress of material 50.00 ksi Minimum yield stress of material 193.54 kips Block shear strength Plate Block Shear at Beam 50.76 kips Rn = [ min(0.6*Fu*Anv, 0.6*FY*Agv) + Ubs*Fu*Ant L Failure mode is considered for negative shear load Agv 5.40 in2 112.97 kips 0.45 n/a 4)=0.75 (J4-5) ? _ Gross area subject to shear Any 4.25 in2 Ubs Net area subject to shear 1.00 Uniform tension stress factor 0.59 in2 Net area subject to tension 58.00 ksi 36.00 ksi 112.97 kips Minimum tensile stress of material Minimum yield stress of materia! Block shear strength Bolt Bearing at Beam Web Rn - 4 Rn -spacing Failure mode is considered for negative shear load 50.76 kips d 0.75 in Fu 65.00 ksi 0.52 in 1c -spacing 2.19 in rRn -spacing Rn -bearing Rn-spacing-tearout Rn -bolt Fnv 4)Rn 23.86 kips 60.25 kips 87.87 kips 23.86 kips 54.00 ksi 71.57 kips 71.57 kips = 0.75 (J3 -6a) 0.71 n/a Bolt diameter Minimum tensile stress of material Thickness of material Vertical distance from edges of adjacent holes Strength at spaces = min(RR R ) n-spacing-tearout, Rn -bearing, n -bolt Bearing = 2.4*d*t*Fu Tear out atspaces=1.2 *Lc -spacing *t*Fu Bolt shear strength Rn-bolt=Fnv*Abolt Nominal shear stress of bolt Bolt bearing strength continued on next page... Page 3 of 12 M61- M1: LRFD Results Report (continued): Limit State Required Available 50.76 kips 71.57 kips Rn = 1*Rn-edge + 3*Rn-spacing 4) = 0.75 i Failure mode is considered for negative shear load 'd 0.75 in IBolt Bearing at Shear Plate Fu t Lc -edge Lc -spacing Rn -edge Bolt diameter SL -42 of 59 Unity Check Result 0.71 n/a (J3 -6a) 58.00 ksi Minimum tensile stress of material 0.38 in Thickness of material 4.99 in Vertical distance from edge of hole to edge of material 2.19 in Vertical distance from edges of adjacent holes 23.86 kips Strength at edge= min(Rn-edge-tearout. Rn -bearing Rn -bolt) Rn -spacing Rn -bearing 23.86 kips Strength at spaces = min(Rn-spacing-tearout, Rn -bearing Rn -bolt) 39.15 kips Rn-edge-tearout Rn-spacing-tearout Rn -bole Fnv 4)Rn 130.34 kips Bearing = 2.4*d*t*Fu 57.09 kips 23.86 kips Tear out at edge=1.2*Lc-edge *t*Fu Tear out at spaces=1.2*Lc-spacing*t*Fu Bolt shear strength R n-bolt=Fnw*A bolt 54.00 ksi 71.57 kips Nominal shear stress of bolt Bolt bearing strength IBolt Shear at Beam Web Rn = Fnv*Ab*Nboit*C 50.76 kips Fnv 54.00 ksi 71.57 kips 0.71 = 0.75 (J3-1) Shear stress N type n/a Ab 0.44 int N bolt C 4)Rn 4 Area of bolt Number of bolts 1.00 Eccentricity coefficient 71.57 kips Bolt shear rupture strength Flange Weld Strength Complete Joint Penetration Req'd Filler (Column) Req'd Filler (Beam) Weld Electrode (Filler) E70 E70 E70 Column Weld Strength Complete Joint Penetration (J2.6) (J2.6) Req'd Filler (Column) Req'd Filler (Plate) Weld Electrode (Filler) Beam Web Weld Strength Complete Joint Penetration Req'd Filler (Column)_ Req'd Filler (Beam) Weld Electrode (Filler) Beam Flange Tensile Yield Rn = FY*Ag _� -._--- F Y 1 Ag cl)R n dm Req. E70 E60 E70 E70 E70 E70 293.84 kips 50.00 ksi 7.94 int 357.13 kips 23.43 in 293.84 kips (J2.6) 357.13 kips 0.82 = 0.90 (J4-1) Minimum yield stress of material Gross area subject to tension Tensile yield strength Moment arm between the flange forces Required Flange Force (tension) continued on next page... PASS PASS Page 4 of 12 M6 I - M1: LRFD Results Report (continued): Limit State Beam Flange Tensile Rupture Rn=Fu An Fu An 4 Rn dm Rreq Required 293.84 kips Available SL -43 of 59 , Unity Check Result 386.89 kips 0.76 PASS = 0.75 (J4-2) 65.00 ksi 7.94 int 386.89 kips Minimum tensile stress of material 23.43 in Net area subject to tension Tensile rupture strength Moment arm between the flange forces 293.84 kips Required Flange Force (tension) Beam Flange Compression Rn=FY*Ag K L r 276.91 kips 357.13 kips d1=0.9 0.78 (J4-6) KL/r FY Ag 4•Rn 0.65 0.30 ft 0.02 ft 9.33 Effective length factor Unbraced length PASS Radius of gyration Plate slenderness 'Column Flange Bending Rn = 0.5 * 6.25 * Fyf * tf2 dend Fyf tf �Rn dm 50.00 ksi Capacity = Minimum Yield stress for KL/r <= 25 7.94 in2 357.13 kips Gross area subject to compression Compressive strength 293.84 kips 416.03 kips dr = 0.90 0.71 (J10-1) PASS 0.44 in Distance from concentrated force to top of column 50.00 ksi Minimum yield stress of column 1.72 in 416.03 kips 23.43 in Column flange thickness Column flange local bending Moment arm between the flange forces Rreq 293.84 kips Required Flange Force (tension) Column Web Yielding Rn=(2.5*k+N)*FY*tw 293.84 kips 357.11 kips 0.82 PASS = 1.00 (J10-3) dend dc01 k N FY tw 4,Rn dm Rreq 0.44 in Distance from concentrated force to top of column 16.00 in 2.32 in Column depth Distance from outer face of the flange to the web toe of the fillet 0.88 in 50.00 ksi 1.07 in Column Web Buckling Rn=12*tw3*(E*F v)oe5/h 357.11 kips 23.43 in 293.84 kips 276.91 kips 0.44 in 16.00 in 1.07 in 50.00 ksi 29000.00 11.36 in continued on Length of bearing Minimum yield stress of column Column web thickness Column web local yielding Moment arm between the flange forces Required Flange Force (worst) in bolts due to moment 1402.43 kips 0.20 = 0.90 (J10-8) - PASS Distance from concentrated force to top of column Column depth - Column web thickness Minimum yield stress of column Modulus of elasticity of column Clear distance between flanges h=d-2* next page... es --J Page 5 of 12 M6 I - MI: LRFD Results Report (continued): Limit State I. 4)Rn dm [ Rreq Required 1402.43 kips 23.43 in 276.91 kips SL -44 of 59 Available Unity Check Result Column web compression buckling Moment arm between the flange forces Required Flange Force (compression) 'Column Web Crippling 276.91 kips Rn= 0.4*tw2*(1+3*(N/dcol)*(tw/tf)1.5)*(E*Fy*tf/tw)o.5 566.59 kips = 0.75 0.49 (.110-5a) dend 0.44 in PASS Distance from concentrated force to top of column N/dcol dcoi tw 0.05 Bearing length to column depth ratio 16.00 in 1.07 in Column depth Column web thickness tf N Fy 1.72 in 0.88 in 50.00 ksi E 4)Rn 29000.00 ksi 566.59 kips Column flange thickness Length of bearing Minimum yield stress of column Modulus of elasticity of column Column web crippling capacity dm Rreq 23.43 in Moment arm between the flange forces 276.91 kips Required Flange Force (compression) Column Panel Zone Shear Rn = 0.60 * Fyc * dc * twc 267.81 kips 462.24 kips 0.58 (Pr<=0.4*Pc) = 0.90 (J10-9) Vabove RP 16.96 kips Axial force in the column at the connection PASS 3425.00 kips Pc=Py=Fyc*A 50.00 ksi Minimum yield stress of column 68.50 in2 Column cross-sectional area 16.00 in 1.07 in 462.24 kips Column depth Column web thickness Web panel zone capacity 285.37 kips Beam flange force. Rf = M / dm 557.07 kips -ft Moment demand 23.43 in Moment arm from centerline forces 17.56 kips Story shear in column above connection 267.81 kips Panel zone shear demand. Rp = Rf - Vabove Seismic Material and Geometry Limitations Check Max Yield Stress of the Beam Pass Fy 50.00 ksi Check Max Yield Stress of the Column Pass _ 50.00 ksi Check Max Beam Depth Pass Beam Shape Check Max Beam Weight Beam Weight_ - -- Check Beam Flange Thickness tbf•--- Check Span to Depth Ratio Span db W24 Pass 0.09 kips/ft Pass 0.88 in Pass 224.00 in 24.30 in PASS 1 Condition: FY <= 50 ksi (345 MPa) (AISC 341-10, A3.1) Minimum yield stress of beam Condition: Fy <= 65 ksi (450 MPa) (AISC 341-10, A3.1) Minimum yield stress of column Condition: beam shape <= W36 (AISC 358-10, 5.3.1(2)) Selected beam shape depth Condition: beam weight <= 0.30 kips/ft (AISC 358-10, Selected beam weight Condition: tbf <=1.75 in (AISC 358-10, 5.3.1(4)) Beam flange thickness Condition: Span/db >= 7.00 (AISC 358-10, 5.3.1(5)) Beam span ___ _ _ _ • - _ _ Beam depth continued on next page... Page 6 of 12 M6 I - M1: LRFD Results Report (continued): Limit State Required SL -45 of 59 Available Unity Check Result Check Max Column Depth Pass Column Shape W14 Check Shear Plate Thickness Pass tp Condition: column shape <= W36 (AISC 358-10, 5.3.2(3)) Selected column shape depth Condition: tp >= 0.38 in (AISC 358-10, 5.6(2)(a)) 0.38 in Shear plate thickness Seismic Width to Thickness Ratios Limiting Width to Thickness Ratios (AISC 341-10, Table D1.1) Check Beam Flange Pass bb tbf Eb Fyb Ratio 4.54 in PASS Condition: Ratio <= Limit Half of beam flange width 0.88 in Beam flange thickness 29000.00 ksi Modulus of elasticity of beam material Limit 50.00 ksi Minimum yield stress of beam material 5.18 7.22 Width to thickness ratio, bb/tbf Limiting ratio, 0.30*(Eb/Fyb)os Check Beam Web Pass Condition: Ratio <= Limit Pub 4c Ab L Pyb Cab hb 0.00 kips Axial compression in beam 0.90 Resistance factor for compression 27.70 int Gross area of the beam 1385.00 kips Nominal axial yield strength, Pyb=Fyb*Ab tbw Ratio Limit 0.00 Ratio of required strength to available strength, Cab=Pub/(pc s Pyb 22.55 in Clear distance between beam flanges 0.52 in Thickness of beam web 43.79 Width to thickness ratio, hb/tbw Check Column Flange be td Ec Fyc Ratio Limit 59.00 Pass Limiting ratio, 2.45*(Eb/Fyb)0'5 *(1-0.93 *Cab) Condition: Ratio <= Limit 7.95 in 1.72 in 29000.00 ksi Check Column Web Puc coc Ac Pyc Cac hc_ tcw Ratio Limit 50.00 ksi Half of column flange width Column flange thickness Modulus of elasticity of column material Minimum yield stress of column material 4.62 7.22 Pass 16.96 kips 0.90 68.50 in2 3425.00 kips 0.01 12.56 in 1.07 in 11.74 58.70 eismic Moment at Face of Column Mf=Mpr+Vh*Sh Width to thickness ratio, k/tcf Limiting ratio, 0.30*(Ec/Fyc)o.s Condition: Ratio <= Limit Axial compression in column Resistance factor for compression Gross area of the column Nominal axial yield strength, Pyc=Fye*Ac Ratio of required strength to available strength, Cac=Puc/(cpc *Pyc) -- --�_ Clear distance between column flanges Thickness of column web Width to thickness ratio, he/tcw Limiting ratio, 2.45*(EJFyc)o'5*(1-0.93*Cac) 998.54 kips ft continued on next page... (AISC 358-10, Eqn 5.8-6) Page 7 of 12 M6 I - M1: LRFD Results Report (continued): Limit State Required Fy Fu Ry Cpr c SL -46 of 59 Available Unity Check Result 50.00 ksi Minimum yield stress of material 65.00 ksi Minimum tensile stress of material 1.10 1.15 254.00 in3 2.25 in • -s-i Ratio of expected yield stress to the specified minimum yield stress Factor to account for peak connection strength Cpr= min(1.2, ((Fy+F„)/2 *Fy)) Plastic section modulus for full beam section Depth of cut at center of the RBS • L. 'bf V.aa 111 oearnlionge umcKness 1 db 24.30 in Beam depth ZRBS 161.77 in3 Plastic section modulus at center of RBS, ZRBs=ZX 2*c*tbf*(db-t bf) Mpr 852.68 kips -ft Probable maximum moment at center of the RBS, Mph Cpr*Ry *F*Z y RBS Sh 15.50 in Distance from face of column to the plastic hinge 1 18.67 ft Clear span of beam between column flanges Lh 16.08 ft Beam length between plastic hinges, Lh=L-2*Sh Vg 6.90 kips Shear due to gravity Vh Mf 112.93 kips Probable maximum shear, Vh=((2*MprJ/Lh)+Vg 998.54 kips -ft Probable maximum moment at face of column dm _ 23.43 in Moment arm between the flange forces, drn=db-tbf I Fpr 511.53 kips Design flange force, Fpr=Mf/dm 1 -� Seismic Weld Limitations PASS Check Web Weld Material Pass Condition: Web weld must be E70 or E80 (AISC 341-10, A3.4b) 7 Web Weld E70 Web weld Check Web Weld Type Pass Condition: Web weld must be a CJP (AISC 358-10, 5.6(2)(a)) Weld Type CJP Web weld type i Check Column Weld Material Pass Condition: Column weld must be E70 or E80 (AISC 341-10, 1 A3.4b) i Column Weld E70 Column weld Check Moment Weld Material Pass Condition: Moment weld must. be E70 or E80 (AISC 341-10, A3.4b) Moment Weld E70 Moment weld 1 Check Moment Weld Type Pass Condition: Moment weld must be a CJP (AISC 358-10, 5.5(1)) 1 Weld Type CJP Moment weld type Seismic RBS Connection Detail Limitations Check a Pass a bbf Check b b d •_ Check c _e.. L c PASS Condition: 0.5*bbf <= a <= 0.75*bbf (AISC 358-10, eqn 5.8-1) f 6.50 in Horizontal distance from face of column flange to the start of the RBS 9.07 in Beam flange width Pass Condition: 0.65*d <= b <= 0.85*d (AISC 358-10, eqn 5.8-2) 18.00 in 24.30 in Depth of beam _ Pass Condition: 0.1 *bbf <= c <= 0.25*bbf (AISC 358-10, eqn 5.8-3) 2.25 in Depth of cut at center of the RBS - Length of the RBS cut Seismic Column -Beam Moment Ratio � Mpc / M*pb > 1.0 continued on next page... PASS (AISC 341-10, Eqn E3-1) Page 8 of 12 M61- M1: LRFD Results Report (continued): Limit State Fyc PUC Ac Zc Required 50.00 ksi SL -47 of 59 Available Unity Check Result 16.96 kips 68.50 int *pc Mpr a b c do 436.00 in3 Minimum yield stress of column material Axial force in column Gross area of the column Plastic section modulus of the column 1807.67 kips -ft 852.68 kips -ft Nominal flexural strength of the column, M*pc=Zc*(FYI Phc/Ac) per RISC 341-10 Eqn (E3 -2a) Probable maximum moment, see 'Seismic Moment at Face of Column' check 6.50 in Horizontal distance from face of column flange to the start of the RBS 18.00 in 2.25 in 16.00 in VRBS M uv M pb 112.93 kips Length of RBS cut Depth of cut at center of the RBS Depth of the column Shear force at center of RBS, VRBS=Vh , see 'Seismic Moment at Face of Column' check 221.15 kips -ft 1073.83 kips -ft Additional moment due to shear amplification, MuV=VRes *(a+0.5 *b*0.5 *d c) per AISC 358-10 5.4 (2) (a) Expected flexural strength of the beam, Mpb=Mpr+MSV, per AISC 358-10 5.4 (2)(a) Mpc / Mpb 1.68 Column -beam moment ratio Seismic Flexural Strength of Beam Mpe = Ry * Fy * Zx Ry Fy Zx _ 998.54 kips -ft 1164.17 kips -ft 0.86 PASS = 1.00 (AISC 358-10, Eqn 5.8-8) Mf COd Mpe 1.10 50.00 ksi Ratio of expected yield stress to the specified minimum yield stress Minimum yield stress of material 254.00 in3 998.54 kips -ft Plastic section modulus for full beam section Probable maximum moment, see 'Seismic Moment at Face of Column' check 1164.17 kips -ft Flexural strength of beam at face of column Seismic Beam Web Checks Vh Check Beam Web Shear Yield ny 0.46 PASS 112.93 kips Probable maximum shear, see 'Seismic Moment at Face of Column' check Pass Condition: Vh <= cp*Rny (G2-1 & AISC 358-10, 5.8 step 8) 305.91 kips Shear yield strength, see 'Beam Web Shear Yield' check Check Beam Web Shear Rupture Rnr Seismic Stiffener Plate Limitations Check Stiffener Requirement ti t2 tcf bbf tbf Ryb Pass Condition: Vh <= cp*Rnr (J4-4 & A1SC358-10, 5.8 step 8) 245.54 kips Shear rupture strength, see 'Beam Web Shear Rupture' check PASS Pass _ - 1.51 in 1.51 in Condition: tcf>= max(t1, t2) Thickness requirement, t1=0.4*(1.8*bbf*tbf*((Ryb*Fyb)/(Ryc*F yc)))o.5 (AISC 341-10, Eqn E3-8) Thickness requirement, t2= bbf/6 (AISC 341-10, Eqn E3-9) 1.72 in Column flange thickness 9.07 in Beam flange width 0.88 in Beam flange thickness 1 a 1.10 Ratio of expected yield stress to the specified minimum yield 1 stress of the beam material continued on next page... Page 9 of 12 SL -48 of 59 M61- M1: LRFD Results Report (continued): Limit State Required Available Unity Check Result yc FybSpecified minimum yield stress of the beam flange Fyc 1.10 Ratio of expected yield stress to the specified minimum yield 7 stress of the column material 50.00 ksi 50.00 ksi Specified minimum yield stress of the column flange Seismic Panel Zone Limitations Check Column Web Thickness PASS Pass Condition: twc >= (dz + wz)/90 (RISC 341-10, eqn E3-7) WC dbdb tfb do wz 1.07 in 24.30 in . Column web thickness Depth of connecting beam 0.88 in Beam flange thickness 22.55 in Clear distance between beam flanges, dz=db-2*tfb 12.56 in Width of panel zone between column flanges Seismic Column Panel Zone Shear 511.53 kips Rn = 0.60 * Fyc * do * twc (Pr<=0.4*Pc) 513.60 kips 1.00 PASS =1.00 (AISC 358-10, 5.4 (1)) Pr Pc Fyc A 16.96 kips 3425.00 kips 50.00 ksi 68.50 in2 Axial force in the column at the connection Pc=Py=Fyc*A Minimum yield stress of column Column cross-sectional area do 16.00 in Column depth twc 1.07 in Column web thickness 4)R 513.60 kips Web panel zone capacity RP 511.53 kips Mf Panel zone shear demand. Rp = Mf/dm 998.54 kips -ft Probable maximum moment at face of column, see 'Seismic Moment at Face of Column' check 23.43 in Moment arm Page 10 of 12 M61- M1: Connection Properties SL -49 of 59 Column/Beam Direct Weld Moment Connection Connection Connection Title M6 1 - M1 Connection Type Column/Beam Direct Weld Moment Connection Seismic Detailing Seismic System SMF (RBS) Shear due to Gravity, Vg 6.90 kips Clear Span, L 18.67 ft Sh 15.50 in Z Factor 0.64 Connection Category Beam Connection Bolted Column Connection Type Flange Transverse Stiffeners No Web Doublers No Loading (LRFD) Custom? No Shear Load -50.76 kips Axial Load -16.93 kips Moment Load 557.07 kips -ft Top Column Dist 0.00 in Column Force -16.96 kips Story Shear -17.56 kips Components Column Section W14X233 Material A992 Beam Section W24X94 Material A992 Hole Type STD Plate Section P0.38x3.50x19.80 Material A36 Thickness 0.38 in Width 3.50 in Depth 19.80 in Hole Type STD `Column Weld E70 Type CJP Beam Bolts 3/4" A325 -N Beam Bolts A325 -N Diameter, in. 3/4" Rows 1 Bolts per Row 4 Longitudinal Spacing 3.00 in Transverse Spacing 3.00 in Slip Critical No Moment Weld E70 Type OP Web Weld E70 Type CJP Assembly Column/Beam Clearance 0.00 in Plate Vertical Position 2.25 in Beam Bolts Edge Distance Dimensions Beam Bolts/Beam Edge Dist 1.50 in continued on next page... Page 11 of 12 M61- M1: Connection Properties (continued): Beam Bolts Horz Edge Dist Beam Bolts Vert Edge Dist RBS Connection Dimensions Horiz Dist from Col to RBS (a) Length of RBS (b) Depth at Center of RBS Cut (c) 2.00 in 5.40 in 6.50 in 18.00 in 2.25 in SL -50 of 59 Page 12 of 12 _DCI enGineess SL- 1 0 59 Project No. 1-"tott--Ol7t Sheet No. Project V-111/43(71 LAS% 1 - Date Subject Jetsmlc By 66 f39--A-cel C . AVV1,C- 5ttswtac DE'sl ecx) Rest pt -A w1 AAe OPt-tgr= 8.. «rA t -t s+i) • 4 S..lntiE. Etkr t -E ft- lS EFEC t VE tr..) (6E%MM-1(-71 U PLtPr • fAb L. w C lktct i-EvC tL io 1 1 8. $ k_ �l/lf bt. L'cl0e() 7$ IL'i�l {)Z --�' = -- y - I0.-c5t2- Mpr+.E►.n c72-0 6 Pt- Max. ORAFT = tS.$ kte% ( R-tb,A> Z 'I 11.-i ✓l 4.te.4su- M. ham.ek.)(..572:) = kp3.14 k -in •-.- bhz` (1,0-11 1475.t-, WS. 103.4 61 0.q(.- ks) �.,, . o.S, tact -1/8'` + iGC ip • SL -52 of 59 ponaari www.hilti.us Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 11/5/2018 Speclfier's comments: 1 Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 105 2 11111111111=101111 Effective embedment depth: hef = 25.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-08 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 43.000 in. x 28.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: W shape (AISC); (L x W x T x FT) = 14.700 in. x 14.700 in. x 0.645 in. x 1.030 in. Base material: cracked concrete, 4000, fc' = 4000 psi; h = 420.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.lb] z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan SL -53 of 59 . �1ir1 www.hllti.us Profis Anchor 2.7.5 2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 11/5/2018 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity DN / Dv IN Status Tension Concrete Breakout Strength 79991 221451 37 / - OK Shear Pryout Strength 41280 567678 - / 8 OK Loading DN Dv Utilization r+N,v [%] Status Combined tension and shear loads 0.361 0.073 5/3 20 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable normsand permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us SL -54 of 59 1■i11`TI Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 11/5/2018 Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/41=11.011.1111.1111. Effective embedment depth: hef = 9.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-08 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.750 in. Anchor plate: Ix x ly x t = 17.000 in. x 17.000 in. x 0.750 in.; (Recommended plate thickness: not calculated Profile: S shape (AISC); (L x W x T x FT) = 3.000 in. x 2.330 in. x 0.170 in. x 0.260 in. Base material: cracked concrete, 4000, fc' = 4000 psi; h = 420.000 in. Reinforcement: tension: condition A, shear: condition A; edge reinforcement: > No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.ib] Z 7-40-4 t w. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us SL -55 of 59. Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 11/5/2018 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity DN, / 13 (%l Status Tension Pullout Strength 4698 14650 33 / - OK Shear Steel Strength 3957 7555 - / 53 OK Loading yN Pv Utilization [IN,v (%] Status Combined tension and shear loads 0.323 0.524 5/3 50 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan IIIA A NEMETSCHEK COMPANY Global Parameters - Description: Project Title Company Designer Job Number Notes New Project Global Parameters - Solution: Design Method AISC 14th (360-10): LRFD Bolt Group Analysis Method Center of Rotation Weld Analysis Method Elastic Consider Bold Hole Deformation? Yes Check Weld Filler Material Matching? Yes Check Rotational Ductility? Yes Full Shear Eccentricity Considered? No Plastic Panel -Zone Shear Deformation Considered? No SL -56 of 59 RISA Connection version 9.0.0 12.13.2018 Page 1 of 4 Column/Beam Shear Tab Shear Connection Connection 2: LRFD Results Report SL -58 of 59 LRFD Column/Beam Shear Tab Shear Connection i Material Properties: Column W114X233 A992 Fy = 50.00 ksi Fu = 65.00 ksi-- I Beam W1i8X40 A992 Fy = 50.00 ksi Fu = 65.00 ksi Plate P0.31x4.50x15. A36 Fy = 36.00 ksi F„ = 58.00 ksi 00 Input Data: Shear Load Axial Load Top Column. Dist III Column Force Story Shear 28.00 kips 13.30 kips 20.00 in 94.44 kips 0.00 kips User Input Shear Load User Input Axial Force (compression) User Input Top Column Dist User Input Column Force User Input Story Shear Note: Unless specified, all code references are from AISC 360-10 Limit State Required Available Unity Check Result !Geometry Restrictions at Beam PASS Column Weld Limitations L PASS (Rotational Ductility, Erection Stability PASS Beam Shear Yield 28.00 kips 169.16 kips 0.17 PASS Plate Shear Yield 28.00 kips 101.25 kips 0.28 PASS 'Beam Shear Rupture 28.00 kips 124.62 kips 0.22 . PASS 28.00 kips 86.66 kips 0.32 PASS Beam Axial Yield 13.30 kips 531.00 kips 0.03 PASS Plate Axial Yield 13.30 kips 151.88 kips 0.09 PASS Beam Block Shear 28.00 kips 197.05 kips 0.14 PASS (Plate Block Shear 28.00 kips 82.79 kips 0.34 PASS 13.30 kips 143.30 kips 0.09 (Lateral Stability / Stabilizer Plates 31.00 kips 215.72 kips 0.14 L_ (Plate Shear Rupture at Beam Compression Buckling of the Plate L_ PASS PASS 1 `Plate Flexural Yield 0.13 PASS [Plate Flexural Rupture 0.13 PASS Plate Flexural Buckling 0.40 PASS (Bolt Bearing on Beam 31.00 kips 89.46 kips 0.35 PASS Bolt Bearing on Plate at Beam 31.00 kips 89.46 kips 0.35 PASS 1 Bolt Shear at Beam 31.00 kips 68.70 kips 0.45 PASS Bolt Group Eccentricity 0.77 L.. ___ .. ., _ _ _ ___ _ Weld at Column 2.32 kips/in 11.14 kips/in 0.21 PASS 'Column Web Yielding 13,30 kips 1423.10 kips 0.01 PASS Column Web Crippling 13.30 kips 2496.03 kips 0.01 PASS Page 3 of 4 Connection 2: Connection Properties SL -59 of 59 , Column/Beam Shear Tab Shear Connection Connection Connection Title Connection 2 Connection Type Column/Beam Shear Tab Shear Connection Connection Category Beam Connection Bolted Column Connection Type Flange Loading (LRFD) Shear Load 28.00 kips Axial Load 13.30 kips Top Column Dist 20.00 in Column Force 94.44 kips Story Shear 0.00 kips Eccentric Moment Calculation Include All Eccentricities Components Column Section W14X233 Material A992 Beam Section W18X40 Material A992 Hole Type STD Plate Section P0.31x4.50x15.00 Material A36 Thickness 0.31 in Width 4.50 in Depth 15.00 in Hole Type STD Column Weld E70 Type Double Fillet Fillet Size 4.00 Sixteenths Beam Bolts 3/4" A325 -N Beam Bolts A325 -N Diameter, in. 3/4" Rows 1 Bolts per Row 5 Longitudinal Spacing 3.00 in Transverse Spacing 3.00 in Slip Critical No Assembly Column/Beam Clearance 0.50 in Plate Vertical Position 1.50 in Beam Bolts Edge Distance Dimensions Beam Bolts/Beam Edge Dist 2.50 in Beam Bolts Horz Edge Dist 1.50 in Beam Bolts Vert Edge Dist 1.50 in Page 4 of 4 STEEL GRAVITY CALCULATIONS taBase: 2018 10 24_King Lasik Ram Model_Reversed Floor Plan 11/05/18 10:57:35 SG -1 of 18 ...4. 1 492 321 1.1 489 34 445 21 448 0 463 469 1, .. 462 468 r^91 488 444 447 487 443 446 461 467 312 307 r 309 477 - 478 r , 479 rn 480 — 316. F g 436 435 Lrt 442 441 _ 4✓1 450 400 472 459 471 - '^C 434 440 449 458 470 476 p 481 r '1 .2 r T 310 r _ 308 t 483 484 — 317 498 495 439 454 457 466 475 456 465 474 438 453 Lo 497 to 494 496 493 437 452 455 464 473 I _1__L_ 15 1 — 4 13 "'i 14 H 31 I' 26 I 1 30 _l 3 itaBase: 2018 10 24—King Lasik Ram Model_Reversed Floor Plan 11/05/18 10:57:35 SG -2 of 18 E!) l 31 1 2 fT 119 I 29 121 4 _: 30 131 I I 3 133 I I1 32 139 ', q 163 161 162 100 118 120 130 - 132 138 9 T 10 - 144 ' 145 146 147 - 38 1 4 ry 113 109 117 123 129 137 143 q 112 108 116 122 128 136 142 • 7 148 14 14......- 151 1 48 141 159 157 ._.. 115 125 .e.... 127 7q135 x -AId a 158 156 114 124 126 134 140 7 4 ,.... 25 I I 5 I.I 38 E!) l RAM Steel 15.00.00.000 RAM Structural System DataBase: 2018 10 24_King Lasik Ram Model_Reversed Floor Plan 11/05/18 10:57:35 PIBentley Building Code: IBC Steel Code: AISC 360-10 LRFD Beam Design Criteria SG -3 of 18 TABLES SELECTED: Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc UNBRACED LENGTH: Check Unbraced Length Do Not Consider Point of Inflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange Calculate Cb for all Simple Span Beams Use Cb=1 for all Cantilevers SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ft/ft): 0.00 COMPOSITE IEFF: Do Not Reduce Ieff per AISC 360 Commentary DEFLECTION CRITERIA: Floor Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 600.0 0.0 Total Superimposed: 240.0 0.0 Total (Init+Superimp-Camber): 480.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Noncomposite Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Roof Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 Total (Init+Superimp-Camber): 240.