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Permit D19-0253 - FIRE STATION 52 - NEW 2-STORY FIRE STATION
FIRE STATION 52 - BUILDING 15447 65TH AVE S Apn: 3597000320 FINALED 02/03/2021 D19-0253 Parcel No: Address: City of Tukwila Department of Community Development 00SouthcenterBoulevard, Suke#1OV Tukwila, Washington 9Q1O8 Phnne:JO6-431-3678 Inspection Request Line: 206'438'9350 Web site: http://www.TukwilaWA.gov 3597000320 DEVELOPMENT PERMIT Project Name: FIRE STATION 5Z BUILDING Permit Number: D19'0253 Issue Date: 9/24/2019 Permit Expires On: 3/22/2020 Owner: Contact Person: Name: Contractor: Name: License No: Lender: Address: TUKWILA CITY OF 6200SDUTHCENTER8LVD,TUKVV|U\ WA, 98188 6300B3UTM[ENT[RBLVD,TUKVVU\ WA, 98188 LYDIG CONSTRUCTION INC Phone: (509)534-0451 lIOOlEK4ONTGOK8ERYDR, SPOKANE, W4 99206 LYDIGC*264JC Expiration Date: 9/11/2021 LIBERTY MUTUAL INSURANCE COMPANY 1VV1FOURTH AVE SUITEl7O0' SEA7TLE'WA, 98154 DESCRIPTION OF WORK: CONSTRUCT ANEW TWO-STORY FIRE STATION WITH THREE DOUBLE HEIGHT APPARATUS 8$Y5' ACCOMODATIONS FOR 8 ON -DUTY FIRERFIGHTERS AND THE FIRE ADMINISTRATION OFFICES. SITE WORK UNDER SEPARATE PERMITS. Project Valuation: $2,178070.06 Type ofFire Protection: Sprinklers: YES Fire Alarm: Type ofConstruction: UB Electrical Service Provided by: TUKWILA Fees Collected: $50,66578 Occupancy per IBC: Water District: TUKVV|U\ Sewer District: TUKWILA Current Codes adopted bythe City nfTukwila: NAgeol 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: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: tti"l.6ILb Oirtif) l 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 andee to conditions attached to this permit. Signature: (� - -� // Date: Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: EROSION CONTROL, LAND ALTERING, WATER, DEDUCT IRRIGATION METER W/BACKFLOW, DOMESTIC WATER BACKFLOW W/HOTBOX, FIRE HYDRANT(S), DEMO OF UTILITIES, SEWER, STORM DRAINAGE, PAVEMENT CUTTING, PAVING, TRAFFIC CONTROL, UNDERGROUNDING OF POWER AND OTHER UTILITIES, AND STREET USE WERE APPROVED UNDER PUBLIC WORKS PERMIT NO. PW19-0064. PUBLIC WORKS FEES WERE PAID UNDER PW19-0064, 3: Project shall comply with Geotechnical Engineer Design Report by Hart Crowser, Inc., dated October 11, 2018; Additional Borings for New Roadway Grading Report by Hart Crowser, Inc., dated May 23, 2019; and subsequent Geotechnical Engineering Reports/Evaluations. 4: Emergency generator installation requires a separate mechanical permit. 5: The emergency call alert system to be reviewed and approved by Valley Communications and the Tukwila Fire Dept. G: The emergency traffic signaling system on65thAve. 5tnhereviewed and approved bythe Tukwila Fire Department. 57: The operating system for the automatic electric entrance gate uobeClick 2Enter. 10: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated atone extinguisher for each ]'UOOsq. ft. ofarea, The exdnguisher(dshould beofthe "all purpose" (2A'lO8I)dry chemical type. The travel distance toany extinguisher must be75'n,less. (|F[ 9053)(NFPAI0'5.4) ll: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated atone extinguisher for each l,5OOsq. ft. ofarea. The extin8uisher(dshould beofthe "All Purpose" (]A,4O8:[) dry chemical type. Travel distance toany fire extinguisher mustbe7S'urless. (|FC 900.]) (NFP4 10, 5.4) 7: 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 agross weight not exceeding 4O 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 isnot more than l5feet (1O67mm)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), (|F[9O6Jand |F[ 900.9) 8: Extinguishers shall be located in conspicuous locations where they will bereadily 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. (|F[9O6.5) 9: Fire extinguishers require monthly and yearly inspections, They must have atag orlabel securely attached that indicates the month and year that the inspection was performed and shall identifV the company or person performing the service. Every six years stored pressure extinguishers shall beemptied and subjected »othe applicable recharge procedures. |fthe required monthly and yearly inspections nfthe fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will berequired toconduct these required surveys. (mFPA1[,72'73) 12: Maintain fire extinguisher coverage throughout, 13: Egress doors shall bereadily openab|efrom the egress siclewithout the use ofakey nrspecial knowledge or effort. (|F[lQ1Ol9) 14: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle isengaged from inside the tenant space. (|F[Chapter 10 15: Exit hardware and marking shall meet the requirements of the International Fire Code,. (|FCChapter lO) 16: Door handles, pulls, latches, locks and other operadngdevicesonduorsrequiedtnheacoeoib|eby Chapter 1lufthe International Building Code shall not require tight grasping, tight pinchinOnrtwisting uf the wrist tooperate, (|F[ 1010191) 17. Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel, Access toexits 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 isless, from the nearest visible exit sign, (|FCl0l3.1) 18: Every exit sign and directional exit sign shall have plainly legible letters not less than § inches (l52mm)high with the principal strokes o/the letters not less thanO75 inch (19.1 nnm)vvide. The word "EXIT" shall have letters having awidth not less than 2inches (51mm)wide except the letter "|"' and the minimum spacing between letters shall not beless than O.375inch (9.5mm). Signs larger than the minimum established in the International Fire Code shall have letter widths, strokes and spacing inproportion totheir height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means isnrisnot energized. |fanarrow i»provided aspart ofthe exit sign, the construction shall besuch that the arrow direction cannot bpreadily changed. (|F[1UlI6l) 19: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit Dl Exit signs shall beilluminated atall times. Toensure continued illumination for aduration ofnot 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. (|F[lOI].G3) 21: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space, Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (|F[1OO4.3) 22: Emergency lighting facilities shall be arranged to provide initial illumination that isatleast an average of foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (I lux) measured along the path of egress atfloor level. Illumination levels shall bepermitted todecline toO.6foot-candle (6lux) average and aminimum atany point o/O.O6foot-candle (O.6lux) at the end nfthe emergency lighting time duration. A maxim um-to-mi ni mum illumination uniformity ratio of 40 to 1 shall not be exceeded. (|FClOU8.l5) 23: Anapproved automatic fire sprinkler extinguishing system isrequired for this project. (City Ordinance #Z436) 25: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval ofdrawings prior toinstallation ormodification. 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 tosubmittal tothe Tukwila Fire Prevention Bureau. Nnsprinkler work shall commence without approved drawings. (City Ordinance No, Z4J6). 24: Maintain a 4 fool" clear space around the sprinkler riser(s) for emergency access. (NFPAI5) (City Ordinance #2436) 26: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall bpelectrically supervised. (City Ordinance #Z436) 27: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA13'8.6I3.3) 28: All control, drain, and test connection valves shall be provided with permanently marked weather-proof metal or rigid plastic identification signs. The signs shall be secured with corrusion'resistantwine, chain or other approved means. (NFPA1]'6.6.4) 30: 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 /'5psi (O35bar) for 2hours. Contact the Public Works Department at3O6' 433'0179tomakeanappointment. (NFPAZ4, sec1O.lD.ZIl) 31: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated orbeen damaged inany way can bepromptly 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 degreesF. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation ofsprinklers. (NFPA13'6.I9.1.6Z.9]'62.93,6J.9.6) 32: The fire department connection (FD[) shall have adownward angle bend between 22Jand 45degrees, with a 5'inch5tonfitting($ and Knox FnClocking Stoocap, (City Ordinanoe#24]6) 33: 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^ (NFPA13) 34: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 35: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space )nfront and 0othe sides ufthe connection, beappropriately signed, have the building addesasen/edbyth»FDCstenci|edverdcaUyin3'inchhighwhitenumbeonna"safetyred"backgrnvnd directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 36: Post Indicator Valves (P|V's) shall have the building address served by the P|Vstenciled vertically }n 3-inch high white numbers on a "safety red" background, facing the direction of vehicular access. (City Ordinance #Z43Q 37: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A.7Zand City Ordinance #2437. 38: Local U.Lcentral station supervision isrequired. (City Ordinance #2437) 99: 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 x fire department permit has been obtained, (City Ordinance #2437)(|F[9Ol.Z) 40: An approved manual fire alarm system indudinAaudib|e/viswa| devices and manual pull stations is required for this project. The Ore alarm system shall meet the requirements of Americans With Disabilities'Act (iBlj, NfP.A.72 and the City vfTukwila Ordinance #Z437. 41: Maintain fire alarm system audible/visual notification. Addition/re location ofwalls orpaxjdnnsmay require relocation and/or addition ufaudib|e/vbua| notification devices, (City Ordinance #Z437) 42: An electrical permit from the City of Tukwila Building Department Permit [enter (206431'3670) is required for this project. 43: All electrical work and equipment shall conform strictly tothe standards ofthe National Electrical Code, (NFPA7U) 44: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" orsimilar approved wording, (|F[605.11) 45: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 80]llofthe International Building Code. 46: 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 orroad fronting the property. These numbers shall contrast with their background. Address numbers shall beArabic numbers or alphabet letters. Numbers shall be a minimum nf4inches (102mm) high with a mimimum stroke width of 0.5 inch (12.7mm). (|F[5U5.1) 47: Fire apparatus access roads "Re Lanes" shall be identified bypainting 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 PAKK|NG",color ombebright yellow, mrbythe posting of -signs stating, "FIRE LANE NOPARK|NG'',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 atleast afifty foot distance. Signs shall bespaced not further than fifty feet apart nor shall they bemore than four feet from the ground. (City Ordinance #Z435) 48: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time ofconstruction, (|pC5Ol.4) 49: Fie Department access and existing hydrants shall be constantly maintained during demolition and construction. (City Ordinance #2435) 50: Fie hydrants shall conform to American Water Works Association specifications ['502'54; it shall be compression type, equipped with two 1/2^ N.S.T. hose ports and one5^ 3too pumper discharge port with Knox locking cap, and shall have 1 1/4" Pentagon open -lift operating not. (City Ordinance #2OS2) 61: Fire hydrants shall be oriented in the direction of fire apparatus access. 52: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etcJ, with the exception ofhydrant guard posts. Guard posts shall beinstalled around hydrants not protected hycurbs, 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,shaUbe3feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be6feet long; 3'3 1/2 feet shall be buried. Painted finish shall be the same color asfor the applicable hydrants. The 4- foot circumference around the hydrant will be p level surface, (City Ordinance #Z05Z) 53: When subject tovehicular damage, protective guard posts orcurbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow, (City OrdinancewZ05Z) 54: Private hydrants shall beall yellow. Hydrant color istobe"Ru5tv|eunn''#659Yellow Gloss nrFanwp,t#X' 3472 Case Yellow. 29: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z436and #2437) 55: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 56: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at(Z06)575'4407. /11114. 58: 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. 59: Signs are not approved as part of this permit. A separate sign permit is required 60: Landscape and site plans are not approved as a part of this permit. 61: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 62: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 63: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 64: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 65: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 66: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 67: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first buildinganspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 68: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 69: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 70: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterally braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 71: Readily accessible access to roof mounted equipment is required. 72: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 73: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 74: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 75: 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. 76: Fire retardant treated wood shall have a flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 77: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 78: 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. 79: Masonry construction shall be special inspected. 00: All rack storage requires aseparate permit issued through the City ofTukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington, Periodic special inspection isrequired during anchorage ofstorage racks 8feet orgreater inheight. 81: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 82: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based unsatisfactory completion ufthis requirement. 83: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 84: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mlechanical Code. 85: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls Mth the strapping. 86: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building Department (20G'43l-367O). 87: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 88: Preparation before concrete placement: Water shall beremoved from place ufdeposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall beremoved from spaces tubeoccupied byconcrete. 89: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall beprovided tuthe building inspector. 90: VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any otherordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the co-rrection of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (2O6)438'935U 1700 8U|LD|NGF|NAL*~ 1700 8U|LD|NGF|NAL~~ 0301 CONCRETE SLAB 0611 EMERGENCY LIGHTING 0610 ENERGY EFFCERT 0612 EXTROOFING |NSUL 1400 FIRE FINAL 1400 FIRE FINAL 0450 FIRE/SMOKE RESISTANT PEN 0201 FOOTING OZOZ FOOTING DRAINS UZOO FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 0606 GLAZING 0502 LATH/GYPSUM BOARD 0410 LOWEST FLOOR ELE 0608 PIPE INSULATION 1500 PLANNING FINAL 1500 PLANNING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4037 SI-CAST-IN-PLACE 4029 SI-COLD-FORM TRUSS 4027 SI-COLD-FORM WELD 4000 SI-CONCRETE CONST 4036 SI-DRIVEN DEEP FOUND 4043 SI-E.I.F.S 4030 SI-EMPIRICALLY MASON 4044 SI-FIRE RESISTJNTS 4022 SI-MASONRY 4034 SI-METAL PLATE CONN 4023 SI-OBS-SEISMIC REST 4045 SI-SMOKE CONTROL 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING 0602 SLAB/FLOOR INSUL 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKN1 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wwvv.TukwilaWA.gov Building Pern'1K No. 'Ng NE) Project No. Date Application Accepted: Date Application Expires: (For office use only) 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: 15447 65th Ave S Tenant Name: Tukwila Fire Station 52 PROPERTY OWNER Name: City of Tukwila Address: 6300 Southcenter Blvd City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: Rachel Bianchi, City of Tukwila Address: 6300 Southcenter Blvd City: Tukwila State: WA Zip: 98188 Phone: (206) 454-7566 Fax: Email: rachel.bianchi@tukwilawa.gov GENERAL CONTRACTOR INFORMATION Company Name: Lydig Construction Address: 3180 139th Ave SE, Suite 110 City: Bellevue State: WA Zip: 98005 Phone: (425) 885-3314 Fax: Contr Reg No.: LYDIGGC*264JC Exp Date: 09/11/2019 Tukwila Business License No.: 328046357 King Co Assessor's Tax No.: 3597000320 Suite Number: Floor: New Tenant: 0 Yes ❑..No ARCHITECT OF RECORD Company Name: Weinstein A+U Architect Name: Ed Weinstein, FAIA Address: 2200 Western Ave, Suite 301 City: Seattle State: WA Zip: 98121 Phone: (206) 443-8606 Fax: Email: edw@weinsteinau.com ENGINEER OF RECORD Company Name: Swenson Say Faget Engineer Name: Dan Say, PE, SE Address: 2124 Third Avenue, Suite 100 City: Seattle State: WA Zip: 98121 Phone: (206) 443-6212 Fax: Email: dsay@ssfengineers.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Liberty Mutual Insurance Company Address: 1001 4th Avenue, Suite 1700 City: Seattle State: WA Zip: 98154 H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 I.doca Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATICO206-431-3670 8,000,000 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ 0 Describe the scope of work (please provide detailed information): New, two-story fire station with three, double -height apparatus bays, accommodations for 8 on -duty firefighters, and the fire department administration. Site improvements have been permitted under separate Public Works and Construction permits. Will there be new rack storage? Yes E].. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC IsFloor 0 0 0 9,808 IIB B, S-2, R-3 2"d Floor 0 0 0 4,499 IIB B, S-2 .3'd Floor 1St Floor: Floors thru 13 = 1860 S-2 = 6420 Basement R-3 = 1528 TOTAL-=-9808 Accessory Structure* Attached Garage 2nd Floor: B = 4726 - 343 (deck) = 4383 Detached Garage S-2 = 116 TOTAL 4499 Attached Carport Detached Carport Covered Deck Uncovered Deck 0 0 0 343 IIB B 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: 15 Compact: Handicap: I Will there be a change in use? IZ Yes D No If "yec, explain: parking lot to fire station FIRE PROTECTION/HAZARDOUS MATERIALS: ILJ Sprinklers 0 Automatic Fire Alarm 0 None 0..„...Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes ZI 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, RECEIVED CITY OF TUKWILA D On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health AUG 0 8 2019 SEPTIC SYSTEM Department. H:\Applicalions\Forms-Applications On Line‘2011 ApplicationsTermit Application Revised - 8-9-I I.doex Revised: August 2011 bh PERMIT CENTER Page 2 of 4 BUILDING PERMIT INFORMATIO I 06-431-3670 'Valuation of Project (contractor's bid price): $ 8,000,000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): New, two-story fire station with three, double -height apparatus bays, accommodations for 8 on -duty firefighters, and the fire department administration. Site improvements have been permitted under separate Public Works and Construction permits. Will there be new rack storage? 121 Yes No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor 0 0 0 9,808 IIB B, S-2, R-3 2"d Floor 0 0 0 5,225 IIB B 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck 0 0 0 135 IIB B Uncovered Deck 0 0 0 208 IIB B 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: 15 Compact: Handicap: Will there be a change in use? VI Yes 0 No If "yes", explain: Parking lot to fire station FIRE PROTECTION/HAZARDOUS MA lERIALS: lili Sprinklers D Automatic Fire Alarm 111 None 0 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 1 I " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM .......On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications Worms -Applications On Line \2011 Applicationaerrnit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFO t.TION — 206-433-0179 Scope of Work (please provide detailed information): N/A - permitted separately Call before you Dig: 811 Please o Public Works Bulletin #1 for fees and estimate sheet. Water District LJ ...Tukwila 0...Water District #125 0 ...Water Availability Provided Sewer District ...Tukwila ...Sewer Use Certificate LJ Highline El.. Renton 0 ...Valley View El .. Renton 0 ...Sewer Availability Provided .. 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 applv): El ...Civil Plans (Maximum Paper Size — 22" x 34") El ...Technical Information Report (Storrn Drainage) 0 ...Bond D .. Insurance El Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way El El ...Total Cut 0 ...Total Fill cubic yards cubic yards ▪ Geotechnical Report 0 .. Maintenance Agreement(s) 0 ...Traffic Impact Analysis 0 ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) .. • Right-of-way Use - Profit for less than 72 hours .. • Right-of-way Use — Potential Disturbance 0 .. Work in Flood Zone .. • Storm Drainage 0 ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Grease Interceptor 0 ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Channelization 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation 0 ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding D ...Backflow Prevention - Fire Protection Irrigation Domestic Water El ...Permanent Water Meter Size... " WO # D ...Temporary Water Meter Size .. II WO # 0 ...Water Only Meter Size............ ,, WO # 0 ...Deduct Water Meter Size 0 ...Sewer Main Extension Public 0 Private 0 0 ...Water Main Extension Public 0 Private E] FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...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 HAApplications \ Forrns-Applications On Line‘2011 ApplicationsWennit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDIN AUT I RIZED AGENT: Signature: Print Name: (A‘-/Ci VIA/la/VI' Mailing Address: k00 0 04.04,46,L, H:\ApphcaLio1s\FomIs-AppIictiorls On Line \ 20t 1 ApplicationsWermit Application Revised - 8-9-11.doce Revised: August 2011 bh Date: q2_i Day Telephone: I C111 TtAk1/114 iffPr e/Og City State Zip Page 4 of 4 DESCRIPTIONS ACCOUNT QUANTITY PAID Pe mitTRAK 70.00 D19-0253 Address:45447 65TH AVE S Apn: 3597000320 $70.00 DEVELOPMENT 70.00 ADDITIONAL PLAN REVIEW R000.345.830.00,08 1.00 $70.00 TOTAL FEES PAID BY RECEIPT: R20427 $70.00 qiotf to400 FI4p.m . to..00 Date Paid: Thursday, March 12, 2020 Paid By: CITY OF TUKWILA Pay Method: ACCOUNT Printed: Thursday, March 12, 2020 2:32 PM 1 of 1 CRWYSTEMS Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS ACCOUNT I QUANTITY I; PAID PermitTRAK $50,665.78 D19-0253 Address: 15447 65TH AVE 5 Apn: 597000320 $50,665.78 DEVELOPMENT $26,797.26 PERMIT FEE R000.322.100.00.00 0.00 $14,259.53 PLAN CHECK FEE R000.345.830.00.00 0.00 $9,268.69 WASHINGTON STATE SURCHARGE B640.237.114 0,00 $25,00 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $3244.04 IMPACT FEE 23,155.54 FIRE R304.345.852.00.00 0.00 $9,248.06 PARK R104.345.851.00.00 0.00 $13,907.48 TECHNOLOGY FEE $712.98 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18659 R000.322.900.04.00 0.00 $712.98 $50,665.78 .W\ /709 .0Vi 91k //fit Date Paid: Tuesday, September 24, 2019 Paid By: TUKWILA CITY OF Pay Method: ACCOUNT Printed: Tuesday, September 24, 2019 4:01 PM 1 of 1 SYSTEMS Permit Number: D19-0253 Applied: 8/2/2019 Issued: 9/24/2019 Status: FINALED Parent Permit: Parent Project: ADRS20-0037 Details: Permit Inspections City of Tukwila Approved: 9/24/2019 Finaled: 2/3/2021 Description: FIRE STATION 52 - BUILDING Site Address: 15447 65TH AVE S City, State Zip Code:TUKWILA, WA98188 Applicant: FIRE STATION 52 - BUILDING Owner: TUKWILA CITY OF Contractor: LYDIG CONSTRUCTION INC CONSTRUCT A NEW TWO-STORY FIRE STATION WITH THREE DOUBLE HEIGHT APPARATUS BAYS, ACCOMODATIONS FOR 8 ON -DUTY FIRERFIGHTERS AND THE FIRE ADMINISTRATION OFFICES. SITE WORK UNDER SEPARATE PERMITS. CO SP TONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS BUILDING FINAL** Bill Centen 2068541062 Notes: LOWEST FLOOR ELE Billl Centen Notes: PIPE INSULATION Bill Centen I Notes: ROOF SHEATHING Bill Centen Notes: ROOF_CEILING INSUL Bill Centen Notes: SI-CAST-IN-PLACE Bill Centen Notes: SI-COLD-FORM TRUSS Bill Centen Notes: SI-COLD-FORM WELD Bill Centen Notes: Printed: Wednesday, 06 October, 2021 1 of 12 , f "al SUPERION Permit Inspections City of Tukwila SI-CONCRETE CONST Bill Centen Notes: SI-DRIVEN DEEP FOUND Bill Centen Notes: SI-E.I.F.S Bill Centen Notes: SI-EMPIRICALLY MASON Bill Centen Notes: SI-FIRE RESIST JNTS Bill Centen Notes: SI-MASONRY Bill Centen Notes: SI-METAL PLATE CONN gill Centen Notes: SI-OBS-SEISMIC REST Bill Centen Notes: SI-SMOKE CONTROL Bill Centen Notes: SI-STEEL CONST Bill Centen Notes: ENERGY EFF CERT Bill Centen Notes: EXT ROOFING INSUL Bill Centen Notes: Printed: Wednesday, 06 October, 2021 2 of 12 i1 SUPERION Permit Inspections City of Tukwila GAS PIPING FINAL Bill Centen Notes: GLAZING Bill Centen Notes: SI-WELDING Bill Centen Notes: SLAB_FLOOR INSUL Bill Centen Notes: WALL INSULATION Bill Centen Notes: SI-STRUCT STEEL Bill Centen Notes: FOOTING Bill Centen Notes: FOUNDATION WALL Bill Notes: CONCRETE SLAB Bill Centen Notes: FOOTING Bill Centen Notes: MONITOR Ben Hayman Notes: SPRINKLERS FMO Notes: EMERGENCY LIGHTING Jim Benner Notes: Printed: Wednesday, 06 October, 2021 3 of 12 "NA'•• r1 SUPERION Permit Inspections City of Tukwila LATH_GYPSUM BOARD Lee Sipe APPROVED elevator shaft front wall GWB Layer 1-2 Notes: EXTERIOR FINISHES Max Baker Notes: Inspection of fencing slats. PLANNING FINAL Max Baker APPROVED Notes: PUBLIC WORKS FINAL Scott Moore Notes: PARTIAL 10/29/2019 10/30/2019 FOOTING Lee Sipe APPROVAL #1 Footing N. wall of building Notes: P/A OK- footing on N. wall of building reinforcing. Grid A5-F1/7-8 PARTIAL 11/6/2019 Any 11/6/2019 FOOTING Bill Centen APPROVAL eTRAKiT Inspection Request Notes: 11/5/2019 3:36 PM We will be placing 3 brace frame footings starting at 12pm for concrete. Mayes will be onsite to inspect steel starting at llam and staying on site for our pour. We will also be placing CDF for4 footings. Contact Name: Bryce Marion Site Address: 15447 65th ave s Phone: 2532188395 e-Mail: bmarion@lydig.com *Brace frame footings @ A/3, A/4, & B/4 - ok to pour PARTIAL 11/19/2019 11/20/2019 FOOTING Lee Sipe APPROVAL Notes: P/A Foundation wall a.5 - F.1/8. Brace frame footing 1/F Elevator pit sump & bottom only. PARTIAL 11/19/2019 11/20/2019 FOUNDATION WALL Lee Sipe APPROVAL Notes: P/A Foundation wall a.5 - F.1/8. Brace frame footing 1/F Elevator pit sump & bottom only. Printed: Wednesday, 06 October, 2021 4 of 12 SUPERION Permit Inspections City of Tukwila 11/20/2019 Any 11/20/2019 FOOTING Lee Sipe PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 11/18/2019 11:34 AM Bryce Marion We will be placing rebar for the building footings starting on the 19th through the 20th. Mayes will be all day on the 20th for our shotcrete shoot so bar will get inspected as the day progresses. We will place concrete on the 21st at 10am. Contact Name: Bryce Marion Site Address: 15447 65TH AVE S Phone: 2532188395 e-Mail: bmarion@lydig.com P/A Brace frame footing 1/F. Elevator pit sump & bottom only. 11/25/2019 11/25/2019 FOUNDATION WALL Bill Centen PARTIAL APPROVAL Notes: 11/25/2019 - BC *Inspected 2 wing walls only at the following locations: *D.9 Line - from 7 - 8 Line - ok *F.1 Line - from 7 - 8 Line - ok 11/27/2019 Any 1 11/27/2019 FOOTING Lee Sipe NOT APPROVED eTRAKiT Inspection Request Notes: 11/25/2019 6:46 PM Bryce Marion We will be placing concrete at the building footings 11/26/19, mayes will be onsite at 10am to inspect bar and concrete is at 12pm. Bill came out 11/25/19 and walked the pour, we had a bit more rebar to get in place. Bill wanted Lee to walk site and look at rebar and elevator pit walls. Contact Name: Bryce Marion Site Address: 15447 65TH AVE S Phone: 2532188395 e-Mail: bmarion@lydig.com No inspection completed on elevator foundation walls prior to placing concrete, concrete was placed on 11/26/19 without building inspector approval. 12/2/2019 12/2/2019 FOUNDATION WALL Lee Sipe PARTIAL APPROVAL #4 elevator pit only Notes: P/A #4 Foundation wall for elevator pit only, No building dept, inspection before placing concrete. S.I. report#0029. Grid D-E/2.3-2.9 12/4/2019 Any 12/4/2019 ]FOUNDATION WALL Lee Sipe PARTIAL APPROVAL 05 Partial footing Notes: 12/2/2019 12:28 PM Bryce Marion We need inspection for rebar on 2 wing walls on the north of the building and 2 pad footings for the building. Mayes will be onsite to inspect at 7:30am. We want to start closing the forms as soon as possible so inspection at 9am would be best. Thanks! Contact Name: Bryce Marion Site Address: 15447 65TH AVE S Phone: 2532188395 e-Mail: bmarion@lydig.com P/A #5 OK- footing Grid 1 - 4/A, 1/ D.5-A. *** CONTINGENT UPON Si, APPROVAL*** Printed: Wednesday, 06 October, 2021 5 of 12 r1 SUPERION Permit Inspections City of Tukwila 12/11/2019 12/11/2019 FOUNDATION WALL Bill Centen PARTIAL APPROVAL Notes: 12/11/2019 - BC *A Line from 1-4 Line - ok *F Line from 1 - 4 Line - Partial 1. Hold stub out on F Line 2.6 - 3 for future Sanitary connection. 12/11/2019 12/11/2019 1 FOOTING Bill Centen PARTIAL APPROVAL Notes: 12/11/2019 - BC Continuous footings at the following locations: *A.7 Line from 4 - 7 Line - ok **E.5 Line from 4 - 7 Line - ok 12/19/2019 Any 12/19/2019 FOUNDATION WALL Lee Sipe PARTIAL APPROVAL #11 concrete reinforcing wing walls Notes: 12/16/2019 4:51 PM Bryce Marion Rebar inspection required for the 2 remaining tall walls at the building. Mayes will be onsite at 8am to do inspection. Please be onsite at 9am. Contact Name: Bryce Marion Site Address: 15447 65TH AVE 5 Phone: 2532188395 e-Mail: bmarion@lydig.com 12/17/2019 11:15 AM Bryce Marion We need rebar inspection at 7:30am. Mayes will do their inspection on 12/18 at 2:30pm. Contact Name: Bryce Marion Site Address: 15447 65TH AVE S Phone: 2532188395 e-Mail: bmarion@lydig.com P/A OK (2) wing wall reinforcing Grid A.5/8-7, C/8/7 per not #24 in general notes. 12/19/2019 12/19/2019 FOOTING DRAINS Lee Sipe PARTIAL APPROVAL #12 P/A Wside - Sside to main connection Notes: P/A #12 Building footing drains W side - S side to main connection. (main connection not made yet) 12/27/2019 Any 12/27/2019 FOOTING Bill Centen PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 12/26/2019 4:15 PM Bryce Marion We will be placing a section of footing that was left out for access. MAyes will be onsite at 8am for inspections, Concrete is at 9am Contact Name: Bryce Marion Site Address: 15447 65TH AVE 5 Phone: 2532188395 e-Mail: bmarion@lydig.com Building foundation footing. Grid A.7/5-6 only. Printed: Wednesday, 06 October, 2021 6 of 12 SUPERION Permit Inspections City of Tukwila 12/31/2019 Any 12/31/2019 FOOTING Lee Sipe PARTIAL APPROVAL #15 Notes: 12/30/2019 11:59 AM Bryce Marion We will be placing 1 continuous footing at the buildings east apron tomorrow at 9am. MAyes will be onsite to inspect the rebar and epoxy at 8am. Contact Name: Bryce Marion Site Address: 15447 65TH AVE S Phone: 2532188395 e-Mail: bmarion@lydig.com Approved Building foundation only at - Grid 2.6-3/F 1/2/2020 1/3/2020 FOOTING DRAINS Lee Sipe APPROVED #16 Building Footing Drains Notes: PARTIAL 1/17/2020 Any 1/17/2020 SI-STRUCT STEEL Lee Sipe APPROVAL #17 Notes: 1/14/2020 11:02 AM Bryce Marion I would like you have you guys out to start walking our Structural steel. I have mayes scheduled for9am to come walk the site and start checking off some periodic inspections. Your welcome to come anytime after that to walk the site and view Mayes report. Thanks! Contact Name: Bryce Marion Site Address: 15447 65TH AVE S Phone: 2532188395 e-Mail: bmarion@lydig.com General progress inspection. PARTIAL 1/28/2020 Any 1/28/2020 CONCRETE SLAB Lee Sipe APPROVAL eTRAKiT Inspection Request Notes: 1/23/2020 3:45 PM Bryce Marion We are preparing to place concrete at the slab on metal deck. The reinforcing will be installed on the24th and inspected by mayes at 2pm. Pleas be on site 1/27/2020 between 7:45 and 9am. Thanks Contact Name: Bryce Marion Site Address: 15447 65TH AVE S Phone: 2532188395 e-Mail: bmarion@lydig.com Level 2 OK - concrete slab reinforcing: 2/10/2020 Any 2/10/2020 CONCRETE SLAB Lee Sipe I NOT APPROVED #19 Notes: 2/5/2020 12:04 PM Alex Carey Concrete reinforcement inspection for slab on grade level 1 south, A.M. inspection Contact Name: Alex Carey Site Address: 15447 65TH AVE S Phone: 4258853314 e-Mail: acarey@lydig.com No access Printed: Wednesday, 06 October, 2021 7 of 12 S'E '4 ON Permit Inspections City of Tukwila: 2/13/2020 Any . 2/13/2020 . FRAMING Lee Sipe . PARTIAL APPROVAL #17 exterior wall framing Notes: 2/12/2020 2:19 PM Alex Carey ' Contact Name: Alex Carey Site Address: 15447 65TH AVE S Phone: 4258853314 e-Mail: acarey@lydig.com P/A Approved only - South & West exterior walls level 1 & 2 (Still need deflection clips to beams), NOTE: Floor reinforcing on level 1 & @ was not inspected, when called in there was not access to site. 2/18/2020 Any 2/18/2020 LATH_GYPSUMDarrin BOARD Graham NOT APPROVED eTRAKiT Inspection Request Notes: 2/14/2020 8:56 AM OMAR VANDERLIP Contact Name: OMAR VANDERLIP Site Address: 15447 65TH AVE 5 Phone: 2069496956 e-Mail: Omar@vanderlipco.com 1. Was this supposed to be a WALL SHEATHING_SHEAR inspection? 2/20/2020 Any 2/20/2020 FRAMING Lee Sipe PARTIAL APPROVAL #18 Notes: 2/19/2020 9:42 AM Alex Carey Inspection for sheathing nailing and framing (slotted clips) Contact Name: Alex Carey Site Address: 15447 65TH AVE 5 Phone: 4258853314 e-Mail: acarey@lydig.com P/A Approved - S.E. & North side of South building. Also shear fastening of South building. 3/3/2020 Any 3/3/2020 FRAMING Lee Sipe ' PARTIAL APPROVAL #19 Notes: 3/2/2020 1:34 PM OMAR VANDERLIP Exterior wall framing inspection may require fall protection. Contact Name: OMAR VANDERLIP Site Address: 15447 65TH AVE 5 Phone: 2069496956 e-Mail: Omar@vanderlipco.com . . P/A Framing approved North Side Iv!. 2 floor & walls. Printed: Wednesday, 06 October, 2021 8 of 12 r4 SUPERION Permit Inspections City of Tukwila 3/6/2020 Any " , 3/6/2020 WALL SHEATHING SHEAR Lee Sipe PARTIAL APPROVAL • #20 Notes: 3/5/2020 12:10 PM OMAR VANDERLIP Partial inspection is needed. Contact Name: OMAR VANDERLIP Site Address: 15447 65TH AVE 5 Phone: 2069496956 e-Mail: Omar@vanderlipco.com P/A Approved North side level 2 wall sheathing. N, W, E walls. 3/10/2020 Any 3/10/2020 CONCRETE SLAB Lee Sipe PARTIAL APPROVAL #21 Notes: 3/9/2020 10:29 AM Alex Carey Slab on grade for north half of the building, pour is scheduled for 8 a.m. 3/10 Contact Name: Alex Carey Site Address: 15447 65TH AVE S Phone: 4258853314 e-Mail: acarey@lydig.com P/A Contingent upon S. I. approval report. • Concrete placing at truck bays - North. Grid 4-8/A.5-F.1. 3/18/2020 , Any 3/18/2020 FRAMING Darrin Graham PARTIAL APPROVAL #22 Notes: 3/17/2020 2:16 PM OMAR VANDERLIP This Inspection May Require Fall Protection. Contact Name: OMAR VANDERLIP • Site Address: 15447 65TH AVE S ' Phone: 2069496956 e-Mail: Omar@vanderlipco.com P/A Approved Framing CFS Grid Line f.5 along 4 to 7 Line Detail sheet A456/7 and 14 Grid line A.5 along 4 So 7 line Detail 5404/Detail 15 3/30/2020 Any FIRE_SMOKE RESISTANT PEN Bill Centen 1 eTRAKiT Inspection Request Notes: . . 3/27/2020 12:59 PM OMAR VANDERLIP Contact Name: OMAR VANDERLIP Site Address: 15447 65TH AVE S Phone: 2069496956 e-Mail: Omar@vanderlipco.com , . . Printed: Wednesday, 06 October, 2021 9 of12 rit SUPERION 3/31/2020 4/1/2020 LATH GYPSUM — BOARD Lee Sipe PARTIAL APPROVAL #23 shaft liner/gwb Notes: 1. Ceiling upper wall GWB/insulation only room 110, 111. 2. Shaft liner at elevator shaft. WALL 4/1/2020 Any 4/1/2020 Lee Sipe APPROVED #23 SHEATHING _SHEAR Notes: 3/27/2020 12:58 PM OMAR VANDERLIP Contact Name: OMAR VANDERLIP Site Address: 15447 65TH AVE 5 Phone: 2069496956 e-Mail: Omar@vanderlipco.com Exterior wall sheathing PARTIAL 4/3/2020 Any 4/3/2020 FRAMING Lee Sipe APPROVAL #24 Notes: 4/2/2020 9:42 AM OMAR VANDERLIP Contact Name: OMAR VANDERLIP Site Address: 15447 65TH AVE 5 Phone: 2069496956 e-Mail: Omar@vanderlipco.com P/A Approved: Elevator shaft Densglass, back wall and both side walls, except at floor/ceiling space between 1 & 2. Ceiling insulation rooms 110, 111 only. Corridor ceiling insulation room 217. 5/6/2020 AM 5/6/2020 FRAMING Lee Sipe NOT APPROVED 224409 Notes: No access. No phone # to call. PARTIAL 5/15/2020 AM 5/15/2020 FRAMING Lee Sipe APPROVAL 122137 Notes: P/A Approved; L2 interior framing. 5/15/2020 AM 5/15/2020 WALL INSULATION Lee Sipe PARTIAL APPROVAL 13718 Notes: P/A Approved: 12 exterior wall insulation except bay walls. OK Shaft enclosure walls GWB lhr Printed: Wednesday, 06 October, 2021 10 of 12 A sk SUPERION Permit Inspections City of Tukwila 5/27/2020 AM 5/27/2020 FRAMING Darrin Graham PARTIAL APPROVAL 301424 Notes: FRAMING HARD LID CEILING BUNK ROOMS 108-115 FRAMING HARD LID CEILING BUNK ROOMS 108-115 5/27/2020 AM 5/27/2020 WALL INSULATION Lee Sipe PARTIAL APPROVAL 305913 Notes: FRAMING HARD LID CEILING BUNK ROOMS 108-115 FRAMING HARD LID CEILING BUNK ROOMS 108-115 5/28/2020 5/28/2020 SPRINKLERS Brian Lucero PARTIAL APPROVAL Notes: See F20-0003 6/2/2020 AM 6/2/2020 FRAMING Lee Sipe PARTIAL APPROVAL 495628 Notes: P/A Approved South side of building level 1 and 2 only. 6/2/2020 AM 6/2/2020 WALL INSULATION Lee Sipe PARTIAL APPROVAL 52064 Notes: P/A Approved wall insulation South side of building. 8/6/2020 8/6/2020 SPRINKLERS Brian Lucero PARTIAL APPROVAL Notes: See Permit F20-0003 for notes 8/6/2020 8/6/2020 SPRINKLER COVER Brian Lucero APPROVED Notes: SEE F20-0003 8/18/2020 AM 8/18/2020 SUSPENDED CEILING Lee Sipe APPROVED 63017 Notes: 12/1/2020 AM 12/1/2020 FRAMING Lee Sipe PARTIAL APPROVAL elevator shaft GWB 1st, and 2nd layer Notes: P/A Elevator shaft front wall lst and 2nd layer GWB, only 12/3/2020 AM 12/4/2020 FRAMING Lee Sipe APPROVED 4257532790 Notes: Printed: Wednesday, 06 October, 2021 11 of 12 ri SUPERION ������U������~���� ^ ~^^^^^^~ ^^^~n~~~~^~^~~^^~~ ��~�«x x�� Tukwila ^°U=� ��o x K�m^��Uoa 12/10/7020 1I/10/2020 EXTERIOR FINISHES Max Baker APPROVED Notes: 12/11/2020 12/11/2 EMERGENCY��O um*nwa Jim Benner NOT APPROVED wmec OJnns[TON/#1 -SEVERAL EXIT/EMERGENCY LIGHTS NOT WORKING OwBATTERY. ' y.VV 1/Z6/2OI1 AM ��6/ZOZz PUBLIC WORKS FINAL Scott Moore PARTIAL APPROVAL Notes: Working with Lydigmachieve final. mnand off all day V11�OO �9/ZO2I � AM 1/29/2021 FIRE ALARM FINAL AmdyNewens APPROVED Notes: zV'1� ��9/�V�z ' AM ��9/ZOZz F|REDPERkx� FINAL xndymevens APPROVED Notes: POST BUILDING ADDRESS 1/29/2021 pxx z/B/ nzz uu|Lo|mop|mxc"~ Lee Sipe NOT APPROVED 2068541062 Notes: zmeeutoe/knee clearance under xm^sinks (y). 2.Need ADAparking post mounted sign installed. 3.xoxparking space storm drain cover does not meet standard AmA requirements for size ofopenings. 1/29/2021 z/zy/oozz PLANNING FINAL Max Baker xppnnvEn Notes: 1/29/2021 1/29/2021 LANDSCAPING Max Baker xppxOvED Notes: z/s/zozz xxx 2/3/2021 au|Lu|msF|wAc" Lee Sipe xppnovco 2068541062 Printed: Wednesday, 06ncuober, 202I 12of12 "'Ik� sopsn/ow File #: 2073 [WA][PUBLIC][OWNER] Recording Requested by and Return to: ASC STEEL DECK 2110 Enterprise Blvd WEST SACRAMENTO, CA 95691 Customer: PROSTEEL P.O. #: P19152 Project: TUKWILA FIRE STATION # 52 Rec ID: 3FDCB5BE-DF95-4526-87EC-349511975169 Job #: 0000065046 Cert No.: 7017 0190 0000 4403 0132 PRELIMINARY NOTICE OF INTENT TO CLAIM AGAINST BOND (Wash. Rev. Code Section 39.08.065) » TO THE PUBLIC ENTITY OR REPUTED CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6200 SOUTH CENTER BLVD STE 100 TUKWILA, WA 98188 US » TO ORIGINAL OR REPUTED CONTRACTOR LYDIG CONSTRUCTION 3180 139TH AVE SE STE 110 BELLEVUE, WA 98005 US • TO LENDER, SURETY OR BONDING CO. OR » REPUTED LENDER, SURETY, BONDING CO. LIBERTY MUTUAL INSURANCE COMPANY 999 W. RIVERSIDE AVE STE 510 SPOKANE, WA 99201 US 1. The following is a general description of the labor, service, equipment or materials furnished or to be furnished by the undersigned: STEEL DECK MATERIALS/EQUIPMENT 2. Estimated Price: $44,600.00 3. The name of the person or entity who furnished that labor, service, equipment or materials is: ASC STEEL DECK 2110 Enterprise Blvd WEST SACRAMENTO, CA 95691 Relationship to Parties: 4. The name of the person or entity who contracted for purchase of that labor, service, equipment or material is: PROSTEEL P 0 BOX 19067 SPOKANE, WA 99219 Us P.O.: P19152 5. The description of the jobsite is: TUKWILA FIRE STATION # 52 TUKWILA FIRE STATION # 52 15447 65TH AVE S. TUKWILA, WA 98188 US REQUEST FOR COPY OF PAYMENT BOND AND NAME OF SURETY COMPANY TO CONTRACTING BODY: CITY OF TUKWILA PUBLIC WORKS DEPARTMENT or State Comptroller The undersigned Claimant hereby declares that he has supplied or will supply labor or materials as described above, that payment has not yet been made therefore; and that he hereby requests that the contracting body furnish a certified copy of the Payment Bond, if any, to the Claimant, at the address listed above, and the current address of the contracting public entity. NOTICE TO PUBLIC ENTITY OR AGENCY ALSO PLEASE TAKE NOTICE THAT CONTRACTOR AND HIS BOND WILL BE HELD FOR THE PAYMENT OF SAID MATERIALS, SUPPLIES, OR PROVISIONS. NO SUIT OR ACTION SHALL BE MAINTAINED IN ANY COURT AGAINST THE CONTRACTOR OR HIS BOND TO RECOVER FOR SUCH MATERIAL, SUPPLIES, OR PROVISIONS OR ANY PART THEREOF UNLESS THE PROVISIONS OF WASH. REV. CODE SECTION 39.08.065 HAVE BEEN COMPLIED WITH. I declare that I am authorized to file this claim on behalf of the Claimant. I have read the foregoing document and know the contents thereof; the same is true of my own knowledge. I declare under penalty of perjury that the foregoing is true and correct. Executed at West Sacra o, California on 12/11/2019 for ASC STEEL DECK. Prepared by: Quito Clinton, Credi A. oci..e Phone: (916) 376-2800 Fax: (253) 896-8471 PROOF OF SERVICE BY MAIL AFFIDAVIT I declare that I served a copy of the above document, and any related documents, by certified or registered mail, postage prepaid, or other certified delivery, addressed to the above named parties, at the addresses listed above, on 12/11/2019. I declare under penalty of perjury thaw . e foregoing is true and correct. Executed at West Sacramento, California on 12/11/ Prepared by: Quito Clinton, Cred IMPORTANT INFORMATION FOR YOUR PROTECTION! This notice is sent to inform you that we have or will provide materials, professional services, or equipment for the repair, remodel, or alteration of your property. We expect to be paid by the person or entity who ordered our services, but if we are not paid, we have the right to enforce our claim by filing a construction lien against your property. LEARN more about the lien laws and the meaning of this notice by discussing it with your contractor, suppliers, the department of labor and industries, the firm sending you this notice, your lender, or your attorney. COMMON METHODS TO AVOID CONSTRUCTION LIENS: There are several methods available to protect your property from construction liens. The following are two of the more commonly used methods: * 1) DUAL PAYCHECKS (Joint Checks) : When paying your contractor for services or materials, you may make checks payable jointly to the contractor and the firms furnishing you this notice; * 2) LIEN RELEASES: You may require your contractor to provide lien releases signed by all the suppliers and subcontractors from whom you have received this notice. If they cannot obtain lien releases because you have not paid them, you may use the dual payee check method to protect yourself. YOU SHOULD TAKE APPROPRIATE STEPS TO PROTECT YOUR PROPERTY FROM LIENS. YOUR PRIME CONTRACTOR AND YOUR CONSTRUCTION LENDER ARE REQUIRED BY LAW TO GIVE YOU WRITTEN INFORMATION ABOU!!! LIEN CLAIMS. IF YOU HAVE NOT RECEIVED IT, ASK THEM FOR IT. City of Tukwila Department of Community Development December 07, 2020 RACHEL BIANCHI 6300 SOUTHCENTER BLVD TUKWILA, WA 98188 RE: Correction Letter # 1 to Revision #2 DEVELOPMENT Permit Application Number D 19-0253 FIRE STATION 52 - BUILDING - 15447 65 AVE S Dear RACHEL BIANCHI, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PW - R DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • A gravel maintenance access road is required for a vactor sewer cleaning truck to perform maintenance of the underground storm water vault and control structure east of the vault. Refer to the civil plan sheet C3.1. Please show on plan how this access can be achieved. 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. 1 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, Shana Markstrom Permit Technician File No. D19-0253 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 WHY CHOOSE AMERISTAR KNOWLEDGE & EXPERIENCE Ameristar was chartered 30 years ago in response to the demand by consumers &specifiers for specialty fence products. Ameristar offers an aesthetically pleasing product that is both high in quality & affordability. This has been achieved by maximizing high -volume productivity, increasing product design strength, and promoting simplistic installation. PROVEN CAPABILITY Ameristar's integrated in-house process &extensive raw material inventory results in much improved productivity and availability compared to the competition. By having a vast finished goods inventory, Ameristar is capable of delivering finished products faster than competitors who sublet the majority of their operations. INDUSTRY LEADERSHIP Over the years Ameristar has continually raised the bar across the board in the manufacturing of high quality, innovative fencing products. Our demonstrated commitment to upholding higher values translates into superior products that go far beyond merely meeting minimum industry standards. Ameristar's world headquarters, m in Tulsa, Oklahoma, USA. nu arturing & coil processing facilities LEG EN D * Ameristar Headquarters • Sales &Service Centers #9718 I REVISED 07/2014 1 FENCE PRODUCTS AMERISTARFENCE. COM I 800-321- 8724 ASSA Al3LOY, the global leader in door opening solutions AMER1STAR ASSA ABLOY AESTHETIC APPEAL. U\PARAIIFIED PROTECTION. Traditional security fences of ciain link or wire mesh are no longer enough to meet todays increased security demands. Ameristar's mpasse II security fence offers the resistive strength of teauy-cuty steel pales secured vertically to a framework of specially formed rails and I-beam posts. The stylist design of the Impasse II, combined with its strength and security, provides a successful first line of defense. Lean more on a,neristar, f ence,cont alling 800,321, 724 IMPASSE PERMIT CENTER Primary applications for Impasse II ornamental steel fence systems include: Military Sites Government facilities Petroleum & Chemical Facilities Power Plants & Substations Airports Data Centers Ports ofEntry Water Treatment& Storage Palisade Fence -BE m '1 r rl I 1, ,l,r1 1111111' I,1'il I ' 11Ii1Ifl TRI DENJTM Tie [passe Trideot pale the above the topmost rail and terminates with a menacing triple -pointed splayed spear tip, Ile intimidating look of the Trident corrugated pa a is a visual detrain to any who wou d dare to iotrude, 11111111 IHIImmutlIlmiOmltmN111Nmi01N11Nunto 111NmI1Ntmomm m11011mN01 3-RAIL PANELS 2-RAIL PANELS 61,1', 8', 9' &10' HEIGHTS 6',1'&8'HEIGHTS STRONGNOLDTM The blunt, slightly rounded tip of the Strongho d offers strengl i when necessary, whi e providing safety and security to the general public. The Strong fold features the same structural configurations of its high -security counterparts, 1Omi1111111111111111 11111IIIIIINI11111 1111111111111111111111111 11111 1101NI11111i111111111NIIlI@ItlglNNm111111i{n111111111111Im11111111iI111111111iN11111111NpIIlfii11111H1111UN1 3-11AI1. PANELS 2•RAIL PANELS 6',11,8',9'&10'HEIGHTS 6',1'&8'HEIGHTS ET' Gauntlet is designed wits high -tensile steel corrugated pales that rise above the topmost rail with an outward curve and terminate with a triple -pointed splayed spear lip. Tie outward curved pales discourage attempts. to gain access by would be iotruders. III INIIIiI III1N111NI I1111111 11[1111111ImINIIII111111INm1IINI11111111111111N11111111111111111NW111111111I111111111111111151111111I1111mii1IIN1111i111111111NIIIiIIIII11p011111111111111NiI11111UIIlU 3-RAIL PANELS 6',1', 8', 9' & 10' HEIGHTS RECEIVED 2-RAIL PANELS 6',1' & 8' HEIGHTS CITY OF TUKWILA PfsV09Ka ANTI -SCALE OPTION The [passe II Anti -Scale fence system tas decreased pale spacing, whic l he ps defer the assai ant fro[ c i[bing, and increases the delay time when hying to cut orpry through the fence. COLOR OPTIONS BIM BROKE AND HIE Custom colors alsoavai* PERMIT'CENTER 4 Lean more online atameristarfence,com Ming 800,321.8724 IMPASSE s' Secur Stee Palisade Fence 9 1- W z L2 w J 0 PEIMACOATTM Impasse I is protected 4 the unique PermaCoat process, Dur PRE•GALVANIZED STEEL BASE MATERIAL is subjected to an 11 •STAGE PROCESS to c eaose & prepare the steel for a DUAL TOPCOAT FINISH, PermaCoat's corrosion resistant abi ities far surpass those of painted surfaces and have a "no -mar" pa yester powder top coal. This dual coating not on y provides RESISTANCE FROM WEATHERING but also reduces scratch & burnishing marks typically encountered during shipping. ALKALINE WASH Cleans metal for proper adhesion of zinc phosphate 0 at EPDXY POWDER COAT Epoxy powder is electrostatically applied v0 FIXIDINE RINSE roses MS alkaline prior to zinc phosphate applicatlen EPDXY GEL OVEN Powder is gelled B cured io finish coal at ametar,Tence,coni ZINC PHOSPHATE Corrosion resistant layethat assists in bonding powder coating CLEAR WATER RINSE A bit of clean H2Oto prep iorthe neri phase POLYESTER POWDER FINISH CURING OVEN TGIC powderis Seals knish for years of electrostatically applied maintenance free use I9 0 0 io 0 0 MON•CHRONIE SEAL Barrier 'apreueal moisture from reaching hate metal CLEAR WATER RINSE final wash in H2O to remove any excess debris or particles ONCE COMPLETED, THESE 1•STA6ES WILL HAVE REMOVED EVERYTHING FROM IHE SURFACE Of THE STEEL THATMIGHT IHRIBITTHE FINISH FROM PROPERLY ADHERING DURING THE NE%T4•STA6ES VIE COATING PROCESS. DRYING OVEN iminates all moisture prior to double coating "`ECEIVED—• CITY OF TUKWILA NOV 09 296 PERMIT CENTER Corrosion occurs more easily without the proper preparation & protection, which is why Ameristar has put our fence products to the test based on ASTM 8111 standards. The molts speak 1o,1hemselves. PAINTED STEEL PRIMED&PAINTEOSTEEL SINGLE COAT PROCESS SINGLE COAT PROCESS PERMACOAT PROCESS Iron Phosphate + tins Phosphate +, line Phosphate + Polyester Powder Coat Polyester Powder Coat Epoxy Powder Coat+ Polyester Powder Coat Impasse II panes and posts are manufactured using HIGH•TENSILE PRE•GALVANIZED G-90 STEEL. Each component has men ROLL -FORMED into a unique profi e that yie ds significant streng-h properties, Impasse 's distinct design eriab es Ile fence to TRAVERSE AGGRESSIVE CHANGES IN GRADE IN ORDER TO MAINTAIN SECURITY a ong any perimeter. Each connection point of the Impasse II system is secured with TAMPER -PROOF FASTENERS providing the HIGHEST LEVEL Of SECURITY & VERSATILITY. FASTENER Security fasleoer prevents tampering or removal by typical fools — I•REAM POST Specifically formed I-beam; pre -punched !Dual' affachmert with pass through ihtegraled design features f1 r POST CAP Cast aluminum cap adds beauty aid provides cI Impasse II Gaunllel shown STEEL PALES Specifically formed high streogih corrugated architectural shape resists prying or bending; boltholes are recessed to pan bolt head from chiseling NIOHMERIT HRAIL Specifically formed for strength through architectural shape; lower lip contoured fo conceal S carry security elemeols such as anti -ram cabling, IDS, etc. PRIVACY SCREENING OPTION A security feoce should cover multip a aspects of perimeter security, which is wty Ameristar created the sfee privacy saeellifIg option for its Impasse tigp security fence system, Secured by cam adjacent pa e, tie overlapping design achieves the maximum evel of opacity for Visual SCreemog. RANEABLE VS STAIR -STEP Biasability at a minimum of 25% that repuires no additional assembly. ' teatureeliminates unsightly stair -stepping panels. • Fu y rakeabe panels 5 air stepprng panels DESIGN INTEGRATION Certified by the USDepartment of Homeland Security as a method of rhk management against acts of terrorism Anneristarslmpasse➢is+ byova30)tarsofeaeme inthefencing industry RECE VED I MADE CITY OFTUKWILA IN NOV o KiK USAI PERMIT CENTEPmeristarproducts are manufactured domestically in Tulsa, Oklahoma the Impasse II framework is a raceway for wiring, conduits 0 security cabling repuired around the perimeter of a project. This integrated design eliminates the need for costly trenching g boring becoming a value added solution for perimeter security upgrades. side of rail shown above view Iv peopled side) When installing these security elements use Impasse II as a platform: Communication & Video Cables Intrusion Detection/Fiber Optic Cables Access Control Viking Conduits Anti -Ram Cabling (Slalwad IS) Manufacturedfrom up to 96% recycled domestic steel, Impasse II products earn project LEED points Learn online atarneristar fence,cont or by alling 800,321.8-724 IMP S Security Steel Palisade 9 Stalwart S unites the strongest security fenceavailablewith the most widely used anti -ram perimeterbarrier. T1eappearance of Ste watt IS is a great visual deterrent tat delivers strength and fortitude for keeping any assailant from easily breaciingtie perimeter. M50 PU60 M40 U5O M30 ES Sta wart IS offers multiple anti -ram ratings engineered & tested to meetASTM F2656standards; Each installation can be designed with the most appropriate standoff distance from the asset, ARCHITECTURAL SUPPORT SOLUTIO_\ S?ECIALISTS Ameristar's Project Solution Specialists are experienced in every facet of perimeter security design. Our goa is to assist the architectura community is finding the best perimeter&entry solutions for their projects, Ameristar's extensive ibrary of project photos, CAD drawings, architectural specifications & project budget quotes are just a few of the services our team offers to complete your project design. SLIDEGATES SWI\G GATES Egress & ingress requirements are unique to eaci application, Managing traffic flow & usage demands are of the utmost importance, which is why Impasse II is manufactured is a variety of gate ypes built to balance function, security & beauty, Ameristar Transport &Passport sliding gates perfecty match tie perimeter fence system to create a seamless & stunning design while exuding a commanding presence of security bui t to unite perimeter asd entry, IMPASS RECEIVED CITY OF T1UKWILA O' 09 �02 ..PERMIT CENTER flfl I1, Supplemental Structural Calculations For: Tukwila Fire Station 52 Phase 2 Building Permit Tukwila, WA Client: Weinstein AU Viewe Substzu YSH Date ay,/ Submitted: September 3, 2019 FILE ApprOVea Rants e RECEIVED SEP 0 3 2019 BHC Consultants, LLC REVIEWED FOR CODE COMPLIANCE APPROVED SEP 23 2019 City of Tukwila BUILDING DIVISION Swenson Say Faget, Inc. 2124 Third Avenue, Suite 100, Seattle WA 98121 Structural Engineering Ph: (206) 443-6212 Fax: (206) 443-4870 riATE (A-i(ot".t 5.'"1-frI jok 0,frkeN 1". Ltd U. ) (50 -Cf 1.40-1,1 YOE 50 X %A‘5=4'>e\ri- FO f- SuPPOitr ( c V-5(0) 112.1'0 1-1+ROU614 BOLTS ,t9 tic c (A SC (2 N4,0ofKo -4s (7.) 'too 2.60—Cog .c Nt P50 r2 C A 2.1-1 -54 tM 1-D1F)crrrom A e .11) LA- 0 bt, to '30 p4'(' 1 H r 1. -1-72s0 itk3(0 STEI-1 2t4 VS: ft 0 le ( 14- J>',-6 er..1. RECEIVED SEP 0 3 2019 BHC Consultants, LLC RUCTURAL ENGINEERING PROJECT 5 o,3'n.k vic-"-i0P‘f DATE 74,4 5 0 PROJ. DESIGN 5c- SHEET CC 0 0 c•N 0 0 0 0 Q-..nor' p e-4 5(S P Y )4- 10 4 St -IF w c c) f� '3 (.t? µ55 x4K 6 = 7.2 ks. o.Z"c Lb p F, ©.(' Pt, :©.6, S ZV.6 z7.4 sTlffc G (�o j7 o w N w4(z-IN t��E 11 30 S r•row nI �> 10 (-e (44 Fo ti LE"fiLN-<••lCs GLiss c 7 5 l� t�CsE µ 55 RECEIVED SEP 0 3 2019 BHC Consultants, L RUCTURAL ENGINEERING ¶ f S 4.2,. PROJECT AS t ,JT�..r CA-1 oP i PROJ. # v DESIGN SHEET 00 LC eerjrg O,esig.rt Report re Station 52 Tu WOa, Washington Prepared for Weinstein A+U October 11, 2018 19297-01 RE �S%V CITY Q AUG aFRM%T CENTER ED Wit IOW YEW int mat a M M .r 11! HARTCROWSER Geotechnical Engineering Design Report Tukwila Fire Station 52 Tukwila, Washington Prepared for Weinstein A+U October 11, 2018 19297-01 Prepared by Hart Crowser, Inc. Erik C. Ellingsen, PE Senior Project, Geotechnical Engineer ike E. Schmitz; PE Barry S. Chen, PhD, PE nior Associate, GeotechniEngineer Senior Principal 3131 Elliott Avenue. Suite 600 Seattle. Washington 98121 Fax 206,328.5581 Tel 206.324.9530 IWO sm om PROJECT DESCRIPTION SITE CONDITIONS Contents 1 2 SUBSURFACE CONDITIONS 2 Soil and Bedrock Conditions 2 Groundwater Conditions 3 GEOTECHNICAL ENGINEERING CONSIDERATIONS AND RECOMMENDATIONS 3 Earthquake Engineering 3 Seismic Setting 3 Seismic Hazards 4 Seismic Design Parameters 4 Slope Stability 5 Building Foundations 6 Allowable Bearing Pressure and Settlement 6 Foundation Resistance to Lateral Loads 7 Size and Embedment of Foundations 7 Excavation Shoring 7 Right -of -Way Considerations 8 Lateral Soil Pressures for Design of Temporary Soldier Pile and Lagging Walls 8 Surcharge Pressures on Shoring 8 Soldier Pile Design 9 Lagging Design 9 Tieback Design 9 Permanent Subgrade Wall Design 11 Earth Pressures 11 Seismic Earth Pressure on Walls 11 Surcharge Pressures on Walls 12 Design of Floor Slabs 12 Retaining Walls 13 Infiltration 13 Pavement Design 14 Flexible Pavement 14 Rigid Pavement 14 Control of Groundwater 15 Construction Considerations 15 19297-01 October 11, 2018 Contents REFERENCES GEOTECHNICAL RECOMMENDATIONS FOR CONSTRUCTION 15 Foundation Construction 15 Retaining Wall Recommendations 16 Earthwork Recommendations 16 Site Preparation and Grading 16 Structural Fill 16 Use of On -Site Soil as Structural Fill 17 Permanent Cuts 17 Temporary Cuts 18 Pavement Recommendations 18 RECOMMENDATIONS FOR CONTINUING GEOTECHNICAL SERVICES 19 20 TABLES Table 1— 2015 IBC Seismic Design Parameters 5 Table 2 — Soil Properties Used in SLIDE Slope Stability Analyses 5 Table 3 — Slope Stability Analysis Results 6 Table 4 — Passive Resistance to Lateral Loads for Spread Foundations 7 Table 5 — Axial Capacity Parameters for Drilled Soldier Piles 9 Table 6 —Tentative Allowable Transfer Load for Tiebacks with Pressure -Grouted Bond Zone 10 Table 7 - Soil Equivalent Fluid Unit Weights for Walls Backfilled with Structural Fill 11 Table 8 — Recommended Pavement Sections 14 FIGURES 1 Vicinity Map 2 Site and Exploration Plan 3 Generalized Subsurface Cross -Section A -A' 4 Generalized Subsurface Cross -Section B-B' 5 Approximate Top of Bedrock Elevation 6 Temporary and Permanent Lateral Earth Pressures for Excavation 7 Lateral Earth Pressures on Adjacent Shoring Due to Surcharge Pressures APPENDIX A Field Exploration Methods and Analysis APPENDIX B Laboratory Testing Program APPENDIX C Slope Stability Evaluation 19297-01 October 11, 2018 14 no no Geotechnicall Engineering Design Report Tukwila ��~ N��� �� � N0�����Nm�� �—N0�N� N���� ���� Tukwila, Washington w� ��°�°��°�� �~~=�"�N��=�n This report presents our geotechnica|engineering desi recommendations for the proposed City of Tukwila Fire Station 52, located north of the existing Tukwila Public Works building at 6300 me SouthcenterBoulevard inTukwila, Washington. Our scope ofwork included: � 0 Reviewing existing nearby site data and reports; E Per-forminga subsurface investigation at the site; m� 0 Completing geotechnica|engineering and seismic design analysis; =m E Providing geotechnima|conclusions and recommendations; and 40 0 Preparing this report. MW We completed this work in general accordance with our revised proposal dated March 16,2010.VVe received the notice to proceed on March 19, 2018. We previously provided engineering services for Task I — Programming phase of Tukwila Fire Station 51, as described in our proposal dated -- March 20, 2017. That scope of services also included Task 3 — Site Selection for Fire Stations 52 and 54. This task included geotechnical design study reports at both sites. We understand that the City of Tukwila has decided to separate the site selection and design of Fire Stations 52 and 54. Fire Station 52 will be contracted first. Task 3 and 4 have been amended to include only Fire Station 52 with an expanded footprint. This report is for the exclusive use of City of Tukwila, Weinstein A+U, and their design consultants for specific application to this project and site. We completed this work in accordance with generally =° accepted geotechnical engineering practices for the nature and conditions of the work completed in the same or similar localities, at the time the work was performed. We make no other warranty, express orimplied, PROJECT DESCRIPTION *at We understand the proposed fire station development will consist of constructing a new headquarters 40 with an approximate building area of 12,000 square feet,and an overall site development area of 110,000 square feet. The original plan called for a "back -in" station, with the fire station structure NO tucked into the western portion ofthe site. The project plans have since changed and isnow considering a "drive -through" station. The fire station structure will now be located east of the original plan location and includes a finished floor ground level of Elevation 111 feet, The structure will be constructed so that the ground level finished floor matches the site grades at the street entrances; however, there will be some cuts and fills required to achieve the planned grades. zezypuz October z1,ZO18 | 2| Tukwila Fire Station S2 SITE CONDITIONS Figure 1shows the location of the site. Figure 2 shows the site extents for the current project aswell as the planned building footprint. The proposed site isadjacent tothe Tukwila Public Works building at 6305outhcenterBoulevard, and encompasses an existing asphalt parking lot and landscaping. The site slopes down gently to the southeast, with site grades ranging from elevation 12Sfeet to9Ofeet (NAVD88).The existing parking lot is cut into the natuna| hillside, where retaining wall currently wraps around the western and northern portions of the lot. The wall appears to be of concrete masonry unit (CMU) construction, and is up to 10 feet tall. The proposed earth retention system will be similar in length to the existing wall, but will have amaximum height ofZ5feet. SUBSURFACE CONDITIONS Our understanding of the subsurface conditions is based on our review of data from the historical exploration at the site and the borings and laboratory analysis performed by Hart Crowser for this project. Subsurface conclitions interpreted from explorations at discrete locations onthe site and soil properties inferred from the field and laboratory tests formed the basis of the geotechnical recommendations in this report. The nature and extent of variations between explorations may not become evident until additional explorations are performed or construction begins. If variations are encountered, it may be necessary to reevaluate the recommendations made in this report. Generalized soil and groundwater conditions are provided below. The boring logs byHart [rovvserare provided in Appendix A and the laboratory analysis by Hart Crowser is in Appendix B. Generalized soil and bedrock conditions are also shown on the profile cross -sections on Figures 3 and 4. Geology Review The geology of the site bmapped inthe Geologic Map of the Des Moines7.5' Quadrangle, King County, Washington, by Derek Q.Booth and Howard H.Waldron (2004).This publication indicates that the site geology consists ofyoung glacial till deposits k]vt onthe western half ofthe site and Intrusive Rocks (Ti)onthe eastern portion nfthe site. The Qvtdeposits consist ofuubrouncledtowell-rounded clasts in massive, silt or sand -rich matrix, The Ti deposit consist of irregular masses of porphyritic basalt and andesite. Just to the south of the site, the geology consists of the Renton Formation (Tpr), which includes nonmarine arkosic and feldspathic micaceous sandstone; also siltstone and claystone. The native deposits encountered were consistent with the descriptions of the Qvt, Ti, and Tpr deposits described inthe geologic map. Soil and Bedrock Conditions On March 26 through March 30, 2018, we drilled seven borings, designated B-1 through B-7,at the site to depths between 35.5 and 50.4 feet. We also drilled two shallow borings designated P-1 and P-2 to depths of about 5 feet. The March 2018 borings were supplemented with two additional borings (borings B-8 and B-9) drilled on September 19, 2018 to accommodate the new drive -through footprint. 19a97-01 October z1'znzo Tukwila Fire Station 52 13 The borings typically encountered a thin layer of fill over residual soil over bedrock with varying degrees of weathering. Residual soil is the result of the chemical weathering of bedrock, and subsequently has variable engineering properties. The bedrock encountered a|the site consists ofa mixture Vfsandstone and si|tstnneand ishighly var|ab|eiOst[8Ugthandhanjness.Thebor|ng locations are shown onFigure 2. Based on the results ofour review of the geologic maps and our subsurface investigation, we anticipate that the majority Ofthe proposed building will expose either residual soil orbedrock atthe proposed foundation level. The residual soil and bedrock material will provide a suitable bearing layer for the building foundation; however, their relative stiffnesses will likely require overexcavation for settlement control asthe top ofbedrock dips toward the southeast. Groundwater Conditions Groundwater was observed atdepths ranging from 1Oand 34feet below ground surface within the boringsduhngourinvestigodon—corresponding toelevations 1OZtoO6feet (NAVD88).VVeexpect the groundwater islikely perched at the top ofthe bedrock layer. During the field investigation, vve were informed anecdotally ofgroundwater seepage issues during the construction of the existing block wall atthe site. VVerecommend the design groundwater level be assumed tob2atthe top of bedrock (see Figure 4for contours oftop ofbedrDck).Based nnour observations, perched water is expected to be encountered during the excavation. The shallow groundwater Will likely preclude the use ofinfiltration across the site. Groundwater may fluctuate because of variations in rainfall, temperature, season, and other factors. Subsurface conditions interpreted from explorations at discrete locations Vnthe site and the soil/bedrock properties inferred from the field and laboratory tests formed the basis of the geotechnical recommendations in this report. The nature and extent of variations between explorations may not become evident until additional explorations are performed or construction begins. If variations are encountered, we may need to reevaluate the recommendations in this report. ��0����~�������0����� ��������������Nn���� ��������0��������~0������ ������ ���������������������� �������������������� ����°��~"���������������� ������ RECOMMENDATIONS Our recommendations are based on our current understanding of the project and the subsurface conditions interpreted from explorations a1and near the site bvHart Crovvserand others. Uthe nature or location of the facilities is different than we have assumed, we should be notified so we can review, change, and/or confirm our recommendations. Earthquake Engineering Seismic Setting The seismicity ofwestern Washington isdominated by the Cascadia SubductionZore, where the offshore Juan cle Fuca plate subducts beneath the continental North American plate. Three main types of earthquakes are typically associated with subduction zone environments: crustal, intraplate, and c HARTCROMER 1g2g7-0l October 11,2O18 | Tukwila Fire Station 52 irterplate earthquakes. Seismic records inthe Puget Sound area clearly indicate adistinct shallow zone ofcrustal seismicity, the Seattle Fault, which may have surficial expressions and can extend to depths of 25 to 30 kilometers (km). A deeper zone is associated with the subducting Juan cle Fuca plate and produces intraplate earthquakes at depths of 40 to 70 km beneath the Puget Sound region (e.g., the 1949, 1965, and 2001 earthquakes) and interplate earthquakes at shallow depths near the Washington coast (e.g., the 1700 earthquake with an approximate magnitude of 9.0). Seismic Hazards There are no mapped faults beneath the site; therefore, the potential for surface rupture atthe site is low. Considering the site's soil and groundwater conditions, the potential for soil liquefaction and liquefaction -induced hazards is also low. Seismic Design Parameters The basis of seismic design for the 201SInternational Building Code (IBC) is the risk -targeted maximum considered earthquake (MCER), which is used to determine spectral response accelerations. The peak ground acceleration (PGA) is determined using the maximum considered earthquake geometric mean The MCERground motion response accelerations are defined for the most severe earthquake considered by IBC 2015, determined for the orientation that results in the largest maximum response to horizontal ground motions, and adjusted for the targeted risk. The geometric mean PGA corresponding toM[Esisdefined for the most severe earthquake without adjustment for the targeted risk. The most severe earthquake considered by the IBC has a 2 percent probability of exceeclance in 5Oyears, corresponding toaZ,47S'yearreturn period. The mapped response spectra are based onSite Class B(nck)conditions. Seismic parameters are adjusted based onthe actual site conditions, generalized asthe soil site class. IBC 2015defines the design spectral acce|enationparameters otshort periods (Sso),and at the one -second period (Szo)as tvvo'thirdsofthecornespondingyite'dass-ad'ustedK4CExparametem(Smsand6wz).Bmi|ady, ASCE 7-10 requires MCEG peak ground acceleration adjusted for site effects (PGAm) to be used for evaluation of liquefaction, lateral spreading, seismic settlements, and other soil -related issues. The seismic design parameters for this site were obtained from the USGSUS Seismic Design Maps web application (http://earthquake.usgs.gov/designmaps/us/application.php) accessed on April 13, 2018. The resulting seismic design parameters are shown in Table 1. inputs used to generate the seismic design parameters are as follows: • Latitude:47.4N639 • LonQbude:'lZ3.ZS477 • Soil Site Class: [ • Risk category: IV z9l97-01 October 1z'uozo «r Tukwila Fire Station 52 15 VI 40 a •r vPi SI Table 1 — 2015 IBC Seismic Design Parameters Seismic Response Parameter Mapped Parameters for Site Class "B' Parameters Adjusted for. - Site Class C Seismic: Design - . Parameters, Peak ground acceleration for soil -related hazards PGA = 0.602 g PGAM = 0.602 g PGAM = 0.602 g Spectral response acceleration at short periods Ss = 1.459 g SMs = 1.459 g Sos = 0.973 g Spectral response acceleration at 1-second period Si = 0.544 g SMI = 0.707 g Sol = 0.472 g g = gravity force Slope Stability We evaluated slope stability where new retention walls are planned. See Figure 2 for the locations of the configurations evaluated. Slope stability was evaluated using limit equilibrium methods under static and pseudostatic conditions. The pseudostatic analysis is a tool used to estimate the factor of safety of the slope during a seismic event. This analysis applies a horizontal driving force to each slice of the slope, typically equal to one half of the assumed peak ground acceleration, which represents a time averaged degree of horizontal acceleration. In this analysis, we assumed a horizontal load coefficient (k) of 0.3g, which corresponds to the 2,475 year event and is approximately 1/2 of the PGA. We performed static analysis using the Morgenstern -Price method using the SLIDE 2018 software (RocScience 2018) for the cross-section shown in Appendix C. The soil properties used in the SLIDE analyses are shown in Table 2. Table 2 — Soil Properties Used in SLIDE Slope Stability Analyses Existing Fill Unit Weight .(pcf) 125 Friction Angle .I .(degrees) ., 32 n/a New Fill 130 34 n/a Residual Soil 130 38 100 Bedrock 145 45 1,000 pcf = pounds per cubic foot psf = pounds per square foot Table 3 summarizes the factor of safety for the considered conditions. Figures C-1 through C-14 display the critical failure surface with the lowest factor of safety.. For the planned retaining wall configuration on the cut side (west and north walls, Sections 1-1' and 3- 3'), the static analyses indicate that the factor of safety against failure is about 22, which exceeds the standard of practice for a minimum factor of safety of 1.5 under static conditions. For the planned Rs Y HAIRTdtOWS[R 19297-01 October 11, 2018 6 | | Tukwila Fine Station B Ecology Block wall onthe southeast portion of the site (Section 2-2')which will retain fill, the resulting factor of safety under static conditions is about 1.1, which is less than the recommended minimum. VVerecommend that the fones|opeofthe Ecology Block wall be graded level out toadistance equal to the height ofthe wall, and that the block wall have aminimum embedment of3feet. Table 3 — Slope Stability Analysis Results Slope.Configuration ' ^ ��» ^-��^��*"^�^ . '�w ^^'�� ke"c" �~/ � M ' �� ����e�u�h/o�_ 14' Existing 1.5 3.40 11 2/41 1-1' Proposed 1.5 4.2 11 3.05 2'2 Existing 1.5 2.38 11 1.08 2'2' Proposed 1.5 1]3M.55° 1] 0i78/ .0G° 3-3' Existing 1.5 1.62 11 1l1 Note: ° Factors ufsafety after grading the frontslopa. Building Foundations Based on the results of our subsurface exploration, we expect the proposed building subgrade will consist of either fill, residual soil, or bedrock. In the southeastern corner of the site, the existing grades will need to be raised to meet the planned finish floor elevations, while the remainder of the site will likely require cuts into the native residual soil and bedrock. The building foundation may be designed as a shallow foundation, consisting of spread footings, a mat foundation, or a combination of the two. The upper portion of the residual soil is relatively weaker where it will be exposed atsubon*de'in particular when compared to the bedrock material. Where existing site grades need 1nberaised to match the planned finiish floor level, the fill will need to be placed and compacted in accordance with the recommendations presented herein. While the planned subgracle materials would provide sufficient bearing, they will likely have differential performance when the building loads are applied. We understand the proposed building will likely consist ofCMU construction, which typically isless tolerant of differential performance. To better control settlement, we anticipate that some overexcavation will be required to provide more uniform bearing. Where the bedrock and residual soil is exposed, we recommend that these materials be overexcavated beneath foundations to create a uniform bearing layer of at least 3 feet; this may require overexcavations of a few feet into bedrock. The overexcavation should then be backfilled with compacted structural fill. Floor slabs can be designed to bear on compacted structural fill. Our recommendations for the design and construction ofshallow foundations are provided below. Allowable Pressure and Settlement Allowable bearing pressures generally increase with increased footing width. For spread footings bearing on the engineered fill pad, we recommend a maximum allowable bearing pressure of 2.5Nps per square foot (ksf). This allowable bearing pressure is a net value and includes a factor of safety of z9Z97-0z October z1,zn18 3% Tukwila Fire Station 52 | INI MR 'a .ow go ~~ ,100 0 MW a I" *W 3J)for dead plus live loading. Allowable bearing pressures may beincreased bvmptoone-third for wind or seismic loads. Footings should befounded outside ofanimaginary 1H:1Vp|ane projected upward from the bottom edge of adjacent footings or utility trenches. We expect the subgrade to generally behave elastically, with settlement occurring as the building loads are applied or shortly thereafter. We expect that settlement of individual footings will be on the order of 1 to 1/4 inches. Differential settlement is expected to up to 1/2 inch over a 50-foot length or between isolated footings. Settlement of foundations will vary as a function of the size and stiffness of the foundation and the elevation ofthe suUgrade. We recommend placing a 2- to 4-inch-thick layer of lean concrete at the bottom of foundation excavations toprotect the subgrade during wet weather construction. The lean concrete should be placed immediately after excavation. Foundation to Lateral Loads Shallow foundation resistance to lateral loads is from passive soil resistance against the side(s) of the footing and/or frictional resistance along the base of the footing. For passive resistance to lateral loads, vverecommend applying passive equivalent fluid pressure and sliding resistance using the values inTable 4.The equivalent fluid pressure should beapplied using triangular pressure distribution, ignoring the passive resistance 2 feet below the adjacent ground surface, A factor of safety of 1.5 has been applied to these values and assumes that the footing concrete is poured directly against native, undisturbed soil. TabUe^*—Passive Resistance tmLateral Loads for Spread Foundations `'° F114id,Deqi9#y Structural fill 3�p�a�e�� 150 pcf below water 0.30 ~Foundation concrete must be placed directly against undisturbed soils. Size and Embedment of Foundations We recommend embedding exterior footings aminimum of 18inches below the lowest adjacent grade. Interior footings should be embedded a minimum of 12 inches below the top of the slab. Continuous wall footings and individual column footings should have minimum widths of 24 inches. Excavation Shoring The proposed development will include excavations on the order of 5 to 20 feet. We expect the project will be designed so a new retaining wall, separate from the fire station headquarters structure, will retain the soils onthe northern project extent.ThefivestationotructurexvouNthenbephysicaUy separated from the wall with some compressible material (e.g. Styrofoam, etc.). For shoring of the no MIX z*zy7*z October 11,2VzV 8 | Tukwila Fire Station SZ excavation, vverecommend aconventiona|soldier pile and tirnberlagging shoring system. The excavation xvou|dthen permanently beretained bvacast-in'p|aceretaining wall set infront ofthe temporary wall. As an alternative to this approach, the shoring may also be designed as permanent in lieu of casting a wall in front of it. This would require the lagging and steel to be designed for the full life ofthe development. Along the western extent ofthe project, vveunderstandthattheedAeofthe drive through will retain a 8-foot-tall cut with either a CMU block wall, or will be permanently sloped. Shoring design recommendations and construction recommendations are provided below. Shoring must be designedbvaprofessiona|structura|e 'neerregiateredintheStoteofVVashin8tun. We also recommend that we review the geotechnical aspects of the shoring designbefnre construction. It is not the purpose of this report to provide specific criteria for the contractor's construction means and methods. The shoring contractor should be responsible for verifying actual ground conditions and determining the construction methods and procedures needed to install an appropriate shoring system, Considerations Way For the north side of the excavation, the required cut will be on the order of 5 to 20 feet.If the excavation cannot be retained by a cantilever wall, the excavation will require lateral support (e.g. tieback or rock anchors) to support the lateral earth pressure. Tieback elements would extend into city right-of-way along 64th Avenue South. Shoring elements can extend into city right-of-way, but tiebacks must be destressed and solider piles must be cut off when no longer needed for wall stability. Without easements, tiebacks below the street cannot extend beyond the city right-of-way, limiting tieback lengths. �� �� m� ����� Lateral Soil Pressures ^~�~~�^^ ~� ^�^^n�^~^—^�~~^�,�^ Pile ~^^� Lagging °°a^^s Lateral earth pressure5for the shoring design dependon1hetypeofshoringandbsabi|hxbodefonn. if the top of the shoring is allowed to deform about 0.001 to 0.002 times the shoring height, and if no settle ment-se nsitive structures or utilities are within the zone of deformation, the shoring may be designed using active earth pressures. If settle me nt-sensitive structures or utilities exist within the potential zone of deformation, or where the shoring system is too stiff to allow sufficient lateral movement to develop an active condition, at -rest earth pressures should be used for shoring design. Tied -back orbraced walls should bedesigned using atrapezoidal apparent earth pressure distribution. General earth pressure diagrams and recommendations for temporary shoring are provided on Figure 5. Based on the assumed loading conditions and the applied loads, we expect the shoring system todeflect about 1 inch orless into the excavation, Note that individual soldier piles may deflect more than 1inch ormay deflect away from the excavation. Surcharge Pressures on Shoring Additional lateral pressures due tnsurcharge loads (e.8,buildings, footings, heavy equipment, large material stockpiles) should be calculated using the methods shown on Figure 6. The surcharge loads need to be added to the earth pressure loads. We recommend Hart Crowser review the estimated ` v 19297-01 October z1,z0zx ALE ^ Tukwila Fire Station 52 | 14 VSW 24 "W m4 .164 aw ww '— so ,00 = 84 wo lateral pressures when surcharge loads, footprints, and foundation plans of adjacent structures are Soldier Design We recommend the following for soldier pile design: Pile 0 Soldier piles must be designed by a licensed structural engineer; 0 Design soldier piles for bending using auniform loading equivalent to8Opercent of the design values and analyze for shear using total load; NN To design against kickoot,compute the lateral resistance using the passive pressure on Figure 7,. acting over 2.5 times the diameter of the concreted shaft section or the pile spacing, whichever is Nm The embedded portion ofthe pileshaf should beatleast 2feet indiametei; • Embed the soldier piles at least 10 feet below the bottom of the excavation; and • These recommendations assume proper installation of the soldier piles, as discussed in the construction recommendations section of this report. VVerecommend the allowable axial pile capacity parameters inTable Ztocalculate the vertical soil capacity of the soldier piles. The values in Table 5 assume that soldier piles are embedded into dense glacial soils and include afactor ofsafety of2.O.Neglect the pile side friction above the bottom ofthe excavation and within the fill materials. Table 5-Axial Capacity Parameters for Drilled Soldier Piles 5~.~'^ ~~,~_°=°=-0q-=^_~ MW Lagging Design 40 Temporary lagging should bedesigned inaccordance with Federal Highway Administration (FHVVA) ow Geotechnical Engineering Circular No. 4 (GEC 4; FHWA 1999), structural engineering guidelines, soil type, and local experience. FHWA recommendations for minimum lagging thickness vary with soldier 40 pile spacing and soil category (competent, difficult, or potentially dangerous soils). For purposes of �* lagging design, site soils may be considered "competent." If the shoring wall is designed as a permanent feature to retain the excavation, then the lagging can also be designed as permanent elements. We can provide recommendations for this approach if the team elects this option. No Tieback Design We recommend the tentative allowable tieback pullout value in Table for a typical 6-inch-cliameter drilled hole with a pressure -grouted bond zone. The allowable transfer load includes a recommended 0 HARTCROMMER 192g7-01 October 11,2O18 10 I Tukwila Fire Station 52 factor of safety of 2.0. The factor of safety should be confirmed by completing at least two successful verification tests in each soil type. Additionally, each tieback should be proof tested to 133 percent of the design load. Tieback testing recommendations are provided in the construction recommendations section of this report. We recommend that the shoring contractor and/or designer determine a final design allowable transfer load based on their previous experience in the area. After the allowable transfer load is selected, it must be confirmed by field testing. Table 6 — Tentative Allowable Transfer Load for Tiebacks with Pressure -Grouted Bond Zone Soil Type Allowable Transfer Load, Loose to medium dense fill 0.0 kip/ft* Residual soil and bedrock 3.5 kip/ft * Note: Do not locate the bond zone within fill materials. Tieback bond zones should be located outside of the no-load zone. The no-load zone is shown on Figure 5 as a zone bounded by a 60-degree line to the horizontal that starts at a horizontal distance of H/4 from the bottom of the excavation (H is the excavation height) and includes the fill material overlying the native residual soils and bedrock. We make the following additional recommendations for tieback design: • Locate anchors at least 4 feet apart. • Tieback unbond lengths should have a minimum length of 10 feet for bars and 15 feet for strands (FHWA GEC no. 4),. • Tieback bond lengths are typically 15 to 40 feet long because significant increases in capacity for bond lengths greater than approximately 40 feet cannot be achieved unless specialized methods are used to transfer load from the top of the anchor bond zone towards the end of the anchor (FHWA GEC no. 4). • Design anchor lengths so that they do not conflict with any underground support elements of adjacent structures. • Identify existing facilities adjacent to the project site, including buried utilities, foundations, and tunnel improvements, as these may affect the location and length of the anchors. • Allow the contractor to select the tieback anchor material and the installation technique. The shoring contractor should be contractually responsible for the design of the tieback anchors, as tieback capacity is largely a function of the means and methods of installation. The selected installation method must be confirmed using verification and proof testing as discussed in the "Geotechnical Recommendations for Construction" section in this report. 19297-01 October 11, 2018 EV Y IN Tukwila Fire Station 52 111 1111111 Mw NN Hart [rowsershould review the design for anchor locations, capacities, and related criteria before implementation. so No Permanent Subgrade Wall Design � This section, andFiguresSand6, provide guidance for determining the permanent subgradewaU me Earth Pressures sw Ifthe project will bedesigned sothatthefirestationstructunabusedtoretain�hesoibandbedrock 44 on the northern extent, then the building walls extending below the ground surtace will need to be No designed as permanent walls. Permanent subsurface walls should be designed using the same earth pressure loads and distributions that were used for shoring design, including any permanent surcharge me loads. Note that the earth pressure diagrams shown in this report are generalized and does not show �w the final earth pressure used for shoring design. The structural engineer designing the permanent walls must reference the earth pressures determined by the shoring designer ta- design the permanent me 54 "W o� ^� .