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 0.0 0.0 Total Load: 0.0 0.0 Beam Design Criteria RAM Steel 15.00.00,000 RAM Structural System DataBase: 2018 10 24_King Lasik Ram Model_Reversed Floor Plan FIBentley. Building Code: IBC Steel Code: SG -4 of 18 Page 2/3 11/05/18 10:57:35 AISC 360-10 LRFD Noncomposite Dead Load: Live Load: Total Load: Note: 0.0 indicates No Limit 0.0 0.0 0.0 0.0 0.0 0.0 CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber Beams with Span < 0.0 ft Do not Camber Beams with Weight < 0.0 lbs/ft Do not Camber Beams with Weight > 1000.0 lbs/ft Do not Camber Beams with Depth < 0.0 in Do not Camber Beams with Depth > 100.0 in Do not Camber Beams with Cantilevers Percent of Dead Load used for Camber: 80.00 (For Unshored Composite the specified % of Construction DL is used) Camber Increment (in): 0.250 Minimum Camber (in): 0.750 Maximum Camber (in): 4.000 CAMBER CRITERIA FOR NONCOMPOSITE BEAMS: Do not Camber Beams with Span < 0.0 ft Do not Camber Beams with Weight < 0.0 lbs/ft Do not Camber Beams with Weight > 1000.0 lbs/ft Do not Camber Beams with Depth < 0.0 in Do not Camber Beams with Depth > 100.0 in Do not Camber Beams with Cantilevers Percent of Dead Load used for Camber: 80.00 Camber Increment (in): 0.250 Minimum Camber (in): 0.500 Maximum Camber (in): 4.000 STUD CRITERIA: Stud Distribution: Use Optimum Maximum % of Full Composite Allowed: 100.00 Minimum % of Full Composite Allowed: 25.00 Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs (in): 8.500 Maximum Stud Spacing: Per Code WEB OPENING CRITERIA: Stiffener Fy (ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness (in): 0.125 Increment of Length (in): 1.000 Beam Design Criteria SG -5 of 18 RAM Steel 15.00.00.000 Page 3/3 RAM Structural System DataBase: 2018 10 24_King Lasik Ram Model_Reversed Floor Plan 11/05/18 10:57:35 l8entley. Building Code: IBC Steel Code: AISC 360-10 LRFD Do Not Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web Joist Design Criteria RAM Structural System RAM Steel 15.00.00.000 ,Illsenttey. DataBase: 2018 10 24 King Lasik Ram Model Reversed Floor Plan SG -6 of 18 11/05/18 10:57:35 DEFAULT JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsji Tolerance for Variation of Uniform Load: 5.00 % Joists with Non-uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 Tolerance for Variation of Loads: 5.00 % ALTERNATE JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsji Tolerance for Variation of Uniform Load: 5.00 % Joists with Non-uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 Tolerance for Variation of Loads: 5.00 % JOIST GIRDERS: Tolerance for Variation of Point Loads: 5.00 % Tolerance for Spacing of Point Loads (in): 3.00 Maximum Uniform Load to Lump (k/ft): 0.10 JOIST SELECTION: Allowable Stress Ratio: 1.00 DEFLECTION CRITERIA: Default Criteria L/d delta (in) Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Alternate Criteria L/d delta (in) Dead Load: 0.0 0.0 Live Load: 0.0 0.0 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit Floor Map RAM Steel 15.00.00.000 RAM Structural System DataBase: 2018 10 24_King Lasik Ram Model_Reversed Floor Plan 11/05/18 10:57:35 lBenttev Building Code: IBC Steel Code: AISC 360-10 LRFD SG -7 of 18 Floor Type:. 2nd 20- 463 462 461 479 460 459 469'___ Surface Loads Label 2nd DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf 67.0 0.0 80.0 Reducible 15.0 20.0 0.0 1 4 7 3 4 4 4114,74 4:14 .444.4,44 4.4414• .4.... 3 w.P''.P W. 4411.47 44441444, 7P. ■.4 WE 1 7 P W 1 i 4 4.41** Fir.44 7: F4 6.46, ¢. 4. 7. 1i■ 41 ■ PI FW 4 41443 Ft 4, 43 W# P # PW1P P P4, .1. �P 4713 P.. i 4!P # 1111 .IW r P 4i # P.4 Wl 4 F W. 4* P i i 4.4 i Pt 41 *i P' I i 1 PI.4-: P.4I4P ! 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W a 4 .. 4 1 4 ...4. 4 3. 4 41 4. 1..11 41 4 8.4 4 4: 4 4 3. 4. 8448444448441144. 4414411 .6674486616644 4 6 4.3 41. a'4 4634.744414. 4.474'61*. 444 44 1184.44 Ir 4 4 4 4. \- 7 4 4 4 4 4 i 4 41 * 34111 4 4: 3 7 4 6 47 3 8 3 1131884 . 4 4 4 7 4 4 4 4'i M.17 6a4 F*14 ••18444431 ■ a'.. a a r.. 1' Ni1 W4 T\ 6 *..4 4 .4.4 P'. * P 4.1 .4 4:141 4 R 4:' .4 4 .4 4 4'. 14 \ 4 4 .1 4 M 4! 4 47 14 4 4.34..4.443. 777 4 7 4 1 4* 60 a8488444.4.4 4,4 7174 3.4'.1 4 it 466.44164'. 4'. u' ■ 11 1 4: 3 .7. ( 81 aa 14414 ��■� 17413444'74 v1)rig 3 4 4 4 4 4 1.4 1 4 4 ...Was a a a a a a aPa 43111.* SG -8 of 18 3 CL4111 01-09£ DSIV :apoJ j033S asuodsag Dug japoy4 wJ Tsv7 5 9b:SS CD `CD CI4''• "4:9: �oo 0 0 », t" f7 0 ob 0 r" SG -9 of 18 61, • g • m • 3 t • AD •c� o 0 P. 0 E n r-+ SpI'orj C11111 0I-09£ DSII' :apoD IONS 000'00' A A A A A A A XXXXXX A XXXXXX �. A XXXX A �. A A A A A A A RAM Steel 15.00.00.000 RAM Structural System DataBase: 2018 12 1 1_King Lasik Ram Model_BDC Response 12/13/18 13:55:4 IBenttey. Building Code: IBC Steel Code: AISC 360-10 LRF ummary SG -10 of 18 STEEL BEAM DESIGN SUMMARY: Floor Type: Roof Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi 7 10.33 9.4 0.0 36.5 50.0 W8X10 8 11.42 7.3 0.0 36.5 50.0 W8X10 9 10.33 9.4 0.0 36.5 50.0 W8X10 10 11.42 7.3 0.0 36.5 50.0 W8X10 11 18.67 13.0 0.0 28.8 50.0 W8X10 12 20.00 19.5 0.0 27.7 50.0 W8X10 13 18.67 13.0 0.0 28.8 50.0 W8X10 14 18.67 41.8 0.0 52.1 50.0 W12X14 15 20.00 55.3 0.0 64.1 50.0 W8X18 16 18.67 41.8 0.0 52.1 50.0 W12X14 17 18.67 30.9 0.0 36.5 50.0 W8X10 18 18.67 51.6 0.0 61.5 50.0 W12X16 19 20.00 73.8 0.0 114.6 50.0 W14X22 20 18.67 51.6 0.0 61.5 50.0 W12X16 21 18.67 51.6 0.0 61.5 50.0 W12X16 22 20.00 73.8 0.0 114.6 50.0 W14X22 23 18.67 51.6 0.0 61.5 50.0 W12X16 24 20.00 14.5 0.0 36.5 50.0 W8X10 25 20.00 14.5 0.0 36.5 50.0 W8X10 26 18.67 51.6 0.0 61.5 50.0 W12X16 27 20.00 73.8 0.0 114.6 50.0 W14X22 28 18.67 51.6 0.0 61.5 50.0 W12X16 29 20.00 14.5 0.0 36.5 50.0 W8X10 30 20.00 14.5 0.0 36.5 50.0 W8X10 31 18.67 30.9 0.0 36.5 50.0 W8X10 32 18.67 12.7 0.0 36.5 50.0 W8X10 35 18.67 50.1 0.0 61.5 50.0 W12X16 37 18.67 50.1 0.0 61.5 50.0 W12X16 38 18.67 12.7 0.0 36.5 50.0 W8X10 39 21.74 33.8 0.0 52.1 50.0 W10X12 40 21.74 33.8 0.0 52.1 50.0 W10X12 41 18.67 28.0 0.0 39.0 50.0 W10X12 42 18.67 28.0 0.0 39.0 50.0 W10X12 43 20.00 36.9 0.0 49.6 50.0 W12X14 153 18.67 26.0 0.0 189.7 50.0 W14X30 u 154 18.67 26.0 0.0 189.7 50.0 W14X30 u Floor Type: 2nd RAM Steel 15.00.00.000 RAM Structural System DataBase: 2018 12 11_King Lasik Ram Model_BDC Response FIBentley Building Code: IBC ummary SG -11 of 18 Page 2/ 12/13/18 13:55:4 Steel Code: AISC 360-10 LRF Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi 1 18.67 243.9 0.0 400.8 50.0 2 20.00 277.5 0.0 465.8 50.0 3 18.67 243.9 0.0 400.8 50.0 4 18.67 243.9 0.0 400.8 50.0 5 20.00 277.5 0.0 465.8 50.0 6 18.67 243.9 0.0 400.8 50.0 7 18.67 243.9 0.0 400.8 50.0 8 20.00 277.5 0.0 465.8 50.0 9 18.67 243.9 0.0 400.8 50.0 10 18.67 184.4 0.0 324.7 50.0 12 18.67 237.1 0.0 400.8 50.0 13 20.00 49.8 0.0 135.7 50.0 14 20.00 49.8 0.0 135.7 50.0 15 18.67 43.4 0.0 119.7 50.0 17 20.00 38.9 0.0 120.9 50.0 19 18.67 26.2 0.0 85.0 50.0 20 20.00 49.8 0.0 135.7 50.0 21 20.00 49.8 0.0 135.7 50.0 23 18.67 59.8 0.0 149.7 50.0 24 20.00 30.4 0.0 231.3 50.0 25 18.67 59.8 0.0 149.7 50.0 26 18.67 128.4 0.0 246.6 50.0 27 18.67 199.1 0.0 400.8 50.0 28 18.67 199.1 0.0 400.8 50.0 305 20.00 226.1 0.0 401.1 50.0 306 10.33 9.4 0.0 64.4 50.0 307 10.33 29.9 0.0 64.3 50.0 308 10.33 34.4 0.0 64.8 50.0 309 11.42 23.3 0.0 65.0 50.0 310 11.42 23.3 0.0 65.0 50.0 312 21.74 206.6 0.0 382.1 50.0 313 20.00 98.6 0.0 204.0 50.0 314 11.33 26.2 0.0 64.8 50.0 315 10.34 4.1 0.0 66.1 50.0 316 10.41 12.1 0.0 64.8 50.0 317 21.74 192.1 0.0 388.3 50.0 318 18.67 77.2 0.0 162.7 50.0 319 18.67 133.3 0.0 270.0 50.0 320 18.67 59.7 0.0 161.6 50.0 321 18.67 128.4 0.0 246.6 50.0 485 18.67 121.1 0.0 465.4 50.0 486 18.67 121.1 0.0 465.4 50.0 * after Size denotes beam failed stress/capacity criteria. W18X35 16 W18X40 18 W18X35 16 W18X35 16 W18X40 18 W18X35 16 W18X35 16 W18X40 18 W18X35 16 W16X31 14 W18X35 16 W12X14 12 W12X14 12 W12X14 8 W12X14 9 W10X12 7 W12X14 12 W12X14 12 W12X14 16 W16X26 u 7 W12X14 16 W14X22 12, 12 W18X35 16 W18X35 16 W18X35 16 W8X10 6 W8X10 3, 3 W8X10 3, 3 W8X10 6 W8X10 6 W18X35 14 W14X22 11 W8X10 3, 3 W8X10 6 W8X10 6 W16X31 19, 14, 6 W 12X 19 5, 5 W16X26 12 W12X14 22 W14X22 12, 12 W18X40 u 18 W18X40 u 18 RAM Steel 15.00.00.000 RAM Structural System DataBase: 2018 12 11_King Lasik Ram Model_BDC Response (Bentley Building Code: IBC ummary SG -12 of 18 Page 3/ 12/13/18 13:55:4 Steel Code: AISC 360-10 LRF # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. ummary SG -13 of 18 RAM Steel 15.00.00.000 Page 4/ RAM Structural DataBase: 2018 12 1 1_King Lasik Ram Model_BDC Response 12/13/18 13:55:4 Bentley' Building Code: IBC Steel Code: AISC 360-10.LRF JOIST SELECTION SUMMARY: Floor Type: Roof Standard Joists: Joist # Length WDL WLL WTL Joist 108 11.42 153.3 166.7 320.0 161(2 109 11.42 153.3 166.7 320.0 16K2 112 10.33 153.3 166.7 320.0 161(2 113 10.33 153.3 166.7 320.0 161(2 114 20.00 143.1 155.6 298.7 16K2 115 20.00 143.1 155.6 298.7 161(2 116 20.00 243.2 166.7 409.9 16K3 117 20.00 247.6 166.7 414.3 16K4 118 20.00 143.1 155.6 298.7 161(2 119 20.00 143.1 155.6 298.7 16K2 120 20.00 143.1 155.6 298.7 161(2 121 20.00 143.1 155.6 298.7 161(2 122 20.00 243.2 166.7 409.9 16K3 123 20.00 247.6 166.7 414.3 161(4 124 20.00 143.1 155.6 298.7 161(2 125 20.00 143.1 155.6 298.7 161(2 126 20.00 143.1 155.6 298.7 161(2 127 20.00 143.1 155.6 298.7 161(2 128 20.00 243.2 166.7 409.9 16K3 129 20.00 247.6 166.7 414.3 161(4 130 20.00 143.1 155.6 298.7 . 161(2 131 20.00 143.1 155.6 298.7 161(2 132 20.00 143.1 155.6 298.7 161(2 133 20.00 143.1 155.6 298.7 16K2 134 20.00 143.1 155.6 298.7 161(2 135 20.00 143.1 155.6 298.7 161(2 136 20.00 243.2 166.7 409.9 16K3 137 20.00 247.6 166.7 414.3 16K4 138 18.67 143.1 155.6 298.7 161(2 139 18.67 143.1 155.6 298.7 161(2 140 18.67 143.1 155.6 298.7 161(2 141 18.67 143.1 155.6 298.7 161(2 142 21.74 153.3 166.7 320.0 16K3 143 21.74 153.3 166.7 320.0 161(3 144 20.00 170.2 161.1 331.3 161(2 145 20.00 170.2 161.1 331.3 161(2 146 20.00 170.2 161.1 331.3 16K2 147 20.00 170.2 161.1 331.3 161(2 148 20.00 163.4 161.1 324.5 161(2 149 20.00 163.4 161.1 324.5 16K2 a a X X X X X X X X X X X X a XXX) X a X X X A X X X X X X X X X ummary RAM Steel 15.00.00.000 RAM Structural System DataBase: 2018 12 11 King Lasik Ram Model_BDC Response Bentley. Building Code: IBC Steel SG -14 of 18 Page 5/ 12/13/18 13:55:4 Code: AISC 360-10 LRF Joist # 150 151 156 157 158 159 160 161 162 163 Length 20.00 20.00 11.42 11.42 7.25 7.25 11.42 11.42 7.25 7.25 Floor Type: 2nd Standard Joists: Joist # 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 453 454 455 456 457 458 459 460 461 462 463 It k Length 11.42 11.42 11.42 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 WDL WLL WTL Joist 163.4 161.1 324.5 16K2 163.4 161.1 324.5 16K2 143.1 155.6 298.7 16K2 143.1 155.6 298.7 16K2 143.1 155.6 298.7 16K2 143.1 155.6 298.7 16K2 143.1 155.6 298.7 16K2 143.1 155.6 298.7 16K2 143.1 155.6 298.7 16K2 143.1 155.6 298.7 16K2 WDL WLL WTL Joist 586.3 475.0 1061.3 18LH09 586.3 475.0 1061.3 18LH09 586.3 475.0 1061.3 18LH09 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 586.3 475.0 1061.3 18LH09 586.3 475.0 1061.3 18LH09 586.3 475.0 1061.3 18LH09 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 586.3 475.0 1061.3 18LH09 586.3 475.0 1061.3 18LH09 586.3 475.0 1061.3 18LH09 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 18LH07 586.3 475.0 1061.3 18LH09 586.3 475.0 1061.3 18LH09 586.3 475.0 1061.3 18LH09 547.3 443.4 990.7 18LH07 547.3 443.4 990.7 181_1407 547.3 443.4 990.7 18LH07 ummary RAM Steel 15.00.00.000 RAM Structural System DataBase: 2018 12 11_King Lasik Ram Model_BDC Response (Bentley Building Code: IBC Steel SG -15 of 18 Page 6/ 12/13/18 13:55:4 Code: AISC 360-10 LRF Joist # 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 487 488 489 490 491 492 493 494 495 496 497 498 Length 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 18.67 18.67 18.67 11.33 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 11.42 11.42 11.42 7.25 7.25 7.25 11.42 11.42 11.42 7.25 7.25 7.25 WDL WLL 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 586.3 475.0 586.3 475.0 586.3 475.0 547.3 443.4 547.3 443.4 547.3 443.4 566.4 458.9 566.8 459.2 566.8 459.2 566.8 459.2 566.8 459.2 566.8 459.2 566.8 459.2 566.8 459.2 566.8 459.2 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 547.3 443.4 * after Size denotes joist is inadequate. u after Size denotes this size has been assigned by the User. WTL 990.7 990.7 990.7 990.7 990.7 990.7 1061.3 1061.3 1061.3 990.7 990.7 990.7 1025.2 1026.0 1026.0 1026.0 1026.0 1026.0 1026.0 1026.0 1026.0. 990.7 990.7 990.7 990.7 990.7 990.7 990.7 990.7 990.7 990.7 990.7 990.7 Joist 18LH07 18LH07 18LH07 18LH07 18LH07 18LH07 18LH09 18LH09 18LH09 18LH07 18LH07 18LH07 18LH08 18LH08 18LH08 18LH08 18LH08 18LH08 18LH08 18LH08 18LH08 18LH07 18LH07 18LH07 18LH07 18LH07 18LH07 18LH07 18LH07 18LH07 18LH07 18LH07 18LH07 X A A X A A A A A XX X A A A XX A A A A A A X X X X A A XX ravity Column Design ummary RAM Steel 15.00.00.000 RAM Structural System DataBase: 2018 12 11_King Lasik Ram Model_BDC Response rAIBenttey. Building Code: IBC SG -16 of 18 12/13/18 14:12:4 Steel Code: AISC 360-10 LRF Column Line 0.1-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 4.4 2.8 1.6 1 0.13 Eq (H1 -1b) 0.0 46 HSS6X6X1/4 2nd 24.3 3.0 1.7 1 0.20 Eq (H1 -1b) 0.0 46 HSS6X6X1/4 Column Line 0.1-B Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 4.4 2.3 1.2 1 0.11 Eq (H1 -lb) 0.0 46 HSS6X6X1/4 2nd 20.4 2.5 1.3 1 0.16 Eq (H1 -lb) 0.0 46 HSS6X6X1/4 Column Line 1-D Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 5.0 4.7 2.3 1 0.20 Eq (H1 -lb) 0.0 46 HSS6X6X1/4 2nd 37.0 5.1 2.5 1 0.41 Eq (H1 -la) 0.0 46 HSS6X6X1/4 Column Line 1-A Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 5.0 4.7 2.3 1 0.20 Eq (H1 -1b) 0.0 46 HSS6X6X1/4 2nd 37.0 5.1 2.5 1 0.41 Eq (H1 -la) 0.0 46 HSS6X6X1/4 Column Line 2-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 13.8 4.2 2.3 2 0.21 Eq (H1 -lb) 90.0 46 HSS6X6X1/4 2nd 91.5 0.5 1.2 1 0.64 Eq (H1 -la) 90.0 46 HSS6X6X1/4 • Column Line 2-B Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 13.9 4.2 2.3 3 0.22 Eq (H1 -lb) 90.0 46 HSS6X6X1/4 2nd 91.6 0.5 1.2 1 0.64 Eq (H1 -la) 90.0 46 HSS6X6X1/4 Column Line 3-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 17.9 1.6 5.4 4 0.24 Eq (H1 -lb) 0.0 46 HSS6X6X1/4 2nd 114.0 0.0 0.6 1 0.76 Eq (H1 -la) 0.0 46 HSS6X6X1/4 Column Line 3-B Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 18.1 1.6 5.4 2 0.24 Eq (H1 -lb) 0.0 46 HSS6X6X1/4 2nd 114.2 0.0 0.6 1 0.76 Eq (H1 -la) 0.0 46 HSS6X6X1/4 Column Line 4-D Level Roof Pu Mux Muy LC Interaction Eq. Angle Fy Size 9.0 1.1 9.2 4 0.30 Eq (H1 -lb) 0.0 46 HSS6X6X1/4 ravity Column Design ummary SG-17 of 18 . RAM Steel 15.00.00.000 Page 2/ RAM Structural System DataBase: 2018 12 11_King Lasik Ram Model_BDC Response 12/13/18 14:12:4 Bentley Building Code: IBC Steel Code: AISC 360-10 LRF 2nd 66.7 0.0 9.2 1 0.65 Eq (H1 -1a) 0.0 46 HSS6X6X1/4 Column Line 4-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 17.9 1.6 5.4 4 0.24 Eq (H1 -1b) 0.0 46 HSS6X6X1/4 2nd 114.0 0.0 0.6 1 0.76 Eq (H1 -1a) 0.0 46 HSS6X6X1/4 Column Line 4-B Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 18.1 1.6 5.4 2 0.24 Eq (H1 -1b) 0.0 46 HSS6X6X1/4 2nd 114.2 0.0 0.6 1 0.76 Eq (H1 -1a) 0.0 46 HSS6X6X1/4 Column Line 4-A Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 9.0 1.1 9.2 2 0.30 Eq (H1 -lb) 0.0 46 HSS6X6X1/4 2nd 66.7 0.0 9.2 1 0.65 Eq (H1 -1a) 0.0 46 HSS6X6X1/4 Column Line 5-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 17.9 1.6 5.4 4 0.24 Eq (H1 -1b) 0.0 46 HSS6X6X1/4 2nd 114.0 0.0 0.6 1 0.76 Eq (H1 -1a) 0.0 46 HSS6X6X1/4 Column Line 5-B Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 18.1 1.6 5.4 2 0.24 Eq (H1 -lb) 0.0 46 HSS6X6X1/4 2nd 114.2 0.0 0.6 1 0.76 Eq (H1 -la) 0.0 46 HSS6X6X1/4 Column Line 7-D Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 4.8 2.1 4.9 1 0.20 Eq (H1 -lb) 0.0 46 HSS6X6X1/4 2nd 36.6 2.2 5.3 1 0.41 Eq (H1 -1a) 0.0 46 HSS6X6X1/4 Column Line 7-A Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 7.7 1.2 2.2 1 0.11 Eq (H1 -lb) 0.0 46 HSS6X6X1/4 2nd 21.0 1.3 2.4 1 0.17 Eq (H1 -1b) 0.0 46 HSS6X6X1/4 Column Line 7.1-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 8.9 8.4 1.6 1 0.29 Eq (H1 -1b) 0.0 46 HSS6X6X1/4 2nd 53.4 8.9 1.6 1 0.59 Eq (H1 -1a) 0.0 46 HSS6X6X1/4 X X a X X k ) X A. X X X X k X a XX k X X X X X X X X X X X X X Ai. ravity Column Design ummary RAM Steel 15.00.00.000 RAM Structural System DataBase: 2018 12 11_King Lasik Ram Model_BDC Response Benttev Building Code: IBC SG -18 of 18 Page 3/ 12/13/18 14:12:4 Steel Code: AISC 360-10 LRF Column Line 7.1-B Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 8.9 7.7 1.9 1 0.28 Eq (H1 -1b) 0.0 46 HSS6X6X1/4 2nd 52.1 8.1 2.0 1 0.57 Eq (H1 -la) 0.0 46 HSS6X6X1/4 FOUNDATION CALCULATIONS F 1 of 6 r r,vra,hrnu»nlen'amatnennvoreAnnInr All Ginhteooeo.t..rl Thie n,,.., imp M,.,ethe :ne,c,..nesei,,.,chn.ninens, .,..,hn .we in,uhMn...m DCI Prof!! 18011-0121 sheet DC1 Project King Lasik date 8/7/2018 Location Footing F4.0 by GD E n6 I f1 E E R Subject SPREAD FOOTING DESIGN T I Version 8/31/18 Input Bearing Pressure knowable Soil Bearing Pressure= 3000 psf Input Column Geometry Concrete Design Criteria Column ID = Typ Int Concrete Strength (fc) = 4000 psi Col or BasePL, Xc Dimension = 12 in. Rebar Strength, Fy = 60 ksi Col or BasePL, Yc Dimension = 12 in. Rebar Bottom Clear Cover = 3 in. Rebar Side Clear Cover = 2 in. Input Service Loads Dead = 23. kips - Live = 18 kips < K A nput Footing Geometry xc Long, X Dimension = 4.0 ft. Short, Y Dimension = 4.0 ft. Footing Thickness (t) = 12 in. Yc Y Load Cases for Design Ultimate —Y 1.2D+1.6L 57 kips Design Effective Depth Effective Depth (d) = 8.38 in. Allowable 1.0D+1.0L 42 kips Soil Bearing Check dlowable Soil bearing Pressure= 3.0 ksf Flexural Design - X Direction Actual Soil Bearing Stress = 2.8 ksf INPUT Bar Size = #5 Ultimate Soil Bearing Stress = 3.8 ksf INPUT Number of Bars = 4 Required Footing Area = 15 sq. ft. 0= 0.9 Actual Footing Area = 16 sq. ft. OK Single Bar Area = 0.31 sq. in. As Minimum = 1.04 sq. in. As Provided = 1.23 sq. in. OK Beam Shear Design - X Direction Mu = 17 ft -kips 0= 0.75 fMn = 45 ft -kips OK Vu = 12 kips Bar Spacing = 14.7 in. OK 0Vn = 38 kips DCR = 0.38 DCR = 0.32 OK Flexural Design - Y Direction Beam Shear Design - Y Direction INPUT Bar Size = #5 0= 0.75 INPUT Number of Bars = 4 Vu = 12 kips 0= 0.9 0Vn = 38 kips Single Bar Area = 0.31 sq. in. DCR = 0.32 OK As Minimum = 1.04 sq. in. As Provided = 1.23 sq. in. OK Punching Shear Design Mu = 17 ft -kips 0= 0.75 O Mn = 45 ft -kips Vu = 49 kips Bar Spacing (avg) = 14.0 in. OK 0Vn = 130 kips DCR = 0.38 OK DCR = 0.38 OK r r,vra,hrnu»nlen'amatnennvoreAnnInr All Ginhteooeo.t..rl Thie n,,.., imp M,.,ethe :ne,c,..nesei,,.,chn.ninens, .,..,hn .we in,uhMn...m F2of6 a Copyright 0912016 p'Amato Conversano Inc. All Rights Reserved This document and the ideas arsd designs herein may not be used. in whole or in DCIProj# 18011-0121 sheet DC1 I fl E E RS Project Location subject King Lasik Footing F6.0 SPREAD FOOTING DESIGN date by 8/7/2018 GD E fl G Version 8/31/18 Input Bearing Pressure kIlowable Soil Bearing Pressure= 3000 psf Input Column Geometry Concrete Design Criteria Column ID = Typ Int Concrete Strength (Pc) = 4000 psi Col or BasePL, Xc Dimension = 12 in. Rebar Strength, Fy = 60 ksi Col or BasePL, Yc Dimension = 12 in. Rebar Bottom Clear Cover = 3 in. Rebar Side Clear Cover = 2 in. Input Service Loads Dead = 56 kips Live = 33 kips K < > A nput Footing Geometry Xc Long, X Dimension = 6.0 ft. 4 < Short, Y Dimension = 6.0 ft. Footing Thickness (t) = 12 in. Yc Y Load Cases for Design Ultimate —rf 1.2D+1.6L 120 kips Design Effective Depth Effective Depth (d) = 8.38 in. Allowable 1.0D+1.0L 89 kips Soil Bearing Check nowable Soil bearing Pressure= 3.0 ksf Flexural Design - X Direction Actual Soil Bearing Stress = 2.6 ksf INPUT Bar Size = #5 Ultimate Soil Bearing Stress = 3.5 ksf INPUT Number of Bars = 6 Required Footing Area = 32 sq. ft. 0= 0.9 Actual Footing Area = 36 sq. ft. OK Single Bar Area = 0.31 sq. in. As Minimum = 1.56 sq. in. As Provided = 1.84 sq. in. OK Beam Shear Design - X Direction Mu = 66 ft -kips 0= 0.75 fon = 68 ft -kips OK Vu = 38 kips Bar Spacing = 13.6 in. OK f Vn = 57 kips DCR = 0.98 DCR = 0.67 OK Flexural Desiggn - Y Direction Beam Shear Design - Y Direction INPUT ar Size = #5 0= 0.75 INPUT Number of Bars = 6 Vu = 38 kips 0= 0.9 PVn = 57 kips Single Bar Area = 0.31 sq. in. DCR = 0.67 OK As Minimum = 1.56 sq. in. As Provided = 1.84 sq. in. OK Punching Shear Design Mu = 66 ft -kips 0= 0.75 OMn = 68 ft -kips Vu = 117 kips Bar Spacing (avg) = 13.2 in. OK 0Vn = 130 kips DCR = 0.98 OK DCR = 0.90 OK Copyright 0912016 p'Amato Conversano Inc. All Rights Reserved This document and the ideas arsd designs herein may not be used. in whole or in RAM Steel 15.00.00.000 RAM Struuc RAM DataBase:2018 12 11_King Lasik RamModel_BDC Response trucWral System FIBenttey Building Code: IBC ravity o umn 1 esign of 6 12/13/18 13:56:0 Steel Code: AISC 360-10 LRF Story level 2nd, Column Line 5-D, Column # 30 Fy (ksi) = 50.00 Column Size Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: = W14X233 X -Axis Y -Axis Lu (ft) 14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 10.50 10.45 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip -Load Case 1: Dead Live Roof Axial (kip) 3 8.3 8 17.20 5.14 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 76.15 0.90Pnx (kip) = 2941.08 Pu/0.90Pnx = 0.026 0.90Pny (kip) = 2725.95 Pu/0.90Pny = 0.028 CONTROLLING COMBINED COLUMN LOADS - Skip -Load Case 8: Dead Live Axial (kip) 3 8.3 8 14.43 Moments Top Mx (kip -ft) 0.36 1.26 My (kip -ft) -7.54 -5.25 Bot Mx (kip -ft) .0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: Pu (kip) Mux (kip -ft) Muy (kip -ft) Rm Cbx Cmx Pex (kip) Blx 71.70 2.45 17.44 1.00 1.67 0.60 = 30524.30 • 1.00 (1.2DL + 1.6LL + 0.5RF) 0.90*Pn (kip) 0.90*Mnx (kip -ft) 0.90*Mny (kip -ft) INTERACTION EQUATION Pu/0.90*Pn = 0.026 Eq H1 -lb: 0.013 + 0.001 + 0.021 = 0.036 Cmy Pey (kip) Bly - 2725.95 - 1635.00 828.75 0.60 • 11662.11 1.00 Roof 5.14 0.00 0.00 0.00 0.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SCI Bearing Check PROJECT NO: 17011-0121 SHEET: PROJECT: King Lasik DATE: 8/7/2018 SUBJECT: Eccentric Footing Design - Bearing Check BY: GD Mat Depth, d = 1.3 ft pogrom Not to Seale) 0 co .c Overturning Red. = 1.0 Redundancy, p = 1.0 X Applied Moments: 'Mr( = 124 k -ft "Mr, = -124 k -ft +Mxx = 0 k-ff "Mxx = 0 k -ft Section Properties: b = 8.0 ft Stability Check: twau = 18 in LW011= 1.5ft A = 64 sf Sxx = 85 cf Sr, = 85 cf Lateral Load Type: EQ Applied Vertical Loads Load Label Location (ft) DL LL (k) (k) EQ (k) X Y Mat DL 4.00 4.00 12.0 Sall 4.00 4.00 0.0 BG Wall 4.00 4.00 39.0 22.3 31 k 1 478 Total 51.0 22.3 0.0 Load Case: 0.60 D + 0.7 E Allowable Bearing Pressure: 3000 psf RMy+ = E(DL x X) = 204 k -ft RMy- = E(DL x (Lx -X)) = 204 k -ft RMx+ = E(DL x Y) = 204 k -ft RMx- = E(DL x (LrY)) = 204 k -ft Centroid of Load OTMy = 87 k -ft F.S. = 2.11 OTMx = 0 k -ft F.S. = N/A OK N/A X = y E(PaxX) EPa E(Pa x Y ) Eccentricities EPa (7k x Ott) + (Ok x 4 ft) + ... + (0k x Oft; 122.4 ft -k 31k 31k (7k x 4ft) + (Ok x 4 ft) + ... + (Ok x Oft; 122.4 ft -k 31k 31k = 4.0' 4.0' +ey "ey = b 2 b 2 h h 2 Bearing Stress on Soil Mr, Pa "Mr, Pa Mxx Pa "Mxx Pa - 0.0' + 2.8' = 2.8' 2.8' > b/6 = 1.3' , Therefore Outside Middle Third - + -2.8' = -2.8' 2.8' > b/6 = 1.3' , Therefore Outside Middle Third = 0.0' + 0.0' = 0.0' 0.0' < h/6 = 1.3' , Therefore Inside Middle Third 0.0' + 0.0' = 0.0' 0.0` < h/6 = 1.3' , Therefore Inside Middle Third P fbx.Y A + Srv,xx Middle Third If Inside Middle Third MYYxx + Pex,Y If Inside fbx from +Mr, & +Pex fbx from "Mr, & Pex fby from +Mxx & +Pei, fby from "Mxx & "Pey or or or or _ P/h,b fbx.v 3 b,h/2 - 1 ex.v If Outside Middle Third If Outside Middle Third 2 I 4 klf Max Min 31 k 87 ft -k - - 3 ` 4 ft - I-2.8 ft f� 2 ' 4 klf 3 ,.4 ft - 10.Oftf� 2C 4klf ' 64sf * 85 cf 31 k 1 -87 ft -k - 64 sf * 85 cf 31 k 1 478 64 sf* 85 cf 1 psf, 478 psf, 478 psf 478 psf 64 sf 3 85 cf or or or or _ P/h,b fbx.v 3 b,h/2 - 1 ex.v If Outside Middle Third If Outside Middle Third 2 I 4 klf Max Width 2202 psf, 2202 psf, w = 3.5' w = 3.5' - 3 L. Oft - 12.8ft� 2 ' 4 klf . - 3 ` 4 ft - I-2.8 ft f� 2 ' 4 klf 3 ,.4 ft - 10.Oftf� 2C 4klf ' 3 4 ft - 1 0.0 ft. CODY riaht 09/2016 D'Amato Canversano Inc All Riahts Reserved. This document and the ideas and designs herein man not be used in whole nr in F-4 of 6 DCI t= rl G[ rl E E R S UIt Bearing Pressure F-5 of 6 PROJECT NO: 17011-0121 SHEET: PROJECT: King Lasik DATE: 8/7/2018 SUBJECT: Eccentric Footing Design - UIt Bearing Pressure BY: GD A Y Mat Depth, d = 1.3 ft Mxx A (Diagram Not to Scale) ey Redundancy, p = 1.0 Applied Moments: `Myy = 124.2 ft -k } -Myy = -124 ft -k o +Mxx = 0.0 ft -k 00 -Mxx = 0 ft -k .c X Section Properties: b = 8.0 ft Centroid of Load { t„,,011= 18 in Lwa = 1.5 ft A = 64 sf Sxx = 85 cf Syy = 85 cf Lateral Load Type: EQ Applied Vertical Loads Load Label Location (ft) DL LL (k) (k) EQ (k) X Y Mat DL 4.00 4.00 12.0 2 9 klf Soil BG Wall 4.00 4.00 4.00 4.00 0.0 39.0 22.3 2627 psf, Total 51.0 22.3 0.0 Load Case: 1.2 D+ 0.5 L+ 1.0 E X( Pa x X) (12k x 4ft) + (Ok x 4 ft) + ... + (Ok x Oft) x 4.0' EPa 51k 51k - E( Pa x Y) (12k x 4ft) + (Ok x 4 ft) + ... + (Ok x Oft) 204.0 ft -k y 4.0' EPa 51k 51k - 204.0 ft -k Eccentricities x = ey e = b b h h - 2 Bearing Stress on Soil MYY Pa MYY Pa +Mxx Pa Mxx Pa = 0.0' + 1.7 = 1.7' 1.7 > b/6 = 1.3' , Therefore Outside Middle Third - 0.0' + -1.7' = -1.7' 1.7' > b/6 = 1.3' , Therefore Outside Middle Third = 0.0' + 0.0' = 0.0' 0.0' < h/6 = 1.3' , Therefore Inside Middle Third = 0.0' + 0.0' = 0.0' 0.0' < h/6 = 1.3' , Therefore Inside Middle Third P MYY,xx + Pex,y If Inside fbx.y = A + fbx from +Myy & +Pex fbx from -Mr( & -Pex fby from +Mxx & +Pey fby from -Mxx & -Pey SYY,xx Middle Third If Inside Middle Third or or or or 1 P/h,b fbx.y - 3 b,h/2 - I ex.yLL If Outside Middle Third If Outside Middle Third Max Min 72 k 124 ft -k 2627 psf, w = 6.9' 3 Oft - 1 1.7 ft 1, 64sf ± 85cf 2 9 klf 72 kt -124 ft -k 3 4 ft - 1-1.7 ft'- C 2627 psf, 64sf 85cf I ± 64 sf 85 cf = 1130 psf, 1130 psf ± 64 sf 85 cf = 1130 psf, 1130 psf or or or or 1 P/h,b fbx.y - 3 b,h/2 - I ex.yLL If Outside Middle Third If Outside Middle Third Copyright 09!2016 J'Amato Conversano inc. All Rights Reserved. This documeit and the ideas and designs herein may not be used. in whole or in Max Width 2 r 9 klf 2627 psf, w = 6.9' 3 Oft - 1 1.7 ft 1, 2 9 klf 3 4 ft - 1-1.7 ft'- C 2627 psf, w = 6.9' 2 9 klf 3 L 4 ft - 1 0.0 ft f� 2 9 klf 3 L Oft - 1 0.0 ft Copyright 09!2016 J'Amato Conversano inc. All Rights Reserved. This documeit and the ideas and designs herein may not be used. in whole or in SCI Concrete Design PROJECT NO: 17011-0121 SHEET: PROJECT: King Lasik DATE: 8/7/2018 SUBJECT: Eccentric Footing Design - Concrete Design BY: GD Y Mat Depth, d = 1.3 ft Lx. cont Myy 3 1- 1g 0 ai .c X b=8.0ft twall= 18 in Lwall = 1.5 ft Lx,cant = 3.3 ft Ly,cant = 3.3 ft d= 12 in clr cover = 3 In 1 (Diagram Not to scala) Concrete Flexure Design, Y Direction: fy = 60000 psi f'c = 4000 psi ,f= 0.9 6 ,v= 0.75 fb.mmt (Diagram Not to scale) Load Case: 1.2 D+0.5 L + 1.0 E fey+= 1130 psf fby_= 1130 psf Load is Inside Middle Third: Uniform Soil Loading Load is Inside Middle Third: Uniform Soil Loading z Mux = fbv,av x Ly,cant - 6 k-ft/ft 2 Mu.x 4xd As guess 0.12 in2/ft As min = 0.0018 x b x d = 0.32 in2/ff <- Controls 4tMn,x = As fy (d - a/2) = 23 k-ft/ff Concrete Flexure Design, X Direction: fby,moo= 1130 psf fby.cont = 1130 psf fby,av = 1130 psf As,user = 0.44 Int/ft fbx+= 2627 psf fbx = 2627 psf Load is Outside Middle Third: Non -Uniform Loading Load is Outside Middle Third: Non -Uniform Loading x Mu.y= fbY.0V2Lx,cant - 11 k-ft/tt As guess = x�'d - 0.22 in2/ft As min = 0.0018 x h x d = 0.32 in2/ft <- Controls OMn,y = AI fy (d - a/2) = 23 k-ft/ft Beam Shear Design fbx.mox= 2627 psf fbx.cant= 1387 psf fbx.av = 2007 psf As,user = 0.44 in2/ft Vuy = fby„ x (Lycanr- d) 2.5 k/ft Vux = fbx,av x (L5.0001- d) = 4.5 k <- Controls OVc= sx2xIZxbxd = 13.7k/ft > Vu OK Vuy 4 in < d OK x2 x fcxb Punching Shear Design Vu= (bxd - (t wall +d)x(Lwall +d)Ixfb,a„ = 116k bo= (twall+d)x2+(Lwall +d)x2 = 120 in oVc= min( 2+4twall/LwaII,40d/bo, 4)xO1xboxd = 273k > Vu OK ennodnnt nc 7n1fi n'arnatn ''.rnt mc_nr, Inc 61 ain0te Oaorw,l TTie ,Innnm.m ',Atha iAme aM soon, ,.rain nm nne v ue.,I le v.NN. nr in F-6 of 6 CANOPY CALCULATIONS C-1 of 7 C-2of7 C-3of7 '''RISA DJob Nuesigner mber ANE.':'TSRH:'K CC".!oANv Model Name . Company Aug 31, 2018 3:12 PM Checked By. Hot Rolled Steel Properties Label E Iksil G fksi Nu Therm (\1E..Densitv[k/ft.. Yield[ks R Fulksi Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Design Parameters Label Shape Lengthfftl Lb Lbafftl Lcomp to ft Lcomp bot ft L-torou... K Kzz Cb Function 1 M1 C10x15.3 4.5 N1 Y Lbyy -.025 2 N3 N14 N5 Lateral 2 M4 C10x15.3 4.667 N24 N25 Lbyy N23 Y Two Way -.025 Lateral 3 M5 C10x15.3 25.5 Lbyy Lateral 4 M6 C10x15.3 23 Lbyy Lateral 5 M7 HSS6x2x4 4.5 Lbyy Lateral 6 M8 HSS6x2x4 4.5 Lbyy Lateral 7 M9 HSS6x2x4 4.5 Lbyy Lateral 8 M10 HSS6x2x4 4.5 Lbyy Late 9 M11 HSS6x2x4 4.667 Lbyy Lateral 10 M15 HSS6x2x4 4.667 Lbyy Lateral 11 M13 HSS6x2x4 4.667 Lbyy Lateral 12 M14 HSS6x2x4 4.667 Lbyy Lateral 13 M15A HSS6x2x4 4.667 Lbyy Lateral 14 M16 C10x15.3 3.5 Lbyy Lateral 15 M17 C10x15.3 15 Lbyy Lateral 16 M18 C10x15.3 3.5 Lbyy Lateral 17 M20 HSS6x2x4 3.5 Lbyy Lateral 18 M20A C10x15.3 18.333 Lbyy Lateral 19 M21 C10x15.3 21 Lbyy Lateral 20 M20B C10x15.3 15 Lbyy Lateral Member Area Loads (BLC 1: DEAD) Joint A Joint B Joint C Joint D Direction Distribution Maanitudel... 