� ^� Permanent walls that are backfilled (i.e. where fills will be placed in the northwestern corner of the site) should be designed using a triangular earth pressure distribution. For typical granular fill soil, active and at -rest pressures may be determined using the equivalent fluid unit weights inTable 7. Note that the equivalent fluid density does not include any surface loading conditions -or loading from groundwater hydrostatic pressure; also, the ground surface behind the wall isassumed tobe horizontal transverse to the wall alignment, Walls without permanent drainage must be designed for full hydrostatic water pressure. The use ofactive and passive pressure isappropriate ifthe wall isallowed to yiewamininum 0.001 times the wall height. For a non -yielding wall, at -rest pressures should be used. Table 7 - Soil Equivalent Fluid Unit Weights for Walls BackfiUUed with Structural Fill soil type, Parameter - Value in pdf,l Structural Fill Active Earth Pressure 35 At -Rest Earth Pressure 55 Passive Earth Pressure *Note: includes a factor of safety of 1.5. Seismk Earth Pressure on Walls For seismic loading conditions, the sublevel walls between floor slabs can bedesigned for 0Opercent of the load and resistance factor design (LRFD) seismic load combination based on the relative stiffness of the floor slabs. As shown on Figure 5, lateral earth pressures based on the design earthquake can be assumed as uniform pressures in pounds per square foot of 7H (where H is the height of the wall in HARTOMMSER zeuy7-Vz 12 I Tukwila Fire Station 52 feet) for the active condition, and 12H for the at -rest condition. The seismic earth pressure should be applied uniformly from the top of the wall to the bottom of the excavation. This seismic earth pressure is calculated using the 2015 IBC design hazard level for the site. Surcharge Pressures on Walls The design of the permanent below -grade wall should include permanent surcharges in the calculation. Surcharges should include traffic loads, adjacent building foundations and floor slabs, or any other permanent 'features and should be calculated using the equations on Figure 6. We recommend Hart Crowser review or complete the estimated surcharge loads when surcharge loads, footprints, and foundation plans of adjacent structures are available. Design of Floor Slabs We recommend placing the slab -on -grade floor on the engineered fill pad. The floor subgrade should be recompacted or proof rolled to firm and non -yielding conditions. Alternatively, the site soils could be overexcavated and replaced with a minimum of 12-inch-thick compacted structural fill. Where weak soil or expansive clay is observed at the floor slab subgrade level, the weak soil or expansive clay should be overexcavated and removed to expose competent, non -expansive soil. Based on an assumed floor load of250 psf, we estimate this alternative would result in floor settlements on the order of less than 3/4 inch. Maximum differential settlements are typically estimated to be one-half of the total settlements. The floor slabs should be underlain directly by a drainage payer at least 6 inches thick.. This layer should consist of clean, well -graded, coarse sand and gravel with a fines content (soil finer than the No. 200 sieve based on the minus 3/4-inch fraction of the material) of less than 3 percent by weight. This layer serves as a capillary break and drainage layer. We make the following recommendations: • Compact the drainage layer to the criteria of structural fill as discussed in the Structural Fill section. • A modulus of subgrade reaction of 125 pounds per cubic inch is appropriate for design of floor slabs on the structural fill. • Sliding friction between the slab and subgrade may be determined using an allowable coefficient of friction of 0.30. Any soil that is to be considered as capillary break or drainage material should be submitted to Hart Crowser for gradation analysis. Note that if the bottom of the excavation is soft, wet, and disturbed, the contractor should be prepared to place a temporary working surface. This surface cannot count as part of the 6-inch drainage layer. IMO rg ti 19297-01 October 11, 2018 a Tukwila Fire Station 52 113 44 Retaining Walls ao To construct the proposed development, the northern portion of the existing retaining wall will need to be dismantled to accommodate the new structure. The proposed finished floor for the headquarters is shown at Elevation 111 feet. Assuming a footing depth of 3 feet, we anticipate that PI excavations on the order of 3.5 to 15.5 feet below the base of the existing retaining wall. Retaining walls may be designed as either yielding walls or non -yielding walls; we define a yielding wall as one where the top moves away from the retained soil, when loaded, at least 0.1 percent of its height. CIP concrete walls should be designed to resist wall backfill earth pressures as described in the recommendations section below. Recommendations for design are presented below; retaining wall drainage, earthwork, and general retaining wall construction recommendationsare presented later on in the report. 111. • For a yielding wall (active horizontal pressure coefficient) with level backfill, the equivalent fluid density of the soil/bedrock is 25 pcf above groundwater and 14 pcf below the groundwater. • For a non -yielding wall (at rest horizontal pressure coefficient) with level backfill, the equivalent fluid weight is 41 pcf above groundwater and 23 pcf below groundwater. • For a typical wall footing poured against undisturbed residual soil or bedrock, we recommend estimating allowable passive pressure with a triangular pressure distribution with an equivalent fluid density of 450 pcf above the groundwater table and 250 pcf below the groundwater table. These values include a factor of safety of 1.5. • For resistance to lateral loads, we recommend that a coefficient of friction to resist sliding equal to taw 0.35 can be used for wall footings poured neatly on undisturbed residual soil or bedrock; this value includes a factor of safety of 1.5. • To account for short-term increases in lateral load on subgrade walls, the structural engineer may choose to apply an additional equivalent fluid pressure of 7H for a yielding wall or 12H for a non - yielding wall. Infiltration As noted previously, the use of an infiltration system to dispose of stormwater is not likely to be feasible due to the shallow bedrock and perched water. We understand that the project will rely on stormwater detention. The two shallow borings (P-1 and P-2) that were performed in the asphalt parking lot appeared to encounter French drains that may have been used during the construction of the existing block wall. This investigation did not verify the extent of this open -graded material. The project team should A determine the extent of these features during site demolition. ..r ✓ 19297-01 HAROR October 11, 2018 14 | Tukwila Fire Station 52 Pavement Design We expect that the that garage floor slabs will be designed as pavement structures. The project will also include a concrete apron as well as asphalt pavement for parking areas. Flexible Pavement VVehave assumed that the traffic conditions for the car parking area will be similar to the Washington State Department of Transportation (WSDOT) requirements for flexible pavement for car parking areas (WSDOT 2015), Accordingly, we recommend a minimum pavement section of 3 inches of asphalt over 4 inches of crushed surfacing base course (CSBC) for the car parking areas. Rigid Pavement The concrete apron will receive regular fire truck loading. Within the headquarters footprint, there will be garage space where fire trucks will be parked. We have assumed that the design vehicle loading will be equivalent to AASHTO HS-20 loading (i.e. a hypothetical vehicle with one 8,000-pound axle and two 32'OOO'poundaxles, ie.anequivalent single axle loading (ES4L)of32,000pounds).For design, we have followed the guidelines presented in ACI 330-08 Guide for the Design and Construction of Concrete Parking Lots (ZOOQ).Design input parameters for atwenty-year design|ifeasnequiredin 2008 ACI 330-08 are summarized as follows: Traffic Category. Traffic category D with average daily truck traffic of 700 (truck parking areas, multiple units, entrance and exterior lanes); Traffic category C with average daily truck traffic of 100 (for garage parking areas); Subbase thickness. 6inches for CS8[; Modulus ofSubgradeReaction (k).23Dpsi for [SBC;and Modulus of Rupture. 505 psi (assumes concrete compressive strength of 4,000 psi). Based on ACI 330R-08 and WSDOT (2015), the following pavement recommendations in Table 8 are made for the design of new rigid pavements and flexible pavements, respectively. Table 8—Recommended Pavement Sections . �,�)� T��� �u�°m"'' Pavement'` �um��on, ' Flexible Car Parking Lightly Loaded 3inches of Asphalt over 4inches ofCSBC Flexible Driveways Lightly Loaded 4inches ofAsphalt over 8inches ufCSBC Flexible Driveways Heavily Loaded 5inches nfAsphalt over 7inches ofCSBC Rigid Garage Truck Parking Heavily Loaded Ginches of Portland cement concrete (PCC) over 8inches ofCSBC Rigid Nivewvayu Heavily loaded 7inches uYPCCover Ginches ofCS8C We can provide revised recommendations for the pavement section if more specific traffic load data b provided to us. 19297-0z October zz'zozo a ow Tukwila Fire Station 52 115 IN ow Control of Groundwater 10 We expect there is perched groundwater on top of the bedrock layer, and expect that seasonally, law there could besignificant amountsofvvaterencounteredduringtheexcavatimuVVea|soundemtand anecdotally that there were significant gnzundvvatercontro| issues during the existing retaining wall so construction. We recommend a permanent drainage system be installed to collect and remove water and prevent any build-up of water pressures. We anticipate a perimeter drain would suffice and would consist ofatleast 6inches ofclean sandy gravel with aperforated drainage pipe bedded inthe gravel, placed along the perimeter of the site. A layer of polyethylene sheeting (visqueen) should be provided WW toprotect the drainage layer from concrete asthe floor slab ispoured. IN The site should be designed with positive drainage such that surface water will not pond near the -- structures. Roof drains should not be connected to the suberade drainage system and should be sloped and tightlined to a suitable outlet away from the proposed buildings. The pavement areas should be designed with positive drainage such that surface water will not pond and will drain to a suitable outlet. Construction Considerotions 40 There may besignificant anmountsmfperchedgroundm/aterduhngexcavationoffoundadonsand V.~ utility trenches. The contractor should be prepared to provide temporary dewatering measures such 40 osditches and sumps tocontrol potential groundwater inflow. GEOTECHNNCAN RECOMMENDATIONS FOR CONSTRUCTION 40 WW Foundation Construction � Hart Crowser must observe exposed footing/mat sutgradesbefore steel reinforcement placement to confirm design assumptions about subsurface conditions and subgrade preparation. � The exposed subgradeshuuld be carefully prepared and protected before concrete placement. Any . loosening of the materials during construction could result in more settlement. It isimportant that foundation excavations be cleaned of loose or disturbed soil or rock fragments before placing any concrete and that there is no standing water in any foundation excavation. These conditions should be observed by our representative. in The foundation settlement estimated herein assumes that careful preparation and protectionofthe exposed subgrade will occur before concrete placement. Before placing concrete for footings, subgrade soil should be in a very dense, non -yielding condition. Any disturbed soil should be removed. We recommend placing a 2- to 4-inch-thick lean or structural concrete slab to protect subgrade soils from being softened by water or construction activities after it is exposed. Concrete may only be placed over very dense, non -yielding soil after the subgrade has been checked by Hart Crowser. Lean ,IW z92g7-Vz | 1U� | Tukwila Fire Station 52 concrete shall contain between 145 and 200 pounds of cement per cubic yard and have a maximum water -to -cement ratio of 2. Retaining Wall Recommendations 0 Backfill with a minimum thickness of 18 inches of free -draining sand or sand against backfilled walls to prevent build-up of hydrostatic pressures. We recommend that the wall backfill material conform to Section 9-03.12(4) of the current WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. 0 Install drains behind any backfi|ledsubgrade walls. The drains, with deanouts,should consist of minimum 4-inch-cliameter perforated pipe that is placed on a bed of, and surrounded by, at least 6 inches of free -draining sand or sand and gravel. The drains should be sloped to carry the water tnasump orother, suitable discharge. 0 The backfill should be continuous and envelop the drainage behind the wall. mm The drainage fill surrounding the pipe should be compatible with the size of the holes in the perforated drain pipe, Earthwork Recommendations Site Preparation and Grading Site preparation will involve dismantling the existing retaining wall, removing pavement, surface vegetation and landscaping, and removing other obstructions that may interfere with new construction, All visible organic material (sod, humus, roots, and/or other plant material), debris, and other unsuitable material should be removed from subgrade areas. We recommend conducting all site grading and paving, as well as any utility trenching, during relatively dry weather. kmay benecessary tmrelocate mrabandon some utilities. Excavation ofthese utility lines will probably occur through fill. Abandoned underground utilities should be removed or completely grouted. The ends of remaining abandoned utility lines should be sealed to prevent soil or water from entering the pipe. Soft or loose backfill should be removed, and excavations should be backfilled with structural fill. Coordination with the utility owners is generally required to address existing utilities. The proposed development will require excavations through the residual soil and bedrock material. We expect that the residual soil and bedrock materials at the site will require the use of a backhoe or excavator with a hoe -ram attachment. The contractor should review the geotechnical subsurface data for the project; the contractor may elect to perform additional evaluation of the rippability of the bedrock materials, asthat was not included inour scope ofwork. Structural Fill Backfill placed within the building area or below paved areas should be considered structural fill. We make the following recommendations for structural fill: z9uy7*1 October z1,018 so Tukwila Fire Station 52 117 • For imported soil to be used as structural fill, use a clean, well -graded sand or sand and gravel with Tess than 5 percent by weight passing the No. 200 mesh sieve (based on the minus 3/4-inch fraction). Compaction of soil containing more than about 5 percent fines may be difficult if the material is wet or becomes wet during rainy weather. (Note that we do not think the excavated soils from the site will be suitable for reuse as structural fill.) • ..+ • Place and compact all structural fill in lifts with a loose thickness no greater than 10 inches. For hand -operated "jumping jack" compactors, loose lifts should not exceed 6 inches. For small vibrating plate/sled compactors, loose lifts should not exceed 3 inches. ■ Compact all structural fill to at least 95 percent of the modified Proctor maximum dry density (as determined by ASTM D 1557 test procedure). • Control the moisture content of the fill to within 2 percent of the optimum moisture. Optimum v., moisture is the moisture content corresponding to the maximum Proctor dry density. A • In wet subgrade areas, clean material with a gravel content of at least 30 to 35 percent may be necessary. Gravel is material coarser than a US No. 4 sieve. NMI ti.. 011 .r • Before filling begins, provide samples of the structural and drainage fill for laboratory testing. Laboratory testing will include a Proctor test and gradation for structural fill and a gradation for drainage fill. Field testing with a nuclear density gauge uses the maximum dry density determined from a Proctor test so it is important to complete the laboratory testing as soon as possible to not delay backfilling. Use of On -Site Soil as Structural Fill The fill soils and residual soils have high fines content (soil fraction passing the #200 sieve, such as silt and clay). The majority of the near -surface soils appear to contain more than 5 percent fines and, therefore, will be moisture -sensitive during periods of wet weather and could be difficult to compact in wet weather conditions. The moisture content of the near -surface soils is moist, indicating that moisture conditioning (i.e., drying) may be necessary to achieve adequate compaction. Because of the variable nature of the on -site soils, and the variables involved with weather conditions, we recommend that the on -site soils not be used as structural fill. Nonetheless, the native on -site soils can be used for non-structural purposes such as preload fill or in landscaped areas. Permanent Cuts We understand that the western side of the project may make use of a permanent cut slope in lieu of retaining the required cut. Permanent cuts should be completed in accordance with the specifications provided in WSS 2-03 — Roadway Excavation and Embankment standards. We recommend permanent slopes have a maximum gradient 2H:1V. Surface water runoff should be collected at the crest of the slope and directed away from slopes to prevent water from running down the face of the slope. 19297-01 October 11, 2018 � 4W 18 1 Tukwila Fire Station 52 Temporary Cuts Because of the variables involved, actual slope grades required for stability in temporary cut areas can only beestimated before construction. Dismantling nfthe existing retaining wall may require temporary sloping ofthe soils behind the wall. VVerecommend that stability ofthe temporary slopes used for construction be the sole responsibility of the contractor, since the contractor is in control of the construction operation and is continuously at the site to observe the nature and condition of the subsurface. Excavations should be made in accordance with all local, state, and federal safety requirements. For planning purposes, the soils across the site are likely Occupational Safety and Health Administration (OSHA) Soil Classification Type B where bedrock is exposed, and Type Class C where fill isexposed; however, the soil classification must bereevaluated atthe time ofconstruction. The stability and safety of open trenches and cut slopes depend on a number of factors, including: • Type and density ofthe soil; • Presence and amount ofany seepage; • Depth ofcut; 0 Proximity of the ctut to any surcharge loads near the top ofthe cut, such as stockpiled material, traffic loads, structures, etc.; • Duration nfthe open excavation; and • Care and methods used bythe contractor. Based onthese factors, vverecommend: • Using plastic sheeting toprotect slopes from erosion; and • Limiting the duration ofopen excavations aamuch aspossible. Pavement Recommendations We recommend that pavement sections be constructed over a subgrade surface consisting of at least 6 inches of compacted structural fill. Alternatively, it has been our experience that proof rolling of native ground or with overexcavation of near -surface soft soils prior to pavement construction works well. Vegetation should be cleared from the site, and any topsoil containing organic material should be overexcavated and replaced with well -compacted structural fill. This would reduce the potential for long-term settlement and pavement distress associated with the settlement. = "I � l9Z97-01 October zz'ZO18 ON Tukwila Fire Station 52 I 19 le RECOMMENDATIONS FOR CONTINUING GEOTECHNICAL SERVICES Before construction begins, we recommend that Hart Crowser continue to meet with the design team as needed to address geotechnical questions that may arise throughout the remainder of the design and permitting process. We also recommend that we review the project plans and specifications to confirm that the geotechnical engineering recommendations have been properly interpreted. During construction, we recommend retaining Hart Crowser to perform the following tasks: • Review contractor submittals, • Observe foundation installations, • Observe foundation and wall drainage installation, • Observe shoring installation and testing, • Provide other observations as required by the City of Tukwila, I Attend meetings as needed, and III Provide geotechnical engineering support as needed during construction. %NW ILI 19297-01 October 11, 2018 20 | Tukwila Fire Station 52 REFERENCES American Concrete Institute 2008. ACI 330R-08 Guide for the Design and Construction of Concrete Parking Lots. AASTH{}(2O14).LRFDBridge Design Spedfications,Seven1hEdition,Vu|urne||.AASTHO. IBC 2O1S.|nternadnnaUBuilding Code. International Code Council. WSDOT 2015. WSDOT Pavement Policy, Washington State Department of Transportation, Construction DivisiVnjune 2015. ����������ire-Station_5 2\De livera bIes\Re po rts\F/wxL-Tu kwila F552 Geotecnnica|Report\TukwimFire 19297-01 AN w J) z 0 m O 0 0 m N 9 N U) 0 0) iz 0 a z J a a) Seattle ewe Tukwila WASHINGTON Oregon 7 tl`Gt Idaho Titkwlla Project Location Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand)„,NGCC, © OpenStreetMap contributors, and the GIS User Community 0 1,000 2,000 4,000 Feet 31 SW SW 41 st St Tukwila Fire Station 52 Tukwila, Washington Vicinity Map 19297-01 10/18 Figure 0 HARTCROWSER 1 2 0 0 0 410 co 3 =•••1•••••••••M••••=••M••••••••••• L.. B New Retaining Wal ' M." Mi••••=••• •m•11••• •••••••••••I•••• •=1•••II••••'1••.•••••••••••• •• •• ••••••••••••••••••=•••••••.••••M•• •• •••••••0.•., .EAroire.17yeacklyedlcivie E-2 Uisting ingP1\ \ Prop° Fdre Station Headquarters P-2 k B-6 B•9 A' ___.2 I / ,7 I-- "/1,,11' 2' '''„,/ 71 .7" New RetaNg Wall ,. B weemmmummeimmmilimmaaammommmammwm.mummmmomfte.mm......omm.. gm .mmmwaimumiumwmmummomammumoomml • Legend A A' B-1 1 Boring (Hari Crowser 2018) u Cross Becton 15.1 4 Shallow Boring (Haft Crowser 2018) 1 1' Existing Detention Pond ti Slope Stability Cross Section Reference: "Preliminary Site Study, Tukwila Fire Stations" prepared by Weinstein A+V and dated December 19,2017. Note: All elevations in NAVD 88 and feet. 0 25 50 100 Feet Tukwila Fire Station 52 Tukwila, Washington Site and Exploration Plan 19297-01 10118 11 11 HARPOONER Figure 2 0 i I 0 0 0 0 0 0 u u u A West Existing Block Wall 140 B•3 0S) _ TFILL, 130 P4 1 SM — 271 ? 30 1 92 1 120 5015" 5013" 110 Z 5014" v — 5013" U. 100 q c 5013" 4-ins4s° to 90 W SANDSTONE B-0 1P41.64- 2 GP•GM 15B II �2156 II -------------------------- I5015' ? Proposed Retaining Wall Proposed Grade SANDSTONE 2 18518' ? j.a518" CA t4" SANDSTONE3" r' Proposed Headquarters P•2 (Proj.27' S) ? Proposed Finish Floor (+110 ft) SM M B•9 (Proj.11' S) -__14?I SP 641i"J BEDROCK A' East 140 • 130 P•1 120 (Prot.42' N) — ILL — m SM 110 > GP _ ? 100 a 80 80 70 • 70 60 IIIIIHII,IIIIII111-r1IIIIHII,IIHIIIIIiIHIIIIIIrIIIIIIH-IrH-FHIIII-1-IIIIIH-1IiIIH-IIIIIrHIIIIHi•T+FHIIIH-rIIIIH+I+r1-IIIIIHIiIIIHlllli 60 0 20 40 60 80 100 120 140 160 180 200 220 240 260 2881 Distance in Feet Legend Soil Type Exploration Name— B.1 Fill Offset —(Proj.64' S) Residual Soil Exploration Location — Bedrock Groundwater Elevation—Il Coal SPT Blow Count — 51 and Sample Location 0 20 40 Scale in Feet NOTE This subsurface profile is generalized from materials observed in soil borings. Variations may exist between profile and actual conditions. Tukwila Fire Station 52 Tukwila, Washington Generalized Subsurface Cross Section A•A' 19297-01 10118 A Y Figure 3 F 0 0 0 0 0 0 m 0 w 0 0 0 0 0 0 0 0 NI LL 0I 8 s B B' North South 140 140 Proposed 130 Retaining Wall Proposed Firestation 120 0o — 1 110 —a — 1* •BEAM? — SM Z SNis 2� ? ? ASPHALT Son�4" ' GP--? -- 7 BEDROCK u. 100 0 0 0 1 90 w P•2 Proposed Finish Floor (+111 ft) • 130 120 Po ro B9 _tto (Froj.9'W) 100 a 0 0 0 90 0 80 •80 70 70 i rii,HIIIII—FH-Hi60 0 20 40 60 80 100 120 140 160 180 200 214 Distance in Feet Legend Soil Type ExplorationName— B.1 _ Fill Offset —(Proj.64'S) — Residual Soil Exploration Location — — Bedrock Groundwater Elevation Coal SPT Blow Count — 5' and Sample Location 0 20 40 Scale in Feet m NOTE This subsurface profile is generalized from materials observed in soil borings. Variations may exist between profile and actual conditions. Tukwila Fire Station 52 Tukwila, Washington Generalized Subsurface Cross Section B•B' 19297-01 10118 Figure 4 u u u u 0 z it Y 0 New Retaining Wall ..... —....... w• I:.' •ea. 8-1 (+104)A L . ll . iy�LL. .r ,B:; (+110,6)'.. I ,41 !iil!i l��� ry I III / �`Jh,� 4 I r I 1 II r / /'I Proposed Fire / n' r i i �/ r 5)tationHeadquarters /' fj;4,( (+113) B-5 (+99) P-2 ; I / / t, ....._.._.._.._......•_•• ..•••.._... 1379 (+96.51 Legend B•1 1 Boring (Hart Crowser 2018) Existing Detention Pond P.1 # Shallow Boring (Hart Crowser 2018) --- Approximate Elevation Contour of Top of Bedrock (in feet) (+112) Elevation of Bedrock (in feet) Reference: "Preliminary Site Study, Tukwila Fire Stations" prepared by Weinstein A+V and dated December 19, 2017. D•7 (+69) New Retaining Wall Note: All elevation in NAVD 88 and feet. 0 25 50 100 • Feet I it Tukwila Fire Station 52 Tukwila, Washington Approximate Elevation of Top of Bedrock 1929701 n Y HART ROWSER 10118 Figure 0 0 0 0 0 L V Ter 1 ■ ■ ■ MB IMMI —► D f 4- 4- 4— Passive AclivelPassive Uniform Dynamic Earth Earth Surcharge Inertial Pressure Pressure Pressure Increment Cantilever Soldier Pile and Single•Braced Wall Recommended Lateral Earth Pressures E f A (Above GWT) A' (Below GWT) B (Above GWT) B (Below GWT) D E Active 25 pcf 14 pcf 50 psf 7*H At -Rest 41 pcf 23 pcf 50 psf 12*H Passive 450 pcf 250 pcf Notes; 1. All earth pressures are in units of pounds per square fool. 2. Minimum recommended embedment (Z) is 10 feet. 3. Passive pressures are allowable values and include a 1.5 factor of safety. 4. Passive pressure acts over 2.5 times the concreted diameter of the soldier pile or the pile spacing, whichever is less. 5, Apparent earth pressure and surcharge act over the pile spacing above the base of the excavation, 6, Active pressure acts over the pile diameter below the excavation, 7, Additional surcharge from footings, large stockpiles, heavy equipment, etc„ must be added to these pressures. 8, These pressures assume a backslope of no greater than 7°. 9. All dimensions are in feet, 10. Diagrams are not to scale. fA iN v y7H(�� I �I213 H, r J r Brace II. MI ' as r is , // ' mi r r W Brace P (psf) Passive Earth Apparent Pressure Earth Pressure Multiple Braced Wall _ M*F F (H-113'Hi-113'H4 4- 4— •-- D .- � r.— Uniform Dynamic Surcharge Inertial Pressure Increment Recommended Values of M Active 16*H At -Rest 26"H Legend H Total Height of Excavation, Feet H Depth io Uppermost Tieback, Feel H Height Between Tiebacks, Feet H Distance from Base of Excavation to Lowermost Tieback, Feet In+ Embedment Depth, Feel A,B,C, ... Earth Pressure Factors, See Table No•Load Zone 1 Groundwater Table (GWT) Backslope Inclination (Degrees) Tukwila Fire Station 52 Tukwila, Washington Temporary and Permanent Lateral Earth Pressures for Excavation 19297-01 10118 n Y Figure 6 (yD l 1 t 1 1.1 1 1 1 1 t 1 t 1 t 1 l 1 t 1 t 1 C1 t 1 11 t 1 l 1 1 1 11 File: L:INotebooks11929701 Tukwila Fire Station 521CAD11929701.002 (EPD).dwg Layout:AdjShor Date:10-04.2018 Author: ericlindquist A. Strip Footing Cross Section View Ground Surface Rl2 Q q ah oh= 0,64q(1i-sin(icos2a) 1 @ 0 —1 5' 0 c N N 0 )01\ w Base of Excavation B(1). Small Isolated Footing Cross Section View Ground Surface Base of Excavation B(2), Plan View (For m>0.4) It 1,77Q m2n2 ah-Ki D2 (m2+n2)3 (For m<- 0.4) t7 -K 028Q n2 h 1 D2 (0.16+n2)3 ah=a'h cost (1,1a) Notes: 1, Lateral pressures from adjacent structures should be added to lateral pressures on Figure 5. 2. Wall footings acting other than parallel to the excavation can be treated as series of discrete point loads, using Diagram B. 3. Contact Hart Crowser for surcharge recommendations, if necessary. C. Continuous Wall Footing Parallel to Excavation Cross Section View Ground Surface q' Line Load Pressure (For m>0.4) ah �{ 1.28q' men ah� D (m2+n2)2 (For m<_ 0.4) h� g 0.2 n D (0.16+n2)2 Base of Excavation Definition and Units Q Footing Load in Pounds D Excavation Depth below Footing in Feet d Depth to Base of Footing in Feet Lateral Soil Pressure in PSF Unit Loading Pressure in PSF Footing Load in Pounds per Foot a, R Radians ah Kr Conditions 0.35 Active earth pressure on a flexible wall (e.g., shoring) 0,5 At -rest conditons, where surcharge loads exist prior to excavation 0 1.after At -rest conditions, where surcharge loads are applied construction on permanent wall APPENDIX A Field Exploration Methods and Analysis This appendix documents the processes Hart Crowser used to determine the nature of the soils at the project site, and contains the following sections: • Explorations and Their Locations, • Auger Borings, and • Standard Penetration Test Procedures. Explorations and Their Locations The exploration Togs in this appendix show our interpretation of the drilling, sampling, and testing, data. These logs indicate the approximate depth where the soils/bedrock change. The soik/bedrock changes may be gradual and may vary in depth across the site. In the field, we classified the soil/bedrock samples according to the methods shown on Figure A-1, Key to Exploration Logs; the legend explains the symbols and abbreviations used on the logs. Figure 2 in the main text shows the explorations, located with a measuring tape from existing physical features. Elevations are referenced to the North American Vertical Datum of 1988 (NAVD88) and were estimated from existing plans provided by Weinstein A+U. Auger Borings Borings were drilled with a 4.25-inch-inside-diameter hollow -stem auger using a track -mounted drill rig subcontracted by Hart Crowser. The September 2018 borings were drilled using a hollow -stem auger truck -mounted rig and made use of an HQ3 rock core barrel. A Hart Crowser geologist continuously observed the drilling. A detailed field log was prepared for the boring. Using the standard penetration test (SPT), we obtained samples at intervals of no more than 5 feet. Standard Penetration Test Procedures The SPT (as described in ASTM D 1586) is an approximate measure of soil density and consistency. To be useful, the results must be interpreted in conjunction with other tests. The SPT was used to obtain disturbed soil samples. This test employs a standard 2-inch-outside-diameter split -spoon sampler. A 140-pound autohammer free - falling 30 inches drives the sampler into the soil for 18 inches. The number of blows required to drive the sampler the last 12 inches is the standard penetration resistance. This resistance, or blow count, measures the relative density of granular soils and the consistency of cohesive soils. The blow counts are plotted on the boring logs at their respective sample depths. 19297-01 October 11, 2018 | Tukwila Fire Station 52 Soil samples were recovered from the split -spoon sampler, field classified, placed into watertight jars, and taken to Hart Crowser's laboratory for further testing. In the Event of Hard Driving Occasionally, very dense materials preclude driving the tota|18-imch sample. When this happens, the penetration resistance. is entered on logs as follows: Penetration less than 6inches. The log indicates the total number ofblows over the number ofinches of Penetration greater than 6inches. The blow count noted onthe log bthe sum ofthe total number of blows completed after the first 6 inches of penetration. This sum is expressed over the number of inches driven that exceed the first 6 inches. The number of blows needed to drive the first 6 inches is not reported. For examp|e�ablow count series of1Zblows for 6inches, 3Dblows for 6inches, and SO(the maximum number of blows counted within a 6-inch increment for SPT) for 3 inches would be recorded zyzyr-0z October z1,20z8 c 0 0 J m 0 1- z re w z 0 O 0 z J co co m7.1 l 0 0 0 cn u) 0 0 J Sample Description Identification of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless presented herein. ASTM D 2488 visual -manual identification methods were used as a guide. Where laboratory testing confirmed visual -manual identifications, then ASTM D 2487 was used to classify the soils. Relative Density/Consistency Soil density/consistency in borings is related primarily to the standard penetration resistance (N). Soil density/consistency in test pits and probes is estimated based on visual observation and is presented parenthetically on the logs. SAND or GRAVEL Relative Density Very loose Loose Medium dense Dense Very dense (Blows/Foot) 0 to 4 5 to 10 11 to 30 31 to 50 >50 SILT or CLAY Consistency Very soft Soft Medium stiff Stiff Very stiff Hard (Blows/Foot) 0 to 1 2 to 4 5 to 8 9 to 15 16 to30 >30 Moisture Dry Moist Wet Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, usually soil is below water table USCS Soil Classification Chart (ASTM D 2487) Major Divisions Symbols Typical Graph USCS Descriptions Clean Gravels • 'IP •'* GW Well -Graded Gravel; Well -Graded Gravel with Sand (<5% fines) 0 V eo a GP . .Poorly Graded Gravel; Poorly Graded Gravel with Sand Gravel and ill GW-GM Well -Graded Gravel with Sift; Well -Graded Gravel with Silt and Sand Gravelly Soils Gravels r, GW-GC Well -Graded Gravel with Clay; Well -Graded Gravel with Clay and Sand More than 50% of Coarse Fraction (5-12% fines) 0 ° 11 1 GP -GM Poorly Graded Gravel with Silt; Poorly Graded Gravel with Silt and Sand Retained on Na. 4 Sieve 0 o 1dr d GP -GC Poorly Graded Gravel with Clay; Poorly Graded Gravel with Clay and Sand Coarse Gravels with Fines 0 o ilk, 1 o GM sing Gravel; Silty Gravel with Sand Grained Soils (>12% fines) J4�� ��'d GC Clayey Gravel; Clayey Gravel with Sand More than 50% of Material Retained on Sands with few Fines •..' r' •: r. �.'• •! '' SW " Well -Graded Sand; Well -Graded Sand with Gravel No. 200 Sieve (<5% fines) . .;•. ; ;.; : SP Poorly Graded Sand; Poorly Graded Sand with Gravel Sand and • • s . ' SW-SM Well -Graded Sand with Silt Well -Graded Sand with Silt and Gravel SoilsSandy Sands i:,•;. /j!' SW -SC Well -Graded Sand with Clay; Well -Graded Sand with Clay and Gravel More than 50% of Coarse Fraction (5-12% fines) ::; •. ; : • SP-SM Poorly Graded Sand with Silt; Poorly Graded Sand with Silt and Gravel Passing No. 4 Sieve •: ; sp-SC Poorly Graded Sand with Clay; Poorly Graded Sand with Clay and Gravel Sands with SM Silty Sand; Silty Sand with Gravel Fines (>12%fines) Oyy SC Clayey Sand; Clayey Sand with Gravel Silts ML Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt Fine Grained Soils MH Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt More than 50% of Material Silty Clay (based on Atterberg Limits) CL-ML Silty Clay; Silty Clay with Sand or Gravel; Gravelly or Sandy Silty Clay Passing No. 200 Sieve Clays CL Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean Clay CH Fat Clay; Fat Clay with Sand or Gravel; Sandy or Gravelly Fat Clay Organics — OL/OH Organic Soil; Organic Soil with Sand or Gravel; Sandy or Gravelly Organic Soil Highly Organic (>50% organic material) _il�_ y , i , PT Peat - Decomposing Vegetation - Fibrous to Amorphous Texture Minor Constituents Estimated Percentage Sand, Gravel Trace Few Cobbles, Boulders Trace Few Little Some <5 5 - 15 5 15 30 <5 10 25 45 Soil Test Symbols %F AL CA CAUC CAUE CBR CIDC cIuc CKODC CKODSS CKOUC CKOUE CRSCN DSS DT GS HYD ILCN KOCN kc kf MD OC OT P PID PP SG TRS TV UC UUC VS WC Percent Passing No. 200 Sieve Atterberg.Limits (%) • i Liquid Limit (LL) Water Content (WC) Plastic Limit (PL) Chemical Analysis Consolidated Anisotropic Undrained Compression Consolidated Anisotropic Undrained Extension California Bearing Ratio Consolidated Drained Isotropic Triaxial Compression Consolidated Isotropic Undrained Compression Consolidated Drained k0 Triaxial Compression Consolidated k0 Undrained Direct Simple Shear Consolidated k0 Undrained Compression Consolidated k0 Undrained Extension Constant Rate of Strain Consolidation Direct Simple Shear In Situ Density Grain Size Classification Hydrometer Incremental Load Consolidation k0 Consolidation Constant Head Permeability Falling Head Permeability Moisture Density Relationship Organic Content Tests by Others Pressuremeter Photoionization Detector Reading Pocket Penetrometer Specific Gravity Torsional Ring Shear Torvane Unconfined Compression Unconsolidated Undrained Triaxial Compression Vane Shear Water Content (%) Groundwater Indicators 31 Groundwater Level on Date or At Time of Drilling (ATD) Groundwater Level on Date Measured in Piezometer Groundwater Seepage (Test Pits) Sample Symbols ® 1.5" I.D. Split Spoon Core Run Grab .e, p 3.0" I.D. Split Spoon Sonic Core ® Cuttings Modified California Fin I Thin -walled Sampler LIM Sampler Well Symbols Monument Surface Seal Bentonite Seal Well Casing Sand Pack Well Tip or Slotted Screen Slough Signal Cable Vibrating Wire Piezometer (VP) Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Key to Exploration Logs Figure A-1 Sheet 1 of 3 KEY TO EXP LOGS (SOIUROCK) WSDOT-2 - J:\GINT\I1C_LIBRARY.GLB - 4/4118 16:27 - L:\NOTEBOOKS\1929701_TUKWILA FIRE_STATION_52\FIELD DATAAPERM_GINT FILES\1929701-BL.GPJ - ericlindquist Weathered State of Rock Term ,. ,.. Description { Grade Fresh No visible signs of rock material weathering; perhaps slight discoloration in major discontinuity surfaces. I Slightly Weathered Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discolored by weathering, and may be somwhat weaker externally than in its fresh condition II Moderately Weathered Less than half of the rock material is decomposed and/or disintegrated to soil. Fresh or discolored rock is present either as a continuous framework or as corestones. III Highly Weathered More than half of the rock material is decomposed and/or disintegrated to soil. Fresh or discolored rock is present either as discontinuous framework or as corestone. IV Completely Weathered All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. V Residual Soil All rock material is converted to soil. The mass structure and material fabric is destroyed. There is a large change in volume, but the soil has not been significantly transported. VI Relative Rock Strength fi Grade # , £ Description .z , ' Fieldildentification s '^L:i � �� � ^ e Umaxrai compressive x Strength t +?�r Strery RO Extremely Weak Indented by thumbnail. 0.04 to 0.15 ksi R1 Very Weak Specimen crumbles under sharp blow with point of geological hammer, and can be cut with a pocket knife. 0.15 to 3.6 ksi R2 Moderately Weak Shallow cuts or scrapes can be made in a specimen with a pocket knife. Geological hammer point indents deeply with firm blow. 3.6 to 7.3 ksi R3 Moderately Strong y g Specimen cannot be scraped or cut with a pocket knife, shallow indentation can be made under firm blows from a hammer point. 7.3 to 15 ksi R4 Strong Specimen breaks with one firm blow from the hammer end of a geological hammer. 15 to 29 ksi R5 Very Strong Specimen requires many blows of a geological hammer to break intact sample. Greater than 29 ksi Discontinuities giscont city paciing�: , ''° k % ,z '„Dis antinte Condition: ,Descri tion S acin '" ..,w'S' £condition P sS` �'S; 4 M it = i" 'i',.. �& %' * ',, x k h , Ty ,. Descry tion, Very Widely Spaced Greater than 10 feet Excellent Condition Very rough surfaces, no separation, hard discontinuity wall. Widely Spaced 3 to 1 D feet Good Condition Slightly rough surfaces, separation less than 0.05 inches, hard discontinuity wall. Moderately Spaced 1 to 3 feet Fair Condition Slightly rough surface, separation greater than 0.05 inches, soft discontinuity wall. Closely Spaced 2 to 12 inches Poor Condition Slickensided surfaces, or soft gouge less than 0.2 inches thick, or open discontinuities 0.05 to 0.2 inches. Very Closely Spaced Less than 2 inches Very Poor Condition Soft gouge greater than 0.2 inches, or open discontinuities greater than 0.2 inches. Si INS f ww s A Y HARTCROWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Key to Exploration Logs Figure Sheet 2 of 3 s MI WIN XII Mk WWI %NW tow 111111111 •c 0 0 (./ z Z.5 2 Li) a. IN z ls; 0 0 0 0 u.s 0 0 0 0 0 Grain Size Grain Size GiScrintinEW''; ':'Z::,;r2n.e-2:'''.:',.'"'7.':',1.' '_. ri''': ' '' r, , :,t';'Criterie.$7.,:': Less than 0.04 inches Fine grained Few crystal boundaries/grains distinguishable in the field or with a hand lens, 0.04 to 0.2 inches Medium grained Most crystal boundaries/ grains distinguishable with the aid of a hand lens. Greater than 0.2 inches Coarse grained Most crystal boundaries/ grains distinguishable with the naked eye. Igneous Rock Textures ,,,, O:',, 1 Texture , .... rain.Size,'z, . . 4 .1, ',,LPACI.:^,Aue,4, ' ' Pegmatitic Very large; diameters greater than 0.8 in. Phaneritic Can be seen with the naked eye Porphyritic Grained of two widely different sizes Aphanitic Cannot be seen with the naked eye Glassy No grains present Pyroclastic Rocks --,,,, ,-. ,, 'IROal(lNa Me : .,r : g ,,..,-„,,,,, - , 4-,,,,:-, .,-,1,q;,:,.i.., --,.,.7 ' :' ' ''''''''''Pr '',4 s';,": . - ', ,.;."`"'".' '-'s:.-`g,/,'11,;,"'sN';'.';W' ''' ' ''" ' s:''''..- '.' ',,,',,,,]::,':^ , 7 4 ,,, ' r ', .,: l'n',47.;. 1-, ,,. ,.. ArtqerICS.' -;--1.::';,---;$4V: ,';;-4.. -,- ' , - ..„.. '';::'1.1. Pyroclastic Breccia Pyroclastic rock whose average pyroclast size exceeds 2.5 inches and in which angular pyroclasts predominate. Agglomerate Pyroclastic rock whose average pyroclast size exceeds 2.5 inches and in which rounded pyroclasts predominate. Lapilli Tuff Pyroclastic rock whose average pyroclast size is 0.08 to 2.5 inches. Ash Tuff Pyroclastic rock whose average pyroclast size is less than 0.08 inches. Degree of Vesicularity Desigiation'TI. Percentage','.;,,''*:di•'iitiei.koY';%'f4i.jdri.I'f,:).iitittiiiiiiip' Slightly Vesicular 5 to 10 Percent Moderately Vesicular 10 to 25 Percent Highly Vesicular 25 to 50 Percent Scoriaceous Greater than 50 Percent Other Terms: Core Recover (CR) = the ratio of core recovered to the core run length expressed as a percentage. Rock Quality Designation (RQD) = the percentage of rock core recovered in intact pieces of 4 inches or more in length in the length of a core run. Does not include mechanical breaks caused by drilling. Fracture Frequency (FF) = the number of natural fractures per foot in the length of core recovered. Reference: Washington State Department of Transportation (WSDOT), 2014. Geotechnical Design Manual , Publication M 46-03.10, August, 2014, Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Key to Exploration Logs Figure A-1 Sheet 3 of 3 HARTCROWSER Date Started: 3/28/18 Date Completed: 3/28/18 Logged by: B. McDonald Checked by: A. Hultz Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Location: Lat: 47.464142 Long: -122,254537 Ground Surface Elevation: 122 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Rig Model/Type: Landa LAR / Track -mounted drill rig Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Total Depth: 35.9 feet Casing Diameter: NA Depth to Groundwater: 19 feet J z (01 2 w w a O 0 J Lu z O N W m C 0 0, w w 0, 0 iu N 0 0 Sample Data Blow Count n 1- 0 CC 5- 10- - 15- -0 - 20 — 0 r 25 — 1- 0 rn N Cr, 0) 0 m w b z z_ J 0 v m co a m m J U F z 0 J3 a J 0 z 0 m° 0 x - 30 — 2 17 2 2 5 9 18 23 3 9 16 5 14 23 50 20 40 50 31 50 z 1 z - 35— 5015 p R c 0 m co m t 0 Y a) -J 8 Number Tests m 0 -J U ro r0 Material Description Water Level PL WC (%) LL I • 1 X Fines Content (%) ♦ SPT N Value 10 20 30 40 t a 0 18 18 18 18 18 15 16 10 11 S-1 S-2 S-3 S-4 AL, GS, WC S-5 5-6 S-7 AL, WC S-8 S-9 WC 5.10 \Sod. SILTY SAND WITH GRAVEL (SM), loose, moist, brown, fine- to medium -grained sand, subrounded gravel, scattered wood/roots. [FILL] Becomes medium dense. Becomes loose, red -brown to brown, mottled, signs of weathering. j x x X X X X X x X X X X X x X X X X x X X X X X X X X X X X X X X X X X X X X X X x X x x X X X X X X X X X X X x x x x x X x x X x X X x X X X X X X x X x LEAN CLAY (CL), hard, moist, brown, segments of vertical bedding planes, completely weathered. [RESIDUAL SOIL] Scattered organics. Becomes gray, highly to completely weathered. SILTSTONE, completely to highly weathered, very weak, scattered zones of thin lamination. Becomes friable. Bottom of Borehole at 35.9 feet. 21 .JA 7 • 97 ♦ I X 41 ATD 25 A 22 • 10 15 20 • 94/9" 25 90/10" • 30 50/4" 35 50/5" General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. A L1 HARTCROWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log IB-1 Figure Sheet 1 of 1 A-2 Date Started: 3/29/18 Date Completed: 3/29/18 Logged by: A. Hultz Checked by: E. Ellingsen Location: Lat: 47.464070 Long: -122.254999 Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 135 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 50.4 feet Dep h to Groundwater: 25 feet HC BORING LOG -J:\GINT\HG_LIBRARY.G a 0 Sample Data "ET 0 Number Tests Material Description Water Level WC (%) • X Fines Content (%) • SPT N Value 10 20 30 40 0 0, 5 — C ▪ I 1 0 5 — - 20- - 25- - -to 0 - 0 35 4 7 9 6 11 11 18 50 30 50 26 50 27 50 50 50 24 50 50 50 x x z z z z z _4 03 S g 15 18 18 11 11 11 11 11 11 9 S-1 S-2 GS, WC WC S-4 S-5 WC S-6 S-7 WC S-8 WC S-9 S-10 SILTY SAND (SM), loose, moist, brown, scattered gravel and organics. [FILL] SILTY SAND (SM), medium dense, moist, red -brown, fine- to medium -grained sand, deeply weathered. [RESIDUAL SOIL] SANDSTONE, red -brown, very friable, completely weathered, micaceous. Becomes red -brown to light brown, some bedding, friable. Becomes very friable. Becomes friable. Becomes light brown, completely to highly weathered, somewhat friable to weak. Becomes light brown to gray with orange sections, friable. Becomes red to light brown. 16 24 *.' •... A 22 5 50/5'' 50/5" 15 50/5'' ATD 7 20 50/5' • 25 50/5" 30 50/5" 35 50/3" General Notes: 1. Refer to Figure A-1 or explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct coatact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. 11 HARTCROVVSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-2 Figure A-3 Sheet 1 of 2 Date Started: 3/29/18 Date Completed: 3/29/18 Drilling Contractor/Crew: Holt Services, Inc. Logged by: A. Hultz Checked by: E. Ellingsen Drilling Method: Hollow Stem Auger Location: Lat: 47.464070 Long: -122.254999 Rig Model/Type: Landa LAR / Track -mounted drill rig • m O 0i rn w J LL z_ 0r CC w w a 0 0 uJ L z 0 1- w O r O OhCD N CO 0 0 CO O z_ 0 er 0 m N CD - J cc } cc r0 J 0 x z 0 0 O J 0 z 0 co x Ground Surface Elevation: 135 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Total Depth: 50.4 feet Casing Diameter: NA Depth to Groundwater: 25 feet Sample Data di • 0) o > a _w a) w 0 — 40 45 — 'a 50— - O 55co — r. 60— 0 65 — Leo) 70— w- ° 75 — o0 Blow Count 52 50 65 2 .05 c 0) t m J Number Tests 0. C:. Material Description WC (%) • X Fines Content (%) ♦ SPT N Value 10 20 30 40 c in 10 9 5-11 WC S-12 SANDSTONE, red -brown, very friable, completely weathered, micaceous. (continued) Becomes light brown with red mottling, weak, highly weathered. Becomes light brown to gray with sections of blue and red mottling, weak, highly to moderately weathered. S-13 "` WC r Bottom of Borehole at 50.4 feet. • an) 40- 50/4" 45 50/3" 65/ 50 1st 5" — 55 — 60 — 65 — 70 —75 General Notes; 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum (lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. u HART C7?OWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-2 Figure Sheet 2 of 2 A-3 Mk IBM Pk aim YEW INN LL z 0 cc o_ -J LLI LO I= CO 1.11 Cr LT. 0 cy ilk CO 0 C.1 CO c0 (LI 0 0 WWI Vmar WNW Date Started: 3/29/18 Date Completed: 3/30/18 Drilling Contractor/Crew: Holt Services, Inc. Logged by: A. Hultz Checked by: E. Ellingsen Drilling Method: Hollow Stem Auger Location: Lat: 47.463823 Long: -122.255014 Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 133 feet Hammer Type: Auto -hammer Horizontal Datum: WGS 84 Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA Comments: Location and ground surface elevations are approximate. Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 40.4 feet Depth to Groundwater: 34 feet I , I I 1 1 . i I I 1 . I I I r . I M 1 I . I 7 1 I . I I I I f i I I 1 , 95 100 105 110 115 120 125 130 Elevation (feet) c.., CO (V PO -a -.. Ln o Ln CD tn o cn a Depth (feet) i i i i I i 1 i 1 I i i i i I i i i i l i 1 i 1 I i i i i I i t 1 i I i i Sample Data Graphic Log Material Description Water Level 11 we (%) • A SPT N Value 10 20 30 40 ,--:- a, a) .c 0_ 0 0 IBlow Count 0 8 0 1 Length (inches) 1 Number F- Cr Tests 3 11 13 8 11 16 8 14 16 17 55 22 50 50 30 50 50 50 50 X .,.. - -f, - X -,,... - .g VP a c: 10 '2 [-I 7 F, 7 6-, a 15 18 18 18 18 10 s a S-1 S-2 S-3 WC S-4 W—C S-6 wc 5-8 s.9 WC S-10 : : • • . . . . • • : : . . • • : : • • • • • • . . . . . . . . • • : : • • . . • • . . • • • - - • . . . . • • • • : : . . . . .. . . • • . . . - • : : : : : . . . . . . . . \Sod, ATD SZ • 0 SILTY SAND (SM), loose, moist, brown, scattered gravel, numerous ,... ,organics, trace clay. [FILL] / POORLY GRADED SAND (SP), medium dense, moist, red -brown, scattered gravel, fine- to medium -grained sand, deeply weathered, somewhat friable. [RESIDUAL SOIL] _. — SANDSTONE, light brown, very friable, completely weathered, micaceous. Becomes light brown with red weathering, occasional organics. Becomes light brown to gray, highly weathered. Becomes light brown with scattered silt lenses. Becomes light brown to yellow -brown, completely weathered with 2-inch-diameter dropstone. Becomes light brown. Becomes weak, highly weathered, with a 2-inch-thick layer of organics. • • A 30 5 10 92 • 50/5" 15 • • • • 50/3" 20 50/4" 25 . ... 50/3" 30 • . ....... ... 50/3" ...... 35 _ General Notes: 1. Refer to Figure A-1 or explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. ins gi Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-3 Figure A-4 Sheet 1 of 2 HARTCROWSER Date Started: 3/29/18 Date Completed: 3/30/18 Logged by: A. HuIlz Checked by: E. Ellingsen Location: Lat: 47.463823 Long: -122.255014 Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 133 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Hammer Drop Height (inches): 30 Casing Diameter: NA Total Depth: 40.4 feet Depth to Groundwater: 34 feet 0_ z (3 LU cc o_ 0 0 uj 0 Sample Data a 40 45 — 50 — 55— _ 60- 65- 70- 75— 0 co o. >, 1- /1 „2:5,„..i.a• Number Tests 6- 1 1 WC o. w Material Description Becomes yellow -brown with red -brown scattered organics. Bottom of Borehole at 40.4 feet. WC (%) • A SPT N Value to 20 30 40 1 II 1 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual, Solid stratum lines indicate distinct contact between material strata or geologic units, Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487), 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. HARTCROWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log IB-3 Figure A-4 Sheet 2012 Date Started: 3/26/18 Date Completed: 3/26/18 Logged by: B. McDonald Checked by: A. Hultz Location: Lat: 47.463951 Long: -122.254715 Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 120 feet Horizontal Datum: WGS 84 Vertical Datum; NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 35.6 feet Depth to Groundwater: 34 feet q 0 Sample Data 5-- - 10— 0 n g N w -J CC CC z w c o_ w z 0 gr- m 25— 7 r - 15— r 14:30 - L:INOTEBOO NC BORING LOG - J:\GINT\HC LIBR - a 20- 30 — 35-- 12 31 25 31 17 50 20 50 35 50 45 150 31 50 35 50 44 z z r 0 6 18 18 15 11 14 14 10 Number Tests 5-1 S-2 GS, WC S-4 S-5 S-6 WC S-8 WC S-9 S-10 WC Material Description WC (%) • X Fines Content (%) A SPT N Value 10 20 30 40 off""\Asphalt. POORLY GRADED GRAVEL WITH SILT AND SAND (GP -GM), (medium r dense), moist, brown -gray, fine- to coarse -grained sand, subrounded tpraveL[FILL]— -- --------------------f SILTY SAND (SM), very dense, moist, light brown, fine- to medium -grained sand, completely weathered, various amounts of mica. [RESIDUAL SOIL] SANDSTONE, light brown, completely weathered, weak to very weak, friable, micaceous. Scattered dark gray organic seams from 7 to 14 feet. Becomes dark gray, completely to highly weathered. Very dense, moist, dark gray to black COAL. SANDSTONE, light gray, completely to highly weathered, weak, somewhat friable. Becomes green/gray. Becomes light gray, scattered silt partings. Bottom of Borehole at 35.6 feet. 29 111 0 56 5 5s 82/9" 10 50/5" • 15 85/8" 20 95/8" • 25 50/4" ATD `1 30 50/3" • 35 50/2" General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. u HARTCROWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log E-4 Figure A-5 Sheet 1 of 1 a Date Started: 3/27/18 Date Completed: 3/27/18 Drilling Contractor/Crew: Holt Services, Inc. z m= Logged by: B. McDonald Checked by: A. Hultz Drilling Method: Hollow Stem Auger Location: Lat: 47.463660 Long: -122.254555 Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 112 feet Hammer Type: Auto -hammer Horizontal Datum: WGS 84 Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA i Comments: Location and ground surface elevations are approximate. Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 35.5 feet Depth to Groundwater: 10.5 feet O ,. i i_� ,11111111,1111,1111,7111,11111,11111 75 80 85 90 95 100 105 110 I Elevation (feet) c.nn o VI iv o cn o Cr, o Depth (feet) I 1 i i i I i 1 i i I i i i i I _i_ 1 i i---.I i_ I i i I i i i i I i i i i I Sample Data 1 4 o z a o E En Number Material Description a WC (%) • A SPT N Value m F , Tests t0 10 20 30 40 0 t 2 10 S-1 Asphalt. % 1 0 18 ap `'' POORLY GRADED GRAVEL WITH SAND (GP), loose, moist, brown -gray, fine- to coarse -grained sand, subrounded gravel. [IMPORT - - 3 .- S-2 POORLY GRADED SAND (SP), loose, moist, brown to red -brown, fine- to medium -grained sand, trace organics, scattered small roots, mottled weathered. [RESIDUAL A ' - 9 ' "" '''.'" t 5 ' 5 7 2 5 �° t� 18 S-3 18 s-4 zones, various amounts of mica, completely SOIL] Becoming medium dnese. Becoming loose, scattered silt partings. ATD A A 72 9 - - 10 I 0 19 X ..e 16 S-5 Becoming medium dense, brown. SANDSTONE, gray, weak, highly weathered, somewhat friable. A 29 - - 50 Sa 4 C # ........ .............. • . 50/ 15 st 4„ 20 50 S7 s wC Becoming light gray, appears massive. ... 50/3" 25 50 Z m 9 S-B •'' ... 50/3" 30 51 0 7 10 W C 50/4" ♦ 35 50 Q r 6 5-to Bottom of Borehole at 35.5 feet. 5o/1st 6" General Notes: '• 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 1 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-5 Figure A-6 Sheet 1 of 1. H#RTCROWSER z 0 cr.Wcc a Date Started: 3/27/18 Date Completed: 3/27/18 ged by: B, McDonald Checked by: A. Hultz Location: Lat: 47.463696 Long: -122.254807 Drilling Contractor/Crew: Holt Services, Inc. Drilling Ivlethod:.Hollow Stem Auger Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 119 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (W): NA Hole Diameter: 4.25 inches Total Depth: 35.4 feet Casing Diameter: NA Depth to Groundwater: 25 feet a_ 0 co m hi m uJ w 1- z 0 CC CC a 0 0 w w z 0 CO w cr L% 1- h- ww 2 J HC BORING LOG - J:\GINT\HC LIBRARY 0 Sample Data Blow Count Number Tests Material Description WC (%) • ♦ SPT N Value 10 20 30 40 5-- - 10- -0 15- - 0 0 - 20 — 25- - 30 — V. - 35-- 106 8 7 10 12 19 40 50 29 50 50 43 50 50 2 1 z 0) 0 0) r m c 10 18 18 15 11 9 8 6 5 S-1 S-2 S-3 S-4 WC S-5 s;6 WC S-7 S-8 WC S-9 S-10 WC / Asphalt. POORLY GRADED GRAVEL WITH SAND (GP), medium dense, moist, brown -gray, fine- to coarse -grained sand, rounded to subrounded gravel - \[IMPORT FILL) POORLY GRADED SAND (SP), medium dense, moist, light brown, fine- to medium -grained sand, trace organics, various amounts of mica, completely weathered. Becoming light brown to gray, highly weathered. SANDSTONE, light brown to gray, highly weathered, weak, friable. A 22 • ........... 90/9" 5 l 10 50/5" ATTO • 15 50/3" 20 50/2" • ....... ....... 25 ' 50/1 st 6"" 30 50/1st 6" Bottom of Borehole at 35.4 feet. 35 50/1st 5" General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. !V 11 HARTCRowsrR Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log E-6 Figure Sheet 1 of 1 A-7 Date Started: 3/28/18 Date Completed: 3/28/18 Drilling Contractor/Crew: Holt Services, Inc. Logged by: B. McDonald Checked by: A. Hultz Drilling Method: Hollow Stem Auger Location: Lai: 47.463738 Long: -122.253400 Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 94 feet Hammer Type: Auto -hammer Horizontal Datum: WGS 84 Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA Comments: Location and ground surface elevations are approximate, Hole Diameter: 4,25 inches Casing Diameter: NA Total Depth: 32.7 feet Depth to Groundwater: Not Identified 1 55 60 65 70 75 80 85 90 Elevation (feet) co ccnn o ccnn o cn o crt o Depth (feet) i i i 1 I i i 1 i I 1 i i i I i i i i _I i.-i- t __1 I i i i i I i i i i I i i i i I. Sample Data + Type Recovery Length (inches) Material PL WC (%) LL 7. ti o Number ro Description t • 1 X Fines Content (%) ♦ SPT N Value = m Tests C7 10 20 30 40 0 1 3 4 3 T X 18 18 s-1 S2 GS. WC SILTY SAND WITH GRAVEL (SM), (loose), moist, dark brown, fine-grained sand, subrounded gravel, scattered small roots, abundant organics. [FILL] ♦ 26 �" X - 0 2 5 11 18 _ /� 18 18 Gwc S-4 .:.. Becoming dark gray, decreasing gravel. Becoming medium dense, fine- to coarse -grained sand, subrounded gravel, weathered. *- 3 "' "' 29 .0.X a 29 10 X 18GS, WC�... d 26 A.X_12 22 10 y SILTY SAND (SM), medium dense, moist, gray, scattered gravel. . • • - - 7 9X 12 18 S-6 . A A ............. 21 ... 79 10 17 _ _ 16 S-7 20 8 © 18 s_a x x SILTSTONE, gray, completely to highly weathered, weak, zones of vertical 12 11 J� _ AL, WC x x x x xx x x x x x x x x x x x x bedding planes. .A.,....... 23 I. ....... _ - 62 17 18 X N 18 WC S-10 x x x x x x x x x x Yx � �.. A A. 35 T 2 Bottom of Borehole at 32.7 feet, loon st 2" —35 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols, 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units, 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4, Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. V i Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-7 Figure A-8 Sheet 1 of 1 u-� HART .ROV SER Date Started: 9/19/18 Logged by: N. Jones Date Completed: 9/19/18 Drilling Contractor/Crew: Holt Services, Inc, Checked by: M. Chamberlain Drilling Method: Hollow Stem Auger Location: Lat: 47.464120 Long: -122.254090 Rig Model/Type: CME-85 / Truck -mounted drill rig Ground Surface Elevation: 114.5 feet Hammer Type: Auto -hammer Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: 8 inches Casing Diameter: NA Total Depth: 25 feet Depth to Groundwater: Not Identified al -. -a a r L7 0. 0 0 Sample Data rn Number Tests Material Description WC (%) • X Fines Content (c/o) ♦ SPT N Value 0 10- 4 45 50 50 s 22 27 37 50 ,$ 18 r- 4 s-1 S-2 S-3 5t GS, WC SILTY SAND (SM), very dense, moist, light brown, trace organics. SANDSTONE very dense, gray. .......................... 95/7' SANDSTONE very dense, moist, gray, highly weathered. Grades to brown, completely weathered, 5- 6 7 0 10? 50 GS, WC - - Switched to HQ3 rock core bit. a _ SANDSTONE gray, strong, slightly weathered,. in n _ a) LL _ 20 — 50 $ 6 S-6 � 48 - _ , Moderately weathered zone, - v s-7 rn- wt -0) "i 25 ~r _ rn N 30 - O` O - z 0 - 35 - - N_ A c, - J } - ft - Q ll] r J' General Notes: = 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2, Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic o units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). O 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. 5 50/1st 2" 35 64 50/1st 4' 0 32 X 15 50/4" 20 50/1st 6" Bottom of Borehole at 25.0 feet. 25 - 30 — 35 O z A NB HARTCROWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-8 Figure A-9 Sheet 1 of 1 Date Started: 9/19/18 Date Completed: 9/19/18 Logged by: N. Jones Checked by: M. Chamberlain Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Location: Lat: 47.463680 Long: -122.254140 Ground Surface Elevation: 102.5 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Rig Model/Type: CME-85 / Truck -mounted drill rig Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (c'h,): NA Hole Diameter: 8 inches Total Depth: 10 feet Casing Diameter: NA Depth to Groundwater: Not Identified a0 c° 0, CV 0) to L.z a_ 0 0 z LL LU cc T. -J co 0) >: CC CO 0 z 0 0 z ca 0 LI) w _ o co c Depth (feet) Sample Data Blow Count 1 a) -a3 Number Tests 0 -J :E c. Material Description • SPT N Value 10 20 30 40 5- 10 4 7 7 12 14 50 z 0 18 13 S-1 S-2 POORLY GRADED SAND WITH GRAVEL (SP), medium dense, moist, brown, significant organic material [RESIDUAL SOIL]. Becomes very dense, grades to red brown, scattered silt partings. • SANDSTONE gray, slightly weathered, strong. 0) a a) 0 0- 5 A 64/7" 15- 20 — Bottom of Borehole at 10.0 feet. 10 —15 — 20 SO 1010 Jig air MI 0 25- 30- 35— — 25 —30 — 35 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. I'M ILN HARTCROWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-9 Figure Sheet 1 of 1 A-10 0 imp 0 0 Wit OR 0 MI 'my N O 011 0 0 0 tow war 1011 leo 00 1100, 0. Date Started: 3/26/18 Logged by: B. McDonald Date Completed: 3/26/18 Drilling Contractor/Crew: Holt Services, Inc. Checked by: A. Hultz Drilling Method: Hollow Stem Auger Location: Lal: 47.463988 Long: -122.254056 Rig Model/Type: Landa LAR / Track -mounted drill rig Ground Surface Elevation: 112 feet Hammer Type: Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Weight (pounds): Measured Hammer Efficiency (%): NA Hole Diameter: 4.25 inches Hammer Drop Height (inches): Casing Diameter: NA Total Depth: 5 feet Depth to Groundwater: Not Identified 0 - ple Data Material Description Number Tests 20 24 S-1 6-2 S-3 SOd 00 SILTY SAND WITH GRAVEL (S , (loose), moist, brown, fine- to medium -grained sand, subrounded gravel, scattered small roots. [FILL] Asphalt pavement POORLY GRADED GRAVEL WITH SAND (GP), (medium dense), moist, brown, fine- to medium -grained sand, subrounded gravel, scattered silt, [FILL] Bottom of Borehole at 5.0 feet. - 10 — - 15 — o - o z (0 HC BORING LC 20 — 25 5 — 10 — 15 - 20 — 25 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. 1111 HARTCROVVSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log P-1 Figure A-11 Sheet 1 of 1 Date Started: 3/26/18 Date Completed: 3/26/18 Drilling Contractor/Crew: Holt Services, Inc. Logged by: B. McDonald Checked by: A. Hultz Drilling Method: Hollow Stem Auger Location: Lat: 47.463801 Long: -122.254263 Rig Model/Type: Landa LAR / Track-mountDd drill riq Ground Surface Elevation: 109 feet Hammer Type: Horizontal Datum: WGS 84 Hammer Weight (pounds): Hammer Drop Height (inches): , Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA Comments: Location and ground surface elevations are approximate. Hole Diameter: 4.25 inches Casing Diameter: NA Total Depth: 5 feet Depth to Groundwater: Not Identified r1 1 1 1 i 80" 85 90 95 100 105 Elevation (feet) cn a Depth (feel) I i i i I 1 1till i i i I 1 1 1 1I Sample Data Graphic Log 1 Depth (feet) a Type Length (inches) Number Material Description wC (%) 0 X Fines Content (%) Tests io 20 30 40 17 \Mulch. 11 29 hi 04,41, 4 2 •,4, r' •:,4 14 p• 14 S-1 GS, WC S-2 GS, WC , ., .-. 0 r. ) s— 0 o \--/ 0 SILTY SAND WITH GRAVEL (SM), (loose), very moist, brown, fine- to --\ medium -grained sand, subrounded gravel. [FILL] SILTY GRAVEL WITH SAND (GM), (medium dense), moist, gray -brown, fine- to coarse -grained sand, subangular to angular gravel. [FILL] • ... „. 14 X . ..„... . „.... Bottom of Borehole at 5.0 feet. General Notes: 1, Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum Ines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). ) 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. Al III Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boling Log P-2 Figure A-12 Sheet 1 of 1 WARTCROWSER uJ cc 3 1- c a u. z a a a 5. a 0 3 c. c a 2 1s 06 lig APPENDIX B in• LABORATORY TESTING PROGRAM Laboratory tests were performed for this study to evaluate the basic index and geotechnical engineering properties of the site soils. Both disturbed and relatively undisturbed samples were tested. The tests and procedures are outlined below. Soil Classification We classified soil samples from the explorations visually in the field and then verified the classifications in so our laboratory in a relatively controlled environment. Field and laboratory observations included tar density/consistency, moisture condition, and grain size and plasticity estimates. We checked the classifications of selected samples using laboratory tests such as Atterberg limits determinations and grain size analyses. Classifications were made in general accordance with the Unified Soil Classification (USC) System, ASTM D2487, as presented on Figure B-1. Grain Size Analysis MI Grain size distribution was analyzed on representative samples in general accordance with ASTM D422. Wet sieve analysis was used to determine the size distribution greater than the U.S. No. 200 mesh sieve. Pi The size distribution for particles smaller than the No. 200 mesh sieve was determined by the hydrometer method for a selected number of samples. The results of the tests are presented as curves plotting percent finer by weight versus grain size on Figure B-2. %NW Atterberg Limits um. analysis and the plasticity characteristics are summarized in Liquid and Plastic Limits Test Report, Figure • B-2. This relates the plasticity index (liquid limit minus the plastic limit) to the liquid limit. The results of the Atterberg limits tests are shown graphically on the boring logs. We determined Atterberg limits for representative fine-grained soil samples. The liquid limit and plastic um limit were determined in general accordance with ASTM D4318-84. The results of the Atterberg limits Water Content Determination Water content was determined for several samples in general accordance with ASTM D2216 as soon as • possible following their arrival in our laboratory. Water content was not determined For very small samples or samples where large gravel content would result in unrepresentative values. The results of these tests are plotted at the respective sample depths on the exploration logs. war 19297-00 Pi HARTCROWSER October 11, 2018 86010-BLGPJ Soil Grain Size Size of Opening in Inches Number of Mesh peer Inch (US Standard) Grain Size in Millimeters o e� py V ,, AN V N e b O N O 4 O S O O Ni. 1 1 1 1 I 1 1 t f I I 1 I 1 I 1 1 I I 1 t I ! 1 f 1 1 I 1 ! I I I 7 1 I 1 I I I I I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I ( 1 '1 r'S g 2 m e cas ry ODur e C.,lv m .. V. '1,- CO n 0 0 0 o c� a o pp O O O O Grain Size in Millimeters COBBLES GRAVEL SAND SILT and CLAY Coarse -Grained Soils Fine -Grained Soils Fine -Grained Soils Fine -Grained Soils > 50% smaller than No. 200 Sieve Soils with Liquid Limit < 50% Soils with Liquid Limit > 50% SILT CLAY ORGANIC SILT CLAY -ORGANIC PEAT ML CL OL MH CH OH PT �n Plasticity Index V N W A qi a 1 LO ........_.O O O O C I I I I — — — CL I I CH — — �Ltt�e — MH or OH — 60 50 40 30 20 CL-ML ML or OL — 10 I I I I I I I 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit 1 Coarse -Grained Soils Coarse -Grained Soils > 50% Larger than No. 200 Sieve GRAVEL > 50% Coarse Fraction Larger than No. 4 Sieve SAND > 50% Coarse Fraction Smaller than No. 4 Sieve GRAVEL with 5% Fines GW GP SAND with 5% Fines SW SP GRAVEL with >12% Fines GM GC SAND with > 12% Fines SM SC GRAVEL with 5% < Fines <12% GW-GM] GW-GC GP -GM GP -GC SAND with 5% < Fines <12% SW-SM SW -SC SP-SM SP-SC For clean sands and gravels: (DO' D, > 4 for GW (Da De,„ Cc 'Do C° t ' Ir i 1 < Ow x DW < 3 & D o where > 6 for SW otherwise GP or SP x Deo ` Dv D,o, Dm, Dm are particle diameters for which 10, 30, and 60 percent, respectively, of the soil mass are finer. For sands and gravels with fines: GM and SM Atterberg limits below A line with PI < 4 GC and SC Atterberg limits above A line with PI > 7 A Project: Tukwila Fire Station 51 Location:Tukwila, WA Project No. 19297-00 Unified SoilILI Classification (USC) System Figure g B-1 Sheet 1 of 1 WSERHARTCRO HC Al I LRBERG LIMITS - J:IGINT1HC w C.) 6 50 40 30 20 10 7 4 Dashed line indicates upper limit boundary . the for natural approximate soils / / OZ* // / / / / / / / / o Co'?k / / / / / / / / / / / / 0\' • / / / / / / ML or OL MH or OH ,,,,,,i( CLML' 10 30 50 LIQUID LIMIT 70 90 110 Location and Description LL PL PI 4200 MC% USCS • Source: B-1 LEAN CLAY Sample No.: S-4 Depth: 7.5 to 9.0 feet 45 23 22 97 18 CL • Source: B-1 LEAN CLAY Sample No.: S-7 Depth: 20.0 to 21.3 feet 38 21 17 NT 16 CL A Source: B-7 LEAN CLAY Sample No.: S-8 Depth: 25.0 to 26.5 feet 38 20 18 NT 18 CL Remarks: • • A 11 HARTCROWSER - Project Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Liquid Limit, Plastic Limit, and Plasticity Index Figure Sheet lofl B-2 "r "1 i i 0 0 0 V B 0 0 0- 0 m 2- 0_ o_ 0_ Material Name Color Unit Weight (Ibs/ft3) Strength Type Cohesion Ipsfl Phi (deg) Fill 120 Mohr -Coulomb 0 32 Residual Soil , 130 Mohr -Coulomb 100 35 Rock ' 145 Mohr•Coulomb 1000 45 Proposed Tukwila Fire Station 52 Drive Through rim irn r 1 I I6UI C 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 ammume New SLIDE - An Interactive Slope Stability Program rocscence°° sae 1:153 Company Date 4/13/2018, 12:50:26 PM F@ Name 1-1' existingslmd 0 0• 0— • • • o_ ro 0_ 0_ 0_ om- 0 o_ Proposed Tukwila Fire Station 52 Drive Through Material Name Color Unit Weight Ilbs/ft3) Strength Type Cohesion (psf) Phi (deg) Fill 120 Mohr -Coulomb 0 32 Residual Soil 130 Mohr•Coulomb 100 35 Rock , 145 Mohr•Coulomb 1000 45 1 Figure C ► 0.301 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 2213, � rocscience PeAcr SLIDE - An Interactive Slope Stability Program Ana*DescripUca Tay scale 1:153 conimv Dare Fie Name 1.1' a sting.pseudo,sImd AIDEINTERPRET 8.818 4/13/2018, 12:50:26 PM s i i il i 0_ co 0 Tukwila Fire Station 52 Drive Through M- 0_ o— Figure C•3 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 rocscience Fti SLIDE - An Interactive Slope Stability Program Drawn By 1:144 Company :,IDEIMERPET8. 8 Date 4/13/2018,12:5026 PM Fi0 Name 1.1' existing+new proposed,slmd fieure C•4 Tukwila Fire Station 52 Drive Through /0.301 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 SLIDE - An Interactive Slope Stability Program rocscence: 4/13/2018,12:50:26 PM Scale 1:144 Company File Name 11' a fisting+new proposed.pseudo,slmd SIIDEINTERPPET E. in- H' N- v 0 0- N m' M r 0 0- 0 N- _ 0 0- r 00' 0_ 00 Figure C-5 2,360 4 Tukwila Fire Station 52 Drive Through t 3,529 .160 .140 .120 .100 .00 .60 .40 •20 0 20 40 60 80 100 120 140 160 180 200 220 ____ r o c s c i e n c e.. POO SLIDE - An Interactive Slope Stability Program Ana*PsDesmpaon ay s Scale Company �_ ore envaEa,ms 4/13/2018, 12:50:26 PM Re Otte2-2' exisbng.slmd r Figure C-6 1 ► 0.301 Proposed Tukwila Fire Station 52 Drive Through -180 -160 .140 -120 -100 -60 -60 -40 -20 0 20 40 60 80 100 .._._ 120 140e_ . 160 180 200 220 240 imixessara SLIDE An Interactive Slope Stability Program rocscence:°'=` Sok 1:324 Company 4/13/2018,12:50:26 PM Re Name 2.2' existing,slmd + IIIVER 8Ei8.018 0 rr Safety Factor 0.000 0.250 0.500 0.750 1.000 1.250 • 1.500 • 1.750 "'— • 2.000 • 2.250 • 2,500 2.750 3.000 3.250 3.500 3.750 4.000 4,250 4.500 4.750 5.000 5.250 5.500 5.750 6.000+ Tukwila Fire Station 52 Drive Through Figure C•7 •20 .10 0 10 20 30 40 50 60 70 80 90 100 110 120 Prole SLIDE • An Interactive Slope Stability Program hsigoesaiotion rocscence Date 1:119 Company 4/13/2018, 12:50:26 PM Fk Name 2.2' proposed,slmd e 0 q - • 0 N— r - 0 0 0- 0 ro > ► 0.301 figure C•8 Tukwila Fire Station 52 Drive Through 0.775 < .10 0 10 20 30 40 50 60 70 80. 90 100 i.UDEIMEPPR r& s rocscenceDrawnBy 1 Project SLIDE • An Interactive Slope Stability Program Ana455 Description Scale 1,95ny Dare 4/13/2018, 12:50:26 PM File Name 2.2' proposed,slmd Factor 0,000 0,250 0.500 0,150 1.000 1,250 1.500 1,150 2,000 2,250 2,500 2,150 3,000 3,250 3,500 3,150 4,000 4,250 4,500 4,150 5,000 5,250 5,500 5,150 6, 000+ 0 Tukwila Fire Station 52 Drive Through 1 so Stability Program 50 40 SLIDE. An Interactive Slope .10 Sole 1:110 agioy 1 1, proposed regrad 30 10 60 program 40 SLIDE, An lnteract1Ve Shope Stability 50 B0 100 90 110 10 Pre 20 cik 1'102 fan y rL Nab 2.,e proposed _ r9 rade foreslope.slmd 0 r Proposed Tukwila Fire Station 52 Footprint xisting Block Wall 1,624 0 0 0- 0 ro Figure C•11 0 20 40 60 80 100 12 WINO Project SLIDE - An Interactive Slope Stability Program rocscience SIDEINIERPRET 8.818 MalmsDescn Lion Drawn By Scale 1:151 Company Date 4113/2018,12:50:26 PM File Name 3-3' Fxisting,slmd i 0 0 N- E. i FigureC•12 ► 0.301 Proposed Tukwila Fire Station 52 Drive Through 0 10 20 30 40 50 60 70 80 90 100 110 `I rivetoii SLIDE - An Interactive Slope Stability Program rocsc e nce=�' pat 4/13/2018,12:5026 PM sok 1:92 Company Fie Name 3.3' Existingslmd F — O� co. Proposed Tukwila Fire Station 52 Footprint 30 AnaktDesaMfion Drawn Sy 40 Smk 50 60 70 80 SLIDE - Rn Interactive Slope Stability Program 1:147 Company 90 100 110 120 130 Figure C•13 140 Date 4/13/2018, 12:50:26 PM A Name 3.3' proposed.simd 1I o• 0' 0 rr 0- o• 0— 0 figure C•14 Proposed Tukwila Fire Station 52 Footprint /0,301 .50 -40 •30 •20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 Project SLIDE - An Interactive Slope Stability Program rocscience Ana* Dmunpoon Dawn By Salk 1:151 Company Oak SIIDENTERFRET 8.018 9/13/2018,12:50:26 PM fie Name 3-3' proposed,slmd m U��U�A�������U� .°,~.,°,~,.�,�.�=�~°,°. DATE: May 33,3O19 TO: Emma Novvinski,Weinstein A+U RE: Additional Borings for New Roadway Grading - Tukwila Fire Sta 19J97'O1 REVIEWED FOR CODE COMPLIANCE APPROVED ����� ��� °wu./ m���x� _Ci�� _ '°^-m' Tukwila BUILDING DIVISION � Doug Lindquist, PE, Mike Schmitz, PE, Jim Jacobe, PE, Hart Crowser, Inc. www.hartomwsocom IL We completed this work in general accordance with our proposal, dated March 16, 2018, and subsequent Contract Change #2, dated April 24, 2019. We understand the City of Tukwila has changed the roadway configuration for the Fire Station 52 project. The existing roadway, which extends from the proposed fire station site to 65th Avenue South, will be graded as much as 4 to 5 feet below existing grade. Our original design scope did not include this aspect ofthe project andwehavecornp|etedan additional three (3) borings to explore soil and rock conditions in this area. The borings were drilled using a Mobile B-57 track -mounted drill rig using hollow -stem auger and rock -coring tooling. The information and recommendations contained inthis memorandum should only beused|nconjunction with our geotechnica|report for the project, datedOctober11,ZO18. Subsurface Conditions OnApril Z9,ZO19,vvedrilled three borings, designated 8-1Othrough B'1I,atthe site tpdepths between 2.5 and 16.5 feet. The borings typically encountered a thin layer of fill over residual soil over bedrock with varying degrees of weathering, Residual soil is the result of the chemical weathering of bedrock, and subsequently has variable engineering properties. The bedrock encountered in borings B-10 through B'12 generally consists of a mixture of tuff and andesite and is highly variable in strength and hardness. Groundwater was not observed in the borings during drilling. The boring locations are shown on Figure 2. The boring logs by Hart Crowser are provided in Appendix A and the laboratory results are also included nnthe boring logs. Based on the results of our subsurface explorations, we anticipate that the grading along the roadway will encounter residual soil and bedrock. The recommendations in our geotechnical report, dated October 11, 2018, should also apply to the subsurface conditions encountered in borings B-10 through B-12. Table I below lists the depths and approximate elevations to top of bedrock in the new roadway grading borings. We expect the residual soil and bedrock materials atthe site will require the use o aK��� backhoeorexcavator vvithahoeramattachnnent The contractor M � - ' ����� ,���K����= ma/Lxiott A.m*sSuite am asmo,msowomnso, cn6-aaso3o 194- ()aZ53 AUG 02 2019 11 Weinstein A+U May 23, 2019 19297-01 Page 2 subsurface data for the project. The contractor may elect to perform additional evaluation of the rippability of the bedrock materials, as that was not included .in our scope of work. Table 1 — Approximate Depths and Elevations to Top of Bedrock Boring Location '1Dvelptht,,,,iti:f ii,R. 9, jf -Ai '.Bedrocic(feetr— ,,,.."14Wribc. Top of Bedrock grevationti (feet) B-10 2.5 93 B-11 15.0 92 B-12 5.0 107 Notes: 1. Elevations were estimated based on site topographic plans. Attachments: Figure 1 — Vicinity Map Figure 2 — Site and Boring Location Plan Appendix A-1 — Exploration Key Appendix A-13 to A-15 — Boring Logs B-10 through B-12 \\seafs\ Projects\ Notebooks\1929701_Tukwila_Fire_Station_52\ Deliverables\ Memos\Addl Borings Memo\ Memo - Tukwila FS52 Add'I Borings for New Roadway Grading.docx • • • mat • • • .• • • 0. iO4* '11k, • • • • • • a 1 a .= z 0 co ava Seattle Tukwila WASHINGTON S 158th Cryt,tal pr loos S 160th St Park f'a •• tut, Alb S 16401 St S 166th St S 168th St St • sr 72nd Stf, 173rd St 76th S 175th St 0 0 T 4( S 128th St - - ,)^,,, 0., S 130IffSt S132ndst L M 1 i • ,, i 1 •13 cc tit -'''' „ (.71'3-11 , ' c. Source.6: Esri, HERE, Garmin, USGS,'Interrnap, INCREMIENT P, NRCan, Esn Japan, METi, Esri,China (Hong- KongX Esri Korea, Eni,(ThailandINGCC:0 OpenStreetMap,,,corrtributors, and the,GIS User Community ro .40 £31,3: f•Ztv). Pre Fal# S 135th St 0 1,z4d .444 clPo. Tukwila - 14Vc- 4Cfc7.-ci 5outt444-c ;OA Strander Bewa 1,000 2,000 4,000 Feet SW Setts0 SW 7th St SW 16th St Or) Eicsriro Longzents InduairiaLParic -12 if V 27th St SW34th St 444- Pr ethic) C4e e — - SW 41st St s lapin Afsir tit 19297-01 Tukwila Fire Station 52 Tukwila, Washington Vicinity Map 10/8 Figure 1 u u u B.1 1 Boring (Hart Crowser 2019) p.� 1 Boring (Hart Crowser 2018) 8.2 B-3 New kRetaining aWall B-12 P-1 s Proposed Fire Station Headquarters A' J B-6 B•5 New Re aining Wall —/_118 +1'2 P-2 8-9 A A' tiCross Section Shallow Boring (Hart Crowser 2018) it New Retaining Existing Detention Pond 1 1' ' ` ' ` Slope Stability Cross Section Note: All elevations in NAVD 88 and feet. 0 25 50 100 Feef B-1 N Tukwila Fire Station 52 Tukwila, Washington Site and Exploration Plan 9297-01 5119 n u Figure 0 0 Reference: "Preliminary Site Study, Tukwila Fire Stations" prepared by WeinsteinA+V and dated December 19, 2017. HARTCROM il ta aa• 1 11 la am* 11 +SW 0 0 0 u- - LANOTEBOOKSN1 Sample Description Identification of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless presented herein. ASTM D 2488 visual -manual identification methods were used as a guide. Where laboratory testing confirmed visual -manual identifications, then ASTM D 2487 was used to classify the soils. Relative Density/Consistency Soil density/consistency in borings is related primarily to the standard penetration resistance (N). Soil density/consistency in test pits and probes is estimated based on visual observation and is presented parenthetically on the logs. SAND or GRAVEL Relative Density Very loose Loose Medium dense Dense Very dense (Blows/Foot) 0 to 4 5 to10 11 to 30 31 to 50 >50 SILT or CLAY Consistency Very soft Soft Medium stiff Stiff Very stiff Hard (Blows/Foot) 0 to 1 2 to 4 5 to 8 9 to15 16 to 30 >30 Moisture Dry Moist Wet Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, usually soil is below water table USCS Soil Classification Chart (ASTM D 2487) Symbols Typical Major Divisions Gra .h USCS Descriptions Clean Gravels • • GW Well -Graded Gravel; Well -Graded Gravel with Sand (<5% fines)' o v GP Poorly Graded Gravel; Poorly Graded Gravel with Sand Gravel and • 10 GW-GM Well -Graded Gravel with Silt; WeIIGraded Gravel with Sill and Sand Gravelly Soils Gravels • ft•,,, GW-GC e I -Graded Gravel with Clay; Well -Graded Gravel with Clay and Sand More than 50% of Coarse Fraction (5-12% fines). o 1116 illi 311 GP -GM Poorly Graded Gravel with Silt; poorly Graded Gravel with Silt and Sand Retained on No. 4 Sieve • 1/4 4 GP -GC Poorly Graded Gravel with Clay; Poorly Graded Gravel with Clay and Sand Coarse Gravels with • o i 11 " GM Silty Gravel; Silty Gravel with Sand Grained Soils Fines (>12% fines).* , GC Clayey Gravel; Clayey Gravel with Sand More than 50%. of Material Retained on Sands with •.--al . .. .• • ' sw .. Well -Graded Sand; Well -Graded Sand with Gravel No. 200 Sieve few Fines (<5% fines) ... ':' •'.. : ''-';'•: . .;:.... rp -' Poorly Graded Sand; Poorly Graded Sand with Gravel Sand and SW-SM Well -Graded Sand with Silt Well -Graded Sand with Silt and Gravel Sandy Soils Sands • SW -SC Well -Graded Sand with Clay; Well-Gtaded Sand with Clay and Gravel More than 50% of Coarse Fraction (5-12% fines ,... ,. ' SP-SM Poorly Graded Sand with Silt; Poorly Graded Sand with SIR and Gravel Passing No. 4 Sieve • P-SC Poorly Graded Sand with Cray; ' oorly Graded Sand with Clay and Gravel Sands with • ..• SM Silty Sand; SiltySand with Gravel Fines (>12% fines)SC Clayey Sand; Clayey Sand with Gravel ML Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt Fine Grained Soils Silts Mid Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Slit More than 50% Of Materiat Silty Clay (bas on Atterberg Limits (IL ML IllY Clay; Silty Clay with Sand or Gravel; Gravelly or Sandy Silly Clay Passing No. 200Lean Sieve , CL Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean Clay Clays CH Fat Clay; Fat Clay with Sand or Gravel; Sandy or Gravelly Fat Clay Organics OLJOH Organic Soil; Organic Soil with Sand or Gravel; Sandy or Gravelly Organic Soil Highly Organic (>50% organic material) _LLL PT Peat - Decomposing Vegetation - Fibrous to Amorphous Texture Minor Constituents Estimated Percentage Sand, Gravel Trace <5 Few 5 - 15 Cobbles, Boulders Trace <5 Few Little Some 5 15 30 10 25 45 Soil Test Symbols %F Percent Passing No. 200 Sieve AL Atterberg Limits (%) 1 • 1 CA CAUC CAUE CBR CIDC CIUC CKODC CKODSS CKOUC CKOUE CRSCN OSS DT GS HYD ILCN KOCN kc kf MD OC OT P PID PP SG TRS TV UC uuc VS WC I-- Liquid Limit (LL) Water Content (WC) Plastic Limit (PL) Chemical Analysis Consolidated Anisotropic Undrained Compression Consolidated Anisotropic Undrained Extension California Bearing Ratio Consolidated Drained Isotropic Triaxial Compression Consolidated Isotropic Undrained Compression Consolidated Drained k0 Triaxial Compression Consolidated k0 Undrained Direct Simple Shear Consolidated k0 Undrained Compression Consolidated k0 Undrained Extension Constant Rate of Strain Consolidation Direct Simple Shear In Situ Density Grain Size Classification Hydrometer Incremental Load Consolidation k0 Consolidation Constant Head Permeability Falling Head Permeability Moisture Density Relationship Organic Content Tests by Others Pressureroeter Photoionization Detector Reading Pocket Penetrometer Specific Gravity Torsional Ring Shear Torvane Unconfined Compression Unconsolidated Undrained Triaxial Compression Vane Shear Water Content (%) Groundwater Indicators z. Groundwater Level on Date or At Time of Drilling (ATD) Groundwater Level on Date Measured in Piezometer Groundwater Seepage (Test Pits) Sample Symbols [E] 1.5" I.D. Split Spoon El Core Run 07ii, • Grab 3.0" I.D. Split Spoon J Sonic Core 1110 Cuttings Modified California 11 L-M Sarnpier Thin -walled Sampler Well Symbols Monument Surlace Seal Bentonite Seal Well Casing Sand Pack Well Tip or Slotted Screen Slough Signal Cable Vibrating Wire Piezometer (VP) HARTCROWSER Project: Tukwila Fire Station 52 Location: Project No.: 19297-01 Key to Exploration Logs Figure A-1 Sheet 1 of {A N E.+ 1fi 1M 10 rat 24 IR 001 A\PERM GINT FILES\19297 Date Started: 4/29/19 Date Completed: 4/29/19 Drilling Contractor/Crew: Holt Services, Inc. Logged by: Y. Tao Checked by: J. Jacobe Drilling Method: Hollow Stem Auger Location: Lat: 47.464000 Long: -122.252700 Rig Model/Type: Mobile 8-57 / Track -mounted drill rig Ground Surface Elevation: 95 feet Hammer Type: Auto -hammer Horizontal Datum: WGS 84 Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Measured Hammer Efficiency (/o): NA Comments: Location and ground surface elevations are approximate. Hole Diameter: Casing Diameter: NA Total Depth: 2.5 feet Depth to Groundwater: Not Identified 70 75 80 85 90 Elevation (feet) N "' 0 c.n 0 Depth (feet) i i I i L i 1 I i i 1 I i__ i I 1 1 I Graphic Log Material Description 1 1 1 1 € 1 r_...._F t I r� i ---- 1 I 1 r o cn �, C„ Depth {feet) Asphalt POORLY GRADED SAND WITH GRAVEL (SP), brown, moist. Unmarked irrigation line encountered at 2,0 feet, water flowing out of hole. Refusal at 2.5 feet. Likely bedrock. General Notes: 1. Refer 10 Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. V Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B^1 O Figure A-13 Sheet 1 of 1 FIARTatOWSER Date Started: 4/29/19 Date Completed: 4/29/19 Logged by: Y. Tao Checked by: J. Jacobe Location: Lat: 47.464000 Long: -122.253000 Drilling Contractor/Crew: Holt Services, Inc. Drilling Method: Hollow Stem Auger Rig Model/Type: Mobile B-57 / Track -mounted drill riq 1 1 1 4 0 0 0 0 Ground Surface Elevation: 107 feet Horizontal Datum: WGS 84 Vertical Datum: NAVD 88 Comments: Location and ground surface elevations are approximate. Hammer Type: Auto -hammer Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Measured Hammer Efficiency (%): NA Hole Diameter: Total Depth: 16.5 feet Casing Diameter: NA Depth to Groundwater: Not Identified z r0 - (1) 413 w 0 0 Sample Data Blow Count 0 0 a) Number Tests Material Description PL WC (%) LL • X Fines Content (%) • SPT N Value 10 20 30 40 - 5 — 0 - 10 -- L 0 0 z LIBRARY.GLB - z BORING LOG 15 — 2 5 5 4 7 7 22 18 18 10 31 32 25 40 54 0 18 18 18 18 18 POORLY GRADED SAND (SP), brown, moist. S-1 AL, WC z CLAYEY SAND TO SILTY SAND (SC-SM), trace gravel, stiff, brown, moist, scattered organics, frequent iron oxide staining. • • I 1 10 S-2 5-3 S-4 GS, WC • 5-5 SANDY LEAN CLAY WITH GRAVEL (CL), stiff, brown, moist, scattered organics, occasional iron oxide staining, frequent seams of sand. CLAYEY SAND WITH GRAVEL (SC), trace cobbles, dense, brown, moist, frequent seams of sand. SILTY SAND WITH GRAVEL (SM), very dense, brown, moist. [TUFF) • 14 • • 36 38 X • 63 Andesite, brown -gray, very friable, completely weathered, very weak, with occasional moderately strong fragments, iron oxide staining. 20 — 25- CO Bottom of Borehole at 16.5 feet. 94 o- 5 10 15 —20 —25 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. IAN HA, RTC7tOWSER Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log E3-1 1 Figure Sheet 1 of 1 A-14 w z 2 z 1- UJ cc 0 p- 0 z 0 1- A. co' cr cc co z 0 0 0 Date Started: 4/29/19 Date Completed: 4/29/19 Drilling Contractor/Crew: Holt Services, Inc. Logged by: Y. Tao Checked by: J. Jacobe Drilling Method: Hollow Stem Auger Location: Lat: 47.464000 Long: -122.254000 Rig Model/Type: Mobile B-57 / Track -mounted drill rig Ground Surface Elevation: 112 feet Hammer Type: Auto -hammer Horizontal Datum: WGS 84 Hammer Weight (pounds): 140 Hammer Drop Height (inches): 30 Vertical Datum: NAVD 88 Measured Hammer Efficiency (%): NA Comments: Location and ground surface elevations are approximate. Hole Diameter: Casing Diameter: NA Total Depth: 15 feet Depth to Groundwater: Not Identified 65 90.iriiirr,,,I,., 95 100 105 110 Elevation (feet) 0 0 Depth (feet) Sample Data ,...g. • Number Material Description , f, Tests • SPT N Value 10 20 30 40 „ Asphalt0- 1 70 I 1 ai8 & s-i ' Cobble (3-inch diameter). No recovery. 18 14 43 57 33 55 V _ A I 1- — 18 18 S-2 S-3 giii: We; al. ve... :04 ....... . • 'v. :•*: 4.00•4 VAti ;$:::',, MO vo.... P•••••.. .i.C.:4 Tuff, red -brown, very friable, completely weathered, very weak, very fine-grained, angular. 1 • oo 88 55 0 I S-4 'X+ .•:•:•.! :0: MC* ' 55/ 10 st 6" 42 s-s . : : Andesite, gray, fresh, very strong, phaneritic, Slightly weathered, very strong, subvertical fractures. Fresh, very strong. Bottomof Borehole at 15.0 feet. 15 —2o — 25 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual -manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4, Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. VII ILI Project: Tukwila Fire Station 52 Location: Tukwila, Washington Project No.: 19297-01 Boring Log B-12 Figure A-15 Sheet 1 of 1 HARTCROWSER 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Tukwila Fire Station 52 Tukwila, WA Weinstein A+U 8-2-19 FILE . . . . . . . . . .:•:•:::::::::•:•:::::•:.:•:•.•:.:::::::•:•:•:•:•:•: : • : • : • : • : • : • : • : • . • : • : • : • : • : • : • . ; : : : • : : • : • : • . . . . • - • . ."...'•"•••••••'.'• • . • . . . ::::::::::::::•:•:::•:::: • • • • • • • • • • • • • • • • : : : : Vertical : : : : : : : : : : • • : : -d:(tocnbs;u:-4 '''.......:•'•':':.':•:•:FlatAtaulte... .'•:•••.:•,:•:••:•:•...:.... „.. . . : : : : : : : : : : : : : 8.10:Pel:Grjcle: F:"2" . . . . . . . . . . . . . . . . . . . . . . . . . . . • : • : • : • : • • ' • • • ' • : • : • : • : • : 'Below prrale .1)---t . : • : • : • : • : • : • : • : • : • : • : • : • :8elow d.rade S:161;:F 6:570 : • : . . . . . . . REVIEWED FOR CODE COMPLIANCE APPROVED SEP 23 2019 City of Tukwila BUILDING DIVISION • " . . . • : • : • : • : : : : • • : • : • : • : • : • • : • : • : • : • : • : • : • : • : • : • : • : ' . • . ' . ' . • . • . ' . • . : : ....".....".... .................."..."... .•,.... :•:•:::•:::::::::•:•:-:•:•:•••••:•:. .".'••••:'-' •:.:.:•:•:,:•:•:•":".'••••••:*:'•:.: Tifrie•t:141..iiet • : • : • : • : • : • : • : • :PrOpOsi-d De:114u • • • . . , . .-..... . :Aida: • • : LIA, : • • : • ' • : • : • " • ' • • : •Area: • : • :1,1A: • : • • ' „ , :174: ; 244: : : : : • : • : • : • : • : • : : • : : : . • . • . • . " . . . . . . . . ; : • : • • : • : • : • : • • . • . • • . • . • . • " . • . ". • . ° . • . • . • • . • :-....:.:..0::,::.:i0.: :•,:::240:::::•,:::.: ' : ..,..... 0: 0::::::::0: • : : • : • . - • : • • • : • : • : • : . • : • : • : • • . • . . • . • . • • • . • • . • . • • • • . • . . • . . . . . . . . " • ..............•......... . . . • „ , , , , • , • , . . , . . , , , , . . . • . . . . . . — . • • • • • • • • • • • • • • • • • • • • • • • • ' • • • • • ' • • • • • " • • " • ' • . : • : • : • : : : : : : • : • : • : : • : : : • : • : Target tredits•freni T•ab't496.0: : : : : : • : • : • : • : : : : : : : : • : : • . : • : • : : • : : : ; ; : : • : • : .•.•.•.•.•.• . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..•.•.•...-.•...•.......•.....• •.•.•.........•.-.•.•...•. . . . . . . . . . ...........,... . • • • - • • • • • — • . • , — • • • . — • — • .. cIA:„ 0„ fie! sci e•ri: f.tat : c:?m6 :04'ott.11q 20:1:5 yV8E:C.; : • : • : • : • : • : • : : • : • : • : • : • : : • : • : : : F."Jn •; : : : : : : : :243 295: • : • : : • : • : iD: : : : : : bcit6 ticirs : : : : FrpitIp's,ed:U# Tip:tat Prcipoped refe.dit : •: . . . . . . . . . • . . . „ . . . . . „ • • • • • • • • ...'...'.'. . . . . . . . . . . . . . : • : • : : : : : : : : : • : : : : : : : : : : : : : • : • : • : : • • : : : : : : : : . :::::•:•:•:.: : • : • : • : : • : . • : : • : : • : • : • : : : • : : : : . : : : ::::::::::•:: Ref: : : U : .4'et 170 : `Ar‘: -UA: _ : i:o• i::: ::kid:: : : : : : : 0: : : : : ; : : : Os. b: : : : : : :o;oci : : • • ' • : • : • : • : 0: " • " • : • : - : • : 0: _ ... ... :.•:b..•:.-: .. :.•0:00:.• „ ::::::::0::::::::::0: . . . • . . . . . • : • 0,'. : : : . . . :();(10 : : . . . . . •:•:•:• . . , . . ••::::::13, __.. . . ., • : 0. : • : „ • : „ ::01j0 - 0."::: :i0S:062: :::::::b:::::::::b: :::::::b::::::::io: .0. : • : :0;0d : : Overhead GIaz4n9 : jo. : • : • : : • : • : • : • : • : • : • : • : • : : • : • • ' ' • " . • . • • . .. • . • . .• • : • : • : • : • : • : • . . . . . . . • : • : • : • : • : • : • : • Cohiotieht:: : : „ Deicri lion • : • : • : • : • : • : • : ef• .t?Ik416oH. • : O:f :Are'' and: UA • : • :*** .• '."•" '.*:'•••:•:•:.:-:•:•:.: IIeght : ; . ; •• Feet tnch Feel LI:::b::::.::::dob" :::-.::::6::::::::6 ::°::::0.06. :: b: :: ::::.b: : • : • : : : 0: Li " zi : : : : : : i 6.06: ,..._..,..,,,.... : : : • : : : 0: :0" : : : : : .". •,(..i.ob: ::i:i:i0::::::::i0.: : &Lib; 6.1:Are:d anif 19--0253 • • !) ntdEIVED • CITY OF TUKWILA AUG 02 2019 PERMIT CENTER Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. 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Er: .•:.6': ::' : i :.6;0o :::ji :0 1.1_,1:,::.0::::::::: 06 :•:•:•:•0 :•:•:•:•0 :6: ::: : : 660 . . _ :: : : :: : :0 . . . . . : ::: CI ' : : o: : . : ' : : : : 000 ...f.....H:o H:::::o 11_1 :, : :, 0: : ... : :. . : : 0.100 . . . . ......:•:•0 . . , . . . . . :•:•:•:•0 El : :0: : : : : 0;06 - :::•::0 :• --. .. :•.........0 : "•,, 6: : : :, : : 'poo . . . . . •:.:::::o :: : : : : : :6 . . . . . •::•:::.Q. :0 ::• :•: :::°0'..00 0.; :: .., ......0i0o ..... ....•:•:::0 ...... . ....:•:::0 1:_•1 :::o::: ' • : : : 0;06 : : : : : : :0 : : : : : : : :0 :o: . : .. : : : 660 :::.:::6 ::::::::Q L-1 0::::H::0;o0 ... ::::::.:0 ........ .:.:.:•:0 LI; :::o:::::::::0;00 . . . . :•.•.o ::.. . . . . :•:.:•..0 2 ::.:6: :. : i : : :. : 0:0o . . . . . : : : : : : : :0 . . . . . : : : : : : : :0 1_-] :::6::,::::.:0:00 ::::::::6 •:::::::d 0 ........oi:,:i Ho"..00 ::::::::o :::i:::id 12._.1. ...::. " • ::. 000 :....:•:.o :•:....:,0 12_,1::.:6::......:::...o...00 . , . . . . . . :•:•:•:.0 . . . . :.:•:•:.0 El ...., :6: : : .: : • : : : 660 ::::H:6 : : : :::: :•::i...:(i : : : : : : : :0 : : : : : . : b:00 • • ; 00(.1 ,0 . . . . . . . . :6: : : : : H :0;66 . 12L1:::.0:::.:::::0:0 •'•:::::0 •:::::::0, : : : : : :d : : : : : 171:::0:::::::::. 000 : : : : : : : :0 .•:•::::0 El : :. :o: ... : i : : 0;00 ..:.::::Q : • : • : : : :0. k_•1 : : :6: : . : : : : 0:00 : : : : : : : :6 : : : : : : : :6 •I:j H0H::.••••::.006 ::::::::0 ::::::::0 L'.4::: • ::::0100 :::::::o ::::::::0 2,.....:0::::::::..000 ::::...6 : • ., : : :...6 2 .....:.0:...:.::..i..:.0...06 . . :•:•:•...o . , . . ...... . .•....:.0 . 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(see copyright restrictions) 8/1/19 3 of 4 •ir 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies dpti • • • • • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : • : OeStPtibil: • : • : • : • : • : • : • : • : • : • : • : • : • : • • : • : • : • • : • : • : • : • : • : • : • : • : • : • : • . . . . ' ' ' • • ' ' . • . • • ° . • . • . • • ' . . • ' . • . • . • . • ' . • • ' • . • . • .'.'.'.'. ...'.'.'. 'la : h: . . . . Ettiojeht :01VelOrie )15 : ; • • . • . • • • . • • • . • • • • . 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' . • . • . • . • . *P.I;ease:,te:fe:r : : : : : : . • • • • • : • • • • • • ' • ' • ' • • ' • • • • • . • • ; : • : • ; • ; • : • : • : • : • : • : • ; • : • : • : — : • ; • : • : • . . . . . . „ ....... ...•• . . . . . . . „ . . . . . . . . . . . . . . . . . . . . . . . . , . . . ............. ........... . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Copyright 2013, WSUEEP10-039 (Version 11) Copied by permission tan Washington State University Extension Energy Program. (see copyright restrictions) 8/1/19 4 af 4 roject Summary, pg e Forms fo OM Buildings includi RZ R3, & R4 over ori nd all R1 PROJ-SUM Revised Oct 7 20 5 SEC Compli General Info PROJ-SUM form shall be provided as a cover sheet for all compliance form submittals. Project Title shall match project plans title block. Project Title: TUKWILA FIRE STATION 52 Date 8/2/19 Project Street Address: 15447 65TH AVE S —_REVittittYPOikse CODE COMPLIANCE APPROVED SEP 21 2019 Project City, County, Zip: Tukwila WA 98188 Project Owner or Rep: Rachel Bianchi, Deputy City Administrator Jurisdiction: City of Tukwila Project Description Select all that apply to the scope of prgect. 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. /, F!L ,, New Construction and Additions • ew Building Building Addition Existing Building Retrofit Dlteration Change of Occupancy Historic Building Building Elements Scope - Select all that apply .DII [Building Envelope ,ry ice Hot Water Systems [Lighting Systems • City of Tukwila BUILDING DIVISION LChange in Space Conditioning [Mechanical Systems Dlectrical Systems Occupancy Type fiAll Commercial °Group R - R2, R3, & R4 over °Mixed Use 3 stories and all R1 Mixed Use - Building is greater than three stories above grade and it has both Commercial and Group R occupancies. Mixed Occupancy - Building is three stories or less above grade and it has both Commercial and Group R2, R3 or R4 occupancies. Select All Commercial to document compliance for the commercial areas of the Space Conditioning Categories Select all that apply to the scope of project Dully Conditioned ESemi-heated2 [—Refrigerated Spaces 1—Warehouse and/or Walk-in,) ELow Energy Space Category3 Eligible Low Energy Spaces Epnconditioned ELow energy heating/cooling capacity I —Wireless service EGreenhouseA ipment building 1—bquipment shelter Floor Area and Stories Floors Above Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area 2 15,033 15,033 General Compliance Path • Complianco 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 ccde, 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 -CHIC 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. t o s 3 nEcElvEn CITY OF TUKWILA AUG 02 2019 PERMIT CENTER Project Summary, pg 2 PROJ-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 General Info IProj Title: TUKWILA FIRE STATION 52 IDato 8/2/19 C406 Additional Efficiency Package Options Summary A minimum of two Options are required for new construction and change in space conditioning or occupancy prgects. Select all Options included in the current project scope. Also select Options complied with under previous projects (shell and core, other tenant spaces Buildings with multiple tenant spaces may comply with different options (mix & match). Options are required for all space conditioning categories. Include discipline specific information for C406 options in ENV -SUM, LTG -SUM and Refer to SBCC website for official interpretations regarding C406 provisions. Building level efficiency options: Current Scope Previous Projects C406.8 Enhanced envelope performance E C E E C406.9 Reduced air infiltration C406.5 On -site renewable energy C D Building area level efficiency options C406.2 More efficient HVAC equipment LJLiLJLiLJ C406.6 Dedicated outside air systems (DOAS) C C406.7 Reduced energy use in service water heating C406.3 Reduced lighting power C406.4 Enhanced digital lighting controls E C406 Comments: Envelope Summary ENV -SUM Revised Oct 7 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stales and all R1 Project Info Applicant Info. Provide contact information for individual who can respond to inquiries about information provided. Project Title: TUKWILA FIRE STATION 52 Date 08/02/201 9 Company Name: Weinstein A+U For Building Department Use Company Address: 2200 Western Ave #301, Seattle, WA 98121 Applicant Name: Emma Nowinsld Annii,...„, phr,,,,..., 206-443-8606 '"'—'''' ''''''' Applicant Email: emman@weinsteinau.com Project Description ./ New Building C Addition :Alteration E No Envelope Scope Envelope Project Scope Select all that apply. ./ All Commercial !Group R - Commercial [Mixed Use - Commercial + Group R Freezer E Equipment Building ESemi-titratml ERefrigerated Cooler [Refrigerated Envelope Description Provide brief description of the project and relevant supporting documentation. If prcject includes multiple Target Insulation Allowance areas, and/or is demonstrating compliance as an Addition + Existing, Alteration + Existing, or Addition + Alteration + Existing prgect, provide a brief summary of the approach to Tukwila Fire Station 52 is a two-story, steel frame building with concrete slab on grade and composite deck floors. Primary exterior wall type is light gauage metal frame with masonry veneer, with areas of metal panel cladding and storefront glazing. In addtion to the building plans, we have included the U Value calculations for the wall types and roof assemblies. Air Barrier Testing Air barrier testing is required for all new construction projects. Testing criteria 0.40 is cfmnt2 under test pressure of 0.3 inch w.g. To comply with C406.9, demonstrate that measured air leakage of building envelope [Air barrier testing per Section C402.5.1.2 included in project scope :Additional Efficiency Package Option - C406.9 Reduced Air Infiltration [Testing not required. Explanation: Compliance Documentation Scope and Method Scope of This Calculation E New Building [Addition [Alteration ENo Envelope Scope Target Insulation Allowance Sets the title and calculations in the compliance forms. Selection required to enable forms. • Fully Conditioned - Commercial, Group R, Mixed Use 0 Semi -heated 0 Refrigerated Cooler 0 Refrigerated Framer If protect includes more than one Target Insulation Allowance area, and/or if prclect 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. 0 Prescriptive • Component Performance Component Performance Calculation Adjustments E Change of Occupancy (C503.2) / Conditioning (C505) - 1VA, higher UA allowed E Additional Efficiency Package Option - C406.8 Enhanced Envelope - 15% lower UA required Additions 0 Addition stand alone °Addon + 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 builoIng WWR exceeds 30% andlor SSR exceeds 5%, refer to C50221 and C50222 for prescriptive compliance alternatives. If complying via component performance, complete ENV-UA per instructions for addition stand alone p4ects. Alterations - 1— Replacement windows only, or resulting I— total building WWR original WWR [Tota bufldingWWR increased by alteration Fenestration and Skylight CReplacemeot skylights cnly, or resulting [Total building SRR increased by alteration WWR and SRR not increased - Vertical Fenestration and Skylight Area Calcul v.'on 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 alternatives. If complying via component performance, complete 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: TUKWILA FIRE STATION 52 Date 08/02/2019 Vertical Fenestration and Skylight Area Calculation Prescriptive Path - Enter envelope sf values directly into this section of ENV -SUM for vertical fenestration, skylights, net walls and roof. For Additions and Alterations, refer to these sections in ENV -SUM for further Component Performance - When this Envelope Compliance Path is selected, write- protection of this section is enabled. Enter envelope sf values for all assemblies into the ENV-UA form. Envelope information from ENV-UA will auto -fill into this section of ENV - Total Vertical Fenestration Area (rough opening) NET Exterior Above Grade Wall Area Total Skylight Area (rough opening) NET Exterior Roof Area New 3,184 7,475 144 10,573 Existing 0 0 0 0 Total 3,184 7,475 144 10,573 Vertical Fenestration - to -Wall Ratio 29 g% (WWR) Skylight -to -Roof 1 3�/a Ratio (SRR) Vertical Fenestration Area Compliance VERTICAL FENESTRATION AREA COMPLIES WITH MAXIMUM ALLOWANCE Skylight Area Compliance SKYLIGHT AREA COMPLIES WITH MAXIMUM ALLOWANCE Vertical Fenestration Alternates Show locations of qualifying daylight zone (DLZ) areas and fie 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. cm performance fenestration U-factors and SHGC per C402.4.1.3 0 Dedicated outdoor air system per C402.4.1.4 and C403.6 Q 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 Day! ght 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 elig bility based on Equipment Buildin S g 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 s U-0.20, electronic equipment load z 7 watts/sf, heating system output capacity 5 17,000 btuih. Cooling system capacity not wan insulation R-Value Hoot insulation R-Value Uveran Average U-Factor Equipment Building Envelope Electronic equipment power (watts/sf) Heating system output capacity (Btu/hr) Cooling capacity (Yes/No) Component Performance Path, pg. 1 ENV-UA Revised Oct 2017 15 WSEC Compliance Forms for Commercial Buildinqs including R2, R3, & R4 over 3 stories and all R1 Project Title: TUKWILA FIRE STATION 52 Date 08/02/2019 Target Insulation Allowance Fully Conditioned Space. Commercial, Group R, Mixed Use For Building Department Use Calculation Adjustments Proposed UA shall be at least 15% lower than Target UA Fenestration Area as % gross above -grade wall area 29.9% Max. Target 30.0% Skylight Area as % gross roof area 1.3% Max. Target 5.0% Vertical Fenestration Alternates: None Selected on ENV -SUM For Stand-alone Projects"," Existing -to -remain Areas Vertical_Fenestration Net User Note Skylights Net Roof Building Component Cavity+Ci! Plan/Detall # 0-factor Source & Table # Proposed UA U-factor x Area (A) = UA (U x A) Target UA Li -factor x Area (A) = UA (U x A) Roofs 1 td R= 35.5 R= 50 R= A402/3 Seeattachedcalculations A402/6 See attached calculations 0.031 1 0.022 10324 249 323.1 0.027 i 10573 1 285.5 5 . 5 Above Deck Insulation U-0.027 -a al R= R= R= 0.031 I Metal Building U-0.031 u) 4 R= R= 0.027 Joist/single rafter U-0,027 'a < R= ! R= R= 0 .02 1 Single raft, attic, other U-0.021 . oTn Steel Frm R=41 R= 42 R= 34 R= 27 R= 32 R= 38 A401/X1A A401/X1B A401/X2 - 6" A401/X2 - 4" A401/X3 A401/X9 See attached calculations . See attached calculations See attached calculations See attached calculations See attached calculations See attached calculations 0.021 3181 0.024 1392 0.030 1101 0.037 99 I 0.032 337 0.026 741 65.5 33.1 32.6 3 . 6 10.6 1 9.3 0.055 i 6851 376.8 Steel/metal frame U-0.055 R= R= R= , 0.052 Metal Building U-0.052 R= R= R= 0.054 Wood Frame, otter U-0.054 2 R= 19 R= R= A401/X7 See attached calculations 0.052 575 29.9 0.104 ! 575 1 5 9.8 Mass Wall U-0.104 R= R= R= 0 . 2 00 i Mass Transfer Deck U-0.20 70 te M R= R= R= 0.0780. Group R Mass Wall U-0.078 ' E R= 19 i A4° 1/X6 See attached calculations ! R= i R= 0.053 454 24.0 0.104 i 454 47.2 Assumed to be Mass Wall U-0.194 R= R= 0.078 Assumed to be Mass Wall U-0.078 R= R= R= 0.031 i Mass Floor U-0.031 R= : R= R= 0.02 9 ! Joist/Framing U-0.029 Page 1 Subtotal Area UA 18452 547 Area UA 18452 1 769 Component Performance Compliance (UA) UA COMPLIES Component Performance Path, pg. 2 ENV-UA Revised Oct 2017 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Project Title: TUKWILA FIRE STATION 52 Date 08/02/2019 Fenestration Area as % gross above -grade wall area 29.9% Max. Target: 30.0% For Building Department Use Skylight Area as % gross roof area 1.3% Max. Target: 5.0% Building Component Proposed UA . . Target UA Ins. R Plan/Detail # F-factor Source & Table ft 8 F-factor x Perimeter = FP(F x P) F-factor x Perimeter = UA (U x A) Slab -on -grade ,a3 R= 10 Table A106.1. 2ft Horizontal Insulation, A402/18,2 Unheated Slab 0.700 494 345.5 0.540 494 2 6 6 . 5 i m R= R= 1 Slab -On -Grade F-0.54 R. 0 . 5 50 x R.- R= t Heated Slab -On -Grade F-0.55 Schedule ID U-factor Source" ° U-factor x Area (A) = UA (U x A) U-factor x Area (A) = UA (U x A) 105 NFRC 0.37 24 8 . 9 0 .37 0 4 9 18.1 134 NFRC 0.37 25 9 . 3 Opaque Swing Dcxxs U-0.37 0: A 0 . 34 0 1 1 Opaque rollup & sliding U-0.34 C NFRC 0.25 127 31.8 0.30 i 1127 i 338.1 -4 D NFRC 0.25 129 32.3 Non -Metal Frame U-0.30 2 K NFRC 0.25 112 28.0 t z L NFRC 0.25 645 1 61.3 M NFRC 0.25 114 28.5 A NFRC 0.28 42 11.8 0.3 8 l'i 41 8 15 8 . 8 3 B NFRC 0.31 194 60.1 Metal Frame, Fixed U-0.38 - B1 NFRC 0.28 24 6 . 7 H NFRC 0.28 138 38.6 J NFRC 0.28 20 . 6 ..2.,. o6- F NFRC G NFRC 0.31 0.31 925 106 28.5 32.9 0.40 i 331 i 132.4 Metal Frame, Operable U-0.40 1 I G1 NFRC 0.31 80 24.8 2 G2 NFRC 0.31 53 16.4 101 NFRC 0.52 33 17.2 0.60 i 1308 1 78 4.8 116 NFRC 0.37 21 7 . 8 Metal Entrance Door U-0.60 231B NFRC 0.52 21 10.9 4) 231A NFRC 0.52 21 10.9 133A NFRC 0.60 202 121.2 133B NFRC 0.60 202 12 1 .2 E 133C NFRC 0.60 202 121.2 133D NFRC 0.24 202 48.5 133E NFRC 0.24 202 48.5 133F NFRC 0.24 202 48.5 i 2) l' (1) - Si NRFC 0.5 144 72.0 0.5 0 144 ! 72.0 All types U-0.50 Refrigerated Space Freezer Floors Proposed UA Target UA CI i Plan/Detail # U-factor Source & Table # 2 U-factor x Area (A) = UA (U x A) U-factor x Area (A) = UA (U x A) u. R. R= I I Freezer Floor TO COMPLY - The Proposed Total UA shall not exceed the Target Total UA. Page 2 Subtotal Page 1 Subtotal Project Total Area" UA 3871 1499 18452 547 22323 2046 Area' UA 3871 1771 18452 769 22323 2540 Component Performance Compliance (UA) UA COMPLIES Refrigerated Space Windows In Doors 11•12 Plan/Detail # Description Coder/ Double Pane Freezer Glass Triple Pane Inert Gas Glass Filled Heat Reflective Treated Glass •P 0 c Vertical Fenestration Target Area Adjustment Calculations Project Title: TUKWILA FIRE STATION 52 Date 08/02/2019 If vertical fenestration area exceeds maximum allowed per Section C4024.1, then Target Area Adjustment of all applicable envelope elements is required. This worksheet automatically calculates these alustrents and updates target areas in the ENV-UA and ENV-SHGC worksheets. Information shown in this VF = Vertical fenestration DR = Opaque doors AG = Above -grade NW = Net above grade wall (excludes fenestration and doors.) Gross Exterior Above -Grade Wall Area= VF + NW + DR Proposed Areas Project Areas -> Existing Non-prOect Areas -> Gross Exterior AG Max Vert. Fen. % Wall Area (C402.3.1) 10658.8 X Vertical Fenestration Net Above Grade Wall Opaque Door VF= 3184.0 NW= 7425.8 DR= 49.0 NW= 30.0% Total Vertical FenestrationMaximum Tar 3184.0 Project Vertical Fenestration 3184.0 Net AG Wall Area 7425.8 97.6 Excess Vertical Fenestration Fenestration Target Areas - UA Commercial Vertical Fenestration Non-metal frame Metal frame, fixed Metal frame, operable Metal frame, entrance door Above -grade Wall Steel Frame Metal Building Wood / Other frame Mass Mass Transfer Deck Group R Mass Sum of Proposed I Target Areas - SHGC x A Non -North Vertical Fenestration PF < 0.2 0.2 PF < 0.5 PF 0.5 North Vertical Fenestration PF < 0.2 0.2 5 PF < 0.5 PF a 0.5 100 Delta Vertical Fenestration -13.6 Maximum Target Vert, Fen, Area 97.6 0 a greater -13.6 Excess Vertical Fenestration Target Ver1ic Fenestration 3184.0 Target Net Wall Area 7425.8 Proposed Area 1127.0 418.0 331.0 1308.0 Proposed Area 6850.8 575.0 10609.8 Proposed Area 3157.5 26.5 X X X X X X X X X X Totat Verbcat Fenestration 3184.0 Net Wall 7425.8 Target VF Mult. 1.00 1.00 1.00 1.00 Target Net Wall Mult. 1.00 1.00 Sum of Target Target VF Mult. 1.00 1.00 Target VF Multiplier 1.00 Target Net Wall Mult. 1.00 Target Area 1127.0 418.0 331.0 1308.0 Target Area 6850.8 575.0 10609.8 Target Area 3157.5 26.5 Multiplier applied to all Proposed Vertical Fenestration Areas to calculate Target Vertical Multiplier applied to all Proposed Opaque Above - Grade Wall Areas to calculate Target Above - Grade Wall Area Target areas in shaded boxes are applied to target areas on ENV-UA Sum of target above -grade wall and vertical fenestration areas are calculated to equal the SHGC target areas in shaded boxes are applied to target areas on ENV- SHGC Skylight Target Area Adjustment Calculations Project Title: TUKWILA FIRE STATION 52 Date 08/02/2019 If skylight area exceeds maximum allowed per Section C402.4.1, then Target Area Adjustment of all applicable envelope elements is required. This worksheet automatically calculates these adjustments and updates target areas in the ENV-UA and ENV-SHGC worksheets. Information shown in this worksheet is for reference only and is write -protected. Submit this Target Area Adjustment form with ENV-UA and ENV-SHGC forms. SKY= Skylight INR - Net roof (excludes skylight) Gross Exterior Roof Area = SKY + NR Proposed Areas Gross Exterior Roof Area 10717.0 Project Areas -> Existing Non -project Areas -> Max Skylight % (C402.3.1) Skylight Net Opaque Roof SKY= 144.0 NR= 10573.0 SKY= NR= 5.0$ 100 Total S Ii.htArea Maximum Target Delta Skylight Area Project S Ii.htArea Net Project Roof Area 10573.0 535.9 1 = —391.9 Maximum Skylight Fenestration Area 5.9 y 0 1) greater —391.9 Excess Skylight Excess Skylight 1 Target Skylight Area Excess Skylight Target Areas - UA and SHGC x A Skylight All Roof Insulation Above Deck Metal Building Joist / Single Rafter Attic / All Others Sum of Proposed 144.0 Target Net Roof Area 10573.0 Proposed Area 144.0 Proposed Area 10573.0 10717.0 Total Skylight Area 144.0 Net Roof 10573.0 Target SKY Mult. 1.00 Target Net Roof Mult. 1.00 Target SKY Multiplier 1.00 Target Net Roof Mult. Sum of Target 1.00 Target Area 144.0 Target Area 10573.0 10717.0 Multiplier applied to all Proposed Skylight Areas to calculate Target Skylight Area Multiplier applied to all Proposed Opaque Roof Areas to calculate Target Roof Area Target areas in shaded boxes are applied to target areas on ENV-UA Sum of target roof and skylight areas are calculated to equal the sum of proposed SHGC Calculation ENV-SHGC 2015 WSFC Comotiance Farms for Commercial Buildings includina R2 R3. & R4 over 3 stories and all H1 meviseu L.,ct zi., I f Project Title: TUKWILA FIRE STATION 52 Date 08/02/2019 Target Insulation Allowance: Fully Conditioned Space- Commercial, Group R, Mixed Use For Bullring Department Use Fenestration Area as % gross above -grade wall area 29.9% Max. Target: 30,0% Skylight Area as % gross roof area 1.3% Max. Target: 5,0% Vertical Fenestration Alternates: None Selected on ENV -SUM Notes: 1 - Proposed vertical fenestration and skylight areas entered in ENV-SHGC must match proposed fenestration areas in ENV-UA 2 - If Target Area Adjustment is required per ENV-UA, then target areas will be automatically &lusted in ENV-SHGC. Refer to Target Area Adjustments worksheet for this calculation. 3- Fenestration assembly SHGC shall be the manufacturer's NFRC product rating, or shall be the default value per Section C303.1.3. 4 - Fenestration that separates conditioned space from a non-condrioned space shall be included in this worksheet Enter target SHGC values for this fenestration under proposed SHGC, so it is neutral to the calculation. User Note Skylights Sch. ID Provide SHGC source and el tration schedule ID Proposed SHGC SHGC x Area (A) = SHGC x Target SHGC SHGC x Area (A) = SHGC x A S1 0.57 144 82 0.35 144 50.4 SHGC 0.35 Skylight Totals 144.0 82 .1 1 144.0 50.4 All Non -North Sch. ID Vertical Fenestration+ Provide SHGC source and fenestration schedule ID PF Proposed SHGC SHGC x Area (A) = SHGC x q Target SHGC ++ PF c SHGC x Area (A) = SHGC x A A 0.23 42 10 .PF < 0.2 0.40 3158 1263. 0 B 0.23 194 45 02SPF<0.5 0.48 B1 0.23 24 6 PF a 0.5 0.64 C 0.41 127 52 ++ if prgection factor (PF) credits are applied D 0.41 129 53 to the proposed design, Target SHGC will F 0.23 92 21 sum fenestration area by PF category. G 0.23 106 24 G1 0.23 54 12 G2 0.23 53 12 H 0.23 138 32 J 0.23 20 5 K 0.41 112 4 6 L 0.41 645 2 64 M 0.41 114 47 101 0.41 33 1 4 116 0.41 21 9 2318 0.41 21 9 231A 0.41 21 9 133A 0.41 202 83 133B , 0.41 202 83 133C 0.41 202 83 133D 0.41 202 83 133E 0.41 202 83 133F 0.41 202 83 + If PF credit is appiiecl, then vertical fenestration Non -North Window Totals 3157.5 1164.5 3157.5 1263.0 must be entered in the correct table according to orientation, If credit is not applied then all vertical fenestration can be entered in either table North Vertical Fenestration+ Sch, ID Provide SHGC source and fenestration schedule ID Proposed SHGC SHGC x Area (A) = SHGC x A PF Category Target SHGC++ SHGC x Area (A) = SHGC x A G1 0.23 27 6 PF < 0.2 0.53 27 14.0 0.25PF<0.5 0.58 PFaOL 0.64 ++ If prgection factor (PF) credits are applied to the proposed design, Target SHGC will sum fenestration area by PF category. North Window Totals 26.5 6 .1 26.5 14.0 TO COMPLY - The Proposed Total SHGC x A shall not exceed the Target Total SHGC x A 1 Area SHGC x A Total (Skylight + Window) 3328.0 1252.7 Area SHGC x A 3328.0 1327.4 Component Performance Compliance (SHGC) SHGC COMPLIES Building Permit Plans Checklist, pg. 1 ENV-CHK Revised Oct 2017 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Project Title: TUKWILA FIRE STATION 52 'Date 08/02/2019 The following nformation is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents BuildingDepartment Notes SCOPE na C402.1.1 Low energy spaces Identify low energy spaces on plans; include project information, and calculations if applicable, that demonstrate spaces are eligible for envelope provisions exemption na C402.1.1.1 Semi -heated spaces Identify semi -heated spaces on plans, include calculations that demonstrate spaces are eligible for wall insulation exemption na C402.1.2 Equipment Buildings Provide building area, average wall and roof U-factor, and installed equipment information that demonstrates equipment building is eligible for envelope provision exemption na C410.2 Walk-in and warehouse cooler and freezer spaces Identify walk-in and warehouse coder and freezer spaces on plans na C101.4.1 Mixed occupancy Identify spaces with different occupancy requirements on plans na C503.2 Change of space conditioning Identify on plans existing unconditioned spaces changing to semi -heated or conditioned space, and existing semi -heated spaces changing to conditioned space; provide calculations for existing and final level of space conditioning, and calculations that demonstrate alteration complies with current WSEC na C505.1 Change of occupancy Identify on plans existing F, S and U-occupancy spaces undergoing a change in occupancy; provide calculations that demonstrate alteration complies with the current WSEC . Identify on plans pre-2002 Group R spaces undergoing a change to a commercial occupancy; provide calculations that demonstrate alteration complies with the current WSEC Identify on plans non -Group R occupancy spaces undergoing a change to Group R; provide calculations that demonstrate alteration complies with the current WSEC ENVELOPE PROVISIONS Yes C103.2 C103.6.3 Compliance documentation Indicate envelope insulation compliance path and provide applicable forms; ENV - PRESCRIPTIVE or ENV-UA / ENV-SHGC for component performance attached _ If complying via total building performance, provide a list of all proposed envelope component types, areas and U-values Yes C303.1.1 C303.1.2 Insulation identification Indicate identification mark shall be applied to all insulation materials and insulation installed such that the mark Is readily observable during inspection noted Yes C303.1.3 C402.4.3 Fenestration product rating Fenestration products shall be labeled with rated U-factor, SHGC, VT, and leakage rating A411 Yes C303.1.1 C402.2.1 General insulation installation Indicate installation methods, thicknesses densities and clearances to achieve the A401 intended R-value of all insulation materials; Where two or more layers of rigid insulation will be used, indicate that edge joints between layers are staggered Yes C103.2 C402.2.2 Roof assembly insulation Indicate R-value(s) of cavity/continuous insulation on roof sections; Indicate framing materials on roof sections; A402 Indicate method of framing for ceilings below vented attics and vaulted ceilings par A102.2 (std, adv); Provide area weighted average U-factor calculation for insulation whose thickness varies 1inch orless; Indicate effective U-factors of tapered insulation entirely above deck per A102.2.6; include roof configuration and slope, maximum R-value at peak and minimum R- value at low point for all roof surfaces Indicate R-values for thermal spacers and each insulation layer, and liner system (LS) method for metal building roofs Yes C402.2.2 Skylight curb insulation Indicate curb insulation R-value on roof section if not included in skylight NFRC ng A411 Yes C103.2 C402.2.3 C402.2.4 C303 2 1 Above/below grade wall insulation Indicate R-value(s) of cavity/continuos insulation on wall sections; A451-456 Indicate framing materials on wall sections; Indicate method of framing for wood construction per A103.2 (std, int, adv); Indicate material density category, wall weight and heat capacity for qualifying mass walls; For qualifying ASTM C90 masonry walls, indicatel ll care insulation material and percentage of cores filled including grouted cores, bond beams, vertical fills, headers and any other grouted cores; Indicate method of protection of exposed exterior basement/crawlspace wall insulation Building Permit Plans Checklist, pg. 2 ENV-CHK Revised Oct 2017 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Project Title: TUKWILA FIRE STATION 52 Date 08/02/201 9 Applicability (Yes,no,na) Cede Section Component Compliance information required in permit documents Location in Documents Building Department Notes Yes C103.2 C402.4.4 Opaque doors Indicate rated U-factor (swinging) or R-value (non -swinging - roll-up/sliding) on wall sections or in door schedules - applies to doors with less than 50% glazed area A911 Yes C402.2.5 FI unconditioned space insulationtnd tndicate R-value(s) ocavityIcontinuys insulati on fioor sections; tndicate framing ' floor sections; A322, )000( .cate material density category and weight. qualifing s floors Yes C402.2.6 C303.2.1 Slab -on -grade floor insulation Indicate R-value of continuous insulation on wall section or foundation detail; A402, A451, A454, A456 Indicate insulation extends down vertically and/Or horizontally the required ' from top of slab; _ ........— Indicate method of protection of exposed exterior slab edge insulation na C402.2.6 C303.2.1 Radiantly heated slab- on -grade floor insulation Indicate R-value of continuous insulation on wall section or foundation detail; - Indicate insulation extends down vertically from top of slab and then horizontally under the entire slab; - Indicate method of protection of exposed exterior slab edge insulation n a C402.2.8 Radiant heating system insulation Indicate insulation R-value behind radant panels, U-bendfheaders and bottom surface of radiantly heated floors (other than radiantly heated slab -on -grade) Yes C402.4.1 C502.2.1 C503.3.2 Vertical fenestration maximum area Provide calculation for total vertical fenestration area as a percentage of gross above grade wall area (WWR) for new construction, additions and alterations in ENV -SUM attached na C402.4.1.1 C405.2,4.1 C5022.1 C503.3.2 Increased prescriptive maximum vertical fenestration area with daylight ZOOM and controls Provide calculations showing that the percentage of overall conditioned floor area within daylight zones is equal to or greater than 50% in 1 and 2 story buildings; OR Provide calculations showing that the percentage of overall net floor area within daylight zones is equal to or greater than 25*/0 in build ngs 3 stories or more; include the was floor area and list of_aaar.e., s„... omittdd for the net flociLftreai.._. Note in envelope plans that all lighting fixtures locatixTwiliin daylight zones shallb; provided with daylight responsive controls per WSEC Section C405.24.1; indicate rnethcci c!!"!!!91.Y11illunilfixture 9h,e5.141coP ,......m....... ..... ... ..... ._. ....,.. Indicate that the VT of vertical fenestration is at least 1.1 times the rated SHGC na C402.4.1.3 C502.2.1 C503.3.2 tirCrekzeu presu ipuve maximum vertical fenestration area with high-performance fr.. Indicate high performance U-factors and SHGC values in fenestration schedules; ____.. Indicate if an area -weighted U-factor is used for multiple fenestration dements within the same fenestration category per Table C402.3; provide U-factor calculations Yes C,402.4.1.4 C403.6 ei-iie Increased prescriptive maximum vertical fenestration area with DOAS mechanical systems Indicate that for eligibility, all occupied, conditioned spaces will be served by a dedicated outside air system (DOAS) that delivers ventilation air without requiring operation of the heating/coding system per Section C403.6 MECHANICAL na C402.1.5 Wall/vertical fenestration target area adjustment Indicate if component performance with target area adjustment will be used to account for vertical fenestration area in excess of the prescriptive maximum allowed Yes C402.4.1 C502.2.2 C503.3.3 Skylight maximum area Provide calculation for total skylight area as a percentage of gross roof area (SR R) for new construction, additions and alterations in ENV -SUM attached na C402.1.5.2 Roof/skylight target area adjustment Indicate if component performance with target area adjustment will be used to account for skylight area in excess of the prescriptive maximum allowed Yes C40Z4.3 C303.1.3 U-factors, SHGC and vr for aii fenestration assemblies Indicate U-factors, SHGC and VT values in fenestration schedules; A411 Indicate if an area -weighted U-factor is used for multiple fenestration elements within the same fen pJbtration category per Table C402.3; provide U-factor cadculations Indicate if v ues are N FRC or default; if default then specifyframe type, glazing layers, gap width, low-e coatings, gas -fill na C402.4.3 Permanent shading devices For windows with overhangs or permanent projection shading devices, provide projection factor calculations (Equation C4-6) and associated minimum SHGC for north and non -north orientations Building Permit Plans Checklist, pg. 3 ENV-CHK 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stones and all R1 Revised Oct 2017 Project Title: TUKWILA FIRE STATION 52 Date 08/02/2019 Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes na C402.4.2 , Spaces in single Story buildings requiring skylights In single story buildings, provide list of enclosed areas that exceed 2,500 sf; for each space identity the space use, floor area, floor to ceiling height, whether skylights are instatled„and amexception taken; 15rovidec.:1-culabons for percentage of conditioned floor area located within a daylight zone including skylight and eligible sidelight daylight daylight zones; Provide calculations for percentage of skylight area in each spsre over 2,500 sf, OR; ..._ , Provide calculations for skylight effective aperture (Equation C4-5) for each space over 2,500 sf, Indicate haze factor of skylight glazing material or diffuser ADDITIONAL EFFICIENCY PACKAGE OPTION - ENHANCED ENVELOPE PERFORMANCE Yes C406.8 Enhanced envelope perfamance To comply with additional efficiency package option, demonstrate envelope insulation compliance via component performance; provide ENV-UA / ENV-SHGC compliance forms; verify that building total UA is 15% lower than the Code target UA attached AIR LEAKAGE Yes C402.5.1.1 jr barrier construction and sealing Identify location and provide diagrarn of continuous air barrier in plans and sections; G201, A451-457 Provide details for all joints, transitions in meter! s, penetrations in air barrier and note method of sealing (caulked, gasketed, or other approved method) n a C402.5.3 Rooms containing open combustion fuel burning appliances used for space conditioning Indicate that room(s) containing non -direct vent appliances is isolated from conditioned space by the thermal envelope with a sealed air barrier, including doorway gasketing and sealing around ductwork and piping penetrations; Indicate insulation provided in wall, floor and ceiling of the room envelope, and insulation required on combustion air ductwork na C402.5.4 Access openings and doors to shafts, chutes, stairways and doors Indicate locations of all access openings and doors to shafts, chutes, stairways and elevators: Indicate method of gasketing, weatherstripping and sealing of these openings Yes C402.5.5 C403.2.4.3 Outdoor air intakes, exhausts and relief openings Indicate locations of all stairway enclosure, elevator shaft and building pressurization relief openings, outside air intakes and exhaust opanings; MECHANICAL Note in envelope plans that all relief, outside air Intake and exhaust openings shall be provided with dampers in accordance with Mechanical Section C403.2.4.3 na C402.5.8 Recessed lighting in building envelope Indicate method seahng between light fixture lousingfxxising and wafl or ling; Note in env ope plansthatI r ed ligxtures shall belC rated.and have an air leakage rating not greater than 2 cfm per ASTM E283 test; include these requirements in lighting fixture schedules na C402.5.6 Loading dock seals Indicate weather seal at cargo and loading dock doors Yes C402.5.7 Vestibules Indicate locations and dimensions of vestibules and air curtains; Indicate exceptionand criteria utilized for all building entrances and exits that do not have a vestibule or air curtain; A101S, Aside from Indicate required perforrnance for air curtains instafled per exception 7; For unconditioned vestibules, indicatewtchenvelope assomb, (interior or exterior) complies with the requirements for a conditioned space Yes C103.2 C402.5.1.2 Bulling air leakage test Indicate on plans the location of air barrier boundaries and area calculations on all six sides of the air barrier; G201, noted Indicate air barrier test method in accordance with ASTM E779 or approved equivalent Indicate required maximum leakage rate for compliance. Include the following requirements in project documents: (1) Submit air barrier test report to jurisdiction once test is completed; (2) If test results exceed 0.40 cfm/ft2 (1.5 LJS_mZ) at 0.3 in. wg (75 Pa), then visually inspect air barrier and seal noted sources of leakage; (3) Submit a follow-up report to jurisdiction noting corrective measures taken; (4) Include air barrier test report in compliance documentation provided to building owner. Building Permit Plans Checklist, 2015 WSEC Cornelia II.V Forms for Commercial Buildings pg. 4 ENV-CHK inducting R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: TUKWILA FIRE STATIC31 52 Date 08/02/201 9 Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes ADDITIONAL EFFICIENCY PACKAGE OPTION - REDUCED AIR INFILTRATION na C406.9 Reduced air infiltration To comply with additional efficiency package option, indicate in project documents that the air barrier test results shall not exceed 0.25 cfrnift2 (0.941./s*m2) at 0.3 in. wg (75 Pa); indicate air barrier test report shall be submitted to the jurisdiction and building owner once test is completed ALTERATIONS na C503.1 C503.3.1 Roof alteration - inson ulati For a rod alteration where existing ceiling cavities are exposed, indicate cavities are insulated to full depth at R-3 per inch For a roof covering replacement where insulation is installed entirely above the roof deck, indicate insulation complies with requirements for new construction per Tables C402.1.3 or C402.1.4 na C503.1 Wall and floor tion tion altera- insula ,R-3 For a wall or floor alteration (floor over outdoor or unconditioned space) where existing envelope cavities are exposed, Indicate cavities are insulated to full depth at per inch na 0503_3.2 Addition of vertical Where the addition of new vertical fenestration results in total bung wi ndow-to- wall ratio (WWR) exceeding the maximum allowed per C402.4.1, demonstrate method of compliant.* (vertical fenestration alternate per C503.3.2, or component performance compliance with target area adjustment for the total building) a ma,b ation na C503.3.3 Addition of skylights Where the addition of new skylights results in total building skylight -to -roof ratio (SR R) exceeding the maximum allowed per C402_4.1, demonstrate component performance compliance with target area adjustment for the total building PROJECT CLOSE OUT DOCUMENTATION Yes C103.6.3 Project close out documentation requirements Indicate in plans that project close out documentation is required including applicable WSEC envelope compliance forms and calculations, and fenestration NFRC rating certificates A401, A411, A911 If "no" is selected for any question, provide explanation: End of Building Permit Plans Cho:Mist Structural Calculations For: Tukwila Fire Station 52 Phase 2 Building Permit Tukwila, WA Client: Weinstein AU Submitted: August 2, 2019 REVEWED FOR CODE COMPLIANCE APPROVED SEP 2 2019 City of Tukwila BUILDING DIVISION RECEIVED CFI! OF TUKWILA AUG 02 2019 PEREMT CENTER 19 0 253 Swenson Say Faget, Inc. 2124 Third Avenue, Suite 100, Seattle WA 98121 Structural Engineering Ph: (206) 443-6212 Fax: (206) 443-4870 Project: Tukwila Fire Station 52 Tukwila, WA August 2, 2019 Structural Design Criteria Summary Swenson Say Fagot STRUCTURAL ENGINEERING 2124 Third Ave, Suite 100 Seattle, WA 98121 0 206.443.6212 934 Broadway, Suite 100 Tacoma, WA 98402 0 253.284.9470 ssiengineers.com 2015 International Building Code (IBC) with City of Tukwila amendments ASCE 7-10 Minimum Design Loads for Buildings and Other Structures IBC Chapter 16 Structural Design Risk Category IV (IBC Table 1604,5) IBC Section 1607 Live Loads Roof Live Load 25 psf (snow) Snow Load Design Importance Factor 1.2 (ASCE 7-10 Table 1.5-2) Elevated Floor Live Load 50 psf (office) Assembly Area Live Load 100 psf Corridor Live Load 100 psf first floor, 80 psf corridors above first floor Stair Live Load 100 psf Specialized Loads as required by City of Tukwila Fire Department for fleet equipment IBC Section 1609 Wind Loads Basic Wind Speed 115 mph (Risk Category IV) Exposure B IBC Section 1613 Earthquake Loads Site Class C (from Hart-Crowser July 20, 2017 Geotechnical Report) USGS site -specific Seismic Design Mapped spectral accelerations Short Period Spectral Acceleration (Ss) 1.459 g 1-Second Period Spectral Acceleration (SI) 0.544g Design Short Period Spectral Acceleration (SDs) 0.973 g Design 1-Second Period Spectral Acceleration (SDI) 0.471 g Seismic Design Category D Seismic Design Importance Factor 1.5 (ASCE 7-10 Table 1.5-2) See General Structural Notes for additional soils and materials information Swenson Say Faget, Inc. 2124 Third Avenue, Suite 100, Seattle WA 98121 Structural Engineering Ph: (206) 443-6212 Fax: (206) 443-4870 A PPhF-Aiv S c A'1 ro rapt Sr 4-J 30' EAST E".f P ZB ' 4 t 1= te,"WEST 't SPA!! 10r - �(o" A,r7fLE"Vf_' c, 0' )er E fI-M 712 I E4sr t � U Se W 1t) co, 7 Al)En.ri) (J c..A•^'77 c-EvE)'L crib !t4 rZ / 7 b, S k• f e .- Tl.- 0, S. S 1 77 .-.I PA-oPe/ES C k-.1 �c��Tr+-a�✓C"� 0.?7"- {�E'" t�2 S P A-'J 1,1 ✓% 7.Lo k 3 a Sri �;Z.' `fa° t,..d/z cos; L. Z7 Lf 2.,Po A ?PAP-,►-r ✓: f to-i 6 r R De712- 5 5e s ('A.a 3Q' MA,‹,...-, 4. '© ru s, Y k • {t 2'' jL W31 2.r3., ot.0. 96 " tn.J 3 3 X O. 7 ., ,-tov' LLvA -5 z5 ys-f (1 2-) Ear, LOkr> ' (? +' c vE ?,0 AP- 1�73 5 A-17 -t l'(L T 4 L- rn EG ti- p; ►f'o S . meL Pt.u>w rop- S. o (5, V%SE W lZ-x 30 v� + k4r to r - `r. S , lc••f S Ec 7-7 O t 5 23. 6 S 5-9 , g fa : Z , ((,5 t�s 6 ' ©,l"©k CA-"'1 6 en- 1 Y AT- (NE -sr- SrDk;.- O 4- 7U% - /Qc) p! F ¢- S 63) 9 `•f r30 STRUCTURAL ENGINEERING TF5 PROJECT DATE 0024 Z©rp O! PROJ. k V t^'\ DESIGN G1 C ssfengineers.com NSON SAY FAGET SHEET t "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Subject: Originator App bay beam I Ch Input Data; Beam Data: Span Type? Span, L = Modulus, E Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = imp 28.0000 29000 391.00 W12x50 50 .4.0000 1.00 Beam Loadings: Full Uniform: w1 = Distributed: #1: *2: #3: #4: #5: 08: #7: SS: Moments: #2: #3: #4: Results: 0.5000 ft. ks in.A4 ksi ft Start §imple Beam Propped Beam fixed Beam Cantileve Beam End b (ft.) Wb (kips/ft.) e (ft.) We (kips/ft.) . .. _ C (ft.) M (ft-IdPs) End Reactions: RL = MxL = 7.00 N.A. Maximum Moments: +Mx(max) = -Mx(max) 49.00 0.00 Maximum Deflections: -A(max) = +A(max) = A(ratio) = -0.610 0.000 U551 kips ft-idps ft-kips ft-kips in. in. RR = MXR r,1? X = X = ttt X = X = 7.00 N.A. 14.00 6.06 14.00 0.00 kips ft-kips ft. ft. ft. ft. Nomenclature Point Loads: #1: *2: 03: 04: *5: #8: #7: #8: #9: #10: #11: /12: #13: #14: #15: a (ft.) P (kips) AISC Code Check for XBending: Lc = 724 ft. Lu = 14.12 ft. Lb/rt = 2212 fbx = 9.16 ksi Fbx = 33.00 ksi Mrx = 176.55 ft-kips S.R. = 0.278 = fbx/Fbx AISC Code Check for Gross Shear: fv = 1.55 ksi Fv = 20.00 ksi S.R. = 0.078 = fv/Fv 1 of 1 7/29/2019 2:53 PM G2 P ShapeBuilder 2.0 Swenson Say Faget Fri. February 15, 2019 Overall Properties Name: Shapel Area: 8.819 inA2 CG: (-0.609,2.939) Ix: 88.69 inA4 ly: 28.18 inA4 Ixy: 0 inA4 !polar 116.9 inA4 Sx top: 35.591103 Sx bottom: 11.07 inA3 Sy. 6.974 inA3 rx: 3.171 in ry: 1.787 in r0: 4.239 in Zx: 19.57 inA3 Zy: 10.78 inA3 PNA: (-0.609,4.885) J: 0.839 in"4 Cw: 2.445 ir% SC: (-0.609,5.111) G3 7-P-eN) t,,) ;o p Po2-r fl ShapeBulider 2.0 Swenson Say Faget MonJuly 29, 2019 CG X Overall Properties Name: Shapel Area: 5.750 in^2 CG: (-1.578,4.631) Ix: 59.85 in"4 ly: 11,46 ing Ixy: 0 ink4 !polar. 71.30 inl- Sx top: 23.63 in"3 Sx bottom: 7.512 inA3 Sy: 3.525 in^3 rx: 3.226 in ry: 1.411 in r0: 4.197 in 2x: 13.29 inA3 Zy: 5.437 inA3 PNA: (-1.578,6.721) J: 0.310 in"4 Cw: 0,706 in"6 G4 Multi -Span Beam Analysis Beam I oad Dead Lieu Slow Faro' ed Le- anon wi, 0.230 0.230 W3 0.27 0.270 .-. ws 0.000 w4 0.000 1 W3 0.000 5 W6 0.000 0 w7 0.000 W6 0.000 W9 0.000 W30 0.000 Trapezoidal (k/ft/ft) I ti 0.000 t3 0.000 t1 0.000 tt 0.000 t5 0.000 t6 0.000 Pl 0.000 P, 0.000 P3 0.000 Pt D.000 a. D 0.000 0. p6 0.000 P7 0.000 P. 0.000 P9 0.000 Pio 0.000 Right Cantilever (kips) v (kips) M(.) ()rift 5.75 -33.06 0.415 (t) NumberofSu Total Beam Length Left End Condition Right End Condition 39.50 Pinned Pinned 11 Rz Rz Fit Rs Ra R7 Ra Rs Rai 5.819 13.931 0.000 0.000 0.000 0.000 o.00) 0.000 0.000 o.000 0.00 28.00 no) 28.00 moo za.00 28.00 28.00 28.00 28.00 Demand Output Location, ft 11.20 Shear, k V = Moment, k-ft M= Deflection, In A= A/Span 0.22 33.81 -1.58 L/212 39.5 L/658 0 Stresses Lo do/1 li/hrtPtlin Stirptsys (PSI) %JAM (01) fbi44,4( (Rs) fb t4N (PSI) -1391 11414 11145 Seam Properties E (ksi) b (In) d (in) I (ire) 5 (in3) A (in2) I (Override) S (Override) A(Override) S. 88.7 35.6 Bin 88.70 35.60 8.82 00 PROJECT TFS 52 DATE 7/29/2019 R 4'4 '00 •4, 0 it) CV IN 0 0 19 7,1 3 5 .1 A. )2 9 ct ›t. App bay roof with cantilever PROJ. # DESIGN dvm SHEET 1 t tr; 17:1 1% 2 6 G5 "BEAMANAL.xls" Program Version 2.0 Job Na SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Subject App bay ctr beam Job Number Originator: 1 Checker I Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = C9 Simple 30.0000 29000 * 238.00 W12x30 50 4.0000 1.00 Beam Loadinas: Full Uniform: w = Distributed: #1: #2: #3: #4: #5: LS: #7: #8: Moments: st: #2: #3: #4: Results: 0.4800 I ft. ksi in."4 711,77 Propped Beam ksi ft. klps/ft. Start ski 7#7: Simple Beam 74 Fixed Beam Cantilever Beam RL End b(ft) Wb (kips/ft.) e (ft.) We (kips/11) C (ft.) M (ft-Idps) End Reactions: RL = MxL = 7.20 kips N.A. ft-kips Maximum Moments: 1-Mx(max) = -Mx(max) = 54.00 0.00 Maximum Deflections: -A(max) +(max) = A(ratlo) = -1.267 0.000 U284 ft-kips ft-kips In. in. RR = MxR = @ X = @ X = X = © X = 7.20 N.A. 15.00 0.00 5.00 0.00 kips ft-kips ft. ft. b a +p +wb +M +we Nomenclature Point Loads: #2: #3: 114: #6: #6: #7: #8: #9: *10: #11: #12: #13: #14: #15: RR a (ft.) P (100 AISC Code Check for X-Axis Bending: Lc = 5.84 ft. Lu = 7.75 ft. Lb/rt =, 27.75 fbx = 16.79 _ _ kat Fbx = 33.00_ ksi Mrx = 106.15 ft4tips S.R. = 0.509 = fbx/Fbx AISC Code Check for Gross Shear: ft. fv = 2.25 ksi Fv 20.00 ksi S.R. = 0.113 = fv/Fv 1 of 1 7/29/2019 3:22 PM G6 "BEAMANAL.xls" Program Version 2.0 Job Name: SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Subject: App bay girder Job Number. Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 58.0000 29001 6710.00 W33x130 50 _4.0000 1.00 Beam Loadings: Full Uniform: ft. ksi in."4 * Propped ksl 11 w =1 1.6300 jklpsm. Distributed: *i: *2: *3: *4: *5: *6: *7: Moments: *1: *3: *4: Results: Shirt 41)7' Simple Beam a Fixed Beam End b (ft.) WO (kips/ft) e (ft) We (kips/ft.) - ..... . . . .. , .. _ . .. .... , ... — . ... . .. .., ... .. C (ft.). M (ft-kips) End Reactions: RL = Ma_ 47.27 NA. Maximum Moments: +Mx(max) = -Mx(max) = 685.42 0.00 Maximum Deflections: -,A(max) = +(max) = A(ratio) = -2.133 0.000 U326 kips RR = ft-kips MxR = ft-kips ft-kips In. in. (7, x x = X = 47.27 N.A. 29.00 0.00 29.00 0.00 Originator Point Loads: *1: *2: .3: *4: 15; 06: *7: *8: .9: *10: *11: *12: *13: *14: *15: 1 Checker 1 a (ft) P 00Pa) AISC Code Check for X Lc = kips Lu = ft-kips Lb/rt = fbx = Fbx = Mrx = 9.92 if 10.84 ft 16.67 20.26 kel 33.00 1116.50 ft-4dps 0.614 = fbx/Fbx ding: AISC Code Check for Gross Shear: ft. fv =' 2.46 ksi ft. Fv = 20.00 ksi S.R. = 0.123 = fv/Fv 1 of 1 1/21/2019 11:28 AM G7 Doc p P (zf o r a rnG-7v?' FRA'*' E) 5 P ,r A• C-67 0 r co L. — Ace- 0 C C v L ( ? rt0 V �� V 1-¢i F cam., r T - ^•'r5PA-, ( J,4-'o')15osz�� . 2: - P i. ( 4- 2 0 PIE (.t c')y Hq.c( ' w( K 6 S Poi..- Sr) F P { ^^ E f(„. - 6,3; ki c4- STRUCTURAL ENGINEERING :F5 •Z PROJECT DATE 0©?,t iota 01 PROJ, 11 V DESIGN G8 ssfengineers.com 0 dLL 1l) z 0 u) z SHEET "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number. SINGLE -SPAN BEAM ANALYSIS.andtAISC ASD CODE CHECK For Simple, Propped, Fixed,- or Car)tdever Beams Using AISC W, S C, or MC Shapes Subjected to X-Axis Bending Only, TFS 52 Subject: Originat App bay door beam I Che Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yleld, Fy = Length, Lb = Coef., Cb = Simple 170000: 29000 1070.00 U1845 4 0000 :. 1000 Beam Loadings: FuII Uniform: w Distributed: #1: #2: #3: #4: #5: #S: #7: #8: Moments: #1: #2: #3: #4: Results: OE0420 ft. ksi in."4 ksi ft. klps/ft. Start .#r. Simple Beam 7r. Preened Beam Fixed Beam Cantilever Beam End b.(ft.) • Wb (kips/ft.) We kips/ft) C (ft.) M (ft-kips) End Reactions: RL = MxL = 14.51 N.A. Maximum Moments: +MX(max) = -Mx(max) = 61.70 0,00 Maximum Deflections: -Amax) = +©(max) = A(ratio) = -0.092 0.000 L/2227 kips ft-kips ft-kips ft-kips in. RR = MXR = @x= @x= ®X= @ X = 14.51 N.A. 8.50 0.00 8.50 0.00 e b a +p +wb +we RL x kips ft-kips ft. ft. ft. ft. RR Nomenclature Point Loads: a 7 (kips) #1; 15000 #2: 8.5000 #3: 15.5000 85 11.13 8.59. ._ #5: 08: #7: #8: #9: #10: #11: *12: #13: #14: #15: AISC Code Check for X-Axis Bending: Lc = Lu = Lb/rt = fbx = Fbx = Mrx = S.R. = 6.80 10.35 24.37 6.33 33.00 321.75 0.192 ft. ft. ksi ksi ft-kips = fbx/Fbx AISC Code Check for Gross Shear: fv = 1.75 ksi Fv = 20.00'ksi S.R. = 0.088 = fv/Fv 1of1 6/9/2019 7:51 PM G9 PR STRUCTURAL ENGINEERING DATE PROJ. DESIGN SHE N O ri a CO N iD co O in N 0 0 N F O CO R1 3 E m o u N 42 4 p N ©7 "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number: Input Data: Beam Data, Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb Coef., Cb =. TFS 52 SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using A1SC W, S, C, or MC Shapes Subjected to,X-Axls Bending Only Subject: Simple 31.5000 29000 204.00 W12x26 50 4.0000 1.00 %flIMLfladiflflfli Full Uniform: w = Distributed: gm: 12: 03: *4: 05: 06: *7: *8: Moments: el: 02: 03: #4: Results: 0.3750 Originator_ typ main bldg beam at south c I Checker I ft. S: Simple Beam 74 b ksi a in."4 wir7robeed Beam 1 +P N +wb kst ' fixed Beam ft. kips/ft. Start End b (ft.) !Alb (k (ft.) C (ft.) M (ft-kIps) End Reactions: RL = Mxt. = 5.91 N.A. Maximum Moments: +Mx(max) -Mx(max) 46.51 0.00 Maximum Deflections: -A(max) = +A(max) = ii(ratio) = -1.404 0.000 U269 kips ft-ldps ft-kips ft-kips In. In. RR = 5.9 MxR = N.A. @ X = @ X = @ X = 15.75 0.00 15.7 0.00 +we RL x RR Nomenclature Point Loads: #1: *2: #3: #4: *5: 06: 07: 18: 09: *IQ: *11: *12: *13: #14: 015: Lc Lu Lb/rt fbx = Fbx = ft. Mrx ft. S.R. a (ft.) P ( Check for X 27.91 16.71 33.00 91.85 ft-kips 0.506 = fbx/Fbx AISC Code Check for Gross Shear: fv = 2.10 ksi ft. Fv = 20.00 km S.R. = 0.105 = fv/Fv 1 of 1 1/21/2019 2:48 PM G11 "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number. • SINGLE -SPAN BEAM ANALYSIS and MSC ASO CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using MSC W, S, C, or MC Shapet.Subjecteci to X-Axis Bending Only TFS 52 Subject: Originator typ main bldg beam at north I Chi er. Innut Data: Beam Data: Span Type? Simple Span, L = 26.5000 ft. Modulus, E = .29000 ksi Inertia, Ix = 156.00 in.1.4 Beam Size = W12x22 Yield, Fy = 50 ksi Length, Lb = 4.0000 ft. Coef., Cb = 1.00 Beam Loadings: Full Uniform: w = Distributed: si: #2: *3: *4: *6: 06: *7: *8: Moments: *2: 03: *4: Results: 0. 750 kips/ft. Start 'X Simple Beam 47 7-1,x Propped Beam ' F Fixed Beam c a +p +wb +we Cantilever Beam I RL x RR Nomenclature End b (ft.) latb (kips/ft.) e . We (kips111.) C (ft. M (ft-kips) End Reactions: RL = MxL= Maximum M +Mx(max) = -Mx(max) 4.97 N.A. e kips RR = ft-kips MXR = 2.92 ft-kips 0.00 ft-kips Maximum Deflections: -A(max) = = A(ratio) -0.920 in. 0.000 in. U346 @ X = (41 X = @ X = fa X = 4.97 N.A. 13.25 0.00 13.25 0.00 Point Loads: si: #2: #3: *4: *5: #6: *7: #8: #9: #10: *11: #12: #13: #14: #15: P (kips) AISC Code Check for X-Axls din Lc = 3.61 n. kips Lu = 4.64 ft. ft-kips Lb/rt = 47.06 fbx = 15.55 ksi Fbx = 30.00 ksl ft. Mrx = 63.50 ft4dps ft. S.R. = 0.518 = fbx/Fbx AISC Code Check for Gross Shear: fv 1.55 ksi ft. Fv = 20.00 ksl S.R. = 0.078 = fv/Rf 1 of 1 1/21/2019 2:55 PM G12 "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Subject: Originator typ main bldg beam at west Ch er. Input Da : Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple Tici000 29000 130.0 W12x19 50 4.0000 1.00 Beam Loadintis: Full Uniform: w = Distributed: : *2: 83: *4: *5: *8: *7: Se: Moments: *2: *3: 14: Results: I 0.3750 I ft. kei in."4 ks ft_ ki08/11 Start * Simple Beam 74 N N Propped Beam Fixed Baacn Cantilaver Beam Vd R End b (ft.) wb (dPsift.) e (ft.) we (idpsal4, C (ft.) M (ft- End Reactions: RL = 4.13 NA Maximum Moments: +Mx(max) = -Mx(max) = 22.69 0.00 Maximum Deflections: -A(max) = +(max) A(ratio) = -0.524 0.000 L/504 kips ft-was ft-kips ft-klps in. in. RR = MxR = 4.13 N.A. @ x = 11.00 g x = 0.00 omenclature Point Loads: *1: 02: 03: *4: *5: SS: SO: *9: 010: 811: *12: *13: *14: 015: P AISC Code Check for X-Axis Bending: Lc = 3.59 ft. kips Lu = 3.84 ft. ft-kips Lb/rt = 48.00 fbx = ksi Fbx = ksi ft Mrx = ft-kips a. S.R. = = fbx/Fbx @ x = 11.00 ft. X = 0.00 ft. 12.78 29.57 52.48 0.432 AISC Code Check for Gross Shear: fv = 1.44 ksi Fv = 20.00 ksi S.R. = 0.072 = fv/Fie 1 of 1 1/21/2019 2:56 PM G13 "BEAMANAL.xIs" Program Version 2.0 Job Name: SINGLE -SPAN. BEAM ANALYSIS and AISC ASD =CODE CHECK For. Simple, Propped, Fixed, or Cantilever Beams Using AISC#WJS, C, or MC.Shapes Subjected to X=Axis Bending • Only..; TFS 52 Subject: main bldg gi east mid-bldg Job Number Inaut Data: Beam Data: Span Type? Span, L Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple_ 31.0000 ?. •_ 29000: . 722.00 W14x68 50, 100: Beam Loadings: Full Uniform: w=, Distributed: *1: 7: Moments: #1: e2: #3: #4: Results: ft. -xer Simile Beam ksi in."4 11 , Propped Beam W ksi Fixed Beam ft. Qantilever Beam ' R End b( (kips/ft.) ( We . (k c (ft:) M (ft-kips) End Reactions: RL = = 23.25 N.A. Maximum Moments: +MX(max) = -Mx(max) = 180.19 0.00 Maximum Deflections: -A(max) = +©(max) = 4(ratio) _ -1.489 0.000 L/250 kips ft-kips ft-kips ft-kips in. in. RR = MXR = @ X = @ X = (r$X= @x= 23.25 N.A. Nomenclature Point Loads: *1: *2: *3: *4: 15: *8: *8: *9: *10: *11: *12: *13: *14: 1715: ,a P( AISC Code Check for X-Axis Bending: Lc = 8.96 ft. kips Lu = 17.18 ft. ft-kips Lb/rt = 17.71 fbx = ksi Fbx = ksi Mrx = ft-kips S.R. _ = fbx/Fbx 15.50 ft. 0.00 ,ft. 20.99 33..00 283.25 0.636 AISC Code Check for Gross Shear: fv = 4.00 ksi Fv = 20.00 ksi S.R. = 0.200 = fv/Fv 1 of 1 1/21/2019 3:08 PM G14 jvl /k ( i?j 1.--() Try iR / -C 0 .r . - 6-7 �GO..FT 1zo �ooc.ss SC -170 Q bc.0c, ZSr SP/FI 2-9 I Tr-tB /Soo p( f Wi= 117,1 4c•fr V - / So?S t p•-• /Y x L(3 Etc 7 'ft - r 0 (z-- G r 4-0r~12 w • 22, '{(' k5 2 p P Ct o (2-- G r t4- ® Fr- M+ p F> k- p G (w t sl,c(.71 ZO )- 1 .4~ V 1 F f .5 (so) p 23,z-S w ( r3. Y? 't,76•( D/ �'► _. 125,E 1/ +•- 14.1r W fts 4c 2f,)`F 14; ok- /jr-t �, s ti 2, , et._ Ex.7- r 0 ti (2- O. Ir &- �Zr tot t S,'1S� f 5 v✓� i�a?, 2 . 0- V• 13.yr a— /z XS€� TL (, '71 " (1z-G 3 { Lc) k 7$$ 4- 6' w ©38 plf G r P- ZVL I 2d { SP 6 R, n f S t i'!5 ' Tit-M Apr y (.' 4 f(- v, 8,3Pu- WttI<Z, -rt ©,Sr`°R STRUCTURAL ENGINEERING T FS 5 PROJECT DATE OU"z1 1,0( °✓0 PROD. DESIGN G15 r„ 0 n a LC! a' 5Q CV f+j C N tv 00 Fa-) � ooco m� 33 a ro o cv 42 00 tn ro fengineers com SHEET "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using MSC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Subject: Originator main bldg girder, middle span mid-bldg I Ch er Inou Data: Beam Data: Span Type? Span, L Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 25.0000 29000 _ 428.00 W14x43 50 4.0000 1.00 Beam Loadinas: Full Uniform: w = Distributed: #1: *2: *3: #4: #5: *6: 87: 18: Moments: #2: *3: #4: Results: ft. 3imple Beam '4 ksa in."4 'X Propped Beam ksi ft. 1.5000 kips/ft. Start Ce Never enam R End b (ft.) Wb '(kips/ft.) e (ft.)_ We kips/ft.) C (fL) (ft-kips) End Reactions: = MxL = 18.75 N.A. Maximum Moments: +Mx(max) -Mx(max) = 117.19 0.00 Maximum Deflections: 4(max) = +(max) = A(ratio) = -1.062 0.000 L/282 Idps ft-klps ft-kips ft-kips In. in. RR = MXR = X = 412 X = X = X = 8.75 k s N.A. 12.50 0.00 12.50 0.00 ft_ ft. x RR Nomenclature Point Loads: #2: *3: *4: #5: 86: *7: #8: CS: #10: #11: *12: *13: *14: *15: a (ft.) P (kirs) AISC Code Check for X-Axis Bending: Lc = 7.17 ft. Lu = 10.35 ft. Lb/rt = fbx = Fbx = Mrx = S.R. = 22.64 22.46 33.00 172.15 0.681 ksi ksi ft-kips = fox/Fbx AISC Code Check for Gross Shear: ft. fv = 4.49 ksi ft. Fv = 20.00 ksi S.R. = 0.224 = fv/Fv 1 of 1 1/21/2019 3:14 PM G16 "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number TFS 52 SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, Ctor MC Shapes Subjected to X-Axis Bending Only Ext roof girder at east with ctr girder load Subject Origin or I Checker I Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size =' Yield, Fy = Length, Lb = Coef., Cb = Simple _ 20.0000 29000 391:00 W12x50 50 4.0000 too jleam Loadings: Full Uniform: w = Distributed: #1: 02: *3: #4: 85: #6: 117: *a: Moments: #1: #2: #3: 14: Results: I 0.2000 I ft. ksi in.^4 1,42-)0(0 ksi ft. kips/ft. Start Simple Beam 74 Premed Beam Fixed Beam Cantilever Beam End b (IL) Wb (klos/ft.)... e (ft.) We (kips/ft.) c (It.) M (ft-lips) End Reactions: RL = MXL = 14.21 N.A. Maximum Moments: +Mx(max) -Mx(max) = 125.93 0.00 Maximum Deflections: -A(max) = +(max) = A(ratio) = -0.852 0.000 U368 kips ft-kips ft-kips ft-klos RR = MXR = @ X = @ X = ye, @ X = In. @ X = 41 13.04 N.A. 9.50 0.00 9.85 0.00 a +p +wb +M +we RL x RR NQmenclature Point Loads: #1: *2: #3: #4: 415: *7: #8: #9: CO: #11: #12: #13: #14: #15: a ft.) P (10s) 9.5000 , 23.25 . _ . . , . . . . MSC Code Check for X-Axis Bending: Lc = 7.24 ft. MPG Lu = 14.12 ft. ft-kips Lb/rt = 22.12 fbx = Fbx = ft. Mrx = S.R. = 23.54 33.00 176.55 0.713 ksi z_q 3•1 ksi ft-kips = fbx/Fbx AISC Code Check for Gross Shear: ft. fv = 3.15 ksi ft. Fv = 20.00 ksi S.R. = 0.157 = fv/Fv 1 of 1 1/21/2019 4:27 PM G17 "BEAMANAL.xis" Program Version 2.0 SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK' For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only Job Name: ob Number TFS 52 Sub • Originator: Exterior roof girder grid 1 I Checker: I Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 32.0000 266Cici 475.00 W12x58 50 _ 4:6600 1.00 Seam Loadinas: Full Uniform: w = Distributed: #1: #2: *3: #4: *5: 86: #7: Se: Moments: *1: #2: *3: *4: Results: .0.8380 c ft. Ar Simple Bern 47 b Rksi a in."4 -7r Propped Beam +P +Wb WWWWWWY ksl Fixed Beam g ft. Cantilever Beam RL x RR Nomenclature kips/ft. Start End b (IL) Wb (kips/ft.) e (ft.) We (kips/ft) C (ft.) M (ft-kips) End Reactions: RL = MXL = 13.41 N.A. Maximum Moments: +Mx(max) = -Mx(max) 107.26 0.00 Maximum Deflections: -A(max) = +A(max) = A(rado) = Ides ft4dps ft4dps ft-kips -1.435 in. 0.000 _ in. U268 RR = MXR @ X = @ X = @X= X 13.41 N.A. 16.00 0.00 16.00 0.00 ft. ft. Point Loads: #1: *2: *3: *4: *5: *8: *7: #8: le: #10: *11: *12: #13: *14: *15: It) P (kips) AISC Code Check for X sBonding: Lc = 8.96 5. kips Lu = 17.54 ft. ft-kips Lb/rt = 17.65 fbx = 16.50 ksi Fbx = 33.00 MI Mrx = 214.50 ft-icips S.R. 0.500 = fbx/Fbx AISC Code Check for Gross Shear: fv = 3.05 ksi Fv = 20.00 ksi S.R. = 0.153 = fv/Fv 1 of 1 1/21/2019 4:06 PM G18 yet A- ,-J fa-0 O P c> G, Co , / N rErt--1 o ti pu o F 6-1 A• 1? CCY2 U' 5-0 v-'rmd 1 /017S �vr2a) 1- 5t- r c. wcsr rr-, rA �j'Z 1 J VMkx:7,13w wr•s 7, -(6 17,SS ait o60e r» 5O'71:r- o r 6, /te> ti k--Sr rj tc' 1 ( 7 7-'z-c $1 G-R (I) G cv4 = 3 g-Q 5 w (so) to, off , r rti•`- J, fG, 2 w. w12-xZG 0,11 " a L(., 07 9 Do 7 r1.f t 3'4") f 0 STRUCTURAL ENGINEERING PROJECT DATE 02•( 2-01,5 PROJ.f by Vt DESIGN ko mco N 0 ("1 N ry 00 N N a 01 3 76 ;y F 76 Ov co a z SHEET G19 "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number: input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Simple 20.0000 29000 156.00 W12x22 4.0000 1.00 Beam Loa inps: Full Uniform: w = Distributed: #1: #2: #3: #4: #5: #8: #7: #8: Moments: #1: #2: #3: #4: Results: 0.7430 ft. ksi in."4 ksi 11 kips/ft. Start Simple BOOM A: 74x Propped Beam Fixed Beam Cantilever Beam End b (ft.) Vvb (kips/ft.) e (ft.) We (kips/ft.) C (ft.) M (ft-kips) End Reactions: RL = MXL = 7.43 N.A. Maximum Moments: +Mx(max) = -Mx(max) = 37.15 0.00 Maximum Deflections: -A(max) = +A(max) (ratio) = -0.591 0.000 U406 kips ft-kips ft-kips ft-kips in. in. RR = MXR = @ X = @ x = @ X = @ X = 7.43 N.A. 10.00 0.00 10.00 0.00 Subject: Originator: interior roof girder grid b at south I Checker: RI x RR Nomenclature kips ft-kips ft. ft. ft. ft. Point Loads: #9: #2: #3: #4: #5: #6: #7: #8: #11: #12; #13: #14: #15: a (ft.) P (kips) MSC Code Check for X-Axis Bending: Lc = Lu = Lb/rt = fbx = Fbx = Mrx = S.R. = 3.61 4.64 47.06 17.55 30.00 63.50 0.585 ft. ft. ksi ksl ft-kips = fbx/Fbx AISC Code Check for Gross Shear: fv = 2.32 ksi Fv = 20.00 ksl S.R. = 0.116 = fv/Fv 1 of 1 1/22/2019 5:02 PM G20 "BEAMANAL.xls" Program Version 2.0 Job Name: ob Number T SINGLE -SPAN BEAM ANALYSIS and AISC ASO CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using MSC W, S,C, orMC Shapes Subjected to X-Axis Bending Only 'FS 52 Subject: Originator Interior girder east of gnd c at south Inout Data; Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 31.0000 29000 204.00 W12x26 50 40000 Beam Loadings: Full Uniform: w r-- Distributed: si: az: #3: #4: #5: #6: 17: #8: Moments: #2: #3: #4: Results: 0.4000 ft. 4,- Simple Beam 4- Propped Beam 1 ksi ks1 4. Fixed Beam ft. kips/ft. Start Cantilever Beam End b (ft) e (ft.) We i ) M (ft-kips) End Reactions: RL = MXL = Maximum M +Mx(max) -Mx(max) = 6.20 N.A. ps ft-kips 4 .05 ft-kips 0.00 ft-kips Maximum Deflections: -A(max) = +A(max) = 4(ratio) = -1.405 0.000 U265 RR = MXR = 6.20 N.A. ldPs ft-kips @ x = 15.50 if. x 0.00 ft. In. @ x = 15.50 ft in. X = 0.00 ft. Nomenclature Point Loads: #1: #2: *3: *4: #5: 06: #7: 19: #10: #11: #12: *13: *14: #15: P(kips) AISC Code Check for X-Axis Bending: Lc = Lu = Lb/rt = fbx = Fbx = Mrx = S.R. = 5.81 6.73 27.91 17.26 33.00 91.85 0.523 ft. ft. ksi ksi ft-kips = fbx/Fbx AISC Code Check for Gross Shear: fv = 2.21 ksl Fv = 20.00 ksl S.R. = 0.110 = fv/Fv 1 of 1 1/21/2019 4:58 PM G21 .J c ki4 13' �(o' It , TPt d P y S 1`R- cx t, t ' Q $ o v-; +t it D c; /ic c U /M..hr* `t,,.., V 30 QS f 15 � S f n 4 -41 L lit>� l,lf +" SL.d 3Q Q'F v__ !( 'I Z©l34. (,ASS $Xy'c./ y 11, (, scs; aL Ati ' o, tj Y6ok_ pA G E,j( -10 6' S P4-CJ U,: 4(- o +is) 27 P F (4 z;.►k, t/• i.OS V-rr 6X2 Fb, I?.7 kJ; v-_=©.f u u. PSt c.-row ,,Sr D L STRUCTURAL. ENGINEERING E5 Sz- PROJECT DATE p©1u of PR©J. x V r..� DESIGN G22 W Li SWENSON 0 SHEET "BEAMANAL.xls" Program Version 2.0 SINGLE -SPAN BEAM ANALYSIS For Simple, Propped, Fixed, or Cantilever Beams Job Name: Job Number TFS 52 Subject Originator: bm at south side deck canopy I Checker I Input Data; Beam Data: Span Type? Span, L = Modulus, E = Inertia, I = Simple 18.5000 29000 42.50 Beam Loadings: Full Uniform: w Distributed: *1: #2: *3: *4: #5: #8: *7: #8: Point Loads: *1: #2: #3: *4: *8: #7: #8: #9: *10: *11: #12: *13: #14: *15: Moments: st: *2: #3: #4: 0.2250 Ayr Simple Beam ft- 47 Propped Beam Fixed Beam Cantilever Beam kips/ft. Start End b (ft.) Wb (ciptift.) e (ft.) We (kips/ft.) a (ft.) P (dPs) C (ft.) M (ft-klps) ow. 2.0 1. 1.0 0.5 0.0 -0.5 -1.0 ,2.0 12.0 I MO 4.0 2.0 0.0 Rt. = ML = +M(max) = -M(max) = -A(max) = +A(max) A(ratio) = Nomenclature Results - Reactions: RR = MR = Maximum Moments: x = x = fiections: @ x = @ x = 2.08 k N.A. 9.63 0.00 -k -k Maximum -0.481 in. 0.000 in. U461 Shear Diagram x Moment Diagram 8 c;i. 0 vi gi 0 K. ozi ai x (ft.) • 4 r2 2.08 k N.A. 9.25 ft. 0.00ft. 9.25 ft. 0.00 ft. 1 of 1 4/18/2019 1:17 PM G23 C � s� "BEAMANAL.xls" Program Version 2.0 Job Name: SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using RISC.:W, S, C, or MC. Shapes: Subjected to X-Axis Bending Only TFS 52 Subject: typ meth well bm Job Number_ Originator._ I Checker Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 13.0000 29000 96.30 W10x19 50 4.0000 1.00 Beam Loadinas: Full Uniform: w= Distributed: *1: *2: *3: *4: *5: *8: Moments: *1: *2: *3: *4: Results: .0:4250 - ft. 4: Simple Beam 74 ksifj, in."4 4-7 prepped Beam "' ksi "' Fixed Beam "' ft. kips/ft. Start c a +P +wb +M +we Cantilever Beam RL x RR Nomenclature End b (ft.) ` .. Wb (kipslft.) e (ft.) We (kips/ft.) C (ft.)` M {ft-kips) End Reactions: RL = MxL = 2.76 N.A. Maximum Moments: +Mx(max) -Mx(max) = 8.98 0.00 Maximum Deflections: -©(max) = +A(max) = ©(ratio) = -0.098 0.000 U1595 kips ft-kips ft-kips ft-kips in. in. RR = MXR = x= x= 2.76 N.A. 6.50 0.00 6.50 0.00 Point Loads: *1: *2: *3: *4: *5: *8: *7: *8: *9: *10: *11: *12: *13: *14: *15: a (ft.). P (kips) +w AISC Code Check for X-Axis Bending: Lc = 3.60 n. kips Lu = 5.17 ft. ft-kips Lb/rt = 46.60 ibx = 5.73 ksi Fbx = ksl ft. Mrx = ft-kips ft. S.R. _ = fbx/Fbx ft. ft. 30.00 47.00 0.191 AISC Code Check for Gross Shear: fv = 1.08 ksi Fv = 20.00 ksi S.R. = 0.054 = fv/Fv 1of1 1/27/2019 3:11 PM G25 "BEAMANAL.xIs" Program Version 2.0 Job Name: Job Number SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Subject: Originator_ mech well long girder I Checker j input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple. 34.0000 29000 391.00 W12x50 50 4.0000 1.00 Beam Loadings: Full Uniform: w = Distributed: #1: *2: 13: #4: *5: 06: #7: #8: Moments: *1: *2: 03: #4: Results: 0.4800 ksl in."4 ksl n kips/ft. Start r. dimple Beam 7r. Propped Beam fixed Beam Cantilever Beam b (ft.) Mt (kipslft.) .e (it) .we (�•) C (ft.) M (ft-kips) End Reactions: RL = Mxi = 8.16 N.A. Maximum Moments: +MX(max) = -Mx(max) = 69.36 0.00 Maximum Deflections: -©(max) = +A(max) A(ratio) = -1.273 0.000 L/321 kiPs ft-kips ft-kips ft-kips in. in. RR = MxR = ex= fix= 8.16 N.A. 17.00 0.00 17.00 0.00 c a +p +wb +M RL x kips ft-kips ft. ft. ft. R Nomenclature Point Loads: *2: 03: *4: #5: 06: #7: *8: *9: #10: #11: #12: #13: #14: #15: RR a (ft-) P ) +W AISC Code Check for X-Axis Bending: Lc = 7.24 R. Lu = 14.12 ft. Lb/rt = 22.12 fbx = 12.96 ksi Fbx = 33.00 ksi Mrx = 176.55 ft-kips S.R. =: 0.393 = tbx/Fbx AISC Code Check for Gross Shear: fv = . 1.81 ksi Fv = 20.00 ksi S.R. = 0.090 = fv/Fv 1 of 1 1/27/2019 3:23 PM G26 "BEAMANAL.x1s" Program Version 2.0 SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only Job Name: Job Number TFS 52 Subject Originator: mech well short girder I Ch er. Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb Simple �19.0000 29000_ 204.00 W12x2fi 50 4.0000 1.00 Beam Loadings: Full Uniform: w= Distributed: *1: *2: #3: *4: 15: *8: *7: *8: Moments: *1: *2: *3: 14: Results: 0.4700 ft. r. pimple Beam At- 47 Propped Beam Flied Beam kat ksi ft. WPM - Start a +p +wb +M +we Cantilever Beam RL x RR Nomenclature End b (ft.) wb (kips/ft.) a (ft.) we (kipslft ) C (ft) M (ftt) End Reactions: RL = Mil = 4.47 N.A. Maximum Moments: +MX(max) = -Mx(max) = 21.21 0.00 Maximum Deflections: -.8(max) = +Q(max) = 0(ratio) = mm -0.233 0.000 L/979 kips RR = ft-kips MXR = ft-kips In. In. x = ©x= x= ©x= 4.47 N.A. 9.50 0.00 9.50 0.00 Point Loads: *1: 12: *3: *4: *5: *6: *7: *8: *9: *10: *11: *12: *13: *14: *15: P (kips) +w AISC Code Check for X Ails Bending: Lc = kips Lu = ft-kips Lb/rt fbx = Fbx = ft. Mrx = S.R. = ft. 5.81 6.73 27.91 7.62 3.00 1.85 0.2 ksi ksi ftaclps = fbx/Fbx AISC Code Check for Gross Shear: fv = 1.59 ksi Fv = �20.00 ksl S.R. = 0.080 = fv/Fv 1 of 1 1/27/2019 3:38 PM G27 tAGcfi C oC t: APP.4 Z f S pACri.lG 6 d. boos ite?._ 1oisr3 v^:.z�rw a ISea•F Lo PPS. ; 0 p.c.(' ►.r tit": L.e 4-e S ,4 n (S �,S p€PN LOAD CTURAL ENGINEERING TFS PROJECT DATE __VO.;2,01.9o/ PROJAA M DESIGN SHEET G28 �+` ssrengineers com _Trs 5z Pte.. 4 12- e2FF-, cc 69 5o v-r-.1-4 SPA-4 31-5 7 7-0, - 7 ( 0 (--F-( c-C A-g-C;e-3) 3 I 5 75- r(f su,-)(5%) F ex)o /2— p (.0) izr pff I 114" ME7111- 9Etie, 064..) ; 1 Y, 73 I— f4-- 3 /7. " rorpt.06- vs- (Y,S7 f.oi_c.Jf. let.° ft- 51 etc>i.f. es> p ( A., s- / • Y " Y rAtsc- et-1 ci-c44 ( C)e.- Ptc* IL." Am, 4-••••1 ,_r fz- A 5 erw% I-1 A-r> C (10 r 6,0 ) 2- (0 r(f •/ 0 1.4 fe 14. fr orit7te- rz_ it. ill 9 "i CAD (6. 1/ L/2_2 ,,- 0 , co e•-•( r- C.5 0 4.),4- GP- P 7 .1' Grfr,,-/ 6--o c._ -7.--e_A-1-4,...1 (s- •:i P,A111 P C"D"' 5 Z<' S" p .4-^f (3 e 1-12, e) 4 6 (-7 + // 6 rp. i is ia u n-rti c iv- 5 •.3.7q V> 4- r Y05* ()If f 54,-(64) PA ' ;21, 'i Y 10614 V 7.'" F-1-0d 1..d VG" f-fy O r4FAT r-cwo (bfEYL4 5 (-31 Coc- 6- ( s 4.• y ) 5-0 /or.) s-f feu ?If P 1-1 P CAP L. /t-f I psf 3,6 To,o r. Q prf pi F 1 SY -(16 = c> 3 STRUCTURAL, ENGINEERING PROJECT 6/2of 7 DATE 001f PROT # 1)Yr" DESIGN SHEET G29 N rC2 N a! ri r•-) 0 N N 0 0 FD CO CS 4 rG 0 C.) Li tr) 0 0 0 0 23 , rsi ry (I; ssrengineers_com • 4 0 in • "BEAMANAL.xls" Program Version 2.0 • SINGLE,SPAN BEAM ANALYSIS and AISC-ASD CODE.CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis. Bending Only Job Name: Job Number. TFS 52 Subject Originator floor beams at south office er Inlaid Data: (F) Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 31.5009 29000 • 475.00 W12x58 50 4,0000 1.00 ft. ksi in."4 ksi Beam Loadinos: Full Uniform: w =I 0.9250 iklpsift. Start Distributed: *1: *2: 13: *4: *6: 96: *7: *8: Moments: 12: *3: *4: ResuRs: * Simple Bern Propped Beam Fixed Beam Cantilever Beam End b M (ft*Ips)' End Reactions: Rt. 14.57 kips MXL = N.A. ft-kips Maximum Moments: +Mx(max) -Mx(max) = 114.73 0.00 Maximum Deflections: -A(max) = +A(max) = A(ratio) = -1.488 0.000 L/254 ft-kips ft-kips In. in. RR = MXR = @ X = fig X = ifp X = X = 14.57 N.A. 15.75 0.00 irdllllll 111111111.11,11119111 RL x RR Nomenclature Point Loads: 11: *2: 110: *11: *12: *13: *14: *15: a ) AISC Code Check for X-Axis Bending: Lc = 8.96 ft. kips Lu = ft-kips Lb/rt = fbx = Fbx = ft. Mrx = ft. = .75 ft. 0.00 ft. 17.54 17.65 17.65 33.00 214.50 0.535 ft. ksi ksi ft-kips = fbx/Fbx MSC Code Check for Gross Shear: fv = 3.32 ksi Fv = 20.00 ksi S.R. = 0.166 = fv/Fv 1 of 1 1/21/2019 5:22 PM G30 "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Simple -z_ 6.0000 _ 29000 348.00 W12x45 4.0000 1.00 j8eam Loadintas: Full Uniform: w= Distributed: #1: #2: #3: #4: #5: #8: #7: #8: Moments: #1: #2: *3: #4: Results: I 1.0900 Subject: Originator. ft. ' Simile Beam 74 ksi in."4 Propped Ryan) ksl Fixed Beam ft. Y! kips/ft. Start ntilever Beam "' R . b (ft.) wb (ktpar t.) e (t1.) We (kipsnt.) , c (ft.) End Reactions: RL = MxL = 14.17 N.A. Maximum Moments: +Mx(max) = -Mx(max) _ 92.11 0.00 Maximum Deflections: -©(max) = +A(max) = ©(ratio) = -1.111 0.000 U281 kips RR = ft-kips MxR = ft-kips ft-kips in. tn. Gx= @x= 0x= Gx= 14.17 N.A. 13.00 0.00 13.00 0.00 EOC floor bm Point Nomenclature #1: #2: #3: 14: #5: #8: #7: #8: #9: #10: #11: #12: #13: #14: #15: Checker. 1 a (ft.) P (kips) AISC Code Check for X-Axis Bending: Lc = 7.21 ft. kips Lu = 12.77 rt. ft-kips Lb/rt = 22.33 fbx = 19.16 kat Fbx = 33.00 ksi Mrx = 158.68 ft-kips ft. S.R. = 0.580 = tbx/Fbx ft. R ft. AISC Code Check for Gross Shear: fv = 3.50 kst Fv = 20.00 kW S.R. = 0.175 = fv/Fv 1 of 1 1/21/2019 5:54 PM G31 "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number: TF SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only S 52 Subject: Originator int fir girder grid 2.9 btwn EOC and bath I Checker: Enput Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, lx = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple 25.0000 29000 1170.00 W18x71 50 4.0000 1.00 Beam Loadinas: Full Uniform: w Distributed: #1: #2: #3: #4: #5: #6: #7: #8: Moments: #1: #2: #3: #4: Results: 4.1400 ft. Simple Beam TAx ksi in.A4 4: Propped Beam ksi ft. kips/ft. Start Fixed Beam Cantilever Beam End b (ft.) Wb (kips/ft.) e (ft.) we (kips/ft.) C (ft.) M (ft-kips) End Reactions: Ri = MXL = 51.75 N.A. Maximum Moments: +Mx(max) -Mx(max) = 323.44 0.00 Maximum Deflections: -,(max) = +A(max) = t(ratio) = -1.072 0.000 U280 kips ft-kips RR = MxR = ft-kips @ x = It -kips x = In. in. @ X = (g X = 51.75 N.A. 12.50 0.00 12.50 0.00 RL x RR Nomenclature Point Loads: #1: #2: #3: #4: #5: #6: #7: #8: #9: #10: #11: #12: #13: #14: #15: a (ft.) P (kips) AISC Code Check for X-Axis Bending: Lc = 6.84 ft. kips Lu= 11.15 ft. ft-kips ft. ft. ft. ft. Lb/rt = fbx = Fbx Mrx = 24.24 30.56 33.00 349.25 0.926 ksi ksi ft-kips = fbx/Fbx MSC Code Check for Gross Shear: fv = 5.65 ksi Fv = 20.00 ksi S.R. = 0.283 = fv/Fv 1 of 1 1/22/2019 6:20 PM G32 Ft-' p..11 A-4.M 12, Let) 6-6-e-4• e r-spo rt V2-' 5 e it""4 22' r 5 F A—J. A- 55"Y 10 7j(1 t.) (ioato) L.,- / 0 Li pf+ Sot/6-4 p f Al 17- 4 C. te•-(4- s(- if.ret s 47'frk., " A 0,6Pr 0, 36 4. () e) 0 6-4--sr 6It4jf 7-00 •-• 2- ( C-' e S "T' ie' 14 ( I)/- to ) 4- a C- ( 100 4.- & 0 ) 2._ 3 2- i r-- P t t f(S. 5- /6". ("' • 23,7 eg- VJ - = 0 4-1 2S-0 1). 0, c5 ok- STRUCTURAL ENGINEERING Tel SI- PROJECT DATE CP C)2( 1-01. 50 I PROJ # 7)0401 DESIGN G33 (NI a N IP a, in 4 • co • ry oi 0 In • CV O 0 csi 0") a < g > ▪ Iz CO 0 tv • r• s 9 0 00 a, P. Pa la IN 0• / U) c -En c et to 0 SHEET "BEAMANALids" Program Version 2.0 Job Name: Job Number Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = TFS 52 SINGLE -SPAN BEAM ANALYSIS and AISC ASD, CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only floor beams at great room Simple 22.0000 29000 204.00 • W12x26 50 4.0000 1.00 Beam Loadings: Full Uniform: w1 Distributed: *2: $13: #4: *5: #6: *7: *8: Moments: /1: #2: #3: #4: Results: 1.0900 ft. ksi in."4 ksi ft. kips/ft Start 707: Simple Beam 47 l'O'r Propped Beam Fixed Beam Subject: Originator:_ Cantilever Beam R End b (ft.) W0 (tiPsni) e (ft.) C (ft.) M (ft-kips) End Reactions: RL = Wm. = 11.99 N.A. Maximum Moments: +Mx(max) = -Mx(max) = 65.95 0.00 Maximum Deflections: -4(max) +(max) = A(ratio) = -0.971 0.000 U272 kips ft-kips ft-kips ft-kips in. in. RR = MXR = © X = x = 02 X = @ X = We (kips/ft.) .99 kips N.A. ft-kips .00 0.00 Che Nomenclature er. Point Loads: 1: #2: *3: #4: *5:. #6: *7: #8: #9: #10: *11: *12: #13: *14: /15: a P (k AISC Code Check for X-Axis Bending: Lc = 5.81 ft. Lu = 6.73 ft. thin = fbx = Fbx = Mrx = S.R. = 27.91 23.69 33.00 91.85 0.718 ksi ksi ft-kips = fbx/Fbx MSC Code Check for Gross Shear: fv = 4.27 ksi Fv = 20.00 ksi S.R. = 0.214 = fv/Fv 1 of 1 1/21/2019 5:30 PM G34 "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number: SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Subject: _Originator: interior floor girder grid b at south I Checker: Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Cost, Cb Simple 20.0000 29000 307.00 W12x40 4,0000 Beam Loadings: Full Uniform: w = Distributed: #1: 02: #3: #4: #5: #8: 07: #8: Moments: #2: #3: #4: Results: top 2.3700 ft. ksi in."4 ksi ft. kips/ft. Start 7P/x ProPPed Beam Fixed Beam 4: Simple Beam Cantilever Beam R End b(ft.) Wb (kips/ft.) e (ft) We (kips/ft.) C (ft.) M (ft-kips) End Reactions: RL = 23.70 kips MxL = N.A. ft-kips Maximum Moments: +MX(max) = -Mx(max) = 118.50 0.00 Maximum Deflections: -(inas) = +(max) = L(ratio) = -0.958 0.000 L/250 ft-kips ft-kips in. in. RR = MxR © X = X = © X = @ X = 23.70 N.A. 10.00 0.00 10.00 0.00 kips ft-kips ft. ft. ft. ft, a iiiiilII 111PREERIEMPIIIIME Nomenclature Point Loads: #1: #2: #3: #4: #5: #e: #7: #8: #o: 01o: #11: #12: #13: #14: #15: RR a (ft.) P (kips) +we AISC Code Check for X-Axis Bending: Lc = Lu = Lb/rt = fbx = Fbx = Mrx = S.R. = 7.17 11.49 22.43 27.61 33.00 141.63 0.837 ft. ft. ksi ks1 ft-kips = fbx/Fbx MSC Code Check for Gross Shear: fv = 6.75 ksi Fv = 20.00 ksi S.R. = 0.338 = fv/Fv 1 of 1 1/22/2019 5:26 PM G35 X 7eYL-r o R- c37 rt.-Den- G,'t E o / 32- S Pa lS�.is' Tyr 13 11_ /5.75(` o) 32- /733 p(P SH' (a-) /793 J F 24/6/ w I.5x ( d /Jo(- C©,Hf' -(y s zS,S 1Lf; Aw= 01?'L-/5r5 wet' 0,7y if C-A^^6EL QR- VPSr < 6s = 0,48 tsx71 z o,5'S STRUCTURAL. ENGINEERING TE5 S- PROJECT DATE 0021 Zrrt fj©l PROJ. DESIGN G36 N FN. .4. me aco V ry o iN 4,4 00 Ea. CO N Q fT a) E vs og 5 a, a 13 F c � rvQ M 61 0 SWENSON SHEET "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bendins Only TFS 52 Subject: Originator: ext fir girder grid 1 at office I Checker: 1 Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Sienple _ 32.0000 29000 9.1!4•66 W18x60 50 4,0000 1.00 Beam Loadinos; Full Uniform: w = Distributed: ret: #2: #3: #4: #5: 08: #7: #8: Moments: *2: #3: #4: Results; 1.7930 ft. ksi in."4 ksi ft. kiPs/ft- Start Simple Beam 74 Az- Propped Beam Fixed Beam c a +p +wb +M +we Cantilever Beam ' Rt. x End b (ft.) wb (kipstft.) e (ft.) we odes/ft.), ...._ . . _ . .. . ' c (ft.) M (ft-kips) End Reactions: RL = MxL = 28.69 NA Maximum Moments: +Mx(max) = 229, -Mx(max) = 0. 0 Maximum Deflections: -A(max) = +.6(max) A(ratfo) = -1.482 0.000 U259 kips ft-kips ft-kips ft-kips in. in. RR = MXR = @ X = X -= @ X = @ X = 28.69 N.A. 16.00 0.00 16.00 0.00 Nomenclature Point Loads: #2: #3: 114: #5: #8: #7: #8: #9: CO: #11: #12: #13: #14: #15: RR P (kips) AISC Code Check for X-Axis Bending: Lc = 6.77 ft. kips Lu = 9.61 ft-kips Lb/rt = 24.49, fbx a: 25.50 ksi Fbx = 33.00 ksi Mrx = 297.00 ft-kips S.R. 0.773 = fbx/Fbx ft. ft- AISC Code Check for Gross Shear: fv = 3.80 ksi Fv = 20765. ksi S.R. = 0.190 = fv/Fv 1 of 1 1/21/2019 5:45 PM G37 Z =° Ftion:,\A- B 6. p.^^5 ,4lLe A 20` SP4-4 I, IH 6d,t ) 2.- Q 0Or 5rA..J M X Wtk�c rR.48 - 45-0 : f p f f ICs 11`��ps4- �a2+—tr►oN c L- Go p s W= 13,7.--r((oa . (o ) 2(20 e ff(sa1 - Zr 7o F(t V 2fr% Z. x Y C f t, = ZS 22s 11;Z p, S% ":'/z7r r-LocR0- Cr 1 F) Tl - C-R r f> Z S G-,R- (0 D- F 3 d' lid ri r©�fi;o) 1..e" a>•' ti s,S'r 'i'tirf 3cs) (too 1•1,„ 4.) 5 O O O 'SVI P (f t S ,a (g ) 510.0 k.fr V ` 4'7.7Y k- 1,0 l y,x9 f 6 z. Z>>. 6 2 t -rL 1, 2 6 " LIZ /c bn` ©Sr. TES 5z PROJECT W9 DATE 002.1 2c)r of ssfengineers.com �ii LL a 0 N STRUCTURAL ENGINEERING PROJ, # DESIGN SHEET Vi^" G8 n-4 i> pc,o0 /3 Er ,A-A4 G(2--e F rovr( ,Jcr ZI 0 • „ --3 (°° (9‘ f 11,9 . 0 k--f+- tj ti3' we PA A ?- tAi y 57 { ; z-9• LR..; 0,51- " 611-1-1)c-r- nezv- Cs,a, OS .PP,' 22' TA-t6 pa/ 0 A rA 7, lz-•ffi- Nt (2.6,7 k I-iv 0.14t " ifo0 STRUCTURAL ENGINEERING PROJECT DATE 00? al 0/ PROJ # DESIGN G39 rN ry Pi co wr. N ni O Ln N N O 0 .?1 co 03 05 re ro 0 g. d o • cy V) 6) -4 0 (±) ssfengineers.com SHEET "BEAMANAL.xls" Program Verson 2.0 Job Name: SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to,X-Axis Bending Only TFS 52 Subject fir girder grid 3.9 Job Number__ Originator_ Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length. Lb = Coef., Cb = 20.0000 29000 3-07:00 W12x40 50_ 4.0000 1.00 pew Loadinas: Full Uniform: w = Distributed: *1: *2: *3: *4: .8: *8: Moments: *1: *2: *3: *4: Results: 2.1700 ft. 7-07: Simple Beam ihr kat In."4 Ar propped Beam ksi Fixed Beam kips/ft. Start Cantilever Beam RL x RR End b (ft.) Wb (dps/ft.) e (ft.) We (kips/ft.) C (ft.) M (ft-kips) End Reactions: RL = MxL = 21.70 N.A. Maximum Moments: +MX(max) = -Mx(max) = 108.50 0.00 Maximum Deflections: -A(max) = +A(max) A(ratio) = -0.877 0.000 U274 kips ft-kips ft-kips ft-kips In. in. RR = MxR = @ X = @ X = @ X = @ X = 21.70 N.A. 10.00 0.00 10.00 0.00 Nomenclature Point Loads: .1: *2: *3: *4: 15: .8: .7: .8: *9: .10: *11: 112: *13: *14: *15: a (ft.) P(kips) AISC Code Check for X-Axis Bending: Lc = 7.17 ft. kips Lu= 11.49 ft. ft-kips Lb/rt = _2:.43 fbx 25.28 _ ksi Fbx 33.00 _ ksi ft. Mrx 141.63 ft-Idps ft. S.R. = 0.766 = fbx/Fbx AISC Code Check for Gross Shear ft. fv = 6.18 ksi ft. Fv = 20.00 ksi S.R. 0.309 = fv/Fv 1 of 1 1/28/2019 2:13 PM G40 "BEAMANAL.xls" Program Version 2.0 Job Name: SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Subject: fir girder grid 2.9 Job Number: !mut Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = • Simple 31.0000 29606 1760.66 W18x97 50 -; 4.60001 1.00 j3eam Loadinas: Full Uniform: w = Distributed: 01: 02: *3: *4: *5: #6: #7: #8: Moments: *1: *2: *3: #4: Results: 3.0800 ft. 77., Simple Beam ksi in.A4 79: Prepped Beam ksl 4 Fixed Beam ft. 1001 Start Cantilever Beam End ' 6 (ft.) Wb (kips/ft.) e (ft.) We (kips/ft.) .. . . .. . . .. M (ft-I0P8) End Reactions: RL = MxL = 47.74 N.A, Maximum Moments: +Mx(max) = -Mx(max) = 369.99 0.00 Maximum Defl ona: -A(max) = +A(max) = A(ratio) = -1.261 0.000 U2 95 kips RR ft-Idps MxR = ft-kips ft-kips in. in. © X = X = 47.74 N.A. 15.50 0.00 15.50 0.00 Originator: I Checker RL x RR Nomenclature Point Loads: *1: *2: *3: *4: #5: #6: *7: *8: *9: *10: *11: #12: *13: #14: #16: a (fLy P (kips) AISC Code Check for X-Axis Bending: Lc = 9.94 ft. kips Lu = 17.36 ft. ft-kip Lb/rt = 16.05 fbx = 23.62 Fbx = 33.00 ft. Mnc = 517.00 ft. S.R. = 0.716 ksi ksi ft-kips = fbx/Fbx AISC Code Check for Gross Shear: ft. fv = 4.80 ksl ft. Fv = 20.00 ksi S.R. = :&0 = fv/Fv ---D- 1 of 1 1/28,2019 2:20 PM G41 "BEAMANAL.xis" Program Version 2.0 Job Name: Job Number. T SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to XXAxis Bending Only FS 52 Subject Originator. bm grid 1 w/ grid 2.9 irder Ch Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple . 21.0000 29000 1170.00 W21 x57 50 4.00 1.00 Deem Loadinas: Full Uniform: w Distributed: *2: 83: *4: 85: 86: 87: #6: Moments: *1: 82: 83: $4: Results: 0.0500 ft. ksl in."4 ksi 0. kips/ft. Start Simple Beam Propped Beam Fixed Beam Cantilever Beam End b (ft.) Wb (kipa/ft.), e (ft.) , we (kips.) _ 0.5600 10.2500 _ 0.5600 21.0000. C (ft.) M (ft-kips) , End Reactions: RL = Mxt. = 26.50 N.A. Maximum Moments: +Mx(max) = -MX(max) = 269.04 0.00 Maximum Deflections: -A(max) = +/(max) = ©(ratio) = -0.513 0.000 U492 ps ft-kips ft-kips ftadps in. in. RR = MXR = @x= @x= 28.31 N.A. 10.25 0.00 10.48 0.00 kips ft-kips It ft. ft. ft. a VIM Neill ill x Nomenclature Point Loads: 81: 82: 83: 84: *5: #8: #7: 48: 89: 810: 811: *12: 814: 815: RR a (ft.) P (kips) __10,2500 47.74 AISC Code Check for X•Axis Bending: Lc = Lu = Lb/rt fbx = Fbx = Mrx = S.R. 5.88 6.75 29,27 29.09 33.00 305.25 0.881 ft. ft. ksi ksi ft-kips = fbx/Fbx AISC Code Check for Gross Shear. fv = 3.31 ksi Fv = 20.00 ksi S.R. = 0.166 = fv/Fv 1 of 1 4/18/2019 9:42 AM G42 "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number: SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Subject: Originator: girder grid 3 at west 1 Checker 1 Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = Simple _ 14.0000 .29000 204.00 W12x26 50 -4 • 0006 _ 1.00 Beam Loadinos: Full Uniform: w = Distributed: #1: #2: #4: *5: *8: *7: *8: Moments: 22: *3: *4: Results: 0.0500 ft. ksl in."4 ksi ft. kiPstr1. Start An Simple Beam * Propped Beam Fixed Beam Cantilever Beam rfi RI End b (ft.) Wb (kips/ft.) e (ft.) we (kips/ft.) . .. , . C (ft.) M (ft-kips) End Reactions: RL = Mxi. = 12.67 N.A. Maximum Moments: +Mx(max) -MX(max) = 87.47 0.00 Maximum Deflections: -A(max) = +A(max) = (ratio) = -0.419_ _ 0.000 U401 KIP ft-kips ft-kips ft-kips in. in. RR = MxR = @ X = @ X = @ X = @ X = 12.67 N.A. 7.00 0.00 7.00 0.00 a +p +wb Nomenclature Point Loads: *2: *3: *4: VS: #7: *8: $18: *10: #11: *12: *13: *14: *15: RR a Ai P ) 7.0000 24.64 +w AISC Code Check for X-Axis Bending: Lc = 5.81 ft. kips Lu = 6.73 ft. ft4cips Lb/rt = 27.91 fbx = 31.42_ ksi Fbx = 33.00 ksi ft. Mrx = 91.85 ft-kips _ _ ft. S.R. = 0.952 = fbx/Fbx • ft. ft. AISC Code Check for Gross Shear: fv = 4.52 ksi Fv = 20.00 ksi S.R. = —6.226 = fv/Fv 1 of 1 1/28/2019 2:42 PM G43 i".1•S? cx.ror2-to it_ De-e..e- tri& 6-e) n f /Jinx- s ( evcri !du til=113,S ( 0 0 I- too f c 570 55° 30 & k .4 4_ (Ft)U- D+1,- 7.4.-ra'rt4 ( o ) Svfeo ra ( Ter. c (z) 2 1 'I 11 5 PA----1 (Ad.; to' 0 P- -rra- 0 oo 7' Pce-v- T-(2 G io LA (c,o t“.• 7-1 2,0 7 k> • .6- V K 1-'-(1-7 0 72 c--/zfro (3,64-44 0-) 6,1-e o Vsj v-' ; 71-1," 4;.? 7- O.1((.Li'3oq 4 5) o 6 )e ( so\ 41- t 0- 7^(t-- ' D 0 t (., 0 1) I.- ( -A 0 Oa. CO .4- CO O(r) N N 0 0 c74 C:1) C70 CO cr'C < ed E o u (.71 o 0 c) (r) > fa ; -E ,t3 o NC) STRUCTURAL ENGINEERING TFS PROJECT DATE C.? 024 7-r.) t)/ PROJ. it DESIGN SHEET G4 4 ssfengineers,com NSON SAY FAGET "BEAMANAL.xls" Program Version 2.0 Job Name: Job Number SINGLE -SPAN. BEAM ANALYSIS and A1SC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using MSC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Subject: Originator: supporting deck bm I Checker. I Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Fy = Length, Lb = Coef., Cb = Simple 19.0000 29000 391.00 W12x5O 50 4,0000 1.00 Beam Loading's: Full Uniform: w = Distributed: #1: #2: #3: #4: #5: #6: #7: #8: Moments: #2: #3: #4: Results: I 2.77 0 11. ksi in."4 ksi 5. kips/ft. Start 47 Simple Beam 4. 7-C7ropped Beam Fixed Beam Cantilever Beam End b (ft.) Wb (kips/ft.) We (kipstft.). C .(ft.) M (ft-ktps) End Reactions: RL = Mxt= 26.32 N.A. Maximum Moments: +Mx(max) = -Mx(max) = 125.00 0.00 Maximum Deflections: -A(max) = +A(max) = i(ratio) = -0.716 0.000 IJ318 kips ft-kips ft-kips ft-lcips in. in. RR = MXR = x = x = X = 26.32 N.A. 9.50 0.00 9.50 0.00 +wb x lIIuIIlI INI111111111111111/21/11 Nomenclature Point Loads: *2: #3: #4: #5: #6: #7: #8: SO: #10: *11: #12: #13: #14: #15: RR a(ft) •" P (kips) +we AISC Code Check for X Bending: Lc = 7.24 ft. kips Lu = 14.12 ft. ft-kiFts Lb/rt = 22.12 fbx = 23.36 , ksl Fbx = 33.00 ksi ft. Mrx = 176.55 ft-kips ft. S.R. = 0.708 = fbx/Fbx ft. AISC Code Check for Gross Shear: fv = 5.83 ksi Fv = 20.00 ksi S.R. = 0.291 = fv/Fv 1 of 1 1/28/2019 1:52 PM G45 EX a-1-4 c.) p cr-z, oppo „f C-ror" "n (.4 FP -A -A" e 1'1 6 F-4,--0 i+ s 19 1.1 p r—t 6 i00 t ? LA- 1)4- -r 0 e f /0Z.Y3 V:- v,57 5 0,7(9pc e ; 2/,/ le 5 ; 4 = ce f A-4t/ r, pA ; te, CA-i-JT Ve-r- t{55- P- I.( 51.4-c r-s v- gerke""-c / 41, 53 r A -NJ tA) tr- he- o 4 7 6,80 P 7- 702 i2. 14,f r •,( s 6.4.400/g x." .C‘ - 17. 7.3 (orS1,- 1,-) it -Kt 9 fro ; 2/.6 ks, 0.31 4 r5 be 4-10 -- 70 fsF foe, ivt,f 0 r ? 4/f4 122.--)( tot) t 70) I 6 tls3- t t't c6 ‘qt. eic 79 e ix iq o 0 (.4.- / /To / ( -70) zeryt, STRUCTURAL ENGINEERING PROJECT DATE Ofl-Z_ PROJ. # DV wk DESIGN SHEET G16 ni 0 ry ko. re) 'I: 73 DC') o Lc) N 0 0 - - ry F .?1 ea co 0 0", 5 C E a Ci o 0 a) 4, cry ▪ ,r, •=t.„ ssfengineers.com SWENSON SAY "BEAMANAL.xls" Program Version 2.0 SINGLE -SPAN BEAM ANALYSIS For Simple, Propped, Fixed, or Cantilever Beams Job Name: TFS 52 Subject: interior bm with deck cant Job Number _ Originator. I Checker. I Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, I = Cantilever 5.83331 29000 39.50 Beam Loadings: Full Uniform: w= Distributed: #1: #2: *3: *4: #5: #s: *7: #8: 0.7080 ie Beam ft Propped Beam ksi in."4 Fixed Beam Cantilever Beam kipsfft. Start End b (ft.) wb (kips/ft.) e (fL) we (lops/ft.) Point Loads: #1: #2: #3: #4: #5: *6: #7: #8: #9: *10: #11: *12: *13: *14: *15: a (ft.) P (kips) Moments: #1: #2: #3: #4: C (ft.) M (ft-kips) 0.0 -1.0 -2.0 -Z5 H -3.0 -3.5 -CO -4.5 0.0 10.0 , m-12.0 -14.0 b Rt x RR Nomenclature RL _ Mt = +M(max) -M() = -©(max) = +4(max) = ©(ratio) _ Results: Reactions: RR = MR= Maximum Moments: @ X = Maximum Deflections: ®x = In. v! x = in. N.A. N.A. 0.00 ft-k -12.05 ft-k -0.155 0.000 L/453 Shear Diagram we +w 0.00 ft. 5.83 ft. 0.00 ft. 0.00 ft. x (ft.) x (ft.) 1 of 1 5/6/2019 2:50 PM G47 "BEAMANAL.xis" Program Version 2.0 Job Name: Job Number: _ SINGLE -SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC W, S, C, or MC Shapes Subjected to X-Axis Bending Only TFS 52 Subject: Originator Deck back beams I Checker: I Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, Ix = Beam Size = Yield, Fy = Length, Lb = Coef., Cb = $ 14.3300ft. 29000 ksi 130.00 in.A4 W12x19 50 ksi 4.0000 ft. 1.00 Beam Loadinas: Full Uniform: w1 Distributed: *2: *3: *4: .5: *8: .7: .8: Moments: .2: .3: *4: Results: .4700 Start 47-- Simple Beam 4- Propped Beam Fixed Beam Cantilever Beam End 'b (ft.) Wb (kfpafft.) e (ft.) We (dpsfit.), • C (ft) **W1 (ft-kips) End Reactions: RL = MXL = 10.53 NA. Maximum Moments: +MX(max) = -Mx(max) = 37.73 0.00 Maximum Deflections: -A(max) = +A(max) = A(ratio) -0.370 0.000 U465 kips ft-lips ft-kips ft-kips in. in. RR = Mxr = :r- ift X = X = @ X = 10.53 N.A. 7.17 0.00 7.17 0.00 Nomenclature Point Loads: .1: *2: *3: *4: .5: .8: .7: #8: .9: *10: .11: *12: *13: *14: *15: a (ft.) P (kips) AISC Code Check for X-Axis Bending: Lc = 3.59 ft. kips Lu = 3.84 ft. ft-ldps ft. ft. ft. Lb/rt = fbx = Fbx = Mrx = S.R. = 48.00 21.26 29.57 52.48 0.719 ksi ksi ft-idps = fbx/Fbx AISC Code Check for Gross Shear fv = 3.67 kW Fv = 20.00 ksi S.R. = 0.184 = fv/Fv 1 of 1 517/2019 4:48 PM G48 "BEAMANAL.xls" Program Version 2.0 SINGLE -SPAN BEAM ANALYSIS For Simple, Propped, Fixed, or Cantilever Beams Job Name: TFS 52 Job Number Input Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, I = 4- Simple 19.0000 29000 271.00 Beam Loadings: Full Uniform: w=I Distributed: #2: #3: *4: #5: #0: #7: IS: Point Loads: #2: *3: #4: 05: #6: *7: OS: #9: #10: #11: #12: #13: *14: #15: Moments: #1: *2: #3: #4: 2.2700 I ksi in."4 kipsfit. Start Simple Beam Propped Beam Fixed Beam Cantilever Beam End b (ft.) Wb (dpsift.) a (ft.) We (kipstft.), a (ft.) P (kips) C (ft.) M (ft-IdPs) Subject Originator: Rt. interior bm with deck cant I Checker c a +p +wb +m +we RL = ML = +M(max) = -M(max) = “A(max) = +Nrnax) = A(ratio) = Nomenclature Results: Reactions: RR = MR = Maximum Moments: x = x um Deflections: 21.57 k N.A. 102.43 ft-k 0.00 ft-k 0847in. 0.000 in. U269 Shear Diagram 26.0 «- 20.0 15.0 10.0 5.0 -10.0 -15.0 -20.0 -25,0 120.0 - 00,0 80.0 60.0 40.0 20 20.0 0.0 A . -RI • V. t•.:. ;TS x (ft) Moment Diagram Cs. © X = X = (is RR +W 21.57 k NA — 9.50 ft. 0.00 ft. 9.50 ft. 0.00 ft. ri 4 co .,ca cv c cit— Gs 5; ; • V" .. vaq • ri x (ft.) 1 of 1 5/6/2019 12:35 PM G49 `5( 2.900 Kift G50 Project: deck bm w torsion D , --ro s ( 0 Dan Morrow, SWENSON SAY FAGET May 06, 2019 C:1Usersldv__moOesktoplWork1TFSlStation 521design work) Member Displacements Member +Dx -Dx -Dy +Dz -Dz in in in in in in BmX001 0.000 0.000 0.000 -0.173 0.000 0.000 Member Forces Member Tension K Compression +Mz z +My -My K K-ft K-ft Vy Vz Torsion K-ft K-ft K K K-ft 0.000 0.000 34.929 -69.858 0.000 0.000 22.060 0.000 -27.550 Member Internal Forces (Extreme Row Onl Member Result Case Name Offset Fx Vy Vz Mx My Mz ft K K K K-ft K-ft K-ft BmX001 D 0.000 0.000 22.060 -0.000 27.550 -0.000 -69.858 BmX001 D 9.500 0.000 0.000 0.000 -0.000 0.000 34.929 BmX001 D 19.000 0.000 -22.060 -0.000 -27.550 -0.000 -69.858 Member Local Displacements Extreme Ro s Oni Member Result Case Name Offset Dx Dy Dz ft in in in BmX001 D 0.000 0.000 -0.000 0.000 BmX001 D 9.500 0.000 -0.173 0.000 Member Stresses Member +fa +fbz -fbz +fby -fby Ksi Ksi Ksi Ksi Ksi Ksi Ksi Ksi BmX001 0.000 0.000 18.546 -18.546 -0.000 0.000 1.442 0.000 Nodal Reactions (Extre Rows OnI Node Result Case Name FX FY FZ MX MY MZ K K K K-ft K-ft K-ft 1 D 0.000 22.060 0.000 -27.550 0.000 69.858 2 D 0.000 22.060 0.000 -27.550 0.000 -69.858 Page 2 VuuaIAnaiysis 12.00.0020 (www.iesweb.c om) G51 5- 2 At:m1sta A-g efi rLaVz- f•ki 6 0 e-;,--1-12 '7 63. A #: friao5 ‘. e%.) 