1 N2 N14 N6 N1 Y Two Way -.025 2 N3 N14 N5 N4 Y Two Way -.025 3 N24 N25 N26 N23 Y Two Way -.025 Member Area Loads (BLC 2: SNOW) Joint A Joint B Joint C Joint D Direction Distribution Magnilude[... 1 N2 N1 N6 N14 Y Two Way -.025 2 N14 N3 N4 N5 Y Two Way -.025 3 N24 N23 N26 N25 Y Two Way -.025 RISA -3D Version 16.0.5 [J:\...\...\...\4• Calculations\Canopy\Comer Canopy Model.r3d] Page 1 C-4 of 7 Company . IIIRISA Job NuDesigner mber A ,F ETSCNEK Model Name . Aug 31, 2018 3:12 PM Checked By Basic Load Cases BLC Description Cate X Gray..Y Gray..Z Gray... Joint Point Di 1 DEAD DL -1 4.5 DL 1 3.234 y 3 71.333 2 SNOW SL 1.941 H1 -lb 2 M4 C10x15.3 .073 3 3 3 BLC 1 Transient Area ... None 2 ASCE ASD 2 Yes Y 28.563 107 1 LL 4 BLC 2 Transient Area ... None 21.25 3 .023 21.25 y 107 3.644 96.575 Load Combinations Description So..PDeItaSRSS BLC Fac..BLCFac...BLC Fac ..BLCFac..BLCFac..BLCFac..BLCFac..BLCF 1 ASCE ASD 1 Yes Y 4.5 DL 1 3.234 y 3 71.333 96.575 3.319 28.563 1.941 H1 -lb 2 M4 C10x15.3 .073 0 3 .019 1.847 y 2 ASCE ASD 2 Yes Y 28.563 DL 1 LL 1 LLS 1 21.25 3 .023 21.25 y 3 3.644 96.575 3.319 10.4 1.591 H1 -1b 4 M6 3 ASCE ASD 3 (b)Yes 19.167 Y .026 DL 1 SL 1 SIN 1 -1b 5 M7 HSS6x2.. .155 0 3 .026 0 y 3 68.829 4 ASCE ASD 4 (b)Yes 13.405 Y H1 -lb DL 1 LL .75 LLS .75 SL .75 SLN .75 68.829 92.826 5.991 13.405 1.973 H1-1 b 7 M9 HSS6x2.. .242 Envelope RISC 14th(36O-10): ASD Steel Code Checks Member Shape Code Check Loc ft LC Shear...Loclftl Dir LC Pnc/om.. P 1 M1 C10x15.3 .144 4.5 3 .020 3.234 y 3 71.333 96.575 3.319 28.563 1.941 H1 -lb 2 M4 C10x15.3 .073 0 3 .019 1.847 y 3 69.717 96.575 3.319 28.563 1.801 H1 -1b 3 M5 C10x15.3 .088 21.25 3 .023 21.25 y 3 3.644 96.575 3.319 10.4 1.591 H1 -1b 4 M6 C10x15.3 .083 19.167 3 .026 4.552 y 3 4.479 96.5753.31910.0921.384H1 -1b 5 M7 HSS6x2.. .155 0 3 .026 0 y 3 68.829 92.826 5.991 13.405 2.367 H1 -lb 6 MB HSS6x2.. .202 0 3 .023 0 y 3 68.829 92.826 5.991 13.405 1.973 H1-1 b 7 M9 HSS6x2.. .242 0 3 .026 0 y 3 68.829 92.826 5.991 13.405 1.959 H1-1 b 8 M10 HSS6X2.. .275 0 3 .030 0 y 3 68.829 92.826 5.991 13.405 1.911 H1 -1b 9 M11 HSS6x2.. .246 0 . 3 .031 0 y 3 67.29 92.826 5.991 13.405 2.033 H1-1 b 10 M15 HSS6x2.. .103 0 3 .031 0 y 3 56.476 72.6474.689 10.491 2.468 H1 -1b 11 M13 HSS6x2.. .201 0 3 .032 0 y 3 56.476 72.647 4.689 10.491 2.019 H1-1 b 12 M14 HSS6x2.. .242 0 3 .026 0 y 3 56.476 72.6474.689 10.491 1.873 H1 -1b 13 M15A HSS6X1.. .280 0 3 .031 0 y 3 56.476 72.6474.689 10.491 1.953H1 -1b 14 M16 C10x15.3 .072 0 3 .020 1.422 y 3 80.402 96.575 3.319 28.563 1.731 H1 -1b 15 M17 C10x15.3 .089 10.625 3 .013 14.219 y 3 10.531 96.575 3.319 13.164 1.126 H1 -1b 16 M18 C10x15.3 .072 3.5 3 .020 2.078 y 3 80.402 96.575 3.319 28.563 1.731 H1 -1b 17 M20 HSS6x2.. .121 0 3 .013 0 y 3 77.462 92.826 5.991 13.405 13 H1 -1b 18 M20A C10x15.3 .013 8.976 3 .006 8.976 y 3 7.05 96.575 3.319 13.409 1.438 H1-1 b 19 M21 C10x15.3 .016 14.219 3 .007 9.188 y 3 5.373 96.575 3.319 25.842 3.214 H1-1 b 20 M20B C10x15.3 .047 7.5 3 .009 7.5 y 3 10.531 96.575 3.319 15.181 1.299 H1-1 b RISA -3D Version 16.0.5 [J:\...\...\...\4 Calculations\Canopy\Comer Canopy Model.r3d] Page 2 MEM DCI En Ir%EEAS C-5 of 7 Project No. Mott-OCLt Sheet No. Project KiobfLrtsti Date Subject C► opY By Gib PER- p t. A-�.i , L►t-11- C'A'ST r4' ° i cA .s •t-\ UE V e' tL 7-(ztt3 t,.vtD-T 4 = $ wt,4 et_. -S Ps0 (5 � = 1Z5 fits BSc. _ ?SO (S') = mco t-cPLF 1✓1ct.= 61-6 PLO I_ 2 7-l• -Pt Mss, = l•b to (Au. 3oc k 0444-nt t_st s. e ENS oc- Colv-1 oP`! Mil t 5 / ` = 1. 5 C.w ck- to,. Lot. U fn-tFZ' f'A = "i1-1 PSC- (qL4 p%6Cs) i51- oz - i. -r s P --k- it'trtle Coati50 Dt L - 1.541.10 - 3.1 4c. -- A : -A uµE. kb` DEEP etATs Ih3(p pct_ tis t k.= 19.2 to - LAE -TreE (.. C.e uec too- .ft -ATS M =6001-1) CLi if = (Z-& I0 -La .rt^ -Y (rzoa 1'l -o0 e%t 3Lp t`St S z) lts1 = S. �=bhp_ T !� t P- u 1/ 3%` Tikt ESS "Alp �l2 (Y2) •').3 C DCI enGinEeRs C-6 of 7 Project No. Sheet No. Project Date Subject By pcssi.)04 . QOLV estrZ.M.3P V-eStSTS. Moan e N -C Pte= 3- .7.._-'Y' P^ 31.1- 11--:n IL X ., X O o 0 0 U o c) p 9'.314117)(30L -TS - -b 1440'-T CAEuc- Lli e. PL-a'r- , At - ci? 1 ct r thC")Rct„ c. CIA d --FU w0.E,r_E . c. = Z„ (►4�Su,i. ab� ty s/8" d›-- 0.1 S = 0-1S'Lt.t)CZ"\lsrg0 tttowsi) y ccs•-iS)(z.4') (5/8. ")`s/g"Ciao 1&s1) Lio.5- '2.5.'3 -tccv- 6/s AS -z6 8o�r ci (L -W= _ f, --i 5 (5'-i) (0-) c 5/s ")2 ('iN� 12.4 k > `l.t¢4–Ic. /Ace c -T CNEGt 71. ¢i ,A325- g.GeT a R -v =rt)F, 0.-15 (5i-kt-6 (trA 041 =-�.gsit_ Gt-ask ✓(.1..0%mh, DCI EflGlflEERS Project No. C-7 of 7 Sheet No. • Project Date Subject By CAA t4) t Pi -AI -6 To NbS R 3�v 4- CPL' c 3� (b."7 0-1)00 j tb /ipv.t. 016 d.2 1t_%1K l—1 3 t • o-r5f + ei; : `i la's a a Geotechnical Engineering Geology Environmental Scientists Construction Monitoring 1.. laj . R 'jam' 2D FO COMEea..'i"LIANCE APPROVEC FEB 05 2C1(.1 City of Tukwiie , GUI DING DIVISION GEOTECHNICAL ENGINEERING STUDY UPDATE PROPOSED COMMERCIAL BUILDING 6700 FORT DENT WAY TUKWILA, WASHINGTON ES -3511.01 18Q PREPARED FOR KING LASIK September 25, 2017 Bogdan S. Tirtu, G.I.T. Staff Geologist Kyfe R. Campbell, P.E. Principal Engineer n ,4,"., '�, �' 5334 "41, tra Henry T. Wright, P.E. Senior Project Engineer GEOTECHNICAL ENGINEERING STUDY UPDATE PROPOSED COMMERCIAL BUILDING 6700 FORT DENT WAY TUKWILA, WASHINGTON ES -3511.01 Earth Solutions NW, LLC 1805 — 136th Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: 425-449-47041 Fax: 425-449-4711 www.earthsolutionsnw.com Impurtat Information About Your Geotechnical Engineering Report Subsurface problems are a principal cause of construction delays, cost overruns claims, and disputes. The following information is provided to help you manage your risks. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you —should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on A Unique Set of Project -Specific Factors Geotechnical engineers consider a number of unique, project -specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes—even minor ones—and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do .not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is stili reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly— from those indicated in your report. Retaining the geotechnical engineer who developed your report to provi I,. construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated condRions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE-Member Geotechnciai Engineer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information. ASFE The Best People en Earth 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile. 301/589-2017 e-mail: info@asfe.org www.asie.org Copyright 2004 by ASFE, inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpfing,, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGER06045.0M September 25, 2017 ES -3511.01 King Lasik 900 Southwest 16th Street Renton, Washington 98057 Attention: Mr. Christian Monea Dear Mr. Monea: • Earth 'Solutions NW«< Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Updated Geotechnical Engineering Study, Proposed Commercial Building, 6700 Fort Dent Way, Tukwila, Washington". Based on the results of our study, construction of the proposed two-story medical office building at the subject site is feasible from a geotechnical standpoint. Based on the results of our study, the proposed structure can be supported on a conventional foundation system bearing on competent native soil, recompacted native soil, or structural fill. Competent soils suitable for support of foundations should be encountered at depths of about one and one-half to three feet below the existing ground surface (bgs) at the proposed building location. Slab -on -grade floors should be supported on dense native soil, re -compacted native soil, or structural fill. Where loose, organic or other unsuitable materials are encountered at or below the footing subgrade elevation, the material should be removed and replaced with structural fill, as necessary. This report provides recommendations for foundation subgrade preparation, foundation and retaining wall design parameters, drainage, the suitability of the on-site soils for use as structural fill, and other geotechnical recommendations. The opportunity to be of service to you is appreciated. If you have any questions regarding the content of this geotechnical engineering study, please call. Sincerely, EARTH SOLUTIONS NW, LLC B,fr7 ogdan S. u, G.I.T. Staff Geologist 1805 - 136th Place N.E., Suite 201 • Bellevue, WA 93005 • (425) 449-4704 • FAX (425) 449-4711 Table of Contents ES -3511.01 PAGE INTRODUCTION 1 General 1 Project Description 2 SITE CONDITIONS 2 Surface 2 Subsurface 2 Topsoil and Fill 2 Native Soil 3 Geologic Setting 3 Groundwater 3 Environmentally Sensitive Areas Assessment 3 Liquefaction Hazard 3 Potential Geologic Instability Designation 4 DISCUSSION AND RECOMMENDATIONS 5 General 5 Site Preparation and Earthwork 5 Temporary Erosion Control 5 Stripping 6 In-situ and Imported Soils 6 Subgrade Preparation 6 Structural Fill 7 Excavations and Slopes 7 Foundations 7 Seismic Design 8 Liquefaction Susceptibility 8 Slab -on -Grade Floors 9 Retaining Walls 9 Drainage 10 Infiltration Evaluation 10 Preliminary Stormtech Chamber Design 10 Utility Support and Trench Backfill 11 Pavement Sections 11 LIMITATIONS 12 Additional Services 12 Earth Solutions NW, LLC Table of Contents Continued ES -3511.01 GRAPHICS Plate 1 Vicinity Map Plate 2 Boring Location Plan Plate 3 Retaining Wall Drainage Detail Plate 4 Footing Drain Detail APPENDICES Appendix A Subsurface Exploration Boring Logs Appendix B Laboratory Test Results Grain Size Distribution Earth Solutions NW, LLC GEOTECHNICAL ENGINEERING STUDY UPDATE PROPOSED COMMERCIAL BUILDING 6700 FORT DENT WAY TUKWILA, WASHINGTON ES -3511.01 INTRODUCTION General This updated geotechnical engineering study was prepared for the proposed two-story medical office building to be constructed northeast of the intersection of Fort Dent Way and Interurban Avenue South in Tukwila, Washington. The approximate location of the subject property is depicted on the Vicinity Map (Plate 1). Our scope of services for completing this geotechnical engineering study included the following: • Subsurface exploration and characterization of soil and groundwater conditions by advancing two borings throughout accessible locations of the property; • Laboratory testing of soil samples obtained during subsurface exploration; • Engineering analyses and recommendations for the proposed development, and; • Preparing this report. The following documents were reviewed as part of preparing this geotechnical engineering study: • Geotechnical Engineering Study, prepared by ESNW, dated September 18, 2014; • Geologic Map of the Renton Quadrangle, Washington, prepared by Donald R. Mullineaux, dated 1965; • Liquefaction Susceptibility of the Renton Quadrangle, prepared by Stephen P. Palmer, Henry W. Schasse, and David K. Norman, dated 1994; • Web Soil Survey (WSS) online resource, maintained by the Natural Resources Conservation Service (NRCS) under the United States Department of Agriculture (USDA); • Tukwila Municipal Code (TMC), updated July 2016; • Sensitive Areas Map, maintained by the City of Tukwila; • Stormtech Chamber Systems for Stormwater Management, prepared by Stormtech; • Site Plan, prepared by Barghausen Consulting Engineers, Inc., dated April 17, 2017, and; • Preliminary Foundation Loads for Coordination, prepared by Craft Architects, dated May 5, 2017. Earth Solutions NW, LLC King Lasik September 25, 2017 ES -3511.01 Page 2 Project Description A two-story medical office building and associated parking areas will be constructed at the subject site. We anticipate grading activities to include cuts and fills to establish the planned building alignment. Based on the existing grades, we estimate minimal grading with fills of less than one foot will be required for a majority of the site, with exception to the proposed Stormtech chambers (chambers) which may require cuts up to 15 feet. However, grading plans were not available at the time this report was prepared; if fills of more than one foot are proposed throughout the proposed building pad area, ESNW should review and revise recommendations. According to the referenced preliminary foundation plans, the medical office building will be constructed on conventional spread and perimeter footings. Spread footings are spaced approximately 20 feet apart and will feature column Toads of up to 60 to 70 kips. Perimeter wall loads will be on the order of up to 1 kip per lineal foot. If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations in this report. Heavier building Toads could result in major changes to the following recommendations. ESNW should review the final design to confirm that our geotechnical recommendations have been incorporated into the final design. SITE CONDITIONS Surface The subject site is located northeast of the intersection of Fort Dent Way and Interurban Avenue South in Tukwila, Washington. The site consists of a single tax parcel (King County parcel no: 295490-0420) covering approximately 1.14 acres of land area. The property is currently undeveloped and consists primarily of field grass and lightly forested land. The site is relatively level. The subject site is bordered to the north by Green River, to the east by an office complex, to the south by Fort Dent Way, and to the west by Interurban Avenue South. The boring locations plan (Plate 2) illustrated the approximate limits of the property. Subsurface As part of the subsurface exploration, two borings were advanced within the proposed building and parking footprint on August 3, 2017 for purposes of assessing soil and groundwater conditions. The log of a prior boring drilled on August 2, 2014 was also reviewed. Borings were advanced to depths of 31.5 to 41.5 feet bgs. Please refer to the boring Togs provided in Appendix A for a more detailed description of the subsurface conditions. Topsoil and Fill In general, topsoil was visually encountered within the upper six to eight inches at the test pit locations. The topsoil was characterized by Tight brown color, the presence of fine organic material, and small root intrusions. Based on our field observations, we estimate topsoil will be encountered with an average thickness of six to eight inches across the site. Earth Solutions NW, LLC King Lasik September 25, 2017 ES -3511.01 Page.3 Fill was encountered at all boring locations. The fill was classified chiefly as silty sand with gravel and characterized by brown color, the presence of fine organic material, and crushed rock. We anticipate fill deposits on-site to extend to approximately three feet bgs. Native Soil Underlying topsoil, native soils were encountered primarily as medium dense, silty sand and sandy silt (USCS: SM and ML) within the upper 12 to 14 feet, transitioning into loose silty sand, sandy silt, and lean clay (USCS: SM, ML, and CL) at depth; medium dense to dense poorly graded sand was encountered below approximately 35 feet bgs. In general, native soils were observed primarily in a wet condition, extending to the maximum exploration depth of approximately 41.5 feet bgs. Geologic Setting According to the referenced geologic map, the majority of the site is underlain by alluvium (Qaw) deposits with Renton formation (Tr) bedrock mapped directly west of the site. The referenced web soil survey indicated that the site is underlain by Newberg silt loam soils (Map unit: Ng). These soils are associated with alluvium deposited within flood plains. The map resource defines alluvium deposits as chiefly sand, silt, and clay deposited by the White and Green rivers before diversion of the White River to the south in 1906. Based on our field observations, native soils likely to be exposed during grading activities are anticipated to reflect the geologic setting of alluvium deposits as outlined in this section. Groundwater A uniformly established groundwater table was encountered during our fieldwork at depths of approximately 16 feet bgs during our August 2017 exploration. Discrete zones of groundwater seepage should be expected in excavations; however, we do not anticipate the proposed development to be impacted by the local groundwater table. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater elevations and flow rates are higher during the wetter winter months. Environmentally Sensitive Areas Assessment In completion of this preliminary geotechnical engineering study, we reviewed the environmentally sensitive areas section of the TMC and available sensitive areas mapping. Liquefaction Hazard As stated in the TMC, sites with maximum considered spectral response accelerations at short periods (Ss) greater than .5g, as determined by the IBC, shall provide a study for liquefaction potential. The U.S. seismic design map, in accordance with the 2012/2015 IBC, indicates that the site has spectral response acceleration at short periods (Ss) of 1.457g. Earth Solutions NW, LLC King Lasik September 25, 2017 ES -3511.01 Page 4 Liquefaction is a phenomenon where saturated and loose soils suddenly lose internal strength and behave as a fluid. This behavior is in response to soil grain contraction and increased pore water pressures resulting from an earthquake or other intense ground shaking. Our field exploration indicates the site is underlain by medium dense silty sands and sandy silts within the upper 12 to 14 feet, transitioning into loose silty sands, and sandy silts with depth. A uniformly established groundwater table was encountered at a depth of 16 feet bgs during our August, 2017 exploration. In our opinion, the site presents moderate susceptibility to liquefaction -induced settlement during a seismic event. Please refer to the Liquefaction Susceptibility section of this report. Potential Geologic Instability Designation The TMC defines areas of potential geologic instability as follows: 1. Class 1 areas, where landslide potential is low, and which slope is less than 15 percent; 2. Class 2 areas, where landslide potential is moderate, which slope is between 15 percent and 40 percent, and which are underlain by relatively permeable soils; 3. Class 3 areas, where landslide potential is high, which includes areas sloping between 15 percent and 40 percent, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40 percent; 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope. Based on the above designation criteria, and the referenced sensitive areas maps, the site features areas in the northwest corner which have slope classifications of 2 to 4. Topographic maps of the subject property indicate that gradients in the northwestern portion of the site, abutting the Green river, range from 25 to 40 percent with average gradients of about 33 percent. A 35 foot ordinary high water mark (OHWM) setback has been incorporated into the plans and extends past the top of the slope. A proposed retaining wall will accommodate gradation change from the northwestern slope to the parking area. In our opinion, the OHWM buffer is adequate for protecting the geologic instability functions and values. In this respect, no additional geologic hazard area buffer is required. Earth Solutions NW, LLC King Lasik September 25, 2017 DISCUSSION AND RECOMMENDATIONS General ES -3511.01 Page 5 Based on the results of our study, in our opinion, construction of the proposed two-story medical office building at the subject site is feasible from a geotechnical standpoint. The primary geotechnical considerations associated with the proposed development include foundation support, temporary excavations, retaining walls, and the suitability of the on-site soils for use as structural fill. The proposed structure can be supported on conventional spread and continuous foundations bearing on competent native soil, recompacted native soil, or structural fill. Competent soils suitable for support of foundations should be encountered at depths of approximately one and one-half to three feet bgs. Slab -on -grade floors should be supported on dense native soil, re - compacted native soil, or structural fill. Organic material exposed at subgrade elevations must be removed below design elevation and grades restored with structural fill. Where loose, organic or other unsuitable materials are encountered at or below footing subgrade elevations, the material should be removed and replaced with structural fill, as necessary. If loose alluvium soils are encountered at or below the footing subgrade elevations, ESNW should be contacted to provide additional recommendations. This study has been prepared for the exclusive use of King Lasik and their representatives. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in the area. Site Preparation and Earthwork Initial site preparation activities will consist of installing temporary erosion control measures, establishing grading limits, and performing clearing and site stripping. Subsequent earthwork activities will involve mass site grading and related infrastructure improvements. Based on the referenced site plan and given existing topography, we anticipate grading for the project will involve minimal grading with fills of less than one foot to establish building pad, paved parking, and foundation subgrade elevations. However, larger cuts up to 15 feet may be necessary for the proposed chambers. Temporary Erosion Control Temporary construction entrances consisting of at least six inches of quarry spalls can be considered in order to minimize off-site soil tracking and to provide a temporary road surface. Silt fences should be placed along the margins of the property. Erosion control measures such as swales, temporary ponds, and straw wattles may be necessary to control surface water. Soil stockpiles and temporary excavation slopes should be protected as necessary to minimize erosion. Earth Solutions NW, LLC King Lasik September 25, 2017 ES -3511.01 Page 6 Stripping In general, topsoil was visually encountered within the upper six to eight inches at the test pit locations. ESNW should be retained to observe site stripping activities at the time of construction so that the degree of required stripping may be assessed. Over -stripping should be avoided, as it is unnecessary and may result in increased project development costs. Topsoil and organic -rich soil is neither suitable for foundation support nor for use as structural fill. Topsoil and organic -rich soil may be used in non-structural areas, if desired. In-situ and Imported Soils From a geotechnical standpoint, native soils will be difficult for use as structural fill due to the highly moisture sensitive nature of the soils. Successful use of the on-site soils will largely be dictated by the moisture content of the soils at the time of placement and compaction. Based on the conditions encountered during our fieldwork, the site soils have a high sensitivity to moisture. During periods of dry weather, the native soils may be suitable for use as structural fill, provided the moisture content is at or near the optimum level at the time of placement. We recommend utilizing a sheep's foot drum roller for compaction of the fine- grained native soils. Successful placement and compaction of native soils during periods of precipitation will be difficult. If native soils cannot be successfully compacted, the use of an imported soil may be necessary. Imported soil intended for use as structural fill should consist of a well -graded granular soil with a moisture content that is at or near the optimum level. During wet weather conditions, imported soil intended for use as structural fill should consist of a well -graded granular soil with a fines content of 5 percent or Tess defined as the percent passing the Number 200 sieve, based on the minus three-quarter inch fraction. If grading takes place during the wetter winter months, a contingency in the project budget should be included to allow for export of native soil and import of structural fill. Subgrade Preparation Following site stripping, cuts and fills will be necessary to establish the proposed subgrade elevations across the site. ESNW should observe the subgrade during initial site preparation activities to confirm soil conditions and to provide supplementary recommendations for subgrade preparation. The following guidelines for preparing building subgrade areas should be incorporated into the final design: • Recompact, or overexcavate and replace, areas of existing fill (if present) exposed at building subgrade elevations. ESNW should confirm subgrade conditions and the required level of recompaction, or overexcavation and replacement, during site preparation activities. Overexcavations should extend into competent native soils, and structural fill should be utilized to restore subgrade as necessary. • The slab subgrade should be uniformly compacted to a dense and unyielding condition • ESNW should confirm the overall suitability of prepared subgrade areas following site preparation activities, and prior to placement of formwork. Earth Solutions NW, LLC King Lasik September 25, 2017 Structural Fill ES -3511.01 Page.7 Structural fill is defined as compacted soil placed in foundation, slab -on -grade, and roadway areas. Fills placed to construct permanent slopes and throughout retaining wall and utility trench backfill areas are also considered structural fill. Soils placed in structural areas should be placed in loose lifts of 12 inches or less and compacted to a relative compaction of 90 percent, based on the laboratory maximum dry density as determined by the Modified Proctor Method (ASTM D-1557). For soil placed in utility trenches underlying structural areas, compaction requirements are dictated by the local city, county, or utility district, and in general are specified as 95 percent relative compaction. The upper 24 inches of foundation subgrade and the upper 12 inches of slab -on -grade and pavement subgrade areas should be compacted to a relative compaction of at least 95 percent. Excavations and Stopes Excavation activities are likely to expose loose to medium dense soils. Provided appropriate methods of sloping and shoring (as necessary) for the excavations are incorporated into the design and construction, overall stability of site excavations is anticipated to be good. Based on the soil conditions observed at the test pit locations, the following allowable temporary slope inclinations, as a function of horizontal to vertical (H:V) inclination, may be used. The applicable Federal Occupation Safety and Health Administration (OSHA) and Washington Industrial Safety and Health Act (WISHA) soil classifications are also provided: • Medium dense soil 1H:1V (Type B) • Areas containing groundwater seepage 1.5H:1V (Type C) Permanent slopes should be planted with vegetation to enhance stability and to minimize erosion, and should maintain a gradient of 2H:1V or flatter. The presence of perched groundwater may cause localized sloughing of temporary slopes due to excess seepage forces. An ESNW representative should observe temporary and permanent slopes to confirm the slope inclinations are suitable for the exposed soil conditions and to provide additional excavation and slope recommendations as necessary. If the recommended temporary slope inclinations cannot be achieved, temporary shoring may be necessary to support excavations. Foundations In our opinion, the proposed structure may be constructed on conventional continuous and spread footing foundations bearing upon competent native soil, recompacted native soil, or new structural fill. In general, competent native soil suitable for support of foundations will likely be encountered within the upper one and one-half to three feet of existing grades. Where loose or unsuitable soil conditions are exposed at foundation subgrade elevations, compaction of soils to the specifications of structural fill, or overexcavation and replacement with suitable structural fill, will be necessary. Earth Solutions NW, LLC King Lasik September 25, 2017 ES -3511.01 Page 8 Provided the foundations will be supported as prescribed, the following parameters may be used for design: • Allowable soil bearing capacity 3,000 psf • Passive earth pressure 300 pcf (equivalent fluid) • Coefficient of friction 0.40 A one-third increase in the allowable soil bearing capacity may be assumed for short-term wind and seismic loading conditions. The above passive earth pressure and friction values include a factor -of -safety of 1.5. With structural loading as expected, from static Toads, total settlement in the range of one -and -one-half inches is anticipated, with differential settlement of about one inch over the length of the building. The majority of settlement should occur during construction, as dead loads are applied. Seismic Design The 2015 International Building Code (IBC) recognizes the American Society of Civil Engineers (ASCE) for seismic site class definitions. In accordance with Table 20.3-1 of the ASCE Minimum Design Loads for Buildings and Other Structures manual, Site Class D should be used for design. Liquefaction Susceptibility Based on the referenced liquefaction susceptibility map, the easterly and northerly portions of the site have a high susceptibility to liquefaction and the westerly portion of the site has a low to nil susceptibility to liquefaction. Based on the soil conditions observed at the boring locations, in our opinion, the proposed building footprint of the site has a moderate susceptibility to liquefaction. If liquefaction occurs, in our opinion, it would be limited to discrete soil layers at depths of 12 feet or more below the bottom of the building foundations. This opinion is based off of the relative density of the native soils in the upper 12 to 14 feet and the relative distance of the foundation footings to the groundwater table. In the event of a large earthquake, the northwestern section of the site which abuts the Green river may be susceptible to lateral spreading. Lateral spreading is the lateral displacement of liquefied (loose and saturated) soils that occurs during an earthquake or other intense ground shaking. Lateral spreading is potentially present near slopes or free faces and results in generally horizontal movement of those non -liquefied soils above liquefied soils. Anticipated lateral spreading (if occurs) would generally be concentrated near and along the river banks. However, it is our opinion that the building is setback far enough from the river bank that the risk of lateral spreading affecting the building may be considered low. Earth Solutions NW, LLC King Lasik September 25, 2017 ES -3511.01 Page.9 Slab -on -Grade Floors Slab -on -grade floors for the proposed medical office should be supported on well -compacted, firm and unyielding subgrades. Where feasible, native soils exposed at the slab -on -grade subgrade levels can likely be compacted in-situ to the specifications of structural fill. Unstable or yielding subgrade areas should be recompacted, or overexcavated and replaced with suitable structural fill, prior to slab construction. A capillary break consisting of a minimum of four inches of free -draining crushed rock or gravel should be placed below the slabs. The free -draining material should have a fines content of 5 percent or Tess (where the fines content is defined as the percent passing the Number 200 sieve, based on the minus three -quarter -inch fraction). In areas where slab moisture is undesirable, installation of vapor barriers below the slabs should be considered. If a vapor barrier is to be utilized, it should be a material specifically intended for use as a vapor barrier and should be installed per the specifications of the manufacturer. Retaining Wails Retaining walls must be designed to resist earth pressures and applicable surcharge Toads. The following parameters may be used for design: • Active earth pressure (yielding condition) 35 pcf (equivalent fluid) • At -rest earth pressure (restrained condition) 55 pcf • Traffic surcharge* (passenger vehicles) 70 psf (rectangular distribution) • Passive earth pressure 300 pcf (equivalent fluid) • Coefficient of friction 0.40 • Seismic surcharge 6H psf'** * Where applicable ** Where H equals the retained height (in feet) The above design parameters are based on a level backfill condition and level grade at the wall toe. Revised design values will be necessary if sloping grades are to be used above or below retaining walls. Additional surcharge loading from adjacent foundations, sloped backfill, or other relevant Toads should be included in the retaining wall design. Retaining walls should be backfilled with free -draining material that extends along the height of the wall and a distance of at least 18 inches behind the wall. The upper 12 inches of the wall backfill may consist of a less permeable soil, if desired. A perforated drainpipe should be placed along the base of the wall and connected to an approved discharge location. A typical retaining wall drainage detail is provided on Plate 3. If drainage is not provided, hydrostatic pressures should be included in the wall design. Earth Solutions NW, LLC King Lasik September 25, 2017 Drainage ES -3511.01 Page 10 Discrete zones of perched groundwater seepage should be anticipated in site excavations depending on the time of year grading operations take place, particularly within deeper excavations for utilities. Temporary measures to control surface water runoff and groundwater during construction would likely involve interceptor trenches and sumps. ESNW should be consulted during preliminary grading to identify areas of seepage and to provide recommendations to reduce the potential for instability related to seepage effects. Finish grades must be designed to direct surface water away from structures and slopes. Water must not be allowed to pond adjacent to structures or slopes. In our opinion, foundation drains should be installed along building perimeter footings. A typical foundation drain detail is provided on Plate 4. Infiltration Evaluation As indicated in the Subsurface section of this report, native soils encountered during our fieldwork were characterized primarily as loose to medium dense fine-grained alluvium. Fines contents ranged from 71 to 85 percent at tested locations. From a geotechnical standpoint, it is our opinion that native soils should not be considered feasible for infiltration facility design. A uniformly established water table was encountered at depth, and the site presents a moderate liquefaction hazard which may be elevated if infiltration is incorporated. As necessary, ESNW can provide further evaluation of, and recommendations for, stormwater flow control BMPs upon request. Preliminary Stormtech Chamber Design We understand a stormtech chamber (chamber) will likely be constructed within the northwestern side of the site. We anticipate that grade cuts of about 8 to 15 feet will be necessary to achieve the subgrade elevation of the chamber foundation. Based on our field observations, grade cuts for the chamber is likely to expose loose to medium dense, undisturbed alluvium deposits. Per the referenced chamber design manual, ADS geosynthetics non -woven geotextile or equivalent should be placed against chamber excavations to bridge the native cut from the chamber backfill. The chambers should sit atop a minimum of six inches of clean, crushed, angular rock. The same material should be used for backfill between and above chambers. ESNW should observe grading operations for the chambers. If the soil conditions encountered during construction differ from those anticipated, supplementary recommendations may be provided. Earth Solutions NW, LLC King Lasik September 25, 2017 ES -3511.01 Page 11 Utility Support and Trench Backfill In our opinion, native soils may generally be suitable for support of utilities. Organic -rich and unstable native soils are not considered suitable for direct support of utilities and may require removal at utility grades if encountered. Remedial measures, such as overexcavation and replacement with structural fill and/or installation of geotextile fabric and rock, may be necessary in some areas to provide support for utilities. Groundwater is likely to be encountered within utility excavations, and caving of trench walls may occur where groundwater is encountered. Temporary construction dewatering, as well as temporary trench shoring, may be necessary during utility excavation and installation as conditions warrant. Native soils may be difficult for use as structural backfill throughout utility trench excavations. Structural trench backfill should not be placed dry of the optimum moisture content. Each section of the site utility lines must be adequately supported in appropriate bedding material. Utility trench backfill should be placed and compacted to the specifications of structural fill as previously detailed in this report, or to the applicable specifications of the City of Tukwila or other responsible jurisdiction or agency. Pavement Sections The performance of site pavements is largely related to the condition of the underlying subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be compacted to the specifications previously detailed in this report. Soft, wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Areas containing unsuitable or yielding subgrade conditions will require remedial measures, such as overexcavation and/or placement of thicker crushed rock or structural fill sections, prior to pavement. We anticipate new pavement sections will be subjected primarily to passenger vehicle traffic. For lightly loaded pavement areas subjected primarily to passenger vehicles, the following preliminary pavement sections may be considered: • A minimum of two inches of hot mix asphalt (HMA) placed over four inches of crushed rock base (CRB), or; • A minimum of two inches of HMA placed over three inches of asphalt -treated base (ATB). Heavier truck -traffic areas generally require thicker pavement sections depending on site usage, pavement life expectancy, and site traffic. For preliminary design purposes, the following pavement sections for heavy traffic areas can be considered: • Three inches of HMA placed over six inches of CRB, or; • Three inches of HMA placed over four and one-half inches of ATB. The HMA, CRB and ATB materials should conform to WSDOT specifications. City of Tukwila pavement standards may supersede the recommendations provided in this report. Earth Solutions NW, LLC King Lasik September 25, 2017 LIMITATIONS ES -3511.01 Page 12 The recommendations and conclusions provided in this preliminary geotechnical engineering study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the boring locations may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this preliminary geotechnical engineering study if variations are encountered. Additional Services ESNW should have an opportunity to review the final design with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services during construction. Earth Solutions NW, LLC Reference: King Map By Rand 32nd I NOTE: responsible resulting I I.r S :'i..i'Ih- 'j �.- . 5 .' F X t •r i. .., a l'. cl i1Ir— 5 s.1 ,.. MI r #r. hatlyn r r i.r. 1f.1:.-1,341 l:.�r<t 0riGx (nkMJ ! j f _11'R- . .-.7 144.T14— ;Tt . _ a•1 v,an. _ ai Ari ,... :fy>• Ss s'sx w i1z� r 4 ' �. k 5 _k-. -� :, 1 N.R �f 1 . IC 7SFn LL # !/ 1 � 1 ie� '. - , � ,$.-! •r ': t , All S dill, 1 i .i.:.1 •y, s -..w ".4110.$ r''' yr 4 , •$1 M , r ' . ail r a K:44 :lid' s", p L x ; "SIT i"1 tf1 Q IA TtOMPKWY ;MI . 1 eV,' 9.r,i —G -••• C, . i. .- 1t 7. •* S 'J • 1 cru[r "- , P i '''''t % r' r�r4 a a atw+ it s L +' rP�i' ^}`fit • I 1. 7'. r.r ./ .1, P1.AP = ,i',..7.... y , • 4•, iHiCF n., OA Wt....! ',FA `,i; ,1 brrr s+�i sj �. $ �r tir i! {( v k- .76."'N.'". _7 -" .L� 1. . i1'fi ,JON 1 11 nl" ', •- w -c • :- . r: [ f M 6^ s -• ` t : • i, .•. aft :, :i Id , t T. .. - v yj - : f. a.ir* 74 NORTH County, Washington 655 The Thomas Guide McNaIIyilr Edition This plate may contain areas of color. ESNW cannot be for any subsequent misinterpretation of the information from black & white reproductions of this plate. " Earth ` t) ti ions NWuc Solutions NtWilc , {I 14-1^,, instruction Monitoring , :14741,194'. t l Sciences Vicinity Map King Lasik Building Tukwila, Washington Drwn. MRS Date 08/14/2017 Proj. No. 3511.01 Checked BST Date Aug.017 g Plate 1 / , LEGEND B-1011 Approximate Location of — • — ESNW Boring, Proj. No. I ES -3511.01, Aug. 2017 Approximate Location of ESNW Boring, Proj. No. ES -3511, Aug. 2014 Subject Site Proposed Building Proposed Stormtech Chamber NOTE: The graphics shown on this plate are not intended for design purposes or precise scale measurements, but only to illustrate the approximate test locations relative to the approximate locations of existing and / or proposed site features. The information illustrated is largely based on data provided by the client at the time of our study. ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. NORTH 0 40 80 160 1"=80' Scale in Feet Construction Monitoring ronmental>Sciences Boring Location Plan King Lasik Building Tukwila, Washington Drwn. MRS Date 08/14/2017 Proj. No. 3511.01 Checked BST Date Aug. 2017 Plate 2 18" Min. // // NOTES: O O 0 O O 0 O. O 000 0 0° 0 m o 4 o ao 0 000 ° 0 °°0 0 ° o °000 °oo ° O o° 0 0 O O O o O 0 0 O ° 0 ° O °o° 00 .00 °0 0 o. 06' O O 0 O 0 0 O O O 0° 00000 00 00 000 ° ° °° o ° 00 00 00 O O 00O O 0 00 O 0 0 °° O 0° ° 0' 0 c 00 0 ° 00 0 O 0^ 00000.00 00 O ° g O 0 ° 0 '09, °0 % ° /°o 00p0 °00 0 00 °0 0'-'0 • 00 • -o 00 0 0 0 0 00 0 0 O 0 0 O 00 0 0 0 00 o O 0 6 OO 0 e °° ° 0 0° 0 Oo ° .0 0 0 ti•ti L•ti / / r•r•r r•r %• ti' L• // • Free Draining Backfill should consist of soil having less than 5 percent fines. Percent passing #4 should be 25 to 75 percent. • Sheet Drain may be feasible in lieu of Free Draining Backfill, per ESNW recommendations. • Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1" Drain Rock. 0 000 0 0 00 0 0 0 0 '0:0:e7;4,, %•%•%•e • e LL• LEGEND: Free Draining Structural Backfill 1 inch Drain Rock _ Structural Fill Perforated Drain Pipe (Surround In Drain Rock) SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING arth Solutions NWa nicalEngineering, Construction Monitoring aridEnvironmentalSciences RETAINING WALL DRAINAGE DETAIL King Lasik Building Tukwila, Washington Drwn. MRS Date 08/15/2017 Proj. No. 3511.01 Checked BST Date Aug. 2017 Plate 3 Perforated Rigid Drain Pipe (Surround with 1" Rock) NOTES: e Do NOT tie roof downspouts to Footing Drain. • Surface Seal to consist of 12" of Tess permeable, suitable soil. Slope away from building. r•r•r.r•r L!ti!ti!L!ti! LEGEND: Surface Seal; native soil or other low permeability material. 1" Drain Rock SCHEMATIC ONLY - NIOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Solutions NW LLC -arch Soluti 'Co l ns NWLLC struction Monitoring Sciences eotecfi cal Engineering iir Environmental FOOTING DRAIN DETAIL King Lasik Building Tukwila, Washington Drwn. MRS Date 08/15/2017 Proj. No. 3511.01 Checked BST Date Aug. 2017 Plate 4 Appendix A Subsurface Exploration ES -3511.01 The subsurface conditions at the site were evaluated on August 3, 2017 and August 2, 2014 using a drilling rig and operator retained by our firm. The approximate locations of the borings are illustrated on Plate 2 of this report. The boring Togs are provided in this Appendix. The borings were advanced to a maximum depth of approximately 41.5 feet bgs. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Solutions NW, LLC Earth Solutions NWLLC SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVELS (LITTLE OR NO FINES) 0. ' b�. 10 bilkbil 14.' .• /� ii, GW WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES °6�°ay )p pOo yO 0 oO PC a GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) )0; j o pO IS oI �°C 01 C)' 11 Q GM SILTY GRAVELS, GRAVEL -SAND - SILT MIXTURES �`4•��,O✓ J 4I"0 ! Earth Solutions NW BORING NUMBER B-101 L.1 rth 1805 -136th Place N.E., Suite 201 Soiutiutl,` Bellevue, Washington 98005 PAGE 1 OF 2 PS/Wm Telephone: 425-449-4704 * - Fax: 425-449-4711 CLIENT Knq.Lasik PROJECT NAME King Lasik Building PROJECT NUMBER ES -3511,01 PROJECT LOCATION Tukwila, Washington DATE STARTED 813/17 COMPLETED 8/3/17 GROUND ELEVATION 36 ft HOLE SIZE DRILLING CONTRACTOR Boretecl , Inc. GROUND WATER LEVELS: DRILLING METHOD HSA. SZ AT TIME OF DRILLING 16.0 ft / Elev 20.0 ft LOGGED BY BST CHECKED BY HTW AT END OF DRILLING — NOTES Surface Conditions: grass AFTER DRILLING -- DEPTH (ft) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS vi v. GRAPHIC LOG MATERIAL DESCRIPTION - 5 Fill e.+ 0 5 Crushed rock and wood debris (Fill) 35.E SM AV1.0 Brown silty SAND with gravel, loose, damp (Fill) 35.0 ML Gray sandy SILT, medium dense, moist -1" lens of wood debris -mottled iron oxide staining -becomes bluish gray -millimeter think lenses of sand -becomes loose, wet -decreasing sand content 16 0 -groundwater table 20.0 H SS 78 15) MC = 14.80% _ _ _\ SS 67 6-5-5 (10) MC = 20.80% Fines = 85.10% SS 100 9- �26) 3 MC = 15.40% 10 _ _' 15 SS 89 4 6-9 (15) MC = 18.20% _ _ - - 20 SS 44 4-3-2 MC = 18.40% SM Bluish gray silty SAND, loose, wet 19.0 17.0 ML Bluish gray sandy SILT, loose, wet (Continued Next Page) GENERAL RH / TP / WELL 3511-1,GPJ GINT US.GDT 8/15117 1'I CLIENT PROJECT Earth Solutions NW Earth 1805 -136th Place N.E., Suite 201 lit inIL.° Bellevue, Washington 98005 NW 1( Telephone: 425-449-4704 Fax: 425-449-4711 King Lasik BORING NUMBER B-101 PAGE 2 OF 2 PROJECT NAME King Lasik Building NUMBER ES -3511.01 PROJECT LOCATION Tukwila. Washington ° I DEPTH (ft) SAMPLE TYPE NUMBER RECOVERY % I BLOW COUNTS (N VALUE) TESTS U,S.C,S, GRAPHIC LOG MATERIAL DESCRIPTION _ L _ 25 SS 100 2-2-3 MC = 31.20% ML 25.5 Bluish gray sandy SILT, loose, wel (continued) -light mottled iron oxide staining 10.5 _ _ 30 SS 100 3�'3 MC = 38.00% CL ML f r 31.0 Brownish gray lean clay, medium stiff, wet -light mottled iron oxide staining -trace organics 5.0 - - SS 94 3-4-5 (9) MC = 40.00% 31.5 Bluish gray sandy SILT, loose, wet 4:5 Boring terminated at 31.5 feet below existing grade. Groundwater table encountered at 16.0 feet during drilling. Boring backfilled with bentonite chips. Bottom of hole at 31.5 feet. Earth Solutions NW BORING NUMBER B-102 L11111 1805 - 136th Place N.E., Suite 201 S4) I U1i11 f1. Bellevue, Washington 98005 PAGE 1 OF 2 NiW i i i Telephone: 425-449-4704 • • Fax: 425-449-4711 CLIENT King Lasik PROJECT NAME Kn_ Lasik Building PROJECT NUMBER ES -3511.01 PROJECT LOCATION Tukwila, Washington DATE STARTED 8/3/17 COMPLETED 8/3/17 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Boretecl, Inc. GROUND WATER LEVELS: DRILLING METHOD HSA Q AT TIME OF DRILLING 16.0 ft LOGGED BY BST CHECKED BY HTW AT END OF DRILLING — NOTES Surface Conditions: grass AFTER DRILLING — to DEPTH (ft) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS U.S.C.S. GRAPHIC LOG MATERIAL DESCRIPTION _ _ - ,- - _ 5 SM •••••• **v. ••�•�• .;•;% •❖s. •�•�• OD•• ••••••• Brown silty SAND with gravel, loose, damp (Fill) 3.0 -relic topsoil horizon \ ( J SS 67 (� MC = 12.30% ML Bluish gray sandy SILT, medium dense, moist 4.5 SM Brown silty SAND, medium dense, moist -trace gravel 6.0 _ SS 78 3 5� (11) MC = 21.40% ML Bluish gray sandy SILT, medium dense, moist -light mottled iron oxide staining -trace gravel, increasing to 11' -becomes dense 11.0 SS 72 6-8-15 (23) MC = 17.40% Fines = 71.30% 10 _ _ I- 15 SS 44 20-29;18 MC = 10.20% SM Gray silty SAND, dense, moist • -trace gravel -becomes loose, wet y -groundwater table -trace organics 17.5 _ _ 20 1 SS 67 3(37)-4 MC = 12.60% ML Bluish gray sandy SILT, loose, wet -light mottled iron oxide staining (Continued Next Page) GENERAL 811 t TP / WELL 3511-1.GPJ GINT US.GDT 8/15/17 'Y.44) • CLIENT 6 PROJECT Earth Solutions NW BORING NUMBER B-102 Lt 1805 -136th Place N.E., Suite 201 11)114) It Bellevue, Washington 98005 PAGE 2 OF 2 ' 4 Telephone: 425-449-4704 Fax: 425-449-4711 King Lasik PROJECT NAME King Lasik Building NUMBER ES -3511.01 PROJECT LOCATION Tukwila, Washington ° DEPTH I (ft) SAMPLE TYPE NUMBER RECOVERY % I BLOW COUNTS (N VALUE) TESTS N 00 I GRinr_APHIC MATERIAL DESCRIPTION - - - 25 SS 100 2(5)3 MC = 37.30% ML Bluish gray sandy SILT, loose, wet (continued) -1/2" lens of clay -light mottled iron oxide staining 26.0 - - - - - -//. 