'FL> (-kt P kfr--1 rio0 (2, TT—, (5) IA, r; oe... S%© r H5 eN 0 O 01 • •t: 4o- co ▪ csi 0 in O 0 (`,1 g eTo 00 cr, < < 3 a; '6 o d 0 7 3 cr) a; 5, m > .1) P. "S '= 0 f-- - CO ro N STRUCTURAL ENGINEERING E S PROJECT DATE 0 0 20 2_50 I 50r PROJ. # _ 7)y 14'1 DESIGN SHEET G52 ngineers.com SWENSON SAY FAGET • NBEAMANAL.xls" Program Verson 2.0 Job Name: Job Number. _ TFS 52 SINGLE -SPAN BEAM ANALYSIS For Simple, Propped, F , or Cantilever Beams Subject: Originator. 2nd floor framing aft [Checker: I Ingut Data: Beam Data: Span Type? Span, L = Modulus, E = Inertia, I = Simple _ 11.2500 29000 14.90 Beam Loadings: Full Uniform: w = Distributed: #1: #2: #3: *4: #6: *6: *7: #6: Point Loads: #1: #2: #3: #4: #5: #6: #7: *8: #9: *10: #11: #12: #13: #14: #15: Moments: *1: #2: #3: #4: I 0.5800 I ft. ksl In."4 kipsift. Start 4- Simple Beam Propped Beam Fixed Beam Cantilever Beam RL End b (it) Wb (kip e (1.) We (kipsift.) a (ft.) P (kips) C (ft.) M (ft-klps) 4.0 10.0 lir 9.0 12. 8.0 -IF 7.0 C 6.0 5.0 4.0 E 3.0 0 2.0 E 1.0 0.0 b a +p +wb +M +we RL = ML = +M(max) = -M(max) = -A(max) = +A(max) = A(rado) = Nomenclature Results: Reactions: RR = MR = Maximum Moments: 3.26 k N.A. RR +w .26 k N.A. x = x Maximum Deflections: a x = x = 0.00 -k -0.484 0.000 in. Shear Diagram x (ft.) Moment Diagram x (ft.) co co 5.63 ft. 0.00 ft. 5.63 ft. 0.00 ft. 1 of 1 2/7/2019 4:20 PM G53 N811NN1•idi mlmd4 laa& Goof Ika km 30 psf Assembly 10 pd 2500 pd 01 16 psf Mu S0 pd NM 5 pd 9rrOtlm i1 15 psf 01 60pd losdfomhlctiom 45D lafaalmmlrt40718go48 11p lie, Roof �a t b Hoard pod Real Roos Roar fka 8f 13 82 64 M66 28 ma 12 IS 080 Fg39 0660 t ae4 melAosemL artaOOke Sox Di 11100 I1.80415 Dl IaEIE) 0+5 041 00,751r,155 11,111.75(,1)3+755 0401E ?liked 1104131155 32D41.041•.5 101t1 142 u u 431 3139 10 209 115 120 185 203 2ZS 110 3150 2107 1090 6300 11529 1890 16630 18638 9400 120 11155 2110 11439 4 7,56 3if3 le 1 6170 4160 20900 11540 12990 37620 37038 37098 16790 3760 5609 42219 5668 a 16 11,j79,f% I 6450 490 21500 12900 23650 39100 39163 38163 1720 9100 59265 43430 99295 1640' 3300 290 11000 129 19900 19925 19525 9900 1910 2010 17220 spa 731' 81 140 106 103 420 280 10E9 6890 12720 19720 33010 3179 3179 15520 13013 499 3654 41788 , 1120 S49'K 7j'' 838 316 329 307 9430 6300 MO 19955 36960 9650 93955 88354 88354 43200 93551 13973 1045 137773 4 9731 1 x 1 K at' 4 83 207 5041036110 4140 10100 6695 12410 21770 33655 34639 34039 16560 94933 50329 38209 9791 4 1381 4y1 4' j„ 831 207 304 10 6210 4140 1033 6699 12420 22770 33655 34039 34039 186E0 161 50329 31209 9098 4 162 q y v F' ( - Q,1 flll/3,9 195 99 99 5940 3960 9903 6435 1169 32175 32546 32516 75870 30 48114 36531 'P51rY a 15,41 4(Y4K,j r 0.9 433 166 267 1290 9060 1660 17355 259E0 47630 68595 949 6949 94610 99641 102391 78121 102391 a 2>34 S'1'seln4' v 0 200 46 154 6000 400 423 10010 12000 22000 30610 30458 31458 1620 9451 45576 35010 4596 4 1731 f Ky p T " 0,9 188 61 126 5640 3760 667 8190 11280 10690 29430 3963 3063 15040 1903 43892 3566 492 a 1133 y * y P 4 S" 601/1 391 W 11940 7960 25970 23863 4379 57710 12198 60198 31840 60191 65510 16456 38570 4 1401 (14s7'13" G16143.9 239 100 139 7170 4790 100 9035 14340 26290 38155 39714 38714 19120 38774 S698S 43413 5695 •1/311aKY,i,4)S, 3/1.9 802 371 441 24397 16210 37100 16665 48720 89320 13025 132551 132554 64967 131554 195356 1489 195358 93331971'1x30 806.1, 31 416 415 12480 9320 27040 24960 45760 6020 61920 62920 13360 82120 84440 69472 40440 1117' E/3.9 239 239 7170 4780 13900 14340 16190 43010 41423 42413 19110 43020 64169 48278 61796 • 921 4,S 33. (><41 71 155 155 4650 310 1072 9303 17093 12475 23444 23444 11400 13444 33325 25086 33319 931' F/21 295 103 192 6850 99 1000 12480 17703 31450 46360 47323 47373 23605 47323 69193 52870 19193 1633' 632 290 10 187 870 90 10300 12159 1740 3190 45535 46566 465E6 23100 6566 6110 5205 66119 1883' 0,9 133 133 3990 16E0 13301 7987 14630 23940 1369 2360 10640 1340 3043 2E865 9043 p 138 7'4 "K j7,6' Kr i WON ed died sgfg 6304 203 3193 G54 flat 5b9106 iborlr0 Cdumn 9bam arcWa4mbly area616 Al 105 105 ' A2 16 209 431 205 115 A19 110 110 10 or Dl 1S psi 019 50 psf P901 5 831 PaN0a11 15 pd Dl 60631 load[am66194 ASD I9D14446km4 69 Pad 04xr How Hop 6/10 63 92 14 OEb 6 mu 17 Snow DI I1130 1150+15 Ol DEL D+S Del a.751",7SS Dr751+.75 764.7SS D6,6 4184 31S0 i16 10107 63W 6270 4180 X920 1254 6450 4350 21500 1296 3300 260 2199 6600 61 14 106 36 CO 160 10600 6890 11720 819 315 36 307 9450 :, 30833 19935 3E60 13 207 194 16 6210 4310 1016 6695 12420 93.1 107 101 16 6110 4140 10100 12410 8.1139 103 99 99 5910 3966 9300 6435 1163 129 433 16 167 12990 8561 15699 17355 23980 C3 200 4 154 6003 4000 4500 9910 12010 69 16 62 126 5640 3756 663 8190 11261 5,01 338 398 1136 760 25870 13887 0.7/39 239 100 139 7170 4760 10099 9035 14340 D/19 812 371 441 24360 16240 3716 166 4770 51 416 416 1244 9320 E139 239 239 7170 4780 U 155 135 1650 3110 1/1.1 295 66 192 8800 596 13,2 230 103 187 1707 560 7/39 133 133 3990 2660 144 IF col 9916344 SSO4 263 3133 65210Pamb+ Cy 00989 lads 11550 1160 1631 22E90 37620 3693 23650 3876 36163 12100 1396 18525 1.791261+5S 119 4plll Mh lee 6/MP Wu IsE 490 642 11638 8400 36190 23135 11210 3149 16 37098 16110 31920 5669 4218 5639 1339 97241 95971 17241 5816 295960 131890 97050 186 15r'6''00 0 Y 766 17571 17971 19110 134750 331130 10410 326 flri"060YY 19710 33010 1176 31731 13520 11010 487E8 36954 41701 1320 52690 93953 6354 88354 431E0 9365 137773 104465 331113 3731 22770 33655 3469 34039 3660 14039 50329 38119 9619 1191 12770 3365 3469 3469 16380 31139 50328 31209 90129 3311 31175 3254 3254 5640 3194 48114 3631 4114 136 47630 68595 6984 6914 34640 19143 102391 71121 33E391 1191 27200 30510 31458 31456 199 31131 45576 35010 45911 1151 266 29450 30363 3006 15010 163 43132 3356 OE 1263 4376 57110 E0198 60138 31840 60191 26290 31155 6774 38771 19120 31774 69329 130725 132561 132SS4 64980 11501 53510 6546 13510 2499 64BS 43413 366 15.11 1456 193356 S36 2104 24960 97834 6f 457E0 64320 62920 114183 U17639 11413 8944 16766 387906 6762 4371 1396 1434 26150 43070 4423 42423 19120 4020 6476 4271 646 1711 10075 9350 9761 U 1760 11475 23444 1447 661 6 3p4 31325 Illi19 inns 86674 3233 l L's a ti y 1600 11480 1176 11253099 3740 46360 47313 16401 102371 16481 5133 165490 1646 91190 4156 (l)ti"S4 A'1 10300 U155 1146 112530 61 31910 4565 46566 165645 101971 16949 6118 114565 1344 91653 CI I! y'' $ 4 r Y 13300 7980 1430 23940 13608 1389510640 I334 36363 16236 6043 la ASO CM foe Ral 1bar Mb FleaOA Pad Raul Hom Hour Hour 6/10 13 12 44 166 IS ma 91 • Cdumn 16area ariiAssanbry urea01&i Saw 20 11100 1150+15 01 184/E/ DeS Del 0+,751.4,55 D+751e,7SI.76735 DeOtt 11991 110+191+33 Vat& 611061 Mp 46 19A 1S 1144 9117 Feb 1.20+1991+25 la4 690 992 3.7/41 38 264 1761 5330 mf 4100 1760 3740 66 631 6536 3432 7972 718 374 291 4.7/5 144 4333 186 5330 ml 7200 240 620 8318 611 NU 5116 9650 960 276 357 A,716 144 411 160 5330 411 716 1380 6120 611 611 613 561E 650 164 2138 311 4.1/63 6 1640 1766 5330 ml 460 176 374 653E 5191 633 342 1970 7910 3745 8242 13J4 56 1143 1166 95990 bl 290E0 116E 1160 15045 78733 766 21633 113354 1133E 85550 3151 11/7 56 1740 116E 31910 bf 1906 11E6 14650 41419 33958 4419 72603 49340 464 21500 1651 3.1/4 870 161E 174E 9596 IA 4E95 17460 3E375 87370 1463 17378 660 02160 9160 80330 3136 C)J1 870 26140 174E 31940 bl 43507 1140 36975 53744 39758 5374 33933 5640 11061 162E 2150 29141 275 1250 5599 5393 mf 13750 350 116E 1446 9231 144E 10725 33580 USN 310 119 U15 430 133E0 999 533059 2260 9000 19125 11323 12731 22599 17550 16930 19999 .2770 16 69/6 450 13500 9000 5310 mf 11500 600 19125 11923 11731 11509 17550 1630 IR -2770 390 25/69 275 5503 5330 mf 13791 5500 116E 14486 9131 1444 10725 135E0 9510 360 379 4614 1461364 A7n1 71 517,1 176 09/71 153 53/1.1 49 Idd 41114r64d 21W 1440 516 3530 1590 336 1470 980 3603 144 160 3050 1490 360 8803 3520 749 746 3520 66 760 306 6503 6503 369 1850 2150 60 2063 263 USI 268 1163 116 664 5290 614 5967 4590 661 1911 1170 611 I955 9 6'54 rY Iq' 66 PI • 6'sp 4Y BF FTGS SIZED FOR 14 UPLIFT LOADS G55 Rectangular Footing Design ACI 318-11 Tukwila Fire Station 52 Column Loads & Soil P dl 8,4 k P II 10.5 k Psi 3.15 k P WINDIEOISHORT TERM k F allow, soil 2,5 ksf Footing and Column dims min. footing size 7,6 ft2 actual width 3.0 ft actual length 3.0 ft depth used, D 12,0 in Service Toad soil pressure 2.250 ksf Fallow, soil wl stress increase 2.5 ksf F service < F allow ? * yes OK *Fain, includes 113 increase with WindlEQ when present Concrete Design factored net soil pressure 3.73 ksf width of column 4 in length of column 4 in min depth for no shear steel 3.10 in depth used, D 12.0 in d (D-(cover to rebar + .5")) 8.5 in Check Two Way Shear ACI 11,11,2.1 Column type I as 40 Vu 29.50 kips bo 50 in fc 4000 psi Vc 91.39 kips 0,5 Vc > Vu ? yes OK no shear reinf. req'd rect ftg.xls Check One Way Shear max col face to edge 16 in critical section width 7.50 in Vu 6.99 k Vc 32.90 k 0.5(I)Vc>Vu? yes OK no shear reinf. req'd Reinforcing Steel fy 60 Mu 3.31 ft•klft As,req by analysis 0.10 in2 Ift Min St' (2001Fy) 0.34 in2Ift As, use (413 *As, req) 0.13 in` Ift includes ftg wt column type I = interior E = edge C = corner dim2 diml critical section 2-way column cdiml cdim2 d12 assumes d-a12 - 0.9d G56 Rectangular Footing Design ACI 318-11 Tukwila Fire Station 52 A2 Column Loads & Soil P dI 16.72 k P II 20.9 k Psi 6.27 k P WINDIEQISHORT TERM k F allow, soil 2.5 ksf Footing and Column dims min. footing size 15.0 ft2 actual width 4.5 ft actual length 4.5 ft depth used, D 15,0 in Service Toad soil pressure 2.045 ksf Fallow, soil wl stress increase 2.5 ksf F service < F allow ? " yes OK `Fab, includes 113 increase with WindlEQ when present Concrete Design factored net soil pressure 3.36 ksf width of column 4 in length of column 4 in min depth for no shear steel 4.46 in depth used, D 15.0 in d (D-(cover to rebar + ,5")) 11,5 in Cheok Two Way Shear ACI 11.11.2.1 Column type 1 ots 40 Vu 62.48 kips bo 62 in fc 4000 psi 0 Vc 153.32 kips 0.5 $ Vc > Vu ? yes OK no shear reinf, rect_ftg.xls eq'd Check One Way Shear max col face to edge 25 in critical section width 13.50 in Vu 17.02 Q Vc 66,77 k 0.5 0 Vc > Vu ? yes OK no shear reinf. req'd Reinforcing Steel fy 60 Mu 7.30 ft-klft As,req by analysis 0.16 in2 ift Min Sti (200IFy) 0.46 in2 /ft As, use (413 *As, req) 0,21 in` /ft includes ftg wt column type I = interior E = edge C = corner dim2 diml critical section 2-way column cdim1 cdim2 d12 assumes d-a12 - 0,9d G57 Rectangular Footing Design ACI 318.11 Tukwila Fire Station 52 B1,8 Column Loads & Soil P dl 43.2 k P II 50.76 k Psi 9,45 k P WINDIEQISHORT TERM k F allow, soil 2.5 ksf Footing and Column dims min, footing size 37.6 ft2 actual width 7.0 fk actual length 7.0 ft depth used, D 30.0 in Service load soil pressure 2.293, ksf Fallow, soil wl stress increase 2.5 ksf F service < F allow ? * yes OK "Few, includes 1/3 increase with Wind/EQ when present Concrete Design factored net soil pressure 3.47 ksf width of column 4 in length of column 4 in min depth for no shear steel 7.33 in depth used, D 30.0 in d (D-(cover to rebar + .5")) 26.5 in Cheok Two Way Shear ACI 11.11.2.1 Column type I as 40 Vu 147.78 kips bo 122 in fc 4000 psi Vc 695.21 kips OK 0.5 o Vc > Vu ? yes no shear rein rect_ftg.xls eq'd Check One Way Shear max col face to edge 40 in critical section width 13.50 in Vu 27.36 a Vc 239,33 0.5 a Vc > Vu ? yes OK no shear reinf. req'd Reinforcing Steel fy 60 Mu 19.30 ft-klft As,req by analysis 0.18 in2 Ift Min Stl (200IFy) 1.06 in2 /ft As, use (41As, req) 0.24 in` Ift includes ftg wl column type I = interior E=edge C = comer dim2 diml critical section 2-way column cdim2 cdiml d12 assumes d-al2 - 0.9d G58 Rectangular Footing Design ACI 318-11 Tukwila Fire Station 52 B1 Column Loads & Soil PdI 15.52k P II 17.49 k Psi, 4.2 k P WIND/EQISHORT TERM k F allow, soil 2,5 ksf Footing and Column dims min. footing size 13,2 ft2 actual width 4.0 ft actual length 4.0 ft depth used, D 15,0 in Service load soil pressure 2.251 ksf Fallow, soil wl stress increase 2.5 ksf F service < F allow ? * yes OK *Fallow includes 1/3 increase with WindIEQ when present Concrete Design factored net soil pressure 3.56 ksf width of column 4 in length of column 4 in min depth for no shear steel 4.11 in depth used, D 15.0 in d (D-(cover to rebar + .5")) 11.5 in Check Two Way Shear ACI 11.11,2.1 Column type 1 tyss 40 Vu 50.99 kips bo 62 in fc 4000 psi ill Vc 153.32 kips OK 0.5OVc>Vu? yes no she rect_ftg.xls r reinf. re 'd Check One Way Shear max col face to edge 22 in critical section width 10.50 in Vu 12.45 k Vc 59.35 k 0.5 Vc > Vu ? yes OK no shear reinf, req'd Reinforcing Steel fy 60 Mu 5.98 ft-loft As,req by analysis 0.13 in2 /ft Min Stl (2001Fy) 0.46 in2 /ft As, use (413 *As, req) 0,17 in` 1ft includes ftg wt column type I = interior E = edge C = corner dim2 diml critical section 2-way column cdiml cdim2 d/2 assumes d-a12 0.9d G59 Rectangular Footing Design ACI 318-11 Tukwila Fire Station 52 B31B3.1 Column Loads S Soil P dl 16.56 k P II 17.1 k Psi 6.21 k P WINDIEQISHORTTERM k F allow, soil 2.5 ksf Footing and Column dims min. footing size 13.6 ft2 actual width 4.0 ft actual length 4.0 ft depth used, D 15.0 in Service Toad soil pressure 2.315 ksf Fallow, soil wl stress increase 2.5 ksf F service < F allow ? *L yes OK *Fallow includes 113 increase with WindlEQ when present Concrete Design factored net soil pressure 3.80 ksf width of column 4 in length of column 4 in min depth for no shear steel 4.33 in depth used, D 15.0 in d (D-(cover to rebar + .5°)) 11.5 in Check Two Way Shear ACI 11.11.2.1 Column type I as 40 Vu 54.43 kips., bo 62in fc 4000 psi Vc 153.32 kips 0.5 o Vc > Vu ? yes OK no shear rein eq'd Check One Way Shear max col face to edge 22 in critical section width 10.50 in Vu 13.29 k 0 Vc 59.35 k 0.5 0 Vc > Vu ? yes OK no shear reinf, req'd Reinforcing Steel fy 60 Mu 6.38 ft-klft As,req by analysis 0.14in2 Ift Min Stl (2001Fy) 0.46 in2 Ift As, use (4/3 *As, req) 0.18 in' Ift includes ftg wt column type I = interior E = edge C = corner dim2 diml critical section 2-way column cdiml cdim2 dl2 assumes d-al2 - 0.9d rect ftg.xls G60 Rectangular Footing Design ACI 318-11 Tukwila Fire Station 52 C.211 Column Loads & Soil P dl 31.84 k P II 25.87 k _ Psi 11.94 k PWINDIEQISHORTTERM k F allow, soil 2.5 ksf Footing and Column dims min, footing size 24.1 ft2 actual width 5.5 ft actual length 5.5 ft depth used, D 18.0 in Service load soil pressure 2.215 ksf Feow, soil wl stress increase 2,5 ksf F service < F allow ? * yes OK *Fa„. includes 1/3 increase with Wind/EQ when present Concrete Design factored net soil pressure 3.53 ksf width of column 4 in length of column 4 in min depth for no shear steel 536 in depth used, D 18.0 in d (D-(cover to rebar + .5")) 14.5 in Check two Way Shear ACI 11.11.2.1 Column type I as 40 Vu 98.47 kips bo 74 in f c 4000 psi O Vc 230.73 kips OK 0,50Vc>Vu? yes no shear reinf, req'd rect_ftg.xls Check One Way Shear max col face to edge 31 in critical section width 16.50 in Vu 26.72 k 0 Vc 102.89 k 0.5 $ Vc > Vu ? yes OK no shear reinf, req'd Reinforcing Steel fy 60 Mu 11,79 ft-klft As,req by analysis 0.20 in2 /ft Min Stl (2001Fy) 0.58 in2 /ft As, use (4/3 *As, req) 0,27 in` Ift includes ftg wt column type I = interior E = edge C = comer dim2 diml critical section 2-way column cdiml cdim2 d/2 assumes d-a12 - 0.9d G61 Rectangular Footing Design ACI 318-11 Tukwila Fire Station 52 C.813.9 Column Loads & Soil P dl 19.12 k P II 19.04 k Psi 7.17 k P WINOIEOISHORT TERM k F allow, soil 2.5 ksf Footing and Column dims min. footing size 15,5 fi2 actual width 4.5 ft actual length 4.5 ft depth used, D 15.0 in Service Toad soil pressure 2.102 ksf Fallow, soil wi stress increase 2.5 ksf F service < F allow ? * yes OK *F„ includes 113 increase with WindIEQ when present Concrete Design factored net soil pressure 3.43 ksf width of column 4 in length of column 4 in min depth for no shear steel 4.53 in depth used, D 15.0 in d (D-(cover to rebar + .511)) 11.5 in Check Two Way Shear ACI 11.11.2.1 Column type I as 40 Vu 63.72 kips bo 62 in fc 4000 psi 0 Vc 153.32 kips 0.5OVc>Vu? yes OK no shear reinf. rect ftg,xls eq'd Check One Way Shear max col face to edge 25 in critical section width 13.50 in Vu 17.36 k 0 Vc 66.77 k 0.5 0 Vc > Vu ? yes OK no shear reinf. req'd Reinforcing Steel fy 60 Mu 7.44 ft-klft As,req by analysis 0.16 in21ft Min StI (2001Fy) 0.46 in21ft As, use (4/3 *As, req) 021 in` /ft includes ftg wt column type I = interior E = edge C = corner dim2 diml critical section 2-way column cdiml cdim2 d12 assumes d-a12 - 0.9d G62 Rectangular Footing Design ACI 318-11 Tukwila Fire Station 52 C2,9 Column Loads & Soil P dl 34,64 k P II 33.96 k Psi, 12,99 k P WINDIEQISHQRT TERM k F allow, soil 2.5 ksf Footing and Column dims min, footing size 27,9 ft2 actual width 5.8 ft actual length 5,8 ft depth used, D 24,0 in Service Toad soil pressure 2,413 ksf Fa„ow, soil wl stress increase 2.5 ksf F service < F allow ? * yes OK "F!oW includes 1/3 increase with Wind/EQ when present Concrete Design _ factored net soil pressure 3.89 ksf width of column 4 in .. length of column 4 in min depth for no shear steel 6.53 in depth used, D 24.0 in d (D-(cover to rebar + .5°)) 20.5 in Check Two Way Shear ACI 11,112,1 Column type I ocs 40 Vu 112,38 kips bo 98 in fc 4000 psi O Vc 432,01 kips 0,5 o Vc > Vu ? yes OK no shear reinf. req'd Check One Way Shear max col face to edge 32.5 in critical section width 12.00 in Vu 22.36 k 0 Vc 152.08 k 0,5 0 Vc > Vu ? yes OK no shear reinf. req'd Reinforcing Steel fy 60. Mu 14.26 ft-klft As,req by analysis 0.17 in21ft Min Stl (2001Fy) 0.82 0 23-in` in2 Ift /ft . As, use (413 *As, req) includes ftg wt column type I = interior E = edge C = corner dim2 diml critical section 2-way column cdiml cdim2 dl2 assumes d-a12 - 0.9d rect_ftg.xls G63 Rectangular Footing Design ACI 318.11 Tukwila Fire Station 52 C31C3.9 Column Loads & Soil Pdl 16k P II 14,61 k Psi 6 k P WINDIEQISHORT TERM k F allow, soil 2,5 ksf Footlnj and Column dims min. footing size 12.6 ft2 actual width 4.0 fl actual length 4,0 ft depth u ed, D 15.0 in Service load soil pressure 2.154 ksf Fallow, Solwl stress increase 2,5 ksf F service < F allow ? *1 yes OK Taw, includes 113 increase with Wind1EQ when present Concrete Design factored net soil pressure 3.49 ksf width of column 4 in length of column 4 in min depth for no shear steel 4,04 in depth us d, D 15.0 in d (D-(cover to rebar + .5")) 11.5 in Check Two Way Shear ACI 11.11.2.1 Column type I tYs 40 Vu 49,96 kips in 62 4000 psi O Vc 153.32 kips 0,5 O Vc > Vu ? yes OK no shear reinf. req'd rect_ftg.xls Check One Way Shear max col face to edge 22 in critic,alsection width 10.50 in Vu 12.20k 0 Vc 59,35 k 0,5 OVc > Vu ? yes OK no shear einf. req'd Reinforcing Steel fy 60, Mu 5.86 Mt As,req by analysis 0.13, in2 Ift Min St1(200/Fy) 0.46 in2 Ift As, use (413 *As, req) 0,17 in' /ft includes ftg wt column type I = interior E = edge C = corner dim2 dim1 critical section 2-way column cdim1 cdim2 assumes cl-al2 - 0.9d G64 Rectangular Footing Design ACI 318-11 Tukwila Fire Station 52 DI2,9 Column Loads & Soil P dl 64.96 k P II 65,76 k Psi 24,36 k P WINDIEOISHORTTERM k F allow, soil 2.5 ksf Footing and Column dims min, footing size 53,0 ft2 actual width 7,8 ft actual length 7.8 ft depth used, D 30,0 in Service Toad soil pressure 2,582 ksf Fallow, soil wl stress increase 2.5 ksf Fservice<Fallow?* no NG *Fa;,oW includes 113 increase with WindlEQ when present Concrete Design factored net soil pressure 4.15 ksf width of column 4 in length of column 4 in min depth for no shear steel 9.40 in depth used, D 30.0 in d (D-(cover to rebar + ,5")) 26.5 in Check Two Way Shear ACI 11.11.2.1 Column type 1 as 40 Vu 222.37 kips bo 122 in fc 4000 psi Vc 695.21 kips OK 0.5 1)Vc > Vu ? yes no shear reinf. req'd Check One Way Shear max col face to edge 44.5 in critical section width 18.00 in Vu 48.23 k Vc 264.98 k 0.5 Vc > Vu ? yes OK no shear reinf. req'd Reinforcing Steel fy 60 Mu 28.52 ft-klft As,req by analysis 0.27 in2 Ift Min St (200IFy) 1,06 in2lft As, use (413 *As, req) 0.35 in` /ft includes fig wt column type I = interior E = edge C = corner dim2 diml critical section 2-way column cdiml dl2 cdim2 assumes d-a/2 0.9d rect ftg,xls G65 Rectangular Footing Design ACI 318-11 Tukwila Fire Station 52 E13.9 Column Loads & Soil P dI 19.12 k P II 23.9 k Psi 7.17 k P WINDIEOISHORT TERM k F allow, soil 2.5 ksf Footing and Column dims min. footing size 17.2 ft2 actual width 4.5 ft actual length 4,5 ft depth used, D 15.0 in Service load soil pressure 2.312 ksf Fallow' soil wl stress increase 2.5 ksf F service < F allow ? * yes OK 'Fa„o„, includes 113 increase with WindIEQ when present Concrete Design factored net soil pressure 3,81 ksf width of column 4 in length of column 4 in min depth for no shear steel 4.94 in depth used, D 15.0 in d (D-(cover to rebar + ,5")) 11.5 in Check Two Way Shear ACI 11.11.2,1 Column type 40 Vu 70.85 kips bo 62 in fc 4000 psi o Vc 153.32 kips 0.5oVc>Vu? yes OK no shear rein eq'd Check One Way Shear max col face to edge 25 in critical section width 13.50 in Vu 19.30 k Vc 66.77 k 0.5 0 Vc > Vu ? yes OK no shea ein req'd Reinforcing Steel fy 60_ Mu 8.27 ft-klft As,req by analysis 0.18. in2 Ift Min Stl (2001Fy) 0.46 in2 Ift As, use (41As, req) 0,24 in` Ift includes ftg wt column type I = interior E = edge C = corner dim2 diml critical section 2-way column cdiml cdim2 dl2 assumes d-a12.0.9d rect ftg.xls G66 Rectangular Footing Design ACI 318-11 Tukwila Fire Station 52 E15.5 MF col Column Loads & Soil Pdl 9 k P II O k Psi 13,5 k P WINDIEQISHORTTERM 5.33 k F allow, soil 2.5 ksf Footing and Column dims min. footing size 9,0 ft2 actual width 4.0 ft actual length 4,0 ft depth used, D 24.0 in Service Toad soil pressure 1,706 ksf Fallow, soil wl stress increase 3.325 ksf F service < F allow ? * yes OK *Fe1bw includes 1/3 increase with Wind/EQ when present Concrete Design factored net soil pressure 2.72 ksf width of column 4 in length of column 4 in min depth for no shear steel 3.29 in depth used, D 24,0 in d (D-(cover to rebar + .5")) 20.5 in Check Two Way Shear ACI 11.11.2,1 Column type I as 40 Vu 32.16 kips bo 98 in f'c 4000 psi Vc 432.01 kips 0.5oVc>Vu? yes OK no shear reinf. req'd Check One Way Shear max col face to edge 22 in critical section width 1.50 in Vu 1.36 k 0 Vc 105.80 k 0.5pVc>Vu? yes — OK no shear reinf. req'd Reinforcing Steel fy 60 Mu 4.57 ft-klft As,req by analysis 0,06 in2 1ft Min Sti (2001Fy) 0.82 in2 Ift As, use (4/3 *As, req) 0,07 in` PI includes ftg wt column type I = interior E = edge C = corner dim2 diml critical section 2-way column 1`-f d12 cdim2 cdim1 assumes d-a12 - 0.9d rect_ftg,xls G67 Rectangular Footing Design ACI 318-11 Tukwila Fire Station 52 F13.9 Column Loads & Soil P dl 10.64 k P II 13.3 k Psi 3.99 k P WINDIEQISHORT TERM k F allow, soil 2.5 ksf Footing and Column dims min. footing size 9.6 ft� actual width 3.5 ft actual length 3.5 ft depth used, D 12.0 in Service load soil pressure 2.104 ksf Fallow, soil wl stress increase 2.5 ksf F service < F allow ? " yes OK 'F,0W includes 113 increase with WindlEQ when present Concrete Design factored net soil pressure 3.48 ksf width of column 4 in length of column 4 in min depth for no shear steel 3,49 in depth used, D 12.0 in d (D-(cover to rebar + ,5")) 8.5 in Check Two Way Shear A 111.11.2,1 Column type I as 40 Vu 38.86 kips in bo 50 fc 4000 psi o Vc 91.39 kips _ 0,5oVc>Vu? yes OK no shear reinf eq'd Check One Way Shear max col face to edge 19 in critical section width 10.50 in Vu 10.66 k O Vc 38.38 k 0.5OVc>Vu? yes OK no shear reinf. req'd Reinforcing Steel fy 60 Mu 4.36 ft-klft As,req by analysis 0.13 in2 /ft Min Stl (2001Fy) 0.34 in21ft As, use (413 *As, req) 0.17 in` Ift includes ftg wt column tyke I = interior E = edge C = corner dim2 diml critical section 2-way column cdiml cdim2 dig assumes d-al2 - 0.9d rect_ftg.xls G68 Tukwila Fire Station 52 Lateral Design Calculations P _4(4-441i 7 se---t.r la a° P 0.4 e? 414 r 2c2bp- A-4?- &Is 72- -re ? Fc.-0 p 1,,e4.6 r ( 7z ff a 3 p5-#)= (I 04 14 r 6 EA s-r 5 8 ' 5 70 S' k, /s rd) ex-'s r ' r 'fP!eJttdD Co wT N t-I o 04.2 e--? 6 r /2.o (--4 • ?S' (51.) 1.> 8 fv9 /or = /33 7,0 1,6 ,7s s-u ps NI A- PP At ce .4- cc u I L.-0, G 64 4- 4-Off r e- T P-i k LA- ptz-0 5 0 5. I oc- p- 1,AJCL.t- ' c:711'= IcA-4 Men,/ cip 7o' t i) T = to -co e_p, /2- e AP -A- efiJ )c-rt^.1%-f R- cro0ork-t- icti‘ tr-c- 44--can,Th 7 0.4 Fsx A" 0 n_n+- r F r,./i • a —cm' A_o D cc( ( c Nt. 0 71 0 "../ 6, ) 1ven6(-f-r N. Pox 4/ ^1 /-1,3az• •-/ Ap P A -7 1?-0 u tAJ N f2-oo F h- exak t-t.ct4-:( 5.171),5 o 5-47 1) •-• r ^r“rfr, it.,(90 Te-v t'S sc pJ /./01-' co CC-1r ro rt-r, g2-90 F if 2,0 714 ed-A t- f WE'LL, ce? (3 ( Ct,g- - 0ItLL I 2- 0 r 0 icv? STRUCTURAL ENGINEERING F5 PROJECT DATE 007..4 2-Ot‹S Of PROJ. # 1/16'1 DESIGN Li ssfengineers.com SHEET 5 4,..0-1 1,4) fao o F N e L.t. LA) tv 710 re_coc CA:1%1 V) a-1 6 6 L.4%,-el) w t-t. c cc-f p s-ry 7 6,7C1 5-or) teet. FS k CM- C. S nen tos sk LA. 7' (p."S •)(ro f L-4 7Fiv) e A 0-4-711 S 5 A y S4 v 4L.-L.- op 1,ti__ 6 A?.72) 12-4) of• to A -a /1/41-S D /11-e--e-rf 0 4 5 Per-f A. L sTee-t AI 0 Al. 7)/ Aez-r-,,,, ...I 5 P-e•-• -(A• o m cJ -r-YL c STRUCTURAL ENGINEERING -Fr 5 cz--- PROJECT DAT6624 7.ot 0 / PROJ. # D 1.01‘ DESIGN L2 Cs1 CN () •Zi Dci o N 0 0 N (7,-4 CO co cn < 1 = o 0 0 1E 2 co 0 SHEET STRUCTURAL ENGINEERING TF 5 - PROJECT PROJECT DATE 002-( 2-°'0/ PROJ. 1) •V PVT DESIGN L3 SHEET (NI 0 •- •O' ,T CO r"! tb 0 CNN 0 0 E CO a) 01 > co 0 a, L., V) IT cci 0 0 .a) 3 5 v, -o 2 fengineers.com SWENSON SAY FAG f3%.11, (A) 04 (r 561 5. We; f El 3 (5e67 cA-Lo.$)., 0 ( a-) 4- I a cf. 1-r- ( A 4, • 59 (45 0( I- -0" " u p 2-84 " r of us) IN orLA-5- zcr-o r3 (-cc, 04') Cc.41006- . 7 n1 fa -nq vilsor z•!Al n re- ,v6,- r te,s * 6-c-4 ey iiCr- 5o c•n-f- Gvir Ar.-r- 4-o s.,a.. so p s f / 4 p 4-- IN -cc & 44 r TP- (too& 7,4,3 1.4n Grt-r 'Nu& /0 Pcooft , pprtz zc' (7, Go -?, (7,a0(voi z pi) co f o 1 61,54 151L..,k/srio 6i,S .c3) 5- 0 . & c-4 e-e-b If Y, C' (7. (1.) (to) /4,,C oPe--d 72-r. q C-0 76 ' 5 /2.4 e. k-(57%-,a0 76, ( ic'123)-0 '43 Y /7,c 84 /5..11...0 1'96 t-sit 1-ff A a- t c c`pdo r /s 0 745 )1° 40%C (11.1g)10 4, TF PROJECT DATE 01-11„0/ 5 of 6( 7 STRUCTURAL ENGINEERING DESIGN PROJ. pv0-) _L4 ▪ 0 rs; eo • " • (e) O Le, N N O 0 rN c73 < < 11P6 z E 43 8 ci 52 0 In 12 • p aj ngineers.com z 0 401 SHEET 6 ec we-2 a bir C4) r p P o C-12 c C1^— sr-0 ro ' G. LA- 3 7,63 ) 'Lc) 2Lt - 7,5(7,63) / So, ( 11,3?) 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DESIGN L6 L6 SHEET tt co O 41 N N O 0 Fr2s7-40 cr) ..st S 6 E "rc • u • ,L0 ci 6 P 0 ar '5 .5 UV) a; > a 3 -c) • o 1- •zr (-4 ell -40 ssfengineers.com SWENSON SAY FAGET Google Earth - New Placemark Name: TFS 52 Longitude: 1221514,63V 1, 0(9 Description Style, Cobr View Attude Add kik— Add web kroge...1 Add local image...1 Si-r IAS? ,Sit1 ; Cancel ASCE 7-10 Seismic Analysis Equivalent Lateral Force Procedure Project: Tukwila Fire Station 52 N-S ground motion App bay Risk Category IV .. Site Class S 1.459 0.544 h 26.75ft R 8.00 IE 1.5 T 0.24 (sec) (sec) • To 0.10 0.48 k 1.000 Fa 1.00 Fv 1.30 SMS 1.46 Sim 0.71 Sps 0.973 SDI 0.471 Cs 0.182 0.376 0.010 Cs, design 0.182 Bldg. Weight 162.5k V CsW 29.6k I, II, or 111, or IV per Table1.5-1 per soils report (D assumed, without soils report) 2% in 50 yr, Latitude & Longitude lookup 2% in 50 yr, Latitude & Longitude lookup SMRF Table 11.5-1 Eq. 12.8-7 Table 11.4-1 Table 11.4-2 Eq. 11.4-1 Eq. 11.4-2 Eq. 11.4-3 Eq. 11.4-4 Eq. 12.8-2 Eq. 12.8-3 need not exceed, T Eq. 12.8-5 or 12.8-6 minimum q. 12.8-1, Strength Level Base Shear not including p 7=ChxEq. 12.13-7 Sms = FaSs SM, = Fv Sit 2 3 2 Cs=fin Six Cs T(1.) Eq. 11.4-1 Eq. 11.4-2 Eq. 11.4-3 Eq. 11.4-4 Eq. 12.8-2 Eq. 12.8-3 = 0.01 Eq. 12.8-5 0.5Si R Eq. 12.8-6 Vertical Distribution (Strength I 1.3 Level Forces) ASCE 7-10 12.3.4.2 Story Diaphragm Shear w/ p Force w/o p Wx hx' (ft) Wxhxk Cvx Fx (k) EV (k) Fpx (k) p Level hx (ft) Roof 26.75 162.5 26.8 4347.9 1.000 38.5 38.5 29.6 162.5 4347.9 38.5 1/25/2019 Eq. 12.8-12 Eq. 12.10-1 L8 Art oArus 5 Al rp_A-mc veyi yr,/ c4- 5 ptise-cn 0 teo0 F Lo 3g. p c Co "4- 1,r, 5., e---Aen 5er 0 c l#,d1q35 66174rvk loU‘X-7 I 1g De. SIG,/ A-S PcFCr 1•1, A-16-f-) 1- C 12- IA 5 E riz-c Fr ,-; fr., t-(4-1> -FL 0-3 ti-)0 F • 1,%-d) Ce.c, p-4 IN 12? 6 5. /3.---e4 tit - 1,-) I 5 -7( Co '" ^-1 p 5 cfs - It 9 7 14-44 Co r-t fr foA 14 jjo > (, o lit(Crt D cri LC rut el-1 8 C112- 18 r L 4J 6 6-5 c) ut_ g 13 RA-c,:-- 0-40 F GC (,1/4disx 63-; 7,01 5D44 `1 MA>. CF1045 (PA -cc, a r-4_,,v,pc -4 ce (;-A- BA 7 , 0 2 I id-- . 02- PAr C (o) /2); ; Pr , o k 10)(1.0 = t? 14' 45 TP-E-q6- 17,1 0 STRUCTURAL ENGINEERING -r-r5 PROJECT Zo I DATE 602 I 24)/ 2, PROJ. # NrI)ViVt DESIG (-4 T-ti .4r CO C-N tS3, 0 in • N 0 0 ; gn) • < • u CS 0- O 0 rd N 01 0 in 5 L9 SHEET 01,1 0. . H tt- T 8TM ►-+ M TLX8TM -8.59 K K -8.59 K -8.59 K -8.59 K -8.59 K f711.13 K 4,- -8.59 K SWENSON SAY FAGET Dan Morrow CAUsers\dv_mo\DesktorAWorkllFS\Station 52\design worlc\app bay ns.vap Sunday, June 9, 2019 7:18 PM Member ©isplaceme Member Dy Min Dy Max in in BmX001 -0.0624 (4) 0.0047 (2) COL001 0.0258 (3) 0A995 (2) COL.002 -0.0010 (3) 0.4937 (2) Node Reactions DzMtn I DzMax in in 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) Node 1 1 3 D E+X E+X D Node Results Result Case FX FY MZ K K K-ft 1.0622 15.4929 -9.5016 -4.3882-4.9833 66.5426 -5.3057 1.7999 74.4053 0.2023 36.7469 -1.8778 Node I Resutt Case DX DYin n FX I FY I Z 1 ft D 0.0000 0.0000 1.0622 15.4929 -9.5016 1 E+X 0.0000 0.0000-4.3882 -4.9833 66.5426 2 E+X 0.0000 0.0000 -5.3057 1.7999 74A053 3 D 0.0000 0.0000 0.2023 36.7469-1.8778 5 E+X 0.4995 0.0026 0.0000 0.0000 0.0000 7 D -0.0013 -0.0190 0.0000 0.0000 0.0000 8 D -0.0018 -0.0084 0.0000 0.0000 0.0000 Member Forces, Detailed Member Result Case BmX001 .6D+.6W BmX001 .6D+.6W BmX001 .6D+.6W BmX001 .6D+.6W BmX001 .6D+.6W BmX001 .6D+.6W BmX001 .6D+.6W BmX001 .6D+.6W BmX001 .6D+.6W BmX001 .6D+.6W set I K K I K I Torsion I KMY -ft I K-ft 0.0000 -0.6373 8.1525 0.0000 0.0000 0.0000 -11.3471 2.0000 -0.6373 2.8700 0.0000 0.0000 0.0000 2.2524 4.0000 -0.6373 2.7415 0.0000 0.0000 0.0000 7.8639 6.0000 -0.6373 2.6130 0.0000 0.0000 0.0000 13.2184 8.0000 -0.6373 2.4845 0.0000 0.0000 0.0000 18.3159 10.0000 -0.6373 -4.3220 0.0000 0.0000 0.0000 16.4783 12.0000 -0.6373 -4.4505 0.0000 0.0000, 0.0000 7.7057 14.0000 -0.6373 -4.5791 0.0000 0.0000 0.0000-13239 16.0000 -0.6373 -4.7076 0.0000 0.0000 0.0000 -10.6105 18.0000 -0.6373 -9.9901 0.0000 0.0000 0.0000 -27.8851 VisuaLAnaiysis 18.00.0008, With Design www.iesweb.c©m L11 133HS 39Vd AVS NOSN]MS woysiaaui5uajss 0 co rs) 1.,.) N) 4, CO • > "c5 P o o o w 3 F, ri) > co (0 co co ▪ N, 0 O 0 1,4 • 0 pJa iv .4 co -A G3 40 CD Zfl NOISW 11,1 A 0 /pe erZ / 7_0(-,r;c1 31VC3 4 i ce217— iD a road —45 S.)1. j ONR133NION7 ivarmontus A VW.C2 7 „ 5 ' Agg'0 (5.1 ) AZ't 2-zi.-v-7 -15 121 ,, A '2 x1 0 / I r teil vv o-7.1 CL9-1 r4irtea'Q 1 e91 a" c3 re ;31`14rt -0 7-.3'd I 0 JO, r_Jr) -21.1.5-if-tR sr, 1.4,0-2J /-4 1-01 0? t)213/4‘1,* lt = ry 0 a .;)-7 )4-2 4j- Lo (2 A II '7' 1°)ll'If" .)-VV 9 -10 -AG /.'h1vd-24" .219ry c-.4.9cpv 0-1 rv_c"i-7-7-41 • -2 5.-r6-11,_L gA .9 vi-V.:Xrj r'9153(1 "h/;d wQvj STRUCTURAL ENGINEERING T F S 5-7-- PROJECT DATE poZi ? G 15 0' PRO.#P� DESIGN SHEET 1 13 SWENSON "BASEPLT9.xls" Program Version 3.3 STEEL COLUMN BASE PLATE ANALYSIS Per AISC 14th Edition Manual (ASD) and "Design of Welded Structures" (0. Blodgett) For Axial Load with or without Moment Job Name: TFS 52 Subject: MF Column baseptate Job Number Originator dvm Ch Input Data: Column Size: Select Column Loadinas: Axial Load, P(tota0 - Axial Load, P(DL) = Shear Load, V(total) = Moment © Base, M = Design Parameters: Base Plate Length, N = Base Plate Width, B = Plate Yield Stress, Fy = Concrete Strength, f 'c = Bearing Area, A2 =4 Shear Coef., C = Coef. of Friction, µ = Anchor Bolt/Rod Data: Total No. of Bolts, Nb = Bolt Diameter, db = Anchor Bolt Material = Bolt Edge Dist., ED.1 = Bolt Edge Dist., ED2 = Results: W18x71 5.30 0.00 5.0 74.16 25.000 12.000 50.00 4.000 115100- 1.85 0.70 6 1.000 F1554 (55) 1.500 1.500 kips kips kips ft.-kips In. in. ksl ksl. in."2 in. in. in. Column Pip A = 20. 0 in."2 d .7; 18.500 in. tw = 0.495 In. bf = 7.640 in. tf = 0.810 Jn. B=12 Eccentricity. Bearing Lengtkand Bearing Pressures: Eccentricity, e = Length, Xc = Fp = fp(max) = frxmin) = 167.909 6.814 2.743 0.958 0.000 in. In, ksi ksi ksl 1=4 .0 • ,,....,..,be'..:i. ED2=1.5 n:' '•,'...s.i ^ O. 'N N;,.. s` Nii :$ ,N‘.• •, •,I 4. n: M=3.71 O. "d m=3.71 4 N=25 ( ) Fp >= fp(max), O.K. Anchor Bo Rod Tension and Shear" Ft= 24.80 ksi Ta -_, 1 4.4if Ic/bolt Tb= 14.82 lubolt Ta >= TO, O.K. Fv = ksi Va = kiboft V(bolts) = V(lotal)-1/2VP(DI) Vb = Molt Va >= Vb, O.K. (Interaction) S.R. = j Tb/Ta+(C*Vb)Na S.R. <= 1.0, O.K. Base Plate Ickness: tp(req'd) = 2 1.80 10.05 5.04 0.84 0.916 1.189 in. tp(min) = Plan N=25 Elevation 0.928 2.94 80*bf 2.94 Suggested plate thickness for rigidity. in. tp(min) >= max. of m/4 or n/4 1 of 1 7/10/2019 9:56 AM L14 Your Company Name Project: TFS 52 Engineer: Descri : TFS52 MF Page # 7/10/2019 ASDIP Steel 4.3. BASE PLATE ANCHORAGE DESIGN www.asdipsoft.com GEOMETRY Column Width Column .......... 7.6 18.5 in 8 Length MATERIALS Plate Steel Strength Fy 50.0 ksi Pier Concrete Strength £c ..... Plate 12.0 25.0 in OK FACTORED LOADS(LRFD 4.0 ksi Concrete Wp1 12.0 Lp1 36.0 in OK Vertical Load P 5.3 kip Support Wp2 12.0 Lp2 36.0 in OK Bending Moment M 74.2 k-ft Rod Offset 4.0 11.0 in OK Horizontal Load V 5.0 kip Thickness of Grout 1.0 in Design Eccentricity e 168.0 in Design Eccentricity Is > U2 SEISMIC PROVISIONS Design spectral acceleration Sds = 0.97 Overstrength seismic factor Do = 3.00 Yielding base plate / Non -yielding anchorage Percentage due to seismic = 90.0 c'k 20 % , Apply seismic provisions AXIALLY LOADED PLATES ACI 17.2.3.4.2 (b) ACI 17.2.3.4.1 P=P*(1#%/100*(Do-1))= 5.3*(1 + 90.0 /100*(1.00 1)) = 5.3 kip Bearing stress 0 = P/(W*L.)= 5.3 / (12.0* 25.0) = 0.0 ksi Bearing strength Fp = 0.85 * Pc A2 Al = 0.85*4.0* = 5.8 ksi ACI 22.8,3.2 Under -strength factor = 0.65 Bearing strength ratio =7- 0.65* 5.8 0.00 < 1.0 OK 0 FP Critical section m = 0.5 (L - 0.95 * d) = 0.5 (25.0 - 0.95 *18.5) = 3.7 in Critical section n = 0.5 (W - 0.80 * b) 2-• 0.5 * (12.0 - 0.80*7.6)= 2.9 In JX=1 4 * bf • Bearing rati.o •z•-[ r 0.00 = 0.00 td (18.5 + 7.6r A2 - 2 =(1# 1-X) 1 1-0.0 = 0.06 n•=0.25..,F7 = 0.25 418.5 .7.6 = 3.0 in Controlling section k = Max (m, n, An') Max (3.7, 2.9, 0.06* 3.0) = 3.7 in Plate moment M = • kz / 2 0.0* 3.72/ 2 = 0.1 k-in/in • 3.7 Plate thickness t (Ph2i •fp f y) = = 0.10 in ACI 21.2.1 AISC-DG#1 3.1.2 AISC-DG#1 3.1.2 AISC-DG#1 3.1.2 1 06 L15 Your Company Name Project TFS 52 Engineer. Descrip: TFS52 MF Page # 7/10/2019 ASDIPSteeI4.3.5 BASE PLATE / ANCHORAGE DESIGN www.asdipsoft.com BASE PLATES WITH MOMENT M=41*(/+ / **(0o- 1))=74.2*(1 .0/1 - 1)) = 74.2 kip - (31odpett Model Eccentricity e=M/P= 74.2 12 / 5.3 = 168.0 in > (L - Rod offset) / 3 = (25.0 - 11.0) / 3 = 4.7 in Factor kl =3*(e-L/2)= 3* (168.0 25.0 / 2) 466.5 Factor k2 .= 6 'n "Tension rods *Area /W * (Rod offset + k2= 8.0 '3'0.79 /12.0*(11.0 + 168.0) = 1695.5 Factor k3 = -k2 * (L /2 + Rod offset) 1695.5 (25.0 / 2 + 11.0) = -39845.0 Solving the polynomial Y3+ kl Y2+ k2 Y + k3 = 0 , Bearing length Y = 7.6 in Tension T.= -P / 2 - Y/3 - e)/ (L /2 - Y/3 + Rod offset)] T = -5.31(25.0 / 2 - 7.6 / 3 - 11.0) / (25.0 /2 - 7.6 / 3 + 11.0)) = 39.9 kip 2"(P+7) 2* (5.3 + 39.9) Max bearing stress fp _ - 7.6 *12.0 = 1.0 ksi Y' W Bearing at critical section fpl = (Y m) * Y = (7.6 - 3.7) * 1.0 / 7.6 = 0.5 ksi Moment due to bearing Mb = 0.5 * (1,1 * m2+ m2 "2/3 *(-ip1)] Mb = 0.5* [0.5 3.72 + 3.72 * 2 / 3* (1.0 - 0.5)] = 5.7 k-in/in Moment due to tension Mt = T * fm - a /2 - Rod offset)M2 * (m - a /2 - Rod offsetg Mt = 13.3* [3.7 - (25.0 / 2 - 11.0)] / [2* (3.7 - (25.0 / 2 - 11.0))) = 6.7 k-in/in Plate thickness (6)1" dem 18.0 emb. F1554-55 Rods Steel Colt", 4 Mc (Phi .fy) 4 .6. 7 0.9 .50 = 0.77 in 7.61i AISC-DG#1 3.1.2 57,9 kip 2 of 6 L16 Your Company Name Project: TFS 52 Page # Engineer: 7/10/2019 Descrip: TFS52 MF ASD1P Steel 4. . BASE PLATE / ANCHORAGE DESIGN www.asdipsoft.corn ANCHORAGE DESIGN Rod Material Specification F1554-55 , Use (6) Rods, tya = 55.0 ksi, futa = 75.0 ksi Anchor Rod Size .... 1" diamx 18.0 in emb. , Ase = 0.61 Ina , Abrg = 1.50 in2 Tension Analysis ACI 17.4.1.1 - Yielding base plate. Design anchorage for Do = 1.50 ACI 17.2.3.4.2 (b) Total tension force Nu = 57.9 kip , # of tension rods = 3 , Tension force per rod Nui = 19.3 kip - Steel strength of anchors In tension ACI 17.4.1.1 Steel strength Nsa Ase lute = 0.606 " 75.0 = 45.5 kip ACI Eq. (17.4.1.2) Under -strength factor $ = 0,75 ACI 17.3.3 19.3 Steel strength ratio = Nul 0 N0.75 • 45.5 0.57 < 1.0 OK ACI 17.3.1.1 sa - Concrete breakout strength of anchors in tension ACI 17.4.2.1 Anchor reinforcement: Use 2 bars 1/5 per rod Bar strength Mg = Atea " Bars per rod * Tension rods = 0.31 * 2 • 3 " 60 = 111.6 kip Under -strength factor $ = 0.75 ACI 17.4.2,9 Nu 57.9 Bar strength ratio = _ 0.75 " 111.6= 0.69 < 1.0 OK ACI 17.3.1.1 0 Nig Effective embedment hef = Ca,max / 1.5 =25.00 / 1.5 = 16.67 in ACI 17.4.2.3 Anchor group area Anc (Ca, + Cbi) (Ca: + Si # Cb2) Anc (25.0 + 25.0) * (8.0 + 8.0 + 25.0) = 1200.0 in2 ACI 17.4.2.1 Single anchor area Anco = 9 hef = 9 • (16.7)2r- 2500.0 in2 Eq. (17.4.2.1c) Single anchor strength Nb 24 s1P-E • hef = 24 00 .16.7' = 103.3 kip ACI Eq. (17.4.2.2b) Eccentricity factor iPec = 1.00 (No eccentric load) ACI 17.4.2.4 Ca,mIn 8.0 Edge effects factor Wed = 0.7 + 0.3- = 0.7 + 0.3 1.5 • 16.7 - 0.80 ACI 17.4.2.5 1.5 hef Cracking factor = 1.00 (Cracked concrete at service load level) ACI 17,4.2.8 Anc Breakout strength Ncbg - - ifiec Cued Wcn Nb Anco 1200.0 Ncbg = - 1.00' 0.80 • 1.00 " 103.3 = 39.5 kip 2500.0 Under -strength factor $ = 0.75 Breakout strength ratio = Nu 57.9 = 2.61 > 1.0 NG 0.75 "0 Ncbg 0.75 • 0.75 39.5 Bar strength ratio controls (0.69 < 2.61) 0.69 < 1.0 OK - Concrete pullout strength of anchors in tension Single anchor strength Np = 8 Abrg = 8* 1.50 • 4.0 = 48.0 kip Cracking factor 'Pp = 1.00 (Cracked concrete at service load level) Pullout strength Npn tPcp Np =1.00" 48.0 = 48.0 kip Under -strength factor = 0.75 Nu 19.3 Pullout strength ratio - - 0.71 < 1.0 OK 0.75 0 Npn 0.75 • 0.75 * 48.0 ACI Eq. (17.4.2.1b) AC117.3.3 ACI 17.3.1,1 ACI 17.4.2.9 ACI 17.4.3.1 ACI Eq. (17.4.3.4) ACI 17.4.3.6 ACI Eq. (17.4.3.1) ACI 17.3.3 ACI 17.3.1.1 3 of 6 L17 Your Company Name Project: TFS 52 Engineer: Descrip: TFS52 MF Page # 7/10/2019 ASDIP Steel 4.3.5 BASE PLATE / ANCHORAGE DESIGN wN.asdipsoft.com - Concrete side -face blowout strength of anchors in tension Side -face blowout Nsbg = N.A. (Embed < 2.5 Cal , 18.0 < 2.5 8.0 = 20.0) Tension Design Ratio = Nu = 0.71 < 1.0 OK Nn - Shear Analysis ACI 17.4.1.1 - Yielding base plate. Design anchorage for Oo = 1.50 ACI 17.2.3.5.3 (a) Shear resisted by Anchor Rods only (anchor rods are not welded to the base plate) Total shear force Vu = 7.3 kip , Shear per rod Vi = 2.4 kip , (only front rods are effective) - Steel strength of anchor rods in shear Steel strength Vsa = 0.6 * Ase * Ma 'grout factor = 0.6 • 0.61 * 75.0* 0.80 = 21.8 kip ACI 17.5.1.2 Under -strength factor 41 = 0.65 ACI 17.3.3 Vi 2.4 Steel strength ratio- 0 Vsa 0.65 *21.8 = 0.17 < 1.0 OK ACI 17.3.1.1 - Concrete breakout strength of anchors in shear ACI 17.4,2.1 Anchor reinforcement: Use hairpins #3 per rod Bar strength VI g = 2 Area * rods /2 • = 2 " 0.11* 6 / 2 • 60.0 = 39.6 kip Under -strength factor • = 0.75 ACI 17.5.2.9 Vu 7.3 Bar strength ratio = - 0.75* 39.6 0.24 < 1.0 OK ACI 17.3.1.1 0 Vrg Anchor group area Avc = (1.5 " car) * (Car + S, + Cb2) Ave = (1.5 * 12.00) * (8.00 + 8.00 + 8.00) = 432.0 ire ACI 17.5.2.1 Single anchor area Avco = 4.5 * Car2 = 4.5* (12.00)a = 648.0 in2 ACI Eq. (17.5.2.1c) le Single anchor strength Vb = 8 Vb 7 T •12.' - F • Ca 1' Vb = 23.7 kip Eccentricity factor Wec = 1.00 (No eccentric load) 8.00 Edge effects factor Wed = a 7+ 0Cal .3 - 0.7 + 0.3 = 0,83 1.5 Car 1.5 • 12.0 Cracking factor (Pcv = 1.20 (Cracked concrete at service load level) Thickness factor Whv = 1.0 Avc Breakout strength Vcbg - - Wec Wed (Pcv Whv Vb Avco 432.0 Vcbg = 1.00 * 0.83 * 1.20* 1.00 • 23.7 = 15.8 kip 648.0 Under -strength factor = 0.75 Vu 7.3 Breakout strength ratio = - - 0.61 < 1.0 OK Vcbg 0.75 • 15.8 Bar strength ratio controls (0.24 < 0.61) ACI 17.4.4.1 ACI 17.4.4.1 ACI 17.3.1.1 ACI Eq. (17.5.2.2a) ACI 17.5.2.5 ACI 17.5.2.6 ACI 17.5.2.7 ACI 17.5.2.8 ACI Eq. (17.5.2.1b) ACI 17.3.3 ACI 17.3.1.1 ACI 17.5.2.9 4 of 6 L18 Your Company Name Project: TFS 52 Page # Engineer: 7/10/2019 Descrip: TFS52 MF ASDIP Steel 4.3.5 BASE PLATE / ANCHORAGE DESIGN www.asdipsoft,corn - Concrete pryout strength of anchors in shear Pryout strength Vcpg = 2.0 * Ncbg -7 2.0 * 39.5 = 78.9 kip Under -strength factor $ = 0.75 Vu 7.3 Pryout strength ratio = = - 0.12 < 1.0 OK 0 VcP9 0.75 * 78.9 Vu Shear Design Ratio = - 0.24 < 1.0 OK 0 Vn - Tension -Shear Interaction Combined Stress Ratio = f(Tenslon Ratio) 1'67* (Shear Ratio) l'61 " Combined Stress Ratio = a0.71i1.67 + (0.24) 1'671 0.6= 0.78 < 1.0 OK Anchorage design is non -ductile DESIGN CODES Steel Design Base Plate Anchorage Load Combinations AISC 360-10 (14th Ed.) AISC Design Series # 1 ACI 318-14 Chapter 17 User -defined ACI 17.5.3.1 ACI 17.3.3 ACI 17.3.1.1 ACI 17.3.1.1 ACI R17.6 5 of 6 L19 Your Company Name Project: TFS 52 Engineer: Descriq: TFS52 MF Page # 7/10/2019 ASDIP Steel 4.3.5 BASE PLATE / ANCHORAGE DESIGN www.asdipsoft.com Co .6 Q ai co .0 t0 25.0in Area Anc 12000ii2 BAR SECTION 25.0 in 1 Tension Breakout -.ram J 1N Tr 3 g J tkiln- (-{2.'Ovc: ©.Yt (70 �<s, ©..3 <►�, L.(o if;) C7`4 4.- o, i .F y ,At.) 0 °l (4-0)(037i ) 1(0.88 le(:A 12.0 in 0 .6 0 co .G 0 os .6 O Awe Avc ■ 4320 n2 ELed SECTION Shear Breakout f=t�,fl G e 4v r, j 1 t 1• S 6of6 L20 5772-( P 077 /,-( 6 De-516"-) c- (c) ▪ 0-n i4t4 • 7Y.6 14, Zr- 6" 6:- F---0 (45‘ r-oon m A 4 5 riCd---q/ rst, /4- 7 -To (M0A-1. er.", r /VI 0 is4 7- 74' ( ) it,,‘ 06) 0.5(60400) P3,0.5" bz4 U5i= (") d= fy,s" 0 not 6.--vsd7- rvz.( t ?)" c_ Cl• C0 STRUCTURAL ENGINEERING T-FS PROJECT DATE 41e2.,/ 7,0r 6 DI PRO DESIGN L21 N .cr (P. Nt 03 r‘l on N N 00 ngineers.com NSON SAY FAGET SHEET ASCE 7-10 Seismic Analysis Equivalent Lateral Force Procedure Project: Tukwila Fire Station 52 N-S ground motion Risk Category IV Site Class 1.459 Si 0.544 26.75ft R 6.00 1.5 T 0.24 (sec) (sec) To 0.10 Ts 0.48 (sec) k 1.000 Fa 1.00 Fv 1.30 1.46 SMI 0.71 Sos 0.973 SDI 0.471 Cs 0.243 0.501 0.010 Cs, design 0.243 Idii. Weight 698.8 k V CsW 169.9 k Main Bldg I, II, or III, or IV per Table1.5-1 per soils report (D assumed, without soils report) 2% in 50 yr, Latitude & Longitude lookup 2% in 50 yr, Latitude & Longitude lookup SCBF Table 11.5-1 Eq. 12.8-7 Tabte 11.4-1 Table 11.4-2 Eq. 11.4-1 Eq. 11.4-2 q. 11.4-3 q. 11.4-4 q. 12.8-2 q. 12.8-3 need not exceed, T < TL q. 12.8-5 or 12.8-6 minimum q. 12.8-1, Strength Level Base Shear not including p Ss SDI T„ = ch„' Eq. 12.8-7 FaSs Eq. 11.4-1 = FvSi Eq. 11.4-2 2 S Eq. 11.4-3 3 Eq. 11.4-4 Eq. 12.8-2 Eq. 12.8-3 = 0.01 Eq. 12.8-5 0.5Si Eq. 12.8-6 Vertical Distribution (Strength I 1.3 hx (ft) Level Forces) fASCE 7-10 12.3.4.2 Story Diaphragm Shear w/ p Force w/o p Wx rue (ft) Wxhxk Cvx Fx (k) (k) Fpx (k) p Level Roof 26.75 177.8 26.8 4754.8 0.378 83.6 83.6 64.3 2nd Floor 15 521.1 15.0 7815.8 0.622 137.3 220.9 126.7 Z _ 698.8 12570.6 220.9 1/24/2019 Eq. 12.8-12 L22 ASCE 7-10 Seismic Analysis Equivalent Lateral Force Procedure Project: Tukwila Fire Station 52 E-W ground motioMain Bldg + App roof Risk Category IV Site Class • S 1.459 S1 0.544 h 26.75 ft R 6.00 IE 1.5 T 0.24 (sec) To 0.10 (sec) 0.48 (sec) k 1.000 Fa 1.00 Fv 1.30 SMS 1.46 1 0.71 Sps 0.97 SD1 0.47 Cs 0.243 0.501 0.010 Cs, design 0.243 Bldg. Weight 833.1 k V = CsW 202.6 k I, II, or III, or IV per Table1.5-1 per soils report (D assumed, without soils report) 2% in 50 yr, Latitude & Longitude lookup 2% in 50 yr, Latitude & Longitude lookup SCBF Table 11.5-1 Eq. 12.8-7 Table 11.4-1 Table 11.4-2 Eq. 11.4-1 Eq. 11.4-2 Eq. 11.4-3 Eq. 11.4-4 q. 12.8-2 q. 12.8-3 need not exceed, T < T1. q. 12.8-5 or 12.8-6 minimum q. 12.8-1, Strength Level Base Shear not including p T=C,h„ Eq. 12.8-7 = F Ss FvSt S Ds 2 S 3 c 2 c sam. = 3 = SDI Eq. 11.4-1 Eq. 11.4-2 Eq. 11.4-3 Eq. 11.4-4 Eq. 12.8-2 Eq. 12.8-3 = 0.01 Eq. 12.8-5 0.5Si Eq. 12.8-6 Vertical Distribution (Strength I 1.3 Level Forces) ASCE 7-10 12.3.4.2 Story Diaphragm Shear w/ p Force w/o p Wx rue (ft) Wxhxk Cvx Fx (k) EV (k) Fpx (k) p Level hx (ft) Roof 26.75 318.1 26.8 8509.2 0.524, 138.0 138.0 106.2 2nd Floor 15 515.0 15.0 7724.4 0.476 125.3 263.3 125.2 E 833.1 16233.6 263.3 1/25/2019 Eq. 12.10-1 L23 Tukwila FS 52 Braced Frame Design procedure (Rigid Diaphragm area only) • Determine Building direct seismic force for both the flexible diaphragm forces at roof level and for 2' floor level rigid diaphragm. • Using braced frame geometry, model frames with 1 kip load to determine frame relative stiffnesses. • Use rigid diaphragm spreadsheet to analyze building diaphragm for center of rigidity, center of mass and accidental torsion based on ASCE 7-10. Spreadsheet determines distribution of diaphragm force to each frame. • Run frames with frame software to determine frame deflection, brace forces and frame foundation uplift/compressive forces • Use custom braced frame analysis spreadsheet to verify frame members. Frame design based on expected strength in tension and compression. Braced frame connections are based on expected brace strengths. Intermediate braced frame beam design is based on expected brace strength + post -buckling brace strength per AISC Seismic Provisions F2.3 L24 ‘‘P SWENSON SAY FAGOT ® ssfengineers,com SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 I 0 206.443.6212 TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 I 0 253,284.9470 Tukwila Fire Station 52 Level 2 rigid diaphragm Braced Frame Relative Stiffness for lateral load distribution Level 2 stiffness relative Frame Orientation Bay Length Unit Deflection (1/A) stiffness Grid A N-S 20.33' 0.0058 172.41 0.480 Grid F N-S 21' 0.00535 186.92 0.520 sum 359.33 Grid 1 E-W 20' 0.00571 175.13 0.445 Grid 4 E-W 30' 0.00458 218.34 0.555 sum 393.47 L27 eg f 4411 Si �\ f 4 r 14 L28 REGIONS Area: Perimeter: Bounding box: X: Y: Centroid: X: Y: Moments of inertia: X: Y: Product of inertia: XY: Radii of gyration: X: Y: Principal moments (sq in I: ]: TFS-S202.mpr 721688.2971 sq in 4390.0710 in 2330.9309 -- 3437.8061 in -1724.7642 ---1028.2618 in 2882.2206 in -1379.5439 in 1.4038E+12 sq in sq in 6.0637E+12 sq in sq in 2.8674E+12 sq in sq in 1394.6895 in 2898.6353 in sq in) and X-Y directions about centroid: 30205604832.5153 along [0.9985 0.0554] 68599446037.7455 along [-0.0554 0.9985] Page 1 L29 Rigid Diaphragm & Torsion Analysis Project: Tukwila Fire Station 62 Floor: 2ndfloor diaphragm N4pure medan Center of Yae 4193 28,76 Wd Height 15.187 Adddddd Ta sMn 5%ddm Xdmenel 96.33 4,82 Ydm& 61.25 3,06 fl fl Diredkb* Form ; Toniond Mond 1; 137,3 67.40 .294.60 kips UNmde k'fl NSlydlr) Px kl1 PO/ (u*dir) Vey TaeiondHomud2= •1215.2156 N$ 4) Yer kfl E•W0Z.dIr) Vby •1135.56 C,04 (40.4G N0GioundMotion )ydr) E•WGround Motion (zdr) Ek6n6dPaperOes C dRpkNy RddkmRgdty R6N6ueTot ondRgi Red Foca TorsvnelForce Total Faroe Ned Fate Toreinui Force Tod Fon Mex Fr�66 y z kxp0 h4 thidnb66 WelType RaM0eS6f1ne<s y zRy Ry/E(Ry) Rx/F{Rx) dy Rd IA Fv Fry Fty1 F F1 Fv Ft( F11 F F1 Sh6a Sh66r M, CIF Rz 1 Ry k k k k k k k k k k Vu,k kft Frem614d1 0 20 0,768 8.000 C 175,130 0.0 0.0 0445 0,000 33,99 0,00 .5851.3 202309.4 013 0W -043 6,14 0,43 6.14 01,11 1,47 5,65 6258 66.76 56,76 334 Frau Grid 6116 30 0606 6, C 216,340 13373.3 0,0 0,656 1000 27.26 0,00 5952.3 162271,9 000 0.00 0.43 41,14 0.43 0,14 76,19 .1,47 .5.65 74.72 70,51 78.10 2.64 Fr6me1243A 0 20,33 0,748 0.000 C 172,410 0.0 0.0 0,000 0.460 0,00 11,11 •0839,5 432922,E -001 85,86 .0,83 6,82 65,25 74.79 0,00 2,13 1,20 2,13 8.20 74.79 3,66 Fite Grid F 96,33 21 2722 0,000 C 166,920 0,0 16005.0 0.210 0.520 0.00 4622 6639,5 399316.1 0,01 71,42 0.03 0,92 72.05 62,51 0.00 .2,13 420 0,13 0.20 7205 3,43 990470 0.59,390 13519,3 18026,2 1022 1,000 1.197E+081000E+W 131,30 269.80 Yrl Cent/of RpkMy 33,99 $0,11 fl fl Ea�6ki� Torsion Ao21l15%) Tod 1 Toll2 M21 .121 3.0E •215 el 4.16 4.62 0.64 -9,00 L30 Rigid Diaphragm & Torsion Analysls ProIset Tukwila Fire Station 52 Floor 2nd floor diaphragm E499and melon Cooler dMaee: Yrm 49A3 Yon AaadakelTaalm 5%ddm Xdleunelan 9633 412 YdkMnubo 6125 3,00 0 Died Seismic Foca. TaekulMaaed 1= Tankful Mared2; 18.1dj 20085 •112725 .103631 14Grand Mdaa(ydr) E•WGrordMotbn(x e) Brent Punta Wall R33140 Re00014141y R haTa al DBedForca Tm4aalFre TOUR* DlreOForca TadmelFond Tcial Fool M& Funk y x h0 8dduxne WIOType Rs140ve r88a93 yRq Ay RyIgRy) fdII) dy dx Rd RIIIRdr Fe Fry Ryl F F1 Fv Fa Rd F F1 Shur Shea In, CIF Rx 1 Ry h k k k k k k h k h W,6 From GO1 0 20 0.758 8.000 C 175,130 0,0 0,0 0,445 0,500' .33.99 0.50 0952,3 202309,4 080 0,00 4,40 5.61 .040 5.61 65,77 1.34 5,15 57,11 60.92 6042 3,05 FryeGrid 4 812E 30 0508 6.000 C 216,010 13373.3 0.0 0555 0,000 2728 0.00 5962,3 1E2271,9 080 0.50 0.40 4,61 0,40 4.61 0,53 434 5,15 88,19 6438 6613 232 Rune OrMA 0 2033 0,748 0,000 C 172,410 00 OA 0,000 0.480 0.00 50,11 5638.E 432922.5 41.01 60,12 41,58 6,14 59,64 8626 0.00 1.94 7A8 1.81 1.48 026 3.38 Fox OddF 80,0 21 0,722 UM C 10,920 0,0 10005,0 MO 0.520 0.00 46.22 88395 989316,1 001 65.18 0,5E 4,14 65,78 57,04 0.80 •1,94 •7A8 •151 449 0,76 313 1 1 1 1 1 1309,410( 358.330 133731 16025,01 1,0001 I. 1 I. L1,191E+re1oa90E+o01 1. I 1 1 L 126901 I 1 T 1 254.471 1 Ya 30,99 to 60.11 0 ECtaOddty Taman Aad1(5%) TdM 1 Tde12 Oh 521 3.D6 •215 4.27 e(x) 4,18 4,82 0,64 400 L31 y✓\h4,4 a c-p /Njs L- 4-CE) Z A44 c _ 'Zoo f Lu A a rt..-Co 12- 6- n 1, r SS, ? 1 r0 Atw f, M-Cc FV ME S ; 0.©a0(1_7')(12"/7 Wl A )1 1, R--c F 7 P ©, 5 ^ C %+CCk-- J4 'E5 r ot. st F� STRUCTURAL ENGINEERING '1 F S PROJECT DATE Coe 1 2d I . c) PROJ. # TA/ w. DESIGN SHEET 112 rv� CV C ID CD 'A' CA v ry �M O Nry 0 0 CO co 33 fi r 00 0, a) fengineers.com 2 0 Z a 0 (2o© F- Go � 3g � 6 9 k- •It occ RCS ,FP Gn4/ ( 9"�(7-4,75'� f- 7G,Z g(�AC 7) F. C '" MP GA1 Gryt P1,0011-- c.04-0 6 go' x 2�psf 9600 irb c Q, 2-Y3 33'7 L6 V P %--, f i / C :; fr /Z SSt' - '5 a , t•c'vc R 5 STRUCTURAL ENGINEERING TFs PROJECT DATE C`trc.{ 2,0 PROJ. W DESIGN SHEET �JM 13 ngineers.com (t) SWENSON SAY FAGET g4rr-(---7) "1- 5 r,OP-41- "IC -kr poo L-G AZ 93,4 oo (.-0,4e-D 7 t, 7 q Accir>6>YTAL. 12-5- r o Es A-re-0)P( qr,sk- fAecc'f()"1 UCTURAL ENGINEERING PROJECT DATE C1-2. I 2.0 5 6 / PROJ. # 1:v wi DESIGN SHEET I. '14 N g ai kb M Q Lfl ry ry O 0 (-4 CO co G a) ct 3 3 ej 6 • E o 41) Ci 6 • o < .52 :E 2 N rsi § af (1_-; ssfengineers‘com Node Results SWENSON SAY FAGET Dan Morrow C:\Users\dv_mo \Desktop \Work\TFS\Station 52 \design work \frame 1.vap Wednesday, July 31, 2019 9:40 PM (extreme rows only) Node Resutt Case DX in DY In DZ in FX K FY K FZ K MX K-ft MY K-ft MZ K-ft 1 1.4D+1.6H 0.0000 0.0000 - 0.0000 0.4297 2,9688 0.0000 0.0000 -0.0000 0.00-06 1 E+X 0.0000 0.0000 0.0000 -50.1800 -96.9522 0,0000 0.0000 0.0000 0.0000 2 1.2D+E+.5L+Lpa+.25 »+X 0.0000 0.0000 0.0000 -51.4883 99.4969 0.0000 0.0000 0.0000 ---1 0.0000 5 1.2D+E+.5L+Lpa+.25 »+X 0.4 0.0231 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 E+X °4022L 0.0245 0.0000 0.0000 0.0000 0,0000 0.0000 0.0000 1 0.0000 6 1.2D+E+.51+Lpa+.2 »+X 0. -0.0241 0.0000 0.0000 0.0000 0.0000 0.0000 0,0000 0.0000 6 1.4D+1.6H 0.00 -0.0016 0.0000 0.0000 0.0000 0.0000 0,0000 0.0000 0.0000 Member Forces (extreme rows on ) Member Fx Min K Fx Max K Vy K . Vz K Torsion K-ft My Min K-ft _ My Max K-ft Mz Min K-ft Mz Max K-ft BmX001-2 -66.9915 (2) 0.0768 (3) -0.6929 (5) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) -0.5377 (3) 4.5208 (2) BmX001-3 0.0494 (6) 0.3142 (5 -0.7687 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) -5.0378 (5) 0.4316 (2) COLOO1 -2.1264 21,5106 (2) 0.1624 2 . (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) -2.4491 (2) 0.0215 (3) COL002 -21. .9 64 O. 6 0.0 (7) 0.0000 0.0000 (7) 0.0000 (7) -2.3314 (5) 0.0000 (2) CO -20.5324 (5) -0.3716 (6 0.46513 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) -2.8804 (5) 2.7064 (5) V013 -0.9387 (3) 90.5163 (2) _151 0.1086 (3) 0.0000 (7) 0.0000 0.0000 (7) 0.0000 (7) 0.0000 (5) 0.4912 (3) Lv014 -93.0383 (5) -0.3929 (6) 0.1086 (3) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (5) 0.4912 (3)j A x.-e .7. 0 • V ° v r-v2-4 /vie D VisualAnalysis 18.00.0009, With Design .iesweb.com c r7o Page 1 of 1 L35 Node Results SWENSON SAY FAGET Dan Morrow CAUserAdv_mo\Desktop\Work\TFS\Station 52\de sign work\BF2.vap Thursday, August 1, 2019 4:26 PM extreme rows only) Node 1 ResultCase 1.4D+1.6H DX in DY in 0.0000 DZ in 0.0000 FX K 1.0951 FY K FZ K 0.0000 MX K-ft MY K-ft 0.0000 MZ K-ft 0.0000 0.0000 5.3562 0,0000 1 E+X 0.0000 0.0000 0.0000 -70.7024 -100.4108 0.0000 0,0000 0.0000 0.0000 2 1.2D+E+.5L+Lpa+.25 »+X 0.0000 0.0000 0.0000 -75.4432 105.1818 0.0000 0.0000 0.0000 0.0000 3 1.2D+1.6S+.5L+Lpa -0.0007 -0.0029 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 1.2D+E+.5L+Lpa+.2S n+X .----I.4r3 60 0.0305 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 E+X 0.4857 0.0337 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 1.2D+E+.5L+1.4;6+.25 n+X 0.4468 -0.0324 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ' 0.0000 Node Reactions (extreme rows cnl Node 1 Result se _ _ 1.4D+1.6H FX K i.0951j FY 5.3562 FZ K 0.0000 MX K-ft 0.0000 MY K-ft 0.0000 MZ K-ft 0.0000 E+X -70.7024 -100.41081 o.0000j0000 0.0000 0.0000 2 1.2D+E+,5L+Lpa+.25 »+X -75. 2 ios.iiiiI0.0000 0.0000 0.0000 0.0000 Member Forces (etrorne rows only) Member BmX001-3 Fx Min K 1 0.2484 (3) Fx Max K 0.8859 (8) Vy K -1.0914 (8) (71 (8) Vz K 0.0000 (10) Torsion K-ft 0.0000 (10) My Min K-ft - - - - - 0.0000 - (10) My Max K-ft 0.0000 (10) Mz Min _ K-ft -7.0127 (8) Mz Max K-ft 1.0303 (4) BmX002 -32.5788 -0.0958 (3) z.9710 0.0000 (10) O. 0 0.0000 (10) 0.0000 (10) -7.0843 15.5444 (7) . 226 (7) 29.4791 (2) 0.1612 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (10) -2.4313 (8) 0.0222 (4) COL002 -29.2550 (8) -0.8576 (3) uain (.101 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (10) - .9955 (10) 0.1624 (7 V013 -1.7147 (4) 100.0370 (2) -0.1629 (4) 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 0.8661 (4) V014 -106.9429(8) -0.0598 (3) -0.1629 (4) 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (8) 0.8661 (4) Axc 041.1 abc9ir CT) o Af I VisualAnalysis 18.00.0009, Witt) Design www.iesweb.com Page 1 of 1 L36 Node Results SWENSON SAY FAGET Dan Morrow C:\Users\dv_mo\Desktop\Work jTFS\Station 52\design work\6F4,vap Thursday, August 1, 2019 4:30 PM •ern roue Node 1 Result Case 1.4D+1,6H DX In O.00OO DY in O.0000 DZ In 0.00IXI; FX K 0.5198 FY K 3,3557 FZ K 0.0000 MX K•ft 0 0000 MY K-ft 0.0000 MZ K-ft • 0.0000 1 E+X 0.OfXiO 0.0000 0.0000-57.8319 -107,4671 0.0000 0,0000 0.0000 0.0000 2 110+E+.51.+Lpa+,25 »+X 0.00000.0000 0,0000 -59,2136 110,3434 0.0000 0.0000 0.0000 0.0000 5 1.2D+E+.5L+Lpa+15 »+X 0,4462 0.44621 0.0265 0.0000 0.4040 0,0000 0,0000 0.0000 0.0000 0,0000 5 E+X 0,0281 0.0000' 0,0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 1,20+E+,5L+lpa+,25 »+X 0.4328 -0.0280 0.0000 0,0000 0,0000 0,0000 0.0000 0.0000 0.0000 6 1.40+1.6H 0.0000 -0.0018 0.0000 0,0000 0,0000 0.0000 0,0000 0.0000 0.0000 Node Reactions xtrem rows on Node 1 Result Case 1,4D+1,6H FX K 0,5198 FY K 3.3557 FZ K 0.0000 MX K-ft 0,0000 MY K-ft 0.0000 MZ K-ft 0.0000 1 E+X -57.8319 -107.4671 0.0000 0.0000 0.0000 0.0000 2 1.20+E+.51+Lpa+.25 »+X •59.2136 110,3434 0.0000 0.0000 0.0000 0.0000 riemuer rums Pxt eme rev?s, OirV) Member FX Min Fx Max Vy Vz Torsion My Min My Max Mz Min Mz Max K K K K K-ft K-ft K-ft K-ft K-ft 8mX001.2 -75,1067 (2) 0.0968 (3) -0.8331 (5) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) -0.6045 (3) 6,0086 (2)� 8mX001.3 0.0622 (6) 0.4400 (5) •1,0478 (5) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) -6,5741(5) 1.1811 (2) COL001 -2.4113 (3) 24,6720 (2) 0.1943 (2) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) -2.9301 (2) 0,0191 (3) C01.002 -25,3830 (5) =1.0995 (5) 0.1817 (5) O t s s i (7) 0.1 I (7) 0.0000 (7) 0.0000 (7) •2,8317 (5) 0,0000 (5) C01004 -23,7344 (5) -0.4856 (6) 0.6278 (5) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) -3.7385 (5) 3.7424 (5) V013 -1,0714 (3) 100.8818 (2) •0,1140 (3) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0,0000 (7) 0.0000 (1) 0,5238 (3) V014 -103,4519 (5) -0.4782 (6) -0.1140 (3) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (1) 0.5238 (3) Ate , 0,4S° r;dggyR rik,+, E Dc f C E-cil ©1"! Q I VisualAnalysis 18.00.0009, Witt Design ,iesweb.com Page 1 of 1 Node Results SWENSON SAY FAGET Dan Morrow C:\Users\dv__mo\Desktop\WorkjTFS\Station 52\design work\BF3.vap Thursday, August 1, 2019 4:29 PM extreme rows only Node 1 Result Case 1.4D+1.6H _. DX in 0.0000 DY in 0.0000 DZ In 0.0000 FX K 0.3601 FY K 2.7283 FZ K 0.0000 MX K•ft 0.0000 MY K ft 0.0000 MZ K•ft 0.0000 1 E+X 0.0000 0.0000 0.4000 -57.7167 -111,0088 0.0000 0.0000 0,0000 0,0000 2 1.2D+E+,51.+1pa+.25N+X 0.0000 0.0000 0,00001 •59.19191 113.3473 0.0000 0.0000 0.0000 0.0000 3 1.4D+1.6H 0.0000 -0.0011 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 1.20+E+.5L+10+.25 »+X 0.0279 0.0000 0.0000 0.0000 0.0000 0,0000 0.0000 0.0000 5 E+X 0.4635 0.0292 0.0000 0.0000 0.0000 0,0040 0.0000 0.0000 0.0000 6 1.2D+E+,5L+Lpa+.25 b+X 0.4470 -0.0284 0.0000 0.0000 0,0000 0.0000 0.0000 0.0000 0.0000 Member Forces extreme rows only Member BniX001.2 Fx Min K -74.9437 (2) Fx Max K 0.0783 (3) Vy K -0.5683 (5) Vz K 0.0000 (7) Torsion K• t 0.0000 (7) My Min K•ft 0.0000 (7) My Max K-ft 0.0000 (7) Mz Min K-ft •0.3213 (3) Mz Max K•ft 4.6169 (2) BmX001-3 0.0503 (6) 0.3503 (5) -0.7045 (5) 0,0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) -5.3471(5) 0.4347 (2) COL001 -1.9970 (3) 25.6423 (2) 0,1851 (2) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) -2.7913 (2) 0.0054 (3) COLOR -25.5883 (5) -0.8332 (6) 0.1619 (5) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0,0000 (7) -2.4420 (5) 0.0000 (7) COL004 -24.2830 (5) -0.3551(6) 0,5122 (5) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) -3.1985 (5) 2.9051 (5) V013 -0.8074 (3) 102.9433 (2) 0.1104 (3) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.5018 (3) V014 -105.7647 (5) -0.3085 (6) 0.1104 (3) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.0000 (7) 0.5018 (3) Node Results 2 extreme rows onl Node 1 Resuit Case 1.4D+1.6H DX in 0.0000 DY in 0.0000 DZ in 0.00001 FX K 0.3601 FY K 2.7283 FZ K 0.0000 MX K•ft 0.0000 MY K•ft 0.0000 MZ K-ft 0.0000 1 E+X 0,0000 0.0000 0.0000 -57.7167 •111.0088 0.0000 0.0000 0.0000 0.0000 2 1.2D+E+.5L+Lpa+.2S »+X 0.0000 0.0000 0.0000 •59.19191 113.3473 0.0000 0.0000 0.0000 0.0000 3 1.40+1,6H 0.0000 -0.0011 0.0000 0,0000 0.0000 0.0000 0.0000 0,0000 0.0000 5 1.2D+E+.51+Lpa+.25 »+X 0.4635 0.0279 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0,0000 5 E+X 0.4635 0.0292 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 co UisualAnalysis 18 ww wwwn With Design L\ I I . 1 I u www.iesweb.com FA 4.4 e-F if cno'J oL Page 1 of 2 ode Results SWENSON SAY FAGET Dan Morrow C;\Users\dv_mo\Desktop`WorkATFS\Station 52\design work\BFS.vap Thursday, August 1, 2019 4:31 PM rxtrerne rows onh Node Result Case DX In DY in DZ in FX K FY K Fz K MX K-ft MY K-ft MZ K-ft 1 1.40+1.6H 0.0000 0.0000 0.0000 1.0951 5,3562 0.0000 0.0000 0,0000 0.0000 1 E+X 0.0000 0.0000 0.0000 -17,4515 •32.2265 0.0000 0.0000 0.0000 0.0000 2 1,2D+E+.5L+Lpa+.25 »+X 0.0000 0.0000 0.0000 -20.3341' 36,9975 0.0000 0.0000 0.0000 0.0000 3 1.20+1.6S+.5L+Lpa -0.0007 -0,0029 0.00000 0.0000 00000 0.0000 0.0000 0,0000 0.0000 5 1.2D+E+.51+Lpa+.2S »+X 0.1734 0.0136 0.0000 0.0000 0,0000 0,0000 0.0000 0.0000 0,0000 5 E+X .1731, 0.0168 0.00001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 1.20+E+.5L+Lpa+,25 »+X 0.1535 -0,0177 0.0000 0.0000 0,0000 0,0000 0.0000 0.0000 0,0000 e Reactions extreme rows on hi Node 1 Result Case _ 1,40+1.6H FX K 1,0951 FY K 5.3562 FZ K 0.0000 MX • K-ft 0.0000 MY K-ft 0.0000 MZ K-ft 0.0000 1 E+X -17.4515 -32.2265 ' 0.0000 0.0000 0.0000 0.0000 2 1.20+E+3L+Lpa+.25 »+X •20,3341 36.9975 0.0000 0.0000 0,0000 0.0000 Member Forces extreme rows on!v Member BmX001.3 Fx Mirti K 0,2484 (3) Fx Max K 0.8401(7) Vy K •0,8656 (8) Vz K 0.0000 (10)i Torston K-ft 0.0000 (10) My Min K-ft 0,0000 (10) My Max K-ft 0.0000 (10) Mz Mln K-ft -.0002 (8)1 Mz Max K-ft 1.0303 (4) BmX002 -16.5041(8) -0.0958 (3) 2.9718 (7) 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (10) -6.7445 (7) 15.5444 (7) CO1001 4.8226 (7) 14.6919 (2) 0.0137 (8) 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (10) -0.2063 (8) 0,0222 (4) COL002 •16.3750 (8) •01576 (3) 0 0232 (10) 0.0000 (10) 0,0000 (10) 0.0000 (10) 0.0000 (10) -0.3504 (10) 0.1624 (7) COL004 -14.9087 (8) -0.7847 (3) 0.8294 (7) 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (10) -6.7445 (7) 3.6677 (8) V013 -1.7147 (4) 24,7294 (2) -0.1629 (4) 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (8) 0.8661(4) V014 -28.9456 (8) -0.0598 (3) -0.1629 (4) 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (10) 0.0000 (8) 0.8661 (4) Ace =0.z'' 0,9� F F DeIct cno4 Ok VlsualAnalysis 18.00.0009, With Design www.iesweb.com Page 1 of 1 TFS 52 Frame Grid 1 Special Concentrically Braced Frame Design AISC 341.10 SRF System Type Omega Frame Configuration SCBF 2 Level Height Brace Conf. ft Angle deg 4 3 2 11,92 V 50,01 1 15,08IV 56.45 Brace Type Frame Length V, IV Inverted V, X X-brace) 20 ft Frame Loads Level Ve kips Pe(Brace) { kips phi Pn kips Check 4 - - - 3 - - - 2 35 271, 48 OK 1 67 60I 83 OK Frame Members Brace Length Level WP-WP ft Hinge -Hinge ft lb ft 4 - - - 3 - - 2 15.6 14,3 14.3 1 18.1 15,4 15.4 Column Loading SDS Superimposed Gravity Load Level Type Brace Section Column Type Section Beam Type Section 4 3 2 Tube HSS4X0,250 Tube HSS6X6X1I2 WF W12X35 1 Tube HSS4.500X0.375 Tube HSS6X6X1I2 WF W12X45 0/TRUCTURAL OINURINO 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfengineers.com Office: 206.443.6212 Fax: 206.443.4870 Project: Tukwila Fire Station 52 BF Grid 1 Frame Geometery 1-4 IBC 2015 Date: 8/1/2019 Project #: Design: dvm Sheet: Special Concentrically Braced Frame Design BF Grid3dsm Brace Capacity Brace Force Brace Pt Pc RyFyAg 1,14Fcreolyw kips kips 0,3Pn kips Omega Pu kips Br 4 Br 3 - - - • - - - • Br 2 Br 1 162 48 268 83 11 18 54 121 Column Limit State Forces TFS 52 Frame Grid 1 Stability Amplification Level ' Vstory Pstory Drift Pestory 82 Check kips kips in kips 1 B2<1.5 4 • 1.00 NA 3 • 1.00 NA 2 23 3 0.114 28859 1.00 OK 1 11 3,1 0,09 22117 1.00 OK Stablility per ASIC 360 A-8-6 Level Expected Limit State Comp. Tens. kips kips Post -buckled Limit State Comp. Tens, kips kips Omega Pu Comp. Tens, kips kips phi Pn Comp. kips phi Pn Tens, kips 5 0 0 0 0 0 0 0 0 4 • 3 • - • • • • • • 2 126 • 6 126 -10 42 -40 289 403 1 130 .35 130 -9 47 -39 245 403 Base 199 -258 146 -232 148 -140 Beam Limit State Forces Level Expected Limit State Pu Vu kips kips Mu k•ft Unbalanced Brace Forces Pu Vu kips kips Mu k-ft Omega Pu kips Dist 4 3 - - - - - - - - • . • . - . 2 37 • - 17 - • 0 0.5 1 83 39 195 16 85 405 0 0,5 Project: /ETRUCTUNAL ENGINEERING 2124 Third Avenue . Suite 100 Seattle . WA 98121 vwssfenaineers.corn Office: 206.443.6212 Far 206.443.4870 Upper Frame Transfer Check Stability Yes Tukwila Fire Station 52 Date: 8/1/2019 BF Grid 1 Project #: Design: dvm Frame Geometery 1-4 Sheet: BF Grid119dsm TFS 52 Frame Grid 1 Special Concentrically Braced Frame Design AISC 341.10 Element Type Material d in b in Ag in2 ry in rx in Fy ksi Ry Rt Fey Fex I ksi ksi Fcr ksi phi Pn kips Fcre ksi Pc kips Pt kips ca Braee4 . - Brace3 . - . Brace2 HSS RND A500 Round 4 4 2,76 1.33 1.33 42 1,4 1.3 17 69 15 36 15 48 162 - Bracel HSS RND A500 Round 4.5 4.5 4.55 1.47 1,47 42 1.4 1,3 18 73 16 62 16 83 268 Column4 - - - • • - - - Column3 Column2 HSS RECT A500 Rect. 6 6 9.74 2,23 2,23 46 1.4 1.3 , 70 70 35 289 • 627 0.11 Columnl HSS RECT A500 Rect. 6 6 9,74 2.23 2.23 46 1.4 1.3 I 43 I 43 30 245 - 627 0.12 Beam4• Beam3 - - - Beam2 W A992 12.5 6.56 10,3 1.54 5.25 50 1,1 1.1 12 137 10 90 - 567 0.08 Beam1 W A992 112.1 8.05 13.1 1.95 5.15 50 1.1 1,1 19 , 132 17 185 - 721 0.15 Limiting bit Ratios per AISC 341- Table D1.1 Braces Columns Beams Level Ratio Ahd Limii Check Ratio Ahd Limit Chock Ratio bmd Li mc Check 4 .. . - 3 .. .. . 2 Dlt 17,2 26.2 OK bit 9.91 13.8 OK [At 6,31 1 7.2 OK 1 Dlt 12,9 26,2 OK bit 9.91 13.8 OK bl2t 7 i 7.2 OK Limiting hlt Ratios per AISC 341- Table D1.1 Braces Columns Beams Level Ratio Ahd Limil Check Ratio Ahd Limit Check Ratio Amd Lim'r Check 4 .. .. 3 .. - .. -- • - 2 NA - NA - • hit 36.2 j 69,6 OK 1 NA • - - NA - hlt 29.6 58.8 OK Amd Ahd Std. Moderately Ductile Member per Table D1.1 AISC 341 Highly Ductile Member per Table D1,1 AISC 342 Per AISC Standard Project: 2124 Third Avenue , Suite 100 . Seattle , WA 98121 www.ssfenaineers.can Once: 206.443.6212 Fax: 206.443.4870 Tukwila Fire Station 52 Brace Slenderness Limits Level Or Limit Check 3 . - 2 129 200 OK 1 126 200 OK BF Grid 1 Frame Geometery 1-4 Date: 8/1/2019 Project #: Design: dvm Sheet: BF Grid Llilsm TFS 52 BF Grid 1 Column, Beam and Brace Size Brace Dimension Column Dimension Base Plate Thickness 4.50 in 6 in 1 in Connection Eccentricity Axis of Eccentrcity Eccentricty yI x (x, y) 1 in 18.28 in Brace Geometry Brace Angle Brace Weld 56.5 deg 10.0 in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5 in 30 deg 1.3 in 12.3 in Gusset Design Schedule Outpu Gusset Edge Reinforcin OK e Column Side e Base Plate Side le max 1.3 in 11.5 in 18.8 in Brace 4) tg deg. in VI 2 Ibp in in in Ic in in Offset in in 0B ace 1 56 0.625 5 8/16 17 1/16 8 9/ 6 17 7116 10 0.3125 Base and CoI Gusset Weld T 268 kips ec 4.82 in eb 3.57 in Tc 154 kips Tb 114 kips twc 0.164 in twb 0.2476 in Gusset Shape Paddle 2.01 Project: Tukwila Fire Station 52 Date: 8/1/2019 2124 Third Avenue Suite 100 Seattle • WA 98121 vnwcssfenaineers.com Office.! 206.443.6212 Fax: 206.443.4870 BF Grid 1 Project #: Design: dvm One -Bottom Connection Sheet: L43 TFS 52 BF Grid 1 Gusset Plate Design Brace Properties Type Section D tb Ag* Material Fy Fu Ry Rt HSS4.500X0.375 Round 4.5 in 0.349 in 4.55 in' A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 83 kips RyFyAg 268 kips Tube Shear qv Ae 4Vn D/C 0.75 14.0 in2 474 kips 0.6 Tube Fracture qt Gap xb u Ae 4Vn D/C 0.75 0.06 in 1.432 in 1.00 4.03 in2 228 kips 1.17 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb u Ap An/Ap 0.5 in2 8.00 in 0.25 in 1.9 in 0.81 6.5 in2 0.70 Project: 2124 Third Avenue Suite 100 . Seattle WA 98121 wvAv.ssfeneineers.com Office: 205.443.6212 FM(' 206 443 4870 IBC 2015 Gusset Pia e Properties Fy Fu 50 ksi 65 ksi 0.625 in Gusset Plate B ock Shear qv 0.75 Shear Yield 375 kips Ten. Yield 141 kips Shear Rupture 488 kips Ten. Rupture 183 kips •Rn 418 kips D/C 0.64 Gusset Gross Tension Yield qt Gus Angle le qTn D/C 0.9 30 deg 16.0 in 451 kips 0.59 Gusset Compression Buckling 4c k Ib 2,4 Fcr 1.1Pc qPn D/C 0.85 0.5 12.3 in 0.5 45.9 ksi 91 kips 391 kips 0.21 Tukwila Fire Station 52 Weld Properties Fexx 70 ksi tw 0.3125 in 10.0 in Iw Weld Fracture 4t tw Aw 4Vn D/C 0.75 0.3125 in 8.84 in2 278 kips 0.96 BF Grid 1 One -Bottom Connection Date: 8/1/2019 Project #: Design: dvm Sheet: L44 TFS 52 BF Grid 1 Size Column, Beam and B ac Brace Dimension Column Dimension Beam Dimension 4.00)n 0:in 12.1 in Connection Eccentricity Axis of Eccentrcity Eccentricty yI xl(x, y) -3 in 10.17 In Increase y Brace Geometry Brace Angle Brace Weld 50.0 10.0 deg in Gusset Geome Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5 in 301deg 1 in 7.9 in Gusset Design Schedule Output 5 10 15 20 25 30 35 40 Gusset Edge Reinforcing OK le Column Side 1.3 in le Beam Side 1.0 in le max 18.8 in Brace (I) degrees tg in W1 W2 lb in in in Ic Iw twg in in in Offset in Brace 1 50 0.5 5 16 9/16 12 14/16 10 6/16 10 0.3125 -3.58 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 3.34 in 4.93 in 108 kips 159 kips 0.185 in 0.221 in Project: 2124 Third Avenue. Suite 100 Seattle . WA 98121 www.ssfengineers.com Office: 206.443.6212 Fax: 206.443.4870 Gusset Shape Paddle Tukwila Fire Station 52 BF Grid 1 Two -Bottom Connection Date: 8/1/2019 Project #: Design: dvm Sheet: L45 TFS 52 BF Grid 1 Gusset Plate Design Brace Properties Type HSS4X0.250 Section Round D 4.5 in tb 0.233 in Ag* 4.55 in' Material A500 Round Fy 42 ksi Fu Ry Rt 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 83 kips RyFyAg 268 kips Tube Shear Ae OVn D/C 0.75 9.3 in2 316 kips 0.8 Tube Fracture Ot Gap xb Ae OVn D/C 0.75 0.06 in 1.432 in 1.00 4.26 in2 241 kips 1.11 Reinforcing Plates Required Reinforcing Plates An Wplate 8.00 in tplate 0.25 in xb 1.9 in U 0.81 Ap 6.7 in2 An/Ap 0.68 0.3 in2 ENGINEERING ENGINEERING IBC 2015 Gusset Plate Properties Weld Properties Fy 50 ksi Fu 65 ksi tg 0.5 in Fexx 70 ksi tw 0.3125 in Iw 10.0 in Gusset Plate Block Shear Weld Fracture Ov 0.75 Shear Yield 300 kips Ten. Yield 113 kips Shear Rupture 390 kips Ten. Rupture 146 kips 4)Rn 335 kips D/C 0.80 Gusset Gross Tension Yield Ot Gus Angle le OTn D/C 0.9 30 deg 16.0 in 361 kips 0.74 Gusset Compression Buckling Oc k lb 7.9 in Xc 0.4 Fcr 47.3 ksi 1.1Pc 91 kips OPn 323 kips D/C 0.26 0.85 0.5 Project: Tukwila Fire Station 52 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfenqineers.com tw 0.75 0.3125 in Aw 8.84 in2 OVn 278 kips D/C 0.96 BF Grid 1 Date: 8/1/2019 Project #: Design: dvm Office: 206.443.6212 Fax: 206.443.4870 Two -Bottom Connection Sheet: L46 TFS 52 BF Grid 1 Column, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension 4.5 in 0 in 12.1 in Connection Eccentricity Axis of Eccentrcity Eccentricty yI Y (x, Y) -5 in 13.61 in Brace Geometry Brace Angle Brace Weld 56.45 deg 10.0 in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 1 in 30 deg 1.25 in 7.6 in Gusset Design Schedule Output 1-` • I -50 -45 -40 -35 -30 -25 •20 -11, -10 lb lw- - -10 -15 -20 -30 -35 -40 Gusset Edge Reinforcing OK le Column Side 1.3 in le Beam Side 7.6 in le max 18.8 in Brace 4) deg. tg in W1 W2 in in Ib in Ic Iw twg in in in Offset in Brace 1 56 0.625 6 8/16 18 1/16 11 8/16 15 4/16 10 0.3125 -5.00 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 4.22 in 4.80 in 125 kips 142 kips 0.153 in 0.230 in Project: STRUCTURAL CRORSEVRING 2124 Third Avenue Suite 100 . Seattle . WA 98121 www.ssfenqineers,com Office: 206.443.6212 Fax: 206.443 4670 Gusset Shape Paddle Tukwila Fire Station 52 BF Grid 1 Date: 8/1/2019 Project #: Design: dvm One -Top Connection Sheet: L47 TFS 52 BF Grid 1 Gusset Plate Design Brace Properties :Type Section D tb Ag* Material Fy Fu Ry Rt HSS4.500X0.375 Round 4.5 in 0.349 in 4.55 in2 A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 83 kips RyFyAg 268 kips Tube Shear ev Ae eVn D/C 0.75 14.0 in2 474 kips 0.6 Tube Fracture et Gap xb u Ae eVn D/C 0.75 0.06 in 1.432 in 1.00 4.03 in2 228 kips 1.17 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb u Ap An/Ap 0.5 in2 8.00 in 0.25 in 1.9 in 0.81 6.5 in2 0.70 STRUCTURAL ISPICONIIIRING IBC 2015 Gusset Plate Properties Weld Properties Fy 50 ksi Fu 65 ksi 0.625 in Gusset Plate Block Shear 4)v 0.75 Shear Yield 375 kips Ten. Yield 141 kips Shear Rupture 488 kips Ten. Rupture 183 kips 4)Rn 418 kips D/C 0.64 Gusset Gross Tension Yield (1)t Gus Angle le 4Tn D/C 0.9 30 deg 16.0 in 451 kips 0.59 Gusset Compression Buckling 4)c k Ib Fcr 1.1Pc 4)Pn D/C 0.85 0.5 7.6 in 0.3 48.4 ksi 91 kips 413 kips 0.20 Project: Tukwila Fire Station 52 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfermineers.com Fexx 70 ksi tw 0.3125 in Iw 10.0 in Weld Fracture 0.75 tw 0.3125 in Aw 8.84 in2 eVn 278 kips D/C 0.96 BF Grid 1 Date: 8/1/2019 Project #: Design: dvm Office: 206.443.6212 Fax: 206.443 4870 One -Top Connection Sheet: L48 TFS 52 BF Grid 1 Column, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension Ltin 61in 12.51in Connection Eccentricity Axis of Eccentrcity Eccentricty yI y -1 14.53 Increase y Brace Geometry Brace Angle ,Brace Weld Gusset Geometry 50.01 10.0 deg in Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5 30 1 7.4 in deg in in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 1.0 in 1.7 in 18.8 in Brace 4) deg. tg in W1 in W2 in Ib in Ic in Iw in twg in Offset in Brace 1 50 0.5 5 16 9/16 12 3/16 11 3/16 10 0.3125 -1.00 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 3.60 in 4.67 in 116 kips 151 kips 0.185 in 0.221 in Gusset Shape Paddle Project: Tukwila Fire Station 52 Date: 8/1/2019 STRUCTURAL ENGINEERING Project #: 2124 Third Avenue. Suite 100 . Seattle . WA 98121 Design: dvm www.ssfenciineers.com Office: 206.443.6212 Fax: 206 443 4870 Two -Top Connection Sheet: L49 TFS 52 BF Grid 1 Gusset Plate Design Brace Properties Type HSS4X0.250 Section Round 4.5 in tb 0.233 in Ag* 4.55 in2 Material A500 Round Fy 42 ksi Fu Ry Rt 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 83 kips RyFyAg 268 kips Tube Shear 4)v Ae 4Vn D/C 0.75 9.3 in2 316 kips 0.8 Tube Fracture Gap xb Ae 4Vn D/C 0.75 0.06 in 1.432 in 1.00 4.26 in2 241 kips 1.11 Reinforcing Plates Required Reinforcing Plates An 0.3 in Wplate 8.00 in plate 0.25 in xb 1.9 in U 0.81 Ap 6.7 in2 An/Ap 0.68 RUCTIJRAL ENGINEERING www.ssfenoineers..corn IBC 2015 Gusset Plate Properties Fy 50 ksi Fu 65 ksi tg 0.5 in Gusset Plate B ock Shear 4»/ 0.75 Shear Yield 300 kips Ten. Yield 113 kips Shear Rupture 390 kips Ten. Rupture 146 kips 4)Rn 335 kips D/C 0.80 Gusset Gross Tension Yield 4)t Gus Angle le 4)Tn D/C 0.9 30 deg 16.0 in 361 kips 0.74 Gusset Compression Buckling 4)c k Ib 7.4 in Xc 0.3 Fcr 47.7 ksi 1.1Pc 91 kips en 325 kips D/C 0.25 0.85 0.5 Weld Properties Fexx 70 ksi tw 0.3125 in Iw 10.0 in Weld Fracture 4)t 0.75 tw 0.3125 in Aw 8.84 in2 4Vn 278 kips D/C 0.96 Project: Tukwila Fire Station 52 Date: 8/1/2019 Project #: Design: dvm Offic: 206,443.6212 Fax 206.443.4870 Two -Top Connection Sheet: L50 IFS 52 Frame Grid 4 Special Concentrically Braced Frame Design AISC 341-10 SRF System Type S Omega 2 Frame Configuration Level Height Brace Conf. ft Angle deg 4 3 2 11.92 V 38,47 1 15.081V 45,15 Brace Type Frame Length Frame Loads (V, IV - Inverted V, X X-brace) Level Ve kips Pe(Brace) kips phi Pn kips Check 4 • 3 • •• 2 69 44 56 OK 1 76 54 57 OK Frame Members Brace Length Level WP-WP ft Hinge -Hinge ft lb ft 4 . 3 - - 2 19,2 17.9 17.9 1 21,3 18.6 18,6 olumn Loading Level Pdl PII Psi kips kips kips 8,32 12,48 24,96 27 0 Superimposed Gravity Loads Level Brace Column Beam Type Section Type Section Type Section 4 3 2 Tube HSS4.500X0.337 Tube HSS6X6X112 WF W12X35 1 Tube HSS4.500X0.375 Tube HSS6X6X112 WF W14X26 ESItUCTUPAL ENGINEERING 2124 Third Avenue . Suite 100 . Seattle , WA 98121 wwwsstendineers.com Once: 206.443.6212 Fax: 206.443.4870 Tukwila Fire Station 52 BF Grid 4 Frame Geometery 1-4 r IBC 2015 30 2s 2a VA 1135 Date: 8/1/2019 Project #: Design: dvm Sheet: BF Grid Ism TFS 52 Frame Grid 4 Special Concentrically Braced Frame Design Brace Capacity Brace Force Brace Pt Pc RyFyAg 1.14Fcre),y) kips kips 0,3Pn kips Omega Pu kips Br4• Bra Br 2 Br 1 242 56 268 57 - 13 13 - 88 108 Column Limit State Forces Stability Amplification Level Vstory Pstory Drift kips kips in Pestory kips B2 Check 82<1.5 4 1,00 NA 3 • 1,00 NA 2 83,6 123.7 0.114 104896 1,00 OK 1 137.6 123.7 0.09 276668 1.00 OK Stablility per ASIC 360 A-8-6 Level Expected Limit State Comp, Tens. kips kips Post -buckled Limit State Comp, Tens. kips kips Omega Pu Comp. Tens. kips kips phi Pn Comp. kips phi Pn Tens. kips 5 0 0 0 0 0 0 0 0 4 . 3 •- - - - - 2 165 -29 165 -5 69 -47 289 403 1 199 -17 199 7 103 -32 245 403 Base 239 -207 177 -183 180 -109 . Beam Limit State Forces Level Expected Limit State Unbalanced Brace Forces Dist Pu Vu Mu Pu Vu Mu Omega Pu kips kips k-ft kips kips k-ft kips 4 - - - - •. 3 - - - • . 2 73 - - 35 - - 0 0.5 1 140 0 1 4 68 488 0 0.5 STRUCTURAL ENGINEERING 2124 Third Avenue , Suite 100 . Seattle . WA 98121 www.ssfengineers.com Once: 206,443.6212 Fax: 206.443.4870 Project: Tukwila Fire Station 52 Upper Frame Transfer BF Grid 4 Frame Geometery 1.4 Check Stability Yes Date: 8/1/2019 Project #: Design: dym Sheet: BF Grid Ram TFS 52 Frame Grid 4 Special Concentrically Braced Frame Design AISC 341.10 Element Type Material d in b in Ag in2 ry in rz in Fy ksi Ry Rt Fey ksi Fez ksi Fcr ksi phi Pn kips Fcre ksi Pc kips Pt kips ca Brace4 Brace3 - - - - . - - Brace2 HSS RND A500 Round 4.5 4.5 4,12 1.48 1,48 42 1,4 1,3 14 54 12 42 12 56 242 - Bracel HSS RND A500 Round , 4.5 4,5 4,55 1,47 1,47 42 1.4 1.3 12 50 11 42 11 57 268 - Column4 - - - • - Calumn3 - Column2 HSS RECT A500 Rect. 6 6 914 2.23 223 46 1.4 1,3 70 70 35 289 - - 627 0.18 Calumnl HSS RECT A500 Rect. i 6 6 9,74 2.23 2.23 46 1.4 1.3 43 43 30 245 - 627 0.27 Beam4 ! . - - - - - - - - - - • Beam3 Beam2 W A992 12,5 6.56 10.3 1.54 5.25 50 1,1 1.1 5 61 5 40 - - 567 0.17 Beam1 W A992 'l 13.9 5.03 7.69 1.08 5.65 50 1.1 1,1 3 71 2 15 - - 423 0.43 Limiting bit Ratios per AISC 341- Table D1,1 Braces Columns Beams Level Ratio Ahd Limil Check Ratio Ahd Limit Check Ratio Amd Limi Check 4 -. -- • -. - 3 -- .. - 2 Dit 14.4 26,2 OK bit 9,91 13.8 OK bi2t 6.31 1 7.2 ' OK 1 Dit 12.9 26,2 OK bit 9.91 13,8 OK bi2t 5,98 7.2 OK Limiting hit Ratios per AISC 341- Table D1,1 Braces Columns Beams Level Ratio Ahd Limii Check Ratio Ahd Limit Check Ratio Amd Limil Check 3 • 1 .. - - -- 2 NA - - - NA - - hit 36.2 58.4 OK 1 NA - - • NA • - hit 48.1 i 51.3 l OK Amd Ahd Std. Moderately Ductile Member per Table D1.1 AISC 341 Highly Ductile Member per Table D1.1 AISC 342 Per AISC Standard Project: 2124 Third Avenue , Suite 100. Seattle WA 98121 www,ssfenpineers.com Once: 206.443.6212 Far: 206.443.4870 Brace Slenderness Limits Level r Kt/r Limit Check 4 3 - - - 2 145 200 OK 1 152 , 200 OK Tukwila Fire Station 52 Date: 8/1/2019 BF Grid 4 Frame Geometery 1-4 Project #: Design: dvm Sheet: BF Gridl8Ism TFS 52 BF Grid 4 Column, Beam and Brace Size Brace Dimension 4.50 in Column Dimension 6 in ,Base Plate Thickness 1 in Connection Eccentricity Axis of Eccentrcity Eccentricty yI x (x, y) 1 in 18.01 in Brace Geometry Brace Angle Brace Weld 45.2 deg 10.0 in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5 in 30 deg 1.3 in 13.6 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side 6.4 in le Base Plate Side 8.7 in le max 18.8 in Brace deg. tg in W1 W2 Ibp in in in in Ic Iw twg Offset in in in Brace 1 45 0.625 5 8/16 17 1/16 10 8/16 13 2/16 10 0.3 25 1.51 Base and Col Gusset Weld T ec eb Tc Tb twc twb 268 kips 4.62 in 3,73 in 148 kips 120 kips 0.196 in 0.1968 in Project: Gusset Shape Paddle Tukwila Fire Station 52 BF Grid 4 2124 Third Avenue Suite 100 Seattle WA 98121 t.wnv.ssfengineers.com Office: 206.443.6212 Far 266.443.4870 One -Bottom Connection Date: 8/1/2019 Project #: Design: dvm Sheet: L54 TFS 52 BF Grid 4 Gusset Plate Design Brace Properties Type Section tb Ag* Material Fy Fu Ry Rt HSS4.500X0. 75 Round 4.5 in 0.349 in 4.55 in' A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 57 kips RyFyAg 268 kips Tube Shear Ae 4Vn D/C 0.75 14.0 in2 474 kips 0.6 Tube Fracture ctt Gap xb U Ae 4Vn D/C 0.75 0.06 in 1.432 in 1.00 4.03 in2 228 kips 1.17 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb Ap An/Ap 0.5 in2 8.00 in 0.25 in 1.9 in 0.81 6.5 in2 0.70 *L. Project: 2124 Third Avenue Suite 100 . Seattle . WA 98121 www.ssfenuineers.com Office; 206.443.6212 Fax: 206 443 4870 IBC 2015 Gusset Plate Properties Weld Properties rtgyu F 50 ksi 65 ksi 0.625 in Fexx 70 ksi tw 0.3125 in Iw 10.0 in Gusset Plate Block Shear WeldF cue 0.75 Shear Yield 375 kips Ten. Yield 141 kips Shear Rupture 488 kips Ten. Rupture 183 kips ORn 418 kips D/C 0.64 Gusset Gross Tension Yield Ot Gus Angle le OTn D/C 0.9 30 deg 16.0 in 451 kips 0.59 Gusset Compression Buckling oc k Ib kc Fcr 1.1Pc en D/C 0.85 0.5 13.6 in 0.5 45.1 ksi 62 kips 384 kips 0.15 Tukwila Fire Station 52 0.75 tw 0.3125 in Aw 8.84 in2 OVn 278 kips D/C 0.96 BF Grid 4 Date: 8/1/2019 Project #: Design: dvm One -Bottom Connection Sheet: L55 TFS 52 BF Grid 4 Column, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension 4.5 in 0 in 13.9 in Connection Eccentricity Axis of Eccentrcity Eccentricty yI Y (x, Y) -5 in 13.39 in Brace Geometry Brace Angle Brace Weld 45.15 deg 10.0 in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 1 in 30 deg . 1.25 in 4.8 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 5.6 in 2.9 in 18.8 in Brace 4) tg deg. in W1 W2 lb n in in in in in Ic Iw twg Offset Bra 45 0.625 6 8/16 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 3.82 in 5.20 in 113 kips 154 kips 0.181 in 0.182 in Project: 2124 Third Avenue . Suite 100 . Seattle WA 98121 www.ssfenqineers.com Office: 206.443.6212 Fax: 206.443 4870 6 14 6 10 14 6 10 0.3125 -5.00 Gusset Shape Paddle Tukwila Fire Station 52 Date: 8/1/2019 BF Grid 4 Project #: Design: dvm One -Top Connection Sheet: L56 TFS 52 BF Grid 4 Gusset Plate Design Brace Properties Type Section D tk Ag* Material Fy Fu Ry Rt HSS4.500X0.375 Round 4.5 in 0.349 in 4.55 in2 A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 57 kips RyFyAg 268 kips Tube Shear 4)v Ae (I)Vn D/C 0.75 14.0 in2 474 kips 0.6 Tube Fracture 1t Gap xb u Ae (I)Vn D/C 0.75 0.06 in 1.432 in 1.00 4.03 in2 228 kips 1.17 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb u Ap An/Ap 0.5 in2 8.00 in 0.25 in 1.9 in 0.81 6.5 in2 0.70 IBC 2015 Gusset Plate Properties Weld Properties Fy Fu tg 50 ksi 65 ksi 0.625 in Fexx 70 ksi tw 0.:3125 in w 10.0 in Gusset Plate Block Shear Weld Fracture 4v 0.75 Shear Yield 375 kips Ten. Yield 141 kips Shear Rupture 488 kips Ten. Rupture 183 kips 4)Rn 418 kips D/C 0.64 Gusset Gross Tension Yield 4)t Gus Angle le 4)Tn D/C 0.9 30 deg 16.0 in 451 kips 0.59 Gusset Compression Buckling 4)c k Ib ?),c Fcr 1.1Pc 4Pn D/C 0.85 0.5 4.8 in 0.2 49.3 ksi 62 kips 421 kips 0.13 1@4tY):11urnrati BF Grid 4 2124 Third Avenue . Suite 100 Seattle WA 98121 www.ssfenaineers.com Project: Tukwila Fire Station 52 4t 0.75 tw 0.3125 in Aw 8.84 in2 4Nn 278 kips D/C 0.96 Date: 8/1/2019 Project #: Design: dvm Office: 206.443.6212 Fax: 206.443.4870 One -Top Connection Sheet: L57 TFS 52 BF Grid 4 Column, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension 4.50 0 13.9 in in in Connection Eccentricity Axis of Eccentrcity Eccentricty yl x -3 10.38 Brace Geometry Brace Angle Brace Weld 38.5 10.0 deg in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5 in 30 deg 1 in 4.0 in Gusset Design Schedule Output .5 0 20 2 0 40 Gusset Edge Reinforcing OK le Column Side 4.6 in le Beam Side 6.7 in le max 18.8 in Brace degrees tg in in W1 W2 Ib Ic Iw twg in in in in in Offset in Brace 1 38 0.5 5 8/16 17 1/16 19 7/16 6 5/16 10 0.3125 -2.38 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 2.47 in 6.05 in 78 kips 190 kips 0.205 in 0.163 in Project: STRUCTURAL ENCIORMRING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfenaineers,com Office: 206.4416212 Fax: 206.443.4870 Gusset Shape Paddle Tukwila Fire Station 52 BF Grid 4 Date: 8/1/2019 Project #: Design: dvm Two -Bottom Connection Sheet: L58 TFS 52 BF Grid 4 Gusset Plate Design Brace Properties Type HSS4.500X0.337 Section Round 4.5 in tb 0.313 in Ag* 4.55 in2 Material A500 Round Fy 42 ksi Fu Ry Rt 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 57 kips RyFyAg 268 kips Tube Shear 4v Ae •Vn D/C 0.75 12.5 in2 425 kips 0.6 Tube Fracture 4)t Gap xb u Ae 4Vn D/C 0.75 0.06 in 1.432 in 1.00 4.16 in2 235 kips 1.14 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb u Ap An/Ap 0.4 in 8.00 in 0.25 in 1.9 in 0.81 6.6 in2 0.69 STRUCTURAL ING BF Grid 4 Project #: IBC 2015 Gusset Plate Properties Weld Properties Fy 50 ksi Fu 65 ksi tg 0.5 in 'Fexx 70 ksi tw 0.3125 in Iw 10.0 in Gusset Plate Block Shear Weld Fracture 0.75 Shear Yield 300 kips Ten. Yield 113 kips Shear Rupture 390 kips Ten. Rupture 146 kips 4)Rn 335 kips D/C 0.80 Gusset Gross Tension Yield 4t Gus Angle le OTn D/C 0.9 30 deg 16.0 in 361 kips 0.74 Gusset Compression Buckling 4)c k Ib 4.0 in Xc 0.2 Fcr 49.3 ksi 1.1Pc 62 kips OPn 336 kips D/C 0.17 0.85 0.5 Ot 0.75 tw 0.3125 in Aw 8.84 in2 4A/n 278 kips D/C 0.96 Project: Tukwila Fire Station 52 Date: 8/1/2019 2124 Third Avenue . Su8e 100 . Seattle . WA 98121 Design: dvm www.ssfenqineers.com Office: 206.443.6212 Far: 206 443 4870 Two -Bottom Connection Sheet: L59 Column, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension Connection Eccentricity Axis of Eccentrcity Eccentricty yI Brace Geometry Brace Angle Brace Weld Gusset Geomet Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length Gusset Design Schedule Output TFS 52 BF Grid 4 4.5 in 6 in 12.5 in 0.5 30 1 5.3 in deg in in Gusset Edge Reinforcing OK le Column Side le Beam Side le max 4.7 in 3.8 in 18.8 in Brace (1) deg. tg in W1 in W2 in Ib in Ic in lw in twg in Offset in Brace 1 38 0.5 5 8/16 17 1/16 17 5/16 8 10 0.3125 -1.00 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 3.14 in 5.38 in 99 kips 169 kips 0.205 in 0.163 in Project: 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfenaineers.com Office: 206.443.6212 Fax: 206.443.4870 Gusset Shape Paddle Tukwila Fire Station 52 BF Grid 4 Two -Top Connection Date: 8/1/2019 Project #: Design: dvm Sheet: L60 TFS 52 BF Grid 4 Gusset Plate Design Brace Properties Type Section D tb Ag* Material Fy Fu Ry Rt HSS4.500X0.337 Round 4.5 in 0.313 in 4.55 in2 A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) RyFyAg 57 kips 268 kips Tube Shear 4)v Ae 4)Vn D/C 0.75 12.5 in2 425 kips 0.6 Tube Fracture 0.75 Gap xb u Ae 4)Vn D/C Reinforcing Plates Required Reinforcing Plate 0.06 in 1.432 in 1.00 4.16 in2 235 kips 1.14 An Wplate tplate xb u Ap An/Ap 0.4 in 8.00 in 0.25 in 1.9 in 0.81 6.6 in2 0.69 STRUCTURAL ENGINEERING voiwcssfenqineers,com Project: Office: 206,4416212 Fmx: 206,443 4870 IBC 2015 Gusset Plate Properties Fy Fu tg 50 ksi 65 ksi 0.5 in Gusset Plate Biock Shear qv Shear Yield Ten. Yield Shear Rupture Ten. Rupture 4)Rn D/C 0.75 300 kips 113 kips 390 kips 146 kips 335 kips 0.80 Gusset Gross Tension Yield 4t Gus Angle le 4)Tn D/C 0.9 30 deg 16.0 in 361 kips 0.74 Gusset Compression Buckling 4)c k Ib Xc Fcr 1.1Pc 4Pn ,D/C 0.85 0.5 5.3 in 0.2 48.8 ksi 62 kips 333 kips 0.17 Tukwila Fire Station 52 Weld Properties Fexx 70 ksi tw 0.3125 in Iw 10.0 in Weld Fracture 4)t tw Aw 4)Vn D/C 0.75 0.3125 in 8.84 in2 278 kips 0.96 BF Grid 4 Date: 8/1/2019 Project #: Design: dvm Two -Top Connection Sheet: L61 TFS 52 Frame Grid 7 Special Concentrically Braced Frame Design AISC 341.10 SRF System Type Omega Frame Configuration SCBF 2 Level Height Brace Conf. ft Angle deg 4 3 2 11,92 V ! 38,47 1 15.081V 45.15 Brace Type Frame Length IV nverted V, X X-brace) 30 ft Frame Loads Level Ve kips Pe(Brace) kips phi Pn kips Check 4 3 - • - - • 2 35 22 30 OK 1 2 2 57 OK Frame Members Brace Length Level WP-WP ft Hinge -Hinge ft lb ft 4 3 - - 2 19.2 17.9 17.9 1 21.3 18.6 18,6 Column Loading Level 4 3 2 1 SDS 0.973 Pdl kips PII kips Psi kips 8.32 12.48 24,96 27 0 Superimposed Gravity Loads Level Type Brace Section Column Type Section Beam Type Section 4 2 Tube HSS4X0250 Tube HSS6X6X1/2 WF W12X35 1 Tube HSS4.500X0,375 Tube HSS6X6X112 WF W14X26 Project: STRUCTURAL tNOINURING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 waay.sslengIneers.com Office: 206.443.6212 Far: 206.443.4870 nal DCR 0.7 0.0 IBC 2015 Tukwila Fire Station 52 Date: 8/1/2019 BF Grid 7 Frame Geometery 1-4 Project #: Design: dvm Sheet: BF Grid It.2,1sm TFS 52 Frame Gild 7 Special Concentrically Braced Frame Design Brace Capacity Brace Force Brace Pt Pc RyFyAg 1.14Fcre(RyFye) kips kips 0.3Pn kips Omega Pu kips Br4 Br3 Br 2 Br 1 - - • 162 30 268 57 - - 7 13 - - 44 3 Column Limit State Forces Stability Amplification Level Vstory Pstory Drift kips kips in Pestory kips 1 B2 Check B2<1.5 4 1.00 NA 3 - 1.00 NA 2 83.6 123.7 0.114 104896 1.00 OK 1 137.6 123.7 0.09 276668i 1.00 OK Stablility per ASIC 360 A-8-6 Level Expected Limit State Comp. Tens. kips kips Post -buckled Limit State Comp. Tens. kips kips Omega Pu Comp. Tens. kips kips phi Pn Comp. kips phi Pn Tens. kips 5 0 0 0 0 0 0 0 0 4 . 