30 SS 89 3(3-4 MC = 39.80% CL 'r/// i Gray lean CLAY, medium stiff, wet zs.o ML I Gray sandy SILT, loose, wet -trace organics 31.5 - SS 78 2-3(74 MC = 39.30% Boring terminated at 31.5 feet below existing grade. Groundwater table encountered at 16.0 feet during drilling. Boring backfilled with bentonite chips. Bottom of hole at 31.5 feet. 0 0 10 M J m Earth Solutions NW BORING NUMBER B-1 Li rth 1805 - 136th Place N.E., Suite 201 t` PAGE 1 OF 2 SoIution. Bellevue, Washington 98005 Wilt Telephone: 425-449-4704 Fax: 425-449-4711 CLIENT Kind Lasik PROJECT NAME King, Lasik Building PROJECT NUMBER 3511 PROJECT LOCATION R.enton, Washington DATE STARTED 8/2/14 COMPLETED 8/2/14 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Boretec GROUND WATER LEVELS: DRILLING METHOD HSA Q AT TIME OF DRILLING 20.0 ft LOGGED BY HTW CHECKED BY HTW AT END OF DRILLING — NOTES Field Grass AFTER DRILLING -- DEPTH (ft) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS ui 065 GRAPHIC LOG MATERIAL DESCRIPTION - y _, ML Brown sandy SILT, medium dense, damp to moist 2.5 r J \/ f/ 1 SS 100 14-11-14 (25) MC = 16.10% Fines = 91.80% Gray SILT, medium dense, damp 5 SS _.. _ 100 11-15-20 (35) MC = 15.60% ML SS 100 15-16-17 (33) MC = 14.20% -layer of brown sandy silt 10 SS 100 10-9-16 (25) MC = 10.40% Fines = 34.90% 11.0 Gray silty SAND, medium dense, damp to moist 15 ii\j5S 100 (13) MC = 5.50% SM 20 -increasing silt content 20.0 n_ (Continued Next Page) CLIENT PROJECT Earth Solutions NW BORING NUMBER B-1 E:1 rth 1805 - 136th Place N.E., Suite 201 .4 1IUtIOn. Bellevue, Washington 98005 PAGE 2 OF 2 Wilt Telephone: 425-449-4704 Fax: 425-449-4711 King Lasik PROJECT NAME King Lasik Building NUMBER 3511 PROJECT LOCATION Renton, Washington 1,, DEPTH ° (ft) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS 0) ui GRAPHIC LOG D -1 m 0 m n O z 25 .. :X 30 SS 100 2-1-2 (3) • MC = 41.50% Fines = 91.50% Gray SILT, loose, saturated -mottled coloring 25.0 ML SS 100 2- (4)-2MC = 37.70% ML Tan SILT, loose, wet -trace medium organics 35.0 35 SS 100 3(26-4 ) MC = 38.90% 40 X SS 100 8-10-10 (20) MC = 22.30% SP \ Black poorly graded SAND, medium dense, wet to saturated 41.5 - _ SS Y _ 100 11-14-24 (38) MC = 17.30% Boring terminated at 41.5 feet below existing grade. Groundwater table encountered at 20.0 feet during drilling. Boring backfilled with bentonite, Bottom of hole at 41.5 feet. Appendix B Laboratory Test Results ES -3511.01 Earth Solutions NW, LLC CLIENT King Lasik Earth Solutions NW, LLC 1805 - 136th PL N.E., Suite 201 Bellevue, WA 98005 Telephone: 425-449-4704 Fax: 425-449-4711 GRAIN SIZE DISTRIBUTION PROJECT NAME King Lasik Building PROJECT NUMBER ES -3511.01 PROJECT LOCATION Tukwila, Washington E FINER BY WEI 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS 6 4 3 2 1.5 1 3/4 112° 3 6 810 1416 20 30 40 50 60 100 140 200 HYDROMETER f I l 100 10 1 0.1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 COBBLES GRAVEL coarse fine coarse SAND medium fine SILT OR CLAY Specimen Identification • 1 8-101 5.0ft. B-102 7.5ft. Classification Gray SILT, ML Gray SILT with Sand, ML Cc Cu S • m pecimen Identification B-101 5.0ft. 13-102 7.5ft. D100 9.5 9.5 D90 0.119 0.371 D60 D30 D10 LL PL PI %Silt %C lay 851 71.3 GRAIN SIZE ES -3514.6N GINT US LAB GDT 8/5/14 • E :firth Earth Solutions NW GRAIN SIZE DISTRIBUTION 'S 1utk)nN 1805 - 136th Place N.E., Suite 201 yµ}„ Bellevue, WA 98005 Telephone: 425-284-3300 CLIENT King Lasik PROJECT NAME King lasik Building PROJECT NUMBER ES 3511 PROJECT LOCATION Tukwila U.S. SIEVE OPENING 6 4 3 2 IN INCHES .5 1 314 1/2 ,;: 3 U.S. SIEVE NUMBERS I HYDROMETER 6 8,1 1416 2030 40 50 60 100140 200 100 I ! l I I I � -' — • 95 - A 90 85 li I ; 1111111111111 1 1 ■_1 11111- :1111111111111111 6 60111_11111111 w , I I >- 55 Ce 11111 ■I 11 1 I,z 50 1 11 1111 1111111 1■ 45 z w I II II I 40 w a 35 :111._1111 ■ 1111 1 111 11 111 20 1 ■1111111 11111• 11 1 1511 ■■I 1 1 10 I u1 1 5 0 100 10 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse I medium fine Specimen Identification Classification LL PL PI Cc Cu 0 B-1 2.5ft. Gray SILT, ML ® B-1 10.0ft. Gray Silty SAND, SM A B-1 20.0ft. Gray SILT, ML Li Specimen Identification D100 060 D30 D10 %Gravel %Sand %Silt %Clay 0 B-1 2.5ft. 4.75 0.0 8.2 91.8 N B-1 10.0ft. 9.5 0.227 2.6 62.5 34.9 o B-1 20.0ft. 4.75 0.0 8.5 91.5 EMAIL ONLY Report Distribution ES -3511.01 King Lasik 900 Southwest 16th Street Renton, Washington 98057 Attention: Mr. Christian Monea Earth Solutions MN, LLC BARGUAUS9N R +vEI) CITY OF TUKWILA SEP 3'0 2019 PERMIT CENTER LETTER OF TRANSMITTAL TO: City of Tukwila Permit Center 6300 Southcenter Blvd. Tukwila, WA 98188 RE: King Lasik-Retai�ning Wall Site Address: 6=700 Fort Dent Way Tax Parcel No. 295490-0420 Permit No. D18-0299 DATE: September 30, 2019 SENT VIA: Courier Delivery PHONE NO.: OUR JOB: 17052 Enclosed are three copies of the revised civil plans for the King Lasik project. The plans were revised due to a PSE transformer and easement which required the building to be shifted to the north. This revision also includes minor revisions to the water services based on a site meeting with city staff. Please route for review at your earliest convenience and please feel free to contact me with any questions or if you need any additional information. Thank you. cc: Christian Monea, King Lasik Signed: Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. Costa Philippides, P.E. Senior Project Engineer REVISION NOI. Dt(6.- 01)---961 BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WA 98032 P) 425-251-6222 F) 425-251-8782 BRANCH OFFICES: TUMWATER, WA KLAMATH FALLS, OR LONG BEACH, CA ROSEVILLE, CA barghausen.com 17052t.005 Date I•1Quantity Description 3 sets Revised Civil Plans Enclosed are three copies of the revised civil plans for the King Lasik project. The plans were revised due to a PSE transformer and easement which required the building to be shifted to the north. This revision also includes minor revisions to the water services based on a site meeting with city staff. Please route for review at your earliest convenience and please feel free to contact me with any questions or if you need any additional information. Thank you. cc: Christian Monea, King Lasik Signed: Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. Costa Philippides, P.E. Senior Project Engineer REVISION NOI. Dt(6.- 01)---961 BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WA 98032 P) 425-251-6222 F) 425-251-8782 BRANCH OFFICES: TUMWATER, WA KLAMATH FALLS, OR LONG BEACH, CA ROSEVILLE, CA barghausen.com 17052t.005 Reid iddleton August 13, 2019 File No. 262018.005/00810 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 `e �t`Pr W eta Tukwila, WA 98188 CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING is4v. � I ca1#‘ (-4 1i -di( a�d-f/r- 41s Subject: Building Permit Plan Review — First Submittal King Lasik (D 18-0299) — Revision #1 Dear Mr. Hight: Q ,ems re ‘St a ,, --U it 4 w . 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 full-sized revised sheets for insertion into the structural drawings. RECEIVED b. Two complete full-sized sets of updated structural drawings. CITY OF TUKWILA c. Two copies of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Structural AUG 16 2019 PERMIT CENTER 1. The steel framing revision along Grid 7 between Grids C and D indicates that beams W16 and W18 are supported on HSS 6x6 posts. However, HSS post to wide flange beam connections do not appear to be included on the submitted drawings. The connection detail for HSS -posts to W -beams should be provided. 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 as it relates to the project. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com 0 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development August 13, 2019 File No. 262018.005/00810 Page 2 If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 41-11,Lot )2avh, 'DctJ Sabina S. Surana, P.E. Paul N. Crocker, P.E., S.E. Project Engineer Principal Engineer cc: Aso Jaff, Craft Architects (by e-mail) Aasron Miller, DCI Engineers (by e-mail) Kathryn Craft, Craft Architects (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) Kandace Nicols, City of Tukwila (by e-mail) ehw\O:\Plan Review \ Tukwila \18\TKI8 008R10.docx\sss Reid iddleton Bill Rambo From: Sent: To: Cc: Subject: Hi Bill, Nadia Azarova <NAzarova@nelsonww.com> Friday, August 9, 2019 9:26 AM Bill Rambo Kathy Craft; Christian Monea Request to cancel post permit revision dated 07/01/19 for Permit #D18-0299 King Lasik Thank you very much for your help on the phone this morning. As you advised, I am writing to request the city of Tukwila to recall our post -permit revision submittal ofJuly 15t, 2019. We understand from you that the review process has started and that the structural cycle one corrections has been completed. Therefore the review fee shall be paid before any further revision submittals will be processed by the city. There is PSE electrical vault partially encroaching into the property on the southeast that has originally been planned for relocation. This is why the building is currently positioned on site within required PSE vault clearances. During further conversations with PSE, it has been found that inconveniences for the affected PSE customers along with the time frame and expenses made the relocation not practicable. The straight forward way to deal with the situation seemed to reconfigure the southeast building corner to accommodate the vault clearances. This has been covered in the submitted on July 15t post -permit revision. Upon further considerations, it has been decided to move the building north reducing 16' wide sidewalk along the north parking lot within the property. This involves revisions to the civil and landscaping part of the project, but does not affect building structure, therefore no structural review will further be necessary. The building part of the project will remain as per the original permit. We will be submitting an updated post permit revision based on the building's repositioning as soon as Minor Modifications to Design Review will be approved by the city. We understand from Max Baker that this is a required first step in the process. As you suggested, I left a message for Minnie regarding the correct application form. Thank you very much for your attention to this matter! Please let me know of any questions or additional steps we need to undertake in the process. Sincerely, Nadia Azarova AIA, NCARB, LEED AP BD+C Project Architect Office 206 408 8500 Direct 206 408 8641 New Email: NAzarova@nelsonww.com WWW.NELSONWORLDWIDE.COM WWW.CRAFTARCHITECTS.COM NEL FORMERLY CRAFT ARCHITECTS WE'VE MOVED 1 RECEIVED CITY OF TUKWILA AUG 0 9 2019 PERMIT CENTER July 2, 2019 0 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D18-0299— Revision #1 King Lasik — 6700 Fort Dent Way 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, '"ceA„tiLa_ 41L,5 Kandace Nichols Permit Technician encl File: D18-0299 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 11, 2019 Aso Jaff 1200 Fifth Avenue Suite 1300 Seattle, WA 98101 RE: Request for Extension #1 Permit Number D18-0299 Dear Mr. Jaff, This letter is in response to your written request for an extension to Permit D 18-0299. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through September 20, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely 1AMP Ja77e1 Salazar Permit Technician File: Permit No. DI8-0299 MEI Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Bill Rambo From: Sent: To: Cc: Subject: Good Morning, Bill Aso Jaff <AJaff@nelsonww.com> Tuesday, March 19, 2019 9:08 AM Bill Rambo Christian Monea Extension for D18-0299 I would like to request an extension for the Permit Application # D18-0299, which is for the King Lasik Building on 6700 Fort Dent Way. The project is currently in the financing stage, and permit will be picked up when financing is in place. Best regards, Aso Jaff Senior Project Manager Office 206 408 8500 Direct 206 408 8629 New Email: AJaff@nelsonww.com WWW.NELSONWORLDWIDE.COM WWW.CRAFTARCHITECTS.COM WE'VE MOVED 1200 Fifth Avenue Suite 1300 Seattle, WA 98101 Request for Extensio; # 1 Current Expiration Date: 3-3(1-i Extension Request: !Approved for /� days , Denied (provide explanation) Signature nitials CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. RECEIVED CSM! OF TUKWILA MAR 19 2019 2/7/2019 0 J City of Tukwila Department of Community Development ASO JAFF 2505 3RD AVE - SUITE 324 SEATTLE, WA 98121 RE: Permit Application No. D18-0299 KING LASIK 6700 FORT DENT WAY Dear ASO JAFF, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 9/20/2018, 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 3/20/2019. 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, azzel Salzar Permit Technician Fite No: D18-0299 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Interior Design Architecture Branding Workplace Services Consulting Services NELSOW NELSON 1200 Fifth Avenue # 1300 Seattle, WA 98101 206.408.8500 NELSONonline.com January 15, 2019 Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Responses to City of Tukwila's Correction Letter No. 2 Comments King Lasik 6700 Fort Dent Way, Tukwila, Washington 98188 Permit Application N. D18-0299 Dear Bill: We have revised the plans and for the above -referenced project in accordance with your Correction No. 2 comment letter dated December 19, 2018. In addition to this Response Letter and attached Response Letter from Barghausen, enclosed are the following documents for your review and approval: 1. Two (2) sets revised Architectural Site Plan A.01 2. Two (2) sets revised Exterior Details A.04 3. Two (2) sets revised Civil Engineering Design Plans 4. Two (2) sets revised Landscaping Plans The following outline provides each of your comments in italics exactly as written, along with a narrative response describing how each comment was addressed in bold script: PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. CORRECTIO o TR#___Zb • Trees within shoreline zone do not meet recommended species diversity. Per Design Review decision: "Replacement trees will include a combination of native deciduous and coniferous trees to provide for rapid replacement of shade area that may be lost as a result of tree removal." devised plans show only deciduous trees proposed within the shoreline. FOCUSED ON PASSION TO CREATION DELIVER RECEIVED CITY OF TUKWILA JAN 171019 PERM/21T CENTER o Interior Design Architecture Branding Workplace Services Consulting Services -11 NELSON`' NELSON 1200 Fifth Avenue # 1300 Seattle, WA 98101 206.408.8500 NELSONonline.com To provide for an appropriate mix of trees within the shoreline zone, staff suggests a 50/50 mix of native coniferous and deciduous trees, with 2-3 species of each. For example, an equal amount of Western Red Cedar, Douglas Fir, Big Leaf Maple, and Oregon Ash trees would be an acceptable proposal. Response; The trees in the stream buffer now show a species mix of 50% evergreen and 50% deciduous. • Utilities enclosure adjacent to waste bin enclosure has been removed in most recent site plan revision. Utilities enclosure needs to remain as it was approved as part of design review decision. Response: The utility enclosure has been re -added to the Architectural Site Plan and Exterior Detail Plan plans. PW DEPARTMENT: Dave McPherson at (206)431-2448 if you have questions regarding these comments. • Verify if installing a deduct water meter with backflow (DCVA). If a deduct water meter for irrigation is installed next to the new 1 -inch domestic water meter, then a Cascade Water Alliance Charge will not apply to the irrigation meter. Revise the following plan sheets per enclosed typical deduct water meter installation with backflow — as applicable. 1. Sheet C5 of 10 (Grading and Storm Drainage Plan) Response: A deduct water meter is now shown on sheet C5. 2. Sheet C6 of 10 (Water and Sewer Plan) Response: A deduct water meter has been added to sheet C5. A callout has also been added on this sheet for clarity. 3. Sheet T1 of 1 (Traffic Control Plan) Response: A deduct water meter is now shown on sheet T1. 4. Sheet L1 of 5 (Preliminary Tree Retention Plan) Response: A deduct water meter is now shown on sheet L1. 5. Sheet L2 of 5 (Preliminary Landscape Plan) Response: A deduct water meter is now shown on sheet L1. FOCUSED ON PASSION TO CREATION DELIVER • Interior Design Architecture Branding Workplace Services Consulting Services -1/1 NELSONS NELSON 1200 Fifth Avenue # 1300 Seattle, WA 98101 206.408.8500 NELSONonline.com 6. Sheet L4 of 5 (Preliminary Irrigation Plan) 0 Response: A callout for a connection to a new 3/4" deduct water meter has been added to sheet L4. 7. Sheet L5 of 5 (Preliminary Irrigation Notes and Details) Response: Comment Acknowledged. We hope this information answers your questions and concerns satisfactorily. Please contact me to discuss further if you should need additional information or clarification, and thank you for your attention to this matter. Respectfully, Aso Jaff Senior Project Manager FOCUSED ON PASSION TO CREATION DELIVER 0 • BARGIaAUSEN January 10, 2019 COURIER DELIVERY (206) 431-3670 Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Responses to City of Tukwila's Correction Letter No. 2 Comments King Lasik Medical Office Building 6700 Fort Dent Way, Tukwila, Washington 98188 Permit Application N. D18-0299 Our Job No. 17052 Dear Bill: We have revised the plans and technical documents for the above -referenced project in accordance with your Correction No. 2 comment letter dated January 10, 2019. Enclosed are the following documents for your review and approval: 1, Two (2) sets revised Civil Engineering Design Plans 2. Two (2) sets revised Landscaping Plans The following outline provides each of your comments in italics exactly as written, along with a narrative response describing how each comment was addressed: PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Trees within shoreline zone do not meet recommended species diversity. Per Design Review decision: "Replacement trees will include a combination of native deciduous and coniferous trees to provide for rapid replacement of shade area that may be lost as a result of tree removal." Revised plans show only deciduous trees proposed within the shoreline. To provide for an appropriate mix of trees within the shoreline zone, staff suggests a 50/50 mix of native coniferous and deciduous trees, with 2-3 species of each. For example, an equal amount of Western Red Cedar, Douglas Fir, Big Leaf Maple, and Oregon Ash trees would be an acceptable proposal. CORRECTION LTR# Response: The trees in the stream buffer now show a species mix of 50% evergreen and 50% deciduous. bE3 O?? BARGHAUSEN CONSULTING ENGINEERS, INC. 1821572ND AVENUE SOUTH KENT, WA 98032 P) 425-251-6222 F) 425-251 8782 BRANCH OFFICES: TUMWATER, WA KLAMATH FALLS, OR LONG BEACH, CA ROSEVILLE, CA SAN DIENta • �T CENTER barghausen.com 6�lfGl�l RECEIVED CITY OF TUKWILA JAN 17 2019 0 Bill Rambo, Permit Technician City of Tukwila Department of Community Development -2- January 10, 2019 • Utilities enclosure adjacent to waste bin enclosure has been removed in most recent site plan revision. Utilities enclosure needs to remain as it was approved as part of design review decision. Response: The utility closure has been re -added to the plans. PW DEPARTMENT: Dave McPherson at (206)-431-2448 if you have questions regarding these comments. • Verify if installing a deduct water meter with backflow (DCVA). If a deduct water meter for irrigation is installed next to the new 1 -inch domestic water meter, then a Cascade Water Alliance Charge will not apply to the irrigation meter. Revise the following plan sheets per enclosed typical deduct water meter installation with backflow — as applicable. 1. Sheet C5 of 10 (Grading and Storm Drainage Plan) Response: A deduct water meter is now shown on sheet C5. 2. Sheet C6 of 10 (Water and Sewer Plan) Response: A deduct water meter has been added to sheet C5. A cal'rout has also been added on this sheet for clarity. 3. Sheet T1 of 1 (Traffic Control Plan) Response: A deduct water meter is now shown on sheet T1. 4. Sheet L1 of 5 (Preliminary Tree Retention Plan) Response: A deduct water meter is now shown on sheet L1. 5. Sheet L2 of 5 (Preliminary Landscape Plan) Response: A deduct water meter is now shown on sheet L1. 6. Sheet L4 of 5 (Preliminary Irrigation Plan) Response: A callout for a connection to a new 314" deduct water meter has been added to sheet L4. 7. Sheet L5 of 5 (Preliminary Irrigation Notes and Details) Response: Comment Acknowledged. A Bill Rambo, Permit Technician City of Tukwila Department of Community Development -3- January 10, 2019 We believe that the above responses, together with the enclosed revised plans and technical documents, address all of the comments in your Correction No. 2 letter dated December 19, 2018. Please review and approve the enclosed at your earliest convenience. If you have questions or need additional information, please do not hesitate to contact me at this office. Thank you. CP/Ib 17052c.003.docx enc: As Noted cc: Sincerely, f ' Costa Philippides, P.E. Senior Project Engineer Reid iddleton December 19, 2018 File No. 262018.005/00803 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 — Final Submittal King Lasik (D18-0299) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING RECEIVED CITY OF TUKWILA DEC 2 0 2018 PERMIT CENTER 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 December 13, 2018. Special Inspections, Submittals, Tests, and Structural Observation Geotechnical Special Inspections: Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Earth Solutions NW, dated September 25, 2017. The following is a summary: 1. Site excavation and grading. 2. Placement of structural fill and soil compaction at the slab -on -grade floors. 3. Verification of soil bearing capacity at the building footings. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com p O Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 19, 2018 File No. 262018.005/00803 Page 2 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. Concrete placement at concrete construction, including concrete topping at steel floor decks. 2. Reinforcement at concrete construction including headed shear studs at steel floor decks. 3. Installation of steel anchor bolts/rods in concrete. 4. Installation of headed studs in concrete. 5. Installation of structural steel. 6. Welding of structural steel for single -pass fillet welds (maximum 5/16 -inch). 7. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16 -inch), where applicable. 8. High-strength bolting of structural steel members other than for slip -critical. 9. High-strength bolting of structural steel, slip -critical, where applicable. 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 and stairways. Structural Tests: Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of 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 concentric braced frames and special moment frames. 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: Reid iddleton 0 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 19, 2018 File No. 262018.005/00803 Page 3 1. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. 2. Submittal of welding procedure specifications for the welding of concrete reinforcement other than by fillet welds. 3. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. 4. Submittal of certificates of compliance from the fabricators of prefabricated stair systems (e.g., steel stairways) at the completion of fabrication. 5. Submittal of welding procedure specifications verifying that the welds at members and connections of the seismic -force -resisting system are made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-lbf at 0 degrees -F as determined by the applicable AWS A5 classification test method. 6. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V - notch toughness of 20 ft-lbf at minus 20 degrees -F as determined by the applicable AWS A5 classification test method and 40 ft-lbf at 70 degrees -F as determined by Section A3.4a. 7. Submittal of test reports from the manufacturers of ASTM F 1554, Grade 55, steel anchor bolts/rods verifying compliance with ASTM F 1554 Supplementary Requirement S 1. 8. Submittal of welding procedure specifications for the welding of structural steel other than by prequalified welding procedure specifications. 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. Design drawings for prefabricated open -web steel joists and joist girders. 2. Design drawings for steel stairs. 3. Design drawings for handrails and balcony rail anchorages. 4. Design drawings for exterior cladding. 5. Design drawings for skylight and hatches frames. 6. Design drawings for facade access equipment and lifeline supports. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 19, 2018 File No. 262018.005/00803 Page 4 7. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. Structural Observation: Structural observation during construction is required for this project per IBC Section 1704.6. 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 submittal documentation. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 2A51-4vt-ot Unia 4../.A_ Sabina S. Surana, P.E. Project Engineer Enclosures cc: Aso Jaff, Craft Architects (by e-mail) Aasron Miller, DCI Engineers (by e-mail) Kathryn Craft, Craft Architects (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 008R03.docx\sss Paul N. Crocker, P.E., S.E. Principal Engineer Reid iddleton 0 0 City of Tukwila Department of Community Development December 19, 2018 ASO JAFF 2505 3RD AVE - SUITE 324 SEATTLE, WA 98121 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D18-0299 KING LASIK - 6700 FORT DENT WAY Dear ASO JAFF, 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 DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Trees within shoreline zone do not meet recommended species diversity. Per Design Review decision: "Replacement trees will include a combination of native deciduous and coniferous trees to provide for rapid replacement of shade area that may be lost as a result of tree removal." Revised plans show only deciduous trees proposed within the shoreline. To provide for an appropriate mix of trees within the shoreline zone, staff suggests a 50/50 mix of native coniferous and deciduous trees, with 2-3 species of each. For example, an equal amount of Western Red Cedar, Douglas Fir, Big Leaf Maple, and Oregon Ash trees would be an acceptable proposal. • Utilities enclosure adjacent to waste bin enclosure has been removed in most recent site plan revision. Utilities enclosure needs to remain as it was approved as part of design review decision. PW DEPARTMENT: Dave McPherson at (206)-431-2448 if you have questions regarding these comments. • Verify if installing a deduct water meter with backflow (DCVA). If a deduct water meter for irrigation is installed next to the new 1 -inch domestic water meter, then a Cascade Water Alliance Charge will not apply to the irrigation meter. Revise the following plan sheets per enclosed typical deduct water meter installation with backflow — as applicable. 