3 - 2 115 -13 115 0 42 •20 289 403 1 149 -1 149 12 76 -5 245 403 Base 189 -191 127 -178 78 -7 - - Beam Limit State Forces Level Expected Limit State Unbalanced Brace Forces Dist Pu Vu Mu Pu Vu Mu Omega Pu kips kips k-fl kips kips k-ft kips 4- 3 2 52 • 17 - - 0 0.5 1 121 57 426 •16 -7 -48 0 0.5 Project: 2124 Third Avenue . Suite 100 . Seattle. WA 98121 www.ssienoineers.com Once: 206.443.6212 Fax: 206.443.4870 Upper Frame Transfer Check Stability Yes Tukwila Fire Station 52 Date: 8/1/2019 BF Grid 7 Frame Geometery 1-4 Project #: Design: dvm Sheet: BF Grid NIsm TFS 52 Frame Grid 7 Special Concentrically Braced Frame Design AISC 341.10 Element Type Material d in b in Ag in2 ry in rx in Fy ksi Ry Rt Fey 1 Fex ksi ksi Fcr ksi phi Pn kips Fcre Pc ksi kips Pt kips ca Brace4- Brace3 - - - - - . - - Brace2 HSS RND A500 Round 4 4 2,76 1,33 1.33 42 1.4 1,3 11 44 10 23 10 30 162 - Bracel HSS RND A500 Round 4,5 4.5 4.55 1.47 1.47 42 1.4 1,3 j 12 50 11 42 11 57 268 Column4 - Column3 - - - - - - - - - Column2 HSS RECT A500 Rect. 6 6 9.74 2,23 2.23 46 1.4 1,3 70 70 35 289 - - 627 0,11 Columnl HSS RECT A500 Rect. 6 6 9,74 2,23 2.23 46 1.4 1.3 43 43 30 245 - - 627 0.20 Beam4• Beam3 - - - - - • . . - . . Beam2 W A992 12.5 6.56 10.3 1.54 5.25 50 1.1 1.1 5 61 5 40 - - 567 0.12 Beaml W A992 13.9 5.03 7.69 1.08 5,65 50 1,1 1.1 3 71 2 15 - - 423 0.37 Limiting bit Ratios per AISC 341 • Table D1,1 Braces Columns Beams Level Ratio Ahd Limil Check Ratio Ahd Limit Check Ratio Amd Limt Check 4 --- 3 -- - - -. ..• - 2 DIt 17.2 26,2 OK bit 9,91 13.8 OK bi2t 6.31 7,2 OK 1 Dit 12.9 26,2 OK bit 9.91 13.8 OK b/2t 5.98 7,2 OK Limiting hit Ratios per AISC 341- Table D1.1 Braces Columns Beams Level Ratio Ahd Limit Check Ratio Ahd Limit Check Ratio Amd Lim Check 4 -- - -- - - -- - - 3 .. -. .- - - 2 NA - • NA - - - hit 36.2 61,2 OK 1 NA - • NA - - - hit 48.1 52.9 OK /md hd Std. Moderately Ductile Member per Table D1.1 AISC 341 Highly Ductile Member per Table D1.1 AISC 342 Per AISC Standard Project: 2124 Third Avenue . Suite 100 . Seattle , WA 98121 www,ssfennineers.com Office: 206,443,6212 Fax: 206.443,4870 Brace Slenderness Limits Level Or (Limit Check 4 - • • 3 - - - 2 161 200 OK 1 152 200 OK Tukwila Fire Station 52 Date: 8/1/2019 BF Grid 7 Frame Geometery 1.4 Project #: Design: dvm Sheet: BF Grid t Ism TFS 52 BF Grid 7 Column, Beam and Brace Size Brace Dimension Column Dimension Base Plate Thickness 4.50 in 6 in 1 in Connection Eccentricity Axis of Eccentrcity Eccentricty yl x (x, y) 1 in 18.01 in Brace Geometry Brace Angle Brace Weld 45.2 deg 10.0 in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5 in 30 deg 1.3 in 13.6 in Gusset Design Schedule Output 40 35 30 25 20 15 10 5 k - Iri - W1 W2 -5 0 5 10 15 20 25 30 35 40 Gusset Edge Rein le Column Side le Base Plate Side le max orcing OK 6.4 in 8.7 in 18.8 in Brace deg. tg in W1 W2 Ibp in in in Ic Iw in in twg in Offset in Brace 1 45 0.625 5 8/16 17 1/16 10 8/16 13 2/16 10 0.3125 1.51 Base and Col Gusset Weld T ec eb Tc Tb twc twb 268 kips 4.62 in 3,73 in 148 kips 120 kips 0.196 in 0.1968 in Project: 2124 Third Avenue Suite 100 . Seattle . WA 98121 www.ssfenaineers.com Office: 206,443.6212 Far 206_443.4870 Gusset Shape Paddle Tukwila Fire Station 52 BF Grid 7 One -Bottom Connection Date: 8/1/2019 Project #: Design: dvm Sheet: L65 TFS 52 BF Grid 7 Gusset Plate Design Brace Properties Type Section D tb Ag* Material Fy Fu Ry Rt HSS4.500X0.375 Round 4.5 in 0.349 in 4.55 in2 A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 57 kips RyFyAg 268 kips Tube Shear Ae 4Vn D/C 0.75 14.0 in2 474 kips 0.6 Tube Fracture 4t Gap xb u Ae 4)Vn D/C 0.75 0.06 in 1.432 in 1.00 4.03 in2 228 kips 1.17 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb u Ap An/Ap 0.5 in2 8.00 in 0.25 in 1.9 in 0.81 6.5 in2 0.70 IBC 2015 Gusset Pa eProperties Weld Properties Fy Fu tg 0 ksi 65 ksi 0.625 in Gusset Plate Block Shear 0.75 Shear Yield 375 kips Ten. Yield 141 kips Shear Rupture 488 kips Ten. Rupture 183 kips 4Rn 418 kips D/C 0.64 Gusset Gross Tension Yield Gus Angle le 4Tn D/C 0.9 30 deg 16.0 in 451 kips 0.59 Gusset Compression Buckling cpc k Ib Xc Fcr 1.1Pc 4Pn D/C 0.85 0.5 13.6 in 0.5 45.1 ksi 62 kips 384 kips 0.15 Project: Tukwila Fire Station 52 2124 Third Avenue . Suite 100 Seattle . WA 98121 wiivw.ssfenaineers.corn Office: 206_443_6212 Fax: 206 443 4870 One -Bottom Connection Sheet: Weld Fracture 0.75 tw 0.3125 in Aw 8.84 in2 4Vn 278 kips D/C 0.96 BF Grid 7 Date: 8/1/2019 Project #: Design: dvm L66 TFS 52 BF Grid 7 Column, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension 4.5 in 0 in 13.9 in Connection Eccentricity Axis of Eccentrcity Eccentricty yI Y (x, Y) -5 in 13.39 in Brace Geometry Brace Angle Brace Weld 45.15 deg 10.0 in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 1 in 30 deg 1.25 in 4.8 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 5.6 in 2.9 in 18.8 in Brace deg. tg in W1 W2 in in Ib in Ic Iw twg in in in Offset in Brace 1 45 0.625 6 8/16 18 1/16 14 11/16 10 14/16 10 0.:3125 -5.00 Beam and Col Gusset Weld T ec eb Tc Tb twc twb 268 kips 3.82 in 5.20 in 113 kips 154 kips 0.181 in 0.182 in Project: STAIJCTIJRAL CMPOINCERIMIG 2124 Third Avenue . Suite 100 . Seattle VVA 98121 www.ssfenaineers.com Office: 206.443.6212 Fax 206 443 4870 Gusset Shape Paddle Tukwila Fire Station 52 BF Grid 7 Date: 8/1/2019 Project #: Design: dvm One -Top Connection Sheet: L67 TFS 52 BF Grid 7 Gusset Plate Design Brace Properties Type HSS4.500X0.375 Section Round D tb Ag* Material Fy Fu Ry Rt 4.5 in 0.349 in 4.55 in' A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 57 kips RyFyAg 268 kips Tube Shear 4v Ae 4Vn D/C 0.75 14.0 in2 474 kips 0.6 Tube Fracture (1)t Gap xb u Ae 4Vn D/C 0.75 0.06 in 1.432 in 1.00 4.03 in2 228 kips 1.17 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb u Ap An/Ap 0.5 in2 8.00 in 0.25 in 1.9 in 0.81 6.5 in2 0.70 EPA. Project: 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfeneineers.com Office: 206.443.6212 Far 206.443,4870 IBC 2015 Gusset Plate Properties Fy Fu tg 50 ksi 65 ksi 0.625 in Gusset Plate Block Shear Ov 0.75 Shear Yield 375 kips Ten. Yield 141 kips Shear Rupture 488 kips Ten. Rupture 183 kips 4Rn 418 kips D/C 0.64 Gusset Gross Tension Yield Ot Gus Angle le •Tn D/C 0.9 30 deg 16.0 in 451 kips 0.59 Gusset Compression Buckling c k Ib Az Fcr 1.1Pc OPn D/C 0.85 0.5 4.8 in 0.2 49.3 ksi 62 kips 421 kips 0.13 Tukwila Fire Station 52 Weld Properties Fexx 70 ksi tw 0..3125 in lw 10.0 in Weld Fracture 4t 0.75 tw 0.3125 in Aw 8.84 in2 cVn 278 kips D/C 0.96 BF Grid 7 Date: 8/1/2019 Project #: Design: dvm One -Top Connection Sheet: L68 TFS 52 BF Grid 7 Column, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension 4.00 in 0,in 13.9 in Connection Eccentricity Axis of Eccentrcity Eccentricty yI Brace Brace Geometry Brace Angle Brace Weld 38.51deg 10.0 in Gusset Geome Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length Gusset Design Schedule Output 0.5Iin 30deg 11in 4.0 in 40 35 30 25 20 W1 10 -• W2 — Ib r -5 0 5 10 15 20 25 30 35 40 Gusset Edge Reinforcing OK le Column Side le Beam Side le max 4.8 in 6.4 in 18.8 in Brace degrees tg in W1 W2 lb in in in lc lw twg in in in Offset in Brace 1 38 0.5 5 16 9/16 19 1/16 6 10 0.3125 -2.38 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 2.35 in 5.92 in 76 kips 192 kips 0.211 in 0.168 in /STRUCTURAL 11/401/REERIRR Project: 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfengineers.com Gusset Shape Paddle Tukwila Fire Station 52 Date: 8/1/2019 BF Grid 7 Office: 206.443.6212 Fax. 206 443 4870 Two -Bottom Connection Project #: Design: dvm Sheet: L69 TFS 52 BF Grid 7 Gusset Plate Design Brace Properties Type Section D Ag* Material Fy Fu Ry Rt HSS4X0.250 Round 4.5 in 0.233 in 4.55 in A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 57 kips RyFyAg 268 kips Tube Shear 4)v Ae 4)Vn D/C 0.75 9.3 inz 316 kips 0.8 Tube Fracture 4)t Gap xb Ae 4Vn D/C 0.75 0.06 in 1.432 in 1.00 4.26 inz 241 kips 1.11 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb Ap An/Ap 0.3 in 8.00 in 0.25 in 1.9 in 0.81 6.7 inz 0.68 Project: ENGINERING 2124 Third Avenue . Suite 160 . SeatUe . WA 98121 www.sstenceneers.com IBC 2015 Gusset Plate Properties Fy 50 ksi Fu 65 ksi t9 0.5 in Weld Properties Fe 70 ksi 0.3125 in 10.0 in Gusset Plate Block Shear Weld Fracture 0.75 Shear Yield 300 kips Ten. Yield 113 kips Shear Rupture 390 kips Ten. Rupture 146 kips 4)Rn 335 kips D/C 0.80 Gusset Gross Tension Yield 4t Gus Angle le 4Tn ,D/C 0.9 30 deg 16.0 in 361 kips 0.74 Gusset Compression Buckling 4c k lb Xc Fcr 1.1Pc 4)Pn D/C 0.85 0.5 4.0 in 0.2 49.3 ksi 62 kips 336 kips 0.17 Tukwila Fire Station 52 0.75 tw 0.3125 in Aw 8.84 inz 4Nn 278 kips D/C 0.96 BF Grid 7 Date: 8/1/2019 Project #: Design: dvm Office: 206.443.6212 Fax' 206 443 4870 Two -Bottom Connection Sheet: L70 TFS 52 BF Grid 7 Column, Beam and Brace Size Brace Dimension 4 Column Dimension 6 Beam Dimension 12.5 in in in Connection Eccen rici Axis of Eccentrcity Eccentricty yI Brace Geometry Brace Angle Brace Weld Gusset Geome y(x, y -1 in 14.33 in 38.47 10.0 deg in, Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5 in 30 deg 1 in 5.3 in Gusset Design Schedule Output -50 -45 -40 -35 -30 -25 -20 -1 -10 -5 W2 11 Gusset Edge Reinforcing le Column Side le Beam Side le max 4.9 in 3.5 in 18.8 in Brace Brace tg 1 deg. in in 8 0.5 5 2 lb in 6 9/16 in 6 14 16 7 11 lc in in 6 10 Ng Offset in in 0.3125 -1.00 Beam and CoI Gusset Weld T 268 kips ec 3.01 in eb 5.26 in Tc 97 kips Tb 170 kips twc 0.211 in twb 0.168 in WIIISTRUC.TUNGINIPIERRAING Gusset Shape Paddle Project: Tukwila Fire Station 52 Date: 8/1/2019 2124 Third Avenue Suite 100 . Seattle WA 98121 www,ssfenaineers.com BF Grid 7 Project #: Design: dvm Office: 206.443.6212 Fax: 206.443,4870 Two -Top Connection Sheet: L71 TFS 52 BF Grid 7 Gusset Plate Design Brace Properties Type Section D tb Ag* Material Fy Fu Ry Rt HSS4X0.250 Round 4.5 in 0.233 in 4.55 in2 A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 57 kips RyFyAg 268 kips Tube Shear qv Ae 4Vn D/C 0.75 9.3 in2 316 kips 0.8 Tube Fracture Gap xb Ae 4Vn D/C 0.75 0.06 in 1.432 in 1.00 4.26 in2 241 kips 1.11 Reinforcing Plates Required Reinforcing Plates An 0.3 in2 Wplate 8.00 in tplate 0.25 in xb 1.9 in U 0.81 Ap 6.7 in2 An/Ap 0.68 STRUCTURAL ENGINEERING www.ssfenqineers.com IBC 2015 Gusset Plate Properties Weld Properties Fy Fu tg 50 ksi 65 ksi 0.5 in Gusset Plate Block Shear qv Shear Yield 0.75 300 kips Ten. Yield 113 kips Shear Rupture 390 kips Ten. Rupture 146 kips 4Rn 335 kips D/C 0.80 Gusset Gross Tension Yield Gus Angle le 4)Tn D/C 0.9 30 deg 16.0 in 361 kips 0.74 Gusset Compression Buckling 4)c k 0.85 0.5 Ib 5.3 in Xc 0.2 Fcr 48.8 ksi 1.1Pc 62 kips qPn 333 kips D/C 0.17 Project: Tukwila Fire Station 52 Fexx 70 ksi tw 0.3125 in Iw 10.0 in Weld Fracture 0.75 tw 0.3125 in Aw 8.84 in2 4Vn 278 kips D/C 0.96 BF Grid 7 Date: 8/1/2019 Project #: Design: dvm Office: 206.443.6212 Fax: 206.443 4870 Two -Top Connection Sheet: L72 TFS 52 Frame Grid A pecial Concentrically Braced Frame Design SRF System Type Omega Frame Configuration SCBF 2 Level Height Brace Conf, ft Angle deg 4 2 11,92V 49.54 1 15.08 IV 56.02 Brace Type Frame Length (V, IV - Inverted V, X X•brace) 20.33 ft Frame Loads Level Ve kips Pe(Brace) kips phi Pn kips Check 4 - • • 3 - • - 2 42 32 47 OK 1 75 6781 1 OK Frame Members AISC 3411O Brace Length Level WP•WP ft Hinge -Hinge ft Ib ft 4 3 2 15,7 14.4 14.4 1 18.2 15.5 15.5 Level Type Brace Section Column Type Section Beam Type Section 4 3 2 Tube HSS4X0,250 Tube HSS6X6X112 WF W12X35 1 Tube HSS4.500X0.375 Tube HSS6X6X1I2 WF W14X26 /11TNIXTURAL INGINITRINO 2124 Third Avenue Suite 100 , Seattle , WA 98121 www.setenglneers,com Office: 206,443,6212 Fax 206,443,4870 Project: ed Gravity Loads BC 2015 30 25 15 I/ 10 Fril 0 5 10 15 20 25 Tukwila Fire Station 52 Date: 8/1/2019 BF Grid 1 Project #: Design: dvm Frame Geometery 1-4 Sheet: BF Grid tZlism TFS 52 Frame Grid A Special Concentrically Braced Frame Design Brace Capacity Brace Force Brace Pt Pc RyFyAg 1.14FcreR,Fyet kips kips 0.3Pn kips Omega Pu kips Br4• Bra Br 2 Br 1 162 47 268 81 10 18 - 64 134 Column Limit State Forces Stability Amplification Level Vstory kips Pstory Drift kips in Pestory ; B2 kips Check 62<1.5 4 • 1.00! NA 3 - 1.00 NA 2 83,6 123,7 0.114 104896. 1.00 OK 1 137.6 123.7 0,09 276668 1.00 OK Stablility per ASIC 360 A-8-6 Level Expected Limit State Comp. Tens, kips kips Post -buckled Limit State Comp. Tens. kips kips Omega Pu Comp. Tens. kips kips phi Pn Comp, kips phi Pn Tens, kips 5 0 0 0 0 0 0 0 0 4 . - 3 - - - - 2 138 -30 138 -5 63 -42 289 403 1 172 -18 172 7 97 -27 245 403 Base 239 -240 158 -215 208 -138 - Beam Limit State Forces Level Expected Limit State Unbalanced Brace Forces Dist Pu Vu Mu Pu Vu Mu Omega Pu kips kips k-ft kips kips k-ft kips 4 . 3 - 2 37 - 21 - - 0 0,5 1 84 40 202 17 96 460 0 0.5 STRUCTURAL SNGINURING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfendineers.com Office: 206.443.6212 Fax: 206.443.4870 Project: Tukwila Fire Station 52 Upper Frame Transfer BF Grid 1 Frame Geometery 1-4 Check Stability Yes Date: 8/112019 Project #: Design: dvm Sheet: BF Grid KiCIsm TFS 52 Frame Grid A Special Concentrically Braced Frame Design AISC 341.10 Element Type Material ! d in b in Ag in2 ry in rx in Fy ksi Ry Rt Fey ksi Fex ksi Fcr ksi phi Pn kips Fcre ksi Pc kips Pt kips ca Brace4 - - - - - - - - - - - • - - Brace3 . - - - • - - - Brace2 HSS RND A500 Round 4 4 276 1.33 1.33 42 1,4 1.3 17 68 15 35 15 47 162 - Bracel HSS RND A500 Round 4.5 4.5 4.55 1.47 1.47 42 1.4 1.3 18 71 16 61 16 81 268 - Column4 - - - - - - - - - - - Column3 - - - - - - - - - - - - - - Column2 HSS RECT A500 Rect. 6 6 9.74 2.23 2.23 46 1.4 1.3 70 70 35 289 627 0.17 Columnl HSS RECT A500 Rect, 6 6 9.74 2.23 2.23 46 1.4 1.3 43 43 30 245 - - 627 0.26 Beam4 - - Beam3 - - - - - - - - - - - - - - Beam2 W A992 12.5 6.56 10.3 1.54 5.25 50 1.1 1.1 11 133 10 88 - 567 0.09 Beaml W A992 13.9 5.03 7.69 1.08 5.65 50 1.1 1.1 6 154 5 32 423 0.26 Limiting blt Ratios per AISC 341 • Table D1.1 Braces Columns Beams Level Ratio Ahd Limil Check Ratio Ahd Limit Check Ratio Amd Limt Check 4 -- - - -- - - -- - - 3 -- - - -- - - -- - - 2 Dit 17,2 26.2 OK bit 9,91 13,8 OK b/216,31 7.2 ; OK 1 Dit 12.9 26,2 OK bit 9.91 13.8 OK b/2t 5,98 7,2 OK Limiting hilt Ratios per AISC 341- Table D1.1 Braces Columns Beams Level Ratio Ahd Limil Check Ratio Ahd Limit Check Ratio Amd Limil Check 4 .. .. 3 .. . .. .. - 2 NA - -• NA . • hit 36.2 69,2 OK 1 NA - NA • • hit 48.1 55,9 OK Amd Ahd Std. Moderately Ductile Member per Table D1.1 AISC 341 Highly Ductile Member per Table D1.1 AISC 342 Per AISC Standard Project: 2124 Third Avenue Suite 100 Seattle . WA 98121 vnwv.ssfengineers.com Office: 206.443,6212 Fax: 206.443,4870 Tukwila Fire Station 52 Brace Slenderness Limits Level Or Limit Check 4 - - - 3 • - - 2 130 200 OK 1 127 200 OK BF Grid 1 Frame Geometery 1-4 Date: 8/1/2019 Project #: Design: dvm Sheet: BF Grid Alsm TFS 52 BF Grid A Colu n, a and ac Size Brace Dimension Column Dimension Base Plate Thickness 4.50 in 6 in 1 in Connection Eccentricity Axis of Eccentrcity Eccentricty yI x (x, y) 1 in 18.01 in Brace Geometry Brace Angle Brace Weld 56.0 deg 10.0 in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5 in 30 deg 1.3 in 12.1 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side 1.3 in le Base Plate Side 11.1 in le max 18.8 in Brace deg, tg in W1 W2 Ibp in in in Ic Iw twg Offset in in in in Brace 1 56 0.625 5 8/16 17 1/16 8 10/16 17 3/16 10 0.:3125 1.98 Base and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 4.81 in 3.57 in 154 kips 114 kips 0.166 in 0.2457 in Project: Gusset Shape Paddle Tukwila Fire Station 52 BF Grid 1 2124 Third Avenue Suite 100 Seattle . WA 98121 www.ssfenuineers,com Offie: 206.443.6212 Fax: 706 443 4870 One -Bottom Connection Date: 8/1/2019 Project #: Design: dvm Sheet: L76 TFS 52 BF Grid A Gusset Plate Design Brace Properties !Type Section D tb Ag* Material Fy Fu Ry Rt HSS4.500X0.375 Round 4.5 in 0.349 in 4.55 in2 A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 81 kips RyFyAg 268 kips Tube Shear 4)v Ae 4)Vn D/C 0.75 14.0 in2 474 kips 0.6 Tube Fracture 4t Gap xb u Ae $Vn D/C 0.75 0.06 in 1.432 in 1.00 4.03 in2 228 kips 1.17 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb u Ap An/Ap 0.5 in2 8.00 in 0.25 in 1.9 in 0.81 6.5 in2 0.70 Project: WuRAL INGMERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfenuineers.com IBC 2015 Gusset Plate Properties Fy 50 ksi Fu tg 65 ksi 0.625 in Weld Properties Fexx 70 ksi tw 0.3125 in w 10.0 in Gusset Plate Block Shear Weld Fracture 4)v 0.75 Shear Yield 375 kips Ten. Yield 141 kips Shear Rupture 488 kips Ten. Rupture 183 kips 4)Rn 418 kips D/C 0.64 Gusset Gross Tension Yield 4t Gus Angle le 4)Tn D/C 0.9 30 deg 16.0 in 451 kips 0.59 Gusset Compression Buckling (1)c k Ib Xc Fcr 1.1Pc 4)Pn D/C 0.85 0.5 12.1 in 0.4 46.0 ksi 89 kips 392 kips 0.21 Tukwila Fire Station 52 4t 0.75 tw 0.3125 in Aw 8.84 in2 4)Vn 278 kips D/C 0.96 BF Grid 1 Date: 8/1/2019 Project #: Design: dvm Office* 206 443 6212 Fax* 206 443 4870 One -Bottom Connection Sheet: L77 TFS 52 BF Grid A Column, Beam and Braceize Brace Dimension Column Dimension Beam Dimension 4.5 in 0 in 13.9 in Connection Eccentricity Axis of Eccentrcity Eccentricty YI Y (x, Y) -5 in 13.39 in Brace Geometry Brace Angle Brace Weld 56.02 deg 10.0 in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 1 in 30 deg 1.25 in 6.3 in Gusset Design Schedule Output -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 5 5 -51 -15 • 40 • -25 -30 -35 -40 Gusset Edge Reinforcing OK le Column Side le Beam Side le max 1.3 in 6.2 in 18.8 in Brace (1) deg. tg in W1 W2 in in lb in Ic Iw twg in in in Offset in Brace 1 56 0.625 6 8/16 18 1/16 12 6 14 3/16 10 O.' 25 -5.00 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 3.97 in 5.06 in 118 kips 150 kips 0.154 in 0.228 in Project: 2124 Third Avenue Suite 100 . Seattle . WA 98121 www.ssfengineers.com Office: 206.443.6212 Far 206 443 4870 Gusset Shape Paddle Tukwila Fire Station 52 Date: 8/1/2019 BF Grid 1 Project #: Design: dvrn One -Top Connection Sheet: L78 TFS 52 BF Grid A Gusset Plate Design IBC 2015 Brace Properties Gusset Plate Properties Type HSS4.500X0. 75 Section Round D 4.5 in tb 0.349 in Ag* 4.55 in2 Material A500 Round Fy 42 ksi Fu 58 ksi Ry 1.4 Rt 1.3 Connection Force 1.14Fcre(RyFye) 81 kips RyFyAg 268 kips Tube Shear qv Ae 4Vn D/C 0.75 14.0 in2 474 kips 0.6 Tube Fracture 4t Gap xb U Ae 4)Vn D/C 0.75 0.06 in 1.432 in 1.00 4.03 in2 228 kips 1.17 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb Ap An/Ap 0.5 in2 8.00 in 0.25 in 1.9 in 0.81 6.5 in2 0.70 IFy Fu tg 50 ksi 65 ksi 0.625 in Weld Propertiies Fexx 70 ksi tw 0.3125 in Iw 10.0 in Gusset Plate Block Shear Weld Fracture 4)v 0.75 Shear Yield 375 kips Ten. Yield 141 kips Shear Rupture 488 kips Ten. Rupture 183 kips 0Rn 418 kips D/C 0.64 Gusset Gross Tension Yield 4t Gus Angle le qTn D/C 0.9 30 deg 16.0 in 451 kips 0.59 Gusset Compression Buckling qc k Ib Fcr 1.1Pc •Pn D/C 0.85 0.5 6.3 in 0.2 48.9 ksi 89 kips 417 kips 0.19 Project: Tukwila Fire Station 52 2124 Third Avenue Suite 100 . Seattle WA 98121 www.ssfenuineers.com Office: 206.443.6212 Fax: 206.443.4870 4t 0.75 tw 0.3125 in Aw 8.84 in2 4Vn 278 kips D/C 0.96 BF Grid 1 Date: 8/1/2019 Project #: Design: dvm One -Top Connection Sheet: L79 TFS 52 BF Grid A Colu n, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension 4.00 in 0 in 13.9 in Connection Eccentric Axis of Eccentrcity Eccentricty yl Brace Geometry x 10.38 Increase y Brace Angle Brace Weld 49.5 10.0 deg in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5iin 30 deg 1 in 6.9 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 1.7 in 0.2 in 18.8 in Brace tg degrees in W1 W2 Ib in in in in lc Iw twg in in Offset in ce 0 0.5 5 6 6 1313/16 9 5/ 6 10 125 2 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 3.02 in 5.25 in 98 kips 170 kips 0.187 in 0.219 in Project: STRUCTURAL IDOGINESSRAIS 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.sCfenaineers.com Office: 206.443.6212 Fax: 206_443 4870 Gusset Shape Paddle Tukwila Fire Station 52 BF Grid 1 Two -Bottom Connection Date: 8/1/2019 Project #: Design: dvm Sheet: L80 TFS 52 BF Grid A Gusset Plate Design Brace Properties Type HSS4X0.250 Section Round D 4.5 in tb 0.233 in Ag* 4.55 in2 Material A500 Round Fy 42 ksi Fu Ry Rt 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 81 kips RyFyAg 268 kips Tube Shear 4v Ae 4Vn D/C 0.75 9.3 in2 316 kips 0.8 Tube Fracture Gap xb u Ae 4Vn D/C 0.75 0.06 in 1.432 in 1.00 4.26 in2 241 kips 1.11 Reinforcing Plates Required Reinforcing Plates An plate tplate xb u Ap An/Ap 0.3 in 8.00 in 0.25 in 1.9 in 0.81 6.7 in2 0.68 IBC 2015 Gusset Plate Properties Weld Properties Fy 50 ksi Fu 65 ksi tg 0.5 in Fexx 70 ksi tw 0.3125 in Iw 10.0 in Gusset Plate B ock Shear Weld Fracture 0.75 Shear Yield 300 kips Ten. Yield 113 kips Shear Rupture 390 kips Ten. Rupture 146 kips 4Rn 335 kips D/C 0.80 Gusset Gross Tension Yield Ot Gus Angle le (1)Tn D/C 0.9 30 deg 16.0 in 361 kips 0.74 Gusset Compression Buckling 4c k Ib 6.9 in Xc 0.3 Fcr 48.0 ksi 1.1Pc 89 kips 013n 327 kips D/C 0.25 0.85 0.5 0.75 tw 0.3125 in Aw 8.84 in2 qVn 278 kips D/C 0.96 Project: Tukwila Fire Station 52 Date: 8/1/2019 2124 Third Avenue . Suite 100 Seattle WA 98121 www.ssfenqineers.com BF Grid 1 Project #: Design: dvm Office: 206,443.6212 Fax 206 443 4870 Two -Bottom Connection Sheet: L81 TFS 52 BF Grid A Column, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension 4 in 6 in 12.5 in Connection Eccentricity Axis of Eccentrcity Eccentricty yl y -1 14.33 Brace Geometry Brace Angle Brace Weld 49.54 10.0 deg in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5 30 1 7.1 in deg in in Gusset Design Schedule Output 1..1111 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 - lb - W2 W1 Gusset Edge Reinforcing OK le Column Side le Beam Side le max 1.0 in 1.4 in 18.8 in Brace $ deg. tg in W1 in W2 in lb in lc in Iw in twg in Offset in Brace 1 50 0.5 5 16 9/16 12 6/16 11 10 0.3125 -1.00 Beam and Col Gusset Weld T ec eb Tc Tb twc twb 268 kips 3.57 in 4.70 in 116 kips 152 kips 0.187 in 0.219 in W�� STU RCTYRAL ENGINEERING Project: 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfenqineers.com Office: 206.443.6212 Far: 206 443 4870 Gusset Shape Paddle Tukwila Fire Station 52 Date: 8/1/2019 Project #: Design: dvm Two -Top Connection Sheet: L82 TFS 52 BF Grid A Gusset Plate Design Brace Properties Type Section D tb Ag* Material Fy Fu Ry Rt HSS4X0.250 Round 4.5 in 0.233 in 4.55 in2 A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 81 kips RyFyAg 268 kips Tube Shear 4)v Ae OVn D/C 0.75 9.3 in2 316 kips 0.8 Tube Fracture 'pt Gap xb u Ae 0.75 0.06 in 1.432 in 1.00 4.26 in2 4Nn 241 kips D/C 1.11 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb u Ap An/Ap 0.3 in2 8.00 in 0.25 in 1.9 in 0.81 6.7 in2 0.68 STRUCTURAZ. ENGINEERING IBC 2015 Gusset Plate Properties Fy 50 ksi Fu 65 ksi tg 0.5 in Gusset Plate Block Shear 4)v 0.75 Shear Yield 300 kips Ten. Yield 113 kips Shear Rupture 390 kips Ten. Rupture 146 kips 4Rn 335 kips D/C 0.80 Gusset Gross Tension Yield (1)t 0.9 Gus Angle 30 deg le 16.0 in OTn 361 kips D/C 0.74 Gusset Compression Buckling 4)c k lb 7.1 in Xc 0.3 For 47.8 ksi 1.1Pc 89 kips 4Pn 326 kips D/C 0.25 0.85 0.5 Project: Tukwila Fire Station 52 . Seattle WA 98121 www.ssfeneineers.com Office: 206.443.6212 Fax: 206.443 4870 e d Properties Fe 70 ksi 0.3125 in 10.0 in Weld Fracture Ot 0.75 tw 0.3125 in Aw 8.84 in2 4Vn 278 kips D/C 0.96 Date: 8/1/2019 Project #: Design: dvm Two -Top Connection Sheet: L83 TFS 52 Frame Grid F Special Concentrically Braced Frame Design AlSC 341.10 SRF System Type Omega Frame Configuration (SCBF 2 Level Height Brace Conf. ft Angle deg 4 3 2 11.92 V 48,62 1 15.08IV 55,15 Bra Type Frame Length (V, IV • Inverted V, X X-brace) 21 ft Frame Loads Level Ve kips Pe(Brace) kips phi Pn kips Check 4 • 3 •- - 2 42 32 45 OK 1 75 66 79 OK Frame Members Brace Length Level WP•WP ft Hinge -Hinge ft lb ft 4 - - 3 2 - 15,9 - 14.6 14,6 1 18.4 15,7 15,7 Column Loading Superimposed Gravity Load Level Type Brace Section Column Type Section Beam Type Section 4 3 2 Tube HSS4X0,250 Tube HSS6X6X112 WF W12X45 1 Tube HSS4,500X0,375 Tube HSS6X6X112 WF W14X26 Project: roUCTUNA. allomstwo 2124 Third Avenue. Suite 100. Seattle . WA 98121 vnnv,ssfenolneers.com Office; 206.443.6212 Far. 206.443,4870 IBC 201 5 zo 1s 111 10 FrAll e 5 10 15 20 25 Tukwila Fire Station 52 Date: 8/1/2019 BF Grid 1 Project #: Design: dvm Frame Geometery 1-4 Sheet: BF Grid lifilsm TFS 52 Frame Grid F Special Concentrically Braced Frame Design Brace Capacity Brace Force Brace Pt Pc 0,3Pn Omega Pu RyFyAg 1,14Fcre1RyF91 kips kips kips kips Br 4 - • - - Br 3 - • - Br 2 162 45 10 63 Br 1 268 79 18 131 Column Limit State Forces Stability Amplification Level Wary Pstory Drift kips kips in Pestory kips B2 Check B2<1,5 4 • 1.00 NA 3 • 1.00 NA 2 83,6 123.7 0.114 104896 1,00 OK 1 137.6 123,7 0.09 276668 1.00 OK Stablility per ASIC 360 A-8-6 Level Expected Limit State Comp. Tens, kips kips Post -buckled Limit State Comp. Tens. kips kips Omega Pu Comp. Tens, kips kips phi Pn Comp, kips phi Pn Tens, kips 5 0 0 0 0 0 0 0 0 4 • • • • - • • - 3 • - - - - - • - 2 136 -28 136 -4 62 -40 289 403 1 170 -17 170 7 96 -25 245 403 Base 235 -236 155 •212 204 -133 - - Beam Limit State Forces Level Expected Limit State Unbalanced Brace Forces Dist Pu Vu Mu Pu Vu Mu Omega Pu kips kips k-ft kips kips k-ft kips 4 - - • - - - • 3 . - - - - - - 2 39 - - 21 - - 0 0.5 1 87 41 215 17 93 463 0 0,5 STRUCTURAL ENGINEERING 2124 Third Avenue . Suite 100 . Seattle WA 98121 vinew.ssfeneineers.com Office: 206.443.6212 Fax: 206.443.4870 Project: Tukwila Fire Station 52 Upper Frame Transfer BF Grid 1 Check Stabili Yes Date: 8/1/2019 Project #: Design: dvm Frame Geometery 1-4 Sheet: BF Grid glsm IFS 52 Frame Grid F Special Concentrically Braced Frame Design AISC 341-10 Element Type Material d in b in Ag in2 ry in rx in Fy ksi Ry Rt i Fey Fez ksi ksi Fcr ksi phi Pn kips Fcre E Pc ksi kips Pt kips ca Brace4 - - - - - • • • - • i - • • • - • Brace3 - • • • Brace2 HSS RND A500 Round i 4 4 2.76 1,33 1.33 42 1,4 1.3 16 66 14 34 14 45 162 - Brace1 HSS RND A500 Round 4.5 4.5 4,55 1,47 1,47 42 1,4 1.3 17 70 15 59 15 i 79 268 • , Column4 - - - ' ' - ' - - ' ' ' Column3 - - - • • - • • - - - - - - - - - • Column2 HSS RECT A500 Rect. 6 6 9.74 2,23 2,23 46 1.4 1.3 70 70 35 289 • - 627 0.16 Columnl HSS RECT A500 Rect. 6 6 9,74 2.23 2.23 46 1.4 1,3 43 43 30 245 • - 627 0.25 Beam4 - Beam3 - - - - • • • • • - - - • • - • - - Beam2 W A992 12.1 8.05 13,1 1,95 5,15 50 1,1 1,1 17 120 15 167 - - 721 0,07 Beam1 W A992 13.9 5.03 7,69 1,08 5,65 50 1.1 1.1 5 144 5 30 - • 423 0.27 Liming bit Ratios per AISC 341 Table 01,1 Braces Columns Beams Level Ratio Ahd Limil Check Ratio Ahd Limit Check Ratio Arid Li* Check , . . - - - 4 • - - - • - • 3 - - . . - - - - - . - - 2 DA 17,2 26.2 OK blt 9.91 13.8 OK bl2t 7 7,2 OK 1 Dit 12.9 26.2 OK b/t 9.91 13,8 OK bi2t 5,98 7,2 : OK Limiting hit Ratios per AISC 341 - Table D1,1 Braces Columns Beams Level Ratio Ahd Limit Check Ratio Ahd Limit Check Ratio Amd Limi Check 4 •- - - • - • • 3 - - • • • • - • - • • - 2 NA • • • NA - - • hit 29,6 73.3 OK 1 NA - - - NA • • • hit 48,1 55.7 OK Amd Xhd Std. Moderately Ductile Member per Table D1,1 AISC 341 Highly Ductile Member per Table D1,1 AISC 342 Per AISC Standard Project: 2124 Third Avenue . Suite 100 . Seattle WA 98121 wvor,sstencilneers.com Office: 206.443,6212 Far 206.443,4870 Tukwila Fire Station 52 BF Grid 1 Brace Slenderness Limits Level Klir Limit Check 4 • • • 3 - • - 2 132 200 OK 1 128 200 OK Frame Geometery 1-4 Date: 8/1/2019 Project #: Design: dvm Sheet: BF Grid sAIsm TFS 52 BF Grid F Column, Beam and Brace Size Brace Dimension Column Dimension Base Plate Thickness 4.50 in 6 in 1 in Connection Eccentricity Axis of Eccentrcity Eccentricty yI x (x, y) 1 in 18.01 in Brace Geometry Brace Angle Brace Weld 55.2 deg 10.0 in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5 in 30 deg 1.3 in 12.3 in Gusset Design Schedule Output 40 35 30 25 20 5 10 lc" , Ib.. W1 —. W2 -5 0 5 10 15 20 25 30 35 40 Gusset Edge Reinforcing OK le Column Side le Base Plate Side le max 1.8 in 11.0 in 18.8 in Brace deg. tg W1 W2 Ibp in in in in Ic Iw twg Offset in in in in Brace 1 55 0.625 5 8/16 17 1/16 8 12/16 16 13/16 10 0.3125 1.94 Base and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 4.80 in 3.58 in 153 kips 114 kips 0.168 in 0.2418 in Gusset Shape Paddle Project: Tukwila Fire Station 52 Date: 8/1/2019 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfenqineers.com BF Grid 1 Project #: Design: dvm Office: 206.443.6212 Fax: 206 443 4870 One -Bottom Connection Sheet: L87 TFS 52 BF Grid F Gusset Plate Design Brace Properties Type Section Ag* Material Fy Fu Ry Rt H S4.500X0. 75 Round 4.5 in 0.349 in 4.55 in2 A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 79 kips RyFyAg 268 kips Tube Shear (t.v Ae OVn D/C 0.75 14.0 in2 474 kips 0.6 Tube Fracture 4t Gap xb u Ae OVn D/C 0.75 0.06 in 1.432 in 1.00 4.03 in2 228 kips 1.17 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb u Ap An/Ap 0.5 in2 8.00 in 0.25 in 1.9 in 0.81 6.5 in2 0.70 IBC 2015 Gusset Plate Properties Fy 50 ksi Fu tg 65 ksi 0.625 in Gusset Plate Block Shear 0.75 Shear Yield 375 kips Ten. Yield 141 kips Shear Rupture 488 kips Ten. Rupture 183 kips ORn 418 kips D/C 0.64 Gusset Gross Tension Yield 4t Gus Angle le 4Tn D/C 0.9 30 deg 16.0 in 451 kips 0.59 Gusset Compression Buckling k Ib Fcr 1.1Pc 4Pn D/C 0.85 0.5 12.3 in 0.5 45.9 ksi 87 kips 392 kips 0.20 Project: Tukwila Fire Station 52 2124 Third Avenue . Suite 100 . Seattle WA 98121 www,selenuineers_com Office: 206.443.6212 Fax: 206,443.4870 One -Bottom Connection Sheet: Weld Properties Fexx 70 ksi 0.3125 in 10.0 in Weld Fracture qt 0.75 tw 0.3125 in Aw 8.84 in2 OVn 278 kips D/C 0.96 BF Grid 1 Date: 8/1/2019 Project #: Design: dvm L88 TFS 52 BF Grid F Column, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension 4.5 in 0 in 13.9 in Connection Eccentricity Axis of Eccentrcity Eccentricty yI y (x, y) -5 in 13.39 in Brace Geometry Brace Angle Brace Weld 55.15 deg 10.0 in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 1 in 30 deg 1.25 in 6.2 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 1.7 in 6.0 in 18.8 in Brace deg. tg in W1 W2 Ib in in in Ic Iw twg in in in Offset in Brace 1 55 0.625 6 8/16 18 1/16 12 6/16 13 13/16 10 0.3125 -5.00 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 3.95 in 5.07 in 117 kips 150 kips 0.156 in 0.225 in Project: 7.1 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfenaineers.com Office: 206.443.6212 Fax: 206.443.4870 Gusset Shape Paddle Tukwila Fire Station 52 Date: 8/1/2019 BF Grid 1 Project #: Design: dvm One -Top Connection Sheet: L89 TFS 52 BF Grid F Gusset Plate Design IBC 2015 Brace Properties Gusset Plate Properties Type HSS4,500X0.37 Section Round 4.5 in tb 0.349 in Ag* Material Fy Fu Ry Rt 4.55 in2 A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 79 kips RyFyAg 268 kips Tube Shear qv Ae 4Vn D/C 0.75 14.0 in2 474 kips 0.6 Tube Fracture qt Gap xb u Ae 4Vn D/C 0.75 0.06 in 1.432 in 1.00 4.03 in2 228 kips 1.17 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb u Ap An/Ap 0.5 in2 8.00 in 0.25 in 1.9 in 0.81 6.5 in2 0.70 Project: 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfenaineers.com Office: 206.443.6212 Fee: 206_443 4870 Fy Fu tg 50 ksi 65 ksi 0.625 in Gusset Plate Block Shear clw 0.75 Shear Yield 375 kips Ten. Yield 141 kips Shear Rupture 488 kips Ten. Rupture 183 kips 4Rn 418 kips D/C 0.64 Gusset Gross Tension Yield 4t Gus Angle le 4Tn D/C 0.9 30 deg 16.0 in 451 kips 0.59 Gusset Compression Buckling qc k Ib Arc Fcr 1.1Pc 4)Pn D/C 0.85 0.5 6.2 in 0.2 48.9 ksi 87 kips 417 kips 0.19 Tukwila Fire Station 52 Weld Properties Fexx 70 ksi tw 0.3125 in Iw 10.0 in Weld Fracture 0.75 tw 0.3125 in Aw 8.84 in2 278 kips D/C 0.96 BF Grid 1 Date: 8/1/2019 Project #: Design: dvm One -Top Connection Sheet: L90 TFS 52 BF Grid F Column, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension 4.001in 0 in 13.9in Connection Eccentricity Axis of Eccentrcity Eccentricty Yi x(x, y) 10.38 in Increase y Brace Geometry Brace Angle Brace Weld 48.6 10.0 deg in Gusset Geometry Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.5iin 30 deg 11in 6.7!in Gusset Design Schedule Output 40 - 35 30 25 10 . lb • •0 r -5 0 10 1 20 25 30 35 40 Gusset Edge Reinforcing OK le Column Side le Beam Side le max 2.0 in 0.6 in 18.8 in Brace tg degrees in W1 W2 lb in in in lc Iw twg in in in Offset in Brace 1 49 0.5 5 16 9/16 14 2/16 10 0.3125 -3.41 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 2.97 in 5.31 in 96 kips 172 kips 0.189 in 0.215 in Project: 2124 Third Avenue . Suite 100 . Seattle. WA 98121 www.ssteneineers.com Gusset Shape Paddle Tukwila Fire Station 52 BF Grid 1 Office: 206.443.6212 Fax: 206 443 4870 Two -Bottom Connection Date: 8/1/2019 Project #: Design: dvm Sheet: L91 TFS 52 BF Grid F Gusset Plate Design Brace Properties Type Section D Ag* Material Fy Fu Ry Rt HSS4X0.250 Round 4.5 in 0.233 in 4.55 in' A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 79 kips RyFyAg 268 kips Tube Shear qv Ae 4Vn D/C 0.75 9.3 in2 316 kips 0.8 Tube Fracture 4t Gap xb Ae 4Vn D/C 0.75 0.06 in 1.432 in 1.00 4.26 in2 241 kips 1.11 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb Ap An/Ap 0.3 in' 8.00 in 0.25 in 1.9 in 0.81 6.7 in' 0.68 WsTZiNucTLIV-40 Project: 2124 Third Avenue . Suite 100 . Seattle WA 98121 www.ssfenaineers.com Office: 206.443.6212 Fax- 206 443 4870 IBC 2015 Gusset Plate Properties Fy Fu tg 50 ksi 65 ksi 0.5 in Gusset Plate Block Shear Shear Yield Ten. Yield Shear Rupture Ten. Rupture 4)Rn D/C 0.75 300 kips 113 kips 390 kips 146 kips 335 kips 0.80 Gusset Gross Tension Yield 4t Gus Angle le 4iTn D/C 0.9 30 deg 16.0 in 361 kips 0.74 Gusset Compression Buckling 4)c k Ib Fcr 1.1Pc 4)Pn D/C 0.85 0.5 6.7 in 0.3 48.1 ksi 87 kips 328 kips 0.24 Tukwila Fire Station 52 Weld Properties Fexx tw Iw 70 ksi 0.3125 in 10.0 in Weld Fracture 4t tw Aw 4iVn D/C 0.75 0.3125 in 8.84 in2 278 kips 0.96 BF Grid 1 Two -Bottom Connection Date: 8/1/2019 Project #: Design: dvm Sheet: L92 IFS 52 BF Grid F Column, Beam and Brace Size Brace Dimension Column Dimension Beam Dimension 4 6 12.1 in in in Connection Eccentricity Axis of Eccentrcity Eccentricty yl Y. (x, -1 in 14.33 in Brace Geome Brace Angle Brace Weld 48.62 deg 10.0 in Gusset Geomet Gusset Offset Gusset Angle Hinge Depth (2tg) Gusset Unbraced Length 0.51in 30deg ( 1in 7.3 in Gusset Design Schedule Output Gusset Edge Reinforcing OK le Column Side le Beam Side le max 1.4 in 1.3 in 18.8 in Brace 4, deg. tg in W1 W2 Ib in in in Ic Iw twg Offset in in in in Brace 1 49 0.5 5 6 9/16 12 8/16 10 14/16 10 0.3125 -1.00 Beam and CoI Gusset Weld T ec eb Tc Tb twc twb 268 kips 3.59 in 4.68 in 116 kips 151 kips 0.189 in 0.215 in /ENGINEERIN% C Project: 2124 Third Avenue. Suite 100 . Seattle . WA 98121 www.satennineers.com Office: 206.443.6212 Fax: 206.443 4870 Gusset Shape Paddle Tukwila Fire Station 52 Date: 8/1/2019 Project #: Design: dvm Two -Top Connection Sheet: L93 TFS 52 BF Grid F Gusset Plate Design Brace Properties Type Section D tb Ag* Material Fy Fu Ry Rt HSS4X0.250 Round 4.5 in 0.233 in 4.55 in2 A500 Round 42 ksi 58 ksi 1.4 1.3 Connection Force 1.14Fcre(RyFye) 79 kips RyFyAg 268 kips Tube Shear 4v Ae (I)Vn D/C 0.75 9.3 in2 316 kips 0.8 Tube Fracture 4t Gap xb u Ae ON/n D/C 0.75 0.06 in 1.432 in 1.00 4.26 in2 241 kips 1.11 Reinforcing Plates Required Reinforcing Plates An Wplate tplate xb u Ap An/Ap 0.3 in2 8.00 in 0.25 in 1.9 in 0.81 6.7 in2 0.68 *STRUCTURAL ENGINEERING www.ssfenqineers.com Project: Office: 206.443.6212 Fax' 206 443 4870 IBC 2015 Gusset Plate Properties Fy Fu 50 ksi 65 ksi 0.5 in Gusset Plate Block Shea 4v Shear Yield Ten. Yield Shear Rupture Ten. Rupture 4Rn D/C 0.75 300 kips 113 kips 390 kips 146 kips 335 kips 0.80 Gusset Gross Tension Yield et Gus Angle le 4Tn D/C 0.9 30 deg 16.0 in 361 kips 0.74 Gusset Compression Buckling 4c k Ib Xc Fcr 1.1Pc 4Pn D/C 0.85 0.5 7.3 in 0.3 47.7 ksi 87 kips 326 kips 0.24 Tukwila Fire Station 52 Weld Properties Fexx tw Iw 70 ksi 0.3125 in 10.0 in Weld Fracture tw Aw 4Vn D/C 0.75 0.3125 in 8.84 in2 278 kips 0.96 Two -Top Connection Date: 8/1/2019 Project #: Design: dvm Sheet: L94 24C FINE e 5 (E rA. off (--e 4 V t- y !.a () 7)6E7/ AL- 6 12't o O- p ss C4 L N n1 .-► �� N) I ©�J L' /-1 a55.1)/ (f,S vti - (3 -a $ {)(z = 2- b " r. © tb)(6)% - s' S d,5(G.b r©S. f is (o/ Co z 3,r3 fir.► c f 4- p.- p U t... r S S, w 5'acins v G = S ( r P- y ! Zr . oz k/ rZ-©p y &' ss 72.-0 r3 s > ( )/1 -N / 1(.GS " D ES- As- 1. ► H J )(11-^Ael relt- STRUCTURAL ENGINEERING PROJECT ©! PROJ. # DESIGN SHEET L96 ngineers.com NSON SAY FAGOT eh 56: p c.fr r. 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(0.°11 = •- = 38,e, ACD 2-7 rsf r4 rc2 (NI 47 Go Pi a" 0 0 0 N r GO Ri 78 0 0 0 d o 0 in ; '0 '0 0 I--" '6 - STRUCTURAL ENGINEERING TF-5 PROJECT DATE cy02.-I 201 6 0/ PROJ. #1.s. vs DESIGN SHEET L102 z 0 tn www.clarkwestem.c©m 2001 North American Specification w/2004 Supplement ASD DATE: 7/29/2019 SECTION DESIGNATION: 600S162-43 Single INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Wall Solver Design Data - Simple Span Wall Height 12.00 ft Lateral Pressure 27.20 psf Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax = 653 Ft -Lb <= Ma = 1390 Ft -Lb Check Deflection Deflection Limit: U360 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.248 in Steel Thickness = 0.0451 in Inside Comer Radius = 0.0712 in Yield Stress, Fy = 33.0 ksi Fy With Cold -Work, Fya = 36.3 ksi Punchout Length = 4.000 in Deflection Limit U360 Axial Load 0 Ib Deflection Ratio = U581 Check Shear Vmax = 218 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1416 Ib >= Vmax Check Web Crippling Rmax = 218 Ib (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 259 Ib >= Rmax, stiffeners not required L103 www.clarkwestem.com 2001 North American Specification w/2004 Supplement ASD DATE: 7/29/2019 SECTION DESIGNATION: 800S162-43 Single INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 8.000 in 1.625 in 1.625 in 0.500 in 1.500 in Wall Solver Design Data - Simple Span Wall Height 14.00 ft Lateral Pressure 27.20 psf Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax = 889 Ft -Lb <= Ma = 1678 Ft -Lb Check Deflection Deflection Limit: U360 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.236 in Steel Thickness = 0.0451 in Inside Comer Radius = 0.0712 in Yield Stress, Fy = 33.0 ksi Fy With Cold -Work, Fya = 33.0 ksi Punchout Length = 4.000 in Deflection Limit L/360 Axial Load 0 Ib Deflection Ratio = U711 Check Shear Vmax = 254 Ib (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1051 lb >= Vmax Check Web Crippling Rmax = 254 Ib (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 247 Ib < Rmax, STIFFENERS REQUIRED L104 04-1-c:77=tOF- VALL, A-ticc4-OKA6E PSGC Fp O,f 505 24- itjtAd ©('f (0.9T3)(1.5) o.5~`r3y V�r✓. - O,53 `f (c°rs f VI, L pc 0 2c,L p5 Alt*-ct+-M TS f C.uLr7M�r (( (,LSD) Nst. 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C-6 0 4 55 1.-s (2, TO le, FA- ok- - 5 f 5 7-•- 2/140 F t" 35 *STRUCTURAL ENGINEERING DESIGN TES 1 PROJECT PROJ. # DATE 001.11-01E30 I L199 fy 0 ri qa: a co sl" N of) N 0 0 1/3 E 0 ac 0) WENSON SAY FAGET SHEET ASCE 7-10 1116nd Loads - Components and Cladding Flat, Gable and Hip Roofs MAW Coefficients Exposure V= 115 mph - 0.85 Tble26.6-1 Ch�1ir. = aIcu1atad from • = 0.181Tnb26.11-1 Velodty Pretture, eh • 0.00256V:61V Design Wind Presstire, P = (IOWA-Pres)] Wind Pressure Part 1: Low -Rise Buildings (h 5. 60 feet) Section 30.4 Location and BuIkng Dimensions Ket = 1.00 Mean R Hefted, h 24ft IC, = 0.7 Table 30.3-1 Roof Angle 0 defines 12.1 psf (30,3-1) (30.4-1) Roof Type Component . , Effecfive.W1ndAreasqtt 510 . Flat or Gable Roofs 0 to 7 Deg 1 5.8' -14.3* . 6.4* 4.8" 4.6* -13.1* 4.6' -13.1' 4.8* - -14.0' -13.4* -13.1' 2 + 5.8* -23.9 5.4* _-_ . 21A 4.8' .... _ -17.9 -19.1 4.8* _. -15.5* _ -21.5 4.6* -_ 15.5' -19.1 4.6' . - DTI .- - -15.5* ,15.5* _ -22.7 -28.7 3 . 5.8' -36.0 - ---36.0 5.4' ., -29.7 -28.8 4.8' .._ -21.6 4.6' 4.6' -15.5' -11 .B. 4.6' - Oa . -15.5* .... _ -11.8' -15.5' -11.8' _ -19.1 4 13.1' _ _ -14.1' 12.5' 11.7* _ -128* _ 11.1' -12.1* 10.8* _ .. -11.6' 9.8* -10.9' - _ -13.5' 13.1* 12.5* -.-.T----. 11.7* --;14.F 11.1' - -13.6' 10.6* 9.8' -10.9' _ - -17.4 -12.3' Parapet (Fig. 30.7-1) _Ty! - LC A _ ' 37.0 33.9 -26.0 422 29.6 26.8 26.0 25.3 Typ - LC B Comer- LC A - _ - ' - - - -272 49.1 -24.6 _ .. 33.3 -23.2 -222 20.0 -20.7 26.6 25F. --- Comer- LC Li -30.5 -28.8 -26.5 -24.7 --2/8 -2.0i - Note: • Indicates d per 302:2 controls 1 cz) - -05 dr Gable Roofs < 7 deg - Figure 30.4-2A Well Zones - Figure 30.4-1 a: 10 percent °flutist horizontal dimension or 0.414 whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft(0.9 m). k: Mean roofheighl, in feet (meters), except that cave bright shall be used for 0 I0°. Tukwila FS 52 Date: Sheet 8/2/2019 L110 1..d 4 0 0 ,t-7! •C? 46 *.er- • Q a' ri 41. Eri n fr. 0 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Page: Job # CO-04-08 Dsgnr: JR Date: 10 JUN 2016 Description.... 10'-0" Property Line Retaining Wall wl Key, wl Seismic This Wall in File: F:\TYPICAL DETAILS\Concrete\PDFIRetaining Wall Calcs1Co-04-08\Typical Detail Co-0 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To: SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Criteria Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 350.0 psf/ft 125.00 pcf 0.00 pcf 0.450 12.00 in LLateral Load Applied to Stem Lateral Load ...Height to Tor ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft 1.00 0.0 psf Uniform Seismic Force = 70.000 Total Seismic Force = 805.000 Stem Construction 1 1.22 Ratio < 1.5! 1.41 Ratio < 1.5! 3,206 Ibs 35.12 in Soil Pressure @ Toe = 2,472 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2.667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel = Allowable Sliding Calcs Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = fort5.i Stability = 2,967 psf 0 psf 10.3 psi OK 0.0 psi OK 75.0 psi 2,877.9 Ibs 2,625.0 Ibs 1,442.8 Ibs 0.0 lbs OK _249.0 Ills NG NOTE: F . S . 21.1 PER IBC SECTION 1 807 .2 .3, EXCEPTION ALLOWED FOR EQ Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Leve Moment....Actual Service Level Strength Leve Moment.....Allowable Shear.....Actual Service Level Strength Leve Shear.....Allowable Wall Weight Rebar Depth 'd' Masonry Data Bottom 2172 2Stort Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.300 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 1 ft= Stem OK 0.00 Concrete LRFD 10.00 # 7 12.00 Edge 0.693 lbs= Ibs = 3,500.0 ft-# = ft4 = 12,833.3 = 18,507.2 psi = psi = psi = psf = in = 38.6 75.0 125.0 7.56 fm Fs Solid Grouting Modular Ratio 'n' Short Terrn Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 Swenson Say Faget 2124 Third Avenue - Suite 100 Seattle, WA 98121 p: 206.443.6212 Title Retaining Wall Schedule Job # CO-04-08 Dsgnr: JR Description.... 10'-0" Property Line Retaining Wall wl Key, wl Seismic This Wall in File: FATYPICAL DETAILStConcrete\PDF\Retaining Wall Calcs\Co-04-08NTypical Detail Co-0 Page: Date: 10 JUN 2016 RetainPro (c) 1987-2015, Build 11.15.4.22 License : KW-06052576 License To: SWENSON SAY FAGET Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths Toe Width 6.75 ft Heel Width 0.83 Total Footing Width 7.58 Footing Thickness = 18.00 in Key Width Key Depth Key Distance from Toe 10.00 in 24.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in 1 Footing Design Results 1 Toe H29.I Factored Pressure 2,967 0 psf Mu' : Upward 45,057 0 ft-# Mu' : Downward = 7,860 0 ft-# Mu: Design = 37,197 0 ft-# Actual 1-Way Shear = 10.33 0.00 psi Allow 1-Way Shear = 75.00 0.00 psi Toe Reinforcing = # 7 @ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 0.00 in Other Acceptable Sizes & Spacings Toe: #4@ 4.12 in, #5© 6.38 in, #6@ 9.06 in, #7@ 12.35 in, #8@ 16.26 in, #9© 20.5 Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: #4@ 11.36 in, #5@ 17.47 in, #6@ 24.69 in, #7© 33.58 in, Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure 2,314.4 3.83 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load = 563.5 6.90 Total 2,877.9 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = RESISTING Force Distance Moment lbs ft ft-# 8,871.8 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = 3,888.2 Soil Over Toe Surcharge Over Toe Stem Weight(s) 12,759.9 = 1.22 3,206.3 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt 1 7.58 3.38 1,250.0 7.17 8,958.3 Earth @ Stem Transitions= Footing Weight = 1,706.3 3.79 Key Weight = 250.0 0.42 Vert. Component = 6,469.5 104.2 Total = 3,206.3 Ibs R.M. 15,532.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. • Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.091 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. am the (circle one) LANDSCAPING DECLARATION J 0 Corn-ror,4ry Devepr,-,e,-- Barbara Swift • declare as follows: a) owner or authorized agent of the owner of the property, or b) landscape architect who prepared the approved landscape plan, or c) landscape contractor hired to install the approved plantings, responsible for executing the approved landscape plan for the property located at 15447 65th Ave. S, Tukwila, Washington. 2, The permits obtained for this project include: Building Permit D 19 - 0253 Land Altering Permit MI - Design Review Permit L Other Permit I certify that the landscaping and irrigation devices shown on the approved landscaping plans for this property have been installed in conformance with those plans as documented in the Landscape Checklist. 4. I understand that changes to any of the following aspects of the approved landscape plan require a revision to the plans and approval by the City of Tukwila. a) Minimum number of trees, shrubs and ground cover. b) Location of required plantings or planting areas. c) Substitution of species required by permit conditions to mitigate environmental impacts. d) Compliance with the Tree Ordinance for sensitive areas. NOTE: If any of these items have been changed do not sign this Declaration until a revised landscape plan has been approved by the Tukwila Department of Community Development. I declare under penalty of perjury under the laws of the State of Washington that the preceding is true and correct. Dated February 1st, 2021 at Seattle , Washington. LANDSCAPING CHECKLIST Checklist to accompany Landscaping Declaration: Yes No X❑ ❑ Size of installed plants is per approved plan. X❑ 0 Spacing of installed plants is per approved plan. X❑ 0 Approximate location of trees, shrubs and ground cover is per the approved plan. Note: if the size of the nursery pots of ground cover are increased and therefore fewer pots have been installed attach a description showing how the proposed changes meet Landscape Code standards. Substitutions The following species have been substituted after approval by the Department of Community Development. Number of Plants / Number Installed Approved Species & Size Installed Species & Size 7/7 Acer Rubrum Bowhall Maple 3" Caliper Acer Rubrum Bowhall Maple 2.5" Caliper 13/13 Amelanchier x Grandiflora `Autumn Brilliance' Serviceberry 3" Caliper Acer Rubrum `Karpick' Maple 2.5" Caliper 19/19 Pinus Sylvestris Scotch Pine 12'HT Min Pinus `Vanderwolf's' Pine 12' HT Min 860/1290 Gaultheria Shallon Salal 3 Gallon Gaultheria Shallon Salal 2 Gallon 126/252 Woodsia Polystichoides Holly Fern woodsia 2 Gallon Adiantum Maiden Hair Fern 1 Gallon 71/142 Parthenocissus Henryana Silvervein Creeper 3 Gallon Parthenocissus Henryana Silvervein Creeper 2 Gallon 30/32 Chamaecyparis obtusa 'Gracilis'/ Slender Hinoki Cypress 6' HT Min Chamaecyparis obtusa 'Gracilis'/ Slender Hinoki Cypress 6' HT Min 821/810 Lonicera Pileata Privet Honeysuckle 3 Gallon Lonicera Pileata Privet Honeysuckle 3 Gallon 2552/2587 Fragaria Chiloensis Beach Strawberry 4" Pot Fragaria Chiloensis Beach Strawberry 4" Pot MAYES TESTING ENGINEERS, INC. A irerracan COMPANY January 25, 2021 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188-8188 Attn.: Building Official Re: City of Tukwila Fire Station 52 15447 65th Ave S (Fire Station 52) Tukwila, WA Project No. M8191194 Community Developmelt FINAL LETTER (R-1, Revised due to date change): PERMIT# D19-0180 Development Permit (vault, retaining walls, shoring wall) PERMIT# D19-0253 Building Permit (structural) Seedy Glee 20225 QAT Whey Road Sole 110 Lynrraced, WA 9E036 ph 425.742,9360 krx 425.745.1737 Tacoma Caw 10029S. Tacoma VVay Sale E-2 Tama, WA 90499 ph 253584.3720 tcl 253.5843707 Patand °Ace 7911 NE 32rd Die Sae 190 Patna CR 97211 ph 503281.7515 kg< 503281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Base Plate Grout • Proprietary Anchors o Epoxy Grouted Anchors o Epoxy Grouted Dowels • Shotcrete • Reinforced Concrete — Cast in Place • Structural Steel Erection o Welding o NDE: UT • Structural Steel Fabrication o Welding o NDE — UT • Asphalt Compaction To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. A closed Deviation Log is attached for reference. We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, Mayes Testing Engine Paul D. Davis, P.E. Office Manager att: Deviation Log DEVIATION LOG Report Date: 1125/2021 MAYES TESTING ENGINEERS AUFIlairiMurf 10029 S Tacoma Way Ste E2 Tacoma, WA 98499-4686 �Sz- 7�-oozq Client Shiels Obletz Johnsen, Inc Attn: Justine Kim 800 5th Ave Seattle, WA 98104-3176 Project City of Tukwila Fire Station 52 15447 65th Ave S (Fire Station 52) Tukwila, WA Project Number: M8191194 Deviation No, Report No, Service Service Date Description/Comments How Resolved Date Resolved Status D000001 0010 Reinforcing Steel 10/03/19 4 items on report. Observations D000002 0015 Concrete Observation 10/15/19 D000003 0015 Concrete Observation D000004 0055A Reinforcing Steel Observations D000005 0060 - NDE: Ultrasonic Testing Inspection D000006 0059 NDE: Ultrasonic Testing Inspection D000007 0062 Welding Observation D000008 0065 Structural Steel Observations 10/15/19 Deviation label was selected 01/29/20 Several laps were shorter than the 25" required, and the openings need reinforced per details on S401. 02/05/20 The vertical CJP at the south side of grid 6,9/E5 is not complete at time of inspection, and the fillet welds on the shear tabs need completed at gridline 4.1/E.5. 02104/20 Three rejectable indications on moment welds, See above and NDT report for details. Approval needed for the epoxy at the footing, gridline 2-2.9/F. 02/07/20 See report for details. 02/20/20 Multiple. See report for details. Report .0011 10/04/19 Closed Visually reviewed 10/16/19 Closed No deficiencies in 10/16/19 Closed consolidation were observed upon form removal Report 57A 01/03/20 Closed Reports 65 and 66. 02/24/20 Closed All clear except epoxy. Embedment is at 5.5", 6 is required in RFI 195. Remainder cleared in Reports 65 and 66. 12/17/20 - Received RFI 195.1 which clears the embedment issue. In file, Reports 65 and 66 Report 66 and RFI 223 02/24/20 Closed 02/24/20 Closed 01/25/21 Closed Page 1 of 2 IEVIATION LOG ;eport Date: 1/25/2021 MAYES TESTING ENGINEERS ANITEXICOmoirr 10029 S Tacoma Way Ste E2 Tacoma, WA 98499-4686 951.571.94N lient Project Shiels Obletz Johnsen, Inc City of Tukwila Fire Station 52 Attn: Justine Kim 15447 65th Ave S (Fire Station 52) 800 5th Ave Tukwila, WA Seattle, WA 98104-3176 Project Number: M8191194 Deviation No. Report No. Service Service Date Description/Comments How Resolved Date Resolved Status D000009 0066 Structural Steel 02/24120 Multiple. See report for details. Report 68 03/04/20 Closed Observations Page 2 of 2 \ City of Tukwila Department of Community Development December 07, 2020 RACHEL BIANCHI 6300 SOUTHCENTER BLVD TUKWILA, WA 98188 RE: Correction Letter # 1 to Revision #2 DEVELOPMENT Permit Application Number D19-0253 FIRE STATION 52 - BUILDING - 15447 65 AVE S Dear RACHEL BIANCHI, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PW - R DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • A gravel maintenance access road is required for a vactor sewer cleaning truck to perform maintenance of the underground storm water vault and control structure east of the vault. Refer to the civil plan sheet C3.1. Please show on plan how this access can be achieved. 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, Shana Markstrom Permit Technician File No. D19-0253 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 RECEIVED JAN 21 2020 COMMUNI Y !DEVELOPMENT Dear Property Property Owner, , ENTCuoup Cadman, Inc. Sutte100 7554 185thAvenue NE PO Box 97038 Redmond, WA 98073-9738 425.867.1234 Fax 425.861.4046 www.cadman.com We are sending you the attached notice as part of the routine of conducting our business. We are required by law to send these notices via certified mail. We apologize for any inconvenience. This is not a lien. Occasionally, customers feel that such a notice is a reflection on the credit of the contractor. We want you to understand clearly that we have no such intention, but that we are merely complying with the laws of the state. We send these notices automatically on all jobs where we furnish material upon the order of someone other than the owner of the property. In this way, we comply with the law in all cases, and you, as owner, are fully informed about who has lien rights on your property. We are pleased to have the opportunity to serve you, even though this particular order came to us indirectly. If you have any problems in connection with your job please contact the Credit Manager listed on the attached notice. We want to be sure that you are not only satisfied, but also completely enthusiastic about our products. Thank you for your business. Job #: 7826024/TUKWILA Customer #: 7826024 Customer: PELLCO CONSTRUCTION INC. Company: Cadman, Inc. TUKWILA, CITY OF 6300 S CENTER BLVD #101 SEATTLE, WA 98188 Cadman, Inc. 300 E John Carpenter #1600 IRVING, TX 75062 USA File#: 15631 *****GENERAL / OTHER CONTRACTOR***** LYDIG CONSTRUCTION INC. 11001 E MONTGOMERY DR SPOKANE, WA 99206 11 111 11 111 9207 1969 0005 4651 2673 48 11 RECEIVED JAN 2 1 2020 •ir DEVELOPMENT TUKWILA, CITY OF 6300 S CENTER B"D #101 SEA I ILE, WA 98188 U.S. POSTAGE* PITNEY BOWES fie v4 2 7 a — ZIP 75062 #VJ 02 4V 0000350620 JAN 15 2020 seiieBS2B4S C007 1111,iiiilillilid,",1,11,141411,11,11111111,11,111,11/1911 - PRELIMINARY NO-11-0E-INTENT TOCLAIM AGAINST -BOND' (Wash. Rev. Code Section 39,08.065) *****LENDER / SURETY***** *****CUSTOMER***** *****PUBLIC ENTITY OR REPUTED***** PELLCO CONSTRUCTION INC. TUKWILA, CITY OF MICHAEL & BRENDA PELLITTERI 6300 S CENTER BLVD #101 13036 BEVERLY PARK ROAD SEATTLE, WA 98188 MUKILTEO, WA 98275 • You are hereby notified that Cadman, Inc. has furnished or will furnish labor, service, equipment or material of the following general description: Cement, Ready -Mix, Aggregate, Block & Related Building Products for the building structure or other work of improvement known as 7826024-01/06/20-TUKWILA FIRE STATION 52, CONTRACT#18-001.2D - J#1911 - ORDER#10093314 project. located at 15447 65TH AVE S. TUKWILA, WA 98188, County of KING. • The name of the person or entity or firm who contracted for the purchase of such labor, services, or material is PELLCO CONSTRUCTION INC. MICHAEL & BRENDA PELLITTERI, 13036 BEVERLY PARK ROAD, MUKILTEO, WA 98275. •An estimate of the total price of the labor, services, equipment or material is $#######/tit#######. REQUEST FOR COPY OF PAYMENT BOND AND NAME OF SURETY COMPANY To Contracting Party: TUKWILA, CITY OF or State Comptroller The undersigned claimant hereb declares that he has supplied oi will supply labor or materials as described above, that the payment has not yet been made therefore, and that he hereby requests that the contracting body furnish a certified copy of the payment bond, if any, to the claimant, at the address listed above. NOTICE TO PUBLIC ENTITY OR AGENCY Also please take notice that contractor and his bond will be held for the payment of said materials, supplies, or provisions. No suit or action shall be maintained in any court against the contractor or his bond to recover for such material, supplies, or provisions or any part thereof unless the provisions of Wash. Rev. Code Section 39.08.065 have been complied with. Prepar r Cadman, Inc., 300 E John Carpenter #1600, IRVING, TX 75062. Alicia O8ile Date Prepared: 01/10/2020 National Lie ministrator Telephone: (425) 867-1234 Fax: (866) 521-5459 Progr8in Copyright Frank W. Moore. All Rights Reserved. (530) 622-1344. Faints Copyright Pettit Manifold Forms. All Right Reserved. (800) 420-6761 Cadman, Inc. 300 E John Carpenter #1600 IRVING, TX 75062 USA Job #: 7819369/1544765THAVES Customer #: 7819369 Customer: KULCHIN FOUNDATION DRILLING CO. Company: Cadman, Inc. TUKWILA, CITY OF 6300 S CENTER BLVD #101 SEATTLE, WA 98188 a Cadman, Inc. 300 E John Carpenter #1600 IRVING, TX 75062 USA Fife#: 9804 *****GENERAL / OTHER CONTRACTOR***** LYDIG CONSTRUCTION INC 11001 E MONTGOMERY DR SPOKANE, WA 99206 —***CUSTOMER**— KULCHIN FOUNDATION DRILLING CO. PO BOX 99667 LAKEWOOD, WA 98496 P.O. #: 126 11 9207 1969 0005 4651 0779 92 TUKWILA, CITY OF 6300 S CENTER BLVD #101 SEATTLE, WA 98188 t : : U.S. POSTAGE >> prrnsy BOWES trcr — ZIP 75062 CCK,..000 02 aro 0000350620 SEP 03 2019 in• PRELIMINARY NOTICE OF iNTE-NTTo clAim AGAINST BOND (Wash. Rev, Code Section 39.08.065) *****LENDER / SURETY***** *****PUBLIC ENTITY OR REPUTED-- TUKWILA, CITY OF 6300 S CENTER BLVD #101 SEATTLE, WA 98188 • You are hereby notified that Cadman, Inc. has furnished or will furnish labor, service, equipment or material of the following general description: Cement, Ready -Mix, Aggregate, Block & Related Building Products for the building structure or other work of improvement known as 7819369-08/20/19-TUKWILA FIRE STATION 52, CONTRACT#18-001.2D project, located at 15447 65TH AVE S, TUKWILA, WA 98188, County of KING. • The name of the person or entity or firm who contracted for the purchase of such labor, services, or material is KULCHIN FOUNDATION DRILLING CO., PO BOX 99667, LAKEWOOD, WA 98496. •An estimate of the total price of the labor, services, equipment or material is $#####4tift/hitthitkitilUt. REQUEST FOR COPY OF PAYMENT BOND AND NAME OF SURETY COMPANY To Contracting Party: TUKWILA, CITY OF or State Comptroller _The undersigned claimant hpretty declares that he has supplied or will supply labor or materials as described above, that the payment has not yet been made therefore, and that he nereby requests that the contracting-Eody-Turnigh cal -Titled" copy - of the payment bond, if any, to the claimant, at the address listed above. NOTICE TO PUBLIC ENTITY OR AGENCY Also please take notice that contractor and his bond will be held for the payment of said materials, supplies, or provisions. No suit or action shall be maintained in any court against the contractor or his bond to recover for such material, supplies, or provisions or any part thereof unless the provisions of Wash. Rev. Code Section 39.08.065 have been complied with. Prep da-frn- Cadman, Inc., 300 E John Carpenter #1600, IRVING, TX 75062. Alicia Donley National Lien A Program Copyright Frank Date Prepared: 08/26/2019 ator Telephone: (425) 867-1234 Fax: (866) 521-5459 oore. Alt Rights Reserved. (530) 622-1344. Forms Copyright Pettit Manifold Forms. All Right Reserved. (800) 420-6767 Cadman, Inc. 300 E John Carpenter #1600 IRVING, TX 75062 USA RECEIVED SEP 0 6 2019 TUKWILA PUBLIC WORKS Dear Property Owner, Cadman, Inc. Suite100 7554 185th Avenue NE PO Box 97038 Redmond, WA 98073-9738 425 867 1234 Fax 425.861.4046 rovw.cadmen.com We are sending you the attached notice as part of the routine of conducting our business. We are required by law to send these notices via certified mail. We apologize for any inconvenience. This is not a lien. Occasionally, customers feel that such a notice is a reflection on the credit of the contractor. We want you to understand clearly that we have no such intention, but that we are merely complying with the laws of the state. We send these notices automatically on all jobs where we furnish material upon the order of someone other than the owner of the property. In this way, we comply with the law in all cases, and you, as owner, are fully informed about who has lien rights on your property. We are pleased to have the opportunity to serve you, even though this particular order came to us indirectly. If you have any problems in connection with your job please contact the Credit Manager listed on the attached notice. We want to be sure that you are not only satisfied, but also completely enthusiastic about our products. Thank you for your business. LEVY I VON BECK I COMSTOCK, P.S. 1200 5th Ave., Suite 1850 Seattle, WA 98101 22.252245.J D City of Tukwila 6300 S Center Blvd #101 Tukwila WA 98188 • SEP 1 6 2019 TUKWILA PUBLIC WORKS SANFORD R. LEVY DAV [D VON BECK' KATIE J. COMSTOCK SETH E. CHASTAIN* *Washington/Oregon Bars LEVY VON BECK COMSTOCK, P.S. ATTORNEYS AT LAW 1200 5th Avenue, Suite 1850 Seattle, WA 98101 (206) 626-5444 PRELIMINARY NOTICE STAFF TED LEVY ALEX LOSSING JENNI DORCY WASHINGTON PUBLIC WORKS PRELIMINARY NOTICE Our File No. 22.252245; JD Date of Mailing: September 11, 2019 Owner General Contractor City of Tukwila Lydig Construction 6300 S Center Blvd #101 11001 E Montgomery Dr Tukwila WA 98188 Spokane WA 99206 RE: Tukwila Fire Station 52; 15447 65th Ave S; Tukwila, WA Customer: Lydig Construction From: Masons Supply Company Customer Name: Lydig Construction This is to advise you that Masons Supply Company will commence or has commenced to deliver masonry supplies and/or rental materials to Lydig Construction for use on the above -referenced project. Although Masons Supply Company does not anticipate any problems in connection with this project, Washington statutes require that suppliers send this notice. PLEASE TAKE NOTICE that the General Contractor and its bond will be held for the payment of any unpaid material, services, supplies, or equipment furnished by Masons Supply Company ALSO, PLEASE TAKE NOTICE that a lien against the retained percentage may be claimed for all unpaid materials and supplies, or equipment furnished. This notice is not meant to be a reflection on Lydig Construction or that a claim will become necessary, Rather, we are merely complying with the laws of the State of Washington. Please feel free to call us if you have any questions or concerns. Sender: Masons Supply Company Address: P.O. Box 42367; Portland, OR 97242 Telephone: (503) 234-4321 Very truly yours, LEVY VON BECK COMSTOCK, P.S. vv\ Additional Parties Given Notice Listed Below: Notice #: 252245 MASCO MASONS SUPPLY COMPANY OREGON • WASHINGTON PORTLAND, OR WOODINVILLE, WA 503-234-4321 425-487-6161 800-537-3407 800-537-6216 To the Project Owner and Prime Contractor: We would like to thank you for the opportunity to participate in your construction project. Masons Supply is sending the attached notice as part of the routine of conducting our business. Attached to this letter is a preliminary notification, sometimes referred to as a Notice to Owner. This is NOT a lien claim. State law has granted contractors and material suppliers certain protections in exchange for their willingness to provide labor and/or materials in advance of payment. These protections are generally in the form of lien or bond claim and often require a preliminary notification of lien rights such as the one attached hereto. We are mandated by the state as a supplier to provide you with this preliminary notification in order to preserve our lien rights in the event we are not paid. If you have any questions or concerns, please feel free to call our office at 503-234-4321. Thank you again for the opportunity to be part of your construction project. Sincerely, Masons Supply 2637 SE 12th Avenue; Portland, OR 97202 \ WEINSTEINA+U ARCHITECTS + URBAN DESIGNERS September 3, 2019 Rachel Bianchi Deputy City Administrator City of Tukwila 6300 Southcenter Blvd, Tukwila WA 98188 Tukwila Fire Station 52 - Phase 2 Permit Corrections #1 Responses D19-0253 Dear Rachel: RECEIVED CITY OF TUKWILA SEP 0 3 2019 PERMIT CENTER The following are the design team's responses to the comments we received on our Phase 2 Development Permit submission. The original language from the corrections letter is show here verbatim, with our responses in green italics. Planning Comments: 1. Slender Hinoki Cypress comprises approximately 25% of total tree quantities; no more than 20 percent may be of one species. Revise tree quantities to meet diversity requirements. Swift Response: Three Slender Hinoki Cypress Trees have been switched to Chalet Swiss Stone Pines — this brings the total Hinoki Cypress percentage below 2596. 2. Tree quantities have been reduced from 151 as part of design review permit to 129 trees. Revise tree quantities to meet numbers originally proposed as part of design review. Suggest locating additional trees within southeast corner of the parcel and/or within western portion of the site. Native tree species are recommended for western portion of site. Swift Response: The reduction in trees was a result of site impact scope reduction and preserving existing conditions west of the existing retaining wall on the west portion of the site. The number of trees is still above the required replacements for the on -site removals associated with development. 3. Silvervein Creeper and Virginia Creeper vines are proposed along driveway/retaining wall. Clarify what these vining will be attached to. Swift Response: Silvervein and Virginia Creeper are planted adjacent to the new rockery walls. These walls will provide opportunities for the vines to grow up them as they feature nooks and areas where the vines will be able to attach and climb up the surface, The surface of the rockery is not completely vertical and will be conducive to the plants climbing without a trellis. 4. Provide detailed specifications for porous pavement to be utilized within memorial garden and adjacent to parking area. Swift Response: Specifications for flexible porous pavement are attached. Basis of Design is Porous Pave XL product by Porous Pave Inc. 5. Silva cells required for interior parking lot landscaping adjacent to trees, see redline notes on L401 for 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 WeinsteinAU.com T 206 443 8606 F 206 443 1218 CORFtECT1ON 1)‘ LTR# w clarification. Swift Response: (No markup on L401 provided) - Soil cells are provided in order to create continuous soil areas. In areas where no soil cells are present, continuous soil areas (which achieve soil volume requirements) are created using flexible porous pavements over planting soils. The design meets the requirements of 18.52.070A.1. 6. Tree wells are required for trees within memorial garden. Tree grates and landscaped tree wells shall be a minimum 36 square feet in size (6' x 6'). Tree well size may be adjusted to comply with ADA standards on narrower sidewalks. See TMC Section 18.52.070.A.1., "Soil Preparation and Planting," for structural soil requirements. Root barriers may be installed at the curb face if structural soils are not used. Swift Response: As an alternative to tree wells, Swift is proposing the use of flexible porous pavement in plaza areas. The flexible pavement has several benefits including increased ADA accessible area, continuous soil volume areas for tree planting, and reduced maintenance vs. tree grates that must be monitored and expanded as the tree grows, and can be prone to damage. Tree root zones will be protected by the flexible surface and water will be able to infiltrate into the soil profile below. This treatment achieves the intent of code section 18.52.070,4.1 by providing trees with continuous areas of soil that connect to the larger planting areas to the north and south of the in -plaza trees. Sincerely, Emma Nowinski, AIA Weinstein A+U 2/2 2200 Western Avenue Suite 301, Seattle, WA 98121-1921 WeinsteinAU.com T 206 443 8606 F 206 443 1218 19_0903 TFS52 Phase 2 PermitCorrections 1 Responses_Planning.docx /\ TUKW|LAFIRE STATION 52 ^~ 321243 SWIFT COMPANY FLEXIBLE POROUS PAVEMENT PART I - GENERAL SUMMARY This Section includes the following requirements for Flexible Porous Pavement installation as indicated on the drawings. 1.2 REFERENCE SECTIONS A. 328400—Planting Irrigation 8, 3280UO—Planting RECEIVED CITY OF TUKW/| A �������� w�o w� u�^aPERMIT CENTER 1.3 REFERENCE STANDARDS A. This Section incorporates by reference the latest version of the following documents. 1. ASTMInternational (ASTK4). a. A8TK8 C 668 ' Standard Test Method for Resistance of Concrete to Rapid Freezing and Thawing. b. ASTyW D 2047 ' Standard Test Method for ShsUo Coefficient of Friction of Polish - Coated Flooring Surfaces as Measured by the James Machine C. ASTM D 4798 - Standard Practice for Accelerated Weathering Test Conditions and Procedures for Bituminous Materials (Xenon'AnoMethod) d. AGTM F 1292 - Standard Specification for Impact Attenuation of Surfacing Materials Within the Use Zone of Playground Equipment e. ASTM G 155 - Standard Practice for Operating Xenon Arc Light Apparatus for Exposure ofNnn'kAeta||io Materials 1.4 DEFINITIONS A. Aggregate Base Course: Aggregate material under the Flexible Porous Pavement, designed to distribute loads across the top o[the planting soil. B. Planting Soil: Aadefined inSection 329UO0-Planting, C. Flexible Porous Pavement: A poured -in -place paving material that allows water and air to permeate into the root zone of the planted tree that is rigid enough to prevent compaction of the D. Tree Pit Opening: The opening in the surrounding impervious pavement installation within which the tree iaplanted. 1.5 SUBMITTALS A. Submit under provisions cfSection 01 3000—Submittal Procedures, B. Product Data: Manufacturer's data sheets on each product to be used, including: 1. Preparation instructions and recommendations. 2� Storage and handling requirements and recommendations. 3. Installation methods. SO% CONSTRUCTIONDOCUMENTS 321243'1 �������� �� CORROil _' 321243 FLEXIBLE POROUS PAVEMENT /\ �OKW|LAFIRE STATION 52 SWIFT COMPANY C. Shop Project specific shop drawings shall include asominimum: plan view, cross- section, and product data, O. Selection Samples: For each finish product epenhfied, two complete sets of color charts representing manufacturers full range ofavailable colors and patterns. E. Verification Samples: For each finish product specified, two oamp|an, minimum size 5 inches round, representing actual product, color, and finish. F. Manufacturer's Certificates: Certify products meet nrexceed specified requirements. G. Closeout Submittals: Provide manufacturer's maintenance instructions that include recommendations for periodic cleaning and maintenance. 1.0 QUALITY ASSURANCE A. Manufacturer Qualifications: Manufacturer with m minimum for three years documented experience with the products specified, B. Installer Qualifications: Certified Porous Pave personnel orauthorized agents experienced in performing work of this section who has specialized in installation of work similar to that required for this project. C Pre'|notaUaUonK4eoUngo: 1. Convene a pre -installation meeting m minimum of two weeks phor, to start of the work in order bucoordinate requirements ofthe porous surfacing system. 2. Verify project raqui,emanto, aub'bmao and base oondiUonm, manufacturer's installation instructions and coordination with other related work. 3. Require attendance of parties directly affecting work of this aecUun, including the Contractor, Owners Representative, and |nnb*Uar. Manufacturer's representative may attend byphone conference myneeded. 4. Review installation procedures and coordinate installation with other work around installation area. 17 DESIGN / PERFORMANCE REQUIREMENTS A. Independent Test Data ofPermeable Surfacing: 1. Porosity: Calculated void content of 27 percent. 2. Pannaobi|hv: Coefficient cfpermeability for e O inch diameter core sample cf5.98x101 inches/second. Flow note for G inch diameter core sample of0.043 CF/Sec. 3. Compressive Strength: a. 10.000|boTest: Average reading after 4hours after release, U.O8O9 b. 20.00O|bnTest: Average reading after 3hours after release, O.O350 4. Durability -Weathering: Accelerated weathering in accordance with AST&1 D 4798. Cycle A.ASTK8G155.Xenon UVexposure, 120hours. 5. Durability -Freeze-Thaw: ASTM C 066. Method B. 300 uyo|eo oYfreeze/thavv; Panel 1 W1aon Change minus 1.2 percent, Panel 2 K4amn Change minus 0.5 percent, Panel 3 Mass Change plus 5.6 percent. No change in visual appearance from all panels. G. Slip Resistance ' Static Coefficient nfFriction when tested in according toASTyW D 2047. Average ofU.06. 7. Safety - Critical Fall Porous Pave %LS: Tested in accordance with A8Tk8 F 1392, maximum critical fall height nf4feet. 321243'2 90% CONSTRUCTIONDCCUyWENTS /'\ ' `~ ^~ TUKW|LAFIRE STATION 52 321243 SWIFT COMPANY FLEXIBLE POROUS PAVEMENT 8. Safetv-Chemica| Leaching: EPA Tested for metals, mercury, and aemi-voladleo. The ano|yteshall not bedetected adorabove the reporting limit. 8. Flame Raoiah*noe ' Tested in accordance with A8TyW E 84, Flame Spread Index SO. Smoke developed Index OOO. 1.8 SEQUENCE AND SCHEDULING A. Schedule utility installation prior to beginning Work of this Section. Coordinate with Tree and Plant Protection, Planting, |niQoUon and Pedestrian Concrete Pavement installation schedule. B. Where pownib|e, schedule the installation of the Flexible Pnvnuo Pavement system after the area is no longer required for use by other trades and Work. Where necessary to prevent damage, protect installed system if Work must occur over or adjacent to the installed Flexible Porous Pavement. 1.8 DELIVERY, HANDLING AND STORAGE A. Deliver materials tnsite in manufacturer's original, unopened containers and packaging, with labels clearly identifying product name and manufacturer. B. Binder components shall beshipped insealed water -tight containers. C. Granite aggregate shall be shipped in commercial -grade, moisture -proof 50 |b pre -measured bags. O. Store materials in accordance with manufacturer's instructions. E. Store binder obovm45 degrees F. Rook and stone must be kept dry and stored out of direct sunlight tnprevent condensation inside the bags. F. Protect materials during handling and installation to prevent damage. G. Closeout Submittals: Provide manufacturer's maintenance instructions including recommendations for periodic maintenance anrequired. 110 FIELD CONDITIONS A. Maintain environmental conditions (tompermUure, humidity, and ventilation) within limits recommended by manufacturer for optimum results. Do not install products under environmental conditions outside manufacturer's absolute limits. B. Do not place hard surface Flexible Porous Pavement system when the following conditions exist. a. Unstable wet, noturotad, muddy orfrozen base. b. During rain or snow. C. When air temperature is less than 45 degrees F or more than 95 degrees F for at least six hours during orafter installation. C. Do not begin installation of Flexible Porous Pavements until all herd surface paving adjacent to Flexible Porous Pavement areas is completed. D. Protect partially completed porous surfacing against damage from other construction traffic when work iainprogress. 1.11 MEETINGS AND INSPECTIONS A. Preconstruction Meeting: 8OY6CONSTRUCTION DOCUMENTS 321243-3 AUGUST 23.2019 `' 321243 FLEXIBLE POROUS PAVEMENT /\ UOKW|LAFIRE STATION 52 SWIFT COMPANY 1. Arrange a preconstruction meeting hotake place at least 2weeks before commencement of earthwork and soil preparation between the Owner's Representative and Landscape Architect, and Contractor. 2. Review the proposed schedule, consideration of substitutions, overview of specifications, installation sequence, and the coordination with associated construction activities. 3. Provide meeting notes for approval by Owner's Representative's Representative. B. Inspections: Shall occur at various mi|mnbnnoo throughout the project. Notify the {}vvnar'o Representative (4) working days prior to inspections, unless noted othemfise. e. Inspect aggregate subbase pnupnnoUon prior to Flexible Porous Pavement system placement. b. Inspect inoho||mUon of Flexible Porous Pavements. 1.13 SUBSTANTIAL COMPLETION AND ACCEPTANCE A. The Owner's Representative will make an inspection for SubnbonUo| Completion. Submit a written request for Substantial Completion inspection. B The Contractor will furnish full and complete written submittals for the Warranty for review by the Owner's Representative atthe time ofthe request for Acceptance, 113 WARRANTY PERIOD A. The Contractor shall warrant the Flexible Porous Pavement system to be free of faults and defects in accordance with the General Conditions, except that the warranty shall be extended by manufacturer's written warranty against defects in materials and workmanship. B. Porous Pave rnmtmrio|, when installed by certified Porous Pave personnel or authorized agenta, will carry o warranty for materials of two years from the date of installation. Porous Pave'e warranty is limited to the structural and mechanical integrity of the installed materials PART 2-PRODUCTS 21 BASIS OFDESIGN A. Porous Pave XLbvPorous Pave |nc,4385E 110Uh8L;Grant, K4|48327;Toll Free Tel: 888' 448'3873;Te|:231'834-7720;Fax:231'834-5537;Emai|:meles@porouspevminc.com; Webmww.pmouspavemccom B. Substitutions: Manufacturers seeking approval of their products are required to submit requests for substitution in accordance with the specifications. Proposed substitutions must include layout p|ano, debsi|o, and manufacturer specifications equivalent to the existing contract documents. 2.2 MATERIALS A. Flexible Porous Pavement System Components: 1Porous Pave XL - Strongest, most durable blend consisting of 50 percent recycled rubber chips and 50 percent kiln -dried oggnegaho, plus o Hand Binder, for hard-wearing permeable pavement, 2. Kiln -Dried Aggregate: Washed, kiln -dried, consistently sized all -granite aggregate. 32 12434 90% CONSTRUCTION DOCUMENTS AUGUST 22.2019 ^' TUKVV|LAFIRE STATION 52 SWIFT COMPANY /\ ~-' 321243 FLEXIBLE POROUS PAVEMENT 3. Recycled Rubber Chips: Clean, consistently sized rubber chipm. SS percent of nbae fragments removed. Consistent rubber chip mdmra are infused not just a thin outer coating. o. Color: Grey. B. Hard Binder: B5HNhard binder. C. Bone Aggregate: C|aon, compacted, coarse grained crushed rook, fn»o of organic matohe|, trash and other debris, and free oftoxic material injurious top|antOrowth. PART 3-EXECUTION A. Examine the conditions under which the Flexible Porous Pavements are to be installed. 1. Do not begin installation until oubobnh*a have been properly prepared. If substrate preparation is the responsibility ofanother installer, notify Contractor and the Owner's Representative ofunsatisfactory preparation before proceeding. 2. Verify |ayout, gradients and elevations of subQrade and bone are correct. Notify the Contractor and the Owner's Representative if not acceptable. Do not begin preparation or installation until unsatisfactory conditions have been corrected, 3. Notify the Contractor and the Ovvnu/m Representative in writing in the event of conflict between existing and new improvements, of discrepancies between the Contract Drawings and actual site conditions, and other conditions detrimental to proper and timely completion of the installation. 4. Obtain written approval of changes to the Work from the Owner's Representative prior to proceeding. Proceed with installation only after changes have been made and unsatisfactory conditions have been corrected. 31 COORDINATION A. Coordinate inotoUoUnn of surrounding pavements and hmvdamape o|emnnba, planting soil, irrigation and planting with Flexible Porous Pavements work. B. Coordinate installation with other trades that may impact the completion of the Work. 3.2 EXCAVATION A. General: Excavate huthe depths and shapes indicated on the Drawings, if necessary, Provide smooth and level excavation base free oflumps and debris. B. Confirm that the depth of excavation is onourmba and includes the full section of nnahehe|o required to place the base aggregate and Flexible Porous Pavement profile as indicated on the Drawings. C. If conflicts arise curing excavation, notify the Owner's Representative in writing and make recommendations for action. Proceed with Work only when action is approved in writing. 3.3 PREPARATION A. Prior to the ahad of Work, layout and stake the limits of excavation and horizontal and vertical control points sufficient to install the complete Flexible Porous Pavement system. B. Clean surfaces thoroughly prior toinstallation. 8O96CONSTRUCTION DOCUMENTS 321243'5 AUGUST 22.301S /\ 321243 `lUN7N/|LAFIRE STATION 53 FLEXIBLE POROUS PAVEMENT SWIFT COMPANY C. Prepare surfaces using the methods recommended by the manufacturer for achieving the best result for the substrate under the project conditions. D. Carefully protect adjacent mn&eho|o not to receive surfacing to avoid exposure to binder or m|n. Materials will stain and cannot bacleaned. E. Take proper precautions as necessary to avoid damage to existing improvements and 9.4 TEMPORARY PROTECTION A. Protect open excavations and Flexible Porous Pavement system from access and damage both when Work is in progress and following completion. Install visible oono1nucUVD tape, fencing, or other means until construction and curing iocomplete, B. Do not operate equipment over the Flexible Porous Pavement system until the surface material has been cured. 3.5 INSTALLATION A. Install aggregate base hnthe depths indicated onthe Contract Drawings and aerecommended bythe manufacturer. Compact aggregate base. B. Install Flexible Porous Pavement in accordance with manufacturer's instructions. C. Install each area to be surfaced in a single monolithic pour with no expansion strips. D. Provide two inches depth ofXLmaterial over ocompacted aggregate base, 8.6 PROTECTION A. Keep onnnhuodnn traffic away from the limits of the Flexible Porous Pavements. The Flexible Porous Pavement system does not fully meet loading strength until the paving is cured. B. When the Flexible Porous Pavement installation is cnmp|nbad. limit boffio and construction related activities haonly loads less than the designed loads. 3.7 ADJUSTING AND CLEANING A. Perform cleanup during installation and upon completion ofthe Work. Maintain the site free of soil, sediment, trash, and debris. Remove excess soil materials, debris, and equipment from the site following completion ofthe Work ofthis Section. B. Repair damage to adjacent materials and surfaces resulting from installation ofthis Work using mechanics skilled in remedial work of the construction type and trades affected. 3.8 PROTECTION A. After Work in this section is complete, the Contractor shall be responsible for protecting work from sediment deposition and damage due to subsequent construction activity on the site. B. Protect installation until the end ofthe construction period. END OFSECTION 321243 321243-6 QO% CONSTRUCTIONQ8CUMENTS I ."\ City of Tukwila Department of Community Development August 29, 2019 RACHEL BIANCHI 6300 SOUTHCENTER BLVD TUKWILA, WA 98188 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D19-0253 FIRE STATION 52 - BUILDING - 15447 65 AVE S Dear RACHEL BIANCHI, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • 1. Slender Hinoki Cypress comprises approximately 25% of total tree quantities; no more than 20 percent may be of one species. Revise tree quantities to meet diversity requirements. 2. Tree quantities have been reduced from 151 as part of design review permit to 129 trees. Revise tree quantities to meet numbers originally proposed as part of design review. Suggest locating additional trees within southeast corner of the parcel and/or within western portion of the site. Native tree species are recommended for western portion of site. 3. Silvervein Creeper and Virginia Creeper vines are proposed along driveway/retaining wall. Clarify what these vining will be attached to. 4. Provide detailed specifications for porous pavement to be utilized within memorial garden and adjacent to parking area. 5. Silva cells required for interior parking lot landscaping adjacent to trees, see redline notes on L401 for clarification. 6. Tree wells are required for trees within memorial garden. Tree grates and landscaped tree wells shall be a minimum 36 square feet in size (6' x 6'). Tree well size may be adjusted to comply with ADA standards on narrower sidewalks. See TMC Section 18.52.070.A.I., "Soil Preparation and Planting," for structural soil requirements. Root barriers may be installed at the curb face if structural soils are not used. 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 mali or by a messenger service. Comment letter issued by BHC Consultants on 8/26/19 is attached for your reference. Please submit corrections directly to BHC regarding their review. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • If you have any questions, I can be 'reached at (206)433-7165. Sincerely, achelle Ripley Permit Coordinator File No. D19-0253 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ( CONSULTANTS Engineers Planners Jerry Hight City of Tukwila 6300 Southcenter Blvd. #100 Tukwila WA 98188 /". BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, VVA 98101 206 505.3400 206 505.3406 (fax) www.bhcconsultants.com August 26, 2019 Subject: New Fire Station #52: Review for 2015 IBC Life Safety, Structural, WSEC energy code, envelope Jerry We have completed my initial plan review of the referenced project. The following are our comments to the areas and items covered by this review: Applicant: The above referenced project is in the process of plan review for compliance with City of Tukwila ordinances and applicable codes. The comments and deficiencies noted in red on the drawings must be addressed prior to completion of the plan review and the subsequent issuance of permits. ALL COMMENTS HAVE BEEN WRITTEN DIRECTLY ON TO THE DRAWINGS. Please provide revised plans and calculations along with a written response to each of the comments. A response with corrections must be provided to the city within 90 days of the date of this letter or the permit application may be cancelled without notice. SCOPE OF REVIEW The scope of this review is for the Ordinance, Structural, V&IAQC, and Energy requirements of this project. The project was reviewed for compliance with the State of Washington Building Codes. All features were checked only to the extent allowed by the submittals provided. All portions of this project are assumed to meet or will meet other departmental requirements, conditions and concerns before permit approval. Additional corrections may be required following receipt of the corrected plans and the requested additional information. General: Building Classification: Occupancy: Mixed Use, S-2, apparatus Bays, R-2 dormitory areas, B admin offices and training area Type of construction: IIB NFPA 13 throughout Area: R-3 1$' flr-1528 s.f 2nd fir 1871 s.f. S-2 1 flr -6420 s.f., 2nd flr 117 s.f. B 1860 s.f. (include 813 s.f., physical training room) 2nd flr 343 s.f. Sheet G001 1. Please note this sheet must be printed in color since code required items are in color Sheet G101 1. Please note this sheet must be printed in color since code required items are in color 2. Please provide energy analysis or list this as a deferred submittal by the mechanical engineer Sheet G201 3. Please verify please note the door latch and knobs shall not be lower than 5 feet. WAC 296-305-06503 Item 3b 4. Please clarify the balance of the pole requirements if applicable 5. Please note the required for the standard toe board per WAC 296-305-06503 item 13 6. Please note the stairs shall be of non-skid material. WAC 296-305-06503 7. Please note this sheet must be printed in color since code required items are in color 8. Please verify if a pole is going to be installed and the requirements WAC 296-305-06503 Item 3 9. Please note the emergency system that will light the dormitories, hallways and apparatus bay area in case of electrical power failure. WAC 296-305-06503 Item 2 Sheet G202 10. Please clarify if a door is at this location. You show it as a wall and this cannot be used in the travel distance. 11. Please clarify how the physical training is not an A occupancy. If you use the correct occupant load factor for an A occupancy you will exceed 50, so it can not b an B occupancy. IBC 303.1.2 12. Please justify a single exit in the physical training room or separate the exit correctly based off the diagonal distance. IBC table 1006.2.1 13. Modify travel distance to not go across diagonal but at right angles along the wall. IBC 1017.3 14. Please justify that the longest distance is not from the deck. It appears this is where the longest distance for travel should be. IBC 1017.3 Sheet G500 15. Please add the duel height drinking fountain to meet the new ANSI standard. A117.1- 2009 602.4 Sheet L212 16. Please note the required epoxy. Sheet A101 17. Please note the required force the attachments must have a safe load of 300 pounds. WAC 296-305-06515 18. Please clarify how the indoor air quality will be met per WAC 296-305-06511 Sheet A101N 19. Please clarify where the designated cleaning area that is in compliance area per WAC 296-305-06505 20. Please note the emergency lighting requirement per WAC 296-305-06503 item 2. 