1. Sheet C5 of 10 (Grading and Storm Drainage Plan) 2. Sheet C6 of 10 (Water and Sewer Plan) 3. Sheet T1 of 1 (Traffic Control Plan) 4. Sheet L1 of 5 (Preliminary Tree Retention Plan) 5. Sheet L2 of 5 (Preliminary Landscape Plan) 6. Sheet L4 of 5 (Preliminary Irrigation Plan) 7. Sheet L5 of 5 (Preliminary Irrigation Notes and Details) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 n 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. D18-0299 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton December 6, 2018 File No. 262018.005/00802 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 King Lasik (D 18-0299) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING RECEIVED DEC 112018 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 October 18, 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. Three complete full-sized sets of updated structural drawings. b. Three copies of supplemental structural calculations. c. Two copies of geotechnical report. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. No additional comments. Structural General 2. No additional comments. 3. No additional comments. 4. No additional comments. 5. No additional comments. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com 0 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/00802 Page 2 Foundation 6. No additional comments. 7. No additional comments. 8. No additional comments. 9. No additional comments. 10. The comment below does not appear to be fully addressed. Foundation bearing check calculations provided on pages F-3 to F-5 of the structural calculations indicate 39 kips of dead load on the column footings. The derivation of dead load should be clarified. Verification should be provided that the design of footing F8.0 is adequate. See IBC Section 1901.5 and ACI 318-10 Chapter 13.3. The original comment is as follows: It appears that the structural calculations for the reinforcement design of the F8.0 footings have not been provided. Calculations substantiating the design of the F8.0 reinforcement should be provided. See IBC Sections 1604.2 and 1901.5. 11. No additional comments. Vertical 12. The comment below does not appear to be fully addressed. Supplementary structural calculations page SG -8 indicates that the roof framing is designed for a dead load of 20 psf and a live load of 25 psf. Verification should be provided that the roof beams and joists are designed to support roof top units (RTU) weighing 2,500 pounds each. It is not clear that these fall within the indicated criteria. The original comment is as follows: The structural calculations on pages SG -1 through SG -12 do not appear to provide the design input and load criteria used for the design of the gravity system. The loads used in the design of the gravity system should be provided for review. Also, it is not clear if the weight of the RTU units on the roof was taken into account for the design of the roof framing members. See IBC Section 1603.1. 13. No additional comments. 14. The comment below does not appear to be fully addressed. Calculation pages SG -1 and SG -2 indicate that the roof and floor joists are equally spaced between Grids A to B, B to C, and C to D. The joists are bracing interior HSS6x6 columns laterally along the east -west direction. The HSS6x6 columns appear to Reid iddleton 0 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/00802 Page 3 be designed with the assumption that the columns are laterally braced in both directions. However, Sheet S2.2 and S2.3 call out a joist spacing at 5 feet on center typical, which may not line up with column locations due to the Grid dimensions. Therefore, the column may not have the assumed bracing. The design of HSS columns should be clarified. See IBC Section 1604.1 and AISC 360-10 Chapter E. The original comment is as follows: On page SG -1 of the structural calculations, the framing shown does not appear to match the framing shown on Sheet S2.2 of the structural drawings. For example, on page SG -1, the framing on the west and east sides of the building appears to be opposite what is shown on Sheet S2.2. Also, there is an additional opening shown on Sheet S2.2 adjacent to the braced frame on Grid 6 that was not accounted for in the structural calculations. The structural calculations should be revised to include the revised framing per the structural drawings. See IBC Section 107.2.1. 15. No additional comments. 16. No additional comments. 17. No additional comments. 18. No additional comments. 19. No additional comments. Lateral 20. No additional comments. 21. No additional comments. 22. No additional comments. 23. No additional comments. 24. No additional comments. 25. The comment below does not appear to be fully addressed. Structural calculation pages 51 and 52 indicate that base plate anchors are not designed for seismic loads. Design of the column base plates that are part of the lateral force resisting systems (LFRS) are not provided. Note that Hilti Profis Anchor software does not check for the adequacy of steel base plates and additional calculations are required for base plates associated with anchors that are designed using that software. The original comment is as follows: Structural calculations for the design of moment frame column base plates and anchorage to the concrete foundation shown on Detail 11/S4.2 do not appear to be included in the submitted calculations package. Structural calculations Reid iddleton 0 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/00802 Page 4 substantiating the design of column base plates should be provided for review. See IBC Section 107.1 and AISC 341-10 Chapter D2.6 26. The comment below does not appear to be fully addressed. Supplementary structural calculations do not appear to include the connection design for chord and collector members. The information should be provided for review. See IBC Section 1613.1 and ASCE 7-10 Section 12.10.2. The original comment is as follows: It is unclear how the lateral forces are being transferred to the braced frames. For example, the braced frame between Grids 1 and 2 does not appear to have adjacent chord members to transfer the lateral loads to the braced frame. At the braced frame on Grid 6, it does not appear that the adjacent beams and connections along Grid 6 have been designed as chord members. Structural calculations for chords and collectors should be provided and the drawings may need to be revised. See IBC Sections 1604.2. 27. The comment below does not appear to be fully addressed. Supplementary structural calculations provided for pipe braces to gusset plates are unclear as to whether the pipe brace strength is checked for reduced cross section at brace -to - gusset connections. Verification should be provided for the design of braced frame braces. The original comment is as follows: Details 8 and 12 on Sheet S5.2 refer to [05380, 08381] for brace reinforcement. Detail references should be updated, and calculations substantiating the design of brace reinforcement should be provided for review. See IBC Section 1604.1 and AISC 341-10 Chapter F2.6. 28. No additional comments. 29. No additional comments. 30. The comment below does not appear to be fully addressed. See comment #25. The original comment is as follows: Structural calculations for the design of braced frame column base plates and anchorage to the concrete foundation shown on Detail 12/S4.3 do not appear to be included in the submitted calculations package. Structural calculations substantiating the design of column base plates should be provided for review. See IBC Section 107.1 and AISC 341-10 Chapter D2.6. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development December 6, 2018 File No. 262018.005/00802 Page 5 31. Following is an additional comment: The revised roof plan on Sheet S2.3 indicates that there are four RTU units, weighing 2,500 pounds each, supported by roof framing. Design criteria provided on supplementary structural calculations page DC -5 appears to indicate that the weight of RTU units are not included in the seismic mass of the roof. Clarification should be provided for the derivation of the effective seismic weight of the buildings. See IBC Section 1613.1 and ASCE 7-10 Chapter 12.7.2. 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 as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Sabina S. Surana, P.E. Project Engineer cc: Aso Jaff, Craft Architects (by e-mail) Aasron Miller, DCI Engineers (by e-mail) Kathryn Craft, Craft Architects (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 008R01.docx\sss V.AA1 Paul N. Crocker, P.E., S.E. Principal Engineer Reid iddleton Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 November 20, 2018 CML ENGINEERING, LAND PLANNING, SURVEYING RE: Responses to City of Tukwila's Correction Letter No. 1 Comments King Lasik Medical Office Building 6700 Fort Dent Way, Tukwila, Washington 98188 Permit Application N. D18-0299 Our Job No. 17052 Dear Max: We have revised the plans and technical documents for the above -referenced project in'accordance with your comment letter dated October 18, 2018. Enclosed are the following documents for your review and approval: The following outline provides each of your comments in italics exactly as written, along with a narrative response describing how each comment was addressed: BUILDING DEPARTMENT: LEE SIPE at 206-431-3656 1. Part of roof plans show wood deck other roof plans show metal deck please clarify. Response: See Architect response letter 2. Building ventilation wall/roof penetrations are not shown, even though there will be a separate Mechanical permit, details are requested. Response: See Architect response letter 3. When 20 tons of mechanical cooling or 300K btu's of heating commissioning plan is necessary. Response: See Architect response letter 4. Recycle/trash enclosure does not appear to be accessible for trucks. Response: See Architect response letter 5. Provide required electric car charging parking spaces. WAC 427.2 Response: See Architect response letter FIRE DEPARTMENT: Al Metzler at 206-971-8718 are required, a WSEC CORRECTION LTR# RECEIVED CITY OF TUKWILA NUV 21 2018 PERMIT CENTER 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES • TUMWATER, WA • KLAMATH FALLS, OR • LONG BEACH, CA • ROSEVILLE:, CA • SAN DIEGO, CA www.barghausen.com bis-ot9q Bill Rambo, Permit Technician City of Tukwila Department of Community Development -2- November 20, 2018 • An exterior indicating shutoff valve (PIV) is required on the fire line supplying the fire sprinkler system. Please show a PIV on sheet C6 Water and Sewer Plan. Response: A PIV has been added to the plans. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 1. Landscape Plan L-1 of 5 indicates trees to be removed within the 40' River Environment. No trees are permitted for removal within the removal; update plans to indicate all trees will be retained. Response: All trees are now shown to remain within the 40' River Environment buffer. 2. Revise Landscape Plan sheets L-12 to L-5 to include the tree replacement and tree species diversity requirements set forth in the SEPA Determination of Non -Significance (file# 18-0003): "The applicant agrees to provide all mitigation plantings onsite within the 150' from OHWM area at the City's requested 1:1 replacement ratio. If onsite replacement is not feasible the applicant will work with the City to come up with a tree replacement plan on a potential site in the Critical Shade Area identified in the King County's Green River SWIF Current Conditions Report Aquatic, Floodplain, and Riparian Habitat Technical Memorandum (King County and Normandeau (2014). If either onsite replacement or off-site replacement is not feasible the applicant shall pay into the City's tree replacement fund. Replacement trees will include a combination of native deciduous and coniferous trees to provide for rapid replacement of shade area that may be lost as a result of tree removal. The applicant is committed to success of the native replacement plantings, and as such, maintenance and monitoring will be required for five years beginning at year zero when the plantings are installed. A brief monitoring summary will be prepared by the applicant and submitted to the City yearly following the yearly monitoring event." Response: The landscape plans have been revised as requested to include tree replacement and tree species diversity requirements 3. Provide colored elevations of dumpster and utilities enclosures. Materials and colors should be in harmony with buildings and surroundings. Response: See Architect response letter 4. Freestanding and wall -mounted signage requires separate sign permit for approval; signs are not approved as part of this development permit. Response: See Architect response letter 5. Receipt for purchase of mitigation reserves credits must be provided for Special Permission permit #L 18-0013 before construction may be begin. Response: See Architect response letter Bill Rambo, Permit Technician City of Tukwila Department of Community Development -3- November 20, 2018 6. Civil, architecture, and landscape plans are inconsistent with one another. Show utilities and refuse enclosures, pedestrian benches, patio landscaping and any other missing elements consistently across all plans. Response: The civil and landscape site plans have been updated to include the missing elements listed above. PW DEPARTMENT: Dave McPherson at 206-431-2448 1. Please provide a Storm Drainage Report for review by Public Works. Response: A TIR has been included with this submittal 2. Provide a completed Public Works fee estimate sheet for this Building permit. (See enclosed.) Response: A Publics Works fee estimate sheet has been included with this submittal. 3. Provide a completed Non -Residential Sewer Use Certification for this Building permit. (see enclosed). Response: This is a shell building, and a final Non-Residnetial Sewer Use Certification will be submitted once the T.I. determines the final fixture count. The current information has been used in the certification that has been included with this submittal. Once the final fixture count has been determined, an updated certification will be provided to the city. 4. Prior to issuance of this Building permit Owner/Applicant shall pay a Traffic Concurrency Test Fee under Public Works permit no. C18-0003 in the amount of $3, 600.00 for Office between 10,001 and 20,000 sq. ft. of Gross Floor Area. Response: The Traffic Concurrency Test Fee will be paid prior to issuance of this Building permit. 5. A Transportation Impact Fee applies to this Building permit (see PW Bulletin A3 - enclosed). Transportation Impact Fee based on Medical Office in Zone 2 at $4.91 per sq. ft./GFA and Miscellaneous Retail Sales in Zone 2 at $2.48 per sq. ft./GFA. Total of 6,739 sq. ft. x $4.91 per sq. ft. plus 6,969.00 sq. ft. x $2.48 per sq. ft. = $50,371.61; due at issuance of this Building permit. Response: The Transportation Impact Fee will be paid at the issuance of this Building permit. 6. A Reduced Pressure Principle Assembly (RPPA), previously called a Reduced Pressure Backflow Assembly (RPBA), shall be installed immediately downstream of the new 1 -inch domestic water meter. Installation at another location requires approval by the Director of Public Works. The RPPA shall be installed in a Hot Box/Hot Rock or equal freeze protection enclosure anchored to a minimum 4" thick concrete pad. Response: The RPBA has been replaced with an RPPA, and a Hot Box enclosure has also been added to the plans. The location of the proposed RPPA has also been shown on the plan, which is immediately downstream of the new 1 -inch domestic water meter. Bill Rambo, Permit Technician City of Tukwila Department of Community Development -4- November 20, 2018 7. Public Works recommends, but does not require, a power supply for the freeze protection enclosure. Please specify RPPA size, manufacturer, and model number on a plan sheet and submit a cut sheet for the proposed device. Show location of the new RPPA on a plan sheet. Response: The RPPA size, manufacturer, and model have been noted on the plans, and details for this RPPA have been included on sheet C10. Cut sheets for this water meter have also be included with this submittal. 8. New 8 -inch Detector Check Double Valve Assembly (DCDVA) shown on Civil plan sheet C6 of 10 is required to be designed and stamped, by a State of Washington Licensed Engineer (or) by NICET Level 11 certificate of competency holder (Please note that this permit is separate from the Fire Sprinkler Permit issued by the Tukwila Fire Department.) Response: A stamped design for the 8 -inch DCDVA will be provided under a separate cover. 9. Provide a cost estimate for this DCDVA installation as part of the Public Works fee estimate sheet and provide DCDVA cut sheet(s). Circle backflow to be installed. Response: A cost estimate for this DCDVA installation has been included in the Public Works fee estimate sheet, and cut sheets for the proposed DCDVA will provided with the stamped design of the DCDVA. 10. Retaining walls greater than 4 feet in height and/or surcharged require a separate Building permit. Response: A note stating that the proposed retaining wall will be under a separate building permit has been added to the plans. 11. Sheet CS (Cover Sheet) — No Comment Response: Acknowledged. 12. Sheet C1 (Civil Cover Sheet) — No Comment Response: Acknowledged. 13. Sheet C2 (Civil Site Plan) — No Comment Response: Acknowledged. 14. Sheet C3 (Demolition and TESC Plan) — No Comment Response: Acknowledged. 15. Sheet C4 (TESC Notes and Details) — No Comment Response: Acknowledged. Bill Rambo, Permit Technician City of Tukwila Department of Community Development -5- November 20, 2018 16. Sheet C5 (Grading and Storm Drainage Plan) — (1) Verify if proposed CMP culvert is coated/lined. Label on plan sheet if applicable. Response: Per a phone conversation on November 11, 2018 between Contech and the reviewer, the proposed CMP culvert has been updated to an aluminized CMP -Type 2 culvert. 17. Sheet C6 (Water and Sewer Plan) — (1) Verify if installing a new %" irrigation only meter (or) installing a deduct water meter. If a deduct water meter for irrigation is installed next to the new 1 -inch domestic water meter, then a Cascade Water Alliance Charge will not apply to the irrigation meter. (2) Revise plan sheet C6 per red -lined comments including sanitary force -main location and connecting of new sanitary side sewer. (3) Show and label pavement cuts within Fort Dent Way. (4) Show and label full street grind and overlay within Fort Dent Way. (5) Verify if additional restraining/blocking is needed for fire line connection to existing 10 -inch water main within Fort Dent Way. (6) Label existing water main within Fort Dent Way as 10 -inch. (7) Label existing water main within Interurban Ave. South as 12 -inch. Response: 1) A new deduct water has been shown on sheet C6. 2) Sheet C6 has been revised per the red -lined comments, including the sanitary force -main location and the connection of the side sewer. 3) The pavement cuts have been added to the plans, and are called out on sheet C5. 4) Hatching and callouts have been added to the plans to indicate a full street grind and overlay within Fort Dent Way. A detail for pavement restorration has been added to sheet C9. 5) The concrete blocking shown is adequate for this connection. 6) The existing water main within Fort Dent Way has been labeled as a 10 -inch line. 7) The existing water main within Interurban Avenue South has been labeled as a 12 -inch line. 18. Submit a Traffic Control plan for work / lane closures within Fort Dent Way & Interurban Ave. South. Response: A Traffic Control plan has been added to the civil plans as sheet T1. Miscellaneous Comments Project is greater than one acre and therefore requires a Notice of Intent (NOI) application form Construction Stormwater General Permit to the Washington State Department of Ecology. Response: A NOI application will be submitted under a separate cover. All utilities are required to be underground per City ordinance. Public Works contact for surface water information: Ryan Larson, P.E. (Senior Surface Water Engineer) City of Tukwila Public Works Department (206) 431-2456 ryan.larson@tukwilawa.gov Response: All utilities will be installed underground per City Ordinance. We believe that the above responses, together with the enclosed revised plans and technical documents, address all of the comments in your Correction No. 1 letter dated October 18, 2018. Please review and Bill Rambo, Permit Technician City of Tukwila Department of Community Development -6- November 20, 2018 approve the enclosed at your earliest convenience. If you have questions or need additional information, please do not hesitate to contact me at this office. Thank you. Sincerely, Costa Philippides, P.E. Senior Project Engineer CP/Ib [17052c.002.docx] enc: As Noted cc: -TREESCDK 2505 3'" Avenue, Suite 324 Seattle, Washington 98121 206.720.7001 NELSONonline.com November 20, 2018 Bill Rambo, Permit Technician City of Tukwila, Department of Community Development 6300 Southcenter Blvd, #100 Tukwila, WA 98188 RE: ADDRESS: PERMIT #: Dear Mr. Rambo: RECEIVED CITY OF TU lea / LA NO 212018 PERMIT CENTER King Lasik Building Correction 1 responses 6700 Fort Dent Way D18-0299 CORRECTION LTR# This letter is in response to the comments received from your office in a letter dated October 18, 2018, regarding King Lasik building permit submittal. Building Department, Attn: Mr. Lee Sipe Comment #1: Part of roof plans show wood deck other roof plans show metal deck please clarify. Nelson Response: The roof deck is designed of steel, as per structural drawings. Please find corrected architectural details ## 10, 12, 15, & 16 on sheet A8.2 Comment #2: Building ventilation wall/roof penetrations are not shown, even though there will be a separate Mechanical permit, details are requested. Nelson Response: Please find detail 15/A8.2 showing thru-roof penetration and an added detail 18/A8.2 showing penetration through the wall. Comment #3: When 20 tons of mechanical cooling or 300K btu's of heating are required, a WSEC commissioning plan is necessary. King Lasik Permit #D18-0299 review comments response 0 NELSON Nelson Response: Acknowledged. Comment #4: Recycle/trash enclosure does not appear to be accessible for trucks. Nelson Response: As per discussion with Lee Sipe the trash/ recycle enclosure is acceptable at the currently shown location. Comment #5: Provide required electric car charging parking spaces. WAC 427.2 Nelson Response: Please find bollard mount dual port car charging station added to site plan on sheet A0.1 Planning Department, Attn: Mr. Max Barker Comment #3: Provide colored elevations of dumpster and utilities enclosures. Materials and colors should be in harmony with buildings and surroundings. Nelson Response: Please find colored elevations of dumpster enclosure with noted colors, matching the building, on sheet A0.4 Comment #4 Freestanding and wall -mounted signage requires separate sign permit for approval; signs are not approved as part of this development permit. Nelson Response: Acknowledged. Comment #5 Receipt for purchase of mitigation reserves credits must be provided for Special Permission permit #L18-0013 Nelson Response: Acknowledged. Please find attached response letters from Structural ( DCI Engineers ) and Civil/Landscape (Barghausen Engineers) covering related comments along with the enclosed revised plans and technical documentation as noted per responses. King Lasik Permit #D18-0299 review comments response Page 2 of 3 0 NELSON c We hope this information answers your questions and concerns satisfactorily. Please contact me to discuss further should you need additional information or clarification. Thank you for your attention to this matter. Respectfully, Aso Jaff, Nelson, Formerly Craft Architects King Lasik Permit #D18-0299 review comments response Page 3 of 3 0 DCI Er1GIf1EERS Seattle Portland Spokane San Diego Austin Irvine Eugene San Francisco Anchorage November 2, 2018 Project: File No.: Address: RE: Dated: Attn: Dear Reviewers: King Lasik —Tukwila (D18-0299) 262018.005/00801 532 Union Street, Oakland, CA Building Permit Plan Review — First Submittal October 18, 2018 Jerry Hight (Building Official), Suzanne Bauer (ReidMiddleton) The following are DCI's responses to the comments contained in the subject headline report. This letter specifically addresses items relating to the structural drawings titled Permit Submittal, dated 08/31/18, and the structural calculations titled "Structural Calculations", dated August 31, 2018. All other review items will be answered by their respective disciplines General 2: Structural special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, and 1705. A table of the required inspections is provided in the Structural General Notes on Sheet S1.4 in the section titled Schedule of Special Inspections. The following is a summary: CORRECTION Concrete: a. Concrete placement at concrete construction, including concrete topping at steel floor decks: continuous. See also iBC Section 1705.3 and Structural tests below. b. Reinforcement at concrete construction including headed shear studs at steel floor decks: periodic. See also IBC Section 1705.3. c. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.12. a. Installation of headed studs in concrete: continuous. See also IBC Section 1705.1.1. Steel: a. b. c. d. e. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. Welding of structural steel 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. 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. High-strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. High-strength bolting of structural steel, slip -critical, where applicable: continuous. See also IBC Section 1705.2, AISC 360-10 Section N5.6, and RCSC Section 9.3. DCI Response: The Table of Special Inspections can be found on sheet SI.4 of the Structural Drawings. n Ecg lye%►eral 2: CITY OF Tu j jrpli tests: Tests by qualified special inspectors should be conducted. The following is a summary: Testing of concrete topping at steel floor decks, for specified compressive strength, fc; air content; and slump. See IBC Sections 1705.3 and 1901.2 and AC! 318 Section 26.12. 21 2 a. NO 21 PERMIT CENTER 818 Stewart Street, Suite 1000;Seattle, Washington, 98101 Phone (206) 332-1900 44 1119i. nr� Service Innovation Value b. Nondestructive testing of the complete joint -penetration (and partial joint penetration, where applicable) groove -welded joints at the steel special concentric braced frames and special moment frames. See IBC Section 1705.13.1 and AISC 341-10 Section J6. DCI Response: List of required special inspections and tests can be found on sheet SI.4 of the Structural Drawings. General 3: 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. The following is a summary: Concrete: Steel: a. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.12.1 and 1901.2, ACI 318-11 Section 3.5.2, and AWS D1.4-98 Section 1.3.4. b. Submittal of welding procedure specifications for the welding of concrete reinforcement other than by fillet welds. See also IBC Section 1901.2, ACi 318-08 Section 3.5.2, and AWS D1.4-98 Section 6.1.2. 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 prefabricated stair systems (e.g., steel stairways) at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. c. Submittal of welding procedure specifications verifying that the welds at members and connections of the seismic -force -resisting system are made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-Ibf at 0 degrees -F as determined by the applicable AWS A5 classification test method. See also IBC Section 2205.2.1.2, AiSC 341-10 Section A3.4b, AISC 360-10 Section A2, and AWS D1.1-10 Sections 2.3.2 and 4.2.1.3. d. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-Ibf at minus 20 degrees -F as determined by the applicable AWS A5 classification test method and 40 ft-Ibf at 70 degrees -F as determined by Section A3.4a. See also IBC Section 2205.2.1.2, AISC 341-10 Section A3.4b, AiSC 360-10 Section A2, and AWS D1.1-10 Sections 2.3.2 and 4.2.1.3. e. Submittal of test reports from the manufacturers of ASTM F 1554, Grade 55, steel anchor bolts/rods verifying compliance with ASTM F 1554 Supplementary Requirement S1. See also IBC Section 2205.1, AISC 360-10 Section A2, and ASTM F 1554-15e1 Section 17.1. f. Submittal of welding procedure specifications for the welding of structural steel other than by prequalified welding procedure specifications. See also IBC Section 2205.1, AISC 360-10 Section A2, and AWS D1.1-10 Section 3.1. No response from the applicant is required for this comment. This comment is for the building official and for reference. Page 2 General 4: 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 is a summary: a. Design drawings for prefabricated open -web steel joists and joist girders. b. Design drawings for steel stairs. c. Design drawings for handrails and balcony rail anchorages. d. Design drawings for exterior cladding. e. Design drawings for skylight and hatches frames. f. Design drawings for facade access equipment and lifeline supports. g. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. DCI Response: Required deferred submittals can be found throughout the General Notes of the Structural Drawings. General 5: The snow load design data in the section of the structural notes on design loads, Sheet S1.1, should be revised by also specifying the ground snow load, Pg; snow exposure factor, Ce; and thermal factor, Ct. See IBC Section 1603.1.3. DCI Response: Structural General Notes have been updated with these values. Foundation 6: Detail 9 on Sheet S4.1 notes elevator pit depth per plan. Sheet S2.1 does not provide this information. The elevator pit depth should be provided or the note on detail 9/S4.1 should be updated with the correct location of the pit depth information. See IBC Section 107.1. DCI Response: This note has been removed from detail 9/S4.1. Elevator pit depth is per the architect's drawings. Foundation 7: Per the architectural drawings, a hydraulic shaft penetration is present in the elevator pit. Applicable reinforcement and detailing should be provided in the structural drawings for this condition. Refer to Sheet A5.4 for elevator pit hydraulic shaft penetration location. See iBC Sections 107.1 and 1604.1. DCI Response: Per detail 1/A5.4 of the architectural set, the elevator shaft does not have a hydraulic shaft penetration in the foundation. Detail 9/S4.1 has been revised to reflect this. Foundation 8: Detail 11 on Sheet S4.2 notes that the base plate size and anchor bolt depth is per plan. This information does not appear to be provided on Sheet 2.1. The drawings should be revised and calculations provided substantiating the design of the base plate and anchor bolt connections. See IBC Sections 107.1 and 1604.2. DCI Response: Sheet S2.1 has been updated to include base plate sizes. Anchor bolt depths are shown in detail 11/S4.2. See Calculations package SL -51 to SL -51 for calculations substantiating the design of the design of the base plate. Page 3 Foundation 9: On Sheet 2.1, the F8.0 footing below the braced frame column at Grid B/6 intersects with the elevator pit foundation. Calculations for this condition and specific reinforcement details should be provided for this condition. See IBC Section 1604.2 and 1901.5. DCI Response: This footing has been adjusted. Please see sheet S2.1 as well as details 9/S4.1 and 8/S4.3 for updated footing information. Foundation 10: It appears that the Structural Calculations for the reinforcement design of the F8.0 footings have not been provided. Calculations substantiating the design of the F8.0 reinforcement should be provided. See IBC Sections 1604.2 and 1901.5. DCI Response: See pages F-3 to F-5 of the structural calculations package for the substantiation of the design of the F8.0 footing. Foundation 11: Detail 11 on Sheet S4.1 for depressed slabs, refers to plan for the dimension of the depression in the slab. It does not appear that the depressed slab location and depth of depression is included on sheet S2.1. The Structural Drawings should be updated to provide the location and depth of the depressed slab. See IBC Section 107.2.1. DCI Response: Per Structural General Notes, slab depressions are not shown on structural floor plans. Detail 11/S4.1 has been revised to reference the architectural drawings for the locations of the slab depressions. Vertical 12: The Structural Calculations on pages SG -1 through SG -12 do not appear to provide the design input and load criteria used for the design of the gravity system. The loads used in the design of the gravity system should be provided for review. Also, it is not clear if the weight of the RTU units on the roof were taken into account for the design of the roof framing members. See IBC Section 1603.1. DCI Response: Please see page SG -3 to SG -8 of updated calculations for the design criteria used for the gravity calculations. A maximum weight of 2500 pounds for each RTU unit has been included in the design, this has been added to page S2.3 of the Structural Drawings. Vertical 13: The Structural Calculations for the gravity beams do not appear to indicate the size of welded stud used in the design calculations. This information should be provided for review. See IBC Sections 1604.2 and 2206.1. DCI Response: Please see page SG -4 of updated calculations showing the stud criteria used in design. Vertical 14: On page SG -1 of the Structural Calculations, the framing shown does not appear to match the framing shown on Sheet S2.2 of the Structural Drawings. For example, on page SG -1, the framing on the west and east sides of the building appear to be opposite what is shown on Sheet S2.2. Also, there is an additional opening shown on Sheet S2.2 adjacent to the braced frame on Grid 6 that was not accounted for in the Structural Calculations. The Structural Calculations should be revised to include the revised framing per the Structural Drawings. See IBC Section 107.2.1. Page 4 DCI Response: See updated calculations package pages SG -1 and SG -2 of the updated calculations package for revised framing per the structural drawings. Vertical 15: The joist framing on Sheet S2.2 of the Structural Drawings between Grids B -C and Grids 6-7 appear to run through the elevator shaft. Sheet S2.2 should be revised to indicate the correct framing condition at the elevator shaft. See IBC Section 107.2.1. DCI Response: Sheet S2.2 has been updated to reflect the correct framing condition. Vertical 16: On page SG -6 of the Structural Calculations, Member 251 has a stud count of 38. On Sheet S2.2 of the Structural Drawings, the stud count is 34. Also, member 252 is shown to have a stud count of 37, while Sheet S2.2 shows a stud count of 34. The drawings should be revised, or calculations should be provided showing that 34 studs at each of these conditions are adequate. See IBC Sections 1604.2 and 2206.1 DCI Response: See updated calculations package and structural drawings for corrected framing. Vertical 17: On page SG -9 of the Structural Calculations, Member 250 is shown as a 20LH09 joist. This member does not appear to be shown on Sheet S2.2 of the Structural Drawings. The calculations or drawings should be revised to reflect the actual condition. See IBC Sections 1604.2 and 2207.2. DCI Response: See updated calculations package pages SG -9 and SG -10 for revised framing calculations. Vertical 18: Detail 2 on Sheet S5.3 of the Structural Drawings references detail [05201] for column connections. Detail 2/S5.3 should be updated with the correct detail reference. See IBC Section 107.2.1. DCI Response: This detail has been updated with the correct detail reference. Vertical 19: The Architectural Drawings appear to indicate that there is an elevator overrun at the roof. Sheet S2.3 of the Structural Drawings does not appear to show this condition. The Structural Drawings should be revised to include the framing at the elevator overrun at the room. See IBC Section 107.2.1. DCI Response: Framing for the elevator overrun has been added to sheet S2.3 of the Structural Drawings. Lateral 20: The lateral calculations on pages SL -1 through SL -56 of the structural calculations do not appear to include the information pertaining to design input and load criteria used for the design of the lateral system. Member sizes used in the design of the lateral system also appear to be missing from the structural calculations. Calculations substantiating the design of the lateral system beams, columns, and braces (where applicable) should be provided for review. See IBC Section 1603.1. DCI Response: See updated calculations package pages SL12 to SL -19 for lateral system framing and calculations. Page 5 Lateral 21: The steel framing layout on RAM model outputs on pages Si -1 through SK -4 do not appear to match the roof and floor framing plan shown on Sheets S2.2 and S2.3. Structural calculations and drawings should be coordinated. See IBC Sections 107.1 and 1604.1. DCI Response: See updated calculations package pages SL -1 and SL -2 for revised framing per the structural drawings. Lateral 22: Page SL -35 of the Structural Calculations shows a beam size of W24x94 used in the design of the moment frame connections. Elevation 12 on Sheet S4.3 of the Structural Drawings shows a beam size of W21x111. Structural Calculations should be provided substantiating the design with the beam size shown in the Structural Drawings. See IBC Sections 1604.2 and 2205.2.1 and AISC 341-10 ChapterE3.5a. DCI Response: The beam size in detail 12/S3.1 has been changed to reflect the correct W24x94 beam size. Lateral 23: The limit state check for maximum edge distance on page SL -3 of the structural calculations indicates "fail". Verification should be provided that the design of the moment frame connections is adequate. See IBC Section 1604.1 and AiSC 341-10 Chapter E3.6. DCI Response: Calculations have been adjusted, please see page SL -22 to SL -29 of updated calculations package showing that the connection passes all limit states. Lateral 24: Continuing the comment immediately above, structural calculations provided for beam -column connections do not appear to check for the capability of the connection to accommodate story drift. The connection design should satisfy the story drift requirements of AISC 341-10 Chapter E3.6b. See IBC Section 1604.1. DCI Response: Please see page SL -20 and SL -37 of the updated calculations package which indicate that the RISA software checks for rotational ductility in the connections. Lateral 25: Structural calculations for the design of moment frame column base plates and anchorage to the concrete foundation shown on Detail 11/S4.2 do not appear to be included in the submitted calculations package. Structural calculations substantiating the design of column base plates should be provided for review. See iBC Section 107.1 and AISC 341-10 Chapter D2.6. DCI Response: See pages SL -51 to SL -52 of updated calculations package for design of the baseplates for the special moment frames. Lateral 26: it is unclear how the lateral forces are being transferred to the braced frames. For example, the braced frame between Grids 1 and 2 does not appear to have adjacent chord members to transfer the lateral loads to the braced frame. At the braced frame on Grid 6, it does not appear that the adjacent beams and connections along Grid 6 have been designed as chord members. Structural calculations for chords and collectors should be provided and the drawings may need to be revised. See IBC Sections 1604.2. Page 6 4 DCI Response: Collector elements have been added adjacent to the braced frame between grids 1 and 2, please see sheets S2.2 and S2.3 for updated framing. The diaphragm calculations can be found in pages SL -9 to SL -11 of the calculations package. Lateral 27: Details 8 and 12 on Sheet S5.2 refer to [05380, 08381] for brace reinforcement. Detail references should be updated, and calculations substantiating the design of brace reinforcement should be provided for review. See IBC Section 1604.1 and AISC 341-10 ChapterF2.6. DCI Response: These references have been removed from sheet S5.2, brace reinforcement is not required. Lateral 28: The gusset plate size for the BC1 condition shown in the schedule on Detail 2 on Sheet S5.2 does not appear to match the calculations on page SL -26 of the Structural Calculations. See IBC Section 1604.2 and AISC 341-10 Chapter F2.6. DCI Response: Please see page SL -21 of calculations report showing the dimensions used in the calculation of BC1. Lateral 29: Detail 8 on Sheet S5.2 refers to a web doubler plate per schedule on 2/S5.2. The schedule does not appear to provide doubler plate information. Details 2 and 8 on Sheet S5.2 should be revised with web doubler plate information, and structural calculations should be provided for this condition. See IBC Section 1604.2 and 2205.2.1, andAISC 341-10 ChapterE3.6. DCI Response: No web doubler plate is required, the schedule on detail 2 on sheet S5.2 has been updated to reflect this. Lateral 30: Structural calculations for the design of braced frame column base plates and anchorage to the concrete foundation shown on Detail 12/S4.3 do not appear to be included in the submitted calculations package. Structural calculations substantiating the design of column base plates should be provided for review. See IBC Section 107.1 andAISC 341-10 ChapterD2.6. DCI Response: Please see pages SL -49 to SL -50 of updated calculations package for the design of the braced frame column base plates. Please let us know if there is further clarification we may provide. Thank you. Sincerely, DCI Engineers � mu. Aaron Miller, P.E. Senior Project Manager Page 7 Reid iddleton RECEIVED OCT 2 2 2018 COMMUNITY DEVELOPMENT October 18, 2018 File No. 262018.005/00801 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 King Lasik (D 18-0299) Dear Mr. flight: 0 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. Three complete full-sized sets of updated structural drawings. b. Three copies of supplemental structural calculations. c. Two copies of geotechnical report. The applicant should resubmit documentation directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided. See IBC Sections 1705.6 and 1803. The following is a summary based on a review of the geotechnical report and of the structural drawings. This comment does not require a response by the applicant. a. Site excavation and grading. b. Placement of structural fill and soil compaction at the slab -on -grade floors. c. Verification of soil bearing capacity at the building footings. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com o 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development October 18, 2018 File No. 262018.005/00801 Page 2 Structural General 2. Structural special inspections and tests should be performed for this project. See IBC Sections 1704.2.3, 1704.3.1, and 1705. A table of the required inspections is provided in the Structural General Notes on Sheet S1.4 in the section titled Schedule of Special Inspections. The following is a summary: Concrete: a. Concrete placement at concrete construction, including concrete topping at steel floor decks: continuous. See also IBC Section 1705.3 and Structural tests below. b. Reinforcement at concrete construction including headed shear studs at steel floor decks: periodic. See also IBC Section 1705.3. c. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.12. a. Installation of headed studs in concrete: continuous. See also IBC Section 1705.1.1. Steel: a. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. b. Welding of structural steel 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. c. 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. d. High-strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. e. High-strength bolting of structural steel, slip -critical, where applicable: continuous. See also IBC Section 1705.2, AISC 360-10 Section N5.6, and RCSC Section 9.3. 2. Structural tests: Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete topping at steel floor decks, for specified compressive strength, f' c; air content; and slump. See IBC Sections 1705.3 and 1901.2 and ACI 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 Reid iddleton 0 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development October 18, 2018 File No. 262018.005/00801 Page 3 concentric braced frames and special moment frames. See IBC Section 1705.13.1 and AISC 341-10 Section J6. 3. 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. The following is a summary: Concrete: a. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.12.1 and 1901.2, ACI 318-11 Section 3.5.2, and AWS D1.4-98 Section 1.3.4. b. Submittal of welding procedure specifications for the welding of concrete reinforcement other than by fillet welds. See also IBC Section 1901.2, ACI 318-08 Section 3.5.2, and AWS D1.4-98 Section 6.1.2. 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 prefabricated stair systems (e.g., steel stairways) at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.1. c. Submittal of welding procedure specifications verifying that the welds at members and connections of the seismic -force -resisting system are made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-lbf at 0 degrees -F as determined by the applicable AWS A5 classification test method. See also IBC Section 2205.2.1.2, AISC 341-10 Section A3.4b, AISC 360-10 Section A2, and AWS D1.1-10 Sections 2.3.2 and 4.2.1.3. d. Submittal of welding procedure specifications verifying that demand -critical welds are made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-lbf at minus 20 degrees -F as determined by the applicable AWS A5 classification test method and 40 ft-lbf at 70 degrees -F as determined by Section A3.4a. See also IBC Section 2205.2.1.2, AISC 341-10 Section A3.4b, AISC 360-10 Section A2, and AWS D1.1-10 Sections 2.3.2 and 4.2.1.3. Reid iddleton 0 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development October 18, 2018 File No. 262018.005/00801 Page 4 e. Submittal of test reports from the manufacturers of ASTM F 1554, Grade 55, steel anchor bolts/rods verifying compliance with ASTM F 1554 Supplementary Requirement Si. See also IBC Section 2205.1, AISC 360-10 Section A2, and ASTM F 1554-15e1 Section 17.1. f. Submittal of welding procedure specifications for the welding of structural steel other than by prequalified welding procedure specifications. See also IBC Section 2205.1, AISC 360-10 Section A2, and AWS D1.1-10 Section 3.1. No response from the applicant is required for this comment. This comment is for the building official and for reference. 4. 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 is a summary: a. Design drawings for prefabricated open -web steel joists and joist girders. b. Design drawings for steel stairs. c. Design drawings for handrails and balcony rail anchorages. d. Design drawings for exterior cladding. e. Design drawings for skylight and hatches frames. f. Design drawings for facade access equipment and lifeline supports. g. Design drawings for attachment of mechanical and electrical components to the structure, and for support by the structure, where applicable. See also IBC Section 1613.1 and ASCE 7-10 Section 13.2. 5. The snow load design data in the section of the structural notes on design loads, Sheet S1.1, should be revised by also specifying the ground snow load, Pg; snow exposure factor, Ce; and thermal factor, Cr. See IBC Section 1603.1.3. Foundation 6. Detail 9 on Sheet S4.1 notes elevator pit depth per plan. Sheet S2.1 does not provide this information. The elevator pit depth should be provided or the note on detail 9/S4.1 should be updated with the correct location of the pit depth information. See IBC Section 107.1. 7. Per the architectural drawings, a hydraulic shaft penetration is present in the elevator pit. Applicable reinforcement and detailing should be provided in the Reid iddleton 0 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development October 18, 2018 File No. 262018.005/00801 Page 5 structural drawings for this condition. Refer to Sheet A5.4 for elevator pit hydraulic shaft penetration location. See IBC Sections 107.1 and 1604.1. 8. Detail 11 on Sheet S4.2 notes that the base plate size and anchor bolt depth is per plan. This information does not appear to be provided on Sheet 2.1. The drawings should be revised and calculations provided substantiating the design of the base plate and anchor bolt connections. See IBC Sections 107.1 and 1604.2. 9. On Sheet 2.1, the F8.0 footing below the braced frame column at Grid B/6 intersects with the elevator pit foundation. Calculations for this condition and specific reinforcement details should be provided for this condition. See IBC Section 1604.2 and 1901.5. 10. It appears that the Structural Calculations for the reinforcement design of the F8.0 footings have not been provided. Calculations substantiating the design of the F8.0 reinforcement should be provided. See IBC Sections 1604.2 and 1901.5. 11. Detail 11 on Sheet S4.1 for depressed slabs, refers to plan for the dimension of the depression in the slab. It does not appear that the depressed slab location and depth of depression is included on sheet S2.1. The Structural Drawings should be updated to provide the location and depth of the depressed slab. See IBC Section 107.2.1. Vertical 12. The Structural Calculations on pages SG -1 through SG -12 do not appear to provide the design input and load criteria used for the design of the gravity system. The loads used in the design of the gravity system should be provided for review. Also, it is not clear if the weight of the RTU units on the roof were taken into account for the design of the roof framing members. See IBC Section 1603.1. 13. The Structural Calculations for the gravity beams do not appear to indicate the size of welded stud used in the design calculations. This information should be provided for review. See IBC Sections 1604.2 and 2206.1. 14. On page SG -1 of the Structural Calculations, the framing shown does not appear to match the framing shown on Sheet S2.2 of the Structural Drawings. For example, on page SG -1, the framing on the west and east sides of the building appear to be opposite what is shown on Sheet S2.2. Also, there is an additional Reid iddleton 0 0 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development October 18, 2018 File No. 262018.005/00801 Page 6 opening shown on Sheet S2.2 adjacent to the braced frame on Grid 6 that was not accounted for in the Structural Calculations. The Structural Calculations should be revised to include the revised framing per the Structural Drawings. See IBC Section 107.2.1. 15. The joist framing on Sheet S2.2 of the Structural Drawings between Grids B -C and Grids 6-7 appear to run through the elevator shaft. Sheet S2.2 should be revised to indicate the correct framing condition at the elevator shaft. See IBC Section 107.2.1. 