21. Please clarify how the floor will be slip resistance at the locations where personal would mount of dismount the apparatus. WAC 296-305-06509 22. Please provide details for one hour rated assemblies separating the vehicle storage and the sleeping area. WAC 296-305-06507 Sheet A101S 1. Please show the location of the fire stop on the drawings 2. Please provide the one hour rated assembly for the usable space under the interior stairs. IBC 1011.7.3 3. Please provide detail for the steel canopy. 4. Please provide analysis and details for the steel canopy on S sheet or list as a deferred submittal 5. Please add all the required landing outside each exterior door. IBC 1010.1.6 6. Please provide dimension to show proper clearance for the door swing. A117.1 604.9.3 7. Please show the locations of the smoke and carbon monoxide detectors per WAC296-305-06507 Sheet A301 8. Please clarify where the tempered glazing is noted. IBC 2406 Sheet A302 9. Please clarify where the tempered glazing is noted. IBC 2406 Sheet A303 7 \ 7 \ 10. Please clarify where the tempered glazing is noted. IBC 2406 Sheet A401 11. Please add the required assembly per this note on this sheet. Sheet A612 12. Please complete this section to show the location of the code requirements. Sheet A627 13. Appears this sheet is not complete. Sheet A614: 14. Please complete this section to show the location of the code requirements Sheet A701 15. Please add to the set all the complete assemble and not just the reference to the UL book 16. Please provide membrane penetration details to maintain the rating. IBC 714.3.1 17. Please provide through penetrations details to maintain the required rating per IBC 714.3.1 Structural Comments Sheet S201S 18. Please add the footing at this location and provide analysis to justify not required - 7 HI - _J ••=11IF 4111. eel imm....1.T.10 NIF4 Please add the footing at this location and provide analysis to justify. 19. Provide detail at elevator pit and the footing 8 foot square. r- 8'-O"sq x 30"dp FTG. W/ 46 @ 129oc E.W. BOT. T.O. FOOTING = IG EVEL HSS 5x5x3/ RAIL SUPP L_ _ _ ATOR PIT 1 IISS 8x4x5/8 I RAIL SUPPORT 02, TYP. A ATOR RAIL 20. Please provide analysis for the footing at elevator pit. Per check analysis when taking into account the elevator wall this appears to be over stress 21. Please provide analysis for the 1' X 12 deep footing without reinforcement Sheet S302 22. Please provide analysis for the steel stud to support the out -plane force supporting the brick veneer Sheet M001 All the drawings state for reference only. These sheets have only had cursory review until final drawings are submitted Your plans are being reviewed concurrently with the Building Department, Fire Department, Zoning Department and Public Works Engineering. Changes, clarifications or additional corrections may be required subsequent to the other department plan review when comments are received from the other concerned departments. Review by Hoyt Jeter, PE, ICC Plans Examiner Submitted by William Hill, PM -•\ City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director August 5, 2019 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RE: Structural and Nonstructural Plan Review Development Permit D19-0253 Tukwila Fire Station 52 — 15447 65th Ave S Dear Mr. Hill, Please review the electronic version of drawings and documents for structural and nonstructural compliance with the 2015 International Building Code. The address of the site where they are supposed to be located is https://www.dropbox.com/sh/guptcqsrpqlylzc/AAACb3lzerIInOsciBv bXe5a?d1=0. A copy of this letter has also been emailed to you. This permit (D19-0253) is for the building portion only and we ask you to limit your review and corrections to the building portion only for now. Separate applications will be submitted for the mechanical, plumbing and electrical permits at a later date. We will forward those applications and plans to you at that time. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: DI9-0253 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov e." \ PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0253 PROJECT NAME: Tukwila Fire Station 52 DATE: 11/09/2020 SITE ADDRESS: 15447 65th Ave S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision 2 after Permit Issued DEPARTMENTS: /4z( Building Division " Public Works Al‘" Fire Prevention Structural 2 V2(i2 t II/12/V1-0 Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: DUE DATE: 01/05/21 DATE: 11/10/20 Structural Review Required APPROVALS OR CORRECTIONS: Approved Approved with Conditions Fire Fees Apply ri Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues r Notation: REVIEWER'S FNIT1ALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Ej Fire El Ping 0 PW 0 Staff Initials: 12/18/2013 'Ns PERMIT COORO COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0253 DATE: 02/04/2020 PROJECT NAME: FIRE STATION 52 SITE ADDRESS: 15447 65 AVE S Original Plan Submittal Response to Correction Letter # Revision # _A, Revision # before Permit Issued after Permit Issued DEPARTMENTS: VAlt Building Division 4 Cf 414° Public Works Ao Fire Prevention Structural 110 1,4s0 Planning Division Permit Coordinator 101 PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 0 2 / 0 6 / 2 0 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: 03/19/20 Fire Fees Apply Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping PW Staff Initials: 12/18/2013 CPERMIT COORD COP? C PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0253 DATE: 09/05/19 PROJECT NAME: FIRE STATION 52 SITE ADDRESS: 15447 65TH AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural 1)(1? Rr Manning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 09/05/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 09/19/2019 111 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COOPID COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0253 DATE: 08/02/19 PROJECT NAME: FIRE STATION 52 - BUILDING SITE ADDRESS: 15447 65 AVE S X Original Plan Submittal Revision # before Permit ssued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Di ision • totik Attic 9-Akti Public Works Allt Ale 0— Fire Prevention Planning Division q\b\161 Structural Permit Coordinator III PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/06/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 09/03/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED:AA_' Departments issued corrections: Bldg 0 Fire 0 Ping PW Staff Initials: 12/18/2013 PROJECT NAME: FAte, aerg, 52, PERMIT NO: SITE ADDRESS: 1 5)-1, it *7 (Qs- s ORIGINAL ISSUE ATE: C1-))-1 REVISION LOG lq- 0,453 REVISION NO. DATE RECEIVED STAFF IIIZ LS ISSUED DATE STAFF INITIALS - ) Lt. - Summary of Revisio n: vkatit Sb-e ell lc --134Z creillfratic 81A4tOS ti.r1 -e. goecres" tevveinov+ov- NI (Aril • t • Received by: c_c) 0 (0-- REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS i //C.'', Summary of Revision: Gv.4.-YZ il -c-K c it tit ( 41 Is r ) e, ,Cr , / ilk, ,t-t Mc4) (iri'Vit { Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF 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) 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: 10/19/2020 Plan Cheek/Permit Number: D19-0253 E Response to Incomplete Letter # RECEIVED Response to Correction Letter # CITY OF TUKWILA Revision # 2 after Permit is Issued 9 Revision requested by a City Building Inspector or Plans Examiner 1] Deferred Submittal # PERMIT CENTER Project Name: Tukwila Fire Station 52 Project Address: 15447 65th Ave S Contact Person: Emma Nowinski Phone Number: 206-443-8606 Summary of Revision: This revision updates the permitted drawings with the latest tree demolition numbers, the latest revisions to the planting plan, and the revised color of the architectural fence, which is changing from grey to black. Included drawings are L010, L401, and A003, plus product information and photographs of the fencing. Sheet Number(s): L010, L401, A003 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on `I td-'•ilc) WAPermit Cenier5TemplaiesWorms \Revision Submitial Fornvdoc Revised: Andsi 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, eta Date: February 4, 2020 Plan Check/Permit Number: D19-0253 El Response to Incomplete Letter # El] Response to Correction Letter # Revision # I after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # Project Name: Fire Station 52 - Building Project Address: 15447 65th Ave S RECEIVED FEB 04 2020 (..,....,iv4sinurtn I Y DEVELOPMENT Contact Person: Emma Nowinski, Weinstein A+U Phone Number: (206) 443-8606 Summary of Revision: This revision includes clarifications to the physical size and location of the generator enclosure. The generator and fuel tank have been sized in order to meet the requirements of the Fire Marshal for the Headquarters station as an essential facility. The generator must be able to power the full load of the station for 72-hours. Now that the calculations have been finalized, the physical size of the generator is larger than estimated during design, so it will be taller than the 9'-0" architectural fence intended to screen it. In order to mitigate the appearance of the generator and help it blend in with the building, it will be custom painted in a gray color to match that of the architectural fence and metal panels on the building. Two additional hinoki cypress trees have been added to the south of the architectural fence in order to provide further screening. Sheet Number(s): L401, A002, A003 (Delta #45) "Cloud" or highlight all areas of revision including date o Received at the City of Tukwila Permit Center by: Entered in TRAKiT on X2,20 Nolumes/PileServer/Architectural/12012 TukwilaFireStation52/17012-6-RegAgencies/17012-6-04-BuildinsCode/17012-6-03-3-Bldeermit/Phase 2 Permit/Revisions/Generator/Revision Submittal Form_Generator.doc Revised: August 2015 / Received at the City of Tukwila Permit Center by: Entered in TRAKiT on 461-3,1, 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: 9 / 3 /1 9 Plan Check/Permit Number: t) - 25. 3 El Response to Incomplete Letter # '71 Response to Correction Letter # I RECEIVED Revision # before Permit is Issued CITY OF TUKWILA. Revision # after Permit is Issued SEP 0 3 2019 Lill Revision requested by a City Building Inspector or Plans Examiner E] Deferred Submittal # PERMIT CENTER Project Name: El ST/30- ON 5 '2_ Project Address: Ik41 6251" /1/4V C- S Contact Person: M NAA 1,..1.0W tAS Phone Number: 000 - 443 - bC.9 0(0 Summary of Revision: P-e sr ov\-cZs 1-0 Lct,A-A Us-c 0,1) vv,v,--e- LA---/-S iir-e- IL a. vvi s co_ _,, _.-,,, vv r, -I-k ervl vc 1. A_,,,,i_c 4 ‘iy-t_s ci.A, a cA- vl ‘cA.vi -im\n-c4 1) I. et,v1 0- v—t et- 1 0- dli•-e-J . _..., Sheet Number(s): L40 "Cloud" or highlight all areas of revision including date of evision 41(Akifrfel %VC)) CAUsers \Kandace-bIlAppData‘Local Microsoft \WindowslIbietCache\Content.OutlooklQ11518YWC \Revision Submittal Form.doe Revised: August 2019 Homo Espanol Contact. Search L&I Safety & Health Claims & Insurance Washington State Department of Labor & Industries A-Z ndex Help My L&I Workplace RigIts Trades & Licensing LYDIG CONSTRUCTION INC Owner or tradesperson Principals Williams, Joseph Robert, PRESIDENT Slattery, Glyn Gary, VICE PRESIDENT Dobyns, William Mark, VICE PRESIDENT Greene, Craig Freeman, VICE PRESIDENT Singer, Brian Edward, VICE PRESIDENT Campanella, Vincent Joseph, VICE PRESIDENT Bray, Mark David, SECRETARY Swartz, Larry James, DIRECTOR Swartz, Debra Ann, DIRECTOR Johnson, Andrew Walter, MEMBER Gottschalk, William Gustav, PRESIDENT (End: 08/06/2019) Schwartz, Kenneth Felton, PRESIDENT (End: 08/31/2017) BRAY, MARK D (End: 12/17/2007) SWARTZ, LARRY J (End: 12/17/2007) GOTTSCHALK, WILLIAM G (End: 12/17/2007) Doing business as LYDIG CONSTRUCTION INC WA UBI No. 328 046 357 11001 E MONTGOMERY DR SPOKANE, WA 99206 509-534-0451 SPOKANE County Business type Corporation Governing persons LARRY J SWARTZ PETER MARTINELLI; MARK D BRAY; WILLIAM G GOTTSCHALK; PAUL LYDIG; KENNETH F SCHWARTZ; DEBRA SWARTZ; Certifications & Endorsements License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. Help us improve License specialties GENERAL License no. LYDIGC*264JC Effective — expiration 04/03/1974— 09/1112021 Bond Safeco Ins Co of America Bond account no. 67s000952 $12,000.00 Received by L&I Effective date 05/11/2012 04/20/2012 Expiration date Until Canceled Insurance Alaska National Insurance Co Policy" no. 18KLY09870 $1,000,000.00 Received by L&I Effective date 10/30/2018 11/01/2018 Expiration date 11/01/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Public Works Requirements Workplace safety and health tt Washington Stale Dept. of Lebor & Industries. Use of this site is subject to the laws of Inc state of Washington Help us improve 01 TREE PROTECTION PLAN SCALE: 1" = 20' - 0" TREE PROTECTION NOTES: 1. TREE PROTECTION FENCING SHALL BE INSTALLED BEFORE THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES AND SHALL REMAIN IN PLACE THROUGHOUT CONSTRUCTION, PER SPEC SECTION 015639. 2. DASHED CIRCLES INDICATE APPROXIMATE CRITICAL ROOT ZONES (CRZ) FOR PRELIMINARY AREA OF PROTECTION FOR ROOT ZONE AND CANOPY. THE CRZ SHOWN ON THE PLANS IS EQUAL TO ONE FOOT RADIUS FOR EVERY ONE INCH TRUNK DIAMETER AT BREAST HEIGHT (DBH). 3. SEE SPEC SECTION 015639 FOR SPECIFIC REQUIREMENTS FOR WORK IN AND AROUND TREES TO REMAIN. 4. THE EXISTING TREE INVENTORY INFORMATION WAS COMPILED BY WASHINGTON FORESTRY CONSULTANTS, INC. IN A REPORT DATED JANUARY 30, 2019. 5. TREE IDENTIFICATION NUMBERS NOTED ON THIS PLAN CORRESPOND WITH EXISTING TREE INVENTORY SCHEDULE IN THE WASHINGTON FORESTRY CONSULTANTS REPORT. 6. A TREE PROTECTION FENCE SHALL BE PLACED AT THE LIMITS OF THE CRITICAL ROOT ZONE WITH A SIGN THAT READS "TREE PROTECTION ZONE. THIS FENCE SHALL NOT BE REMOVED OR ENCROACHED UPON. NO SOIL DISTURBANCE, PARKING, STORAGE DUMPING OR BURNING OF MATERIALS IS ALLOWED WITHIN THE CRITICAL ROOT ZONE. DAMAGE TO THIS TREE DUE TO CONSTRUCTION ACTIVITY THAT RESULTS IN THE DEATH OR NECESSARY REMOVAL OF THE TREE IS SUBJECT TO THE VIOLATIONS CHAPTER OF THE TUKWILA MUNICIPAL CODE." 7. CITY OF TUKWILA DCD MUST CONDUCT A PRECONSTRUCTION INSPECTION TO FINALIZE TREE PROTECTION CONDITIONS AND APPROVE ALL TREE PROTECTION MEASURES PRIOR TO BEGINNING ANY EARTH MOVING. 8. ANY BRANCHES OUTSIDE THE CRITICAL ROOT ZONE THAT MIGHT BE DAMAGED SHALL BE PRUNED OR TIED BACK BY A QUALIFIED PROFESSIONAL PRIOR TO BEGINNING OF CONSTRUCTION. NO CONSTRUCTION PERSONNEL SHALL PRUNE AFFECTED LIMBS EXCEPT UNDER THE SUPERVISION OF QUALIFIED PROFESSIONAL. 9. POST CONSTRUCTION INSPECTION OF THE PROTECTED TREES SHALL BE DONE BY THE DCD AND PROJECT ARBORIST, AND IF DEEMED NECESSARY CORRECTIVE OR PREPARATIVE PRUNING WILL BE DONE BY A QUALIFIED TREE PROFESSIONAL. 10. SYMBOLS FOR EXISTING TREES OBSERVED ON SITE (NOT PRESENT IN SURVEY) ARE APPROXIMATE. FIELD VERIFY LOCATIONS BEFORE COMMENCEMENT OF WORK. SIGI ELE I I 11::lil W-11 01!, CRZ DRIPLINE I CRZ I 02 TREE PROTECTION FENCING SCALE: NTS rnnrrrnlLIOLIS .INK FENCING _D AT CRZ OF EORAS I ON PLAN f H WOOD CHIP OVER _D SOIL AREAS GROUND 5T CONC FTGS IAINLINK FENCE Ig IIRTI IRRFI) RC)II ABOVE GROUND PRECAST CONC FOOTING, TYP. LOCKED GATE IN FENCING (ONE PER FENCED AREA) CHAINLINK FENCING, TYP NOTES: 1. SEE TREE PROTECTION NOTES, THIS SHEET. N 0 10, 29 40' 125 9/25/20 Phase 2 Permit Revision 45 214/20 Phase 2 Permit Revision Rev Date Issue Tukwila Fire Station 52 16447 65th Ave S Tukwila, WA 98188 Project No. 17012 SWIFTCOMPANYLLc 313L Western AVe.,Solte M4a3, Seattle. WA98Tzt TEL 206-632-2o38-FAX 2o6-632-2048 www.swiftcompanycom info@swiftcompanycom 2019 Swift Company LLC -These documents have been prepared specifwally for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. CITY OF TUKWILA NOV 09 PERMIT CENTER JURISDICTIONAL APPROVALSTAMP Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title TREE PROTECTION PLAN Sheet t Tn Cd Z U Ln LU Z a m kn v w H v El , J x , n I �I U) rn LL U) I- N O W 05 PLANT SCHEDULE a TREES in m iii Ott o N o 0 CODE QTY ACE RUB 2 LESERV AND P WN T OTE TcISTING j z A EST EXTEN BOTANICAL NAME COMMON NAME ACE B05 7 ACER RUBRUM 'BOWHALL' BOWHALL MAPLE ACE KAR 20 ACER RUBRUM 'KARPICK' KARPICK RED MAPLE AME GRA 14 AMELANCHIER X GRANDIFLORA'AUTUMN BRILLIANCE' 'AUTUMN BRILLIANCE' SERVICEBER BET DUR 8 BETULA NIGRA 'DURAHEAT' DURAHEAT RIVER BIRCH 2 CED DEO 2 2 CHA GRA 34 LIR TUL 2 MET GLY 1 PIN CH2 13 PIN SYL 19 QUE RUB 7 STE PSE 4 CEDRUS DEODARA CHAMAECYPARIS OBTUSA'GRACILIS' LIRIODENDRON TULIPIFERA METASEQUOIA GLYPTOSTROBOIDES PINUS CEMBRA'CHALET' PINUS SYLVESTRIS QUERCUS RUBRA STEWARTIA PSEUDOCAMELLIA DEODAR CEDAR SLENDER HINOKI CYPRESS TULIP TREE DAWN REDWOOD CHALET SWISS STONE PINE SCOTCH PINE RED OAK JAPANESE STEWARTIA SHRUBS CODE QTY G COR KEL 115 0 GAU SHA 893 o LON PIL 2 837 O ROS OFF 23 Ox TAX DEN 306 ° WOO POL 126 VINES CODE QTY PAR HEN 71 PAR QUI 12 BOTANICAL NAME CORNUS STOLONIFERA'KELSEYI' GAULTHERIA SHALLON LONICERA PILEATA ROSMARINUS OFFICINALIS TAXUS X MEDIA'DENSIFORMIS' WOODSIA POLYSTICHOIDES BOTANICAL NAME PARTHENOCISSUS HENRYANA PARTHENOCISSUS QUINQUEFOLIA GROUND COVERS QTY BOTANICAL NAME COMMON NAME 13,817 SF ECO LAWN 2 +++++++++++++ E FRAGARIA CHILOENSIS BEACH STRAWBERRY +++++++++++++ 20,306 SF URBAN MEADOW MIX 1,218 VINCA MINOR COMMON PERIWINKLE 3�PINSYL I-------r\ i I I I \\\ /_ ,/3 PIN Ck —__4 II QUE RUB 0" 5. N SYL C fj G 1 CE�E0� �I —� -- --- E----- --j a I N 0 10' 20' 40' PLANTING NOTES: COMMON NAME 1. PLANT MATERIALS AND INSTALLATION SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARD SPECIFICATIONS. KELSEY DOGWOOD 2. ALL PLANTING AREAS TO RECEIVE SOIL PREPARATION INCLUDING IMPORTED TOPSOIL AND ORGANIC AMENDMENT TO A DEPTH OF 36" FOR TREE AND SHRUB PLANTING AND 18" FOR GROUNDCOVER SALAL PLANTING. MULCH IN ALL PLANT BEDS TO BE A MINIMUM DEPTH OF Z% PRIVET HONEYSUCKLE 3. PLANTS SHALL BE NURSERY GROWN, WELL -ROOTED, OF NORMAL GROWTH AND HABIT, AND FREE FROM DISEASE OR INFESTATION. TREES SHALL HAVE UNIFORM BRANCHING, SINGLE STRAIGHT ROSEMARY TRUNKS, (UNLESS SPECIFIED AS MULTI -STEMMED), AND THE CENTRAL LEADER INTACT AND UNDAMAGED. CONTAINER STOCK SHALL BE FULLY ROOTED BUT NOT ROOT -BOUND. PLANT MATERIAL DENSE YEW WITH DAMAGED ROOT ZONES OR BROKEN ROOT BALLS WILL NOT BE ACCEPTED. CONIFEROUS TREES SHALL BE NURSERY GROWN, FULL AND BUSHY, WITH UNIFORM BRANCHING AND A NATURAL HOLLY FERN WOODSIA NON -SHEARED FORM. ORIGINAL CENTRAL LEADER MUST BE HEALTHY AND UNDAMAGED. MAXIMUM GAP BETWEEN BRANCHING SHALL NOT EXCEED 9 INCHES, AND LENGTH OF TOP LEADER SHALL COMMON NAME NOT EXCEED 12 INCHES. SILVERVEIN CREEPER 4. CONTRACTOR SHALL BE RESPONSIBLE FOR CONFIRMING LOCATION OF ALL UTILITIES. VIRGINA CREEPER 5. CONTRACTOR SHALL REMOVE ALL INVASIVE VEGETATION IN AREAS OF NEW CONSTRUCTION. CONT 6. CONTRACTOR SHALL INSTALL A T-0" 0 MULCH RING FOR ALL TREES PLANTED IN GRASS AREAS, MULCH RING SHALL BE CENTERED ON TREE TRUNK OR AS SHOWN ON PLANS. IN AREAS SEED WHERE LAWN STRIP IS TOO NARROW TO ACCOMMODATE A T-0" 0 RING, MULCH SHALL BE INSTALLED IN A T LONG RECTANGLE SPANNING THE WIDTH OF THE PLANTING STRIP, CENTERED ON TREE TRUNK, AS SHOWN ON PLANS. 4" POT 7. TREES SHALL BE SPACED EVENLY AND CENTERED IN PLANTING BEDS UNLESS OTHERWISE NOTED. SEED 8. ALIGN ALL ROWS OF TREES AND PLANTS PARALLEL UNLESS OTHERWISE NOTED. 4" POT � /?- 0�s3 125 9/25/20 Phase 2 Permit Revision 45 2/4/20 Phase 2 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCO M PANYLLc 3131 Western Ave. Suite M423. Seattle. WA98M WL 2o6-63-038-FM i 6-632-2048 www.swiftcompany.mm info@swiftcompanycom © 2019 Swift Company LLC -These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locatwns without the approval and participation of the Landscape Architect. RECEIVED CITY OF TUKWlU, ITV 0 9 'J PERMIT CENT -- JURISDICTIONAL APPROVAL STAMP Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title PLANTING PLAN Sheet L401 tA Od Z V to Lu 0 Z Q m W LA oe w F— V 2:4 OF, Q A FENCE ELEVATION ALONG SOUTH PROPERTY LINE SCALE:1/8" = V-0" STEEL PAL FENC OPAQUE SCRE ELEMENT BEHIND WHERE SHOV ELEVA 1 p TYP SECTION ARCH SCREEN U SCALE: 11/2"= V-0" GENERATOR BEYOND +/-12W-2" 12 ENLARGED FEM SCALE:114" = V-D" + 119.00 _ TO. ARCH SCREEN + 112.00 _ T.O. WALL _EL=+/• 110.00 jlFENCE ELEVATION @ SECURED PARKING ENTRANCE SCALE:1/4" = V-0" POST PER MFR 3/4" CHAMFER AT BOTH SIDES WALL GRADE BEYOND j—SHOWN DASHED CONTROL JOINT (CHAMFER STRIP) z7777777777 0+t08'-9" 80 12" THICK FOOTING 7" THICK "FORORK RECESSED LIGHT FIXP EAVY-DUTY H ENTER IN 4' WIDE CONC @ 2% SL ALIGNS WITH CONCRETE SCORING FORMWORK PANEL SITE WALL 2 ELEVATION 0 SCALE:1/4" = l'-0" EEN %LL iva wn L 1 C 1 C .7 t I, 3" JA �I O 6'-3 5/8't 2'-8 318" 6'-3 518" 23) " 10'-3 511 I MO MO I ECK OVERHANG ABV / PORTABLE G N— QUICK CONNECT GATE PUSH TO n N j FD a I f I ADA WC _ 04 1 F GI o i 8 5 V4 N L — _ 105 _ _ REMOTE PS GAS GAS METER 3'- 6" r- T--------- MO GAS LINE TO DAYLIGHT AS 5HOWN No RUN THROUG! 1 SCR �N TO GAS METER � � s - -- 19 I SPRINK/MECH 03 J FD r' (\ DHbNH TD BLACK 9' H ARCH SCREEN, 12 Pfiase 2 Perm t ReNsion ALIGN FACE OF CURB I EDGE OF GENERATOR I I �\_Wf SLAB I I I 1 I fI I � I 11 A003 CATCH BASIN, R EMOVABILE BOLLARDS W/ 4" D AS -BUILT LOCATION FOR EHICLE IMPACT PROTECTION PER IFC 2015 SEC 312. INSTALL EQUAL SPACING AS SHOWN - ----- --------------- - --- I O I � 9' H ARCH SCR END ING -i I ENCLOSURE, PTD BLACK t � G18 12 Phew 2Pertnit Revision O . , ; 96 GAL 96 GAL 9'-0"TYP 8'- "COMPACT 8'-0"COMPACT NOMPO IC T NOMPOST IC i 250 KW v O GENERATOR �2 CY 2 CY TF ASH RECYCLING NIC oNi m NIC Z t Nr, 0 .______ .. _______ _________ _______-. T-51/2" ------------------------ 10'-0" 12I' ONC HOUSEKEEPING SLAB � pI� MFR REQ'TS, SEE STRUCT +6" ABV FIN GRADE 0 I 0 z 0 FUEL LLY TANK SHOWN DASHE w LL i O o 0 3'-2" C R 8'-0" 3'-2" CLR C---.- iv 8'-8" CONC SLAB _� I —CONC RETAINING WALL POLE LIGH I I � CONCRETE TRANSFORMER VAULT 12 THARCHSCREEN, A003 PTD BLACK 12; SITE UTILITIES PLAN I PERPSEREQTS I se2Pem / g 025-3 + 119.00 _ T0. ARCH SCREEN + 112.00 T0. WALL _ EL=+/• 110.00 125 9/25/20 Phase 2 Permit Revision its 0117120 rri r70 45 214/20 ASI.009 30 1216119 RFI-125 24 11/15119 RFI-095 11 9127/19 ASI.004 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 0 2019 WeinsteinA+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation Of the Architect. 3300rARG�HITECT TERE EDWARD WEINSTEIN State of Washington RECEWEU CITY OF TUKWILA, Hov 0 9 25eu, PERMIT CENTEP JURISDICTIONAL APPROVAL STAiMP Issue Construction Set Date 9/12/19 Sheet Title SITE UTILITIES Sheet K W Z Ln 0 Z Q CD W D LA F U w F- S U Q `J P R L, c NI Lo to to LL I— 20'-0" TYP ----�` 12'-0" 8'-0" 20'-0" TYP 8 CHA G I I PRESERVE AND PRI OTEGIT EXISTING LAWN To AREA OF SELECTIVE / , ; REATES EXTENT_ _ G BEDROCK EXCAVATION, r'' POSSIBLE _RESTORE _ SEESPECS j: � DISTURBS AREAINITH I (. ECO LAW - SEED O IOND J EXTENTS 0 BLEND •• E IISTING 1TH INSTALLED t 5QUE R B � �i .°...° • 7PIN SYL x ! CHA G A vvpHli,ypG 1 — . X 44 PAR HEN 39 CORKEL� 52 GAU SH-O/ ;��' 92 L N PIL x x t„v���: SOIL CELLS 14 SEE L412 ' 1 ' ET GLY ( ) - ( W ao3 IN CH2 - - � SOIL CELLS (16) SEE L412 - — 3 BET DUR� i I 2 TE PSE .° i •; �� ...nat 34CORK L GAU SHA 1 1, 55 LON PIL /T 11 LO PIL / A 's O�-- 2 STE PSE \1,_)11! TREES a c���g'Pot, __ �, 23'-0" 9'-0" 10'-0" 9'-0" 9'-0" CODE CITY BOTANICAL NAME COMMON NAME CONT ACE RUB 2 Acer rubrum Red Maple B & B, 3" Cal. ACE B05 7 Acer rubrum'Bowhall' Bowhall Maple B & B, 3" Cal. ACE KAR 20 Acer rubrum'Karpick' Karpick Red Maple B & B, 3" Cal. AME GRA 14 Amelanchier x grandiflora 'Autumn Brilliance' 'Autumn Brilliance' Serviceberry B & B, 3" Cal. BET DUR 8 Betula nigra 'Duraheat' Duraheat River Birch B & B, 3" Cal. CED DEO 3 Cedrus deodara Deodar Cedar B & B, 12' HT MIN 45 CHA GRA 32 Chamaecyparis obtusa'Gracilis' Slender Hinoki Cypress B & B, 6' HT MIN LIR TUL 2 Liriodendron tulipifera Tulip Tree B & B, 3" Cal. MET GLY 1 Metasequoia glyptostroboides Dawn Redwood B & B, 3" Cal. PIN CH2 13 Pinus cembra 'Chalet' Chalet Swiss Stone Pine B & B, 6' HT MIN PIN SYL 19 Pinus sylvestris Scotch Pine B & B, 12- HT MIN QUE RUB 7 Quercus rubra Red Oak B & B, 3" Cal. STE PSE 4 Stewartia pseudocamellia Japanese Stewartia B & B, 3" Cal. sa�u:;o u�wcrugv_o._w�t-�u. vu+�s.� v s:w+-r�T►�d}-_}--_ _ _ _ _ +` -- _ii _ _ _�L+Y�*`000000 �'nioYo444C•»� 0941oSi r'ta 4449451IT& — pp000po` o®c� -• •1 ON PIL O. p.O �b .vv�v O 000000000000000 JOO OOOGOJOOCGCOCOOCGCI .aO.pO .vry si'... .wy4 tQ; f PIN S) �r� �_dr� oppop �p . �;0 4erd®600000000000000 00400 00000fO0000000d0040 _,.3. �3� .� �,op ,o a �� �pfl Iret000000i1�000000000 �0000.40000A.OLOAA�t001 AME ��o qa0 ja�dfia F �9° I , sooa,�a .�I fy0 +Fl ��.4 �/ li III' •� • � �@p����d� � r ©63p9a �o po�p�r�p � I 71 = --it--i-� �,%� 6ACE KAR _ 5 O P L 3 PIN SYL f 3 PIN CH2- „. 1 QUE RUB u �r I� WOO POL/ 3 ACE B0 2 PIN SYL CED DEO \ ° O PO (� _ - ��. SOIL CELLS (8); X 3 ° \ SEEL412 v ° i j 2 LIR TUL 1 CED DEO 3 CHA GRA 1 PIN SYL SHRUBS CODE QTY BOTANICAL NAME COMMON NAME CONT O COR KEL 115 Comus stolonifera ' Kelseyi' Kelsey Dogwood #3 CONT O GAU SHA 893 Gaultheria shallon Salal #3 CONT e LON PIL 833 Lonicera pileata Privet Honeysuckle #3 CONT O ROS OFF 23 Rosmarinus officinalis Rosemary #3 CONT O TAX DEN 306 Taxus x media 'Densiformis' Dense Yew #3 CONT o WOO POL 126 Woodsia polystichoides Holly Fern Woodsia #2 CONT VINES CODE QTY BOTANICAL NAME COMMON NAME CONT A PAR HEN 71 Parthenocissus henryana Silvervein Creeper #3 CONT o PAR QUI 12 Parthenoclssus qumquefolia Virginia Creeper #3 CONT GROUND COVERS QTY BOTANICAL NAME COMMON NAME CONT SPACING 13,817 sf Eco Lawn seed 2,763 Fragaria chiloensis Beach Strawberry 4" POT 12" o.c. 20,306 sf Urban Meadow Mix seed 1,218 Vinca minor Common Periwinkle 4" POT 12" o.c. V V un \ Pcarmn No. Plan review approval is subject to errors and omissions. Approval of construction documents does lot authorize the violation of any adopted Code or ordinance Receipt of approved 'e'd G00v and conditions 15 acknowledged: BY---- i CI I to — 1'A Date_(_ '... Crtv or Tunw� a SEPARATE PERMIT RFUIRE D FOR: Mechanical Electrical /Plumbing [� Gas Piping City of Tukwila BUILDING DIVISION REVISIONS No snag pE- made to the scope of worn wimout D•'c' a,,D(Ova91 of the ' \\ Tukwila Building Division \\ NOTE: Revisions will require a new plan submittal and may Include additional plan review. A y\i \ v 0 10, 29 J40• 1•, = 20•-0„ 1. PLANT MATERIALS AND INSTALLATION SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARD SPECIFICATIONS. 2. ALL PLANTING AREAS TO RECEIVE SOIL PREPARATION INCLUDING IMPORTED TOPSOIL AND ORGANIC AMENDMENT TO A DEPTH OF 36" FOR TREE AND SHRUB PLANTING AND 18" FOR GROUNDCOVER PLANTING. MULCH IN ALL PLANT BEDS TO BE A MINIMUM DEPTH OF 2". 3. PLANTS SHALL BE NURSERY GROWN, WELL -ROOTED, OF NORMAL GROWTH AND HABIT, AND FREE FROM DISEASE OR INFESTATION. TREES SHALL HAVE UNIFORM BRANCHING, SINGLE STRAIGHT TRUNKS, (UNLESS SPECIFIED AS MULTI -STEMMED), AND THE CENTRAL LEADER INTACT AND UNDAMAGED. CONTAINER STOCK SHALL BE FULLY ROOTED BUT NOT ROOT -BOUND. PLANT MATERIAL WITH DAMAGED ROOT ZONES OR BROKEN ROOT BALLS WILL NOT BE ACCEPTED. CONIFEROUS TREES SHALL BE NURSERY GROWN, FULL AND BUSHY, WITH UNIFORM BRANCHING AND A NATURAL NON -SHEARED FORM. ORIGINAL CENTRAL LEADER MUST BE HEALTHY AND UNDAMAGED. MAXIMUM GAP BETWEEN BRANCHING SHALL NOT EXCEED 9 INCHES, AND LENGTH OF TOP LEADER SHALL NOT EXCEED 12 INCHES. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR CONFIRMING LOCATION OF ALL UTILITIES. 5. CONTRACTOR SHALL REMOVE ALL INVASIVE VEGETATION IN AREAS OF NEW CONSTRUCTION. 6. CONTRACTOR SHALL INSTALL A 3'-0" 0 MULCH RING FOR ALL TREES PLANTED IN GRASS AREAS. MULCH RING SHALL BE CENTERED ON TREE TRUNK OR AS SHOWN ON PLANS. IN AREAS WHERE LAWN STRIP IS TOO NARROW TO ACCOMMODATE A 3'-0" 0 RING, MULCH SHALL BE INSTALLED IN A 3' LONG RECTANGLE SPANNING THE WIDTH OF THE PLANTING STRIP, CENTERED ON TREE TRUNK, AS SHOWN ON PLANS. 7. TREES SHALL BE SPACED EVENLY AND CENTERED IN PLANTING BEDS UNLESS OTHERWISE NOTED, 8. ALIGN ALL ROWS OF TREES AND PLANTS PARALLEL UNLESS OTHERWISE NOTED. RECEIVED CITY OF T U€ WILA FEB 04 2020 PERMrr CENTER RECE€VED FE9 I TUKWILA PUBLIC wciz"s 45 214120 Phase 2 Permit Revision Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SWN FTCO M PA NYLLC 3132 Western Ave., Suite M423, Seattle, WA98i2L TEL 2o6-632-2e38•FAX 2o6-632-2048 www.swiftcompany.com info@swiftcompany.com ® 2019 Swift Company LLC-These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect C�' �I,ALS7'0 VC REVIEWED FOR CODE COMPLIANCE APPROVED � MAR 12 2.Q20 City of Tukwila Issue Phase 2 Construction Permit Date 8/2119 Sheet Title PLANTING PLAN Sheet l 071 Win,! i _,�. l�✓r'l Mm y 21 3 9 - �66-8114 - (N) T•0'H ECURIf1 F NCE'— -J 8 / (N) T•0"H SECURITY FENC E , ; / 1 5 / a`7 SHORING WALL FACED C Ii M WISHOTCRETE / I 19'-0" I �•I PTD STL FIXED OLLAR FIREFIGHTER PARKING (2) W14 LIGHT FIXT PER ELEC; HORIZ LOC TO ALIGN WITH CONTRACTION JOINTS; HT SHORING WALL PER WL-4AALONG GLA.5 ! FACED W/ SHOTCRETE 23 \ RFI-09s I I I I + a I O I I REAR APRON RETAINING WALL I I � ! I SEE 1/A101N & 11A201N SEE 1/Al01S & 11A201S I CONC RESIDENTIAL PROPERTY SINGLE-FAMILY RESIDENCE EXISTING CHAIN LINK FENCE (LOCATION APPROX) NEW SECURITY FENCE TO REPLACE (E) CEDAR FENCE ENCLOSING SOUTH END OF NEIGHBORING YARD HT TO MATCH EXISTING RESIDENTIAL CHAIN LINK FENCE I � I I I o I .............. 4 1 - - -' \\ I 4V O O I------------- / I LINE OF i I � DECK ABV - - I - I CANOPYABV 2'-0 3/8" 9'H MITI. UTILITY ENCLOSURE-- o 96'-3 5/8" OVERALL I I / 19'H MTL TRASH ENCLOSURE \ / FIREFIGHTER PARKI G (14)ATCH BASIN PER CIVIL, TY 0 45 Phase 2 P-4R sl f- � � \ I HOUSEKEEPNG SLAB �Yti Ihh �� FOR REG ERATOR. T ORD OT) W/ MFRR. E. 3ca o 4 I 91A:, 0" 9'-0" 9'-0" 91" 91-0" 9,-0" -0" L 19.0. 91-0" -0. COMOPACTi COM�PAC 11 , ------ TH MI LARCH SCREENJ'// /:V ----_- /-_\ ---------------ONCIPRETAININGWALL,_ 4 --- --- ---- --- -- ---- -- --- - --- -- --- - ----,--- - --:`----�- - -- -- ---- - - -- - 28 / A003 GENERATOR ON -- PEDESTRIAN CONNECTION / \HOUSEKEEPING SLAB / - - ---- - - -- 5'-11" % POLE LIGHT, TYP TO CITY HALL PROPERTY /` ,.A003 CONC TRANSFO TRANSFORMER / VAULT PER PSE REO'TS - -- - - / /DEMOE} CONC STAIRS EGRAIL&LA PLANT SA - �� __.._._--_..-.._...-- SEE CIVIL &LANDSCAPE - / - - - - — j CITY OFT KWILA PROPERTY _ -- 1 ENLARGED ARCHITECTURAL SITE PLAN o F 1s 11 SCALE:3/32"= 1'-0" RESIDENTIAL PROPERTY IN I j I WL-8 LIGHT FIXT PER ELEC; 3'•0" OC FROM TOW; ALIGN 23 WITH CONTRACTION JOINTS I RFI-096 1 1 HI 7 III IE PAVEMENTJOINTS FLUSH CONCRETE I vnt, rum I FRONT APRON — —ROOFOVERHANGABV\\\\(I 11// / \ i t f i O \ OST-MTD FDC IIII <' \(I III//, SEE 1/A101N & 1/A20fN + I o j '� I SEE 11A101S & 1/A20I$ vvv�v�ul FIRE HYDRANT o I \\\\ //i ON CONC PAD VISITING APPARATUS �. AAA - F o = URN AROUND 9 j ROLLED CURB 1. 0X0111177�// SEE LANDSCAPE�l! I 110 ' i///%T11 I I UVAAv r 1; o / /I 1 .LIGHTED BENCH TYP i •, %'� � I: //(III\\\ I PTO GALV STLASSEMELY ENTRY FOR MTG ELEC GATE - SECURITY KEYPAD ' P / COORD WI ELEC 1 ANOPYABV -I- `t VISrtOR&ADMIN PARKING (14+ 1 ACCESSIBLE 44 MAIN TRY i" / POLE-MTD- \ IGNT FIXT SEE ELEC 2'-0 3/8" '• is n � . I i" i� r GUA �LRORAIL � 9A �\ I; -SEE LANDSCAPE o BELOW GROUND - -- DETENTION VAULT, \� 9'H MTLjI ARCH SCREEN W/ �p \... / , ... - I \ \ ,`."�' /'., � SEE CIVIL � I . ELEC SECURITY GATE / \ / - / ..,. -. , ---- ----- -- 'I 1' - - - - - - --- I' J` -------------------------------------------- - ----- - ---- ------------- ---t I. I \ 2 -5 - -- ,.. l F)1 '\ Y � fill J I / / % i�1 FEB 04 MENTAL HEALTH PROPERTY 45 214120 Phase 2 Permit Revision 23 11/15119 RFI-096 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. REVIEVVED FOR U CODE COMPLIANCE Q APPROVED MAR 12 2020 < City of Tukwila BUILDING DIVISION a r PgRPArr CENT40�\, JU LSh i t FENCE ELEVATION ALONG SOUTH PROPERTY LINE SCALE:118" = V-0" STEEL PAL FENC OPAQUE SCRE ELEMENT BEHIND WHERE SHOT ELEVP STEEL RAIL FENCE 45 Phase 2 Permit Revision POST PER MFR OI SITE WALL 2 ELEVATION 30 ® SCALE:1/4" = V-0" RFI-125 WALL BEYOND DASHED CHAMFER AT BOTH SIDES ITROL JOINT (CHAMFER STRIP) i — _ ------ 12" THICK FOOTING 7" THICK 4'-0" RECESSED LIGHT FIXT EAVY-DUTY FORMWORK WI TH ENTER IN 4' WIDE CONIC @ 2% SL ALIGNS WITH CONCRETE SCORING FORMWORK PANEL EEN kLL 1 ry ENLARGED FENCE ELEVATION ALONG SOUTH PROPERTY LINE G SCALE:1/4" = 1'-0" 45 hase smut erasion 01 FENERATOR BEYOND SHOWN DASHED 18 — — — AS1004 A003 11'•0" 20'-0" 3' 6" GATE MOTORIZED SWING GATES GATE TO.ARCHS+119.00 77 CREEN----) ' nnnnnnnnnnnnnnnu um-Qnnnnnnnnnnnnnnn—nnnnIn—nnnnn5,,- 18 _ + 112.00 _ T.O. WALL _EL-+/• 110.00 11 FENCE ELEVATION @ SECURED PARKING ENTRANCE SCALE:1/4" = V-0" 1 SITE UTILITIES PLAN SCALE:1/4" = V-0" iuo — I v c 1103,.CH I- L 1 C 1 C 1 D ( I ' 3 0 0 7 3 o 1$` oIq I / I [=MTSIMDPE �6'-35* OBREMOTE 2-83/8" 63518" 283/8" 10-368"8" PSE METER GAS METER � MO MO r- ---i-- - -- ; MO GASLI E TO DAYLIGHT AS I _ MTS-MDPE Wl SHOWN AND RUN THROUGH PORTABLE GE SCR EN TO GAS METER ECK OVERHANG ABV QUICKCONNECT ' 11 ' I _ 1 -tG12--- i I i 18'-8" I i i I H ARCH SCREEI I —' H ARCH SCREE I I I I I I I t2 I I I I 45 Phase 2 Permit Revlsw R MOVABLE BOLLARDS W/ 4" D FOR EHICLE IMPACT PROTECTION PER IFC 2015 SEC 312.� INSTALLAITEQUAL SPACING AS SHOWN 1 U I N 12 ONC HOUSEKEEPING SLAB MFR REQ'TS, SEE STRUCT +6"ABV FIN GRADE O FUEy-ILLY TANK SHOWN DASHED- 0 I I CATCH O r � 1 1 i IA95 � I' 250 KW GENERATOR I Ll i i � z i 0 �x �w ------------- UW No -8" CONC SLAB POLE LIGHT I H ARCH SCREEN 'RASH/RECYCLIN EN LOS RE G14 70 EQ ING CY TRASH NIC 96 GAL 96 G COMPOS COM OS NIC NIC 251/2 24 RFI-095 I I 8'-0" T-0" CLR I, I' ARCH SCREEN C RETAINING WALL CONCRETE 12 L—TH ARCH SCREEN I 1020 SFORMER VAULT A003 PER PSE RE07S PE AIT CENTER i, + 119.00 10. ARCH SCREEN + 112.00 T.O. WALL_ EL=+/-110.00 45 214/20 Phase 2 Permit Revision 30 1216119 RFI-125 24 11/15/19 RFI.095 11 9127/19 ASI.004 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 WeinstemA+U - These documents have been '.. prepared specifically for the above named project. '.. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect Er�lr -, D 5°/ul e,jr j Su47; 6� tS:snE� r„Si REVIEVVVED FOR CODE COMPLIANCE APPROVED LIAR 12 2020 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2119 Sheet Title SITE UTILITIES Sheet 11101 C� ABBREVIATIONS GRAPHIC SYMBOLS PROJECT DATA DIRECTORY DRAWING INDEX @ AT FP FIREPROOF PSI POUNDS PER SQUARE INCH PROJECT LOCATION OWNER GENERAL STRUCTURAL 0 DIAMETER OR ROUND FPHB FROST PROOF HOSE BIB PT POINT/POINT OF TANGENCY DETAIL INDICATOR 15447 65TH AVE S City of Tukwila G001 COVER SHEET 3101 GENERAL STRUCTURAL NOTES # POUND OR NUMBER FRM FRAMING PRESSURE TREATED14 ( ® DETAIL NUMBER TUKWILA, WA 98188 Public Works Department G002 SIGNATURE SHEET S102 STATEMENT OF SPECIAL INSPECTIONS FRP FIBERGLASS REINFORCED PTD FIELD PAINTED SHEET NUMBER AB ANCHOR BOLT PANEL (NOT FACTORY FINISHED) LEGAL DESCRIPTION: 6200 Southcenter Blvd, Suite 100 SURVEY S201N NORTH FOUNDATION PLAN ABE AVERAGE BUILDING ELEVATION FRDT FIRE RETARDANT PTN PARTITION LOT 17 OF THE INTERURBAN ADDITION TO SEATTLE, ACCORDING TO PLAT Tukwila, WA98188 S201S SOUTH FOUNDATION PLAN ABV ABOVE FRZR FREEZER RECORDED IN VOLUME 10 OF PLATS AT PAGE(S) 55, IN KING COUNTY, Rachel Bianchi Glel LAND USE CODE DIAGRAMS S202N NORTH LEVEL 2 FLOOR FRAMING PLAN ACT ACOUSTIC TILE FS FULL SIZE QTR QUARTER WASHINGTON; EXCEPT THAT PORTION LYING NORTH OF LINE DESCRIBED AS T 206 454 7566 G201 BUILDING CODE SUMMARY S202S SOUTH LEVEL 2 FLOOR FRAMING PLAN, ACW ALUMINUM -CLAD WOOD FSD FIRE SEPARATION DISTANCE QTY QUANTITY ELEVATION INDICATOR FOLLOWS: BEGINNING ATA POINT ON THE WEST LINE 210 FEET NORTH FROM G202 BUILDING CODE DIAGRAMS S203N NORTH ROOF FRAMING PLAN AD AREA DRAIN FT FOOT OR FEET XX � DETAIL NUMBER THE SOUTHWEST CORNER; THENCE NORTH 89°47' EAST 630 FEET, MORE OR E: Rachel.Bianchi@TukMIaWA.gov G500 ACCESSIBILITY DIAGRAMS S203S SOUTH ROOF FRAMING PLAN ADJ ADJUSTABLE, ADJACENT FTG FOOTING R RISER/RADIUS/RESISTANCE sl SHEET NUMBER LESS, TO THE INTERSECTION OF THE WEST LINE OF 65TH AVENUE SOUTH; AND AFF ABOVE FINISH FLOOR RB RUBBER BASE EXCEPT THAT PORTION THEREOF CONVEYED TO THE CITY OF TUKWILA BY OWNER'S REPRESENTATIVE S301 CONCRETE DETAILS AHJ AUTHORITY HAVING GA GAUGE RD ROOF DRAIN DEED RECORDED UNDER RECORDING NO.7108120423; AND EXCEPT THAT Shiels Oblelz Johnsen ISOJ) LANDSCAPE S302 CONCRETE DETAILS JURISDICTION GAL GALLON REC RECEIVE PORTION LYING WITHIN M.W. ADDITION, ACCORDING TO THE PLAT RECORDED IN 800 5th Ave, Suite 4130 1001 SITE OVERVIEW PLAN AHU AIR HANDLING UNIT GALV GALVANIZED REF REFERENCE ENLARGED ELEVATION INDICATOR VOLUME 53 OF PLATS AT PAGE 48, IN KING COUNTY, WASHINGTON; AND EXCEPT Seattle, WA98104 L010 TREE PROTECTION PLAN S401 TYPICAL STEEL DETAILS ALT ALTERNATE GEN GENERAL REFR REFRIGERATOR XX ® DETAIL NUMBER THAT PORTION OF SAID LOT 17 DESCRIBED AS FOLLOWS: COMMENCING AT S402 TYPICAL STEEL DETAILS ALUMIAL ALUMINUM GFI GROUND FAULT INTERRUPTER REINF REINFORCED SHEET NUMBER POINT ON THE CENTERLINE OF RENTON-THREE TREE POINT ROAD NO. 2649 AND Justine Kim & Julie DeDonato L101 SITE MATERIALS AND LAYOUT PLAN S403 STEEL DETAILS AP ACCESS PANEL GFRC GLASS FIBER REINFORCED REQD REQUIRED THE WEST LINE OF SAID SECTION 23, TOWNSHIP 23 NORTH, RANGE 4 EAST, T 206 409.8086 Lill SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN APPD APPROVED CONCRETE RET RETURN W.M., IN KING COUNTY, WASHINGTON, SAID POINT BEING ENGINEER'S STATION E: jd@anoomprojects.com S501 LIGHT GAUGE FRAMING DETAILS APPROX APPROXIMATE GL GLASS REV REVERSEIREVISED/REVISION X 135 + 29.92 FROM WHICH THE SOUTHWEST CORNER OF SAID SECTION 23 BEARS L201 SITE SECTIONS ARCH ARCHITECTURAL GND GROUND RF ROOF INTERIOR ELEVATION INDICATOR SOUTH 0°11'42" EAST, 2044.06 FEET; THENCE SOUTH 84°51'4W EAST 1647.24 ARCHITECT L211 SITE DETAILS ASF AVERAGE FLOOR GOVT GOVERNMENT RFG ROOFING FEET; THENCE ON ACURVE TO THE RIGHT HAVING A RADIUS OF 955.37 FEET, 360 L212 SITE DETAILS MECHANICAL -FOR REFERENCE ONLY AVG AVERAGE GR GRADE RH RIGHT HAND X �- DETAIL NUMBER FEET; THENCE SOUTH 63°15'48" EAST 359.18 FEET; THENCE ONA CURVE TO THE Weinstein A+U L213 SITE DETAILS M001 ABBREVS., LEGEND, NOTES &INDEX GSM GALVANIZED SHEET METAL RIGID RIGID INSULATION AXXX ® SHEET NUMBER LEFT HAVING ARADIUS OF 5729.65 FEET, 370 FEET; THENCE SOUTH 66°5748" 2200 Western Ave, Suite 301 L214 SITE DETAILS M002 MECHANICAL SCHEDULES SAL BALANCING GWB GYPSUM WALL BOARD RL RAIN LEADER (INTERIOR) ELEVATION� EAST 1162.53 FEET; THENCE ON ACURVE TO THE LEFT HAVING ARADIUS OF Seattle, WA 98121 M003 MECHANICAL SCHEDULES BD BOARD GYP GYPSUM RM ROOM 716.34 FEET, 442AO FEET; THENCE NORTH 77°38'42" EAST, 201.68 FEET; THENCE Emma Nowinski & Lauren Rock L301 IRRIGATION PLAN M004 MECHANICAL SCHEDULES BE BATH FAN EXHAUST RND ROUND LEAVING SAID CENTERLINE OF SAID ROADAND RUNNING NORTH 00°14'00" EAST, T 206 443-8606 L311 IRRIGATION DETAILS BEY BELOW HB HOSE BIB R/O RANGE OVEN BUILDING SECTION INDICATOR FEET; THENCE SOUTH 0A WEST, FEET, MORE LESS, TO M201N MECHANICAL FOUNDATION PLAN NORTH BEY BEYOND HC HANDICAPIHOLLOWOORE RO ROUGH OPENING XX "a DETAIL NUMBER THE N IN OF AC THE NORTHWESTERLY MARGIN OF VACATED MACADAM ROAD (ALSO KNOWN AS (ALSO E: emman@weinsteinau.com L401 PLANTING PLAN M201S MECHANICAL FOUNDATION PLAN SOUTH BLDG BUILDING HD HEADIHEAVY DUTY ROW RIGHT-OF-WAY .a V SHEET NUMBER JAMES CLARK ROAD NO. 2); THENCE SOUTH 49700" WEST ALONG SAID L411 PLANTING DETAILS BLK BLOCK, BLOCKING HDR HEADER RUB RUBBER NORTHWESTERLY MARGIN 106.38 FEET; THENCE NORTH 00°14'00" EAST, 312.55 CIVIL ENGINEER L412 SOIL CELL DETAILS M300 FIRE PROTECTION ABBREVS., LEGEND, NOTES, & INDEX BM BENCH MARK HDWD HARDWOOD RWL RAINWATER LEADER (INDOORS) FEET, MORE OR LESS, TO THE SOUTH LINE OF LOT 17 IN SAID INTERURBAN LPD Engineering M301N FIRE PROTECTION DIAGRAM LEVEL 1 NORTH SO BOTTOM OF HWVP HARDWOOD VENEER PLYWOOD ADDITION AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 1932 First Ave, Suite 201 M301S FIRE PROTECTION DIAGRAM LEVEL 1 SOUTH BOT BOTTOM HDWR HARDWARE S SOUTH WALL SECTION INDICATOR 00°14'00" EAST, 150FEET; THENCE SOUTH 88°24'47" EAST PARALLEL WITH THE ARCHITECTURAL M302N FIRE PROTECTION DIAGRAM LEVEL 2 NORTH BRK MTL BRAKE METAL HE HOOD FAN EXHAUST SA SALVAGE (D) XX � DETAIL NUMBER NORTHERLY LINE OF SAID LOT 17,170 FEET, MORE OR LESS, TO THE Seattle, WA98101 A001 ARCHITECTURAL FULL SITE PLAN M302S FRE PROTECTION DIAGRAM LEVEL 2 SOUTH BTWN BETWEEN HM HOLLOW METAL SAM SELF-ADHESIVE MEMBRANE ® SHEET NUMBER SOUTHWESTERLY MARGIN OF 65TH AVENUE SOUTH; THENCE SOUTHEASTERLY Marc Servizi A002 ENLARGED ARCHITECTURAL SITE PLAN M302S.A FIRE PROTECTION DIAGRAM LEVEL 2 SOUTH ALTERNATE HOL HOLLOW SBC IBC w/ SEATTLE AMENDMENTS ALONG SAID MARGIN TO THE SOUTHEAST CORNER OF SAID LOT 17; THENCE T 206 725-1211 A003 SITE UTILITIES C to C CENTER TO CENTER HOR/ SC SOLID CORE NORTH 89°09'00" WESTALONG THE SOUTH LINE OF LOT 17 TO THE TRUE POINT E: mares@lpdengineedng.com M401N PLUMBING PLAN LEVEL 1 NORTH CAB CABINET HORIZ HORIZONTAL SCHED SCHEDULE OF BEGINNING. A101AN SLAB PLAN LEVEL 1 NORTH M401S PLUMBING PLAN LEVEL 1 SOUTH CAP CAPACITY HP HIGH POINT SCW SOLID CORE WOOD A101AS SLAB PLAN LEVEL 1 SOUTH M402N PLUMBING PLAN LEVEL 2 NORTH CG CORNER GUARD HR HOUR SD SMOKE DETECTOR x1s EXTERIORtTHERMAL LANDSCAPE ARCHITECT A101N FLOOR PLAN LEVEL 1 NORTH M402S PLUMBING PLAN LEVEL 2 SOUTH CHT BABY CHANGING TABLE HRA HOT RUBBERIZED ASPHALT SECT SECTION ASSEMBLY INDICATOR KING COUNTY ZONING Swift Company, LLC A101S FLOOR PLAN LEVEL 1 SOUTH M402S.A PLUMBING PLAN LEVEL 2 SOUTH ALTERNATE CIP CAST -IN -PLACE HT HEIGHT SF SQUARE FEET I STOREFRONT OFFICE 3131 Western Ave, M423 A102AS SLAB PLAN LEVEL 2 SOUTH CJ CONTROL JOINT HWH HOT WATER HEATER SH SHELF PARTITION TYPE INDICATOR Seattle, WA98121 A102N FLOOR PLAN LEVEL 2 NORTH M501N HVAC PLAN LEVEL 1 NORTH CL CENTERLINE SHT SHEET PROJECT # Shawn Stankewich A102S FLOOR PLAN LEVEL 2 SOUTH BASE M501S HVAC PLAN LEVEL 1 SOUTH CLG CEILING IBC INTERNATIONAL BUILDING CODE SHTG SHEATHING PUBLIC WORKS PERMIT #: PWIM064 A102S.A FLOOR PLAN LEVEL 2 SOUTH ALTERNATE M502N HVAC PLAN LEVEL 2 NORTH CLKG CAULKING ID INSIDE DIAMETER SID SIDING PHASE 1 PERMIT #: D19-0180 T. 206 632 2038 A103N ROOF PLAN NORTH M502S HVAC PLAN LEVEL 2 SOUTH CLO CLOSET IN INCHES SIM SIMILAR s1a PHASE 2 PERMIT M TBD E: shawn@swiftcompanycom A103S ROOF PLAN SOUTH M502S.A HVAC PLAN LEVEL 2 SOUTH ALTERNATE CLR CLEAR INCL INCLUDE (D) (ING) St. SLOPE FLOOR ASSEMBLY INDICATOR M503N PIPING PLAN LEVEL 1 NORTH CMU CONCRETE MASONRY UNIT INCR INCREASE SLNT SEALANT PROJECT DESCRIPTION STRUCTURAL ENGINEER A201N RCP LEVEL 1 NORTH M503S PIPING PLAN LEVEL 1 SOUTH COL COLUMN INSUL INSULATION SPEC SPECIFICATIONS CONSTRUCTION OF A NEW, TWO-STORY FIRE STATION FOR 8 ON -DUTY STAFF Swenson Say Faget A201S RCP LEVEL 1 SOUTH M504N PIPING PLAN LEVEL 2 NORTH ONC CONCRETE INT INTERIOR SPRT SPORT FLOORING (RUBBER)( ) AND FIRE OFFICES, WITH ASSOCIATED SITE IMPROVEMENTS A202N RCP LEVEL 2 NORTH M504S PIPING PLAN LEVEL 2 SOUTH COND CONDITION INTM INTERMEDIATE SQ SQUARE WINDOW INDICATOR PERMITTED SEPARATELY. BUILDING TO HAVE DRIVE -THROUGH APPARATUS 2124 Third Ave, Suite 100 A202S RCP LEVEL 2 SOUTH BASE M504S.A PIPING PLAN LEVEL 2 SOUTH ALTERNATE CONN CONNECTION INTUM INTUMESCENT SST STAINLESS STEEL BAYS. SITE IMPROVEMENTS TO INCLUDE PARKING, NEW RETAINING WALLS, Seattle, WA 98121 A202SA RCP LEVEL 2 SOUTH ALT CONST CONSTRUCTION INV INVERT STC SOUND TRANSMISSION CLASS UNDERGROUND STORMWATER DETENTION TANK, AND EMERGENCY Dan Morrow M601N MECHANICAL ROOF PLAN NORTH CONT CONTINUOUS STD STANDARD/STUD GENERATOR. 7..20644306212 A301 EXTERIOR ELEVATIONS M601S MECHANICAL ROOF PLAN SOUTH CONTR CONTRACTOR JST JOIST STIFF STIFFENER E: dmonow@ssfengineers.com A302 EXTERIOR ELEVATIONS CORR CORRIDORlCORRUGATED JT JOINT STL STEEL A303 EXT DECK ELEVATIONS M901 MECHANICAL DETAILS CPT CARPET STOR STORAGE xxx DOOR INDICATOR A321 ENLARGED WALL SECTIONS M902 MECHANICAL DETAILS CT CERAMIC TILE L LONGILENGTH STFNT STOREFRONT MECHANICAL ENGINEER A322 ENLARGED WALL SECTIONS M903 MECHANICAL DETAILS CTR CENTER LAM LAMINATE STRUCT STRUCTURAL The Greenbusch Group, Inc. A323 ENLARGED WALL SECTIONS M904 MECHANICAL DETAILS CUST CUSTOM LAV LAVATORY SUB SUBSTITUTE 1900 W Nickerson St, Suite 201 M905 MECHANICAL DETAILS CWP CLEAR WALL PANEL LE LAUNDRY FAN EXHAUST SUSP SUSPENDED Seattle, WA 98119 A401 EXTERIOR VERTICALASSEMBLIES D DEEP (DIM)/DRYER LH LIN LEFT HAND LINEARILINEAL SYM SYS SYMMETRICAL SYSTEM A John Greenlaw A402 A411 EXTERIOR HORIZONTAL ASSEMBLIES EXTERIOR WINDOW SCHEDULE ELECTRICAL- FOR REFERENCE ONLY DE DRYER EXHAUST LOCN LOCATION T 206 378-0569 A421 EXTERIOR PLAN DETAILS E100 LEGEND, LIGHT FIXTURE SCHEDULE, ONE LINE DIAGRAM DEPT DEPARTMENT LP LOWPOINT T TOPTrREADITOILETREMPERED E:johng@greenbusch.com A422 EXTERIOR PLAN DETAILS E101 FULL SITEPLAN-ELECTRICAL DETIDTL DETAIL LT LIGHT T&G TONGUE&GROOVE LAYOUT GRID E102 FULL SITEPLAN- ELECTRICAL - LIGHTCALC OF DRINKING FOUNTAIN LTG LIGHTING T-STAT THERMOSTAT ELECTRICAL ENGINEER A450 EXTERIOR CLADDING LAYOUT DIA DIAMETER LVL LEVEL TC TOP OF CURB A451 EXTERIOR SECTION DETAILS - BRICK E201N FLOOR PLAN LEVEL 1 NORTH - LIGHTING DIAG DIAGONAL TD TRENCH DRAIN TFWB Engineers, Inc. A452 EXTERIOR SECTION DETAILS E201S FLOOR PLAN LEVEL 1 SOUTH - LIGHTING DICA DRILLED -IN CONIC ANCHOR MATL MATERIAL TEL TELEPHONE 1200 Westlake N, Suite 509 A453 EXTERIOR SECTION DETAILS - DECK E202N FLOOR PLAN LEVEL 2 NORTH - LIGHTING DIM DIMENSION MAX MAXIMUM TEMP TEMPORARYREMPERATURE/ Seattle, WA98109 A454 EXTERIOR SECTION DETAILS - NORTH WALL E202S FLOOR PLAN LEVEL 2 SOUTH - BASE -LIGHTING DIR DIRECTION MC MEDICINE CABINET TEMPERED - - GRID LINE Kevin Wartelle A455 EXTERIOR SECTION DETAILS E202S.A FLOOR PLAN LEVEL 2 SOUTH -ALT- LIGHTING DIV DIVISION MDF MEDIUM DENSITY FIBERBOARD THK THICKNESS) T 206 285.7228 A456 EXTERIOR SECTION DETAILS -APP BAY DN DOWN MECH MECHANICAL THRU THROUGH A461 OPENING DETAILS E301N FLOOR PLAN LEVEL 1 NORTH - POWER DP DAMPROOFING MEMB MEMBRANE TO TOP OF _ _ PROPERTY LINE E: kevin@tf-wb.com E301S FLOOR PLAN LEVEL 1 SOUTH - POWER DO DITTO MFR MANUFACTURER TOC TOP OF CONCRETE A501 STAIR 1 E302N FLOOR PLAN LEVEL 2 NORTH - POWER DOM DOMESTIC MIN MINIMUM TOP OF CURB FIRE STATION SPECIALIST ARCHITECT A502 STAIR 2 E302S FLOOR PLAN LEVEL 2 SOUTH - BASE - POWER DR DOOR MISC MISCELLANEOUS TOIL TOILET _ _ _ _ _ _ _ _ _ _ _ _ _ TCAArchitecture A503 STAIR DETAILS E302S.A FLOOR PLAN LEVEL 2 SOUTH -ALT- POWER DS DOWNSPOUT (EXTERIOR) MLDG MOLDING TOP TOPPING/TOP OF PLATE _ _ _ _ OVERHEAD LINE 6211 Roosevelt Way NE A504 ELEVATOR PLANS &SECTIONS E303N ROOF PLAN NORTH -POWER DW DWG DISHWASHER DRAWING MO MOT MASONRY OPENING MOTORIZED TOSF TOP OF PARAPET TOP OF SUBFLOOR Seattle, WA98115 A611 INTERIOR ELEVATIONS RESTROOMS E3035 ROOF PLAN SOUTH -POWER MTD MOUNTED TOW TOP OF WALL -'...._.------ -'-'- CENTERLINE Brian Harris A612 INTERIOR ELEVATIONS E401N FLOOR PLAN LEVEL 1 NORTH - COMM (E) EXISTING METIMTL METAL TP TOP OF PAVEMENT T: 206 522-3830 A613 INTERIOR ELEVATIONS E401S FLOOR PLAN LEVEL 1 SOUTH - COMM E EAST TRANSL TRANSLUCENT E: bdan@tca-inc.com A614 INTERIOR ELEVATIONS E402S FLOOR PLAN LEVEL 2 SOUTH - BASE - COMM EA EACH N NORTH TRTD TREATED - - - - - - - - - - - - - . - - - 1-HR FIRE RATED A615 NTERIOR ELEVAITONS E402S.A FLOOR PLAN LEVEL 2 SOUTH -ALT- COMM EL ELEVATION (N) NEW TV TELEVISION A616 INTERIOR ELEVATIONS E403N ROOF PLAN NORTH - COMM ELEV ELEVATOR NAT NATURAL FINISH TWP TRANSLUCENT WALL PANEL A617 INTERIOR ELEVATIONS ELEC ELECTRICAL NEG NEGATIVE TYP TYPICAL ----'•-------"-•-- INTERIOR AIR BARRIER A618 INTERIOR ELEVATIONS E501N FLOOR PLAN LEVEL 1NORTH - FIRE ALARM, SECURITY, CLOCK EMER EMERGENCY NIC NOT IN CONTRACT A621 INTERIOR ELEVATIONS E501S FLOOR PLAN LEVEL 1 SOUTH - FIRE ALARM, SECURITY, CLOCK EMR ELEVATOR MACHINE ROOM NO or # NUMBER UL UNDERWRITERS' LABORATORY A622 INTERIOR ELEVATIONS E502N FLOOR PLAN LEVEL 2 NORTH - FIRE ALARM, SECURITY, CLOCK EQ; EQUAL NOM NOMINAL UNPIN UNFINISHED _..._..._.»_..._,.._..._. AIR BARRIER A625A INTERIOR ELEVATIONS ALTERNATES E502S FLOOR PLAN LEVEL 2 SOUTH -BASE - FIRE ALARM, SECURITY, CLOCK EQJ EARTHQUAKE JOINT NTS NOT TO SCALE UNO/LION UNLESS NOTED OTHERWISE A626.A INTERIOR ELEVATIONS ALTERNATES E502S.A FLOOR PLAN LEVEL 2 SOUTH -ALT -FIRE ALARM, SECURITY, CLOCK EQPT EQUIPMENT A627.A INTERIOR ELEVATIONS ALTERNATES EPL EMERGENCY PATHWAY LIGHTING OA OVERALL VAR VAPOR BARRIER EST ESTIMATE; ESTIMATED OC ON CENTER VAR VARIESNARIABLE EW EACH WAY OD OUTSIDE DIAMETER VB VINYL BASE EXC EXCAVATED OFD OVERFLOW DRAIN VCT VINYL COMPOSITION TILE CONCRETE EXH EXHAUST OH OPPOSITE HAND/OVERHEAD VENT VENTILATION EXIST EXISTING OHW ORDINARY HIGH WATER VERT VERTICAL EXP EXPOSED OPNG OPENING VEST VESTIBULE EXPAN EXPANSION OPP OPPOSITE VFY VERIFY EXT EXTERIOR OVHD OVERHEAD VIF VERIFY IN FIELD OWSJ OPEN -WEB STEEL JOIST VG VERTICAL GRAIN El BRICK FAB FABRICATED OZ OUNCE VOC VOLATILE ORGANIC COMPOUNDS FB FLUSH BEAM VOL VOLUME FC FIBER CEMENT COMPOSITE IN PROPOSED VS VINYL SHEETISHEET VINYL E601N FLOOR PLAN LEVEL 1 NORTH -ALERTING SYSTEM A701 INTERIOR ASSEMBLIES E601S FLOOR PLAN LEVEL 1 SOUTH -ALERTING SYSTEM A702 INTERIOR DETAILS E602S FLOOR PLAN LEVEL 2 SOUTH - BASE -ALERTING SYSTEM A703 INTERIOR DETAILS E602S.A FLOOR PLAN LEVEL 2SOUTH - ALT -ALERTING SYSTEM A704 INTERIOR DETAILS A721 MILLWORKDETAILS E701 DETAILS A722 MILLWORK DETAILS E702 MECH SCHEDULE, LIGHTING RELAY SCHEDULE A901 FINISH SCHEDULE E801 PANEL SCHEDULES A911 DOOR SCHEDULE (DECEIVED A921 SIGNAGE AUG 0 R 2019 FD FLOOR DRAIN P FIELDPAINTED VTR VENT THROUGH ROOF FE FIRE EXTINGUISHER (NOT FACTORY FINISHED) FF FINISH FLOOR( PAR PARALLEL W WESTNVIDEIWASHER FACTORY FINISHED PART PARTITION WI WITH GWB These plans have been reviewed by the Public TUKWILA PUBLIC WORKS FG FINISH GRADE PC PRECAST W/O WITHOUT Works Department for conformance with current ROVIOWed ar`td A FP FACTORY PRIME PAINTED PERF PERFORATED WAIN WAINSCOT City standards. Acceptance is subject to errors and 6_ p �iVB€� FS FEDERAL SPECIFICATION PERP PERPENDICULAR WC WATER CLOSET omissions which do not authorize violations of fol us�r�ll�tui rilpllBCtC@ FEC FECABINET PKG PARKING WD WOOD adopted standards or ordinances. The responsibility}(y �^ fly FIN FINISHED) PL PLATE/PROPERTY LAMINATE LINE/PLASTIC WSW WINDOW e'1�ty$ FLASH FLASHING PLAM PLASTIC LAMINATE WSEC WASH. STATE ENERGY CODE RIGID INSULATION for the adequacy of the design rests totally with the FLEX FLEXIBLE PLYWD/ VIGIL WIRE GLASS do inner. Additions, deletions or revisions to these I , FLR FLOOR PLY PLYWOOD WH WALLHUNG drawings after this date will void this acceptance RECEIVEDO� ^ FOC FACE OF CONCRETE PNL PANEL WIND WINDOW - - _ and will require a resubmittal of revised drawings l FDI FACE OF FINISH PNL PAINTED) WP WATER REPEL(ING) MEMBRANE REVISIONS for subsequent approval. CITY Y t3F l E;1i'rJ(�fi, FDIC FURNISHED BY OWNER, POL POLISHIPOLISHED WR WATER REPELLENT INSTALLED BY CONTRACTOR PPL POLISHED PLATE WRB WEATHER RESISTANT BARRIER FIBER INSULATION Nora es snail be 'Made to the scope 1`010 FURNISHED BY OWNER, PR PAIR WS WEATHERSTRIP of work wnnout o„c, aooroVal o* the Final acceptance is subject to field inspection by AUG 02 2019 INSTALLED BY OWNER PREFAB PREFABRICATE(D) WT WEIGHT Tukwila Building Division the Public Works utilities inspector. FOM FACE OF MASONRY PRELIM PRELIMINARY WWM WELDED WIRE MESH NOTE: Rev+slbns Will reowre a new olan Date: By; PERP.41T CENTER FACE OF STUD PROD PROJECTIPROJECTION PROP PROPERTY YD YARD DRAIN submittal and may include additional plan review. !o i q Ukt'YY� - PROX PROXIMITY IN SEMI -RIGID INSULATION GENERAL NOTES RENDERING VICINITY MAP 1. ALL WORK SHALL BE IN COMPLIANCE WITH THE REQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE (IBC), 2015 WA STATE ENERGY CODE, 2015 INTERNATIONAL FIRE CODE, AND ALL OTHER APPLICABLE CODES 2. CONTRACTOR SHALL FIELD CHECK ALL DIMENSIONS AND VERIFY LOCATION OF WORK WITH THE ARCHITECTS. NO SCALE MEASUREMENTS SHALL BE USED A$ DIMENSIONS FOR WORK. LARGER SCALED DETAILS AND DRAWINGS SHALL TAKE PRECEDENCE OVER SMALLER. NOTIFY THE ARCHITECT WHENEVER DIMENSION DISCREPANCIES ARISE. 3. CONTRACTOR IS SOLELYAND COMPLETELY RESPONSIBLE FOR CONDITION OF THE JOB SITE, INCLUDING SAFETY, PROTECTION OF THE PROPERTY, AND THE LIKE DURING PERFORMANCE OF THE WORK. 4. CONTRACTOR SHALL PROVIDED METHODS, MEANS, AND FACILITIES REQUIRED TO PREVENT CONTAMINATION OF SOIL, WATER OR ATMOSPHERE. 5. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE OWNER'S WORK ANDIOR SUPPLIED ITEMS THAT ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTS OR ARE NOT IN CONTRACT, BUT ARE ATTACHED TO THE CONTRACTOR'S WORK. 6. BUILDING IS TO BE FULLY SPRINKLERED. T ALL FURRED WALLS SHALL HAVE VERTICAL AND LATERAL DRAFTSTOPS PER IBC. 8. GRADING MUST BE STABILIZED BY OCTOBER 31. NO EXCAVATION TO BE PERFORMED BETWEEN OCTOBER 31 AND APRIL 1 WITHOUT AN APPROVED DRY SEASON GRADING EXTENSION LETTER FROM THE DEPARTMENT OF COMMUNITY DEVELOPMENT. 9. DESTINATION OF EXCAVATION SOILS TO BE DETERMINED. THE DEPARTMENT OF COMMUNITY DEVELOPMENT WILL BE NOTIFIED OF DISPOSAL SITE AFTER:CONFIRMATION BY EARTHWORK SUBCONTRACTOR. 10. DRAWINGS ISSUED FOR CONSTRUCTION PRIOR TO FINAL PERMITTING APPROVALARE SUBJECT TO REVISIONS. VERIFY CONSTRUCTION DOCUMENTS CONFORM TO PERMIT DRAWINGS BEFORE PROCEEDING WITH WORK. NOTIFY ARCHITECT WHENEVER DISCREPANCIES ARISE. 11. SEPARATE PERMITS ARE REQUIRED FOR PLUMBING, ELECTRICAL, MECHANICALAND SIGNAGE WORK. 12. DIMENSIONS ARE TO: FACE OF MASONRY (FOM), FACE OF CONCRETE (FOC), OR FACE OR STUD (FOS) UNLESS NOTED OTHERWISE (UNO) DIMENSIONS INDICATED AS CLEAR (CLR) OR FINISH (FIN) ARE TO FINISH FACE. 13. THE UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE DOCUMENTS THAT IN MY PROFESSIONAL JUDGEMENTARE APPROPRIATE TO SATISFY THE REQUIREMENTS OF RCW 64.55.005 THROUGH 64.55.090. 11 SEPARATE PERMIT RE IRED FOR: �Mechanical r Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION IRev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT YYvWt" EDWARD WEINSTEIN State of Washington CODE COMPLIANCE APPROVED SEP 24 2019 City of Tuk,RR BUILDING DIVISION „ PPRO'b"_a.. Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title COVER SHEET Sheet to LU LU Z V LA W 0 Z Q m W -I- Ln H U w ce 2 ce I ■ 1 i `71, LANDSCAPE ARCHITECT: SWIFT COMPANY vypSHINGT OQ P\,S r 0 m V Q' Q�41b.369 ARCHITECT: WEINSTEIN A+U asca T REGISTERED AftGNtA oTEG €sVAA L'�£li4STEl4t ` STRUCTURAL ENGINEER: SWENSON SAY FAGET ELECTRICAL ENGINEER: TFWB ENGINEERS E.wARrE ASH/,, <0 r c oy 441 N 2 9° 9FG Shea C� 1�EGF.1 V G� CITY CF i UKWILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 0 2019 Weinstein A+U • These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. to LU w Z 0 LA w Z a m a to H V w f— LIANCE v APPROVED °C 4 SEP 2 41019 City of Tukwila BUILDING DIVISION Q z i 2)i9-oas3 n �.j A N r, f7 EASEMENT DETAIL B-1 EAST PORTION ESMT REC. NO. 8203030259 SITE SE 1/4 SECTION 23, TOWNSHIP 23N, RANGE 4E, W.M. A 1�PORT(ON ESMTi.,� � >' I REC.NO% 203030259<I _VICINITY MAP I ( OWNER: JOHN RICHARDS W o I w I I \.1\ON 499750-0025 xizs.]s i I jv NDxALEj is PDD R6 15320 64TH AVE S ROOF PEAK EL•145.52 1 1 Q z N,A 3 PG. zs.o PCL;I I x132.73 T vp4' S 124.13 1 000320-0003 o: I„ { 1 OWNER: MICHAEL HILL = o m HOUSE 123.84 OWNER: HARVINDER KAUR 1 499750-0040 SSMH RIM-126.10 F- zi Z 125.65x I 359700-0319 I 15325 64TH AVE S HOUSEI'mBl. 8"CP(E) d. m I 15313 65TH AVE S It,�26ix ZZOTTOM=120.65 � tza.31 CB TYPE 1 RIM=110.52 a1 32.5T3 3 11 IE=107.53 12"PE(W,E),12"PVC( a' x13os]0.0'"""'-20• "-1 ��°' BOTTOM=10 LOB x` 1 x141.6s x132.0e 126.o8x 1z LOT 5 x 13 132.08 G S x 124.43 x 122.52 121.6] LOT 1 (--1/ S &i� 0* 4' 1 4, ROOF PEAK EL:143.75 x12s'4s SDMH(R) ;e xl2a.z6 V,� MEANDERS REBAR D CAP ''s�sx OF PROP COR ,h ��3 ALONG PL ;" 37590' xi11.7 LEGEND 0 AREA DRAIN ABAN/RET ASANDONED/RETIREO ASPHALT (ASPH) BLRO BOLLARD ,q 1®- BRICK SURFACE BUILDING UNE Be BUILDING CORNER BR BIKE RACK �i= CANONY rJ (C) CATCH BASIN (CS) CGHCREIE SURFACE C CONCREIE/BRICK WALK CRW/WRW OMCRETE/WOOD RETAINING WALL CC/XC CONCREIE/EXiRUDEO CURB CP/IP CONCREIE(1RON Pic[ CHAIN UNK FENCE (CUT) CN CABLE TV COL COLUMN S/WS CONCRETE/WOOD STAIRSUNE CS & H/C PARKING SPACE CON CONIFEROUS TREE DEC DEODUOUS TREE CARP CORRUGATED METAL PIPE C.O.C. CENTER OF CHANNEL ® DOLPHIN OUT DEFT. OF INFO. TECHNOLOGY DWY DRIVEWAY ECD ELECTRICAL CONDUIT ED ELECTRICAL DUCT MIN ELECTRICAL HANDHOLE EMH ELECTRICAL MANHOLE EM ELECTRICAL METER EV/ET ELECTRICAL NAULT/MANSFORMER FOND SURVEY MONUMENT (AS NOTED) C( FIRE HYDRANT { FIRE DEPT. CONNECTION (Me) FO FIBER OPTICS FOMH FIBER OPTIC MANHOLE FEE FINISH FLOOR ELEVATION GB GRADE BREAK G GAS MAIN GM GAS METER m GAS VALVE Gv GAS VAULT >_ GUY AUCHOR O HANDRAIL O GP GUY POLE A SP STRAIN POLE O YOB IRRK` CONTROL BOX W Iv IRRIGATION VALVE O IRON FENCE (WE) IE INVERT ELEVATION ❑-O UGHT POLE (METAL) 0-UGHT POLE (WOOD) 0- LIGHT POLE (FIBERGLASS/GONG) Q-o STRAIN POLE W/ UGHT UGHT POLE (DECORATIVE) LSGAPE/PA LANDSCAPE/PLANTER O O MANHOLE ® = MAILBOX (FEDERAL/PRIVATE) Q MW MONITOR waL OHP/OHT OVERHEAD POWER/M.EPHONE OHG/ONB OVERHEAD OriWRE/BUS (TROLLEY) P.S. PARKING SPACE(S) A HUNG It PROPERTY UNE (PL) (y) PAINTED UTIUTY LOCATON PIPE FLOW DI EC'TION PE POLYETHYLENE PPS PARKING PAY STATION ® POST INDICATOR VALVE PS/PSS COMENED/SANITARY SEWWR PM STORM GRAN PRIVATE CATCH BASIN PEDESTRIAN PUSH BUTTON (PPS) L' O PEDESTRIAN SIGNAL/PEDESTAL (R) RECORD DATA GRAVEL SURFACE OROOCERY RE ROOF ELEVATION SF_CB STORM FILTER CB BY CONTECH (PIPES NOT VISIBLE OR MEASURED) SO/CLNH SEATTLE CITY UGHT HANDHOLE SD SERVICE DRAIN (STORM) CO CUEANOT STM/V STEAM UNE/VAULT SSS SANITARY SIDE SEWER (RECORD) SGN/SiREET NAME SIGN Y�pp fqp TEST PIT/SOIL BORING TC/SL TRAFFIC COMRO./SLREET UGHT HANDHOLE ® TRAFFIC CON1RoL CABINET (MSCC) TCHD TRENCH DRAIN TEMPORARY BENCHMARK (MM) TCD TELEPHONE CONDUIT (BURIED) To TELEPHONE DUCT TV TELEPHONE VAULT WH 'WE MANHOLE TS TELEPHONE SENTRY -;* TRAFFIC FLOW DIRECROI -[) TRAFFIC SIGNAL Mm TRAFFIC SIGNAL CONDUIT (BURIED) ® TRANSFORMER ON POE TIE TOE OF SLOPE TOP TOP OF BANK o UP UTILITY POE (WOOD) - WATER VAULT w WATER MAN INA WATER METER IN WATER VALVE ER VALVE WATER F VALVE WATER GATE VALVE/CHAMBER Vo/Co VACATION/CONDEMNATION ORDNANCE WE WIRE ELEVATION WOOD FENCE (IMF) r WERAND FLAG O OIL FILL CAP v YARD UGHT AID ALDER TREE ASH ASH TREE BIR BIRCH TREE CH CHERRY TREE GED CEDAR TREE CT CHESTNUT TREE GOT COTTONWOOD TREE MR FIR TREE HAW HAWIHGEN TREE HEM HEMLOCK TREE Hm MOLLY TREE JUN JUNIPER TREE MAD MADRONA TREE MAC MA TREE MUL MULBERRY BUSH OAK OAK TREE PINE PINE TREE SPR SPRUCE TREE WAL WALNUT TREE 6'CLF- z143.76 h 13 .95 o 2.0' zGO W xi42. 9 g zi .65 ab N h1 Os 6 ,O ti a PILE 1 ...61R rn , M n SS J t'v` 9 o. , 9 12.85 s9 O\ P i k fr.5P10 . zoo (i1 O1,( )16 `�" ti�a tag e �' �� N CRWyo s`, a5=, bEO- P1I 6 °s•� ps v 1 > OO6&,G., W! 0 E 138. 8 , 92 l r3 >E 122, d I N xi s.aB C +#SILL NO o PA KING zo.o n sl IE=7 6.01 6"AD S} c> al.o] 39. ti x j A TIME ;IE= 05.7 6"A N /109.4 105. 1 1 PE(E op o / -•• si a 6 ;,q1:' \ e �zzsal I I I I 1 i� ISO iOM 103. a I I °� .27 I I 4 P. i- 9V h r x i //n G u P s $' Z x73 0 6 IE= PE(W)� n y CI h� _ � ,y. IE=107.11 12"P (S) \1 BOTTOM-09�.031�\ 1\ �o 1 z.2sx Y2 iz13 io 131.53 x 136.63 136.Oa0 PARK G C TYP 1 IM 36.06 2 ANYTIME N 12" y N z 2e )( ARK D 0 Ql� ^ x 132. 6 N s o "n � CA- } � ARKN \ M` � l }}A25 SCAP m� Tti9. tiT OT T ss I 1 I I I yI oga pSPN'o> /nn� L .� \ x134.25 xi 32,76 d733. 'S0 it I I I I I I P1 '4 31 WF IS 0.7' IN xi32.56 I ( 71 x ' OF PROP COR Mx im.42% 3 2 x x ,oi " CW Q.J3 11. - tORN6s f i .68 1 ,! $ •.0 9 ~ry I O•G 0020 0003 1 5nOR1 P 2 7053 \'3 I " NO 0' E LINE WEST PORTION OF B-i EASEMENT REC. NO. 1 8203030259 (SEE DETAIL) WF MEANDERS 6"PVC � I 112.a6 C PL i ti.31 z109.39 OWNER: HARVINDER KAUR 359700-0321 15415 65TH AVE S SSMH RIM=105.74 C.O.C.=98.4 ONC(W),B"CON xi.2 61 zi07.19 FOUND 1 I" BRASS DISC • IN CASE W/ PUNCH \ DOWN 0.7' 1� N k Co.s0 MUNICIPAL COURT nny�i CITY HALL Q WQ CB TYPE 1 RIM=97.55 POLICESIGN \ \ 20o2.z CNN IE=93.95 12"PE(S) BOTTOM=93.75 \$ry 6a m x 04.3o x102.85 WF i5 0.5, s M x o x1o1.12 N OF PL szss 8 73 ?i• N W W c, �p n. - SDMH RIM=99.56 looAT ( ss32,h e IE=93.11 12"PE(W)-,} IE=92.76 12"PE(E) MUNICIPAL _ 9a• .-- I x99.t7 'vBOTTOM=90.96 COURT CITY ,10 ss gam' I x9s.oa TBM"A" SET HALL POLICE g CHISELED SQUARE SIGN as Tx 9 9 C - AT FACE OF WALLK Y - 1 O EL=97.45 m_ • • I SIGN POST __ x -• L�enrt•--' a '. e o _ _ ^7>.7 • ,.` v)2 x9 as I 2.^p 2121, b 2 ' 1 9 " . 2 � q9• is'G rV 98 o h E S :. •�' , . .:.: _ 6.6fzs .31 J 1R09670 RBA " a h ... _ ' ¢sm - x91.72 m --- a , OWNER: CITY OF TUKWILA t1s.56 n CB TYPE 1 RIM=99.98 - g °' m ENC LIRE x ro IE=97.58 12"PE(W) p5P N s �a 4 s N �- } CB E 1 RIM=700.31 ' o pSP a a o" h .32 359700-0282 \Y oy> osss OWNER: CITY OF TUKWILA Xg,1�,'s ( =97.01 12"PE(W,N) 6200 SOUTHCENTER BLVD s. '. z IE=97.48 12"PE(E) - 5.99 9 9 Aa a my ° :. 000320-0005 IE=97.28 6"GONG N P.S. S. 1 h h s X _"P` O Im ° `� s °' gti. tih g IE=96.81 12"PE(E) BOTTOM=95.81 OWNER: SOUND MENTAL HEALTH s 6300 SOUTHCENTER BLVD " 107 43 ,7.°3 h . BOTTOM=95.88 I g 9 37 sa 13 ) 000320-0003 0 0 �sA ROCKERY 1 ho^ s I' I IP A-1 PORTION OF EASEL 6400 SOUTHCENTER BLVD I --,�„ x98421 A gam. �, g REC. NO. 8203030259 U7 1 ss (SEE DETAIL) >S I 1 % oM SITE NOTES I SUBSTRUCTURES: 1 t1 BEGINNING AT A POINT ON THE WEST LINE 210 FEET NORTH FROM THE SITE ADDRESS: BURIED UTILITIES ARE SHOWN AS INDICATED ON RECORDS MAPS FURNISHED SOUTHWEST CORNER; 15447 65TH AVENUE S. BY OTHERS AND VERIFIED WHERE POSSIBLE BY FEATURES LOCATED IN THE THENCE NORTH 89147' EAST 630 FEET, MORE OR LESS, TO THE TUKWILA, WA FIELD. WE ASSUME NO LIABILITY FOR THE ACCURACY OF THOSE RECORDS. INTERSECTION OF THE WEST UNE OF 65TH AVENUE SOUTH; FOR THE FINAL LOCATION OF EXISTING UTILITIES IN AREAS CRITICAL TO TAX ACCOUNT NO.: DESIGN CONTACT THE U11LITY OWNER/AGENCY. AND EXCEPT THAT PORTION THEREOF CONVEYED TO THE CITY OF TUKWILA 359700-0320 BY DEED RECORDED UNDER RECORDING NO. 7108120423; AND EXCEPT TELECOMMUNICATIONS/FIBER OPTIC DISCLAIMER: THAT PORTION LYING WITHIN M.W. ADDITION, ACCORDING TO THE PLAT ZONING: RECORDS OF UNDERGROUND TELECOMMUNICATIONS AND/OR FIBER OPTIC RECORDED IN VOLUME 53 OF PLATS AT PAGE 48, IN KING COUNTY, O LINES ARE NOT ALWAYS AVAILABLE TO THE PUBLIC. BRH HAS NOT WASHINGTON; CONTACTED EACH OF THE MANY COMPANIES, IN THE COURSE OF THIS ZONING AGENCY: SURVEY, WHICH COULD HAVE UNDERGROUND LINES WITHIN ADJACENT AND EXCEPT THAT PORTION OF SAID LOT 17 DESCRIBED AS FOLLOWS: CITY OF TUKWILA RIGHTS -OF -WAY. THEREFORE, BRH DOES NOT ACCEPT RESPONSIBILITY DEPARTMENT OF COMMUNITY DEVELOPMENT FOR THE EXISTENCE OF UNDERGROUND TELECOMMUNICATIONS/FIBER OPTiC COMMENCING AT PTREE T ON THE CENTERLINE OF RENTON-THREE POINT 6300 SOUTH CENTER BOULEVARD LINES WHICH ARE NOT MADE PUBLIC RECORD WITH THE LOCAL POINT ROAD N0. AND THE WEST UNE OF SAID SECTION 23, TUKWILA, WA 98188 JURISDICTION. AS ALWAYS, CALL 1-800-424-5555 BEFORE TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M.,KING COUNTY, WASHINGTON, I (206) 431-3670 CONSTRUCTION. 2ING FROM WHICH THE SAID POINT BEING ENGINEER'S STATION 135 FAX: (206) 431-3665 SOUTHWEST CORNER OF SAID SECTION 23 BEARS SOUTH 0'11'42" EAST, UTILITY PROVIDERS: 2044.06 FEET; SETBACKS: THENCE SOUTH 84"51'48' EAST 1647.24 FEET; CURRENT SETBACK REQUIREMENTS SUBJECT TO SITE PLAN REVIEW. SANITARY, S70RM SEWERS & WATER: THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 955.37 FEET, CURRENT SETBACKS MAY DIFFER FROM THOSE IN EFFECT DURING CITY OF TUKWILA 360 FEET; DESIGN/CONSTRUCTION OF EXISTING IMPROVEMENTS. PUBLIC WORKS DEPARTMENT THENCE SOUTH 63'15'48' EAST 359.18 FEET; 6300 SOUTH CENTER BOULEVARD THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 5729.65 FEET, THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY BY THE GOVERNING JURISDICTION INDICATES THAT STRUCTURES ON THIS PROPERTY COMPLIED TUKWILA, WA 98188 (206) 433-0179 370 FEET; THENCE SOUTH 66'57'48" EAST 1162.53 FEET; NTH MINIMUM SETBACK AND HEIGHT REQUIREMENTS FOLLOWING THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 716.34 FEET, CONSTRUCTION. GAS AND POWER: 442.40 FEET; PUGET SOUND ENERGY THENCE NORTH 7738'42" EAST, 201.68 FEET; FLOOD ZONE: 355 1107H AVENUE NE THENCE LEAVING SAID CENTERLINE OF SAID ROAD AND RUNNING NORTH THIS SITE APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED BELLEVUE, WA 98004 00-14'00" EAST, 272.03 FEET; MAY 16TH, 1995, COMMUNITY PANEL NO. 53033CO959F, AND IS SITUATED (206) 425-2000 THENCE SOUTH 00-14'OO" WEST, 87.94 FEET, MORE OR LESS, TO THE IN ZONE "X", AREA DETERMINED TO BE OUTSIDE THE 50G-YEAR (888) 225-5773 NORTHWESTERLY MARGIN OF VACATED MACADAM ROAD (ALSO KNOWN AS FLOODPLAIN. JAMES CLARK ROAD NO. 2); HORIZONTAL DATUM: VERTICAL DATUM: TELEPHONE: CENTURY LINK THENCE SOUTH 49VOO" WEST ALONG SAID NORTHWESTERLY MARGIN NAD 83/91 NAVD 86 1600 SEATTLE, WA 98191 AVENUE SEATLEE 106.38 FEET; THENCE NORTH 00-14'00" EAST, 312.55 FEET, MORE OR LESS, TO THE AREA: (800) 244-1111 SOUTH LINE OF LOT 17 IN SAID INTERURBAN ADDITION AND THE TRUE SITE AS SHOWN CONTAINS 108,681 SQUARE FEET OR 2.4950 ACRES, MORE DESCRIPTION: POINT OF BEGINNING; THENCE CONTINUING NORTH 0094'00" EAST, 150 FEET; OR LESS. THENCE SOUTH 88"2e47" EAST PARALLEL WITH THE NORTHERLY UNE OF PARKING SPACE COUNT: LOT 17 OF THE INTERURBAN ADDITION TO SEATTLE, ACCORDING TO PLAT SAID LOT 17, 170 FEET, MORE OR LESS, TO THE SOUTHWESTERLY MARGIN PARKING SPACES TOTAL 69 INCLUDING 0 DISABLED PARKING SPACES. RECORDED IN VOLUME 10 OF PLATS AT PAGE(S) 55, IN KING COUNTY, OF 65TH AVENUE SOUTH; THENCE SOUTHEASTERLY ALONG SAID MARGIN TO THE SOUTHEAST CORNER - WASHINGTON; OF SAID LOT 17; EXCEPT THAT PORTION LYING NORTH OF A LINE DESCRIBED AS FOLLOWS: THENCE NORTH 89'09'00' WEST ALONG THE SOUTH LINE OF LOT 17 TO THE TRUE POINT OF BEGINNING. .a 'o W LINE EAST PORTION OF B-1 ' e CB RIM=75.40 "...3s m EASEMENT REC. N0. 8203030259 g) y� (SEE DETAIL) n SDMH RIM=97.24 ,Qy�,i IE=88.44 12"CMP(E)``%%//''"" °° p IE-87.99 12"PVC(W) -'--_BOTTOM-83.74 L2S xs CB(R)-1 COWLITZ INDIAN TRIBE A,\. a_000320-0004\\\m "rt°"15455 65TH AVE S95.77 91t a"o`'o Wmsos W LINE EAST PORTION OF B-1 EASEMENT REC. NO. ` \\ 8203030259 (SEE DETAIL) .y, SDMH RIM=93.95 - - - \� ► a w .B ,9 IE-88.95 12"PE W,E OWNER: COWLITZ INDIAN TRIBE \'1\ s ( ) l IE=88.65 12"PVC N PCL /f000320-0004 2 86.33 BOTTOM=88.65 ( ) 75455 66TH AVE S FOUND i BRASS DISC ]s71 IN CASE W/ PUNCH DOWN 0.8' TITLE REPORT REFERENCE: ' THIS SURVEY WAS CONDUCTED ACCORDING TO THE DESCRIPTION SHOWN, FURNISHED BY FIRST AMERICAN TITLE INSURANCE COMPANY, COMMITMENT NO. NCS-883280-WA1, DATED DECEMBER 11, 2017. THE EASEMENTS SHOWN OR NOTED HEREON RELATE TO THIS COMMITMENT. NOTE EASEMENTS CREATED OR RESCINDED AFTER THIS DATE ARE NOT SHOWN OR NOTED HEREON. TITLE REPORT SCHEDULE B EXCEPTIONS: ITEMS CIRCLED ARE SHOWN ON MAP. EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN: RECORDING INFORMATION: 5683679 IN FAVOR OF: CITY OF TUKWILA FOR: SEWER LINE 5�. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON SAID PREMISES FOR STREET AS GRANTED BY DEED RECORDED AUGUST 12, 1971 UNDER RECORDING NO. 7108120423. 6. THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED "CITY OF TUKWILA ORDINANCE NOS. 1230 AND 1231' RECORDED OCTOBER 1, 1981 AS 8110010599 AND 811010600 OF OFFICIAL RECORDS. SURVEYOR'S NOTE: NOT PLOTTABLE. 72 THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED AMENDED AND RESTATED RECIPROCAL EASEMENT AGREEMENT' RECORDED MARCH 3, 1982 AS 8203030259 OF OFFICIAL RECORDS. 8. RESTRICTIONS, CONDITIONS, DEDICATIONS, NOTES, EASEMENTS AND PROVISIONS, IF ANY, AS CONTAINED AND/OR DELINEATED ON THE FAC OF THE SURVEY RECORDED APRIL 19, 1991 AS 9104199008, IN KING COUNTY, WASHINGTON. SURVEYOR'S NOTE: NO ADDITIONAL EASEMENTS SHOWN ON SURVEY. 9. THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED 'PARKING AGREEMENT' RECORDED DECEMBER 14, 1994 AS 9412140117 OF OFFICIAL RECORDS. SURVEYOR'S NOTE: NOT PLOTTABLE. 10. EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN: RECORDING INFORMATION: 20020617001463 FOR: INGRESS AND EGRESS AFFECTS: AS DESCRIBED THEREIN SURVEYOR'S NOTE DOES NOT AFFECT SUBJECT PROPERTY. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION nECFIVED CITY OF 'i U KNN 1LA AUG o2 2019 PERMIT CENTER `CGS, I NC ti0 Lo L 46 0 �Isng U W zToLo Z W LO z voles 0 co r1rnm 0z z W o-o 06 I- rU�� 06 V/ f Q C O Ell O WW W > O j Q@ ir CC oT (i) S` N c/) 0 z W drawn by checked by HAK/JRM I TEC scale date 1"=30' 4/10/18 job no. 2017259.01 Sheet. 1 Gt 1 to ES52 - CITY HALL SITE —� LAND USE CODE I DESCRIPTION COMMENT l Use District Office (per Zoning Map, Fig. 18-10) Land Use Allowed by District Conditional use, subject to TMC 18.64 18.09.010 (per Table 18-6) Design Review Required for commercial structures larger than 18.18.070 1,500sf, those between 1,500 and 5,000sf will be reviewed administratively. Basic Development Standards Minimum yard setbacks: 18.18.080 Front = 25 ft Second front =12.5 ft Sides =10 it IF within 50ft of R: 1"fl =10ft 2"dfl=20ft 3'dfl=30ft Rear =10 ft IF within 50ft of R: 1"fl=10ft 2"dfl=20ft 3'dfl=30ft Max height: 3 stories or 35 ft Landscape requirements: Front = 15 ft Second Front =12.5 Sides = 5 ft IF within 50ft of R =10 ft Rear = 5 ft IF within 50ft of R =10 ft Off-street Parking: Per TMC 18.56 Exemption of Rooftop 'The height limitations specified in this Appurtenances chapter shall not apply to church spires, 18.50.080 monuments, chimneys, water towers, elevator towers, mechanical equipment, and other similar rooftop appurtenances usually required to be placed above the roof level and not intended for human occupancy or the provision of additional floor area; provided, that mechanical equipment rooms or attic spaces are set back at least 10 feet from the edge of the roof and do not exceed 20 feet in height. " Maximum Building Length 18.50.083 Max % Development Area Coverage 18.50.085 Charging Station Locations 'Level 1and Level 2charging stations are Rough -in for future charging 18.50.140 allowed as an accessory use in the stations provided. predominantly residential zones LDR, MDR and HDR. Level 1 and Level 2 charging stations are allowed as a permitted use in all other zones. Level charging stations, battery exchange stations, and rapid charging stations are allowed as a permitted use in all zones that allow other automotive services such as gas stations, and are allowed as an accessory use in all other zones." Retaining Wall Setback Waiver Retaining walls with an exposed height of 18.50.150 greater than four feet may be allowed in required front, side or rear yard setbacks under the following circumstances: 1. When the applicant's property is on the lower side of the retaining wall and it is not visible from the adjacent properties or it screened by landscaping 2. 2. When a wall built on a property line or perpendicular to it benefits the lots on both sides. Lighting Parking and loading areas shall include See electrical site plan 18.50.170 lighting capable of providing adequate illumination for security and safety. Lighting standards shall be in scale with the height and use of the associated structure. Any illumination, including security lighting, shall be directed away from adjoining properties and public rights -of -way. Recycling Storage Space for Non- A. Recycling storage space for non-residential Residential Uses uses shall be provided at the rate of at least 18.50.185 two square feet per every 1,000 square feet of building gross floor area in office, medical, profcaelonal, public facility, school and institutional developments. B. Outdoor collection points shall not be located in any required setback or landscape area. C. Collection points shall be located in a manner so that hauling trucks do not obstruct pedestrian or vehicle traffic on -site, or project into any public right-of-way. Screening and Visibility 1 b. Ground level mechanical equipment and 18.52.040 garbage storage areas shall be screened with evergreen plant materials and/or fences or masonrywalls. 1 c. Fences. All fences shall be placed on the interior side of any required perimeter landscaping. } j LAND USE SECTION DIAGRAM_ SCALE:1/8" = T-0" -- Design of Collection Points for Residential and non-residential collection Garbage and Recycling points shall be designed as follows: Containers 1. An opaque wall or fence of sufficient size ',. 18.52.090 and height to provide complete screening shall enclose any outside collection point Architectural design shall be consistent with the design of the primary structure(s) on the site. 2. Collection points shall be identified by signs not to exceed two square feet. 3. Weather protection of recyclables and garbage shall be ensured by using weather- proof containers or by providing a roof over the storage area. Off -Street Parking and Loading Minimum parking area dimensions: [As shown General Requirements in TMC Figure 18-6] 18.56.040 • Standard and compact stalls may include a 2ft landscape overhang in their required length • Parking space slope shall not exceed 5% • Slope of entrance and exit drives and internal driveway aisles without stalls shall not exceed 15% • Ingress and egress shall not require moving another vehicle or backing more than 50ft • Turning and maneuvering space shall be located entirely on private property • All parking spaces shall be internally accessible to one another • Driveways to access parking in rear of buildings shall be no less than 12ft wide with a 3ft wide sidewalk, curbed or raised bin above the driving surface • Ingress and egress to any off-street parking lot shall not be located closer than 20ft from point of tangent to an intersection • Public Works or Community Development Directors may require ingress separate from egress for better flow of traffic • Director may require areas not approved for parking to be marked or signed to prevent parking • Surface of any required off-street parking or loading facility shall be paved with asphalt, concrete or other similar approved material(s) and shall be graded and drained as to dispose of all surface water, but not I across sidewalks • All traffic control devices shall be installed and completed as shown on the approved plans • Paved parking areas shall use paint or similar devices to delineate car stalls and direction of traffic • Where pedestrian walks are used in parking lots for the use of foot traffic only, they shall be curbed or raised 6in above the lot surface • Wheel stops shall be required on the periphery of parking lots so cars will no protrude into the public right of way, walkways, off the parking lot or strike buildings. Wheel stops shall be two feet from the end of the stall of head -in parking • No obstruction that would restrict car door opening shall be permitted within five feet of the centerline of a parking space • Any lighting on a parking lot shall illuminate only the parking lot, designed to avoid undue glare or reflection on adjoining premises • All parking areas shall have specific entrance and/or exit areas to the street. The width of access raids and curb -cuts shall be determined by the Public Works Director. The edge of the curb -cut or access road shall be as required by the Public Works Director. Curb -cuts in single family districts shall be limited to a maximum of 20 ft in width and the location shall be approved by the Public Works Director. Parking stalls shall not be used for permanent or semi -permanent parking or storage of trucks or materials Required Number of Parking No minimum number of spaces required per See Parking Determination Spaces TMC, Figure 18-7 18.56.050 Loading Space Requirements Off-street space for standing, loading and 18.56.060 unloading services shall be provided in such a manner as not to obstruct freedom of traffic movement on streets or alleys. For all office, commercial, and industrial uses, each loading space shall consist of at least a 1 Oft by 30ft loading space with 14ft height clearance for small trucks or a 12ft by 65ft loading space with 14ft height clearance for large trucks, including tractor -trailer. Parking for the Handicapped All parking provided for the handicapped, or 18.56.080 others meeting the definitions of the ADA, shall meet requirements ofthe Chapter 11 of the 1994 UBC as amended by the WAU, section 51.30, et seg. Compact Car Allowance A. A maximum of 30%of the total off-street All provided stalls are full- 18.56.090 parking stalls may be permitted and size designated for compact cars. B. Each compact stall shall be designated as such, with the word COMPACT printed onto the stall, in a minimum of eight -inch letters and maintained as such over the life of the use of both the space and the adjacent structure it serves. C. Dimensions of compact parking stalls shall conform to the standards as depicted in Figure 18-6 of this chapter. D. Compact spaces shall be reasonably dispersed throuhoutthe parking lot. Uses Not Specified in the case of a use not specifically mentioned See Parking Determination 18.56.100 in this chapter, the requirements for off-street parking facilities shall be determined by the Director. Development Standards for A. Required number of bicycle parking spaces: 2 bicycle parking spaces Bicycle Parking The required number of parking spaces for provided, see Site Plan and 18.56.130 bicycles are included in TMC 18.56.050, Parking Determination Figure 18-7. [Use not listed; requirement shall be determined by the Director] B. Location: 1. Required bicycle parking must be located within 50 feet of an entrance to the building or use 2. Bicycle parking may be provided within a building, but the location must be accessible for bicycles C. Safety and Security: 1. Legitimate bicycle spaces are individual units within ribbon racks, inverted'U' racks, locking wheel racks, lockers, or other similar permanent structures. 2. If bicycle lockers are used, windows and/or view holes must be included to discourage improper uses. 3. If bicycle parking is not visible from the street, a sign must be posted indicating the location of the bicycle parking spaces. 4. All bicycle parking must be separated from motor vehicle traffic by a barrier, curb, post, bollard or other similar device. rcntcu � vcrr r a.n Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein MU -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERS AR�C�H�I`TECi�T �ED�WAR4DWEINSTEIN Issue Phase 2 Construction Permit Date 812/19 Sheet Title LAND USE CODE', DIAGRAMS Sheet n Site Location Tukwila FS52 NOTES 707 Project No 17012 707.3 Codes 2015 International Building Code 2015 International Mechanical Code 707.3.7 National Electrical Code 708 2015 International Fire Code 708.1 2015 Washington State Energy Code Washington State Ventilation and Indoor Air Quality Code Washington Administrative Code Occupancy Mixed Use 708.3 ConstType Type ll-B Fire Sprinklers Fully sprinklered throughout build Ing(per NFPA 13) 711 Fire Separation The distance measu red from the building face to one of the following: 1. The closest interior lot line. 2.Tothecenterlme 711.2 Distance of a street, an alley orpublic way. 3. To an imaginary line between two buildings on the lot The distance shall be 711.2.2 measured at right angles from the face of wall. 711.2.3 Fire Area The agg regate floorarea enclosed and boss haled by fire walls, fire barriers, exterior walls, or horizontal assemblies of building. Areas of the bu ilding not provided with su nou riding walls shall be included in the fire area if such areas are included within the horizontal projection of the roof or floor next above. 711.2.4 Congregate A building or part thereof that contains sleeping units where residents share bathroom or kitchen facilities or both. (R-3, Applicable Living Facilities nontransientwith 16orfeweroccupants) Sleeping unit Aroomorspacein which people sleep, which can also include permanent provisions for living, eating, and either Applicable 711.2.4.3 sanitation or kitchen facilities butnotboth. Such roomsand spaces that are also part ore dwelling unit are not sleeping units. Common Path The portion ofthe exitaccess travel distance measured from the most remote pointwithin a story to that point where the of Eg ress occupants have separate access to two exits or exit access doorways. 712 WAC 296-305- "All sleeping areas in fire stations shall be separated from vehicle storage areas by at least one-hourfire resistive Provided. 712.1 06507(i) assemblies." 712.1.6 302 BUILDING OCCUPANCY 772.1.70.3 Programmed Use Group DescriptionofOccupancy Business B Lobby, Station Office, PT Room, Admin Offices, Training Room Residential R-3 Sleep rooms, Kitchen/Great Room R-3 is accessory to B Storage S-2 Apparatus Bay, Apparatus Support --> low hazard 713 WMRNIMM 713.2 406 MOTOR -VEHICLE -RELATED OCCUPANCIES 406.4.6 Mixed separation 713.4 - Parking garage must be separated from other occupancies per Section 508.1 406.6 Fndosed parking carages - Height and area limited perTable 503 as modified by Sections 504,506 and 507 -Ventilation in compliance with International Mechanical Code Requires mechanical ventilation 714 420 GROUPS I-1, R-1, R-2, R-3 ANDR-4 714.4 4202 Separation Walls Walls separating dwelling units in the same building, walls separating sleeping units in the same building and walls Provided 714.4.2 separating dwelling or sleeping units from other occupanties contiguous to them in the same building shall be constructed as fire partitions in accordance with Section 708. 716 EM 716.5 504 BUILDING HEIGHTAND NUMBER OF STORIES 504.2 Mixed Occunancv Table 716.5 In a building containing mixed occupancies in accordance with Section 508, no individual occupancy shall exceed the height and number of story limits specified in this section for the applicable occupandes. 504.3 Rooftop structures: unlimited height if non, -combustible. 20 feet if combu stible. Not to be used for habitation or storage Table 504.3 Allowable Buildin Hei ht in Feet Above Grade Plane( Sprinklered Buildings) Complies 717 717.1 Occ Gp Tyle 11-B B 75, S 75' R 75' 717.3 Table 504.4 Allowable Number of Stories Above Grade Plane(Sprinklered Buildings) 508 508.1 508.3 508.3.1 Occ Gp Typell-B B 4 5-2 4 R-3 5 MIXED USE AND OCCUPANCY General Where a building contains more than one occupancy group cruse, the building or portion thereof shall comply with the applicable provisions of 508.2, 508.3 0508.4, are combination of these sections. Exception is Occupancies separated per Section 510. N"n- P c r 0 Ann.=.-= Osn,pa0ni Classification- non separated occupancies shall be individually classified per 302.1. Requirements ofthis code apply to each portion of the building based on occupancy classification of that space except that the most restrictive applicable provisions of Chapter 9 shall apply tothe building or portion thereof in which the nonseparated d Complies 717.3.2.4 717.5 717.5.4.1 803 FIRE BARRIERS Fire -resistance ratings - Shaft enclosures per Section 713.4 1-hou r all shafts (<4 stories) Incidental Uses Complies with sprinkler FIREPARTITIONS GieOedal 1. Required atwalis separating sleeping units in the same building as required by Section 420.2 3. Corridorwalls as required by Section 1020.1 4. Elevator lobby separation as required by Section 3006.2 Fire -resistance rating Fire partitions shall have a minimum fire resistance rating ofone hourrequired Exception 2: Dwelling and sleeping unit separations in buildingsoftype lf3constmction shallhavefire- Exception applies, 1/2 hourfire-resistance resistance ratings ofnotiessthan 1/2 hourin buildings equipped throughoutwith an automatic in�iers rating provided between sleeping rooms e,., FLOOR AND ROOFASSEMBLIES Horizontal Assemblies Continuity: Assemblies shall be continuous withoutvertical openings, exceptas permitted by this section and Section 712. 1;upporting construction, Exception: in buildings of Type llBconstmction, the construction supporting the horizontal assembly is not required to be fire -resistance rated at the following: horizontal assemblies at the separations of dwelling units and sleeping units as required by 4203. H-Resistatire Rating --Retina not less than what is requ fired by construction type IIB-noncombustible - When separating mixed occupancies, rating per Section 508.4 NA (non -separated occupancies) Dwelling Units its and Sleeping Units- Horizontal assemblies serving as dwelling or sleeping u nit separations to have a minimum 1-hour separation in accordance with Section 420.3 Exception: Horizontal assemblies separating dwelling units and sleeping units shall be not less than 1/2 hourfire- 30-minute horizontal assembly beween resistance -rated in liBconstmction where the building is equipped throughoutwith an automatic sprinkler system. sleep rooms VERTICAL OPENINGS General Each vertical open ing shall comply in accordance with one of the protection methods in Sections 712.1.1 through 712.1.16 Ducts and Air Transfer Openings- Penetrations by ducts and air transfer openings shall be protected in accordance with Section 717. Grease ducts shall be protected in accordance with the International Mechanical Code. Duct Systems Vertical openings for mechanical exhast or supply duct systems in open or enclosed parking garages complying with sections 406.5 and 405.6, respectively, shall be permitted to be unendosed where such duct system is contained within and serves only the parking garage. SHAFTENCLOSURES Construction Shaft enclosures constructed as fire barriers or horizontal assemblies required atopenings in floor/ceiling assemblies in accordance with Section 707 or 711, or both. Fire -resistance rattan -2-hou r shaft enclosures required when connecting four stories or more, including basemen is NA -1-hou r shaft enclosures required when connecting less than four stories, including basements Provided at elevator and mech shafts - Shaft enclosure fire rating not less than the floor assembly penetrated PENETRATIONS Horizontal Assemblies Membrane Penetrations: Where floor/ceiling assemblies are required to have a fire -resistance rating, recessed fixtures shall be installed such thatthe required fire resistance will not be reduced. OPENING PROTECTIVES Shutter Fire Door and Assemblies Fire door and fire shutter assemblies to comply with requirements of Sections 716.5.1, 716.5.2 or 716.5.3 and have fire retinas perTable 716.5 Required Minimumfire Fire door&fire shutter protection ratings door&fire shutter Assembly Rating rating Fire partitions Corridor walls 1 1/3 Other fire partitions 1 3/4 DUCTS AND TRANSFER OPENINGS General The provisions ofthis section shall govern the protection of duct penetrations and air transfer openings in assemblies required to be protected and duct penetrations in nonfire resistance rated floor assemblies. Damper Testing. Ratings and Actuation Corridor Damper Ratings: Corridor Dampers shall have the following minimum ratings: 1.1-HRfire resistance rating 2. Class I or II leakage rating as specified in Section 717.3.2.2 Where Required Corridors: Duct and air transfer openings that penetrate corridors shall be protected with dampers as follows: 1. A corridor damper shall be provided where corridor ceilings, constructed as required for the corridor walls as permitted in Section 708A Exception 3, are penetrated. Interior wall and ceiling finishes to have aflame spread index not greater than specified in Table 803.11. Sleeping room doors Provide i-h r dampers where openings in rated walls Complies occupan esare ovate . 903 AUTOMATIC SPRINKLER SYSTEMS 508.3.2 Allowable Building,Area and Height based on most restrictive occupancy groups. 903.2 Where Required red 508.3.3 aration. Not required between non -separated occupancies. 903.2.8.1 Group:R-R, An automatic sprinkler system installed in accordance with Section 903.3.1.3(N FPA I3D) shall be NFPA 13 will be provided throughout Exception 2: Group R-3-Dwelling units and sleeping units shall be separated from other dwelling or sleeping units Provided permitted in Group R-3 occupancies. and from otheroccupandes contiguous tothem in accordance with the requirements of Section 420. 905 STANDPIPE SYSTEMS 509 INCIDENTAL USES 905.2 Installation standard Installation in accordance with this section, NFPA 14 and rules promulgated by the building or fire code official. Fire Table 509 Incidental uses department connections for standpipe systems shall be in accordance with Section 912. Laundry rooms over Too sf: 1 hour separation or automatic sprinkler system Auto sprinkler system provided in Laundry 906 PORTABLE FIRE EXTINGUISHERS Roomswith boilers> 15psi,fumace room> 400000 btu/hour 906.1.1 Where Required: in Group A, B,... R-2, and S occupancies Complies 907 FIREALARMAND DETECTION SYSTEMS 907.2.11.2 Group R-3 907.2.11A Sing le -or multiple -station smoke a larms shall be in stalled and maintained in grouas...R-3 regard less of occupant Complies load at all of the following locations: 1. Ceiling or wall outside of each separate sleeping area in the hurried late vicinity of bed rooms. 2. In each room for sleeping pu rposes. 3. In each story within a dwelling unit 912 FIRE DEPARTMENT CONNECTIONS 912.2 Location 512.2 ...fire department connections shall be located so that fire apparatus and h ose connected to su pply the system will not obscure access to the buildings for other fire apparatus. The location of fire department connections shall be approved by the fire chief. Table 602 Fire resistance rating requirements for exterior walls based on fire separation FSD>70', Complies distance 912.42 Clearspace around connections, A working space of not less than 36" in width, 36"in depth and 78"in height shall Type ll-B be provided and maintained in front of and to the sides ofthe wall -mounted FDCs and around the circumference of Fire Separation Distance (B, R-3, S-2) free-standing FDCs except when approved by the fire ch ief. X < 5 feet 1 hour 916 EMERGENCY RESPONDER RADIO COVERAGE 5feet5X <10feet 1 916.1 General 1 Ofeet s X < 30 feet 0 Emergency responder radio coverage shall be provided in all new buildings in accordance with Section 510 of the International Fire Code. X a 30 feet g 603 COMBUSTIBLE MATERIAL IN TYPE I AND II CONSTRUCTION Materials in type ll-B construction must comply with section 603. 