16. On page SG -6 of the Structural Calculations, Member 251 has a stud count of 38. On Sheet S2.2 of the Structural Drawings, the stud count is 34. Also, member 252 is shown to have a stud count of 37, while Sheet S2.2 shows a stud count of 34. The drawings should be revised, or calculations should be provided showing that 34 studs at each of these conditions are adequate. See IBC Sections 1604.2 and 2206.1 17. On page SG -9 of the Structural Calculations, Member 250 is shown as a 20LHO9 joist. This member does not appear to be shown on Sheet S2.2 of the Structural Drawings. The calculations or drawings should be revised to reflect the actual condition. See IBC Sections 1604.2 and 2207.2. 18. Detail 2 on Sheet S5.3 of the Structural Drawings references detail [05201] for column connections. Detail 2/S5.3 should be updated with the correct detail reference. See IBC Section 107.2.1. 19. The Architectural Drawings appear to indicate that there is an elevator overrun at the roof. Sheet S2.3 of the Structural Drawings does not appear to show this condition. The Structural Drawings should be revised to include the framing at the elevator overrun at the room. See IBC Section 107.2.1. Lateral 20. The lateral calculations on pages SL -1 through SL -56 of the structural calculations do not appear to include the information pertaining to design input and load criteria used for the design of the lateral system. Member sizes used in the design of the lateral system also appear to be missing from the structural calculations. Calculations substantiating the design of the lateral system beams, columns, and braces (where applicable) should be provided for review. See IBC Section 1603.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development October 18, 2018 File No. 262018.005/00801 Page 7 21. The steel framing layout on RAM model outputs on pages S1-1 through SK -4 do not appear to match the roof and floor framing plan shown on Sheets S2.2 and S2.3. Structural calculations and drawings should be coordinated. See IBC Sections 107.1 and 1604.1. 22. Page SL -35 of the Structural Calculations shows a beam size of W24x94 used in the design of the moment frame connections. Elevation 12 on Sheet S4.3 of the Structural Drawings shows a beam size of W21x111. Structural Calculations should be provided substantiating the design with the beam size shown in the Structural Drawings. See IBC Sections 1604.2 and 2205.2.1 and AISC 341-10 Chapter E3.5a. 23. The limit state check for maximum edge distance on page SL -3 of the structural calculations indicates "fail". Verification should be provided that the design of the moment frame connections is adequate. See IBC Section 1604.1 and AISC 341-10 Chapter E3.6. 24. Continuing the comment immediately above, structural calculations provided for beam -column connections do not appear to check for the capability of the connection to accommodate story drift. The connection design should satisfy the story drift requirements of AISC 341-10 Chapter E3.6b. See IBC Section 1604.1. 25. Structural calculations for the design of moment frame column base plates and anchorage to the concrete foundation shown on Detail 11/S4.2 do not appear to be included in the submitted calculations package. Structural calculations substantiating the design of column base plates should be provided for review. See IBC Section 107.1 and AISC 341-10 Chapter D2.6. 26. It is unclear how the lateral forces are being transferred to the braced frames. For example, the braced frame between Grids 1 and 2 does not appear to have adjacent chord members to transfer the lateral loads to the braced frame. At the braced frame on Grid 6, it does not appear that the adjacent beams and connections along Grid 6 have been designed as chord members. Structural calculations for chords and collectors should be provided and the drawings may need to be revised. See IBC Sections 1604.2. 27. Details 8 and 12 on Sheet S5.2 refer to [05380, 08381] for brace reinforcement. Detail references should be updated, and calculations substantiating the design of brace reinforcement should be provided for review. See IBC Section 1604.1 and AISC 341-10 Chapter F2.6. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development October 18, 2018 File No. 262018.005/00801 Page 8 28. The gusset plate size for the BC1 condition shown in the schedule on Detail 2 on Sheet S5.2 does not appear to match the calculations on page SL -26 of the Structural Calculations. See IBC Section 1604.2 and AISC 341-10 Chapter F2.6. 29. Detail 8 on Sheet S5.2 refers to a web doubler plate per schedule on 2/S5.2. The schedule does not appear to provide doubler plate information. Details 2 and 8 on Sheet S5.2 should be revised with web doubler plate information, and structural calculations should be provided for this condition. See IBC Section 1604.2 and 2205.2.1, and AISC 341-10 Chapter E3.6. 30. Structural calculations for the design of braced frame column base plates and anchorage to the concrete foundation shown on Detail 12/S4.3 do not appear to be included in the submitted calculations package. Structural calculations substantiating the design of column base plates should be provided for review. See IBC Section 107.1 and AISC 341-10 Chapter D2.6. 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 as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Suzann Bauer, P.E. Project Engineer cc: Aso Jaff, Craft Architects (by e-mail) Aasron Miller, DCI Engineers (by e-mail) Kathryn Craft, Craft Architects (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\TKI8 008R01.docx\srb Paul N. Crocker, P.E., S.E. Principal Engineer Reid iddleton 0 �J��11LA' y1,4� City of Tukwila J � M Department of Community Development 290 October 18, 2018 ASO JAFF 2505 3RD AVE - SUITE 324 SEATTLE, WA 98121 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0299 KING LASIK - 6700 FORT DENT WAY Dear ASO JAFF, 0 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: LEE SIPE at 206-431-3656 if you have questions regarding these comments. • 1. Part of roof plans show wood deck other roof plans show metal deck please clarify. 2. Building ventilation wall/roof penetrations are not shown, even though there will be a separate Mechanical permit, details are requested. 3. When 20 tons of mechanical cooling or 300K btu's of heating are required, a WSEC commissioning plan is necessary. 4. Recycle/trash enclosure does not appear to be accessible for trucks. 5. Provide required electric car charging parking spaces. WAC 427.2 FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • An exterior indicating shutoff valve (PIV) is required on the fire line supplying the fire sprinkler system. Please show a PIV on sheet C6 Water and Sewer Plan. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • 1. Landscape Plan L-1 of 5 indicates trees to be removed within the 40' River Environment. No trees are permitted for removal within the removal; update plans to indicate all trees will be retained. 2. Revise Landscape Plan sheets L-12 to L-5 to include the tree replacement and tree species diversity requirements set forth in the SEPA Determination of Non -Significance (file# 18-0003): "The applicant agrees to provide all mitigation plantings onsite within .the .150' from OHWM area at the City's requested 1:1 replacement ratio. If onsite replacement is not feasible the applicant will work with the City to come up with a tree replacement plan on a potential site in the Critical Shade Area identified in the King County's Green River SWIF Current Conditions Report Aquatic, Floodplain, and Riparian Habitat Technical Memorandum (King County and Normandeau (2014). If either onsite replacement or off-site replacement is not feasible the applicant shall pay into the City's tree replacement fund. Replacement trees will include a combination of native deciduous and coniferous trees to provide for rapid replacement of shade area that may be lost as a result of tree removal. The applicant is committed to success of the native replacement plantings, and as such, maintenance and monitoring will be required for five years beginning at year zero when the plantings are installed. A brief monitoring summary will be prepared by the applicant and submitted to the City yearly following the yearly monitoring event." 3. Provide colored elevations of dumpster and utilities enclosures. Materials and colors should be in harmony with buildings and surroundings. 4. Freestanding and wall -mounted signage requires separate sign permit for approval; signs are not approved as part of this development permit. 5. Receipt for purchase of mitigation reserves credits must be provided for Special Permission permit #L18-0013 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 before construction may be begin. 6. Civil, architecture, and landscape plans are inconsistent with one another. Show utilities and refuse enclosures, pedestrian benches, patio landscaping and any other missing elements consistently across all plans. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Please provide a Storm Drainage Report for review by Public Works. 2. Provide a completed Public Works fee estimate sheet for this Building permit. (See enclosed.) 3. Provide a completed Non -Residential Sewer Use Certification for this Building permit. (see enclosed). 4. Prior to issuance of this Building permit Owner/Applicant shall pay a Traffic Concurrency Test Fee under Public Works permit no. C18-0003 in the amount of $3,600.00 for Office between 10,001 and 20,000 sq. ft. of Gross Floor Area. 5. A Transportation Impact Fee applies to this Building permit (see PW Bulletin A3 - enclosed). Transportation Impact Fee based on Medical Office in Zone 2 at $4.91 per sq. ft./GFA and Miscellaneous Retail Sales in Zone 2 at $2.48 per sq. ft./GFA. Total of 6,739 sq. ft. x $4.91 per sq. ft. plus 6,969.00 sq. ft. x $2.48 per sq. ft. _ $50,371.61; due at issuance of this Building permit. 6. A Reduced Pressure Principle Assembly (RPPA), previously called a Reduced Pressure Backflow Assembly (RPBA), shall be installed immediately downstream of the new 1 -inch domestic water meter. Installation at another location requires approval by the Director of Public Works. The RPPA shall be installed in a Hot Box/Hot Rock or equal freeze protection enclosure anchored to a minimum 4" thick concrete pad. 7. Public Works recommends, but does not require, a power supply for the freeze protection enclosure. Please specify RPPA size, manufacturer, and model number on a plan sheet and submit a cut sheet for the proposed device. Show location of the new RPPA on a plan sheet. 8. New 8 -inch Detector Check Double Valve Assembly (DCDVA) shown on Civil plan sheet C6 of 10 is required to be designed and stamped, by a State of Washington Licensed Engineer (or) 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.) 9. Provide a cost estimate for this DCDVA installation as part of the Public Works fee estimate sheet and provide DCDVA cut sheet(s). Circle backflow to be installed. 10. Retaining walls greater than 4 feet in height and/or surcharged require a separate Building permit. 11. Sheet CS (Cover Sheet) — No Comment 12. Sheet C 1 (Civil Cover Sheet) — No Comment 13. Sheet C2 (Civil Site Plan) — No Comment 14. Sheet C3 (Demolition and TESC Plan) — No Comment 15. Sheet C4 (TESC Notes and Details) — No Comment 16. Sheet C5 (Grading and Storm Drainage Plan) — (1) Verify if proposed CMP culvert is coated/lined. Label on plan sheet if applicable. 17. Sheet C6 (Water and Sewer Plan) — (1) Verify if installing a new 3/4" irrigation only meter (or) installing a deduct water meter. If a deduct water meter for irrigation is installed next to the new 1 -inch domestic water meter, then a Cascade Water Alliance Charge will not apply to the irrigation meter. (2) Revise plan sheet C6 per red -lined comments including sanitary force -main location and connecting of new sanitary side sewer. (3) Show and label pavement cuts within Fort Dent Way. (4) Show and label full street grind and overlay within Fort Dent Way. (5) Verify if additional restraining/blocking is needed for fire line connection to existing 10 -inch water main within Fort Dent Way. (6) Label existing water main within Fort Dent Way as 10 -inch. (7) Label existing water main within Interurban Ave. South as 12 -inch. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 18. Submit a Traffic Control plan for work / lane closures within Fort Dent Way & Interurban Ave. South. Miscellaneous Comments Project is greater than one acre and therefore requires a Notice of Intent (NOI) application form — Construction Stormwater General Permit to the Washington State Department of Ecology. All utilities are required to be underground per City ordinance. Public Works contact for surface water information: Ryan Larson, P.E. (Senior Surface Water Engineer) City of Tukwila Public Works Department (206) 431-2456 ryan.larson@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. Sincerely, Bill Rambo Permit Technician File No. D18-0299 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director September 25, 2018 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D18-0299 King Lasik — 6700 Fort Dent Way 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, (5'11111) Rachelle Ripley l P Y Permit Technician end File: D18-0299 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0299 PROJECT NAME: King Lasik DATE: 01/07/2021 SITE ADDRESS: 6700 Fort Dent Way Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 4 after Permit Issued DEPARTMENTS: 6'0 A/>� Building Division '7 PC1J 04\ Public Works FIE EH' AWL Fire Prevention Structural 11,15/11(Jc. 11/5( I Planning Division FA] ❑ Permit Coordinator la PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/12/21 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Corrections Required ri Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 03/09/21 Fire Fees Apply Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 ci5 � PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0219 DATE: 03/12/2020 PROJECT NAME: KING LASIK SITE ADDRESS: 6700 FORT DENT WAY Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # 3 after Permit Issued DEPARTMENTS: Building Division JJ Public Works PT Fire Prevention Structural Planning Tvision Permit Coordinator g PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 03117/2020 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 04/28/2020 Approved with Conditions Fire Fees Apply Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 OPRM!T COORD COPY(/ PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0299 PROJECT NAME: KING LASIK SITE ADDRESS: 6700 FORT DENT WAY Original Plan Submittal Response to Correction Letter # X Revision # DATE: 10/01/2019 before Permit Issued Revision # after Permit Issued DEPARTMENTS: kl7 Wt4Vimm Building Division mij (OM Ate lO4IO-1'I Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 10/01/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 10/29/2019 ❑ Approved with Conditions ❑ ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 r� PERMIT COORD COPT PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0299 PROJECT NAME: KING LASIK SITE ADDRESS: 6700 FORT DENT WAY Original Plan Submittal Response to Correction Letter # DATE: 07/01/19 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Building Division n b 1\ C104. 0-13-11 Public Works mil VA -,-a-Iei Fire Prevention 1ZM c to s{ c( Structural• Koe 4 CIOs a—'34 Planning Division Permit Coordinator II PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 07/02/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: Approved with Conditions Denied (ie: Zoning Issues) ISI DUE DATE: 07/30/19 ()cog Ud REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 fia `HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0299 PROJECT NAME: KING LASIK SITE ADDRESS: 6700 FORT DENT WAY Original Plan Submittal X Response to Correction Letter # 2 DATE: 01/17/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division n IV PW O 1°l Public Works Fire Prevention Structural n hAy, PCW& Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 01/22/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n Denied (ie: Zoning Issues) Approved with Conditions (corrections entered in Reviews) DUE DATE: 02/19/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0299 PROJECT NAME: KING LASIK SITE ADDRESS: 6700 FORT DENT WAY Original Plan Submittal Revision # DATE: 11/21/18 X Response to Correction Letter # 1 Revision # before Permit Issued after Permit Issued DEPARTMENTS: s AUC II-? iS Building Division in PSI Cave -t5-lei Works Fire Prevention Structural 1411 CorirZ 0=) S Planning Divis;on Permit Coordinator 1011 PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 11/22/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Corrections Required L (corrections entered in Reviews) Denied (ie: Zoning Issues) DUE DATE: 12/20/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: `C vl V Departments issued corrections: Bldg ❑ Fire ❑ PIng' PW'— Staff Initials: 12/18/2013 cI !ROWflNG SLIP PERMIT NUMBER: D18-0291 PROJECT NAME: KING LASIK SITE ADDRESS: 6700 FORT DENT WAY X Original Plan Submittal Response to Correction Letter # DATE: 09/25/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: SLS Coarf 61;10 -IS Building Division AYA CO Z, Public Works Act\ CovrV__ 10-6-(g Ma -•I3 cotiZ 0 Fire Prevention W\ N4? Structural cs' PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: Planning Division Permit Coordinator 09/27/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 10/25/18 ❑ Approved with Conditions n Corrections Required (corrections entered in Reviews Denied (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only I j CORRECTION LETTER MAILED: Departments issued corrections: Bldg i1 Fire r, Ping Staff Initials: 12/18/2013 PROJECT NAME: ';' )(— SITE (— SITE ADDRESS: (7 d /r )P,74 6e) PERMIT NO: ORIGINAL ISSUE DATE: pct REVISION LOG REVISION N. N DAT RECEIVED STAFF INIT ALS ISSUED DATE STAFF INITIALS fi L.r t) I0 oi c,1 Su ary of ' ;visio': %'o , ,'C ,`/,,/, LC m 7 `C ,SCorj- • ;--/ OC r.?t,,„L/3I C'C G' Received by: 1 REVISION 1x0. DATE RECEIVED STAFF IN, , LS/*Ow ISSUED DATE STAFF ISN ALS fi L.r t) I0 oi c,1 / _rep/acc c I 9 rr( eS Received by: C-0671 ) -- \ G1 Received by: COV (l_ --/ 1 Su of Re ision: 6 toI� to wow V �� Received by: DA, (,',,)G --- (please print) REVISION NO. DATE RECEIVED STAFF INIT LS ISSUED DATE STAFF INITIALS 3-1-140 L.r t) 6---7 - c,1 -3 Summary of Revision: IN(o,ie baziciam _rep/acc c I 9 rr( eS Received by: C-0671 ) -- \ G1 (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS //6/ i L.r t) of //5/4j /, CO Summary of Revision: 7 -free$ rem, yed _rep/acc c I 9 rr( eS Received by: Received by: COV (l_ --/ 1 (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) Date: 1/6/2021 0 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: Di 8-0299 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ▪ Revision # JO after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: King Lasik Building RECEIVED CITY OF TUKWITA JAN 0 7 2021 PERMIT CENTER Project Address: 6700 Fort Dent Way Contact Person: Jeff Varley, landscape architect Phone Number: 425-251-6222 Summary of Revision: 9 trees shown to be retained have been removed during construction activities. It has been determined that 9 replacement trees shall be installed. 9 Vine Maple trees are to be installed in the same area where the trees had been removed. Sheet Number(s): L-1 and L-2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Fit Entered in TRAKiT on 01 I (--776/ W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 1ot) b 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: March 12, 2020 Plan Check/Permit Number: D18-0299 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # 3 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: King Lasik Building Project Address: 6700 Fort Dent Way, Tukwila, WA 98188 Contact Person: Nadia Azarova Phone Number: (206) 408-8641 Summary of Revision: Building relocation further north within the property, due to the presence of existing PSE electrical vault. After further communications with PSE it became clear that the planned earlier vault relocation will be expensive, time consuming and would bring a lot of inconvenience to the local PSE customers. The relocation reduces the width of pedestrian plaza on the north side, it does not affect parking and allows to provide 5' and wider sidewalk. RECEIVED MAR 1 2020 Sheet Number(s): CS- Cover Sheet, A0.1, A0.2, A0.3, A0.4, A3.1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: E,_ Entered in TRAKiT on W:\Permit Center\Templates\Fornts\Revision Submittal Form.doc Revised: August 2015 Pb.RMWIiT CENT 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: 9/30/2019 Plan ChecWPermit Number: D18-0299 ❑ Response to Incomplete Letter # RECEIVED ❑ Response to Correction Letter # CITY OF TUKWu ❑ Revision # before Permit is Issued SEP 3 Revision # 200 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner PERMIT CENT 4 r.: ❑ Deferred Submittal # Project Name: King Lasik Project Address: 6700 Front Dent Way Contact Person: Costa Philippides Phone Number: (425) 656-7452 Summary of Revision: Sheet Number(s): C1 through C11 "Cloud" or highlight all areas of revision including date of revision �% Received at the City of Tukwila Permit Center by: Its 1'�l ❑ Entered in TRAKiT on C:\Users\Kandace-N\AppData\LocaRMicrosoft\WindowsUNetCache\Content.Outlook\QB518YWC\Revision Submittal Form.doc Revised; August 2019 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov RECEIVED CITY OF TUKWILA JUL 0 12019 PERMIT CENTER Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 07/01/2019 Plan Check/Permit Number: D18-0299 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # • Revision # 1 after Permit is Issued (Revision #3 as per revision sequence on the drawings) ❑ Revision requested by a City Building inspector or Plans Examiner ❑ Deferred Submittal # Project Name: KING LASIK Project Address: 6700 FORT DENT WAY, TUKWILA, WA 98188 Contact Person: Nadia Azarova Phone Number: 206-408-8641 Summary of Revision: Modification to building's southeast corner on the first floor due to the PSE required clearances for existing electrical vault that cannot be relocated Building color scheme modification Screening revisions for the proposed site transformer based on PSE clearance requirements Site west retaining wall location adjustment due to tree retention issues Elimination of not -required site accessories: planters and light bollards CS, C1 -C11, T1, L-2, L-4, A0.1, A.03, A0.4, A2.01, A2.02, A2.03, A3.1, A4.1, A4.3, Sheet Number(s): S2.1, S2.2, S4.2, S5.1, S5.4 "Cloud" or highlight all areas of revision including date of r vision / Received at the City of Tukwila Permit Center by: ai(.fL ,f'.e.? /(1 �Ii Entered in TRAKiT on 7 - 1 — / 9 W: Permit Center Templates Forms Revision Submittal Form.doc Revised: August 2015 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http:t/www.TukavilaWA.2ov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 A k.) / 7 f 24/ 63 Plan Check/Permit Number: . ❑ Response to Incomplete Letter # p\. Response to Correction Letter # ❑ Revision # after Permit is Issued n Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # l� —b1212 Project Name: Project Address: , .22a Y P / /jf . ZrJ L A -3-SuContact Person: � 7 W Phone Number: 972 'Z/ 24 -31 - Summary mmary of Revision: S 412, 4- 0aosd�a: s; N 17 2019 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: N --Entered in TRAKiT on H 7'4 cl W:\Yermit Center\Templates\Forms\Revision Submittal Formdoc Revised: August 2015 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /) 1z( J Plan Check/Permit Number: I71f3-2:Yz9`, ❑ 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: 14 154_02.7) 06 - Project Address: 4,766 F.clz-t-- arz.c5r 'WAY, Contact Person: iia 2.4:Phone Number: (Zo(p) 7 7.,6 I Summary of Revision: x �E Te :n—, Gomt STs 1 Pg---Trat> k' 'zef;,)8 RECEIVED CITY OF TUKWILA NOV 21,2018 PERMIT CENTER Sheet Number(s): -1 Az,- J 7(..iN6. 24 , "Cloud" or highlight all areas of revision including jofrJisloh, (0_,Received at the CitofTukwila Permit Center V � Y by: ❑ Entered in TRAKiT on W\Perm,t Center \Templates\Forms\Revision Submittal Formdoc Revised August 2015 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 2954900420 Address: 6700 FORT DENT WAY Applicant: KING LASIK WATER METER INFORMATION Permit Number: D18-0299 Issue Date: 5/14/2019 Permit Expires On: 2/25/2020 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 2 STORY, 13,708 SF MEDICAL OFFICE AND RETAIL SHELL BUILDING. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, PAVING, PAVEMENT RESTORATION, WATER, IRRIGATION DEDUCT METER W/BACKFLOW, SANITARY, BACKFLOW, CURB CUT, DRIVEWAYS, TRAFFIC CONTROL, UNDERGROUNDING OF POWER, TURNOVER, AND STREET USE. METER #1 METER #2 METER #3 Water Meter Size: 1" .75" Water Meter Type: PERM DEDUCT Work Order Number: 21840133 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $15,012.50 $0.00 $0.00 TOTAL WATER FEES: $16,137.50 PETRA INCORPORATED OF IDAJO Washington State Department of Labor & industries 1-1oin.e F, hailol Contact Safety & Health Claims & Insurance 0 Search L&I Page 1 of 3 A -Z Index help My MI. Workplace Rights Trades & Licensing PETRA INCORPORATED OF IDAHO Owner or tradesperson Principals FRANK, JERALD S, PRESIDENT QUAPP, JOHN EDWARD, TREASURER Doing business as PETRA INCORPORATED OF IDAHO WA UBI No. 601 915 228 1097 N. Rosario Street MERIDIAN, ID 83642 425-396-4510 Business type Corporation Governing persons JERALD JERR S FRANK JOHN QUAPP; 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. PETRAI1927JM Effective — expiration 04/10/2008— 05/16/2020 Bond FIDELITY & DEPOSIT CO OF MD Bond account no. 8819285 $12,000.00 Received by L&I Effective date 04/10/2008 03/25/2008 Expiration date Until Canceled Insurance Cincinnati Ins Co $1,000,000.00 Policy no. CPP0839806 Received by L&I Effective date 03/01/2019 03/06/2017 Expiration date 03/06/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601915228&LIC=PETRAII927JM&SAW= 5/14/2019