1003 GENERAL MEANS OF EGRESS 1003.2 Ceiling height: - Minimum ceiling height of 7'-6" Complies . • • 704 FIRE -RESISTANCE RATING OF STRUCTURAL MEMBERS 1004.1 Deslan Occupant Load 704.2 Column protection 1004.1.1 Cumulative OccupantLoads: Where the path ofegresstravel includes intervening rooms, areas airspaces, - Where colu mns are required to have protection to be fire -resistance rated, the entire column shall be provided cumulative occupant loads shall be determined in accordance with this section. individualenkasementprotection by protecting iton allsides forthefullcAumn length, including connections toother Table1004.1.2 Maximumfloorareaallowancesp Leccrpant structural members, with material having the required fire-resistancerating. EXT ERIOR TERIOR WALLS 705.2.1 Projections Projections from walls of Type II construction shall be of noncombustible materials or combustible materials as allowed k,, cox,,,,. t era a - Serge Use to Determine FSD 0-2 feet Projections not permitted Greater than 2-3 feet 24inches Greater than 3 feet to less than 30feet 24 inches plus 8 inches foreverfootof FSD beyond 3feet or fraction thereof 30 feet or greater 20 feet Table 705.2 Fire Separation Distance Minimum Distance from Line FSD> 10', Complies 705.5 Fireresistanceratinns - Exterior walls shall be fire resistance rated in accordance with table 601 and 602 -The fire resistance rating of exterior walls with a fire separation distance > 10 feetshall be rated for exposure tone from the inside. Walls that are less than 10 feet need fire protection on both sides. 705.8 Opening s Ailowableareas of unprotected and protected or eninas in exteriorwalis as dictated by Table 705.8 Table 705.8 Max nu m area of exterior wall openings basedon FSD and degree of opening protection Fire separation distance Classification of opening >3'to 5' >5'to 10' >luto 15, >15'to 20' >20'to 25' >25'to 30' Unprotec, Sprink 15% 25% 45% 75% No Limit No Limit Protected 15% 25% 45% 75% No Limit No Limn FSD> 10', Complies upemngs w¢n a rue separation aistance or s or less not permittea - No limits on openings with a fire separation distance of more than 39 705.8.1 Exception2: Buildings whose extenorbearing walls, exterior nonbearing walls and exteriorprimary structural frame are not required to be fire -resistance rated shall be permitted to have unlimited unprotected openings. 705.11 Parapets FSD>10', Complies Parapets required on exterior walls of buildings Exceptions allows omission ofparapets when wallis notrequired tobe rated per -Table 602 beouseoffiire Notrequired. separation distance Function of space Floorarea peroccupant Accessory storage, mechanical equipment room 300 gsf Assembly - standing space Assembly - unconcentrated (tables and chairs) 5 nsf 15 nsf Business areas with soon kler protection 100 gsf Exercise Room 50g5f Parking (Apparatus Bay) 200 gsf Residential 200 gsf 1004.5 Outdoorareas - Outdoor areas accessible to and usable by building occupants require means ofegress -Occu pant load as assigned by building official in accordance with anticipated use assume 15 sf/occat outdoor deck -Ifon ly to be used by bidg octal pants, additional occ load not necessary 1005 EGRESS WIDTH 1005.3 Required Capacity Based on Occupant Load 1005.3.1 Stairways, per occu pantfor stairways. The required capacity, in inches, of the mean s of egress for any room, Occupant load of stairway =89 space or story shall not be less than that determined in accordance with sections 1005.3.1 and 10053.2 89*.3=27"min Exception 1: For other than Group H and 1-2 occu pancies, the opacity of means of eg ress stairways shall be Complies calculated by multiplying the occupant load served by such stairway by a means of eg ress capacity favtor of 0.2m per occu pant in a buildings equipped throughoutwith an automatic sprinkler system and an emergency voice/alarmcommunication system. 1005.3.2 Other egress components- 0.2' per occu pant for egress components other than stairways 1005.5 Distribution of egress caia, illy; Where more than one exit or access to more than one exit, is required, the means of egress shall be configured such that the loss of any exit, or access to one exit, shall no reduce the available capacity to less than 5016of the required capacity 1005.7.1 Dnnrencroachment Doors, when fully opened, shall not reduce the required width by more than 7". Doorsinany Complies position shall not reduce the required width by more than one-half. 1006 NUMBER OF EXITS AND EXITACCESS DOORWAYS 1006.2 Egress from Spaces Complies 1006.2.1 Egress Based on Occupant Load and Common Path of Farees%Travel Distance, Two exits or exit doorways from any space shall be provided where the design occupant bad orthe common path of egress travel distance exceeds the values listed in Table 1006.2.1. Exception: In Group R-3, one means of egress is permitted within and from individual dwelling units with a maximum occupant load of20where dwelling unit is equipped throughoutwith an automatic sprinkler system and common path of egress travel does not exceed 125 feet. Table 10062.1 Spaces with One Exit or Exit Access Doorway(Sprinklered) Complies Max. Common Path of Eg ress I Occup. Max Doc load Travel Distance �._'7.,.. B 49 R3_......_..70..__. „00,,,,, 25 5 29 100 1007 EXITAND EXIT ACCESS DOORWAY CONFIGURATION 1007.1 General 1007.1.1 Two Exits or Exit Access DOoways„•Shall be placed a distance apart31/2 of the length of the maximum overall diagonal dimension of the building or area to be served measured in a staight line between them. Exception 1: Where interior exit stairways are interconnected by a l-hr fire resistance rated corridor conforming to Section 1020, the required exit separation shall be measu red along the shortest direct line of travel within the corridor. Exception 2: If equipped throughoutwith an automatic sprinkler system, the separation distance shall be t 1/3 Separation distance z 1/3 ofthe length of of the length of the maximu To overall diagonal dimension of the area served. the maximum overall diagonal dimension. 1007.1AJ Measu pment Point The separation distance required in Section 1007.1.1 shall be measured in accordance with the following: 1. The separation distance to exit access doorways shall be measured to any point along the width of the doorway. 2. The separation distance to exit access stairways shall be measu red to the closest riser. 1009 ACCESSIBLE MEANS OF EGRESS 1009.1 Acc ssibl.Means of are�Required Accessible spaces to be provided with >_ 1 accessible means of egress; when more than one means is required then Z 2 accessible means of eg ress should be provided. 1009.2 Continuity and coca op nents 1 G09.2.1 ElevatorsReouiredaf a required accessible floor is four or more stories above a below the level of discharge at least Elevatorprovided one required accessible means of egress shoo Id bean elevator in compliance with Section 1009.4 1009.3 Exit Stairways To be considered part of an accessible means of eg ress, minimum width between handrails must be 48" Exception 2: 48"width between handrails not required when building is fully sprinklered in accordance with Applies Section 903.3.1.1 Excer ion4: areas of refuge not required at exit stairways when building is fully sprinkiered in accordance With Areas of refuge not required at exit stairs Section 903.3.1.1 1009A Elevators To be considered part of an accessible means of egress, elevators mustcomply with emergency operation and signalling device requirements Provide standby power system per Ch. 27 Exception2: elevators not required to be accessed from an area of refuge in bu ildings fully sprinklered in Areas of refuge not required at elevators. accordance with Section 903.3.1.1 1009.6.5 Two Way Communication A two way commu nication system complying with Sections 1009.8.1 and 1009.8.2 shall be provided at the landing NA serving each elevator or bank of elevators on each accessible floorthat is a 1 story above o below the level of exit discharge. 1010 DOORS GATES AND TURNSTILES 1010.1 Doors Complies 1010.1.1 Sizeof Doors Minimum required dear width of 32" and minimum height of 80" Exceptionl: does not apply to R-3 occupancy when door openings are not part of the required means of egress Exception3: door openings to storage closets less than 10 sf shall not be limited by the min imum width Exceptions: door openings within a sleeping unit shall be not less than 78"high 1010.1.2 Door Swing: Egress doors shall beofthe pivoted orside-hinged swinging type. 1010.1.2.1 Doorswing- Doors to swing indirection of egress travel when serving a room or area containing an occupant load of 50 or more persons. 1010.1.5 Floor Elevation: Level landings at each side of a door, except at the exterior where a slope of 1/4":12"(2%)is permitted. 1010.1.6 Landings at Doors: Land logs to have width equal to width of the stairway ordoor, whichever is g reater. - door in fully open position shall not reduce a Tana lied dimension by more than 7" - when a landing serves an occupant load of 50 or more, doors in any position shall not reduce the landing to less than one-half its required width. - landings shall have a lenqth measu red in the direction of travel of not less than 44" 1010.1.8 Door Arrangement: Space between two doors in a series shall be a minimum 48"plus the width are door swinging into the space. 1010.L9 Door Operations 1010.1.9.2 Hardware height Door hand les,pulls,latches, locks and other operating devices shall be installed 34"-48"AFF 1011 STAIRWAYS 1011.2 Width and Capacity Minimum required width per Section 1005.1, but not less than 44" Complies Exceptionl: Stairways servin 9 an occupant load less than 50 occupants shall have a width of not less than 36". 1011.3 Headroom Complies Minimum head room clearance of 80" 1011.5 Stair Treads and Risers Complies 1011.5.2 Riser Heightend Tread Depth: Stair riser heiqhtto be 7" maximu To and 4" minimu m Rectangular treads to be a minimum of 1 V deep 1011.6 Stairway Landinas Complies There shall be a floor landing at the top and bottom of each stairway. The width of landings shall not be less than the width of stairways served. Where the stairway has a straight run the depth need not exceed 48" Doors opening onto a landing shall not reduce the landing to less than 12 the required width and the projection must be 5 7" when fully open. 1011.7 Stairway Construction Complies 1011.7.1 Stairway Walking Surface: Treads and landings not to exceed a slope of 1"AW 1011.7.3 Enclosures tinder interior stairway: 1-hourfire-resistance-rated min Provided under5tair1 1011.8 Vertical Rise Complies Maximum vertical rise for a single flight of stairs is 12' 1011.11 Handrails Stairways to have handrails each side and comply with Section 1014. Complies 1011.12 Stair -to Ronf 1011.12.2 Roof Access: When a stairway provides access tothe roof, access is to be through a penthouse complying with Section 1510.2. Exception,. in buildings without an occupied roof, access to the roof shall be permitted to be a roof hatch ortrap door Roof hatch provided to high and low roofs not less than 16 sf in area and having a minimum dimension of 2' 1014 HANDRAILS 1014.2 Height 34" z x a 3W above stair tread nosinqs orfinish surface of ramp. 1014.3 Handrail GrasnabiUty 1014.3.1 Ixpej: For handrails with a circular cross section, an outside diameter of 1-1 /4" min to 2" max; if not circular, required to have a perimeter dim of at least 4" and not morethan 6-1/4" with a max cross sectional dimension of 2-1/4". 1014.6 Handrail extensions Complies Handrailsto return toa wall, guard orwalking surface. Where notoontinuous between flights, handrails toextend 12" beyond top riserand continue toslope forthe depth of one tread beyond the bottom riser 1014.7 Cl�=ranye Clear space between handrail and wall a 1 1/2" 1014.8 Protections On ramps and ramped aisles part of an accessible route, the dear width btw handrails shall be 36". Projections into the required width ofaisies, stairways, and ramps ateach side shall notexceed 412" 1015 GUARDS Complies 1015.2 Where Required Required along open sided walkways that are located more than 30" above floor or grade at any pointwithin 36' horizontally. 1015.3 Height Not less than 42" measu red vertically above the adjacent walking surface or line connecting leading edge of stair treads nosings 1015A Opening Limitations Required guards shall not have openings which allow passage are sphere 4" in diameter from the walking surface to theguard height 1510.6 Mechanical Enuinment. Svstemsand Devices Guards shall be provided where various components that require service are located within l O'ofa roof edge or open Equipment not provided within IY of a roof side of a walking surface and such edge or open side is located >30" above the floor, roofor grade below, edge constructed to prevent the passage of a 21-inch sphere. 1015.8 window Opening Complies Windows in R-2 and R-3 buildings including dwelling units, where the top of the sill of an operable window opening is located < 36" above the finshed floor and > 72" above the finished grade, shall comply with the following: 2. operable section does not permit the passage of a 4" diameter sphere. 1016 EXITACCESS 1016.2 Ea -Through lnte nina,Spaces 2. Egress from a room or'space shall not pass through adjoining or intervening rooms or areas, except where such adjoining rooms or areas and the areas served are accessory to one or the other and provide a discernable path of egress travel to an exit S. Egress shall not pass throug kitchens, storage rooms, closets orspaces used fosimilar purposes. Complies 1017 EXITACCESSTRAVEL DISTANCE Complies 1017.2 Limitation Distance to exits on each story limited tothe length shown in Table 10172 Table 1017.2 Exit Access Travel Distance Occupancy with Sprinkler5ystem(per 903.3.1.7) A, M, R, S-1 250' B 300' 5-2 400' 1017.3 Measurement Exit access travel distance shall be measured from the most remote pointwithin a story along the natural and unobstructed path of horizontal and vertical egress travel tothe entrance loan exit 1017.3.1 FxitFcr�ins_ays and Ramo„• Travel distance on exit access stairways shall be included in the exit access travel distance measurement. The measurement along stairways shall be made on a plane parallel and tangent to the stair tread in the center of the stair and landings. 1020 CORRIDORS 1020.1 Construction Corridors to be fire -resistance rated perTable 1020.1 Exception2: Fire -resistance rated corridors not required for corridors within a dwelling in R occupancies. Table 1020.1 Corridor Fire Resistance Rating Occupancy Occupant Load Served w/sprinkler system A, B, M, S >30 0 R >10 0.5 Within allowable travel distances. Corridors are B occupancy Table 1020.2 Width and Capacc tv - Minimum width per Section 1005.1, but not less than 44" 44" min provided -36"corridors permitted with a required occupancy capacity < 50 -36"conidors permitted within a dwelling unit 1030 EMERGENCY ESCAPEAND RESCUE 1030.1 General In Group Roccupancies, basements and sleeping rooms belowthe fourth story above grade plane to have at least Complies one emergency escape and rescue opening. 1030.2 Minimum Size Complies Emergency escapeand rescue openings shall have a minimum netclearopening of 5.7 sf. 1030.2.1 Minimum Dimension :min net dear opening height dim of 24"; min net clear opening width dim of 20" 1030.3 Maximum He4aht from Floor Complies Bottom of clear opening no greater than 44" measured from the floor. 1101 GENERAL 1101.2 Desian Accessibility required per th is code and ICC A117.1 except portions amended in this section 1103 SCOPING REQUIREMENTS Sites, bu ildings, structures, facilities, elements and spaces, temporary or permanent, shall be accessible to persons with physical disabilities. 1103.2.9 lip Moment p�<,e�Equipment spaces frequented by personnel for maintenance, repair, or monitoring of equipmentte not required to be accessible. 1104 ACCESSIBLE ROUTE 1104.4 Multistoq R��ildinos and Faclities•• At least one accessible route shall con nect each accessible story and mezzanine in mu itilevei bu ildings and facilities. Exceptionl: Not required to stories and mezzanines that have an aggregate area s 3,000 sf and are located above and below accessible levels. 1105 ACCESSIBLE ENTRANCES 1105.1 Public Entrances In addition tothe requirements of Sections 1105.1.1 through 1105.1.6, at least 60% of all public entrances shall be accessible. 1106 PARKING AND PASSENGER LOADING FACILITIES 1106.1 Required Accessible parking lobe provided perTable 1106.1, except parking provided foroccupancies in Group R-3 per Section 1106.2 Table 1106.1 Accessible Parking Spa_ Total Parking Spaces Provided Minimum Accessible Spaces Req'd 1-25 1 26-50 2 51-75 3 15 total public parking spaces provided, inc. 1 van am 1106.5 Van spaces At least one van space required for every six or fraction of six accessible spaces provided. 1 van space provided 1109 OTHER FEATURES AND FACILITIES 1109.2 Toilet and Bathing Facilities Each toilet room and bathing room shall be accessible. Exception3: where multiple sing le -user toilet rooms or bathing rooms are clustered at a single location, at least 3sing le-u ser toilet rooms provided 50 / but not less than one room for wach use at each duster shall be accessible. 1208 INTERIOR SPACE DIMENSIONS 1208.1 Minimum Room Width Complies Habitable spaces, shall be z 7' in any plan dimension. Kitchens shall havea dearpassageway z Y between counterfronts and walls. 1208.2 Minimum Ceiling H- bolts Occupiable spaces to have minimumceiling height of 7'-6"; 1209 ACCESSTO UNOCCUPIED SPACES 1209.3 Mechanical Appliance Access to mech. equipment on roofs shall be in accordance with IMC. 3002A Elevator Car to Accommodate Ambulance Stretcher NA Where elevators are provided in buildings four or more stories the elevator car shall be required to accommodate an Notrequired because building is less than ambulance stretcher of 24"x84" with not less than 5" radius corners. stories. 300S MACHINE ROOMS 3005.4 Machine Rooms Control Rooms-. Machine Spaces and Control Spays Elevator machines rooms and control rooms outsde of but attached to a hoistway that have openings to the EMIR adjacent to hoistway. 1-hrfim hoistway shall be enclosed with fire barriers constructed in accordance with Section 707. The hoistway shall not be resistance rating providedat EMR less than the required rating ofthe hoistway enclosure served by the machinery. CITY OF T UK ILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 wvvw.weinsteinau.com © 2019 Weinstein AtU - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300FARCHITECT STERED VV EDWARD WEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title BUILDING CODE SUMMARY Sheet G201 in LU w Z V_ N w 0 Z ED 00 to H V w I_ 3: V 04 ■ �r T 1H 29 M t:1 (*AIR BARRIER DIAGRAM: LEVEL 1 PLAN SCALE:1/16" = 1'-W w� a 0 0 CL a rtmvvA, cao-duo- oaarti) 1ST FLOOR SUMMARY OCCUPANCY AREA SF) OCCUPANTS B 1860 28 R3 1528 9 S-2 6420 32 TOTAL 9808 69 NUMBER OF EXITS 3 AIR BARRIER DIAGRAM: LEVEL 2 PLAN SCALE:1/16"= v-0" (j� BUILDING CODE DIAGRAMS LEVEL 1 PLAN BUILDING CODE DIAGRAMS LEVEL 2 BASE PLAN SCALE: 3132" = V-0" 6 SCALE: 3/32" = V-0" ARRIER BARRIER N•S AIR BARRIER SECTION DIAGRAM SCALE:1/16"= P-0" E•W AIR BARRIER SECTION DIAGRAM SCALE: 1116"= T-0" 2ND FLOOR BASE SUMMARY OCCUPANCY AREA (SF) OCCUPANTS B 4726 109 S-2 116 1 TOTAL 4842 110 NUMBER OF EXITS 2 BARRIER �� BUILDING CODE DIAGRAMS LEVEL 2 ALTERNATE PLAN SCALE: 3/32" = V-0" AIR 2ND FLOOR ALT SUMMARY OCCUPANCY AREA(SF) OCCUPANTS B 4726 168 S-2 116 1 TOTAL 4842 169 NUMBER OF EXITS 2 ,7J/y-o�s3 CODE DIAGRAM LEGEND FIRE SEPARATION RATINGS: ---------------- 112-HR ------------- 1-HR OCCUPANCY: SPACE OCCUPANCY FUNCTION GROUP t t:� 3 300 SF 100 OCC AREA OCCUPANT LOAD OCCUPANT LOAD FACTOR EGRESS: EXIT DOOR AND EGRESS DIRECTION 29 .a-000 LOAD SERVED 91140 A EXTERIORAIR BARRIER BOUNDARY INTERIORAIR BARRIER BOUNDARY A 9/3119 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of theArchitect. �Vol rAD W ER Hi :EKED RCvi n evved and for Suiaseantiai Cc, 3 2019 By BHC 9onsuirai wilants, LLC Alell— Date Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title BUILDING CODE DIAGRAMS Sheet t/1 LU W z V Ln 0 z Ln V W h -__-� WORK PLANE (BCS) (BCS) BABY CHANGING STATION BABY CHANGING STATION SPOUT LOCATION t� I 151 MIN 5" " I I a" MIN 6n MIN { SPOUT OUTLET �N 4" _ 1.6 a a a' — LATCH — PLANE II F.F. (SNDI) (SD) (PTD) (SCD) (PTDrrR) (FB) SHOWER ROD: CLOTHES HOOK STAINLESS FEC WINDOWS SANITARY NAPKIN SOAP DISPENSER PAPER TOWEL SEAT COVER PAPER TOWEL FOLDING BENCH ROD FOR SHOWER STRIP STEEL SHELF LATCH & CONTROLS (COMMON AREAS DISPOSAL DISPENSER DISPENSER DISPENSER / CURTAIN ONLY) TRASH RECEPTACLE DRINKING FOUNTAIN DRINKING FOUNTAIN DRINKING FOUNTAIN ACCESSIBLE ACCESSIBLE STANDARD URINALS STANDARD AND ACCESSIBLE +34" TO TO. RIM R COUNTER, WHICHEVER IS HIGHER I _____ _ 0"MAX ADA SAFETY 1 0.GLASS WRAP - o � CV - 6n X B IN URINALS LAWSINK ACCESSORY MOUNTING HEIGHTS (MIRRORS) �� 9 TYPICAL MOUNTING HEIGHTS I NOTE: VERIFY LOCATION OF OPERABLE PORTIONS OF DEVICES I I TO THE HIGHEST RECEPTACLE ALIGN ELECTRICAL EQUIPMENT. R OPERABLE PORTION +4 w1AINTAINALIGNMENTSADJACENT OF THE DEVICE TO OPENINGS IF THE DEVICE IS DUPLEX ,-----BOTH OUTLETS MUST BE WITHIN THE REACH RANGE 1" ®o a LI — �a LL .— 4¢ . —.—.—. - — ....... TO THE LOWEST RECEPTACLE R OPERABLE PORTION OF THE DEVICE BOXES WHERE POSSIBLE I WHEN NON -CONFORMING OUTLET IS PROVIDED BELOW A WINDOW, AT LEAST ONE CONFORMING OUTL IS REQUIRED PER WALL RECEPTACLES SWITCHES INTERCOMS TSTATS PANELBOARDS ALIGNMENTS ELECTRICAL MOUNTING HEIGHTS AND ALIGNMENTS PROJECTING OBJECTABOVE MIN FLUSH MECHANISM AWAY FROM WALL; 1.5" MIN 36"MAX AFF 4 DIM TO FIN FACE PROJECTING OBJECT BELOW PLAN DIAGRAM W.C. MOUNTING HEIGHTS SPACING OF GRAB BARS (GRAB BAR @ ACCESSIBLE STALLS, DISPENSERS) PLUMBING FIXTURES & TOILET ACCESSORIES: COMMON AREAS AT COUNTERTOP CORNERS, OUTLETS & CONTROLS MUST BE LOCATED 36" MINIMUM FROM THE CORNER LL 0 25" MAX 'FHA PERMITS USE OF A STANDARD 24" CABINET w/A COUNTERTOP EXTENSION OF 1"TO 1 1/2" OBSTRUCTED REACH RANGE REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City Of Tukwila BUILDING DIVISION I COMMON AND COMMERCIAL USE AREA TOILET ROOM NOTES: 1. SEE DIAGRAMS AT LEFT FOR TOILET ACCESSORY MOUNTING AND ABBREVIATIONS 2. PROVIDE CONTINUOUS BLOCKING IN WALLS AT FIXTURES, GRAB BARS, CABINETRY AND SPECIALTIES WHERE REQUIRED. 3. PROVIDE UNISTRUT OR STEEL SUPPORT FOR CEILING BRACED PARTITIONS (TYR) 4. ATALL TOILET ROOM SINKS, PROVIDE SOAP DISPENSER, PAPER TOWEL DISPENSER, MIRROR AND VANITY LIGHT. 5. ATALL WGS PROVIDE TOILET SEAT COVER DISPENSER AND TOILET PAPER HOLDER. TOILET / BATHING ROOM NOTES: 1. PROVIDE CONTINUOUS REINFORCING IN WALLS AT FIXTURES, CABINETRY AND SPECIALTIES WHERE REQUIRED AS SHOWN AT LEFT. 2. ATALL BATHING ROOM SINKS, PROVIDE TOWEL HOOK, MIRROR AND VANITY LIGHT. 3. ATALL WGS PROVIDE TOILET PAPER HOLDER. 4. SEE SPECIFICATIONS FOR CASEWORK AND FIXTURE TYPES. THESE ARE DIAGRAMS ONLY AND DO NOT REFLECT ACTUAL FIXTURE OR CABINETRY DESIGN. 5. LOWEST POSITION OF ALL HANDHELD SHOWERS TO BE WITHIN 48"AFF. 6. SHOWER THRESHOLDS TO BE NO GREATER THAN 1/2"AND SHALL BE BEVELED, ROUNDED OR VERTICAL. 7. WHERE ROLL -IN SHOWER COMPARTMENT EXCEEDS 72" IN WIDTH, THE GRAB BAR OPPOSITE THE SEAT MAY BE OMITTED. GENERAL INTERIOR NOTES: 1. COMPLY WITH CURRENT REQUIREMENTS OF THE AMERICANS WITH DISABILITIES ACT, AND ICC/ANSIA117.1. A 9/3/19 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein AEU -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations wittwut the approval and participation of the Architect t/1 K W Z u 6n w 3300 REGISTERED 0 AR1CHIIIT�E�C_TI ^ Z rEDWARDEINSTEINshington Z) -f' H-• V w H Reviewed and Appfov for Substantiai Compliance Q By BF! fonsultailts Gate Q/?1/9 + Q JURISDICTIONAL APPROVAL STAMP Issue Phase 2 Construction Permit lJ Date 812119 (� I� i i I I I I I I I I I I I I I I I I I I I I I I } W n. 0 a J Q f— z W in W ry I I I I I � I I ' I II it I I I I 1 I I I I I I I I � I s inc corn f-- -- -- — -- — ----� ao one RESIDENTIAL PROPERTY A (D RESIDEI v „�n 4 U, O w 103.01 roce ® CITY OF TUKWILA PROPERTY 91 L I I I I ARCH ARCHITECTURE MECH MECHANICAL BS BOTTOM OF STAIR MIN MINIMUM BW BOTTOM OF WALL OC ON CENTER CAL CALIPER PA PLANTING AREA CIP CAST -IN -PLACE PAVE PAVEMENT CIVIL CIVIL PIED PEDESTRIAN CLR CLEAR PL PROPERTY LINE CONC CONCRETE ROW RIGHT-OF-WAY CRZ CRITICAL ROOT ZONE SF SQUARE FEET DBH DIAMETER AT BREAST HEIGHT SIP SPECIES DIA DIAMETER SS STAINLESS STEEL DWG DRAVVING STRUCT STRUCTURE EA EACH TOS TOP OF SLAB ELECT ELECTRICAL TS TOP OF STAIR EX EXISTING TW TOP OF WALL HP HIGH POINT TYP TYPICAL HT HEIGHT VIF VERIFY IN FIELD MAX MAXIMUM I Y OF TUKWILA PROPERTY I I I I I I GENERAL SITE NOTES: I I ' I I o.uo oLuc caa I I I I I I I I 1. SEE SITE SURVEY FOR EXISTING CONDITIONS. 2. SEE CIVIL FOR VEHICULAR PAVEMENTS AND CURBS, VEHICULAR STRIPING, RETAINING WALLS, AND UTILITIES. 3. SEE ARCHITECTURAL FOR BUILDING LAYOUT. 4. SEE NARRATIVE FOR DESCRIPTION OF SITE HARDSCAPE, PLANTING AND AMENITIES. 5. SEE L101 FOR SITE MATERIAL AND LAYOUT NOTES. I — II I �� / SEE L111 - SITE MATERIALS AND \ n\ ti LAYOUT ENLARGEMENT PLAN _ I SOUND MENTAL HEALTH PROPERTY I SEE 1-010 - TREE PROTECTION PLAN, L101 - SITE MATERIALS AND LAYOUT PLAN, AND L401 - PLANTING PLAN I I SHEET LIST TABLE SHEET NUMBER SHEET TITLE L001 SITE OVERVIEW PLAN L010 TREE PROTECTION PLAN L101 SITE MATERIALS AND LAYOUT PLAN 1-111 SITE MATERIALS AND LAYOUT ENLARGEMENT PLAN L201 SITE SECTIONS L211 SITE DETAILS L212 SITE DETAILS L213 SITE DETAILS L214 SITE DETAILS L301 IRRIGATION PLAN L311 IRRIGATION DETAILS L401 PLANTING PLAN L411 PLANTING DETAILS L412 SOIL CELL DETAILS COWLITZ TRIBE PROPERTY N 0 10' 20' 40' 1 .... I ... I! I T 1-2941 nECFIVED CITY OF TUKWILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SWIFTCOMPANY" I 3131 Western Ave., Suite M423, Seattle, WA 98321 TEL 206-632-2038-FAX 206-632-2049 www.swiftcompany.com info@swiftcompany.com ® 2019 Swift Company LLC - These documents have been prepared specifically forthe above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. REVIEWED FOR CODE COMPLIANCE APPROVED SIP 24 2019 City of Tukwila BUILDING DIVIco Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title SITE OVERVIEW PLAN Sheet 01 LA tY w z LLI 0 z a m -I- tn Lu - u M U ce I I n. J c to NI CD CD tl N rn fn F_ H N cO 1— d Z 02 co 7 N o m Q) iLL d 6 w 0 N 13 N to to to v m a� c to 'S N 01 TREE PROTECTION PLAN � 1 Ll—I SCALE: 1" = 20' - 0" CRZ 1„= 201-e, TREE PROTECTION NOTES: 1. TREE PROTECTION FENCING SHALL BE INSTALLED BEFORE THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES AND SHALL REMAIN IN PLACE THROUGHOUT CONSTRUCTION, PER SPEC SECTION 015639. 2. DASHED CIRCLES INDICATE APPROXIMATE CRITICAL ROOT ZONES (CRZ) FOR PRELIMINARY AREA OF PROTECTION FOR ROOT ZONE AND CANOPY. THE CRZ SHOWN ON THE PLANS IS EQUAL TO ONE FOOT RADIUS FOR EVERY ONE INCH TRUNK DIAMETER AT BREAST HEIGHT (DBH). 3. SEE SPEC SECTION 015639 FOR SPECIFIC REQUIREMENTS FOR WORK IN AND AROUND TREES TO REMAIN. 4. THE EXISTING TREE INVENTORY INFORMATION WAS COMPILED BY WASHINGTON FORESTRY CONSULTANTS, INC. IN A REPORT DATED JANUARY 30, 2019. 5. TREE IDENTIFICATION NUMBERS NOTED ON THIS PLAN CORRESPOND WITH EXISTING TREE INVENTORY SCHEDULE IN THE WASHINGTON FORESTRY CONSULTANTS REPORT. 6. A PHYSICAL BARRIER SHALL BE PLACED AT THE LIMITS OF THE CRITICAL ROOT ZONE WITH A SIGN THAT READS "TREE PROTECTION ZONE. THIS FENCE SHALL NOT BE REMOVED OR ENCROACHED UPON. NO SOIL DISTURBANCE, PARKING, STORAGE DUMPING OR BURNING OF MATERIALS IS ALLOWED WITHIN THE CRITICAL ROOT ZONE. THE VALUE OF THE TREE IS (INSERT $) DAMAGE TO THIS TREE DUE TO CONSTRUCTION ACTIVITY THAT RESULTS IN THE DEATH OR NECESSARY REMOVAL OF THE TREE IS SUBJECT TO THE VIOLATIONS CHAPTER OF THE TUKWILA MUNICIPAL CODE." 7. CITY OF TUKWILA DCD MUST CONDUCT A PRECONSTRUCTION INSPECTION TO FINALIZE TREE PROTECTION CONDITIONS AND APPROVE ALL TREE PROTECTION MEASURES PRIOR TO BEGINNING ANY EARTH MOVING. 8. ANY BRANCHES OUTSIDE THE CRITICAL ROOT ZONE THAT MIGHT BE DAMAGED SHALL BE PRUNED OR TIED BACK BY A QUALIFIED PROFESSIONAL PRIOR TO BEGINNING OF CONSTRUCTION. NO CONSTRUCTION PERSONNEL SHALL PRUNE AFFECTED LIMBS EXCEPT UNDER THE SUPERVISION OF QUALIFIED PROFESSIONAL. 9. POST CONSTRUCTION INSPECTION OF THE PROTECTED TREES SHALL BE DONE BY THE DCD AND PROJECT ARBORIST, AND IF DEEMED NECESSARY CORRECTIVE OR PREPARATIVE PRUNING WILL BE DONE BY A QUALIFIED TREE PROFESSIONAL. CONTINUOUS ! ! I CHAINLINK FENCING I I LOCATED AT CRZ OF ! I I SIGNAGE I EX TREE OR AS i SHOWN ON PLAN I I I I 4" DEPTH WOOD CHIP ! MULCH OVER I EXPOSED SOIL AREAS i ABOVE GROUND z_ PRECAST CONC FTGS FOR CHAINLINK FENCE O 12" CLR i — EX GRADE ELEVATION DRIPLINE CRZ � d PLAN 02 TREE PROTECTION FENCING SCALE:NTS I EX UNDISTURBED SOIL ABOVE GROUND PRECAST CONC FOOTING, TYP. LOCKED GATE IN FENCING (ONE PER FENCED AREA) -- CHAINLINK FENCING, TYP iiLC%IVED CITY OF i itKWILA NOTES: AUG 02 2019 1. SEE TREE PROTECTION NOTES, THIS SHEET, PERMIT CENTER ,7)/ - O;N � Rev Date Issue I Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SWIFTCOMPANY" 3131 Western Ave.. Suite M423. Seattle, WA 98ui TEL 206-632-2038•FAX 206-632-2048 w 4wiftcompany.com info@swiftcompany.com 92019 Swift Company LLC -These documents have been prepared specifically forthe above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. CODE COMJ APPR0 SEP 2 4City of TuBUILDING D JURISDICTIONAL APPROVALSTAMP Issue Phase 2 Construction Permit Date 812/19 Sheet Title TREE PROTECTION PLAN Sheet L010 l i �r- 1 , I � , t , CITY OF TUKVNILA PROPERTY CITY OF TUKWILA PROPERTY SOUND MENTAL HEALTH PROPERTY 1. SEE L001 FOR GENERAL SITE NOTES. 2. SEE SHEETS L211 - L214 FOR SITE DETAILS. 3. EXPANSION JOINTS SHALL BE LOCATED BETWEEN ALL HARDSCAPE AND ADJACENT MATERIALS INCLUDING, BUT NOT LIMITED TO WALLS, CURBS, SITE FURNISHINGS, AND BUILDINGS. 4. ALL SURFACES LEVEL AND PLUMB, UNLESS OTHERWISE NOTED. 5. SEE CIVIL FOR LAYOUT OF CURBS, CURB RAMPS, AND VEHICULAR PAVEMENTS. 6. ALL ANGLES TO BE 90°, UNLESS OTHERWISE NOTED. 7. DIMENSIONS TO CURBS ARE MEASURED TO THE BACK OF CURB, UNLESS OTHERWISE NOTED. 8. SEE ARCH FOR BUILDING GRID. 9. LAYOUT OF SITE PAVEMENT, STAIRS, WALLS, FURNISHINGS, AND LIGHT FIXTURES SHALL BE STAKED IN THE FIELD FOR REVIEW AND ACCEPTANCE BY OWNER'S REPRESENTATIVE PRIOR TO INSTALLATION. NOTIFY OWNER'S REPRESENTATIVE IMMEDIATELY OF ANY DISCREPANCIES BETWEEN LAYOUT ALIGNMENT OR DIMENSIONING AND FIELD CONDITIONS. 10. ALL SITE FURNISHINGS INCLUDING BENCHES, BICYCLE RACKS TO BE ADJUSTED AND APPROVED IN FIELD BY LANDSCAPE ARCHITECT PRIOR TO ATTACHMENT. MATERIALS LEGEND: a CIP PEDESTRIAN CONC PAVING FINISH TYPE 1 - BROOM FINISH W/ SAW -CUT JOINTS, SEE 04/1-211 O EXPANSION JOINT, SEE 02/1-211 O CONTROL JOINT, SEE 03/1-211 10 SECURITY FENCE, SEE 09/1-211 17 SITE LIGHTTING, SEE ELEC C3 CURB RAMP, SEE CIVIL C4 CIP CONC WALL, SEE CIVIL C8 ASPHALT, SEE CIVIL ROCKERY, SEE CIVIL EXPANSION JOINT, SEE CIVIL A6 MONUMENT SIGN, SEE ARCH LAGGING WALL WITH SHOTCRETE FINISH, SEE ARCH N 0 10,20' 40' 11 1111 1� 1"= 20'-0" nECEIVED CITY OF I i NWILA► AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCO M PANYLLc 3131 Western Ave. Suite M423. Seattle, WA 9812i nL 206-632-2u38-FAX 206-632-2048 www.swiftcampany.com info@swiftcompany.com 02019 Swift Company U-C - These documents have been prepared specifically for the above named project. They am not suitable for use on other projects or in other locations without the approval and participation of the landscape Architect. CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVALSTAMP Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title SITE MATERIALS AND LAYOUT PLAN Sheet 11 to ad LU 0 Ln LU Z Q m Ce LA t- u H v Q 1p! 1� 15,191 LoiL E.5 r d ^ w _ _ I FIREFIGHTER PARKING 7.1 =1 I 6.9 TYP C Lzi{,P --— I REAR APRON Ei — — i -- v I I s -I 1 3.9 A _\ f= PA -- I --r - 3 I _ i / I i w I /\llr o 1 0 :,ii��ll A � Z{ uE,/ �11 62 i I -- I I I i u I co t - 1 — ! 1 � _ I I r m I I I �I f _ —� I _ _ -- - - - - �1.:-\ r_ly� ` A. ,. �J\ J _ S r i r i' -- SS SS S 17.1 SS I Yam. I 1. LL o / u ' C� — — T L I= I I { I "_r, w Imo_ o a.. n _, 4, TY 1 ql:� „ -- „ 4_p 4-p g.p 4 0. 4 .0 . 8'.0 (4, 0„ 4 0 8%0,. �4. 0" 4 0'' 8' 0' (4, 0„ 4' On 8, 0 0„ 4; 0„ / - 6-2 1-1' 8-d T' P' ��- ---- — / T 2 �•^ A8�T P t 4 6 Go PA Al A9 RONTA RON nn cN: 0`TY.P : �\\\\III/! PA /� 5 \ 6�� 3 YP — — — �— 14 2 � 5 1 I1+ Al� Y. 1% — I Ir �� I. 1 AR N -- I 91 `' l �� / \ /o. .o .o o All\A 3 ! —� o o P 36 I A —f I PA / I Y I G v.' , 4 P , � O I I / a o io J / I i i 41; l i ® - i - O — o f ,:I I I %o PA A 1 I { P 1 j,. j 1 r I %� o , i \ %. o ;, L; - d '0' T P 1 y a \ 5 7Y1� C I \ v o ) ALIGN o — I77PA , a o � a Pl c\ o \ i C2 ' NPA s04 , / A9 A5 \ _j_-------,,T----..--------- --^----:--- ,-� �. .�! - 111 J 1 P o.\o 1 - 'no6 o SS SS SS 11 v a ,o a o P a PA -IGHTER RKIN- Z_c FIR_�LQ a\ PA C1 TYP .O- O -O- %d •- o .o.o a / ' P T-- - -- -- cij $.''o - 'o�.%� - \` �,.o ~-o, a o o _ o _o' o. o °-° -.—a —� _a / - o / - a a 1 P a PA I ~ o 16 P 4 a — o o a a a' a✓ ''o' a _ \�_. a o o o L P P a �or- �a -- -�- -- - ---------- I o' N a i177F110 zo EGlN C 02 T L213 F 11=101-0^ MATERIALS LEGEND: CIP PEDESTRIAN CONC PAVING FINISH TYPE 1 - BROOM FINISH W/ SAW -CUT JOINTS, SEE 04/1-211 O CIP PEDESTRIAN CONC PAVING FINISH TYPE 2 - MEDIUM SAND BLAST W/ SAW -CUT JOINTS, SEE 04/1-211 Q POROUS PAVEMENT, SEE 07/1-211 a EXPANSION JOINT, SEE 02/1-211 O CONTROL JOINT, SEE 03/1-211 ROLLED CURB PAVEMENT TRANSITION, TYPE 3 CONC, SEE 05/1-211 7� AT -GRADE PAVEMENT TRANSITION, TYPE 3 CONC, SEE 06/1-211 8� CONIC SEAT WALL WITH WOOD TOP, SEE 01/1-214 O CIP CONC BOLLARD SEAT, SEE 02/1-214 10 SECURITY FENCE, SEE 091L211 11 GUARDRAIL, SEE 01/1-212 12 NOT IN USE 13 NOT IN USE 14 WASTE RECEPTACLE, SEE SPECS 15 BIKE RACK, SEE 08/1-211 16 PROPERTY LINE 17 SITE LIGHTTING, SEE ELEC C1 CONC PAVEMENT, SEE CIVIL C2 CONIC CURB, SEE CIVIL C3 CURB RAMP, SEE CIVIL C4 CIP CONC WALL, SEE CIVIL C5 UTILITY, SEE CIVIL C6 DRAIN, SEE CIVIL C7 ROCKERY, SEE CIVIL C8 ASPHALT, SEE CIVIL C9 MODULAR WETLAND, SEE CIVIL ROCKERY, SEE CIVIL EXPANSION JOINT, SEE CIVIL CONC WHEEL STOP, SEE CIVIL Al BUILDING EDGE, SEE ARCH (� REFUSE ENCLOSURE, SEE ARCH A3 GENERATOR, SEE ARCH A4 SECURE GATE, SEE ARCH A5 DECK (OVERHEAD), SEE ARCH A6 MONUMENT SIGN, SEE ARCH A7 HYDRANT, SEE ARCH A8 FLAG POLE, SEE ARCH A9 CANOPY (OVERHEAD), SEE ARCH �1 LAGGING WALL WITH SHOTCRETE FINISH, SEE ARCH nECFIVEn CITY OF't'i K WILA AUG 02 2019 PERMIT CENTER 19- ro-211 '11) "l Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLL" 3131 Western Ave., Suite M423. Seattle, WA 98in TEL 2o6-632-2038-FAX 2ta-632- 48 www,swiftcompany.com info@swiftcompany.com 02019 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. W Lu Z F WAS yyiy V !� I"AL8To- to w z m Ix P�p�sq"xp.061L�\QG� P N 4,1 Sc t- U LU H S CODE COMPLIANCE APPROVED Q SEP 24 2019 D + City of Tukwila Q BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP "j C Nt r(J LL C N E— LL m 'S 01 SITE SECTION - FRONT OF BUILDING SCALE: 1" = 10' 1 03 SITE SECTION - BACK OF BUILDING SCALE: 1" = 10' 04 WALL ELEVATION SCALE: 1"= 10' 02 SITE SECTION - WALL & SECURITY FENCE SCALE: 1" = 10' MATERIALS LEGEND: Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLLc 3131 western Ave.. suite M423. Seattle, WA 98ui TEL ao6-632-2o38 FAX 2 o6-632-2o48 www.swiftcompany.com info@swiftcompany.com @2019 Swift Company LLC - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation O CONC SEAT WALL WITH WOOD TOP, SEE 01/L214 of the Landscape Architect. O CIP CONIC BOLLARD SEAT, SEE 02/1-214 of WASy 10 SECURITY FENCE, SEE 09/L211 �� PRPMALSTM°tis c�' 2 8GUARDRAIL, SEE 01/L212 coP 16 PROPERTY LINE G 2 P�2S�0 ,bo �V C2 CONC CURB, SEE CIVIL yse"Xio.0512�ry�G�� SCAPE P G4 CIP CONIC WALL, SEE CIVIL Al BUILDING EDGE, SEE ARCH fir_VIt:VVhD FOR flcv'"VIED FOR OVEDA8FLAG POLE, SEE ARCH LCODEMPLIANCE 4 2019CANOPY (OVERHEAD), SEE ARCHI3EGF1��EtiCITY WALL WITH SHOTCRETE FINISH, SEE ARCH OF 1'i4KWILAukwilaLAGGING DIVISION AUG 02 2019 JURISDICTIONAL APPROVALSTAMP PERMIT CENTER L� 1" = t 0'-0„ q'6; 73 �'J Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title SITE SECTIONS Sheet L201 11 Ln oe Lu Z V Ln UJI Z Q to U U H S v P I 02 EXPANSION JOINT CIP CONC PAVEMENT, SEE CIVIL SLOPE TO DRAIN PER CIVIL FINISH GRADE FLUSH/ Z1Z /4-0-3 CONTROL JOINT �D NOTES: 1. SEE PLANS FOR EXTENT OF < CONCRETE AND JOINT LOCATIONS 2. SEE CIVIL FOR SUBGRADE DETAILS 3. ALL PEDESTRIAN CONCRETE TO BE r BROOM FINISH, UNLESS OTHERWISE M, 'I L, C' MICH I' MCI' M NOTED, SEE CIVIL FOR SPEC 01 CIP PEDESTRIAN CONC PAVING SCALE: I" = I CONC TYPE 3, HEAVY SANDBLAST FINISH, SEE SPECS 02 EXPANSION JOINT 01 PEDESTRIAN CONC PAVEMENT NOTES: 1. SEE PLANS FOR EXTENT OF CONCRETE AND JOINT LOCATIONS 2. SEE CIVIL FOR SUBGRADE DETAILS 3. ALL PEDESTRIAN CONCRETE TO BE BROOM FINISH, UNLESS OTHERWISE NOTED, SEE CIVIL FOR SPEC 05 ROLLED CURB PAVEMENT TRANSITION SCALE: V = 1'-0" SWEEP BUILDERS SAND OVER JOINT SEALER PRIOR TO DRYING 1/4" RADIUS, TYP. NO SHINERS 3/8" EXPANSION JOINT W/ PREMOLDED FILLER AND SELF -LEVELING JOINT SEALER, TYP AS SHOWN ON PLAN & AT ALL VERTICAL RESTRICTIONS, TYP, SEE SPECS 02 EXPANSION JOINT SCALE: 3"= 1'-13" SAW CUT JOINT; EDGES OF JOINTS TO BE CLEAN 90 DEGREE ANGLES < JOINT TO BE 1/4 OF LL OVERALL SLAB 0 THICKNESS AND 1/4" ` WIDE, NO SHINERS, SMOOTH FINAL 1/4" MAX. FINISH ACROSS GRID CONTROL JOINT 03 CONTROL JOINT CONC TYPE 3, HEAVY SANDBLAST FINISH, SEE SPECS 02 EXPANSION JOINT CON C E 01 PEDESTRIAN - CONC PAVEMENT 'J NOTES: 1. SEE PLANS FOR EXTENT OF CONCRETE AND JOINT LOCATIONS it2. SEE CIVIL FOR SUBGRADE DETAILS 3. ALL PEDESTRIAN CONCRETE TO BE BROOM FINISH, UNLESS OTHERWISE NOTED, SEE CIVIL FOR SPEC I I 1 '11, 11 ` MCI' 'H, Mirpill, M 06 AT -GRADE PAVEMENT TRANSITION SCALE: 1 1'-0" NOTES: 1. ALL WIRE ELECTRO-FORGED AT ALL INTERSECTIONS. GALVANIZED AND POLYESTER POWDER COATED FINISH. 2. RETAINING BRACKETS ON INTERIOR OF FENCE, TYP. 3. SINGLE SWING GATE PER MANUFACTURERS SPECS, SEE PLANS FOR LOCATION PLAN FRONT ELEVATION 09 SECURITY FENCE SCALE: 1/2" = 1'-0" --:TAINING R POST, TYP, SECTION A -A PRESS ON POST CAP TWINBAR FORTRESS PANEL TS 2" x 2" x 14 GALV STL FENCE POST, TYP SECURITY FENCE FOOTING, SAME AS ARCHITECTURAL SCREEN FOOTING, SEE ARCH DETAIL18IA0003 3/16" DIA 1/4" DIA SCALE: 3" = 1'-0" C4 U) z VARIES, T-v SEE PLANS 1/4" WIDE x 1/4" DEEP SAW -CUT CONTROL JOINT AS INDICATED, zU) VARIES, SEE PLANS - g"4" 1/4" WIDE x 1/4" I DEEP SAW -CUT CONTROL JOINT AS INDICATED, ld� % SEE 03/1-211 < SEE 03/1-211 CL W CIP CONC TYPE 1, W tCIP CONC TYPE 2, W U) BROOM FINISH, SEE U) W MEDIUM SANDBLAST vi PLAN FOR LAYOUT c6 FINISH, SEE PLAN kit AND ALIGNMENT W �A FOR LAYOUT AND .9 1 - < EXPANSION JOINT > '. Qq ALIGNMENT AS INDICATED, SEE 02/1-211 EXPANSION JOINT TYPE 1 - PLAN TYPE 2 - PLAN AS INDICATED, SEE 02/1-211 04 CIP PEDESTRIAN CONC PAVING FINISH SCALE: 1/2" = 1'-0" 6" DEPTH X 1/4" THK PLASTIC EDGE RESTRAINT, SEE SPECS POROUS PAVEMENT, SEE SPECS TREE PLANTING TREE PLANTING AREAS ADJACENT AREAS ADJACENT TO PLANTING BEDS TO PAVEMENT 07 POROUS PAVEMENT SCALE: I" = I '4' FINAL ASSEMBLY ISOMETRIC 00 TWINBAR FORTRESS PANEL ISOMETRIC 01 CONC PAVEMENT AGGREGATE BASE, MIN 2" AT EXSITING TREE PLANTING AREAS, 4" AT ON -GRADE PLAZAS PLANTING SOIL 2'-4" O SECTION - SIDE VIEW SECTION - FRONT VIEW 04 08 BIKE RACK SCALE: V= V-D" o PLAN jUKA I UN NIA I tKIAL TOFINO NO-SCRATC BIKE RACK, SEE SPE CONC PAVEMENT IMBED MOUNT PER MANUFACTURER AXONOMETRIC VIEW nECFIVED CITY OF TUI-1-VILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLLC 3131 Western Ave., Suite M421 Seattle. WA 99121 M 2o6-632-2D38 -FAX 206-632-2048 www.swiftwmpany.com info@swiftcompany.com 02, 19 Swift Company LLC - These documents have .on prepared specifically forthe above named project. Thlyare not suitable for use on other oject,�n mer locations without the approval and grue,.,on tithe Landscape Architect. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City Of Tukwila BUILDING DIVISION 'T J�URJSDICTIONAL APPROVALSTAMP Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title SITE DETAILS Sheet L211 NO. 1 1 t 0 M SECTION ELEVATION A -A 314" THK X 4" W ST STL FLAT BAR TOP RAIL WELD TO 4" VERTICAL STIFFENER, GRIND 3 1/2" ALL WELDS SMOOTH, TYP 1/2" THK X 3" W ST STL FLAT BAR VERTICAL FACE, (2) PER POST, TYP 1/4" THK X 3 1/2" W ST STL FLAT BAR VERTICAL STIFFENER, TYP. 3/8" THK X 2" W ST STL GUARDRAIL PANEL, BEYOND 3/8" THK X 1-1/2" W ST STL GUARDRAIL PICKET, TYP A ih Z 02 211 EXPANSiON-JOINT Mif- 01 CIP PEDESTRIAN C? I_21 V CONC PAVING 3/8 THK X 2 W ST STL 1'-0" GUARDRAIL PANEL, TYP °z MOUNTING PLATE g '; a 1/8" THK RUBBER SHIM, TYP THREADED ROD � 2" C MIN CIP CONC WALL, SEE CIVIL A SECTION B-B, STL POST CE 1 3/4" 1 3/4" 3/4" THK x 4" W STL FLAT BAR TOP _._----- EDGE OF PAVEMENT RAIL (ABOVE) �` 1 /2" 1/8" THK GASKET GUARDRAIL PANEL, MECHANICALLY ��� FASTEN TO POST WITH TAMPER ao RESISTANT SCREW, FLUSH MOUNT I — POST MOUNTING PLATE, BELOW CE EO 1/4" THK x 2 1/2" W GALV STL FLAT FLUSH BAR VERTICAL STIFFENER, TYP. 1/2" THK x 3" W GALV STL FLAT BAR VERTICAL FACE, (2) PER POST (4) 1/2" DIA x 6 L" THREADED ROD BELOW SET INTO CONC PAVING GUARDRAIL PANEL BELOW N I T3L C 00-V"' 5HRI T GUARDRAIL PANEL PICKET --'-"-- A 1/4" 1/4" SECTION -POST PANEL ATTACHEMENT: SCALE: 3" = V-0" 01 GUARDRAIL SCALE: 3" = 1'-0" 4" STL FLAT BAR GUARDRAIL PANEL GUARDRAIL TOP ENLARGEMENT SCALE: 3"=V-0" ATTACH GUARDRAIL PANEL TO STL POST W/ (3) 718" SCREWS GUARDRAIL PANEL Till, a SECTION C-C GUARDRAIL PANEL 1/2" THK x 3" W GALV STL FLAT BAR VERTICAL FACE, (2) PER POST N 1/4" THK x 2 1/2" W GALV STL FLAT BAR VERTICAL STIFFENER, TYP. Qa 6" x 6" x 1/2" THK MILL -FINISH STEEL a MOUNTING PLATE; WELD THREADED RODS 1/2" W/ 1/2" MIN CLR FROM SIDES OF PLATE a i` Z' 4 x T ^ASET INTO CONC WALL; EPDXY INTO PLACE 3" 3" a WITH HILTI HIT RE 500-V3 MOUNT a � A FLUSH WITH CL� STL POST MOUNTING DETAIL ENLARGEMENT: SCALE: 3" = V-0" REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION s3 A 9/3/19 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 to OL w Z V N ;ti w d 0 / Z d � � co Ce -I- to F— V w F- v i ReviewrJ d and Approved for Substantiai Compii ncf) By BBC Consultants + DateQ/Cf�0//0' < JJRISDICTIONAL ,.:.-'.'1LSTAFAP NI U3 to LL lz N U) 6n LL 1— N O 63 : co N m e) W M m N iZ Q O rn 0 N N a T t0 N N 01 GUARDRAIL ON WALL 5 SCALE: 1" = I W' SCALE: 1" = 1'-0" MATERIALS LEGEND: O CIP PEDESTRIAN CONC PAVING, SEE 01/1_211 O3 POROUS PAVEMENT, SEE 07/1_211 11 GUARDRAIL, SEE 01/1-212 C2 CONC CURB, SEE CIVIL C4 CIP CONC WALL, SEE CIVIL 1 EXPANSION JOINT, SEE CIVIL REG> VER CITY OF iUl:WILA► AUG 02 2019 PERMIT CENTER I Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLLC 3131 Western Ave., Suite M423, Seattle, WA 98121 TEL 206-632-2038 - FAX 206-632-2048 www.swiftcompany.com info@swiftcompany.com 02019 Swift Company LLC -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in Other locations without the approval and participation allhe Landscape Architect. CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVALSTAMP Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title SITE DETAILS Sheet 213 N C4 LU v LA f11 Gt Z Q m W Z) -F ILA H u w F S v Eli I 1 CUSTOM WOOD SEAT ASSEMBLY EXPANSION JOINT, TYP CIP PEDESTRIAN CONC PAVING A' A SECTION B-B 01 CONC SEAT WALL WITH WOOD TOP SCALE: 1" = 1'-0" 1 EXPANSION 02 I I JOINT, TYP L211 io CIP PEDESTRIAN 01 CONC PAVING L211 A a �aa 2"CLR; J' m = —� A SECTION B-B 02 CIP CONC BOLLARD SEAT SCALE: 1" = V-0" LED STRIP LIGHT W/ MOUNTING BRACKET, SEE ELECT WOOD SEAT ASSEMBLY, 2 x 4 THERMALLY MODIFIED TIMBER, MECHANICALLY FASTENED TO SS FRAME, TYP CUSTOM SS ANGLE FRAME THREADED TAMPER -PROOF SCREW -IN BOLT, TYP < NOTCH TOP AND BOTTOM STEEL ANGLE TO PROVIDE PASS - THROUGH FOR LIGHTING CABLES CIP CONC WALL LED STRIP LIGHT W/ MOUNTING BRACKET, SEE ELECT A A CUSTOM SS ANGLE FRAME V x 3" SS ANGLE FRAME CIP CONC WALL, SMOOTH FINISH, EASE ALL EDGES AND CORNERS (1/4" RADIUS) LOCATE LED DRIVER BOX IN BLOCKOUT AND CONNECT TO CONDUIT, SEE ELECT FINISH GRADE VARIES, SEE PLANS #4 BAR @ 12" OC #4 BAR @ 12" OC PLANTING SOIL COMPACTED AGGREGATE COMPACTED SUBGRADE CIP CONC WALL, SMOOTH FINISH, EASE ALL EDGES AND CORNERS (1/4" RADIUS) #4 BAR @ 12" OC #4 BAR @ 12" OC FINISH GRADE VARIES, SEE PLANS PLANTING SOIL COMPACTED AGGREGATE COMPACTED SUBGRADE V-4 3/8", TYP 1 1/2" TYP B 1 114" 1 1/2" 03 CUSTOM WOOD SEAT ASSEMBLY SCALE: 3" = 1'-0" SECTION C-C ELEVATION A -A to WOOD SEAT ASSEMBLY, 2 x 4 THERMALLY MODIFIED TIMBER, MECHANICALLY FASTENED TO SS FRAME, TYP 1" X 2" STEEL ANGLE THREADED TAMPER -PROOF SCREW -IN BOLT, TYP 1/4" DIA x 3" LONG ANCHOR BOLT, TYP GIP CONC WALL B B LENGTH ! NUMBER OF UNITS VARIES, SEE PLANS e T-0" B SECTION A -A LENGTH VARIES, SEE PLANS SECTION A -A CIP CONC WALL, SMOOTH FINISH, EASE ALL EDGES AND CORNERS (1/4" RADIUS) 02 EXPANSION L211 JOINT, TYP 01 CIP PEDESTRIAN L211 CONC PAVING COMPACTED AGGREGATE COMPACTED SUBGRADE ADJACENT CONDITION BOARD, WITH CHANNEL, TYP, WHEN ADJACENT TO ADDITIONAL PANELS ATTACH LED STRIP LIGHT WITH MOUNTING BRACKET PER MANUF SPECS CUSTOM SS ANGLE FRAME LED STRIP LIGHT, SEE ELECT NOTCH TOP AND BOTTOM STEEL ANGLE TO PROVIDE PASS - THROUGH FOR LIGHTING CABLES 03 1 CUSTOM WOOD SEAT ASSEMBLY 1/4", TYP _ V-4" EOn EO, 1/4" TYP r -rvn CIP CONC WALL, SMO( FINISH, EASE ALL EDG AND CORNERS (1/4" Ry 02 EXPANSION L211 qJOINT, TYP COMPACTED AGGREG COMPACTED SUBGRAI 3'-0 1/2" 1 1/2" TYP I C SECTION B-B V-4" END CONDITION BOARD, NO CHANNEL, TYP, BOTH ENDS OF EACH WOOD SEAT ASSEMBLY t ' � nECFIVED CITY OF TUEtWILA AUG 02 2019 PERMIT CENTER ' Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCO M PANYLLC 3131 Western Ave., Suite 10423. Seattle, WA 98— TEL 2o6-632-2o3a• FAX 206-632-2048 www.swiftcompany.com Info@swiftcompany.com © 2019 Swat Company LLC - These tlocuments have been prepared specfically forthe above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect. CODE COMj2oig APPRO SEP 2 4City of TuBUILDING D JURISDICTfONAL APPROVALSTAMP Issue Phase 2 Construction Permit Date 812/19 Sheet Title SITE DETAILS Sheet uj W Z U Uj w Z d m + LA F U Lu H v �, 1 I" 1 I 1. NI LPL C N LL F- N O W N N Cn m N N m 6 E Q O rn 0 N N N MPt IRRIGATION LEGEND SYMBOL MODEL NO. W/ DESCRIPTION PSI RAD GPM O MP3 HUNTER PROS-12-PRS40-CV-MP3000-360 40 30' 3.64 o MP3 HUNTER PROS-12-PRS40-CV-MP3000-90 40 30, 1,82 L MP3 HUNTER PROS-12-PRS40-CV-MP3000-90 40 30' 0.86 O MP2 HUNTER PROS-12-PRS40-CV-MP2000-360 40 19, 1A8 -o- MP2 HUNTER PROS-06-PRS40-CV-MP2000-90 40 19, 0.77 L MP2 HUNTER PROS-06-PRS40-CV-MP2000-90 40 20' 0.43 - MP1 HUNTER PROS-06-PRS40-CV-MP1000-90 40 14' 0.42 L MP1 HUNTER PROS-06-PRS40-CV-MP1000-90 40 14' 0.21 lY MPC HUNTER PROS-06-PRS40-CV-MP-CORNER 40 14' 0.19 ❑ MPLS HUNTER PROS-06-PRS40-CV-MPLCS-515 40 5' x 15' 0.22 ❑ MPRS HUNTER PROS-06-PRS40-CV-MPRCS-515 40 5' x 15' 0.22 ❑ MPSS HUNTER PROS-06-PRS40-CV-MPSS-530 40 5' x 30' 0,44 O- h l"M HUNTER PROS-06-PRS40-CV-MP SERIES ROTATORS ® RZWS HUNTER RZWS-10-50, ROOT WATERING SYSTEM POC POINT OF CONNECTION: GATE VALVE, WATER METER, BACKFLOW PREVENTION ASSEMBLY, BOOSTER PUMP ASSEMBLY, MASTER VALVE, FLOW SENSOR, QUICK COUPLER VALVE ®C IRRIGATION CONTROLLER ® QUICK COUPLER OF FLOW SENSOR 0 FLUSH VALVE ® AIR / VACUUM RELIEF VALVE MAINLINE LATERAL - DRIP LINE PIPE SLEEVE (INT PIPINGAMRE TO NOT EXCEED 50% OF INT VOLUME) ----- CONDUIT VALVE SCHEDULE VALVE # SIZE GPM PSI ZONE LOCATION 0 1" 9.9 40 BUILDING ENTRY PLANTING O 1" 7 40 BACK OF BUILDING PLANTING 0 1" 13 40 SOUTH PLANTING ® V 4.4 40 PARKING PLANTING O 1" 7 40 WEST PLANTING LOWER ® 1" 15 40 WEST PLANTING HIGHER 1" 13 40 EAST PLANTING ® 1" 18 40 EAST PLANTING O9 1" 18 40 EAST PLANTING 10 1" 16 40 EAST PLANTING 11 1" 10 40 SOUTH PLANTING ALONG DRIVEWAY 12 1" 16 40 NORTH PLANTING ALONG DRIVEWAY 13 1" 18 40 NORTH PLANTING - EAST 14 1" 8 40 NORTH PLANTING - WEST 15 1" 12 40 ENTRY PLAZA PLANTING BUBBLERS 16 1" 8 40 PARKING PLANTING BUBBLERS 1. SEE CIVIL SHEETS FOR GENERAL GRADING AND DRAINAGE, DEMOLITION OF EXISTING SITE FEATURES, AND UTILITIES. 2. SEE SHEET L001 - SITE OVERVIEW PLAN FOR GENERAL SITE NOTES AND ABBREVIATIONS 3. SEE SHEET L401 - PLANTING PLAN FOR SITE PLANTING PLAN. 4. ALL NEW PLANTING AREAS SHALL BE WATERED WITH A FULLY AUTOMATIC, UNDERGROUND IRRIGATION SYSTEM. 5. IRRIGATION SYSTEM SHALL USE HIGH -EFFICIENCY SPRAY HEADS AND DRIPLINE TO MAXIMIZE WATER CONSERVATION. 6. IRRIGATION MATERIALS AND INSTALLATION SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARD SPECIFICATIONS. 7. IRRIGATION PIPES AND CONTROL WIRES SHALL BE INSTALLED IN SLEEVES WHEN PASSING UNDER PAVEMENTS OR THROUGH WALLS. 8. SEE CIVIL FOR WATER SUPPLY / POINT OF CONNECTION IN SITE VAULTS. 9. SEE MECHANICAL / PLUMBING DRAWINGS FOR WATER SUPPLY, BACKFLOW PREVENTION, AND SUB -METERS. 10. THE IRRIGATION SYSTEM SHALL BE DESIGNED USING THE MINIMUM OPERATING PRESSURE AND MAXIMUM FLOW DEMAND OF EACH ZONE. VERIFY STATIC PRESSURE AT POINT OF CONNECTION AND SUBMIT WRITTEN REPORT PRIOR TO BEGINNING WORK. 11. ROUTE COMMON WIRE, CONTROL WIRES AND 2 SPARE WIRES FROM THE IRRIGATION CONTROLLER TO THE CONTROL VALVES. WHERE CONTROL WIRES ARE IN THE BUILDING, INSTALL IN NEW ELECTRICAL CONDUIT IN ACCORDANCE WITH DIVISION 26 ELECTRICAL. 12. IRRIGATION CONTROLLER SHALL BE MOUNTED ON THE EXTERIOR BUILDING FACADE OR LOCATED WITHIN ACCESSIBLE AND SECURE MAINTENANCE AREA. PROVIDE 120 VAC POWER SOURCE. CONTROLLER REQUIRES WIFI CONNECTIVITY TO SYNC W1 WEATHER -BASED SOFTWARE AND MOBILE DEVICE LINK FOR OPERATIONAL MONITORING AND CONTROL. COORDINATE LOCATION AND MOUNTING DETAILS W/ ARCH. 13. REFER TO SPECIFICATIONS FOR REQUIREMENTS INCLUDING, BUT NOT LIMITED TO, PRE -CONSTRUCTION TESTING, MATERIALS, POST -INSTALLATION TESTING AND RECORD DRAWINGS. 14. LOCATE VALVES, HOSE BIBS, AND OTHER ACCESSIBLE VAULTS AND BOXES IN AREAS INDICATED ON THE PLANTING PLAN. IRRIGATION FIXTURES AND FEATURES SHALL BE LOCATED TO AVOID INTERRUPTING THE PLANTING LAYOUT PATTERNS AND ALIGNMENTS. SUBMIT PROPOSED VALVE BOX LAYOUT FOR APPROVAL PRIOR TO INSTALLATION. STAKE IN FIELD FOR APPROVAL OF LOCATION AND ALIGNMENT PRIOR TO INSTALLATION. 15. BASIS OF DESIGN REQUIREMENTS FOR WATER SUPPLY ARE: 60 PSI AND 50 GPM OPERATING PRESSURE = 40 PSI (MAX) OPERATING FLOW = 40 GPM (MAX) 16. MAINTENANCE WATER SUPPLY ASSUMPTIONS SHALL BE DETERMINED IN CONSTRUCTION PHASE. PROPOSED LOCATIONS FOR QUICK COUPLERS ON PLAN SHALL BE COORDINATED WITH OWNER, ARCH AND MECH. ASSUME LOCATIONS ON FACADE WILL BE COORDINATED WITH MAINTENANCE PATHS AND PLANTING. 17. PER TMC 18.52.070-B, IRRIGATION MUST BE DESIGNED TO CONSERVE WATER BY USING THE BEST PRACTICAL MANAGEMENT TECHNIQUES AVAILABLE INCLUDING MOISTURE SENSORS OR BMP'S FOR DAILY TIMING OF IRRIGATION TO OPTIMIZE WATER INFILTRATION AND CONSERVATION. 18. ALL DRIP IRRIGATION TUBING SHALL HAVE 2" TOP SOIL COVER. 19. INSTALL VACUUM / AIR RELIEF VALVE AND FLUSH VALVES IN ALL DRIP IRRIGATION ZONES. 20. THE IRRIGATION DESIGN IS DIAGRAMMATIC. PIPING AND VALVES ARE SHOWN WITHIN PAVEMENT AREAS FOR GRAPHIC CLARITY ONLY. IRRIGATION PIPING SHALL BE INSTALLED IN PLANTING AREAS OR IN SLEEVES BETWEEN PLANTING AREAS AS SHOWN. MAKE ADJUSTMENTS TO DRIPLINE LAYOUT TO ENSURE COMPLETE IRRIGATION COVERAGE. PIPE SIZING SHALL BE ADJUSTED ACCORDINGLY, AND WATER VELOCITY SHALL NOT EXCEED 5 FEET PER SECOND. AVOID CONFLICTS BETWEEN IRRIGATION SYSTEM AND PLANTING, UTILITIES AND ARCHITECTURAL FEATURES. V=2u'u" N 40' nECFI%lli D CITYOF'iUKN ILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLLC 3132 Western Ave.. Suite M423, Seattle, WA 98- TEL 206-632-2038 - FAX 206-632-2048 wwwswiftcompany.com info@swiftcompanycom 02019 Swift Company LLC -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Archited. APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVALSTAMP Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title IRRIGATION PLAN Sheet 31 R �I C N U) 17 N 0 r- rn z rn m z m hi w 0 N c' N m m a a �S t'. i — PRESSURE REGULATING VALVE, SEE MECH UNION, TYP AUTOMATIC CONTROLLER WITH LOCKING GATE VALVE, SEE MECH ACCESS DOOR, WALL MOUNTED SEE MECH FOR BACKFLOW PREVENTION AT WATER SUPPLY JUNCTION BOX AND CONDUIT FOR POWER FLOW CONNECTION TO CONTROLLER TRANSFORMER V WYE STRAINER 3/4" QUICK COUPLER GROUND WIRE TO GROUNDED CONNECTION 1" MASTER VALVE MAINLINE TO WINTER OPERATION CONDUIT FOR LOW VOLTAGE WIRES TO V BALL VALVE ZONE CONTROL VALVES CONTROL VALVES. SIZE CONDUIT TO 1" BALL VALVE ACCOMMODATE ALL CONTROL WIRES. ROUTE CONDUIT AND CONTROL WIRING TO MAINLINE TO SPRING/SUMMER ? LANDSCAPE THROUGH SEALED BUILDING _ OPERATION ZONE CONTROL 2E PENETRATION VALVES RAIN SENSOR RECEIVER, WIRE TO 3/4" BALL VALVE WITH PIPE TO CONTROLLER, SENSOR NEEDS TO BE FLOW FLOOR DRAIN PLACED OUTSIDE _ `o FLOOR NOTES: 1. ALL WIRES SHALL BE INSTALLED PER LOCAL CODE. 2. SIZE CONDUIT TO ACCOMMODATE ALL CONTROL WIRES. 01 IRRIGATION CONTROLLER AND WALL MOUNT SCALE: 1" = 1'-0" MULCH PREPARED PLANTING SOIL LATERAL TRENCH BACKFILL, SEE NOTE BELOW MAINLINE CONTROL WIRES NOTES: 1. BACKFILL SHALL BE FREE OF ROCK OR DEBRIS LARGER THAN 1" DIA. NO ROCK OR DEBRIS SHALL BE PLACED DIRECTLY ADJACENT TO PIPE. 05 PIPE TRENCH AND SLEEVE SCALE: 1" = 1'-0" FINISH GRADE OF SOIL SET VALVE BOX LID 1" ABOVE FINISH GRADE BEFORE MULCH DRIP CONTROL ZONE KIT WIRE SPLICE CONNECTORS M PROVIDE A 24" EXPANSION -'` LOOP OF EXCESS WIRE R Z N BALL VALVE B �^ Co Pig, doom Y DRAIN GRAVEL MIN 2" DEPTH PVC SCH 80 NIPPLE PVC SCH 80 UNION MAINLINE NOTES: 1. PROVIDE VALVE BOX EXTENSIONS AS REQUIRED. 2. SUPPORT VALVE BOX WITH 4 BRICKS. 08 DRIP CONTROL ZONE VALVE SCALE: 1" = 1'-0" 4" TYP s \ao BaPj\\f\ -- 0-- ZAM \//\\°_fig0. p8 °m\\�\ S�\/ � 10, / -o o- o °$° o REMOVABLE END CAP HUM 1. REFER TO MECH / CIVIL PLANS FOR LOCATION OF PIPING AND POINT OF CONNECTION. 2. ALL IRRIGATION PIPING IN BUILDING SHALL BE IN ACCORDANCE WITH DIVISION 22, PLUMBING, OR SUBMIT MATERIAL OPTIONS. 3. PROVIDE WALL SUPPORT FOR ALL INTERIOR IRRIGATION PIPING AND EQUIPMENT. 02 POINT OF CONENCTION SCALE: 1"= 1'-0" — PAVEMENT PAVEMENT SUB -BASE TRENCH BACKFILL, SEE NOTE BELOW SLEEVE, SIZE MIN 2 x DIA OF INTERIOR PIPE 2" CONTROL WIRES NOTES: 1. BACKFILL SHALL BE FREE OF ROCK OR DEBRIS LARGER THAN 1" DIA. NO ROCK OR DEBRIS SHALL BE PLACED DIRECTLY ADJACENT TO PIPE. N ROOT ZONE WATERING SYSTEM, PRE -ASSEMBLED W/ INTEGRAL BUBBLER AND CHECK VALVE, INSTALL FLUSH W/ FINISH GRADE BACKFILL AROUND TREE BUBBLER W/ COARSE SAND FILTER FABRIC SLEEVE BUILT-IN SWING JOINT DRIPPERLINE 0- o 6 Q� 8 o-o-� NOTES: o? o -0 �'0- 1. TWO BUBBLERS PER TREE, LOCATED PER PLAN. 13 BUBBLER -ROOT WATERING SYSTEM DRIPLINE TEE FROM PVC HEADER MULCH FINISH GRADE OF SOIL I —DRIPLINE N-LINE EMITTER DRIPLINE STAKE @ 3' OC NOTES 1. NO DRIPLINE SHALL BE VISIBLE ON SURFACE PRIOR TO INSTALLING MULCH. 2. MIN 2" SOIL COVER OVER DRIPLINE 09 DRIPLINE SCALE: 1" = 1'-0" NOTES: 1. DO NOT REST VALVE BOX ON PIPES. 03 GATE VALVE IN PAVEMENT SCALE: 1" = 1'-0" QUICK COUPLER VALVE SET 2" MIN BELOW TOP OF BOX SET 1" ABOVE FINISH GRADE BEFORE MULCH IN PLANTING AREAS CARSON 10" ROUND VAULT W/ LOCKING LID #4 REBAR MIN 3' SCH 80 PVC NIPPLE 2 SS HOSE CLAMPS SCHEDULE 80 NIPPLE W/ 2 THREADED STREET ELLS MAINLINE NOTES: 1. VALVE BOX SHALL NOT REST ON PIPES. 2. VALVE TO BESET PLUMB & CENTERED IN VALVE BOX. 06 QUICK COUPLER SCALE: 1" = 1'-0" AUTOMATIC FLUSH VALVE AT EACH LOW POINT PVC FITTING, TYP. — — COMPRESSION ADAPTER EDGE OF PLANTING AREA DRIPLINE SPACED AS NOTED ON DWG AIR RELIEF VALVE INSTALL AT EACH HIGH POINT -LATERAL DRIP CONTROL VALVE .l : MAINLINE SUPPLY HEADER 10 DRIPLINE LAYOUT SCALE: 1"= 1'-0" 1'II1`1IJFI VI VALVE B( PVC LATE EXHAUST AUTOMA- FLUSHIN( PVC RED' ADAPTEF (SIZE AS BRICK SL (THREE) 3/4" GRA\ CUBIC FC VALVE BOX, SET FLUSH WITH FINISH GRADE TRANSITION FROM COPPER PIPE TO PVC AT GATE VALVE FINISH GRADE GATE VALVE MIPT x FS ADAPTER, TYP. EACH SIDE OF VALVE PIPE SLEEVE, TYP FILTER FABRIC AROUND SIDES AND BOTTOM OF VALVE BOX 4 MASONRY UNIT SUPPORTS PEA GRAVEL MIN. 3" DEPTH 1" ABOVE FINISH GRADE OF BED BEFORE MULCH WATERPROOF CONNECTORS z cc NOTES ADJACENT PAVEMENT OR EDGE OF PLANTING AREA SET POP-UP SPRINKLER FLUSH WITH FINISH GRADE REFER TO IRRIGATION DWGS AND SPECIFICATIONS FOR NOZZLE AND BODY TYPE OF POP-UP SPRINKLER USE BOTTOM INLET ONLY 2 THREADED STREET ELLS PVC SCHEDULE 80 NIPPLE THREADED STREET ELL LATERAL PVC TEE OR ELL SCALE: 1" = 1W' PROVIDE FOR A 18" EXPANSION LOOP OF EXCESS WIRE SCH 80 UNION SPRINKLER CONTROL VALVE VALVE BOX SCH 80 NIPPLES TYP PROVIDE FOR A 36" LOOP OR TERMINATION AT END OF RUN PLASTIC BALL VALVE — 3" DEPTH PEA GRAVEL A P ° i MASONARY UNIT SUPPORT AT EACH CORNER (4) SPARE WIRE LOOPS AS SPEC MAINLINE SCH 40 PVC MAINLINE TEE SCH 40 MAINLINE 1. ALL WIRE INSTALLATIONS TO BE IN COMPLIANCE WITH APPLICABLE CODES. 2. PROVIDE EXPANSION COILS AT EACH WIRE CONNECTION IN VALVE BOX. 3. COMPACT SOIL AROUND VALVE BOX TO SAME DENSITY AS UNDISTURBED ADJACENT SOIL. 4. VALVE BOX SHALL NOT REST ON PIPES. SEE SPEC. 5. PROVIDE A MIN 1" CLEARANCE BETWEEN CUTOUTS, BOX WALLS, LID, BRICKS AND THE PIPING. 07 SPRINKLER CONTROL VALVE SCALE: 1" = 1'-0" 11 AUTOMATIC FLUSH VALVE SCALE: 1"= 1'-0" FINISH GRADE 2" IN BED AREAS CARSON 6" VALVE BOX ADJACENT PAVEMENT OR VERTICAL SURFACE AIR RELIEF VALVE KIT DRIPPERLINE TUBING PEA GRAVEL MIN. 3" DEPTH NOTES: 1. INSTALL AT HIGH POINT OF EACH ISOLATED AREA OF ZONE. 12 AIR RELIEF VALVE SCALE: 1" = 1'-0" Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCO M PANYLI.0 3131 Western Ave., Suite M423, Seattle, WA 9ft_ TEL 2o6.632-2038-FA% 1o6-630-2048 www.swiftcompany.com info@swiftcompany.com 02019 Swift Company LLC -These documents have been prepared specifically forthe above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Landscape Architect, CODE COMPLIANCE PP AROVED SEP 24 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVALSTAMP Issue Phase 2 Construction Permit AUG 02 2019 Date 8/2/19 PER671T CENTER Sheet Title IRRIGATION DETAILS Ln fY W Z u Ln uI z 4 m a + H V H v Q OL SCALE: 1" = 1'-0" SheetL311 PLANT SCHEDULE TREES O CODE QTY BOTANICAL NAME COMMON NAME CONT ACE RUB 2 Acer rubrum Red Maple B & B, 3" Cal. ACE B05 7 Acer rubrum'Bowhall' Bowhall Maple B & B, 3" Cal. ACE KAR 20 Acer rubrum 'Kai Karpick Red Maple B & B, 3" Cal. AME GRA 14 Amelanchier x grandiflora 'Autumn Brilliance' 'Autumn Brilliance' Serviceberry B & B, 3" Cal. BET DUR 8 Betula nigra 'Duraheat' Duraheat River Birch B & B, 3" Cal. � s � CHA GRA EA LIR TUL 2 MET GLY 1 A PIN CH2 Cj PIN SYL 19 QUE RUB 7 STE PSE 4 Cedrus deodara Chamaecyparis obtusa 'Gracilis' Liriodendron tulipifera Metasequoia glyptostroboides Pinus cembra 'Chalet' Pinus sylvestris Quercus rubra Stewartia pseudocamellia Deodar Cedar Slender Hinoki Cypress Tulip Tree Dawn Redwood Chalet Swiss Stone Pine Scotch Pine Red Oak Japanese Stewartia B & B, 12- HT MIN B&B,6'HTMIN B & B, 3" Cal. B & B, 3" Cal. B&B,6'HTMIN II:l�ilrati:��dilli•l B & B, 3" Cal. B & B, 3" Cal. N 10' 20' 40' yuJiw�.._.L._.�i = 20'-0„ PLANTING NOTES: SHRUBS CODE CITY BOTANICAL NAME COMMON NAME CONT 1. PLANT MATERIALS AND INSTALLATION SHALL BE IN ACCORDANCE — WITH CITY OF TUKWILA STANDARD SPECIFICATIONS. 0 COR KEL 115 Corpus stolonifera 'Kelseyi' Kelsey Dogwood #3 CONT 2. ALL PLANTING AREAS TO RECEIVE SOIL PREPARATION INCLUDING IMPORTED TOPSOIL AND ORGANIC AMENDMENT TO A DEPTH OF 36" 0 GAU SHA 893 Gaultheria shallon Salal #3 CONT FOR TREE AND SHRUB PLANTING AND 18" FOR GROUNDCOVER PLANTING. MULCH IN ALL PLANT BEDS TO BE A MINIMUM DEPTH OF 2". o LON PIL 833 Lonicera pileata Privet Honeysuckle #2 CONT 3. PLANTS SHALL BE NURSERY GROWN, WELL -ROOTED, OF NORMAL GROWTH AND HABIT, AND FREE FROM DISEASE OR INFESTATION. O ROS OFF 23 Rosmarinus officinalis Rosemary #3 CONT TREES SHALL HAVE UNIFORM BRANCHING, SINGLE STRAIGHT TRUNKS, (UNLESS SPECIFIED AS MULTI -STEMMED), AND THE CENTRAL LEADER INTACT AND UNDAMAGED. CONTAINER STOCK O TAX DEN 306 Taxus x media 'Densiformis' Dense Yew #3 CONT SHALL BE FULLY ROOTED BUT NOT ROOT -BOUND. PLANT MATERIAL WITH DAMAGED ROOT ZONES OR BROKEN ROOT BALLS WILL NOT BE ACCEPTED. CONIFEROUS TREES SHALL BE NURSERY GROWN, WOO POL 126 Woodsia polystichoides Holly Fern Woodsia #2 CONT FULL AND BUSHY, WITH UNIFORM BRANCHING AND A NATURAL NON -SHEARED FORM. ORIGINAL CENTRAL LEADER MUST BE HEALTHY AND UNDAMAGED. MAXIMUM GAP BETWEEN BRANCHING VINES CODE QTY BOTANICAL NAME COMMON NAME CONT SHALL NOT EXCEED 9 INCHES, AND LENGTH OF TOP LEADER SHALL NOT EXCEED 12 INCHES. PAR HEN 71 Parthenocissus henryana Silvervein Creeper #3 CONT 4. CONTRACTOR SHALL BE RESPONSIBLE FOR CONFIRMING LOCATION OF ALL UTILITIES. o PAR QUI 12 Parthenocissus quinquefolia Virgina Creeper #3 CONT 5. CONTRACTOR SHALL REMOVE ALL INVASIVE VEGETATION IN AREAS OF NEW CONSTRUCTION. GROUND COVERS QTY BOTANICAL NAME COMMON NAME CONT SPACING 6. CONTRACTOR SHALL INSTALL A T-0" 0 MULCH RING FOR ALL TREES PLANTED IN GRASS AREAS. MULCH RING SHALL BE 13,817 sf Eco Lawn seed CENTERED ON TREE TRUNK OR AS SHOWN ON PLANS. IN AREAS WHERE LAWN STRIP IS TOO NARROW TO ACCOMMODATE A T-0" 0 RING, MULCH SHALL BE INSTALLED IN A T LONG RECTANGLE SPANNING THE WIDTH OF THE PLANTING STRIP, CENTERED ON TREE TRUNK, AS SHOWN ON PLANS. 2,763 Fragaria chiloensis Beach Strawberry 4" POT 12" o.c. 20,306 sf Urban Meadow Mix seed 1,218 Vinca minor Common Periwinkle 4" POT 12" o.c. CORRECTION .4, i=FCE1VED CITY OF TUKWILA SEP 0 3 2019 'ERMIT CENTER A 9t3119 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No, 17012 SW I FTCO M PANYLLC 3131 Western Ave., Suite M423, Seattle, WA 98111 TEL 2o6-632-2038,FAX 206.632-2048 www.swiftcompany.com Info@swiftcompany.com ® 2018 Swift Company LLC -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Landscape Architect. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION .: JRtIJUi II0074AL. ,L: Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title PLANTING PLAN Sheet L401 to W Z 0 to w 0 Z 4 m Ce LA F— V w F S V oe M r n STAKE TREE WITH (2) TREATED 2" DIA. WOOD TREE STAKES; STAKE LOCATIONS SHALL NOT INTERFERE WITH PERMANENT BRANCHES LOOP EACH TREE TIE AROUND STAKE AND TREE LOOSELY TO PROVIDE 1" SLACK FOR TRUNK GROWTH; PLACE TIES AT 2/3 HEIGHT OF MAIN TRUNK; NEVER PLACE TIES DIRECTLY BELOW FIRST SET OF BRANCHES TREE TIE MATERIAL, REFER TO SPECIFICATIONS 2" MULCH DEPTH; TAPER AT TRUNK NO MORE THAN 1" DEPTH ON TOP OF ROOTBALL FINISHED GRADE LOOSENED SOIL. DIG TREE PIT WITH SLOPED SIDES; DIG AND TURN THE SOIL TO REDUCE COMPACTION TO THE AREA AND DEPTH SHOWN PRIOR TO MULCHING, LIGHTLY TAMP SOIL AROUND THE ROOT BALL IN 6" LIFTS TO BRACE TREE. DO NOT OVER COMPACT. WHEN THE PLANTING HOLE HAS BEEN BACKFILLED, POUR WATER AROUND THE ROOT BALL TO SETTLE THE SOIL UNDISTURBED SUBGRADE OR COMPACTED FILL; REST BOTTOM OF ROOTBALL ON EXISTING OR RECOMPACTED SOIL 01 TREE PLANTING SCALE: 1/2" = 1'-0" NOTES 1. REMOVE STAKES AT END OF WARRANTY PERIOD. 2. TREE PIT DEPTH = ROOTBALL DEPTH (MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION). 3. MIN. BRANCH CLEARANCE ABOVE ADJACENT PAVEMENT TO BE T-O" TYP. 4. STAKING REQUIRED FOR 5'-0' HT AND TALLER TREES ONLY. tj 5. CONDUCT TREE PIT DRAINAGE TEST ON PRESENCE OF INSPECTOR j PRIOR TO PLANTING. S Cr) W w a F�I[� 3 x DIA OF ROOTBALL 05 EVERGREEN TREE PLANTING SCALE: 1/2" = 1'-0" rLr�N TREE CANOPY TREE ROOTS TREE TRUNK TREE TIE MATERIAL, REFER TO SPECIFICATIONS TREATED 2" DIA. WOOD TREE STAKES (8'-0" LENGTH) i 0111,1L iiL OMLIM VOTES: 1. TREES SHALL BE OF QUALITY PRESCRIBED IN DETAILS AND SPECIFICATIONS. ?. TREE PIT DEPTH = ROOTBALL DEPTH (MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION) 3. STAKE TREES ONLY UNDER CONDITIONS NOTED IN SPECIFICATIONS. INSTALLATION INCLUDES REMOVAL OF STAKES ONE YEAR AFTER INSTALLATION, OR DURATION AS REQUIRED TO ACHIEVE TREE STABILITY, ROOT FLARE REMOVE EXCESS SOIL TO EXPOSE ROOT FLARE; SET TOP OF ROOT CROWN 2" ABOVE ADJACENT FINISH GRADE CONSTRUCT 4" HIGH X 8" WIDE SOIL BERM AROUND ROOT BALL AT SOIL SURFACE AS WATERING RING. BERM SHALL BEGIN AT ROOT BALL PERIPHERY REMOVE ALL BURLAP FROM ROOTBALL; REMOVE ALL WIRE AND STRING DRIVE STAKES 2" FROM ROOTBALL EDGE, 6" TO V-O" INTO UNDISTURBED SOIL BELOW ROOTBALL 3 x DIA OF ROOTBALL OR 5'-0", WHICHEVER IS GREATER SECTION 5"'CHAINLINK' PLASTIC TREE TIES. LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE MIN 2 SPARE LINKS FOR TREE GROWTH TOP OF ROOT CROWN AT SOIL FINISHED GRADE REMOVE BURLAP FROM ROOTBALL; REMOVE ALL WIRE AND STRING. PLANTING BACKFILL FOR ENTIRE TREE PIT AREA X ROOTBALL DEPTH. THOROUGHLY WATER SETTLE. MOUND SOIL TO FORM 4" HT. WATERING BASIN AROUND TREE. 2" DEPTH MULCH (NO MULCH WITHIN 6" OF TRUNK) PREPARED PLANTING SOIL STAKE'CHAINLOCK' GUY SUFFICIENTLY TO WITHSTAND WIND VELOCITIES UNDISTURBED NATIVE SOIL OR COMPACTED FILL OF ROOTBALL PROVIDE 1" MIN MULCH UNDERNEATH ALL STEMS AND RUNNERS 2" MULCH THROUGHOUT PLANTING BED AND TAPERED TO NECK OF GROUNDCOVER PLANT FINISH GRADE HAND LOOSEN ROOT BALL TOPSOIL TRANSITION LAYER NATIVE SOIL, OR FILL SOIL REMOVE EXCESS SOIL TO DEPTH OF ROOT FLARE AND SET TOP OF ROOT FLARE AT SOIL FINISH GRADE 03 GROUND COVER PLANTING SCALE: 1" = 1'-0" TAPER MULCH TO ZERO DEPTH 3" FROM ROOT FLARE 2" DEPTH MULCH FINISH GRADE CONTINUOUS OUTER ROW AT X FEET ON ROUGHEN EDGES ® G CENTER 2/3 X FEET SETBACK FROM EDGE OF G PLANTING BED WITH TRIANGULAR SPACING / COMPACTED TOPSOIL TO 95% G ® ® INSIDE BED, TYP TOPSOIL E) �A/ j AREA EDGE OF PLANTING BED OR PAVEMENT � ���j��% TRANSITION LAYER ® G_G j/� ING/ ED ADJUSTMENT NATIVE SOIL OR FILL SOIL G G G hXX��j� G G G G G G NOTES: 1. PROVIDE PEDESTAL TO SUPPORT WEIGHT OF SHRUB IF PLANT IS BALLED AND BURLAPPED OR GREATER THAN 5 GALLON CONTAINER SIZE. 2, ENSURE SHRUB ROOT FLARE DOES NOT SETTLE BELOW TOP OF SOIL. 02 SHRUB PLANTING SCALE: 1" = 1'-0" PREPARED PLANTING SOIL INCORPORATE IN LIFTS PER SPECS FOR A BLENDED SOIL HORIZON WITH PREPARED SUBGRADE PREPARED SUBGRADE, SCARIFY TO SPECIFIED DEPTHS SUBGRADE -ES: SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. SEE SPECS FOR SOIL PREPARATION. TYPICAL SOIL INCORPORATION MINIMUM DEPTHS OF PLANTING SOIL UNLESS SOIL PREPARATION MATRIX NOTED OTHERWISE ITEM DEPTH ON GRADE DEPTH ON FILL MULCH 2" 2" PREPARED PLANTING SOIL FOR LAWN 12" 12" FOR GROUNDCOVERS 18" 18" FOR SHRUBS 18" 36" FOR TREES 24" 36" PRFPAREn 12" 12" SCALE: NTS MULCH PREPARED PLANTING SOIL PREPARED SUBGRADE SUBGRADE S_: EE SOIL REPARATION MATRIX OR MATERIAL DEPTHS. EE SPECS FOR SOIL REPARATION. TYPICAL PLANTING BED LAWN, TYP. PREPARED PLANTING SOIL, TYP. PREPARED SUBGRADE, TYP. SUBGRADE, TYP. NOTES: 1. SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. 2. SEE SPECS FOR SOIL PREPARATION. X = RECOMMENDED SPACING 2l3X PLANT (SEE LANDSCAPE DETAIL SPACING ON DRAWING) TYP G= ACTUAL PLANT LOCATIONS 04 PLANT SPACING SCALE: 1" = 1'-0" HARDSCAPE EDGE MULCH TAPER ZONE MEET SPECIFIED DEPTH WITHIN 12" OF EDGE MULCH PREPARED PLANTING SOIL PREPARED SUBGRADE SUBGRADE OTES: SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. SEE SPECS FOR SOIL PREPARATION. PLANTING BED AT HARDSCAPE EDGE HARDSCAPE EDGE LAWN, TYP. PREPARED PLANTING SOIL, TYP. PREPARED SUBGRADE, TYP. SUBGRADE, TYP. NOTES: 1. SEE SOIL PREPARATION MATRIX FOR MATERIAL DEPTHS. 2. SEE SPECS FOR SOIL PREPARATION. LAWN AT HARDSCAPE EDGE nECFIVED CITY OF 7'tl I WILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCOM PANYLLc 3131 Western Ave., Suite M423. Seattle, WA 98au TEL 2o6-632-2o38-FAX ao6-63a-2o48 www.swiftcompany.com info@swiftcompany.com 02019 Swift Company LLC -These documents have been prepared specifically forthe above named project. They are not suitable for use on other projects or m other locations without the approval and participation of the Landscape Architect APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVALSTAMP Issue Phase 2 Construction Permit Date 812/19 Sheet Title PLANTING DETAILS Sheet 1 P I. n'. LENGTH AND NUMBER OF CELLS VARY, SEE PLANS CONC PAVING SOIL CELLS ABOVE, TYP 01 SOIL CELL PLAN SCALE: 1 " = V-0" CIP PEDESTRIAN CONC PAVING FLEXIBLE POROUS PAVE OR MULCH, SEE PLANS CRUSHED AGGREGATI PLANTIN SOIL CELL BRID( MANUFACTURE SOIL 4" DIA PERFORATED DRA COMPACT SUB 02 SOIL CELL LONGITUDINAL SECTION SCALE: 1"= V-0" 4" DIA PVC INSPECTION RISER W/ REMOVABLE GRILL CAP N SOIL CELL BRIDGE PER \_ EDGE OF PAVEMENT, ABOVE MANUFACTURER, TYP PROPOSED TREE FLEXIBLE POROUS PAVEMENT, OR MULCH,SEE PLANS 4" DIA PVC INSPECTION RISE W/ REMOVABLE GRILL CO CIP PEDESTRIAN CONC PAVING CRUSHED AGGREGATE BAS PLANTING SO SOIL CELL BRIDGE PE MANUFACTURER, Te SOIL CELL 4" DIA PERFORATED DRAIN PIF COMPACT SUBGRAC 03 SOIL CELL CROSS SECTION SCALE: V = V-0" nECFIVEn CITY OFTUW%V'.LA AUG 02 2019 PERMIT CENTER IRev Date Issue I Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 SW I FTCO M PA NYLLc 3t3s Wester. Ave.,"It' M411* 111t,11* WA 1111, TEL 206-632-2G, -FAX 206-632-2048 www.swiftcompany.com info@swiftcompany.com 02019 Swift Company LLC -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects roil 111 in other locations ..no. the approval End participation of the Landscape Architect, Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title SOIL CELL DETAILS Sheet L412 LA Cd LU z U to Lu z Z) LA 211 I ARCHITECTURAL FULL SITE PLAN o m' 201 40' j ( SCALE:1" =20' -- Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 Nwwweinsteinau.com D 2019 Weinstein A+U -These documents have been xepared specifically for the above named project, they are not suitable for use on other projects or in '.. Ater locations without the approval and participation >f the Architect. 3300 REGISTERED ARCHITECT �"EDMR.WEINSTEIN State of We APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Jneet I tie AKGMI I EU I UKAL FULL SITE PLAN Sheet 1 Vt 04 W Z u Ln W M Z Q m W LA H U W U W I I 05.1 2i S / f G m Cn RETAINING WALL SHORING WALL FACT W/SHOTCRE I I FIREFIGHTER PARKING (2) REAR APRON SEE 1/Al01N & 11A201N SEE 1/A101S & 1/A201S FIRE HYDF ON CONC O I 51f8° I PTO STL FIXED OLLARJ _ � o - I I = I I I = I = I ROOF OVERHANG ABV. = I i o I 0 q = I = t = I ' I I I I — I I ' o I i i o 4 I I = I I = I I I I I O RESIDENTIAL PROPERTY SINGLE-FAMILY RESIDENCE EXISTING CHAIN LINK FENCE (LOCATION APPROX) NEW SECURITY FENCE TO REPLACE (E) CEDAR FENCE ENCLOSING SOUTH END OF YARD HT TO MATCH EXISTING CHAIN LINK FENCE RESIDENTIAL PROPERTY ♦❑ r----- ----- ------ - I 1 I I I I I ----- ------------ -- i I do i I EI 101 i 1 j I - N I 4 PAVEMENT JOINTS', . FLUSH CONCRETE'- - t , T FLAG POLE INTH FRONTAPRON 4 i � Mr. � t�t MEN L RE HYDRANT U11 CONIC PAD Milli Nil \ M • ----------- --- 2'-03/8" LINE OF / CANOPYABV DECKABV ' UTILITYENCLOSURE LE-MTD FIGHT FIXT • ' i I 96-3 5/8" t' i SEE ELEC ' } OVERALL ,, s • • 0 .. - - .... 103 .._. , - I N 2 / 'filt _ 102 .. i TRASH ENCLOSUREI FIREFIGHTER PARKING (14) r- GUARDRAIL o I % ,HATCH BASIN PER CIVIL, TY ( �o .'.'.: `.. 1 , -SE .. .. �'., E LANDSCAPES BELOW GROUND 99 - \ , I „o" DETENTION VAULT, �9'H MTLARCH SCREEN W/ ` - IVIL /i/ ( _c c . ELEC SECURITY GATE SEE C ------------ - \I 9-09-0 V.0.91.01,9%0119.0 9-0 9-0 9 0 9-0 9.0 9-0 9-0 9-0 -------------- J I I e i --- -- -'-- ---------------- ------ ---- --- ---- ----- =--I -- ---- - - - - ---- --- ---- ---- -- - --- --- ------ - ---------- --- - \ i � I GENERATOR 0 7'H ARCHITECTURAL SCREE / HOUSEKEEPING SLAB _ PEDESTRIAN CONNECTION POLE LIGHT, TYP TO CITY HALL PROPERTY / L 115 /RETAININGWALL-/C�� 003 CONCTRANSFORME VAULT PER PSE REQTS /DEMO)CONC STAIRS EGRADE AND PLANT SEE CIVIL & LANDSCAPE A4 A J` F b 111 CITY OFTUKWILAPROPERTY ENLARGED ARCHITECTURAL SITE PLAN o a• 16, za' SCALE:3132"= 11-0. - .- _ •' " —` . MENTAL HEALTH PROPERTY V AUG 02 2019 PERMIT CENI Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 — 206 4431218 www.weinsteinau.com 02019 Weinstein A+U- These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in \ other locatlons without the approval and participation /I of the Architect. tn Kce LU \ 2 — 3300 REGISTERED w 0 Z EDWARD WEINSTEIN m \ State of Washington \ t/t V / IW— S CODE COMPLIANCE APPROVED Q SEP 24 2019 / t T City of Tukwila BUILDING DIVISION Q A r xv A"� FENCE ELEVATION ALONG SOUTH PROPERTY LINE 4 SCALE:1/8" = T-0" MW ILL ENLARGED FENCE ELEVATION ALONG SOUTH PROPERTY LINE 13 / SCALE:114" = V-0" + 119.00 _ TO, ARCH SCREEN _ + 112.00 _ T0. WALL _EL=+/-110.00 - ,4 #1 FENCE ELEVATION @ SECURED PARKING ENTRANCE 11. SCALE:1/4" = 1'-0" B 1 iuy ,.. ivo C 1 I Ii I 105 I 6'-3 5/8'I 2'-8 318" 6'-3 518" 2' 8 3/8" 6'-3 5/8" 3'-8 CT IMO � 0 ENCLOSURE i i i i I i G2 I '------4 ------------------------------------------------- I I I I I I I I I ul l) it SPRINKIME-CH FD ul,- 103 - ADAVtlC II'r_ FD -F 1-04 1.1 DHIN11 G 0 I�I� G S I H ARCH SCREEN I I I I I CATCH B SIN, SEE CIVIL GEN RATOR W/ FUEL BELLY H AR SCREEN TA K ON HOUSEKEEPING-9' TRASH/ ECYCLING ENCLOS RE SLAB. OORD REQ'TS WlMFR p REMOVABLE G14 ORVEHIICLEIMPACTRPROTECTION—,® PER IFC 2015 SEC 312 2 CY i, H ARCH SCREEN RECYCLING N CY TRASH NIC 96 GAL 96 G COMPOS COM OS I I NIC NIC I H ARCH SCREEN - -s — I I I I ® I I o � I I I 3'-0" LR 8'-0" T-0" CLR ONC RETAINING WALL POLE LIGHT CONCRETE---_- TH ARCH SCREEN TRANSFORMER VAULT II PER PSE REQ'TS q1 SITE UTILITIES PLAN D K7q-G.25-'3 + 119_00 T.O. ARCH SCREEN + 112.00 TO. WALL_ EL=+/-1%00 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 0 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. j They are not suitable for use on other projects or in other locations without the approval and participation '.. of the Architect. L to F Uj u tA 3300 REGISTERED ARCHITECTlj�^ LU 0 Z " m I EDWARD WEINSTEIN State of Washington LA - U LU F CODE COMPLIANCE U APPROVED Q SEP 24 2019 D City of Tukwila G� BUILDING DIVISION _ I t.IVEO Issue Phase 2 Construction Permit LU YUMLA 02 2019 Date 8/2/19 to T CENTER Sheet Title SITE UTILITIES LU Sheet A MASONRY DIMS 83=3 518" OVERALL BUILDIN 51/8° 51/8" GRIDS Y 1V-4314" 4'-10" 8'-3112" 11'-5" y 4'•61/4" A 14'-0314" y 16101/2" 171" 9'-91/8" 1'-7114"- I I I I I I I A321 1'-15/8" 14'-4 3(8" ONC WALL, SEE SECTIONS RECESSJJ ---------------------------------- --------------- ----------- ---------- ----------------- ---------------- -------- --------- ---------- ------- ....... ----------- ---------- ------------- ---------- - ------ - ----------- -------------------------------------- r CONC WALL, SEE SECTIONS 47/8' r I i I I I I t , RECESS JJ CONIC WALL, SEE SECTIONS r , _ ' 1------ ------------- ------ ------------- ------ ------------1--------------------------------------------------------------------------------------------------------------------------------------- ww i i FOOTING BELOW + ' ' 4 SHOWN DASHED j ' I I V. � + I i r SEE STRUCTTYP .T—L — _- - r=- _- _- _---- -r --- ---- �-- --CL ST-L - _STL ------------- ----- ------------------------ ----- -_- ------------=--- -r, , - - - - - — - - - -- — — — ---- - - - - -- - - -- -- - -- -t -- *------ -- -- -- - j- - - - - - L _ - o - - - ----- - - - - - - - - - j-- r - - - - - - - - — A323 .. i '-------- ------- ' ( L w �_____ --� _ .: -r - --i-'-- CL STL STL rn CL STL I I I I I STL ��r�. 11L 4'41/4Y, ' w j r I r TRENCH DRAIN r I 1 j I $LOPE I r r I I 1 i I I 1 I I i i I j I Eo -- -r---- CL STL STL-i--.-.-,.-. ' — - - - - - - - - ' I I +0° -.- - --r-'--- CL STL STL _-i-�-- I TRENCH DRAIN (EL-(0,-2„) j EL (0'-0') j ' I r w I I o j I I N ' I - - �' '' -;---- STL STL CL-r' - -I - - - — — — — — — _ _ +0" - I r I I 111'-0" I r I - - ' - - - - - - .-'------ - CL STL STL -r ' I I I w I I I I v TRENCH DRAIN EL-(0'-2") ( I j � I + ( I I I I I I I i 1 I I I 1 I i l I I � ' I j r i , r I ' a j I -----------------�-----------------i r j I r t i �------- , I i . � I r -L-.i STL r STL — - - - - - - - - - - - - - - _ - - b-�-* - - - - �- - - i i EDGEOFCURB _ 8 1'-35(8" EDGE OF CURB :, .r i L____ RECESSJJ --- -nw- -� j '--------------- ' ----- J ' ECESSFF r i _ - r - - --'--------- a-------'-------- --_- ------------- ------ - - ' - - - - - -- _ '- - - --- - - - - - —� =------- ------ - -- ------ - - - - - r - r r STL -� - _ , -----------`-- - =---------------- - - i- - - - - - - - - - -------- --------------- - r-----------�----------- r otu -E- SF' �-R�`-ECESS'DD- ------------------- ---- 4'-2 /8" fEC2-2" , 4'4 718" RECESSHH�' - - F ---- -- - -------?�-r, ywrn 'Ir i ----------------------------------------, , 'r - - - - - ----- :� v -' W rr RECESS HH TOP OF CURB l ! i SL TO DRAIN RECESS (DD) I v �i N +(0'-3"}TYP I , � �EL-(0'-0112") r l r W i____________,, _____ __----____- __- _----_ - -- 1" .__-._ �Gy i i r NW , L-------- ____i __________-J U __ ._ _ uJ� W(GRID LINE r r ALIGN BACK OF FTG I � FOOTING BELOW STL RFDRECESS EE ---SHOWN DASHED rIECEIVED J 35/8" SEESTRUCTTYP COT Yu3LA -11 118" i 2'-2" 4'-3 5I8"'LIE 5'-0" RECESSE"c CESSFF I----------------� AUG 02 2019 rt� RECESS CC-----] PERMIT CENTER STL rr D I r SLAB PLAN NOTES 1 SLAB DIAGRAM DRAWINGS PROVIDED TO FACILITATE CONTRACTOR COORDINATION, CONFIRM AND COORDINATE ALL DIMENSIONS WITH OVERALL DOCUMENTS AND EQUIPMENT, LOCATE SLEEVES FOR UTILITIES AND COORDINATE SLAB FINISHES WITH FINAL FINISH. 2 COORDINATE LAYOUT OF TRENCH DRAINS AND CONFIRM WITH ARCHITECT. 3 CENTERLINE OF STEEL INDICATED IS FOR STEEL ABOVE, UNLESS OTHERWISE NOTED, 4 ALL SLOPES TO BE 21 MAXIMUM PER ADAAND ANSI ICC A117.1-2015 ••.......••••• CONTROL JOINTS X" \ SLAB STEP Rev Date Issue I Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. oe K z V VI 3300 REGISTERED ARCHITECT w ` z Q tE.IAI WEm of Washington in - V LU H REVIEVWD FOR S CODE COMPLIANCE v APPROVED <C SEP 24 2019 D + City of Tukwila BUILDING DIVISION Q rq"N FLOOR PLAN LEVEL 1 NORTH �q ozs3 IR �1, 1 FLOOR PLAN LEVEL 1 NORTH I �co' I STL STL-i -- - -- -�,- STL 14 ' G STL � I I I r I i I i I I I "' v TRENCH UKAHN , I �I I ' it ------ ---� -- �-- - � --- � I I I j1 I I I i i I III ' i I III I Ir----------------------------------- W i---------------� j' I wi i--------------- I i---------------I---------------- - -.—. 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CONFIRM AND COORDINATE ALL DIMENSIONS WITH OVERALL DOCUMENTS AND EQUIPMENT. LOCATE SLEEVES FOR UTILITIES AND COORDINATE SLAB FINISHES WITH FINAL FINISH. 2 COORDINATE LAYOUT OF TRENCH DRAINSAND CONFIRM WITH ARCHITECT. 3 CENTERLINE OF STEEL INDICATED IS FOR STEEL ABOVE, UNLESS OTHERWISE NOTED. 4 ALL SLOPES TO BE 2 % MAXIMUM PER ADAAND ANSI ICC A117.1-2015 .............. CONTROL JOINTS SLAB STEP Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein MU -These documents have been prepared specifically forthe above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARttC,,HITEC__T VV� EDWARD WEWSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 4 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit' Date 8/2/19 Sheet Title SLAB PLAN LEVEL 1 SOUTH Sheet 1 . P tl-q n -1 i J 6 4.1 4 3.9 - qy9 � 118 `! q1'1 116 115 GRIDS 11'-434' ,-'- 4.10" 8'-31/2" 1_- 11'5" 4'-6114" 14'-03/4" 19-101/2" 12'-1" - 941/8" 123 122 j � A302 ,_ , Itt t A321 t WALL MID PULL' , t tt ` DOWN EYE WASH tl tt I X66 I I �t �t I tt CJ, TYP_ 11 t tt 66 X6A tt �� tt �It tt tr t-- --------- ---------------------------------- -------------------------------------t------------------------------`-----------------1------------ I----------------------`t----------�---' t t � 1 t 0 � � .. ` ° . .. % _ ---- CONC SITE ' ' 1 9 -2 718 8-2 3/4" CONC SITE RETAINING WALL k - _ __ _ i RETAINING WALL SEE CIVIL r° SEE CIVIL I CASCADE FILL - FLAM C B (FOIO) 10' L SST DRAINED COUNTER & INTEGRA N LASSTATION (FDIC) N X7A SINK W/ BACKSPH W 1 �Y EMS DRY a S 4 SCBA o W A617 E FLR GRATE T W E 5 1 0 CONTINUE UNDE 135 36 A617 -- ,,-' 137 N o S SSS P X78 k ff COUNTER F T -- g 4>� E U N 138 l t {I 3 ROOFACCESS_ _, A 0 WORKBENCH �} A617 ,I X HAT HABV 'I WAU.MTDADJSHELVING , FIXED BOLLARD 11, i ` t r----- T _ _ 3 Y +r#I } y Y� i 1 A 0 A422 �1 78 I K 0 = X - - - - - SERVICE SINK ° UNO 136B FEC — - - - - 1 - - - - - - - - - j1 - - _ — Ii - - - —-----_ — -------- — ' FLUSH FLR GRATE3- - - - - - - - - - -I - -- - f - ___-_----- - - - - - - - - -TTAREIDRAIN BED R 6"STLBOLLAWRCONTROLS--►� - - - - DOD -----__= t I it --I- - - - - - - - - - - - - - - - -I- - - - - - - --- I I ' j; — ROOF OVERHANG ABV",l — TRENCH DRAIN, TY I I I I I I I I I I i I I I I I I I I I I i I 1 1 1 I 1 1 I I 1 1 I I I i I II I 1 1 I i FLOOR PLAN LEVEL 1�FLOOR PLAN LEVEL NORTH SCALE:1/4' = V-00* 1 A302 I ' 0 ERHANG ABV I I I I ' - --------- ------- -- ------ I; O 6"STL BOLLARD—►® - - I - - - - - - - - - - i - - - =-- - �_- A6 - - - - - PROVIDE STRIPING ATAPP BAY ( - _ - �_ \ O 6" STL BOLLARD W/ DOOR CONTROLS_ ' LINE ------------- ----- --- - - - --- ONSITEW/TFD I I I l i 1 I I I I i I I I i I I I I i, i I I 422 I I I I i I I I II 11 I I I ( N it --------------- i FIXED BOLLARD — — — — — — — — — — J APP BAY I TYP OF 5 133 6" STL BOLLAR — ---- — — — — — — — — — — — — — FOUR -FOLD DOORS N OPEN POSITION, TY — I O WOE 6" STL BOLLARb, Wt DOOR CONTROLS- ----------------- jl ----- I ' I I iI I I I S 14'-41/4" i 1'- , I I 1 � 1 I I I ' 1 I � 1 I I I I i I I I' A301 6"STLBOLLAR I -------------------------- - -i- - - - - - - - - - - - - - - - - - - - - - - - FUTURE ELEC MAP 9 --- BRACE FRAME, TYP PROVIDE ELEC AN 703 -_ _ _-_ �_ 9'-31/2" 15'-9118" SEE STROCT BLOCKING ----- tA X1A K 0 ... LINE 0 F Al R BARRI ER CONTINU ITY XtA JJJ FLUSH FLR GRAT W/AREA DRAIN BE AT INTERIOR PARTITIONS --- ----------- ------ -----126--- -------------- -v - - - 12- - - - - - - - - - - - - -CORRIDOR- - _ A618 I ._ _ _ _ _.._..._..._. __..._...__.. _ _ _ - - - - - - - 1-0' 12&1 16-2318 7 6-67/8" T-113/8" '•83/8" 16'-21/1" -91/4" - �— K 0POST-MTDFDC o MTD CORRIDOR _� I 612688�� SHELVES _ 130.1 A611 A 0 IA- WALL1 STORAGE --- LC - FLUSH FLR RATE I I —. —I i p" '=-' ="°�A301 131 A 0 GEARWA6N I AD r-- �IL-�-,-�' UNO o I o W E A 0 128 MOVABLE GEAR I�j p f 1368- o i \ A O __LB LOCKERS A614 BATTERY COUNTER WI �' -� )� 129 ___ W/AREADR�,WBEL j V. GOT WA H 1 OVHD CABS &MULTI- a-' © AD Ii.. rN N ( y A 0 nECFIVED OUTLET RACEWAY C� AIRLOC{{ SS,I FLUSH FLR GRATE i� �; r, r G 0 BOO H FLR GRATE 1 FD , �A61 Ll i' ! W1 AREA DRAIN BEL - CITY OF l i,! ��t4 tL.A d r - 130 I�i A611 W� S - E =_ j AIRLOCK i� --MIRROR - II W< >E � 5� ------ 1 i r1 HOUSEEEP NGOSLAB I- II I - AUG 02 2019 -.�-- n WI AREA DRAINBEL 129 $ cU 1/2/6 r PHYBTRAIN $ WC _ j / 24 \ N A o �l�AD/ O PERMIT CENTER N / I X1A ,( 2 CURTAIN TRACK, ABV p GEARSTOR 126A N V .I A 0 ;�� 1 V F'" 1 j�i 9- GENERALNOTES 1 FORABBREVIATIONS, SEE G001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECK ABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE - G101 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (FOM) FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEE A701 7 DOOR SCHEDULE - SEE A911 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE A901 10 PROVIDE DRAFTSTOPPING AND FIRESTOPPING WHERE REQUIRED BY 20151BC '-''-"-INTERIOR AIR BARRIER CLADDING LEGEND 0 CONTROLJOINT P%O= BRICK Rev Date Issue I Tukwila Fire Station 52 15447 651h Ave S Tukwila, WA 98188 9) Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect to _ LU LU Z V �R�AE,�,G,STE'�El,� w YV z Q t11WARD WEINSTEINm C4 of Washington to I- v w h 3: CODE COMPLIANCE APPROVED Q SEP 24 2019 City of Tukwila BUILDING DIVISION R J FIXED BOLLARD !----------------------------J APP BAY I i � ( TYP OFS v 733 6"STLBOLLARD-S i FOUR -FOLD DOORS N OPEN POSITION, TYP -_1�' _i- _ - - -� 1 - ---- ----------------------, W A615 E 6"STLBOLLAR ,W/DOOR CONTROLS----- �-_ ._ O X2A y 1, 1 1 S 1 .� ..,"•• I ., I I I 1 I I I I 1 i I I I I I I I III h T— I i I �H -1 1;7 f I TITT'T- I I A302 I I I I ' i I I I A302 " � � i I --i-----------------F------- 1 A324 BRACE FRAME, TYP 15'-9118" SEE STRUCT X1A S K 0 FLUSH FUR GRATE_ - - - - - - -------------- -------- -- - - -- -- --------------------------- W/AREA DRAIN BE - - - ------ ---- ------ ------12B-------------------------c - - — - X1A - - - - - - - - - - - - - - - - -CORRIDOR- - 126.1 16-2318 6'-67/8" T-113/8" '-83/8" 16'-21t " 1'-0" -9114" WALL MID SHELVESSTORAGE CORRIDOR 1 730.1 A O A671 12 N p l; 131 D 130B A O -,_- - -`'N GEAR WASH I A p 128 it �MOVABLEGEAR W�E A614 m Y I .1 FLUSH FLR RATE B LOCKERS " c BATTERY COUNTER W/ 1 ----_-__ 129 -; - - - _ i WIAREA D IN BEL OOT WA%H: G 0 OVHD CABS &MULTI= OUTLET RACEWAY N AIRLOCK 1 130 ASH: r tN I 11 OFD J ( W A617 E N 3 W A61 E _ _ _ .. I [� FLUSH FLR GRATE WI AREA DRAINBELI AIRLOCK � I I I I I I I I 6"STLBOLLARD FUTURE ELEC MAP g I PROVIDE ELEC AN 703 BLOCKING --,-•-•_� LINE OFAIR BARRIER CONTINUITY AT INTERIOR PARTITIONS I '.. GENERAL NOTES 1 FOR ABBREVIATIONS, SEE G001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECK ABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE -G202 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (FOM) FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEEA701 7 DOOR SCHEDULE -SEE A911 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE A901 t PISINRATEDHERE t7AF REQ'D 8Y IBC.ETRATION DETAILS ON , >, I I I CLADDING LEGEND 0 CONTROL JOINT � , I ® BRICK S - - - - - �OST-MTD FOG I 1 A301 I FLUSHFLR GRATE -- -- 5 I t , (TRACTOR -----.-. �.-.-.-. --!-. W/AREA DRAIN BEL $_ yo - Abt I 7 -, EEPING SLAB 48„ 124 X1A 2 A 0 CURTAINN�CK,A Jj - - - 129 o �6A I ' A 0' i 1 �� ( GEAR STOR 126A N I 1 ( A614 127 BV I - -'- p; " ( -- -- I A 0 T W A613 E I FID 1 1 1 : P l l , . _ A502 -- ���_ 130A _ HANONG BAR SHELF A p I S ---= -- - _ - - - - - - - - - - - D i WALL-MTD TV ABV I ` TAR 2 I - - ---- i _ -- RUBBER FLR TILES s I x '( A 0 HANGING BAR 1 1 B O x FjF D WISHELFABV yTYP B 0 I N LAUND/JAN ; CORRIDOR° 117 iWALL MTD GEAR3.1 - - - - - - ------- I B 0 9 pp I STORLOCKERS MOP SINKA 0 OWNPLUMB FOR ICE MAKER, FOICORRIDOR FECSSTSH LF a I 48L 1 11D S FUTURE W/D 1 OPEN MTL ABVSHELVING - --- D r r _ DUAt`HEIGHT- 504 - - - - - - - - - - --W- -D- H 0 o A 0 i H 0 - DRINKING ¢ - - - g M CAPT BUNK 115 o L---- --- ------ -- 7 D A i FOUNTAIN& F 1 M 0 " L___ J N _� i I n _ WATER BOTTLE .-.-. _ -I------------- --- FILL STATION \ xrF-- -i, 2.9 - - - - - - - - - - - -. - - - - - - -'I - - - Mo - 4 125 i FIRE HYDRANT I' i 13 i ELEV _ RD 1 ON CONC PAD A 0U i A614 CNTRL o I C ER A501 LOSE UNO I l , ® O ® ® �O iW i� C - --- --- ----r M "„ •, , - E T I , y-q-q p 't FD FD FD FD 123 l S o A450 a-- 1 BATHI�ADA A 0 _ A 0 i E OR 1 _STOR ----- n BATH BATH !'----BATH-' UNO o r r v I 118 120 121 -- - 14 N • SOLID SURFACE ;. x BUNK o , A611 m, N 4 I i 5 114 I ¢OUNTERTOP Wl_; j N A 1 B 1 i c I. ACKSPIASH N 9 W A8 i A l 1------- -� ----J III XL TWIN BED L J 15 i, P OF 4) A611 E 48i1 611 A611 i - I I �\ o B 'FRAME, TYP W A614 E i / \ r-G-6- 1 -- 118 4" 2,.g„ 2'-21/A A. �; g„ S �1 ��L�.1 j l l� l j� i I,- I I 23 1/ n - -----• 20 121 - ) A 0 ��r1���g����,��ti��M �: )�IT� BUILT-IN WDBENCH pT---- 106 1 FLUSH DOOR WIR T-101/2" 8'-8 718" 5' 6 718" 2 - - - - - —N- - - - - - - 106 - - LED HA DWARF \ /l' - - - 9 O 1/2" /CONCEA v q Z - - - N- +111'-0" = F.F. m - a - - - ) z 4 2 HANGIN BAR m 10 AI BOX & EMERGEN Y PHONE CDR IDOR HE 3 W A61 E A L 1 A p 1 7 A614 A611 q p W A612 E 16 II S LFABV 2 _ I� 8'-9 2" CORR—STLCANOPYABV 6 BU 3 r N 2'-5 314' 5'-0" 4'-3118" 5'- " 4'-3 /8" 5'-0" S 4'-31/8' 5'-0^ 102 2'-6 7t " S O VESTIBULE A323 12 A322 r IN SHELVES - g 101 A303 1.8 - - - - - - - - - —N TYP w 5 - c - - - - - _ - - - - — 102 - - ARDR6iBE 2 - C l - - - 11 °_ W 10 E L J A613 M 3 5/8" I FLUSH ENTRANCE CA D R ADERzz A322 �g OB A613 a S WALL-MTD FLOOR GRILLE B!'�+ILT-IN DISPLAY. ,,,-CA i i 1 MECHUNITABV, _LQCKABLEGLASSDOORS A322 TYP 9'-2 518" WWWWWWfffII1 GLASS SHELVES & o' 1-0" I DISPLAY LIGHTING MIN C 1-.-.-.-.-..._ A 0 X2P ►wI iE ---- C 1 �t r -I BC BUNK 112 I ' I , N BUILT-IN DESK ' -& HEADBOARb,'j,- TYP 1"}- STLCANOPY 111 TYP 110 109 108 I ~ - -- SHELF W/ HOOKSELEC �, � P �----IJ r L----r 105 104 103 - •, „„ r--- L____ J � L__ J L J I I ( 10 BUILT-IN SHIFT BEL, TYP ' P H 0 I W A611 E A 0 p BUNK BUNKLOCKERS,TYP BUNK I own Ill ' 110 ' 109 108 H 0 S0j -- - uo SPRINKIMECH - L 1 A C 1 I L 1 A C 1 C 11 FD I 0 O n 103 ADAWC FD j A611 104 j � DnwB e G 0 A 0 3° 9'•2 718" 3" F 9'-3" 9'-3" 9W 7/8" 8 -8114" 116 I � O X1A OB i OB OB 105 _ -l-•-, ---• p b 2'-8 318" 6'-3 518" 2=8 318' 6'-3 518, 2=8 3/8" 6'-3 518' 2'-8 318" 6'-3 518" 3'-8 " CT MO MO MO MO 0 ENCLOSURE G SMETER II-- 1 - - - - - - - ---- - - ----- ARD READER 4 -------1--------ll 11 DECK OVERHANG ABV 1 3 A323 A323 A301 G11 I I I 12 A i I I 1 I I HARCHSCREE HARCH SCREEN 1 i I 1 I I I 14'-2' I I I I 4'-6 114" 21 I i I I i I it'-1 3/8" 20'-1 1W 1/4" V`uua MASONRYD/MS OVERALL A B C C.1 D E 1 FLOOR PLAN LEVEL 1 SOUTH SCALE:1/4" = V-0" U REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION F ®C) 2-53 A 913/19 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGIBTERE ARjC�HI_TEC�T EDWARD WEINSTEIN State of Washington Reviewed and Approve for Bubstantiai Crrmplia By BFIB Onsuitants Date t 1 JURISDICTIONAL APPROVAL STAMP Issue Phase 2 Construction Permit Date 80119 Sheet Title FLOOR PLAN LEVEL 1 SOUTH Sheet 1 I n L 96'•3 518" z�31W SLAB PLAN NOTES 4 1 SLAB DIAGRAM DRAWINGS - --- - - -- - --- - - - ----- - - - - I I PROVIDED TO FA -------- --- -- ------- -- ___-- CONTRACTOR COORDINATION. _. CONFIRM AND COORDINATE ALL - (S DIMENSIONS WITH OVERALL DOCUMENTS AND EQUIPMENT. LOCATE SLEEVES FOR UTILITIES AND COORDINATE SLAB FINISHES WITH FINAL FINISH. j 2 COORDINATE LAYOUT OF TRENCH DRAINS AND CONFIRM WITH ARCHITECT. I I I I I I I I I 3 CENTERLINE OF STEEL INDICATED IS FOR STEELABOVE, UNLESS OTHERWISE NOTED. j 4 ALL SLOPES TO BE 2 % MAXIMUM PER ADAAND ANSI ICC A117.1-2015 I I I ! I I I ••••••••••"••• CONTROLJOINTS X" F\7\ SLABSTEP ❑ I I I I — — — — — — — - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -------I I _ _ — - - - - - �1378"- - �T(4"- - 2=8378"- - - - ------------------------------------------------ - --- -- --- -- - - - - - - -13 - - - - - - - - - - - - - - - - - - - - - - rn- - - - - - - - - - - - - - - — - - -- - - - - 1 A450 s A322 11 A322 16 A322 ® FLOOR PLAN LEVEL 1 NORTH 1 1 A322 A323 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I GRIDS 21'-91/4" 14'-2" 4'-61/4" 20'-8" 11'-13/8" 20'-0" 1'-71/4" L03M 96'-3 518" 2'•0 318" MASONRY DIMS OVERALL 1 U U CJ CU O l Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 2064438606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Arch!tect tIt K W Z V v1 3300 REGISTERED ARCHITECT W z Q EDWARD WEINSTEIN State of Washington m V1 h V W F S E Q UBUILDINGDIVISION N RECEIVED Issue Phase 2 Construction Permit L J CITY OF i-UMVIL AUG 02 2019 Date 8/2119 (� PERMIT CENTER Sheet Title SLAB PLAN LEVEL 2 5�s SOUTH Sheet Al e 1 S W 3: GENERAL NOTES 1 FORABBREVIATIONS, SEE G001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECK ABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE - G101 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (FOM) A p �f p ,1 �+ �s A A.J At.t B.1 C tr.� \i.% �.9 E.J F.� FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEEA701 833518' 7 DOOR SCHEDULE -SEE A911 MASONRYDIMS OVERALL BUILDIN 3 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE 5118" 5118" A901 10 PROVIDE DRAFTSTOPPING AND — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — FIRESTOPPING WHERE REQUIRED BY 20151BC GRIDS 1V-4314" 4'-10" 8'-31/2" 11'-5" 4'-61/4" W-03/4" 15'-111112" 12'-1" 9-91/8" V-71/4" -- �INTERIOR A]RBARRIER CLADDING LEGEND 1 V CONTROL JOINT A321 RE= BRICK I f I I I I I I I I X10 CJ TYP1 - - - - - - ;CI -❑- -rg- -0- -0- -❑- -U- -❑ I I I I I I I I 1 I LOW ROOF MECH EQUIP, TY EX AUST AN X10 G X10 VEHICLE SLOPE EXHAU T EXHAUST SLOPE _ 1 EXHAUST . EXHAUS f ❑ EXHAUST 1/4" =1'-0" FAN PAN 1!4" =1'-0" FAN FAN I FAN R F NIT ROOJACCESS HATCH X9 A422 ( I I I I I I 1 ... ------- --- --- ---- — - -- - -- — ---- -- - - - - - - - - - - - - - - - - - - - - -. - - - `X 1 - - - - - - - I - I - - - - - - - - - - - - _ X10�i - - - - - — '- 11 � , A323 ❑ I� - -t-- ------- --------i- I I I I i X2A I , � II I I I I i I I I I I I I I I I I II i ',------ROOF OVERHANG ABV I I I II I � g T- - —r--I - - - - -r - - - A' - -' - - I 13 I- '-------------- i i i I l I li � i I I ' I� I ' I ' I ' I li --- I� i - ------------------- - -- - - I -- - - - - - - - - - -'71 -- - --------'❑ I SKYLIGHTABV, TYP I II I I I II I I I I I I A302 "--OVHD DRS, TYR 1 18 A302 1 i � A301 I - --a-- - - - - - - - - - --- -- - I-------' 10'-3 518" 2'-8 318" ❑ - - - - - - - - - - - - - - - LINE TE AIR BARRIER CONTIN ITY - - - - - - �M� AT INTERIOR PARTITIONS - I X1A K O I I I I — - - - - - - ------- A Zil - - - - - - - �' F ` „d�„ - - - - - - - I X18 I I' G O ROQf ACCESS ' (i ATCHABV CPT OFFICE W >E 221 A621 I A 0 l I UNO G1 L� ---� RECEIVED _ CITY OF UI VILA FLUSH ilLLOOR DOUBLE 6 DUPLEtRECEPTACLES ( ( ( ' A421 AUG 02 2019 OUTLET W1 ATA. TYP OF 4 G � PERMIT CENTER ! � ' 1� STATION OFFICE i I � V ��7�I� 222 FUTURE FIRE ADMIN SPACE, PROVIDE CODE-REO'D EMERGENCY LIGHTING, SEE ELECT w Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. l/1 LU V 3300 REGISTERED AR�CHI�TEiC�T w z m EDWA. D WEINSTEIN State of Washington D -I- tn F- V H REVIEWEE) FeR ODE COMPLIANCE T APPROVED Q SEP 24 2019 + City of Tukwila BUILDING DIVISION Q (: �)_ FLOOR PLAN LEVEL 2 NORTH _ SCALE:1/4" = V-0-0" 1--b /�_ �2673 n � I i i I I I I I , I 3 1 A302 �' I I I 10'-3 518" 218 318" MO X1A Ti- X1B iI G 0 16'-0118" I N CPT OFFICE W A621 q S Gt I mg N 'Il I I, i - - - - - -----•-•---•- / III I i F X 111 2 I S IR 502 ' i 1< X i x 'Il - I\ x I A 0 " I,I GENERAL NOTES -- -- -- - - - -- - r r_ 1 FOR ABBREVIATIONS, SEE G001 I 2 ALL INTERIOR PARTITIONS EXTEND --�- - -- - --- - - — - — - - -I -- - - - - - — - --- - — - - - - - - --- - - - - --- - --- - --- - - — - TO BOTTOM OF DECK ABV UNLESS - --- I _I NOTED OTHERWISE I _ _ _ � L3 � i CONSTRUCTION SEE - G101 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) SKYLIGHTABV1 I i TYP i �, � FACE OF MASONRY (FOM) FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEE A701 7 DOOR SCHEDULE -SEE A911 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE i 10 PROVIDE DRAFTSTOPPING AND FIRESTOPPING WHERE REQUIRED BY 20151BC 1OVHDDRS,TYP �� - -^�INTERIOR AIR BARRIER 18 i A301 ' CLADDING LEGEND /. _ i I I I I � i I I CONTROL JOINT I / E OF AIR BARRIER CO Y �O BRICK K 0 LINE NT N IT I I AT INTERIOR PARTITIONS 7/ X1A - —�- - ------- -- - - - - -- - - -- -- ------_----------------- ------ - - - —- - - - - - - - - - h ROB ACCESS A O i A301 LINO V---- y �i FLUSH LOOR DOUBLE 6 DUPL RECEPTACLE 4 A421 OUTLET W1 ATA. TYP OF 4 I I � STATION OFFICE 222 LFUTURE FIRE ADMIN SPACE. PR�VIDE CODE-REQ'D EMERGENCY LIGHTING, SEE E EC z N B O I C7 i 6 I a W A621 -- S . ( 10 I I I i -L1 STL GUARDDRAII A621 WALL-MTD TV i %I v � .r--•-- •-•�� � � III � >. 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G , „ , Tneylare not swt2dle fortune on otherprojectsor in G2 I �G I I p other locations without the approvaland participation X18 STL CHANNEL ABV- oftheA chitecL 3-3 5 8" 2'-8 318" 18'-41f2" 5'-4 314" 2 3/8" 7'-3 518" 2'-8 318" 7 3 5 8" 2'-8 3/8" 11'-3 5/8" 4'-8 3/8" 10`•3 5!8" MO TREX DECKING MO MO MO MO X18 1 STL CANOPY BEL � 1 A301 I A323 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I GRIDS 21'-91/4" 14'-2" 4'-6114" 20'-8" 11'-13/8" 21 V-71/4" 13ECf IVEC Issue Phase 2 Construction Permit MASONRYDIMS OVERALL CITY OF i'iil:4'VILA AUG 02 2019 Date 812/19 A B C C.1 D E F PERMIT CENTER Sheet Title FLOOR PLAN LEVEL 2 96'-3 5/8" I FLOOR PLAN LEVEL 2 SOUTH -BASE azs3 04 Ln UJ In ce SOUTH -BASE Sheet LA -------------- -------------- IJ - - - - - - - - - - - - ------------ SKYLIGHTABV. TYP A302 OVHD DRS, TYP (A�3 10'-3 518" 2L83/8' MO LINE OF AIR BARRIER CONTINUITY AT INTERIOR PARTITIONS K 0 XJA — - — - — - — - — - — -III ------ - - - - - - - - - - - -- .. I. It .. .. 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D" " , G' ------- 2'-8 318" 18�4 112" STL CHANNELABV� 5�4 314" 2�8318" 1 7�3 518" 2830 7-3 518" 2'-8 318" 4`�8 IN 10�3 518" MO TREX DECKING -----\ MO I I MO MO — — — — — — — — — — — STLCANOPYB1L__/ E:=_1 � 4 14- EjE A A 1 x GRIDS21�9 1W 14'-2" 4A 114" 21 4 20-' L71/4 MASONRYDIMS OVERALL 3 518" FLOOR PLAN LEVEL 2 SOUTH L ICA-1 11-01'-0" nECEIVED CITY OF TUKWILA AUG 02 2019 PERMIT CENTER GENERAL NOTES 1 FOR ABBREVIATIONS, SEE G001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECK ABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE - G10I 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (FOM) FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEE A701 7 DOOR SCHEDULE -SEE A911 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE A901 10 PROVIDE DRAFTSTOPPING AND FIRESTOPPING WHERE REQUIRED BY 2015 ISO INTERIORAIR BARRIER CLADDING LEGEND 17 CONTROL JOINT M= BRICK Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila,WA98188 9) Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com © 2019 Weinstein M1.1 - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation oftheAmhitect. 3300 REGISTERED EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title FLOOR PLAN LEVEL 2 SOUTH -ALT Sheet A1 02S.A Oni 96'- GENERAL NOTES 1 FOR ABBREVIATIONS, SEE 3001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECK ABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE - 13101 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (FOM) A A.5 A.7 B.1 C C.1 C.7 D.9 E.5 F.1 FACE OF CONCRETE (FOCI UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEE A701 MASONRYDIMS 83'-35/8" 7 DOOR SCHEDULE -SEE A911 OVERALL BUILDtN 8 WINDOW SCHEDULE -SEE A411 9 ROOM FINISH SCHEDULE - SEE 5118" 5118" A901 _-- -- -- -- -- -- — -- -- -- -- — -- -- -- -- — -- -- -- -- -- --_ 10 PROVIDE DRAFTSTOPPING AND FIRESTOPPING WHERE REQUIRED BY 20151BC GRIDS 11'434' 4'-10" 8'-31/2" 11'-51, 4'•61/4" 14'-0314" 16-101/2" 1T-1" 9'-9118" 1'-71/4" —'••—•••—•••� INTERIORAIR BARRIER A302 NUK A302 ROOF LEVEL Ii CHANNEL FASCIA 1 ` A301 E3ECt�I1�ED CITY OF YUKMA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERE ARCHITECT EDWARD EINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila ,BUILDING DIVISION Fr'='. Issue Phase 2 Construction Permit Date 8/2f19 Sheet Title ROOF PLAN NORTH' Sheet l03 1 WJ n `L � m � o O � Z 0 q ROOF PLAN SOUTH t SCALE:114" = T-0" i p Q O ------- --------- I PryO� I I ti� P��° , I I I d ------------ ----------------- ---- f FACCESS HATCH ® SLOPE _ ® SLOPE SLR OPE A301 , , 00 00 00 , 9T0C, a ?r2 A422 -_....._. .- -.-_) ----- --_ 'HMECHSCREEN ; I � FUTURE PV ARRAY' I , I I I RHRV I I I TX5' WALK \9T QO y/ qJ, PADS, TYP y 5/ ��s yl aq/ 9T 0C' �B• qq Oq /yG � I I ROOF ; ODU 1 ODU 2 VENT -------... `' J p ! I — — i — — — , I -----.._.. I �G -------- ; VENT 'L VENT ! --------------- i --------- ---------------- 1 , ; SCUPPER AND DOWNSPOUT A450 , i I ROOF XHAUS 114L0P 0" ELEVATOR PENTHOUSE K HOOD HOOD , ROOF ROOF ❑ VENT FAN i I y/q VENT VENT � T IDU , ROOF I , VENT , ROOF SLOPE - S - SLOPE OF VENT RO VENT sio 1A" =1'-0" O ® 114" =1'-0" P� A322 ; i 0 r a 11 I , �/OCR ; I _ _ --_ —�; -- li I I 8 OCR I cn g 0'0/ �'n' 16 , ------------ ----------- --- ------- CANOPY BEL - I , -------------------------------------------i I OPEN-TQDECK .BE OW,, I I I I ° ° I '�xo' 29'LiT00q �9T aaq f9>qP , jyAtiyC'i , TA ETC '!- I 1 A323 A301 I I I DECK BEL PTD STLCHANNEL FASCIA — GRIDS 2V-9114" 14'-2" 4'-6 1(4" 20'-8" 11'-1 3/8" MASONRYD/MS OVERALL A B C C.1 D E 4;OFJ - - - - — SLOPE A323 ? 29s� - - 6.T I 2' 0 3�8" 96'•3 518" 2'-0 3l8" yF 1 A322 nECEIVED CITY OF i 4 i`,15; ILA AUG 02 2019 PERMIT CENTER c �12 S GENERAL NOTES 1 FORABBREVIATIONS, SEE G001 2 ALL INTERIOR PARTITIONS EXTEND TO BOTTOM OF DECK ABV UNLESS NOTED OTHERWISE 3 REQ'D FIRE -RATED CONSTRUCTION SEE - G101 4 DIMENSIONS ARE TO: FACE OF STUD (FOS) FACE OF MASONRY (FOM) FACE OF CONCRETE (FOC) UNLESS OTHERWISE NOTED 5 EXTERIOR ASSEMBLIES - SEE A401 6 INTERIOR WALL PARTITION TYPES - SEE A701 7 DOOR SCHEDULE -SEE A911 8 WINDOW SCHEDULE - SEE A411 9 ROOM FINISH SCHEDULE - SEE A901 10 PROVIDE DRAFTSTOPPING AND FIRESTOPPING WHERE REQUIRED BY 20151BC - — — -INTERIOR AIR BARRIER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 V./ Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein AEU • These documents have been prepared spec"filcally for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. LA LU LU V N 3300 �REGISTERED w 0 z T `t EDWARD WEINSTEIN m � State of Washington in F- v F CODE COMPLIANCE APPROVED Q SEP 24 2019 Z) City of Tukwila + BUILDING DIVISION < n'. 1 i G MASONRY A GRIDS I MASONRY DIMS 511 FIXTURE LEGEND RCP LEGEND ILLUMINATED EXIT FIXTURE i LIGHTING SHOWN FOR COORD. & REF ONLY, SEE ELEC LIGHTING PLANS BLACK QUADRANT INDICATES LIGHTED FOR FIXTURE TYPES. SIDE(S) 2 IN THE EVENT OF DISCREPANCIES BTW THE ARCH RCPAND THE O RECESSED LIGHT FIXTURE ENGINEER'S LIGHTING PLAN, IMMEDIATELY NOTIFY THE ARCH BEFORE PROCEEDING W1 WORK. WALL CANTILEVER MTD LIGHT FIXTURE 3 FURNISH & INSTALLALL SEISMIC BRACING AS REQ'D FOR CEILINGS. PENDANT OR CLNG MTD LIGHT FIXTURE 4 WHERE CEILING ACCESS IS REQ'D FOR EQUIP & SYSTEM MAINT. IN A NON - ACCESSIBLE CEILING, VFY LOCATION & ® EXHAUSTAIR MATERIAL OF ACCESS HATCH W/ARCH. 5 ALL CEILING DEVICES INC LIGHTS, ®� ��YY SUPPLYAIR EXIT SIGNS, & SPRINKLERS IN ACT CEILING TILES SHALL BE CENTERED IN TILES AND ALIGNED Wt SIMILAR ITEMS IN 5118" ® RETURNAIR BOTH DIRECTIONS, ONO. 6 WHERE ACT IS INDICATED, CENTER ® CEILING MTD SMOKE DETECTOR IN ROOMS IN BOTH DIRECTIONS WITH NO TILES LESS THAN 3". 7 PAINTALL EXPOSED STRUCTURE, 0 CEILING MTD SPEAKER DECKING, HVAC EQUIP, & CONDUIT, UNO. SEE FIN SCHEDULE. 9, ALERTING RED LIGHT I ( CEILING MTD SPRINKLER HEAD CEILING LEGEND 6 VACANCY SENSOR M ACOUSTIC CEILING TILE I ® PHOTO CELL - � PAINTED GYPSUM BOARD LINEAR WOOD ACOUSTIC I CEILING CEILING L] SURFACE -APPLIED ACOUSTIC PANEL nECEIVED CITY OF 'i U IG1ti ILA WN FOR REF RAWINGS TYP AUG 02 2019 ACOUSTIC PANEL PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A-U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. Ln w z V N 3300 REGISTERED ARCHITECT w 0 z EDWARD WEINSTEIN m State of Washington � to V U w _F S CODE COMPLIANCE U APPROVED od Q SEP 24 2019 City of Tukwila BUILDING DIVISION < RCP LEVEL 1 NORTH 2)i9 0;-s- --]; n I I I I I I I I I 1 I I I I I I I I I I I I I I I I I GRIDS 21'-914' 14'-2" 4'-61/4" 20' 8" MASONRYDIMS OVERALL A B C C.1 D E RCP LEVEL 1 SOUTH _ Y SCALE:1/4" = V-0" FIXTURE LEGEND RCP LEGEND ILLUMINATED EXIT FIXTURE 1 LIGHTING SHOWN FOR COORD. & REF ONLY. SEE ELEC LIGHTING PLANS BLACK QUADRANT INDICATES LIGHTED FOR FIXTURE TYPES. SIDE(S) 2 IN THE EVENT OF DISCREPANCIES BTW THE ARCH RCP AND THE O a RECESSED LIGHT FIXTURE ENGINEER'S LIGHTING PLAN, IMMEDIATELY NOTIFY THE ARCH BEFORE PROCEEDING W/ WORK. - WALL CANTILEVER MTD LIGHT FIXTURE 3 FURNISH & INSTALLALL SEISMIC BRACING AS REQ'D FOR CEILINGS. PENDANT OR CLNG MTD LIGHT FIXTURE 4 WHERE CEILING ACCESS IS REQ'D FOR EQUIP & SYSTEM MAINT IN A NON - ACCESSIBLE CEILING, VFY LOCATION & ® EXHAUSTAIR MATERIAL OF ACCESS HATCH W/ARCH. 5 ALL CEILING DEVICES INC LIGHTS, ®� SUPPLYAIR EXIT SIGNS, & SPRINKLERS IN ACT CEILING TILES SHALL BE CENTERED IN TILES AND ALIGNED W/ SIMILAR ITEMS IN ® RETURN AIR BOTH DIRECTIONS, UNO. 6 WHERE ACT IS INDICATED, CENTER CEILING MTD SMOKE DETECTOR IN ROOMS IN BOTH DIRECTIONS WITH NO TILES LESS THAN 3". 7 PAINT ALL EXPOSED STRUCTURE, OO CEILING MTD SPEAKER DECKING, HVAC EQUIP, & CONDUIT, UNO. SEE FIN SCHEDULE. ALERTING RED LIGHT CEILING MTD SPRINKLER HEAD CEILING LEGEND ® VACANCY SENSOR ❑ ACOUSTIC CEILING TILE ® PHOTO CELL PAINTED GYPSUM BOARD LINEAR WOOD ACOUSTIC CEILING SURFACE -APPLIED ACOUSTIC PANEL i SHOWN FOR REF :CH DRAWINGS TYP PLIED ACOUSTIC PANEL CANOPY nECEIVEn CITY OF TUKWILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 02019 Weinstein A+U - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect l/1 0& w z V LA ""uu REGISTERED ARCHITECT w 0 z EDWARD WEINSTEIN m � State of Washington to F— V w h HF-VIFMD FOR S CODE COMPLIANCE APPROVED Q SEP 24 2019 Z) + City of Tukwila BUILDING DIVISION < R J 11-13(8 20 -0 i -71/4 �2'-Q 3i8" 2'�30 96'-3 5/8" A GRIDS *— RCP LEVEL 2 NORTH MASONRYDIMS , 5118" FIXTURE LEGEND RCP LEGEND ILLUMINATED EXIT FIXTURE i LIGHTING SHOWN FOR COORD. & REF ONLY, SEE ELELIGHTING PLANS ®� BLACK QUADRANT INDICATES LIGHTED . FOR FIXTURE TYPES. SIDE(S) 2 IN THE EVENT OF DISCREPANCIES BTW THE ARCH RCP AND THE T� RECESSED LIGHT FIXTURE ENGINEER'S LIGHTING PLAN, p IMMEDIATELY NOTIFY THE ARCH BEFORE PROCEEDING W/ WORK. WALL CANTILEVER MTD LIGHT FIXTURE 3 FURNISH & INSTALL ALL SEISMIC BRACING AS READ FOR CEILINGS. PENDANT OR CLING MTD LIGHT FIXTURE 4 WHERE CEILING ACCESS IS REQ'D FOR EQUIP & SYSTEM MAINT. IN A NON - ACCESSIBLE CEILING, VFY LOCATION & ® EXHAUSTAIR MATERIAL OF ACCESS HATCH W/ARCH. 5 ALL CEILING DEVICES INC LIGHTS, ®� SUPPLY AIR EXIT SIGNS, & SPRINKLERS IN ACT CEILING TILES SHALL BE CENTERED IN TILES AND ALIGNED W/ SIMILAR ITEMS IN 5118" ® RETURN AIR BOTH DIRECTIONS, UNO. 6 WHERE ACT IS INDICATED, CENTER CEILING MTD SMOKE DETECTOR IN ROOMS IN BOTH DIRECTIONS WITH NO ® TILES LESS THAN 3". 7 PAINT ALL EXPOSED STRUCTURE, 0 CEILING MTD SPEAKER DECKING, HVAC EQUIP, & CONDUIT, UNO. SEE FIN SCHEDULE. ALERTING RED LIGHT I CEILING MTD SPRINKLER HEAD CEILING LEGEND ® VACANCY SENSOR P ACOUSTIC CEILING TILE � PHOTO CELL ' ((� 4 PAINTED GYPSUM BOARD LINEAR WOOD ACOUSTIC I CEILING CEILING SURFACE -APPLIED ACOUSTIC PANEL ;HANG RECEIVED CITY OF 'i'i KWILA AUG 02 2019 PERMIT CENTER 9- 4:�, 53 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. tY Z V LA 3300 REGISTERED ARCHITECT w 0 Z Q EDWARD WEINSTEIN m C State of Washington :D -I' N F— V w REVIEWED FE)r" ODE COMPLIANCE APPROVED Q SEP 24 2019 Z) City of Tukwila + BUILDING DIVISION JJii1310iCHQC 1;-! APPR0,119,wST;'ai:' r'" � o O � > O Z O I I I I I I ..,. 1 (. 21•9 1/4" (_ 14'-9" 1. 4'-8 114" (. 90'-A" ( 1R1 31A" 1 VRIUJ MASONRYDfMS OVERALL A B G G.1 D E FIXTURE LEGEND RCP LEGEND ILLUMINATED EXIT FIXTURE 1 LIGHTING SHOWN FOR COORD. & REF ONLY. SEE ELEC LIGHTING PLANS BLACK QUADRANT INDICATES LIGHTED FOR FIXTURE TYPES. _ SIDE(S) 2 IN THE EVENT OF DISCREPANCIES BTW THE ARCH RCP AND THE p 5 RECESSED LIGHT FIXTURE ENGINEER'S LIGHTING PLAN, IMMEDIATELY NOTIFY THE ARCH BEFORE PROCEEDING W/ WORK. WALL CANTILEVER MTD LIGHT FIXTURE 3 FURNISH & INSTALLALL SEISMIC BRACING AS REQ'D FOR CEILINGS. PENDANT OR CLNG MTD LIGHT FIXTURE 4 WHERE CEILING ACCESS IS REQ'D FOR EQUIP & SYSTEM MAINT. IN A NON - ACCESSIBLE CEILING, VFY LOCATION & ® EXHAUSTAIR MATERIAL OF ACCESS HATCH W/ARCH. 5 ALL CEILING DEVICES INC LIGHTS, EXIT SIGNS, & SPRINKLERS IN ACT ®� SUPPLYAIR CEILING TILES SHALL BE CENTERED IN TILES AND ALIGNED W/ SIMILAR ITEMS IN ® RETURN AIR BOTH DIRECTIONS, UNO. 6 WHERE ACT IS INDICATED, CENTER CEILING MTD SMOKE DETECTOR IN ROOMS IN BOTH DIRECTIONS WITH NO ® TILES LESS THAN 3". 7 PAINT ALL EXPOSED STRUCTURE, 0 CEILING MTD SPEAKER DECKING, HVAC EQUIP, & CONDUIT, UNO. SEE FIN SCHEDULE. ALERTING RED LIGHT ix CEILING MTD SPRINKLER HEAD CEILING LEGEND ® VACANCY SENSOR ACOUSTIC CEILING TILE — ® PHOTOCELL — PAINTED GYPSUM BOARD LINEAR WOOD ACOUSTIC CEILING SURFACE -APPLIED ACOUSTIC PANEL Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 T Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein MIJ -These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. to W z C7 TERS 3300FAR(,C3'HITEGT. w z ^ m EDWARD WEINSTEIN State of Washington p� Vt I— U w _H S CODE COMPLIANCE APPROVED Q SEP 24 2019 D City of Tukwila BUILDING DIVISION Q riEC'E'IVEI) CITY OF ILK ILA 2'-0 3I8" AUG 02 2019 PERMIT CENTER F 1, , 96-3 5/8" RCP FLOOR PLAN LEVEL 2 SOUTH - BASE n C I GRIDS MASONRYDIMS FIXTURE LEGEND RCP LEGEND ®I ILLUMINATED EXIT FIXTURE 1 LIGHTING SHOWN FOR COORD. & ®� BLACK QUADRANT INDICATES LIGHTED REF ONLY. SEE ELEC LIGHTING PLANS FOR FIXTURE TYPES. ----BLACK — SIDE(S) ______ — _ 2 IN THE EVENT OF DISCREPANCIES BTW THE ARCH RCP AND THE 0 RECESSED LIGHT FIXTURE ENGINEER'S LIGHTING PLAN, IMMEDIATELY NOTIFY THEARCH BEFORE PROCEEDING W/ WORK. WALL CANTILEVER MTD LIGHT FIXTURE 3 FURNISH & INSTALL ALL SEISMIC BRACING AS REQ'D FOR CEILINGS. PENDANT OR CLNG MTD LIGHT FIXTURE 4 WHERE CEILING ACCESS IS REQ'D FOR EQUIP & SYSTEM MAINT. IN A NON - ACCESSIBLE CEILING, VFY LOCATION & ® EXHAUSTAIR MATERIAL OF ACCESS HATCH W/ARCH. 5 ALL CEILING DEVICES INC LIGHTS, ®� SUPPLYAIR EXIT SIGNS, & SPRINKLERS IN ACT CEILING TILES SHALL BE CENTERED IN TILES AND ALIGNED W/ SIMILAR ITEMS IN ® RETURNAIR BOTH DIRECTIONS, UNO. 6 WHERE ACT IS INDICATED, CENTER CEILING MTD SMOKE DETECTOR IN ROOMS IN BOTH DIRECTIONS WITH NO TILES LESS THAN 3". 7 PAINT ALL EXPOSED STRUCTURE, 0 CEILING MTD SPEAKER DECKING, HVAC EQUIP, & CONDUIT, UNO. SEE FIN SCHEDULE. ALERTING RED LIGHT CEILING MTD SPRINKLER HEAD CEILING LEGEND VACANCY SENSOR ACOUSTIC CEILING TILE ® PHOTOCELL PAINTED GYPSUM BOARD — — — ' LINEAR WOOD ACOUSTIC CEILING I I LASURFACE -APPLIED ACOUSTIC PANEL I—ALTERNATE1: BUILD -OUT OF 2ND FUR IADMINISTRATIVE SPACES I I I I Tukwila Fire Station 52 15447 65th Ave S — — — Tukwila, WA98188 I Project No. 17012 3300 REGISTERED ARCH w m EDWARD WEINSTEIN State of Washington I REVIEWED FOR w Z M SEP 24 2019 1 ( < City of Tukwila BUILDING DIVISION I I + '-71/4 Q I I I I I �I .iSGi �1rt!. i C/s.tS� i3P 4'-6 /4" 20'-8" 11'-1318" 20' 0" 1" 2'-0 3!8" OVERALL A B G C.1 D E nEC EIVED CITY OF T :WILA AUG 02 2019 PERMIT CENTER F RCP FLOOR PLAN LEVEL 2 SOUTH - ALT SCALE:1/4" = V-0" n 'TA' TO.S. R ,iLE—NE" LEVEL`I' 2 ALE' *0" LEVEE lga�M p NORTH SIDEWALL FRONT EXTERIOR ELEVATION SOUTH EXTERIOR ELEVATION v SCALE:1/4" = 1'-0" SCALE:114" = 1'•0" +3—® 4-tQ T.O. MECH SC +27'•'" T0. OS R OF 4T "D PL, TYP ,+15'•1" TLEVEL2 GREEN DASHED �t0" LEVEL PERMIT CENTER [Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 111 W w Z V 3300 REGISTERED ARCHITECT w z �( Q EDWARD WEINSTEIN Ca � State of Washington to U w — v REVIEWED FOR CODE COMPLIANCE APPROVED Q SEP 2 4 2019 City of Tukwila + BUILDING DIVISION 1 EAST EXTERIOR ELEVATION rvi9-a�s3 n SIDEWALL REAR EXTERIOR ELEVATION NORTH EXTERIOR ELEVATION (3)—MCALE " = 11-0V 2 SCALE:114" = 1'-0" PERMIT CENTER WEST EXTERIOR ELEVATION //{t SCALE: 1/4" = P-0" f Rev Date Issue I Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participationofthe Architect. in K w Z V to 3300 REGISTERED ARCHITECT w n z vV� Q EDWARD WEINSTEIN State of Washington CO K Z) "I' t/1 E— V w v E Q a N n 1 C 1 8'-41/2" 8-4 1/2 ALERTING SPEAKE�.SEE ELEC CONTROL JOINT CANOPY CONTROLJOINT CONTROL JOINT T.O.S. ROOF — T.O.S. ROOF T.O.S. ROOF CANOPY DOWNSPOUT — A SPANDREL PANEL o 0 WALL -MT LIGHT FIXT LEVEL 2 LEVEL 2 WALL-MTD LIGHT �IXT ,� E!V Ki t SEE ELEC SEE ELEC ItOF I CITY OFr +t,`tili.A *__gECK 231 SCALE:114" = V-0" 6 DECK 231 231 DECK 14" AUG 02 2019 PERMIT CENTER 1!�3 IRev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 02019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and paNcipation of the Amhitect. 3300 REGISTERED ARjCAHIIT-ECrT vVVW EDWARD WEINSTEIN State of Washington CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet TitleEXT DECK ELEVATIONS Sheet 3® t!f LU LU z v LA w 0 Z a m in F- V w F- V Q E I l A.5 A.7 I I PERMIT CENTER �� LARGED WALL SECTION @NORTH WALL Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein AQ -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. LU W z _0 to 3300 ARjtC�,SI�ER�T W 0 I�REGISTERED z EDWARD WEINSTEIN CD State of Washington F_ F— U w - RFVIFVVrzn FOR S CODE COMPLIANCE APPROVED d SEP 24 2019 + City of Tukwila BUILDING DIVISION IQ �q ENLARGED WALL SECTION @ WEST APP BAY STOREFRONT SCALE:112" = 1'-0" *___gE�NLARGED WALL SECTION @ EAST APP BAY SCALE: tl2" = 11-0" 7*.9d A +28'-9" TO BRICI A I I I I 4" SL R-' TURNE q TYP ENLARGED WALL SECTION BRICK WALL W/ STOREFRONT ABOVE �q� TYP ENLARGED WALL SECTION @ BRICK WALL W/ STOREFRONT BELOW �+ TYP ENLARGED WALL SECTION BRICK WALL I SCALE:172" = 1'-0" � SCALE:1/2' = 1'-0" V SCALE:1/2" = V-0" +28'-9" T.O. COPING _ ATBRICK +27' 6" T.O. COPING ATSTLCHANREL �TO.S. ROOF +15'-1" 7 LEVEL 2 4NNEL PER STRUCT ------------------------ FIT EL ;ANOPY :NERS OREFRONT LEVEL1 RECFIVE'-D CITY OF TIJK ILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 11012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCCHIIT^E,CCT� ^ '�EDWARD WEINSTEINate of Washington REVIEWED FOR CODE COMPLIANCE APPROVED 8EP 24 2019 City of Tukwila ABUILDING DIVISION. Issue Phase 2 Construction Permit Date 812/19 Sheet Title ENLARGED WALL SECTIONS Sheet 3 a 1 2 l I I I *ENLARGED WALL SECTION A ENTRY VESTIBULE SIDE WALL SCALE:1/2" = V-0" ++27 0 11 A +T.O.S. ROOF TO.S. ROOF 0" II I t0" LEVEL1 LEVELI 11 ENLARGED WALL SECTION @ STL CANOPY SECTION AT DECK AND STOREFRONT SILL SCALE:1/2" = V-0" SCALE:1/2" = 1'-0" 1 1.8 I l I l I I I I A 9/3/19 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects 8 Urban Designers 9200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com ©2019 Weinstein A+U- These documents have been'i prepared specificalty for the above named project. They are not suitable for use on other projects or in j other locations without the approval and participation of the Architect. 3300 REGISTERE ARCCHIITTE1CCT EDWARD WEINSTEIN State of Washington Reviewed and Approved *c,r substantial Compliant By Q /BHQ �ansultants Date e` M/ JURISDICTIONAL APPROVALSTAb"P Issue Phase 2 Construction Permit Date 8/2119 Sheet Title ENLARGED WALL SECTIONS Sheet 33 6" 518" 2" 1"5/16" INT 5/16" FIBER CEMENT PLANKS UV -STABLE MEMBRANE, BLACK 1" METAL Z-FURRiNG,16GAMIN 2" SEMI -RIGID INSULATION R-8.6 MINERAL WOOL THERMAL ISOLATION CLIP WRB IAIR BARRIER 5/8" EXT PLYWOOD PERSTRUCT 6" MTL STUDS BATT INSULATION - R-22 MIN 6 MIL. VAPOR RETARDER 518" GWB NET U-FACTOR: 0.032 Aa I EXTERIOR METAL FRAMED WALL W/ FIBER CEMENT PLANK RAINSCREEN (SECTION) A: V-0" A: 6" B:10" 518"�B:4" 5(8"21/2" 1114" INT 1 1/4" ALUMINUM PANEL 1" METALZ-FURRING 2" SEMI -RIGID INSULATION R-8.6 MINERAL WOOL THERMAL ISOLATION CLIP WRB IAIR BARRIER 5/8" EXT PLYWOOD PERSTRUCT 6" METALSTUDS- BATTINSULATION A: 6" (R-22 MIN) B:4"(R-15 MIN) 6 MIL. VAPOR RETARDER 5/8" GWB NET U-FACTOR: A: 0.030 B: 0.037 X2 EXTERIOR METAL FRAMED WALL W/ METAL PANEL RAINSCREEN (SECTION) INT AAA 318" 3 5/8" MASONRY, SEISMIC REINF PER STRUCT 2" VENTED AIR SPACE BRICK TIE PER STRUCT 41t2" SEMI -RIGID INSULATION R-19.35 MINERAL WOOL - WRB IAIR BARRIER (SAM AT BRICK TIES) 5/8" EXT PLYWOOD PERSTRUCT VAR. METALSTUDS- BATTINSULATION A: 8"(R-30 MIN) B: 6"(R-22 MIN) 6 MIL. VAPOR RETARDER 5/8" GWB NET U-FACTOR: A: 0,021 B: 0.024 EXT EXTERIOR METAL FRAMED WALL W/ MASONRY VENEER (SECTION) q�} EXTERIOR VERTICAL ASSEMBLIES SCALE: 3" = V-0" INT 10" ° ° 4Q d d° 4 a a 4 ° d d' ° Q Q d < d d a d ° d Q ° < AP BELOW GRADE CONCRETE WALL, UNINSULATED A: 4" B:1'-61/8" 5i8"t�r6:2112" a" 13/8", � 35t8" INT X7 ( CONCRETE WALL W/ BRICK VENEER (SECTION) INT EXT BENTONITE WATERPROOFING 10" CIP CONCRETE NO RATING EXT A: V-714' A; 3 5/8" B: V-6118" B 21/2' „ IVA d ° q d d a4 4 a ° d d a ° X6 BELOW GRADE CONCRETE WALL (SECTION) 35/8" BRICK VENEER 11/2' AIR GAP - WRB / AIR BARRIER 8" CIP CONCRETE 2 " XPS RIGID INSULATION R-8.6 VARIES MTL STUDS - BATT INSUL R-10 MIN A: 4" B: 21/2" 518" GWB NO RATING NET U-FACTOR: 0.052 DRAINAGE MAT WI PROTECTION LAYER BENTONITE WATERPROOFING 114" CIP CONCRETE 2" XPS RIGID INSULATION R-S.6 VAR. MTL STUDS, BATT INSUL R-10 MIN A: 3 5/8" B: 21/2" 5/8'. GWB NET U-FACTOR: 0.053 EXT 3 5/8" 1 112" L5181. 1'-0" 518" 2" 5/16" FIBER CEMENT BOARD 1" MTLZ-FURRING16GAMIN 2" SEMI -RIGID INSUL WRB/ AIR BARRIER 516' EXT PLYWOOD PER STRUCT 12" MTL STUDS BATT INSUL 5/8" EXT PLYWOOD WRB/AIR BARRIER 11/2" AIR GAP 3 5/8" BRICK VENEER NO RATING EXT EXT [ill] EXTERIOR METAL FRAMED WALL W/ FIBER CEMENT BOARD & BRICK (SECTION) l'-1 11116" 35/8" 11/2" /8" 6" 5/8" 1" /16" 5116, FIBER CEMENT BOARD 1" MTL Z-FURRING 16 GA MIN - WRBI AIR BARRIER 5/8'. EXT PLYWOOD PER STRUCT 6" MTL STUDS BATT INSUL- R30 MIN 51W GWB WRB/AIR BARRIER 11/2" AIR GAP 3 5/8" BRICK VENEER NO RATING W Wi X10 EXTERIOR METAL FRAMED WALL W/ FIBER CEMENT BOARD & BRICK (SECTION) 5!8" 8" 518" 2" 1" 16" 5/16" FIBER CEMENT BOARD 1" MTL Z-FURRING 16 GA MIN 2" SEMI -RIGID INSUL R-8.6 MINERAL WOOL THERMAL ISOLATION CUP WRBIAIR BARRIER 518" EXT PLYWOOD PERSTRUCT 8" MTL STUDS BATT INSUL - R29.33 MIN 6 MIL VAPOR RETARDER 518" GWB NET U-FACTOR: 0,026 INT EXTERIOR METAL FRAMED WALL W/ FIBER CEMENT BOARD (SECTION) nECEIVEID CITY OF "1'iSKWILA AUG 02 2019 PERMIT CENTER o GENERAL NOTES 1. SEE G001 FOR GENERAL NOTES AND ABBREVIATIONS 2, SEE G201 BUILDING CODE DIAGRAMS FOR REQUIRED FIRE RATINGS 3. GWB IS 518" TYPE X U.N.O. 4. CEMENTITIOUS BACKER IS 5/8" UL- LABELED 5. STUD SIZES ARE PER PARTITION TYPES 6. OPENINGS AND PERIMETERS AT RATED PARTITIONS WILL BE SEALED WITH APPROVED FIRESTOP ASSEMBLIES FOR SAME HOUR RATING AS THE PARTITION 7, WHERE ENDS OF PARTITION ABUT OTHER CONSTRUCTION PROVIDE RELIEF JOINT 8. ACOUSTIC BATT INSUL PER SPECIFICATIONS. MIN.THICKENESS 3112" (R-11), FRICTION FIT BETWEEN STUDS, TYP 9. PROVIDE BACKING PER DETAILS % ALL WALLS AND FLOORS SHALL HAVE VERTICALAND LATERAL DRAFTSTOPPING AND FIREBLOCKING PER IBC 718 It. ALL EXPOSED GWB TO BELEVEL 4 FINISH U.N.O. 12. PER WSEC C103.6.3, PROJECT CLOSE-OUT DOCUMENTATION IS REQUIRED, INCLUDING APPLICABLE WSEC ENVELOPE COMPLIANCE FORMS AND CALCULATIONS, AND FENESTRATION RATING CERTIFICATES Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED AR1C'HI_TEC_T y V� EDWARD WEINSTEIN State of Washington CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 812/19 Sheet Title EXTERIOR VERTICAL ASSEMBLIES Sheet ■ n 7/8" COMPOSITE DECKING BOD:TREX 1 112" 2X PT FRTD WD SLEEPERS ADJ PEDESTAL TBD ASPHALT WATERPROOFING VAR TOPPING SLAB, SLOPE TO DRAIN 21/2" CONCRETE TOPPING SLAB 1 112" METAL DECK (SEE STRUCT) CLOSED CELL SPRAY FOAM AT FLUTES 111/2" MINERAL WOOL -R-49 VAR STL BEAMS - PER STRUCT FINISH (VARIES) NO RATING NET U-VALUE:0.022 I ° I EXT. DECK ASSEMBLY - INSULATED 1 EXTERIOR HORIZONTAL ASSEMBLIES SCALE:3" = 1'-0" 7/8" COMPOSITE DECKING VAR PT FRTD WD SLEEPERS PT FRTD WD SLEEPERS 6" HSS (SEE STRUCT) NO RATING NO U-VALUE 15 I EXT. DECK ASSEMBLY - UNINSULATED ° 31t CONCRETE2 TOPPING SLAB a 1 112" METAL DECK (SEE STRUCT) FINISH (VARIES) a ° — a a a 1-HR RATING d NET U-VALUE: NA " I TYR FLOOR ASSEMBLY INT TYP. ROOF ASSEMBLY HEATED SPACE a q tl q a tl a. a ° a a cV 1 I ` I INSULATED SLAB ON GRADE AT APP BAY HEATED SPACE ° d a. 4 "v tl N C tut v e-u a �f tut r 80 MIL TPO ROOF MEMBRANE FULLY ADHERED WI BONDING ADHESIVE 1/2" COVER BOARD, FULLY ADHERED 6" -13" TAPERED RIGID INSUL POLYISO (R-33 MIN) 40 MIL ADHERED VAPOR BARRIER! TEMP ROOFING 1/4" SUBSTRATE BOARD 1 1/2" METAL DECK PER STRUCT VARIES STLBEAM -PER STRUCT 31/2" ACOUSTIC BATT INSULATION (WHERE OCCURS) FINISH (VARIES) NO RATING NET U-VALUE: 0.031 FINISH PER SCHEDULE 6" CONCRETE SLAB ON GRADE PERSTRUCT 15 MIL VAPOR BARRIER 2" RIGID INSULATION -XPS, R-10 MIN (2'-0" AT PERIMETER ONLY) 6" CAPILLARY BREAK, PER GEOTECH 12" COMPACTED STRUCTURAL FILL PER GEOTECH REPORT NO RATING NET U-VALUE: 0.091 FINISH PER SCHEDULE 4" CONCRETE SLAB ON GRADE PERSTRUCT 15 MIL VAPOR BARRIER 2" RIGID INSULATION —XPS, R-10 MIN (2'-0" AT PERIMETER ONLY) 6" CAPILLARY BREAK, PER GEOTECH 12" COMPACTED STRUCTURAL FILL, PER GEOTECH REPORT NO RATING NET U-VALUE: 0.093 nECFIVED CITY OF o KWILA AUG 02 2019 PERMIT CENTER I ' 1 INSULATED SLAB ON GRADE (TYR) Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com ©2019 Weinstein A+U -These documents have been '.. prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED AJj HI_TiECCT EDWARD WEINSTEIN State of Washington CODE COMPLIANCE APPROVED SEP 2 4 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2119 Sheet Title EXTERIOR HORIZONTAL Sheet S I 2 LU F_ LA LU GLAZING LEGEND WINDOW TYPE QUANTITY DESCRIPTION GLAZING TYPE U-VALUE SHGC VT A 1 ALUM STOREFRONT GL-1 0.28 0.23 0.52 B 8 ALUM STOREFRONT GL-1 0.31 0.23 0.52 Bt 1 ALUM STOREFRONT GL-1 0.28 0.23 0.52 C 1 FIBERGLASS STOREFRONT GL-2 0.25 0.41 0.52 D 1 FIBERGLASS STOREFRONT GL-2 0.25 0A1 0.52 F 2 ALUMINUM STOREFRONT GL-1 0.31 0.23 0.52 G 4 ALUMINUM STOREFRONT GL-1 0.31 0.23 0.52 G1 3 ALUMINUM STOREFRONT GL-1 0.31 0.23 0.52 G2 2 ALUMINUM STOREFRONT GL-1 0.31 0.23 0.52 H 1 ALUMINUM STOREFRONT GL-1 0.28 0.23 0.52 J 1 ALUMINUM STOREFRONT GL-1 0.28 0.23 0.52 K 2 FIBERGLASS STOREFRONT GL-2 0.25 0.41 0.52 L 1 FIBERGLASS STOREFRONT GL-2 0.25 0.41 0.52 M 2 FIBERGLASS STOREFRONT GL-2 0.25 0.41 0.52 15 EXTERIOR WINDOW TABLE IJ SKYLIGHT TYPE QUANTITY DESCRIPTION GLAZING TYPE U-VALUE SHGC VT S1 6 CLEAR ACRYLIC TRIPLE DOME 0.50 0.57 0.63 SKYLIGHT Of SKYLIGHT TABLE SCALE: V = V-0" WINDOW TYPE QUANTITY DESCRIPTION GLAZING TYPE AA 1 ALUMINUM STOREFRONT GL-3 CC 4 ALUMINUM STOREFRONT GL-3 INTERIOR WINDOW TABLE a7 SCALE: 1' = V-0" 16 INTERIOR WINDOW SCHEDULE - ALUMINUM STOREFRONT SCALE:1/4" = 1'-0" EXTERIOR WINDOW SCHEDULE - FIBERGLASS STOREFRONT (� SCALE:1/4" = V-0" '-8 3/8" RO i Ou. G 0 0 � m M EXTERIOR WINDOW SCHEDULE - ALUMINUM SC.At F, 1/4" ALUM &1 BY TYP PER D -�7 -- ------- 7'-2" RO RDR.SCHE� LEVEL- 2 AA � SKYLIGHT SCHEDULE SCALE:1/4" = V-0" T-11" f T-11" 9ER DR SCHET Z-9 3/8" 3'-11" REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION iq oVs3 GL-1 VITRO 1/4" SB60 #2 X 112"ARGON X 1/4" CLR & TGI WAVE SPACER (117) W/ CUR LAMINATED INTERLAYER GL-2 1" DOUBLE INSULATED GLAZING WI LOW-E COATING ON #2 SURFACE W/ CUR LAMINATED INTERLAYER f � GL-3 r � � INTERIOR DOUBLE INSULATED GUiZING W! CUR LAMINATEDINTERLAYER GLAZING NOTES 1. ROTO BE VERIFIED INFIELD 2. SAFETY GLASS SHALL BE PROVIDED AS REQ'D BY IBC AA 3. EXT GLAZING TO=INNER LAMINATED INTELA NOTED I TH 4. RO OF WDW TOALIGN W/ADJ CLADDING COURSING, SEE A450TYP 5. SEEA911 FOR DOOR SCHEDULE A 9/3/19 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the as. named project. They are not suitable for use on other projects or in other locations without the approval and padicipatlon of the Architect. 3300 REGISTERED ARjC�HhT5 YV'�W EDWARD WEINSTEIN State of Washington Reviewed and Apprn for Substantiai COm� By BHC; gonsultants 4)(A Date gr9�9 JURISDICTIONAL APPROVAL STAk9P Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title WINDOW SCHEDULE Sheet 11 1 i BRACED WHEI M 1 EXT PLAN DETAIL @ BRICK TO STOREFRONT LEVEL 2 SCALE:3" = T-0" CORN BRACED FIR) WHERE MDF 11 EXT PLAN DETAIL BRICK TO STOREFRONT LEVEL 1 SCALE:3" = 11-0" YP UNO RICK --------------- TO INTSLNTJT IT YP LINO RICK --------------- NIT, TYP TO INTSLNTJT IT I EXT PLAN DETAIL @ BRICK TO SPANDREL PANEL INTERSECTION LEVEL 2 0 SCALE:3" = P-0" I C EXT PLAN DETAIL @ BRICK TO SPANDREL PANEL INTERSECTION LEVEL 1 V SCALE:3" = P-0" BRICK, TYP UNO NDARD BRICK --------------- :MBRANE TO INT SLNT JT DREFRONT SPANDRELPANEL YP UNO RICK ------------ TOINTSLNTJT IT 7L PANEL 1 �1 EXT PLAN DETAIL @ BRICK TO METAL PANEL INTERSECTION LEVEL 1 J SCALE:3" = P-0" C TYP UNO BRICK ------------- NSCREEN Rev Date Issue Tukwila Fire Station 52 15447 85th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT Otis EDWARD WEINSTEIN State of Washington ICK, TYP UNO CODE COMPLIANCE APPROVED %RDBRICK SEP 24 2019 --- - City of Tukwila BUILDING DIVISION .., ALUM PANEL RAINSCREEN FIEF EIVED zA CITY OF Tu,WILA AUG 02 2019 PERMIT CENTER%,�� EXT PLAN DETAIL @ BRICK TO METAL PANEL INTERSECTION LEVEL 1 SCALE:3" = V-0" Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title EXTERIOR PLAN DETAILS Sheet A421 to K LLJ V LA w 0 z a m -I- tn f-- V w t— S V Ce .i �J I n. 1 i 7.1 4 PLAN DETAIL APP BAY RETURN - 2ND FLR 7.1 ( 3 PLAN DETAIL APP BAY RETURN -1ST FLR 4"x2.75"xIIga� I -BEAMS POSTS TPO MEMBRANE OR PREFAB BOOT AT POST PENETRATION THROUGH ROOF I BASE PLATE PER MFR STL PIPE BELOW PER STRUCT 2 TYP PLAN DETAIL AT MECH SCREEN POSTS SCALE:3" = V-0" „ E.5 ' t t r, t t V6" 11" n _____EDGE OF SLAB BELOW (SHOWN DASHED) SILL CAP BELOW- CONT RIGID INSUL BEL --(SHOWN DASHED) STLCHANNELABV C V°---- -(SHOWN DASHED) 61/2" u FOS I � ' _.l. ._ --�- 6X6X112HSSCOL } ______ i PERSTRUCT i BRAKE MTL CLOSURE PNL 6X114 CONT STL PLATE ON PT WD, FIN TO BY DR MFR, BOLT TO COL--- ✓ MATCH STFNT PER MFR, PTD FINISH m 2" SEMI -RIGID INSUL -I ANGLE & WEATHER SEAL BY DR MFR , i i 12X1/2 STL PLATE WI 21/4X1/2 WELDED — _CLOSURE PLATE, 2" 4" 4" HEIGHT TO MATCH R.O. PAINT TO MATCH STFNT FASTENER Wt DOMED & _ _ _ _ 5t8"GYP SHEATHING GASKETED WASHER, TYP r HT SAM ON PT WD BLK z v —i-FOUR-FOLD DR t z = I 4 FOUR -FOLD DOOR JAMB DETAILS SCALE:3" = 1'-0" I VELA 9 _....... _.,TER t � Rev Date Issue I Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com ©2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED AR�CHIIT^E,CCT� ^ EDWARD WEINSTEIN State of Washington CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title EXTERIOR PLAN DETAILS Sheet 2 MC l n 1 21/4" NORMAN (TYP) 21/4" MODULAR 2 1/4" X 115/8" X 3 518" 21/4"X85/8"X35/8" 2 1/4" X 3 518"X 3 518" (AT BRICK RETURNS) BRICK SIZES SCALE: 11/2"= 1'-0" B.O. BEN TO.1ST FULL BRICK 1 nEGEIVED CITY OF 1'i!'1"VILA AUG 02 2019 PERL41T CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifl=11y for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect 3300 REGISTERED ARCHITECT EDWARD WEINSTEIN State of Washington Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title EXTERIOR CLADDING' LAYOUT', Sheet N W to Z U V) W 0 Z Q m to r— U to h S U W I rl-i, L-1, N:� +28'-9"COPING _ _ _ _ _ _ eTA AT BRICK +29-6-------- T0. COPING AT MTL PANEL BRICK WALL RE ® +27'.CT 0" _ _ _ T.O.STRUURE CLOSED CELL FI TO TOP OF ROOF TYP PARAPET DETAIL METAL PANEL SCALE:3" LAP INTO OPENI SLOPED SUBSTRATE SUPPORT SAM & FLASH[ R.O. STFNT -W2 II I I 'JTMAX WINDOW HEAD @ METAL PANEL @ LEVEL�� WINDOW HEAD @ METAL PANEL @ LEVEL 2 J SCALE:3" = V-0" CUSTOM AI]UM COPING W/ END DAMS q�i+15'-1" Li - - ALUM BRAKE PL E +28'-9" _ _ _ PTO COPING AT BRICK rm+28�6- — - - — TO. COPING L ATMTLPANEL @T V CONT 6X6X14 GA CLOSE TO TOP ( u -u ®TO.STRUCTURE 9 METAL PANEL TO BRICK TRANSITION SCALE:3" = P-0" ,I 7 3/8"� ' I 2B � WRB— — = - 1 00< SAM00< , LAP INTO OPENING ; SLOPED SUBSTRATE TO f _ SUPPORT HTSAM & FLASHING t 1" RIGID INSUL@ HEAD FLASHING—, PREFIN GALV HEAD FLASHING i — FURRED OUT WALL / TYP PARAPET @ BRICK WALL W/ END DAMS LAP INTO IN 4 SCALE: 3" = 1'-0" BRACED FRAME �� FIN TO MATCH STFNT 2 WHERE OCCURS r I ___________ ___J ORNERBEAD "L" BEAD FIN CLNG PER RCP ROLLER SHADE BRICK VENEER W/ TIES PER STRUCT TYP @ BUNK ROOS ' I 1W CAULK L JT MAX 71/4" V-51/8" ----- "�--�-------'-i- ----------- -------""- Q WINDOW HEAD @ METAL PANEL FURIitU UUT WALL CORNER BEAD BRACED FRAME II/ SCALE: 3" = V-0" "L" BEAD WHERE OCCURS FIN CLNG PER RCP ROLLERSHADE TYP @ GREAT ROOM nnnR gEy ES §ILL 1 1/2" SEMI -RIGID INSUL "RUBBER BASE, P BRICK RETURN BEY EVEL2 Q CLOSED CELL FOAM INSUL TO ° FILL CAVITY AT BACKDAM d o WP MEMBRANE TO LAP DAMPROOFING, CONTATR.O., LAP BACKDAM ANGLE - BACKER ROD & SEALANT PREFIN GALV STL FLASHING SET IN "SHIM SANDWICH" SEALANTBEA I' r----------' B.O. R.O.- CONTINUOUS 2 10 3X3 GALV BENT PL, PTD 2 10 _ -------- -- q--- OC� B.O. FLASHING ------------- SA SELF -ADHERING WRB I E STL BEY STLANGLE STRUCT WIDE -FLANGE BEAM BEY SEESTRUCT ALI TO MDF SILL VARIES - TO. SILL A i I I I I ---------------->r--------------------- CONTINUOUS 3X3 GALV BENT PL, PTD WINDOWSILL DETAIL SPANDREL PANEL MID -WALL FLASHING BRICK 7 SCALE:3" = 1W' SCALE:3" = V-0" CLOSED CELL FOAM INSUL TO FILL CAVITY AT BACKDAM WP MEMBRANE TO LAP DAMPROOFING, CONT AT R.O., LAP BACKDAM ANGLE SST BASE FLASHING W/ FOLDED END DAMS SET IN "SHIM SANDWICH" R.O. WDW / T.O. STEM WALL BRICK VENEER W/ TIES PER STRUCT, ALIGN FURRED OUT WALL F.O. BRICK W/ F.O. CMU BEL -` at BRACED FRAME WRB WHERE OCCURS TO, 1ST FULL BRICK COURSE ---------------- - M1 SAM, LAP BEL GRADE DAMPROOFING - - SST FLASHING LINED W/ v MASONRY -GRADE SAM VENT CELLS - - — '--------- Lfo SLAB ON q ° - , � GRADE LIQUID APPLIED DAMPPROOFING _ +0,_0„ - - — ° d 10.1 LEVEL1 d d \ / h //DRAINAGE MAT 5 5/8'° d ° d / / /\ / / a ° \ RIGID INSULIR-10 MINI n l v a DRAIN d ° - - ° CIVI° v d ° ° Q a d Q °' ° ° d ° 4 Q 4 a ° d Qd ° 11 STOREFRONT SILL BRICK (��SCALE:OTING @ STOREFRONT SILL W/ SPANDREL PANEL SCALE:3" = V-0" 3" = V-0" GN EDGE OF GL, TYP UNO FOOTING i GL TYPICAL: PTO GALVALUME [OPING W/ BOTH COVER & YI I FURRED OUT WALL L-* BRACED FRAME ,,- WHERE OCCURS i I I I � I � = V-u" 1 l / f-y «► Rev Date Issue I Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com IJ 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED AR�C`ST E^+CC'T EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION, Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title EXTERIOR SECTION DETAILS - BRICK Sheet 1 W rm 1 I� I I � � ............. t--MTL PANEL BEY-i TD HSS PER STRU CT rT NFE PLWELDED To HSSF_'OLTEDCoNNECTION TO GUSSET PTO ALUM PL SIGN PIN 3/9"PTD STL GUSSET SUPPORT PER STRUCT. ALIGN W/ STOREFRONT MULLIONS 114" PTO STL PL CANOPY — LOO SLOPE 10; l'-O' SCREWW/NEOPRENE SPACER. FIN TO MATCH CANOPY 6 B70-.QA140PY� ADJ LIGHT FI)(T COORD CONDUIT ROUTING W/ ARCH & I STL ENTRY CANOPY 11AA 11-1 "I 17 STAIR I ih PTO STL CLOSURE ANGLE JTRI I PTD STL GUARDRAIL 4' PTO STL PL WELD TO BEAM CLOSED CELL FOAM INSUL— HSS PER STRUCT BEY — IN Z'VI-rII 3J —SCALE- 3' FLUID -APPLIED FLASHING AROUND HSS @ PENETRATION flSS PER STRUCT BEY NEOPRENE SPACER +9101, B.O. CANOPY 2- CANOPY EDGE BEY ---4 9'STL PL CANOPY PER STRUCT A � (1 q'I ENTRY CANOPY SECTION A 16J SCALE:3- = 1'-0" BRACE FRAME HSS BEY SST FLASHING W/ FOLDED END DAMS PER STRUCT 4--- ------ RAINAGE MAT BRACE FRAME CONC i I i IQUID APPLIED DAMPPROOFING FOOTING, PER STRUCT� k- IGID INSUL(R-10 MIN) + 0"0. LEVEL 1=0- 4 1 8-a 4 as '1 v 4 4 , 4 ---------------- - -------- T L-------- < Ai I A .CAI '4: tl 1" BASE PL BEY PER STRUCT � < 4 < NON -SHRINK GROUT BEY � < 4 4 < < < < 4a. 4 41 < :A FOOTING AT ENTRY RECESS 3" = V-0' �)- SCALE CHANNEL @ ENTRY SCALE: 3" = 1�0` SECTION DETAIL ENTRY STOREFRONT SILL SCALE: 3- = V-0- I rq'CHANNEL (a) ENTRY ROOF SCALE: 3" = 1�9' +28'-9- � TO. COPING AT BRICK — +2T-6Lrh T.O. COPING AT STL CHANNEL FER WRB NNEL WITH PLATE PER STRUCT +26-1/2" 6 T R.O. ST6-REFkNTT SF 15, 1" V-ELI-e 15' Le NFEL 3PLATE E! D ELFASCIA I REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION A 9/3119 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tuk,Mla, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com @ 2019 Weinstein A-U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations Without the approval and participation of the ArmfitecL V1 z U V) LLJ 3300 REGISTERED FAR',C3'H91TECT z 7T < CO '�E�Dg�WARD W�EINSTEIN State of Washington :D V) Reviewed and Approve( < for Substantiai Compliatic By BHC Consultants Aell Date 9/W/� + < JURISDICTIONAL APPROVAL STAJ4P z I 514 X 6IPE HANDRAIL, FIX TO FLUSH FAST[ BO CONT 5112 X 318 GAL PTD & FIXED TO 0 0 2" X 1/2" GALV STL STANCHION, PTD 0 1/2" GALV STL CLOSURE PLATE, CONT BTWN STANCHIONS, PTD TO MATCH STANCHION +15'-1„------�--� �LEVEL2 ® T.O. STL CHANNEL SEALANT OVER BOLT � GALV STEEL PLATE BOLT TO HSS, SET IN FULL BED OF SEALANT, PTD +14'•7" �TO.STL_-HSS------------- -- C12X20.7 PER STRUCT, PT GALV STL PL PER STRUCT, FULL BED OF SEALANT AT - BOLTED CONNECTION, PTD FIN NEOPRENE PAD - PT FRTD WD FRAMING, PAINT BLACK HSS 6X6 PER STRUCT, PTD TO MATCH CHANNEL 16 SECTION DETAIL AT DECK GUARDRAIL SCALE:3' = V-0" 0 6 SECTION DETAIL AT DECK CANTILEVER POLYCARBONATEPANEL EDGE SUPPORTS W/ALUM WT6X8SUPPORT BEAM I ACCOMMODATE St 24'-11 1/2" Q�l.O. STL DRILL WEEPS PER MFR'S BRAKE SLOPED 1/4"W-0" FROM CENT MC 8) BOTTOM OF Gl PROVIDE FLAT STOCK GA BRACKET PERSMACNA( 1-8, 3'-0" O.Q. TACK BOTTOM AND PAINT TO MATCH STL HSS 1.5X1.5X3/16 STIFFENER WELDED BETWEEN SUPPORTBEAMS O i i CL BEAM I 1\ /11NI/ -I k I KNIFE PLATE PER STRUC FLUID -APPLIED FLASHING AROUND_-.,_-,_-- KNIFE PL PENETRATION, TYP f SAM, LAP INTO OPENING + ' 2 PREFIN GALV MTL HEAD FLASHING W/ END DAMS, LAP INTO WRB, FIN TO MATCH STFNT 7" F. .STFNT ALUM STFNLIM I I I I SECTION DETAIL AT DECK CANOPY CL BEAM :.25 HSS HEADER STRUC — CL +24'-3" B.O. STL +24'-1" \ R.O.STFNT --CORNER BEAD 1" BEAD +15'-1" J LEVEL2� J ( _ -—+14'-8" TO.STLBEAM T.O. HSS — - - — - +14'-0" B.O. STL DECK =TO. STL @ I DROPPED BEAM I I RECEEn �t�5KWILA CITY OF AUG 02 2019 10ERMIT CENTER I I SECTION DETAIL AT DECK AND STOREFRONT SILL A I SCALE:3" = V-0" f Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Westem Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 WeinsteinA+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect 3300 REGISTERE ARCHITECT t�YEDWARD WEINSTEIN State of Washington R EVIEWEDOR NCE D 19 la ION Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title EXTERIOR SECTION DETAILS - DECK Sheet A453 to ad LLJ V FA LU Z Q m to I-- U w F_ S U tr I rN W 3) ROOF CONNECTION @ APP BAY RETURN 1 J SCALE:3" = V-0" ROOF CONNECTION AT NORTH APP BAY SCALE:3" = 1'-0" BTO \NE :R WE 15'-1" 1EL2 14'-8" _® )STL GL WHERE REINFORCED COPING SPECIFIED PER At03N: 10 GA GALV STEEL COPING (PTD) W/ BOTH COVER & BACKUP PLATES AT JOINTS (10' MAX SPACING), SPLICE PL COLOR TO MATCH COPING AT JOINTS, ALL CORNERS TO BE FULLY WELDED SHOP SL 114" =1'-0" _-----_--_ FAB PIECES 289 ----------- _ _ __ � __ T0. COPING --------"---------=------------------ +X,-XX„ TOP COURSE - BRICK FASTENER ; T.Q. FRAMING EASED EDGE-- -'- EASED EDGE i i----------- ---------- ---------- REINFORCED PARAPET COPING wi SCALE:3" = V-0" HT S) STRIP; LAPS CLOS STRIP p HIGH PARAPET AT NORTH WALL SCALE:3" = V-0" / c� ROOF CONNECTION AT NORTH WALL TYP ( TIES, TYP .R +15'-1" LEVEL 2® T.O. STL� %q 1 FOOTING DETAIL AT NORTH WALL BRICK SHELF DETAIL AT NORTH WALL CIVIL Rev Date Issue I Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects &Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 31218 www.w.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and paricipation of the Architect. LU Z V to X 3300 REGISTERED ARCHITECT LU d Z EDWARD WEINSTEIN ix State of Washington Z) F- V H CO& g COMPLIANCE V APPROVED Q SEP 24 2019 CRY Of Tukwila BUILDING Q DIVISION n, STAIR 1 PTO STL PTD STL GI 4" P WELD CLOSED CELL FO HSS PER STI ,Iq� SOFFIT SECTION DETAIL AT ENTRY l I L / SCALE: 3" = V-0" +15'-1" LEVE- L 2 JCT BEY BEY BRACE FRAME HSS BEY' n" PER STRUCT I SST FLASHING W7 FOLDED END DAMS \\� -I RAINAGE MAT � � I BRACE FRAME CONIC i I (QUID APPLIED DAMPPROOFING FOOTING, PER STRUCT a IGID INSUL (R-10 MIN) 4 7 - -� � LEVELI� 8" L r ad 4 a a ° Q ° p - -`- - - --- _= alb =------------w-;--- I !- --- _i -- 1" BASE PL BEY PER STRUCT a i4 a ° a 4 a 4 NON -SHRINK GROUT BEY ° d In 1 Q a 4 4 ° a 4 %q q� FOOTING AT ENTRY RECESS STL ENTRY CANOPY AL SCALE:3" = V-0" ALUM DOOR (SEE SCHE OUTLINE OF STOREFRONT FRAME B 1/8" THICK VINYL WALL[ RECESSED WALK -OFF BENTONITE WATER: THERMALLY BROKEN ALUM SADDLETHRESHOLD, WIDTH AS NOTED, FIN TO MATCH STFNT RIGID INSUL CONC PAVEMENT PER CIVIL ------------ JT FILLER d ° o III)APPLIED DAMPPROOFING +0'-0" FL00R:::::!� d. °. d \Y'X\YI A 9—11.Y'.\Y',\Y'.\Y'.\Y\\Y'.\Y\\Y\\ %q 1 SECTION DETAIL ENTRY STOREFRONT SILL SCALE:3" = 1'-0" PLATE STL SIGNAGE F IECEIVER CITY OF T U.WILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No, 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.corn © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT vvq� - EDWARD WEINSTEIN State of Washington CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title EXTERIOR SECTION DETAILS Sheet P I T STOREFRONT HEAD @APP BAY GUTTER & CHANNEL @APP BAY OVERHANG 8 SCALE:3" = P-0" SCALE:3" = T-0" +28_9" TO. COPING AT BRICK ALL BEY TO. COPING AT STL CHANNEL RFG BELOW SM GUTTER _ +2T-0" T.O. STRUCTURE SUPPORT FOR GUTTER, COORD WITH BOLTAND PLATE )N ND BACKING PLATE OTTED HOLES. SEE PLATE PER WELDED TO :CHANNEL STL CHANNEL FASCIA .ET 1/2" REVEAL nECEIVED CITY CF i'ibMILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 02019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERE ARCHITECT EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title EXTERIOR SECTION DETAILS -APP BAY Sheet N C4 w z V tn w 0 z Q m ce 'I- kn 1— V w F- v I n PTD GA T0. CURB _ FLASHING Z 62 FULLY-ADHI t T0. ROOF _ MEMBRANE PREFABINSULE MECH EQPT M STLCHANNEL WHERE OCC' 'NEOPRENE GASKET WHERE OCCURS IEfRATION a, FULLY-ADHE R SL 114" = T-0" E-- �a--DUCT PER MECH 14 SECTION DETAIL PREFAB ROOFTOP EQPT CURB A TYPICAL MECH MOUNTING CURB @ ROOF SCALE:3" = V-0" SCALE:3" = V-0" +34'-10" ® T0. MECH SCRI POST C, SCREED PALES BY SCREEP 3" X 2.75" 1-BEAM BY SCREED +21 e TC ELEVATOR HOISTBEAM PEI M 16 SECTION DETAIL MECH SCREEN POST SCALE:3' = V-0" A ELEVATOR PENTHOUSE ROOF DETAIL SCALE:3" = V-0' PREFIN GALV MTL FASCIA +30,101, 2APET TO. COPING @ MTL PANEL _ +30'-8" T.0RA PAPETFRAMING "� _ _ +29'-5" T.0 PARAPETFRAMINN +28'-1" B_O. ELEVATOR HOISTBEAM e _ +2T-0" T.O. STRUCT @ ROOFS REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION A 913119 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Westem Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. lA w z u V) W 3300 REGISTERE ARCHITECT z VVwS a CO EDWARD WEINSTEIN � State of Washington Z) f. to F— V W f-- Reviewed and Approve V Q for Substantial compliance � By BHC Consuitants c q/9/l7 Date < JURISDICTIO14AL APPROVAL STAP, p O CAULK AROUND NEP ETRATIONTHROUGHSHEATHING(PIPEAND STEEL CONNECTOR PLATE PENETRATIONS SIMILAR) A EXTERIOR WALL PENETRATION FLASHING SEQUENCE SCALE:3" = V-0" O INSTALLSAM- TUC TIGHT AROUND PENETRATION. LEAVE RELEASE FILM ON --LOWER PORTION ( APPLY FLUID -APPLIED ED FLASHING AT LEAST 3" ONTO WRB AND 3" ONTO PENETRATION EXT CLADDING PER WALL TYP: BRICK & METAL PANEL: BACKER ROD AND ANT TO FILL ANNULAR SPACE AT 2) @ FIBER CEMENT RAINSCREEN: NO SEALANT; DO NOT FILL ANNULAR SPACE WRB, TYP STRIP SAM ALLAROUND OPENING PENETRATION W/GASKETED COVER PLATE - PROVIDE EXTENSION RINGS AS REQ'D TO GET TO FACE OF CLADDING SOLID BLOCKING AS REQD FLIED FLASHING J") EXTERIOR WALL PENETRATION FLASHING SEQUENCE SCALE: 11/2"= P-0" UPPER FIELD WRB OVER TOP OF LOWER FIELD WRB & FLASHING LOWER FIELD WRB BEHIND METAL FLASHING A. ISOMETRII 3 TYP LAP FLASHING COMBINATION ROOF DRAIN & OVERFLOW W/ STRAINER BASKET & 4" EXTENSION COLLAR, DOUBLE TOP -SET DECK PLATE & UNDER -DECK CLAMP COLLAR AT SIM OVERFLOW DRAINS CONT. BEAD OF WATERBLOCK, PER MFR EXTEND ROOFING MEMBRANE UNDER DRAIN SEALAND SECURE PER ROOFING MFR'S INSTRUCTIONS AIR/VAPOR BARRIER TO LAP OVER CONTINUOUS BLOCKING AT ROOF DRAIN SL CLOSED CELL URETHANE FOAM INSULAROUND DRAIN BODY INSULATE PIPE & DRAIN BODY O PROVIDE BLOCKING G AS REQ'D TO SUPPORT DEVICE IN WALL TWO CONT. BEADS OF SEALANT 6 LAN @ HORIZ. LAP JOINT STEP 1. INSTALL LOWER FIELD WRB BEHIND METAL I FLASHING, EXTENDING AT MTL FLASHING I LEAST 4" ABOVE TOP OF W/HEMMED i - METALFLASHING DRIP EDGE SET LAP IN STEP 2. INSTAL METAL SEALANT FLASHING SPLICE FLASHING II STEP 3. INSTALL UPPER EVERY 10' O.C. I FIELD WRB, LAPPING MAX Ito OVERTOP OF LOWER I i FIELD WRB AND OVER FLASHING TOP OF METAL FLASHING C. SECTION NOTE: SIM. AT MASONRY BUT USE THREE-WAY KEYED SS FLASHING CLOSED -CELL URETHANE FOAM INSUL BLOCKING RECEIVED CITY OF W'' ILA AUG 02 2019 TYP LAP @ FLASHING PERMIT CENTERT"") '000l"'i 9025�s Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERS AR'CAHTIT,ECCT yV vW EDWARD WEINSTEIN State of Washington CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title OPENING DETAILS Sheet A461 Q z LU LU 14 TOP STAIR CONNECTION DETAIL SCALE:3" = 1'-0" X 3/16" PERIMETER FRAME X 3116" PTD STL BAR TYP OF FINISH FLOOR STLSUPPORT @ 2, 3" OC LGLIARDRAILBOTTOM 2"Xt/16" 16 GUARDRAIL DETAIL SCALE:3' = V-0" Z9 H 6 STAIR 1 SECTION SCALE:1/2" = V-0" STAIR LANDING DETAIL SCALE: 3" = 114" CORR g 16 A507 Y 15 1 I FS- o�i or U I 2 STAIR 1 PLAN - LEVEL 2 SCALE:1/2" = 1'-0" I 11" 2.9 1 4� - - 11/2"x314"HA RAIL i 6 0 A501 �, 3 I TACK WELD BENT PLAFTER POSITIONING IS FIXED 2X WOOD TREAD 11" W/ EASED EDGES TREAD NOTE: STAIR TREADS TO BE OF NON-SKID MATERIAL, TYP.� A GA BENT STL RISE, PTD, TYP 12 GA BENT STL, PT STL CHANNEL STRINGER 1(2" COUNTER SUNK SCREWS, TYP. PROVIDE FLOTTED HOLES AT BENT PLATE TO ALLOW FOR WD MOVEMENT STAIR SUPPORTANGLE BEY WELDED TO F.0 STRINGER a a a a 2 ° a a A-), STAIR CONNECTION TO CONCRETE SLAB 14 SCALE:3" = P-0" — — — 1 i I i 1 I I i 1 I I I I I I I 1 1 i STOR 1 L - T- --T----T --'F----T i I 1 1 63 I i I i i 1 I � I I I I I i � I I i \ i I 1 I I 1 I 1 I 1 1 �- --- - - -- ----i- i I I I E 'In" L� 1 SLAN - LEVEL 1 ITAIR 1 P SCALE:1(2" = P-0" I�OP RADIUS TYP K WELD BENT PLATE ER POSITIONING IS FIXED TO STRINGER A 9/3/19 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT EDWARD WEIN State of Washington IMPLIANCE Reviewed and Approve < MED for Substantial CcLrnplia Cep 242019 By BHA gonsultants .� �tl�Ff Tukwila [Date 9l9/,q Q I DIVISION / �/ JURISDICTIONAL AFPROVALSTAMIP I R. q STAIR 2 TOP STAIR CONNECTION DETAIL 1 SCALE:3" = 1'-0" A 11 STAIR 2 SECTION SCALE:1/2" = 1'-0" 9 STAIR 2 LANDING DETAIL SCALE:3" = 1'-0" 2 STAIR 2 PLAN - LEVEL 2 SCALE:112" = 1'-0" STAIR 2 PLAN -LEVEL 1 1)1 SCALE:112" = P-0" 0 0 a 4 4 Q Q n � : A STAIR 2 CONNECTION TO CONCRETE SLAB SCALE:3" = 1'-0" e 1.26' HANDRAIL 4 "v 1 02 3.1 +0" !I' - jj�M--rl -Lwl-1.25 HAND L f Tukwilaco G DIVISIt� /I o2s`3 A 9/3119 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects 8 Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 WeinsteinA+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300FARCHITECT STERED yVVW EDWARD WEINSTEIN State of Washington eviewed and approved r Substantial Compliance y BH �rConsultants wr Q% ate �%19 JURISDICTIONAL APPP.OVALSTANT Issue Phase 2 Construction Permit Date 812119 Sheet Title STAIR 2 Sheet A502 1/2" MTL END PLATE WELDED TO STRINGER, TYP @ STRINGER ENDS PAINTED SHT MET CLOSURE TRIM BETWEEN STRINGERS, PTD TO MATCH STRINGER "PTD MET CLOSURE 1 @ WALL C12X20.7 STRINGER, PTD 19 STAIR 1 LANDING 1 SECTION DETAIL STAIR 1 SCALE: 11/2"= V-0" I I 1" PAINTED SHT MET CLOSURE TRIM @ W L COLOR TO MATCH ADJ TL. NOTCH AT STL B AM I 14 STAIR 1 BOTTOM -3 518" tD WIDTH QE GUARDRAIL VELD TO C CHANNEL \ND GRIND SMOOTH TED SHT MET CLOSURE LL - COLOR TO MATCH TCH AT STL BEAM MET RAIL CT DRAIL ) PLATE TWEEN NO WALL ) PLATE rYP @ NDS nECEIVED CITY OF'I'13KWILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No, 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com @ 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. LU w Z V LU 3300 REGISTERED ARCCHIITTEtCCT�, w ^ z EDWARD WEINSTEIN State of Washington h V w ~ �� CODE COMPLIANCE Q APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION 11 STAIR 1 SECTION DETAIL LEVEL 2 SCALE,.1 1t2"= 1'-0" z5,3 I RAIL SUPPORT PER STIR Ito ELEVATOR WALL SECTION LEVEL 2 GL 2.9 SCALE:3" = V-0" ATING �04 COLUMN 1 q ELEVATOR PLAN - LEVEL 1 1 SCALE:112" = V-0" RAIL SUPPORT COLUMN PERSTRUCTBEY j � I � i 9 WEST ELEVATOR WALL SECTIONIA LEVEL 2 SCALE:3" = V-0" W8X28 STRUC TaI ELEVATOR PENTHI 18"x18"xt MECH.000 6 ELEVATOR SECTION E-W SCALE:1/2" = 1'-0" A EAST ELEVATOR WALL SECTION LEVEL 2 SCALE:3" = P-0" ERM STRUCT, ALIGN IF SHAFTLINER 3ELOW Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 02019 Weinstein MU - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. ne rY LLJ V LA 3300 REGISTERED ARIC+H-ITE.C-T w vV Z Q EDWARD EINSTEIN M State of Washington F l.1 w H v REVIE - CODE COMPLIANCE Q APPROVED SEP 24 2019 D City of Tukwila BUILDING DIVISION T-8 3/8" 3'-8 3/8" --: ALIGN, I YF WALL MTD-LIGHT FIXT EQ T EQ-� MTL TRIM TYP- FIRE ALARM MIRROR HORN & STROBE I iu PTO GWB- - -- - - - --------- - OBE HOOK 104 ALIGN W1 RECESSED PAPER TOP OF TILE TOWEL DISPENSER &- N WALL-MTD :71 C STATION WASTE RECEPTACLE E: - - -- J - _ o 04� HANGING- ------ --- ----------- S-- - ----- - - - - - - - - - ----- F- FD Z=- ADA WC - ------ - F 104 LSOAP DISPENSER EAST SOUTH WEST NORTH 01 ADA WC 104 ENLARGED PLAN - ADA WC 104 (FIRST FLOOR PUBLIC RESTROOM) I SCALE: 3/8" = 1*4' SCALE: 318" = V-0" .4— ,(to 5 RECESSED PAPER EQ EQ ED EQ HAND SHOWER W/ 30"SHOWER BAR. PTO G WALL-MTD LIGHT —TOWEL DISPENSER & PROVIDE SPACE FOR TOP OF SLIDE WB7 FIXTURE-� WASTE RECEPTACLE BAR ABV SHOWER ENCLOSURE, TYP FIBERGLASS SHOWER MTL TRIM AT TILE ENCLOSURE FIRE ALARM EDGE, TYP STROBE -- ------------------- WALL-MTD SOAP ---- - -- ----- - - - - - - DISPENSER SHOWER ROBE HOOK TYP SOAP DISPSENSER CURTAIN ROD mPROVIDE BILK - ROBE HOOK- - SOLID SURFACE 120 - ------ CTOP W/ 6" SPLASH FOLD UP SEAT - - - - - - - - - -ADJ PLAM SHELF TO BE PROVIDED - BY SHOWER MFRr. NI 30"CLR MI- REMOVABLE BASE CAB TO 10BEHOOK ��LOW FOR KNEE & TOE EAST WHEN DOORS OPF ALE ALLY SIBLE SOUTH SOUTH WEST NORTH NORTH SURFACES AFTER BASE CAB IS REMOVED TO BE FINISHED. ADA BATH 119 SCAIF'118" = 1'.(V' 10 5 EQ EQ ED EQ 6-0` 1, PTD GWB7 A722 A722 RECESSED PAPER TOWEL FIBERGLASS SHOWER DISPENSER & WASTE RECEPTACLE [-- F FIBERGLASS ENCLOSURE SHOWER MIRROR Ell X T-O" MTLTRIMAT ENCLOSURE WALL-MTD LIGHT FIXT FIRE ALARM FT 1 -1 STROBE TILE EDGE, TYP 4---�-- 4-7t� --------- WALL-MT1) SOAP ROBE HOOK, -CTR ON DR ROBE HOOK, TYP DISPENSER PROVIDE BILK - —7T- SHOWER t CURTAIN ROD i SOLID SUFACE CTOP FOLD DOWN SEAT TO BE C 119 PROV 4 W/ 6" BACKSPLASH IDED BY SHOWER MANU r7 VV D rq�it - FD PLAM ADJ SHELF r STANDARD ROLL -IN TYP SHOWER PER 2009: ICC/ c'nBAR,;' TO BE PROVIDED PI 2.2;1- ECE MOLDED FIBERGLASS ANSI 608. FOF FOF F8F -T-0-1/4-- r ppp EQ EQ .. . ........ . EAST PLAMCAB SOUTH WEST NORTH W/RB BATH 120 (BATH 118 SIM) ®r Tukwila Fire Station 52 tl� Rev ale ssue t rill oil 15447 65th Ave S SCALE: 3/8" I'l Tukwila, WA 11111 FID 5 Fl) Fl) FID BATHADA) J 119 ----- --- - - -------- BATH -BATH 10 -4 S, F121] A722 Ell EQ EQ EQ EQ RECESSED PAPER TOWEL MIRROR X ROBE HOOK DISPENSERIWASTE RECEPTACLE To GWB -FIBERGLASS SHOWER ENCLOSURE WALL-MTD LIGHT FIXT F--P 6 �11 ---------- FIBERGLASS N N N SHOWER FIRE ALARM E 48" 48"O Project No. 17012 ENCLOSURE STROBE -9 W QA6-11 E A611 E ROBE HOOK S ----------- 11: Weinstein A+U S SOAP DISPENSER it 2200 Western Ave CURTAIN ROD PROVIDE BILK, TYP Architects & Urban Designers SHOWER SOLID SUFACE CTOP --- i - -- , I 121 W/ 6" BACKSPLASH 118 I '19 120 Seattle, WA 98121 wi 206 443 8606 2064431218 I I I www.weinsteinau.com PLAM ADJ SHELF- - — - — - — - — - — - — - — - — - N C @ 2019 Weinstein A+U -These documents have been 1prepared specifically for the above named projecproject.11 L1ID11 4 _ They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. Ln 2'-9 Ile 2'-91/8" \-,,M CAB W/RB ENLARGED PLAN - FIRST FLOOR CREW RESTROOMS z EAST SOUTH WEST NORTH SCALE: 3/8" = V-0" U Ln ui 3300 REGISTERED ARCHITECT 0 B z BATH 121 < ------- CLGM SHOWER CURTAIN TRAIkUA�90A-Sl ca SCALE: 3/8" V-0" 128 EDWARD WEl STEIN State oWashington 129 SOAP DISPENSER EQ EQ WALL MTD LIGHT FIXT -------- ALIGN W/TILE TLTRIM, TYP UJ HAND SHOWER W/ 30" F` SHOWER BAR, PROVIDE SPACE ---- -------- -- ------ FOR TOP OF SLIDE BAR ABV PTD GWB 11 Fl) REVIEWED I -OR I SHOWER ENCLOSURE, TYP -ALERTING STROBE W A611 E W CODE COMPLIANCE APPROVED D MIRROR --SEP 24 2019 V-6" W X T-1)" H T ------------- WC-------- + 129 City of Tukwila RECEWED K�VILA CITY OF TU, UJI 0 Construction Permit Issue Phase 2 AUG 02 2019 -TOI LET PA PERDIS PENS ER Date 812/19 V) PERMIT CENTER EAST SOUTH WEST NORTH FOF- z Sheet TitleINTERIOR ELEVATIONS RESTROOMS LU WC 129 ENLARGED PLAN -FIRST FLOOR WET RESTROOM I I Sheet SCALE:3/8" V-0' eet A A611 101 ! ! ! ! ! —CARD READER / / / / / / / / 102 L—DOORBUZZER EAST SOUTH WEST NORTH 0 VESTIBULE 101 SCALE:3/8" = V-0" li 102 / / / / CANTILEVERED WOOD SLAB BENCH. EAST COORD BLOCKING IN WALL �� STAIR 1 V SCALE:3/8" = P-0" FIRE ALARM & STI SOUTH APPLIED VINYL LISTOM GRAPHIC DESIGN TBD EAST SOUTH HWVP FIXED PANEL, TYP--- LOCKABLE GLASS DOORS W/ (2)ADJ_ GLASS SHELVES & DISPLAY LIGHTING LOCKABLE HWVP CABINET _ W/ (2) ADJ SHELVES E WB (LEVERED WOOD BENCH, COORD KING IN WALL 6 A722 T-101/8" _ 3EQUAL PANELS FIXED PANEL, TYP —o 0- - - - - - - - - - - _ \ 102B / / WEST -FLUSH DOOR W/ CONCEALED HARDWARE L—ELEVATOR DOOR PTO GWB NORTH GWB IANNEL STRINGER GWB nEC:EIVEn CITY OF T UMVILA AUG 02 2019 PERMIT CENTER �iq azs.3 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 02019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300FARCHITECT TERED ' vVVW EDWARD WEINSTEIN State of Weshington CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION .. sal. Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title INTERIOR ELEVATIONS Sheet A1 in tY W Z u LU w 0 Z Q m t/7 U w -17 U cle I I� L WE `$ HVAC HANGIN RUBBER FIRE ALARM HORN CL F—& STROBE ALERTING RED LIGHT ADJUSTABLE WALL- / T PTO GWB MTD READING LIGHT / TACKABLE SURFACE OPEN CUBBY W/ ARDWDVENEER BUILT-IN HARDWOOD PLYWD BACK HARDWOOD VENEER PLYWOO / 113 VENEER PLYWOOD DESK &HEADBOARD ---- ----- ----- — � DESK W(PLAM TOP i-- - l \ 1 WVP N \ PTO GW T \ ® I ED FRAME \ v RB ------ ---- — — — — ...... ...... ......... .—.- 16 ROLLER SHADE TYP @ ALL BU F010 ZE MTL F FCIC EAST SOUTH "U WEST NORTH 10 TYP BUNK RM SCALE:3/S" = 1'-0" OTECTION PANEL oa RUBBER BASE SST SHELF W/ MOP HOOKS STACKABLE STROBE PLAM SHELF PLAM COUNTER 1 W14"SPLASH \ 117 o / / t--MOP SINK FIN END PANEL-1 WALL MTD FOLD SINK DOWN IRON BOARD CHANGEI SOUTH CHANGE NORTH EAST IN PLANE IN PLANE WEST 9 LAUND/I117 SCALE:3/8" = 1'-0" o = r—� Y 2AME EAST CEILING FAN SWITC 1'-10 3/4" 8'-0" L 81-01, CHANGE IN PLANE WEST Ile 6 PHYSICAL TRAINING RM 124 SCALE:3/8" = V-0" V, F010 ,CKING MIRROR )ROVIDE BLKG PTD EXPOSED_ BEAM,TYP M HARDWD VENEER - PLAM CASEWORK SHELF W/HOOKS --y-' IE BLK ALUM NAMETAG HOLDER RECESSED DOOR PULL & LOCK COORD LOCKS W/ FOOD LOCKERS 4X16VENT f====,___ '___ PULLOUT BOOT DRAWER IF i PLAM CASEWORK. —SEE SOUTH LOCKER 16X72 MIRROR FOR TYP NOTES 16X24TACKBOARD MTD TO INSIDE FACE OF DOOR X16 VENT SOUTH NORTH TYP LOCKER DOOR INT 5 TYP LOCKER ALCOVE SCALE:3/8" = T-0" SEE MECH DRAWINGS v P' I I I i w - - ------------ 125E m 12!4B 1' 0" 1'-0. 1'-0" 1'-0° \ y/ TY FIREALARM HORN ELEC OUTLET FOR STEREO tiY6l111ltil a, a 1 rcvnc I,UINI l CU I U —M I RMU J T J I CNI tiY6l111ltil a, a 1 rcvnc I,UINI l CU I U —M I RMU J T J I CNI CHANGE IN PLANE D EXPOSED BEAM, TYP JLLE PER MECH IITE BOARD TX4' tOKS, PROVIDE BLK BAR W,F- VED CITY OF i U', 1WILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein AiU - These documents have been prepared apecifrally for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300FARCHITECT TERED EDWARD WEINSTEIN State of Washington U24 OR NCE D 19laION Issue Phase 2 Construction Permit Date 8/2/19 Sheet TitleINTERIOR ELEVATIONS Sheet O'k ALIGN I T-6" I I OPl MTO COOR0QR BEY i i 117 o FIRE ALARM EAST 5 COORRIDOR 116 SCALE:3i8" = 1'-0" SOUTH 4 COORRIDOR 107 EAST CORRIDOR 122 SOUTH 11 STAIR 2 SCALE:3/8" = V-0" NUM h J 1 KV[SC WEST OPEN TO LOCKER ALC9�jEBEY OPEN TO LOCKER ALC6iE\BEY I I I I I I OPEN TO LOCKER OPEN TO LOCKER OPEN TO LOCKER OPEN TO LOCKER i' 1 8 ALCiJt BEY ALC(}SE\BEY ALEBEY Al- ¢1 BEY \ I \ I \ I \I \I \I 124 ` , 123 i' 107 RUBBER BASE --_-- / \ \ WEST APPLIED VINYL CUSTOM GRAPHIC, DESIGN TBD NORTH WEST NORTH EAST 2 AIRLOCK 130 SCALE:3/8" = 1'-0" EAST AIRLOCK 126 SCALE, 3/8" = 1' FIRE HORN & BASE EPDXY i i i i i 130A SOUTH SOUTH OPEN TO LOCKER ALCClE BEY GRILLE PER MECH CENTER ON DOOR, TYP� SST HAN SINK B, SOAP SST HAN SINK B/ SOAP RECESSED PAPER TOWEL WEST RECESSED PAPER TOWEL WEST OPEN TO LOCKER At-cp jE BEY OPtN TO COORIRR BEY OPEN TO STAIRWELL BEY 31B W/ 'PRAY )EHOOK 'T SHELF BIB W/ \ SPRAY IDE HOOK 146B ;ST SHELF i i i i i i NORTH AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein AaU -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT EDWARD WEINSTEIN State of Washington CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title INTERIOR ELEVATIONS Sheet 6 14 V) K z V1 LU Z Q m + ut U U w H S U Q I 3 APP BAY 133 FIRE ALARM HORP WISTROBE FIREALARM PULL STATI RUBBER B/ —ELEC UNIT HEATER NEI MAI I I 7 A704 F r —. ---------- v — I I I \ � I TO CbPEiING OPEN 127E OPEN TQ`bEY ) 4 01 ALCAVLBEY TgBFY a I SE i - 6 i 6'-6" WALL-MTD PTD MARINE -GRADE PLY D EILING FAN SWITCH BLANK J-BOX POWER SOUTH R DATA Fr R Fl ITI IRF .... 111— rrvo FIRE At PNI_L STATIO OVHD DR CONTROLLER ELEC MAP. PROVIDE BACKING 1 APP BAY 133 JCC C3U I IV HOSE BIBS LEVER MOUNTED :CTIONAL LED ,F SE ERMAN iNARAIL RE ALARM HORN 'STROBE nECEIVED CITY OF'16'&%V!LA AUG 02 2019 PERMIT CENTER Ji9-o zs� Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named Project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARjC�HIITE T EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title INTERIOR ELEVATIONS APP BAY Sheet 1 Ln W w z u Ln Lu z Q CO f In Lu U F U 104 al cC LJJ UJ PTD STL COL TYP 3 APP BAY 133 SCALE:3/8" = T-0" PTO PTO STL COt dL 1 3C 13 B 13 A EAST WEST \--STLBOLLARD, TYP NEDERMAN MAGNARAIL PT GWB PT STL 4 FOLD DR ITECEIVEn CITY OF 1'i5i�1r'VILA AUG 02 2019 1 APP BAY 133 SCALE = 1'-0° PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com ©2019 Weinstein A+U- These documents have been prepared specifical y for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300FREGISTE1,1EInTE yVVW EDWARD WEINSTEIN State of Washington CODE COMPLIANCE • APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION �.. sf....1 P Issue Phase 2 Construction Permit Date 8/2/19 Sheet TitleINTERIOR ELEVATIONS APP BAY Sheet 16 Q LLI F- Ln LLJ EAST SOUTH STROBE RECESSED PA TOWEL DISPENSE WASTE RECEPTA iT EPDXY \ \ eILOSE BIBB _L OPEN, OAPP By EY 'W8 MTD ADJ SHELVING WEST 6" \ \ 134 I / NORTH FAUCET FOR USE KNEE VAL GOOSENECK 12"D SST SHELF B'-10" LONG HT EPDXY EYE WASH __. SST INTEGRAL SINK: 30" X ! 21 1/2" X 10" DEEP I - I EQ EQ PROVIDE KNEE CONTROL 610" L SST DRAINED COUNTER & INTEGRAL EAST CHANGE EAST SOUTH WEST NORTH IN PLANE @SINK FAUCET ACKSLASH DD SLOPED DBY BRACKETB &11" PERIMETERLIP SUPPORTE PROVIDED BY MFR DECON 134 EAST 7 SCBA 137 SCALE.31F = V-0" PTO EXPOSED BEAM,TYP "WALLCONTROL" MTLPEGBOARD MULTI -OUTLET RACEWAY, SEE ELECT 25" D SS CTOP W/ 6" v 6-734' 1, ""—FIN PANEL 4 EQUAL EAST —"LAM CABS, W/RB SHOP 138 srai G• v/n" = FREESTANDING SST L UTILITY SINK PER MECH i YYGJ 1 ALERTING SOUTH GWB NORTH 4'XT N E WEST FLAM CAB, ZACEWAY, V/ 6" I nECEWEt""f CITY OF TU;GWILA AUG 02 2019 PERMIT CENTER ft-(:7252 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com @ 2019 WeinsteinA+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. In C4 w Z V to 3300 REGISTERED ARICHITTTE�C(TI w z m t" EDWAFID WEINSTEIN State of Washington + to U V w mmvi v CODE COMPLIANCE APPROVED Q SEP 24 2019 City of Tukwila + BUILDING DIVISION Q n J PLAM COUNTER W13" PLAM BACK FLASH EAST STORAGE 131 J SCALE. 3/8 = 1-0 EAST �� GEAR WASH 128 J SCALE.3/8 1 0 12" D SHELF ON ----- - --- ---- =- } WEST SOUTH —"'I, CLEAN 132 SCALE: 30 = T-0" RACEWAY, SEE ELECT CAB W/ADJ SHELVES GWB IELF EAST SOUTH EXPOSED SHELF 0 0 0 SOUTH WEST CHANGE IN PLANE WEST Tfjlftlij NORTH 61194 2- nECEIVEn CITY OF 1•iil:WILA AUG 02 2019 PERMIT CENTER �92 - Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein MU -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT �Vz Jj �/- EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 of Tukwila Issue Phase 2 Construction Permit Date 8/2/19 Sheet TitleINTERIOR ELEVATIONS Sheet 1 8 In K z U to w r) Z Q m K N F V w F- V 0 D Q U.1 ILA LU Wi FIRI EAST WALL-MTD LIGHT FIXT HORN MIRROR 1'-6" X T-0", ALIGN WI TOP OF TILE ?APER " 'ENSERI - EPTACLE 15 BATH 223 SCALE:3/8" = V-0" EAST CPT OFFICE 221 SCALE:318" = 1'-0" CEN EAST TO GREAT ROOM CHANGE IN PLANE WEST & 0STATION OFFICE 222 SCALE:3/8" = 1'-0" SHADE —I ! I — -i - i_ SOUTH PTD SOUTH WEST GWB PTO BRACE WEST E02 il EQ2 .7V V 1 n I tAAU I NLt I IdU ENLARGED PLAN - BATH 223 (2ND FLR STATION RESTROOM) u SCALE:3/8" = 1'-0" InECEIVED CITY OF -(ibMYILA AUG 02 2019 PERMIT CENTER 'a /q- 0.2 -5-3 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and padicipatlon of the Architect. 3300 REGISTERED ARCHITECT EDWARD WEINSTEIN State of Washington APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title INTERIOR ELEVATIONS Sheet 1 IC, n 1 SST RANGE HOOD JRFACE R a BASE EAST SOUTH KITCHEN ISLAND 224 SCALE:3/8" = V-0" PTO GWB VINYL DECAL MATTE BLACK FONT: ARIAL, 3" TALL 32 INDIVIDUAL LOCKABLE FOOD GS ABS W/ALUM NAME TAGS 4 PLAM SHIFT LOCKERS SOLID SURFACE PROVIDE DED WATERLINE 12' W X 20.25°H X 18"D, FW/ADJ SHELVES (—BACKSPLASH FOR COFFEE MAKER (F010) 11'-10 5/8" 5 EQUAL PANELS W/ 114" REVEAL N END PANEL HARDWOOD VENEER PLYWOOD FIN PANEL BASE oRUBBER BASE ROLLER SHADE T 71/8" T-7118" ii -- — ---------------- _ ------ _ = \\ 231 B FEC, CTR ON WALL 8'-0" T-81/8" 8 EQUAL CABS 4 EQUAL CABS 30" CLR LAM DRAWERS EN DOORS 0 N LIBBER BASE EAST REMOVABLE BASE CAB TO ALLOW FOR KNEE & TOE CLEARANCE. ALL VISIBLE SST UNDERMOUNT BAR SINK W/ REMOVABLE BASE CAB SURFACES AFTER BASE CAB IS REMOVED TO BE FINISHED. FIXED PLAM —ROLLER SHADE PANEL i1 OPEN CUBBY, PLAM SURROUND 13'-0 518" 8 EQUAL PANELS PLAM UPPERS ROLLER SHADE ADJ SHELVES PTD STL COLUMN \ \ I WEST _FIRE ALARM HORN & STROBE, SEE ELEC —CLOCK, SEE ELEC SOLID SURFACE COUNTERTOP W1 SOLID SURFACE BACKSPLASH PTO GW HWVP COUNTER W/ EX PLYWOOD EDGE & PLAM TO 1'•10" 1'-10" HWVP FIN END PANEL RUBBER BASE l►L�]� PROVIDE BLOCKING SIZE TBD I i I i I I I I � 1 l \ \ \ \ \ \ / / V C / L —II—iF -- — — - SOUTH 9'-0 5/8" 4'-0" T 4 518" WVP END PANEL 6 EQUAL PANELS OPEN SHELVING 2 EQUAL PANELS BUILT IN HARD WD VENEER PLYWD (2) ADJ HWVP SHELVES W/ FIN_ _ L,AAtVVUKK VW tL) AUJ Z>Ntl-Vto IJAUK & UVKU UKVMMt I J UPPER PLAM CABS W1 (2) ADJ SHELVES 14'S112" 9EQUALPANELS FIXED PLAM PANEL REVEAL IN PLA ----- -- -- - --= `v NORTH 3'-2112" CLR REQ'D ______ _____ 1 FIN END PANELS _ __________-____________ 'I ---(3j REF 9-7518" CLR REQ'D OPEN1013EY )LEER SHADE -D STL COL :RTICAL CORD CHASE IN WALL, TYP OF (2) )ORD OPENINGS WITH TV MOUNTING REQ'S VITY DECORA BRUSH PASSTHROUGH (OR SIM) SERTS TOP AND BOTTOM 4'-W 3'-0" 8'-0 34' 21•0" It T-011 nECEIVED FIXED END PANEL 2 EQUAL CABS 2 EQUAL CAB 5 EQUAL DRAWERS CLR CITY OF l U1�1VIL A WEST UNDER COUNTER LIGHT SWITG [-GARBAGE DISPOSAL BUILT IN MICROWAVE AUG 02 2019 REMOVABLE LOWER PLAM CAB W/ (4) ADJ SHELVES FOR FUTURE REF. PERMIT CENTER GREAT RM 224 1 SCALE:3/8" = V-0" Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 ARCHITECT REGISTERED EDWARD WEINSTEIN State of Washington APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet TitleINTERIOR ELEVATIONS Sheet 6 I F I T— FIRE ALARM STROBE— PTD GWB EAST BATH 207 SCALE: 3/8" 1'4' MIRROR 4-2" X 3-0" WALL MTD LIGHT FI)CF TYP FIRE S ---------- SOLID SURFACE CTOP W/6'BACKSPLASH WALL-MTD SOAP DISPENSER PLAM BASE CAB WIRB 207 SOUTH )WEL iECEPTACLI WEST 'T WALL M MIRROR 1�6` CLR REMOVABLE BASE CAB TO S EAST 'WHEN �DOOROPE \_ALLOW FOR KNEE & TOE SOUTH WEST NORTH CLEARANCE. ALL VISIBLE SURFACES AFTER BASE CAB IS WC 208 REMOVED TO BE FINISHED, SCALE: 3/8" = V-0" CENTER HVAC UNIT ROLLER BASE EAST SOUTH WEST HVAC CENTEI ON DOOI ROLLER SHAD RUBBER LOCKABLE PLAM CABS W/ADJ SHELVES EAST 5 EQUAL CABS 2 EQUAL CABS -------------- 7 OPEN 6 BEY o J BUILT-IN MICROWAVE W/__j CUSTOM PLAM SURROUND SOUTH GWB SOLID SURFACE C0UNTERT01 W1 FULL HT BACKSPLASI WEST 6 EQUAL CABS GARBAGE DISPOSAL- 2 EQUAL CABS 9 M 6'-2 3/4" 30'CLR 2'-0" --REF 9 EAST SOUTH WEST REMOVABLE BASE CAB TO ALLOW FOR KNEE& TOE NORTH _CLEARANCE. ALL VISIBLE SURFACES AFTER BASE CAB IS REMOVED TO BE FINISHED. LUNCH 206 SCALE: 3/8" = V-0" W W 20 �FD N W��E S 207 ul 0 FD - ---------------- WC (ADA) 208 -'N W 9 E 625. S 208 ---- -----------— — ---------- ---- — — — — — — — — — — — A ENLARGED PLAN - SECOND FLOOR RESTROOMS SCALE: 3/8' = V-W WALLCLOCK spr F1 Fr`.Tl 203 NORTH STROBE. FIRE ALARM STROBE. -SEE ELEC. EAST T-3" ---HWVP FIN END PANEL =—RUBBERBASE SURFACE DRAWER_: -d—PLAM CAB TYP OF 3 = R NTAINER— TYP OF 3 —RUBBER BASE WEST 4� 1 LUNCH ROOM ISLAND 206 —0cu 1 / SCALE, 3/8" = 1%n" IF DOWN SEAT TO BE IDED BY SHOWER MFR 1 WVP FIN END PANEL - UBBER BASE nECFIVED SOUTH CITY OF ii`Ul%VILA AUG 02 2019 V-1 11.011, 1 PERMIT CENTER 4 1 WVP FIN END PANEL BASE NORTH Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+Ul Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com @2019Weinstein A+U -These documents have been prepared specifically forthe above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. REGISTERED , ,T.�T V-1 3300 #RCHITECT SD-A.�E�.s�Wg REVIEWED FOR CODE COMPLIANCE CIMPL APPROVED SEP 24 2019 City of Tukwila [REVIEWED F' CODE COMPLIA APPIROVEIJ SEP 24 201� City of Tukwila w k Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title INTERIOR ELEVATIONS ALTERNATES Sheet A A625.A rill ni STL BF I ■ EAST SOUTH 'HIEF 201 SMl P 318" = V-0" .CESS HATCH P PLAM G JTLET RACEWAY SK W16" PLAM ASH BASE EAST SOUTH NORTH HAM 213 f SCALE: I = 1'-0° BACKUP ECOITRAINING 210 SC,AI_E 318" = 1'-0" ram WA CTR CHANGE IN PLANE EAST ROLLER WEST BASE NORTH FIRE ALARM HORN & STROBE. SEE ELEC. WALL MTD TV, FOIO 8'-2114" PROVIDE BLOCKING PLAM UPPER & LOWER 6 EQUAL CABS EO EO CABS W/ADJSHELVES SOLID SURFACE CTOP AND FULL HEIGHT BACKSPLASH PLUMBED COFFEE MAKER,FOIO PLAM DRAWERS-- PLAM CABS- 2 2 \ ! 21 \ I -0" SST UNDERMOUNT SINK SOUTH CHANGE IN PLANE REMOVABLE BASE CAB TO ALLOW FOR KNEE & TOE CLEARANCE. ALL VISIBLE SURFACES AFTER BASE CAB IS REMOVED TO BE FINISHED. ROLLER SHADE ALIGN WALL MTD TV, FOR) F—PROVIDE BLOCKING �— WNITEBOARD 10'X4' I FIRE I SHADE NORTH SHADE Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 11012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 2019 Weinstein MU -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED A ,j HIITEC�T EDWARD WEINSTEIN State of Washington SEP24A 7 M An FBI FIRE ALARM HORN &. WEST STROBE. SEE ELEC. 7 ADMINISUPPORT 2Q2 WALLCLOCK PARTIAL HTN SEE ELECTRICAL /-W/ COUNTER OPt brTO BEY VOLUME CONTROL FOR ALERTING SPEAKER DR 0 FIRE ALARM HORN & WD COUNTER TOP PTO GWB STROBE. SEE ELEC. I LOPEN OFFICE BEY SEE 6/A625.A FOR LUNCH ROOM INT - 203 204 205 ELEVATIONS i i f i I SOUTH RB FEC 6 ADMIN/SUPPORT COUNTER AND CORR 217 SCALE:3/8" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION A 9019 Phase 2 Permit Corrections #1 IRev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and paNcipatlon ofthe Architect. 3300 REGISTERED ARCHITECT EDWARD WEINSTEIN State of Washington SU6Stantlai Comp C' "Onsuitahts JURISDICTIONAL APPROVALSTAI41" Issue Phase 2 Construction Permit Date 8/2/19 Sheet TitleINTERIOR ELEVATIONS ALTERNATES Sheet 67n nit t_ PARTITION SYMBOL GENERAL NOTES 21/2" 5/8" (1 HR) 21/2" STUDS, GWB 1 SIDE ONLY INTERIOR VERTICAL ASSEMBLIES 5/8"" I ` I INTERIOR PARTITION - 6" STUDS 8" 15/8" (1 HR) INTERIOR PARTITION - 8" STUDS 5/8" (1 HR4 /2" 51W (1 HR) INTERIOR PARTITION - 21/2" STUDS An 6" STUD 518" TYPE GWB W /PAINT (2) LAYERS AT ACOUSTIC WALL BATT WHERE SHOWN LLY ON PLANS STEEL STUD PER STRUCT QA FIRE RATED ASSEMBLY (SEE 3/A710): 2-HOUR: UL419 STC RATING (SEE 3tA710): 54: RAGTL11=176 ICS, NOT FIRE RATING 'TYPE'X' GWB W /PAINT LAYER AT 1 HOUR WALL iTIC BATT WHERE SHOWN ICALLY ON PLANS STUD PER STRUCT VAPOR BARRIER WHERE SHOWN ON PLAN Q FIRE RATED ASSEMBLY (SEE1IA710): 1-HOUR: UL U419 STC RATING (SEE UA710): 49: SA-870717 " TYPE'X' GWB W /PAINT LAYER AT 1 HOUR WALL —C-H STUD 24" OC 1. TYPE'X GYP SHAFT LINER BOARD STEELJ-RUNNER JOINTS FINISHED 18" TYPE'X' GWB W /PAINT FIRE RATED ASSEMBLY (SEE 18IA710): 1-HOUR: AER-09038 DD RATED STAIR SOFFIT ASSEMBLY 414' NON RATED 3 5/8" STUDS (--;GYP) 3 518" 5/8" 3 5/8" STUDS, GWB 1 SIDE ONLY 101, 10" STUDS, GWB 1 SIDE ONLY W /PAINT VHERE SHOWN PLANS STRUCT NHERE SHOWN ON PLAN 10" STUDS (-;GYP) "TYPE'X' GWB W /PAINT LAYER AT 1 HOUR WALL WB W /PAINT Fr WHERE SHOWN ON PLANS PARTITION OR FURRING TYPE REFERS TO TYPICAL DETAIL SEE PARTITION & FURRING TYPE 1 i A 2 3 B HEIGHT L BLANK = TO STRUCT ABOVE 0 = HEIGHT AS INDICATED 1 = STUDS AND GWB 1 SIDE TO STRUCT 2 = STUDS TO STRUCT, GWB STOPS 6" ABV CEILING BOTH SIDES 3 = STUDS AND GWB TO 6" ABV CEILING 4 = STUDS AND GWB TO BOT OF CEILING PARTITIONS ARE TO STRUCTURE ABOVE U.N.O. PARTITIONS ARE NO FIRE RATING U.N.O. PARTITIONS ARE TYPE A- 0 U.N.O. PARTITION KEYNOTES SEE KEY TO PARTITION SYMBOL A. GYP SHEAR WALL PANEL: SURE - BOARD PER STRUCT. B. ABUSE -RESISTANT GWB ON ALL WALLS IN PT ROOM & APPARATUS BAY C. AT TILE LOCATIONS PROVIDE TYPE W GWB BACKER BOARD AT DRY LOCATIONS, OR CEMENTITIOUS BACKERBOARD AT WET LOCATIONS. AT RATED WALLS IN WET LOCATIONS, PROVIDE CONTINUOUS TYPE X GWB BEHIND BACKER BOARD D. ACHIEVE CONTAIR BARRIER USING AIRTIGHT DRYWALL APPROACH (REFER TO BSC INFORMATION SHEET 401) ON SIDE OF WALL CLOSEST TO APP BAY. SEAL EDGES OF DRYWALL TO SOLID FRAMING ELEMENTS &AROUNDANY PENETRATIONS TO DRYWALL. 5/84 ' /8 5/8" /8" 5 5 HOUR RATING BLANK = NO RATING 1=1HOUR 2=2HOUR 3=3HOUR 4=4HOUR ON KEYNOTES NOTED E. ACOUSTIC BATT AS SHOWN ON PLANS F. PROVIDE (1) LAYER 518" TYPE W MOISTURE RESISTANT GWB ON BATHROOM SIDE, (2) LAYERS 5/8" TYPE'X GWB ON OPPOSITE SIDE G. EPDXY FINISH WHERE SCHEDULED. AT EPDXY PROVIDE CEMENTITIOUS BACKER UNIT (CBU) SUBSTRATE IN LIEU OF GWB. AT RATED WALLS, PROVIDE CBU OVER GWB. TRANSITION TO GWB ABV EPDXY, TYP. I I ACOUSTIC PARTITION - 3 5/8" STUDS 'ER STRUCT =R WHERE SHOWN ON PLAN ACOUSTIC BATT WHERE SHOWN GRAPHICALLY ON PLANS221 STEEL STUD PER STRUCT STEEL SHAFT WALL STUD PER STRUCT ACOUSTIC BATT VAPOR BARRIER WHERE SHOWN ON PLAN 1'TYPE'X' GYP SHAFT LINER BOARD 5/8' (1 HR) ( 2112". 4". 6" FIRE RATED ASSEMBLY (SEE 61A710 & 8IA710): QA FlRE RATED ASSEMBLY (SEE 16/A710): (F)1-HOUR: UL415 (E)1-HOUR: UL415 1-HOUR: UL U419 n 6" SHAFTWALL STUDS DA ST HOUR: UL415 STC RATING: STC RATING (SEE 8/A710): 47: SA-831001 � (E) 39: USG-040901(F) 39: USG-040901 I ` 14" SHAFTWALL STUDS I 12112" SHAFTWALL STUDS WHERE SHOWN ON PLAN "TYPE'X' GWB W /PAINT LAYERS ATACOUSTIC WALL TIC BATT WHERE SHOWN ICALLY ON PLANS STUD PER STRUCT Q=IRERABLY (SEE 3/A710):A710) TICS, NOT FIRE RATING STUD 5/8 TYPE'X' GWB W /PAINT (1) LAYER AT 1 HOUR WALL ACOUSTIC BATT WHERE SHOWN GRAPHICALLY ON PLANS STEEL STUD PER STRUCT VAPOR BARRIER WHERE SHOWN ON PLAN �1�`.1 �/ �`•`'� Qq FIRE RATED ASSEMBLY(SEE 1/A710): 5/8" (1 HR) 6" 5l8" (1 HR) 1-HOUR: UL U419 STC RATING (SEE 1/A710): (� 4: 6077 B 1 TYP. INTERIOR PARTITION - 6" STUDS 5/8"(1HR)[ 35/8" 1 15/8"(1HR) 1 TYP. INTERIOR PARTITION .3 5/8" STUDS 'TYPE'X' GWB W /PAINT LAYER AT 1 HOUR WALL !TIC BATT WHERE SHOWN 11CALLY ON PLANS STUD PER STRUCT BARRIER WHERE SHOWN ON PLAN FTRY RAfft' A�§991BL`T ( �9 f9ftiEf D FOR A R 1-HOUR: UL U419 CODE CO PLIAN( STC RATING (SEE 1IA71i AppR VED 49: SA-870717 SEP 24 2019 1. SEE G001 FOR GENERAL NOTES AND ABBREVIATIONS 2. SEE G202 BUILDING CODE DIAGRAMS FOR REO'D FIRE RATINGS 3. GWB IS5/8"TYPEXU.N.O. 4. CEMENTITIOUS BACKER IS 5/8" UL- LABELED 5. STUD SIZES ARE PER PARTITION TYPES 6. OPENINGS AND PERIMETERSAT RATED PARTITIONS WILL BE SEALED WITH APPROVED FIRESTOP ASSEMBLIES FOR SAME HOUR RATING AS THE PARTITION 7. WHERE ENDS OF PARTITION ABUT OTHER CONSTRUCTION PROVIDE RELIEF JOINT 8. ACOUSTIC BATT INSUL PER SPECIFICATIONS. MIN.THICKENESS 3112" (R-11), FRICTION FIT BETWEEN STUDS, TYP Q 10. PELL N RAT1. MOS Q 12. EE1 IA702 OR TYP IC L PENETRATION DETAILS IN RATED WALLS A 913119 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com © 2019 Weinstein A-U - These documents have been prepared speacally for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERE ARCHITECT 9ED-7RDEINSTEIN Stshington viewed and Approved ' SUbstantiai COmplianC SHC�Oynsuitants to -? ff f JURISDICTIONAL APPROVALSTABPP Issue Phase 2 Construction Permit Date 8/2/19 Sheet TitleINTERIOR ASSEMBLIES Sheet ■ n 0 M i FILL ALL PENETRATIONS W/ FILL ALL PENET APPROVED FIRE CAULK TO APPROVED FIR MAINTAIN FIRE RATING OF ----'-,MAINTAIN FIRE WALLASSEMBLY WALI SAFING INSULATIO SAFING TYP DETAIL @ THRU PENETRATION OF FIRE RATED PARTITION (PER USG GYPSUM CONSTRUCTION MANUAL PAGE 345) UINTERIOR WALL PENETRATION DETAILS SCALE:3" = V-0" TYP DETAIL @ MEMBRANE PENETRATION OF FIRE RATED PARTITION (PER USG GYPSUM CONSTRUCTION MANUAL PAGE 345) It TYP TYP SUSPENDED ACOUSTICAL CEILING PANEL ACP-1 t J SCALE:3" = V-0" 12 FRAMED GWB CEILING SCALE:3' = V-0" 11 ACOUSTIC SEISMIC BRACING _ SCALE:3' = V-0" *SEISMIC WALL MOLDING SCALE:3" = 1'-0" p ACOUSTIC SEISMIC BRACING 6 HEAD OF NON -RATED PART'N AT METAL DECK NO F.P. SCALE:1 10 1'-0" 5 CONTROL JOINT AT NON -RATED PARTITION 3 TYPICAL PARTITION CONSTRUCTION r� HEAD OF RATED PARTITION AT METAL DECK L SCALE:1112"= 1'-0" 1 CONTROL JOINT AT RATED PARTITION019 SCALE:3' = V-0" REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION A 9/3/19 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com ©2019 wonsteh A+O -These documents have been prepared specifically for the above named project. They are riot suitable for use on other projects or in other locations without the approval and particpation of the Architect. 3300 REGISTERED ARCHITECT EDWARD WEINSTEIN State of Washington BJHC r1sultarits' �WCI JURISDICTIONAL APPROVAL STAIMP Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title INTERIOR DETAILS Sheet 702 n 1 SST PLATE W/HEMMED EDGES AND N 6 BRUSHED FINISH, SECURE WITH FLUSH TAMPER RESISTANT REMOVABLE SCREWS EQUALLY SPACED HORZ & VERT 1" BENT MTL CLIP JAMB & HEAD SECURED TO FLANGE - TYP W6X25 PTO & GALVANIZED I N DASHED LINE INDICATES DOOR -------------------- 1 IN FULL OPEN POSITION 3l4" GALV BOLTS, NUTS, & WASHERS TYP j ------------ EQ L EQ A703 i i �'--- ------- APP BAY BOLLARD -PLAN SCALE:3" = V-0" ° a a LJ a a a° 4 DAPP BAY BOLLARD ELEVATION SCALE:3" = V-0" 1/2" STL CAP PL WELD AND GRIND ° a ° _..I. ° Q � a a ° a A APP BAY BOLLARD SECTION SCALE:3" 1'�0" u a 4 a EIVED CITY 9F TUKWILA a AUG, 02 2019 PERMIT CENTER i9- Qzs3 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. to ce w Z V UJ EGISTERED 3300�ARCHITECT w � ''''__11_ YV� lJ1 z Q EDWARD WEINSTEIN 03 � State of Washington :D -I- In H V w H I CODE COMPLIANCE APPROVED Q SEP 24 2019 + City of Tukwila Q BUILDING DIVISION n J RUBBER a 1 RUBBER TILE FLR TO CONC FLR TRANSITION SCALE: 3" = V-0" 1 a GYP TO BEAM TRANSITION SCALE: 3" = 1'-0" SEALANT AND 1 EPDXY WALL TO CONC FLOOR TRANSITION SCALE: 3" = V-0" J F DOOR BEY FLR TRANSITION EAM REVEAL JOINT COMPOUND POLISHED CONC SAWCUT TERMINATION EPDXY COATING PER MFR REOM'T r <7 ° 15 EPDXY COATINGICONC TRANSITION SCALE: 3" = 1'-0" a a � 14 EPDXY FLOORIWALL TRANSITION SCALE: 3' = 1'-0" RECESSED WALKOUT MAT. FLUSH OUT W/FIN FLR �:9iR t. NB1 d 4 13 FLOOR GRILLE TO CONCRETE FLOOR TRANSITION SCALE: 3" = 1'-0" WALL GALVANIZED "ADA GRATING" 11-W-4 3 ON PERIMETER ANGLE FRAME CAST INTO CONC ER WALL BASE WP COATING @ BOTTOM OF RECESS =w v aOf wZ oa Q d a . #'1 GRATE TO CONC FLOOR TRANSITION A�j SCALE: 3" = 1'-0" 3ASE AND IS COVE ID 1G ON FLOOR i I FACE OF WALL FINISH � —WHERE OCCURS i i i i —POLISHED CONIC FLR d1 LINEAR VENEER PANELS TO GYP TRANSITION S V SCALE: 3" = V-0" ; �EAR VENEER PANELS TO ACP-2 TRANSITION SCALE: 3" = V-0" 1/2" METAL DECK 7/8" FURRING CHANNEL %p-'� SURFACE APPLIED ACOUSTIC PANEL 0 SCALE: 3' = 1'-0" ACOUSTIC PANEL LTD REVEAL CHANNEL SCREED \_LAP EPDXY SYSTEM OVER o BOTTOM EDGE OF REGLET z 0 EPDXY SYSTEM J W 7 EPDXY TO GYP TRANSITION j SCALE: 3" = V-0" IC PANEL CEILING TILE (-r1 ACP-1 TO GWB TRANSITION SCALE: 3" = V-0" CEILING PANEL �)— ACP-2 TO GWB TRANSITION SCALE: 3" = V-0" nECEIVED CITY OFF' iSKWILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300ViCHITECT GISTERED EDWARD WEINSTEIN State of Washington CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title INTERIOR DETAILS Sheet Ln w Z V LA UJI Q CO 'I - in 1-- ce V w F 2 V it J 1 n USG40 USG CEILINGS WALLS FLOORS, TILE&SHOWERS ROOFING BUILDING ENVELOPE INDUSTRIAL PERFORMANCE &APPLICATIONS CEILINGS WALLS FLOORS, TILE&SHOWERS ROOFING BUILDING ENVELOPE INDUSTRIAL PERFORMANCE APPLICATIONS SYSTEM SELECTOR CEILINGS SUSTAINABILITY DOWNLOAD DETAILS SYSTEM SELECTOR CEILINGS SUSTAINABILITY DOWNLOADDETAILS 24 in _ 241n [61a mmj [a10 mmj 24 in 24 in [610 mm] 1610 mmj Nm ��Mum MWO UL U415 System A UL U419 or GA WP 1561 or MEA 81-98-M Shaft Wall -Steel Stud (Non -load -bearing) Steel Stud (Non -load -bearing) Fire Rating 7 hour - - ----.- .. --- ------ ------ -- --- ------------------ ------------------- --- -- — ------ --- Fire Rating 2hour STC 39 _ STC 54 Sound Test USG-040901 y �--�---------- . -- ---------------------- Sound Test RAL-TLtl-176 System Thickness 4-5/8" -----------------'---- -- --T--- System Thickness 6-1/8" AssembIY Options Assembly_Q fm2.5 Gypsum Board - 5/8 in. thick gypsum board applied horizontally or vertically Gypsum Board - Two layers of 5/8 in. thick gypsum board applied horizontally or vertically 1 Non-Loadbearing Acoustical Performance Reference USG Sheetrock@ Brand Mold Tough(& Panels Frecode@ X - 5/8" (hype SCX) USG Sheetrock@ Brand UltraLlght Panels Firecode@ X - 5/8" (l I,Uype =. , ' r t ' ` ` ` ' • • USG Sheetrock@ Brand EcoSmart Panels Maid ToughO Firecode@ X - 5/8" (QL.ypg Um, USG Sheetrock@ Brand EcoSmart Panels Mold Tough@ Firecode@ X - 5/8" (IJUY. UUX) USG Sheetrock@ Brand EcoSmart Panels Firecode@ X- 5/8" (UU, Ty eP ULIX}. USG Sheetrock@ Brand EcoSmart Panels Firecode@ X- 5/8" (ULSXpg ULIX) - corridor ceiling, and Stair soffit AER-09038 0-1 USG Sheetrock@ Brand Firecode@ X Panels -5/8" (t�Typp SfX) • 1" SHEETROCK brand gypsum liner panels Steel Studs - 4 in. USG C-H studs, 25 ga. spaced 24 in. OC Steel Studs - 3-5/8 in. deep, 25 ga. spaced max. 24 in. OC 7—i":�54:.�':"�j f:;:=T;:�'ri1, af4+ias • 5/8" SHEEIROCK FIRECODE C Core gypsum 3" Batts and Blankets - Min. 3-1/2 in. thick fiberglass insulation panels �.,,,._,,.-,,,,,,,_,�,,, :,,,,, : „ _,,,. ,,,,,,,7 Gypsum Board -1 in. thick by nom. 2 ft. wide gypsum liner panels friction fit • USG steel C-H stud spanning horizontally USG Sheetrock@ Brand Mold Tough@ psum LFnerPanels-1" (I1�ypgSLX) Gypsum Board - Two layers of 5/8 in. thick gypsum board applied horizontally or vertically i 24" o.C. USG Sheetrock@ Brand Glass -Mat Liner Panels Mold Tough@ �'( ilY a SLX) USG Sheetrock@ Brand UltraLlght Panels Firecode@ X - 5i 8 (I�,j'ype = • USG steel J runner USG Sheetrock@ Brand Gypsum Liner Panels -1" (UL jyue SLX) USG Sheetrock@ Brand EcoSmart Panels Mold Tough(& Firecode@ X - 5/8" (t1L Type ULIX) -joints finished USG SheetrockOBrand EcoSmart PaneisFirecode@X-5/8"(WYR9 HUX) Remarks • Stud size is minimum unless otherwise stated in design. Remarks • For the most up-to-date information refer to the UL Fire resistance directory U415Gr • Stud size is minimum unless otherwise stated in design. • UL Type ULIX- requires the use of insulation for single -layer, steel -framed UL fire -rated assemblies. For the most up-to-date information refer to the UL Fire resistance directory U419 G� - • UL Type ULIX- requires the use of insulation for single -layer, steel -framed UL fire -rated assemblies. FIRE PERFORMANCE CRITERIA FOR DD INTERIOR SOFFIT 1 °i' USIG40 CEILINGS WALLS FLOORS, TILE&SHOWERS ROOFING BUILDING ENVELOPE INDUSTRIAL PERFORMANCE &APPLICATIONS SYSTEM SELECTOR CEILINGS SUSTAINABILITY DOWNLOADDETAILS 24 in 24 in Ilk [610 mm] [610 mm] c E v E e7 m UL U419 or MEA 81-98-M Interior Partitions -Steel Stud (Non -load -bearing) Fire Rating 1 hour STC 47 -—_------------ --------- ---- — —--------- -- - - — - --- - --- — - Sound Test SA-831001 L ------- ------ ---. _----.......__.-- System Thickness 3-3/4" AmemblyOptigm Gypsum Board - 5/8 in. thick gypsum board applied horizontally • USG Sheetrock@ Brand Mold Tough@ Panels Rrecode@ X - 5/8" (UlType SCX) • USG Sheetrock@ Brand EcoSmart Panels Mold Tougjr@ Rrecode0 X - 5/8" (U1 Tyne ULIX) • USG Sheetrock@ Brand EcoSmart Panels Firecode@ X - 5/8" (i LType ULIX) • USG Sheetrock@ Brand Firecode@ X Panels - 5/8" (ILL Typo 5 XC ) Steel Studs - 2-1/2 in. deep, 25 ga. spaced 24 in. OC Batts and Blankets - Min. 1-1/2 in. thick mineral wool insulation Gypsum Board - 5/8 in. thick gypsum board applied horizontally • USG Sheetrock@ Brand Mold Tough@ Panels Rrecode@ X - 5/8" (UL_[ype SCX) • USG Sheetrock@ Brand EcoSmart Panels Mold Tough@ Rrecode0 X - 5/8" (ULSypsLSlLIL9. • USG Sheetrock@ Brand EcoSmart Panels Firecode@ X - 5/8" (Ui jyp U=. • USG Sheetrock@ Brand Firecode@ X Panels - 5/8" (Wy.pe SCX) Stud size is minimum unless otherwise stated in design. For the most up-to-date information refer to the UL Fire resistance directory U419 Q, - UL Type ULIX- requires the use of insulation for single -layer, steel -framed UL fire -rated assemblies 9 FIRE AND ACOUSTIC PERFORMANCE CRITERIA FOR E AND F INTERIOR PARTITIONS USG40 CEILINGS WALLS FLOORS, TILE&SHOWERS ROOFING & BUILDING ENVELOP E INDUSTRIAL PERFORMANCE &APPLICATIONS SYSTEM SELECTOR CEILINGS SUSTAINABILITY DOWNLOAD DETAILS za 1" In � [610 m7 Is 24 UL U415 System A Shaft Wall -Steel Stud (Non -load -bearing) Fire Rating 1 hour - System Thickness 3-1/8" AssemblyOptfons Gypsum Board - 5/8 in. thick gypsum board applied horizontally or vertically • USG SheetrockOBrand GypsumPanels ARFirecodeOX-5/8"(ULTypgAR), • USG Sheetrock@ Brand EcoSmart Panels Mold Toy trh0 Firecode@ X - 5/8" (tUlJYP_9 ULIX) • USG Durock- Brand Glass -Mat Tile Backerboard - 5/8" (iS, LTyoe SGX) • USG F14erock0 Brand Aall Tgggh- AR Interior Panels - 5/8" (UL1'yoe FRX-G) + USG Sheetrock@ Brand Glass -Mat Panels Mold Tough@ VHI Firecode@ X - 5/8" (UWyRe AR) • USG Fiberock@ Brand AR Interior Panels -5/8" (ULSypgfRX_G) • USG Sheetrock@ Brand Mold Tough@ AR Firecode@ X Panels - 5/8" (UI Type AR) • USG Sheetrock@ Brand Gypsum Base Imperial@ Firecode@ C -5/8" (US.Tyl iP-X2) • USG Sheetrock@ Brand Firecode@ C Panels - 5/8" (UL TWe Q, • USG Sheetrock@ Brand Gypsum Base Impedal@ Firecode@ X - 5/8" (1J•vae IP-Xi) • USG Sheetrock@ Brand Mold Touch@ Firecode@ C Panels - 5/8" tULSY.pg&). • USG Sheetrock@ BrandMold Tough@ Panels Firecode@ X - 5/8" UIJYne ), • USG Sheetrock@ Brand Mold Touch@ VHI Firecode@ XPanels - 5/8" (ULSypg08) • USG SheetrockO Brand Firecode@ X Panels - 5/8" (IJ_ TyR SS$) • USG Sheetrock@ Brand Glass -Mat Panels Mold Tough@ - 5/8" !UI Type SGX) • USG Sheetrock@ Brand Glass -Mat Panels Mold Tough@ AR Firecode@ X - 5/8" (UL_fypgQl?) • USG Sheetrock@ Brand EcoSmart Panels Firecode@ X - 5/8" (UL-Typgy ) • USG Sheetrock@ Brand UltraLght Panels Firecode@ X - 5/8" (My.i ULX) Steel Studs- Min. 2-1/2 in. USG C-H studs, 25 ga. spaced 24 in. OC Gypsum Board -1 in. thick by nom. 2 ft. wide gypsum liner panels friction fit • USG Sheetrock@ Brand Mold Tougj)@ Gvnsum Liner Panels -1" (U1 Type SLX) • USG She=csl @,Brand Glass -Mat Liner Panels Moid Tough@ - t" [ULTyii • USG Sheetrock(& Brand Gypsum Liner Panels -1" (Type SLX) Stud size is minimum unless otherwise stated in design. For the most up-to-date information refer to the UL Fire resistance directory 1.141512' UL Type ULIXThI requires the use of insulation for single -layer, steel -framed UL fire -rated assemblies \ FIRE AND ACOUSTIC PERFORMANCE CRITERIA FOR J INTERIOR PARTITIONS FIRE PERFORMANCE CRITERIA FOR D INTERIOR PARTITIONS ,7 FIRE AND ACOUSTIC PERFORMANCE CRITERIA FOR C AND L INTERIOR PARTITIONS J USG • CEILINGS WALLS FLOORS, TILE&SHOWERS ROOFING& BUILDING ENVELOPE INDUSTRIAL PERFORMANCE & APPLICATIONS SYSTEM SELECTOR CEILINGS SUSTAINABILITY DOWNLOAD DETAILS 24 in 24 in [610 mm] [610 mm] E ~ N v� UL U419 or MEA 81-98-M Interior Partitions -Steel Stud (Non -load -bearing) Fire Rating 1 hour STC 49 Sound Test SA-870717 1, System Thickness 4-7/8" AssemblyOptions Gypsum Board - 5/8 in. thick gypsum board applied horizontally or vertically • USG Sheetrock@ Brand Mold Tough@ Panels Firecode@ X - 5/8" {yJJy-pe 5M, • USG Sheetrock@ Brand EcoSmart Panels Mold Too gh(&Firecode@ X -5/8" (UL Tyoe ULIXl • USG Sheetrock@ Brand EcoSmart Panels Firecode@ X - 5/8" (l�ypg ULIX) • USG Sheetrock@ Brand Firecode@ X Panels - 5/8" (UL Tyue SCX,, Steel Studs - 3-5/8 in. deep, 25 ga. spaced 24 in. OC Batts and Blankets - Min. 3 in. thick mineral wool insulation Gypsum Board - 5/8 in. thick gypsum board applied horizontally or vertically • USG Sheetrock@ Brand Mold Tough0 Panels Firecode@ X - 5/8" (ULiyagi.=) • USG SheetrockO Brand EcoSmart Panels Mold Tout gh@ Firecode@ X - 5/8" (WYRedrill) • USG Sheetrock@ Brand EcoSmart Panels Firecode@ X - 5/8" (Uj Type ULIX) • USG Sheetrock@ Brand Firecode@ X Panels - 5/8"(UL jyoe SCX) Remarks • Stud size is minimum unless otherwise stated in design. • For the most up-to-date information refer to the UL Fire resistance directory U419 - • UL Type ULIX- requires the use of insulation for single -layer, steel -framed UL fire -rated assemblies. 1 ) FIRE AND ACOUSTIC PERFORMANCE CRITERIA FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION 0 A 9/3119 Phase 2 Permit Corrections #1 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA98121 206 443 8606 206 4431218 wvvw.weinsteinau.com ©2019 WemsteinA+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT EDWARD W EIN State of Washington to W Z v_ to W 0 Z Q m tY -I" to t-- Lu V F- V Reviewed and Approve � for Substantla.l Compllpnce By ShpCTonsultants Date 1 /R'f5 < JURISDICTIONAL APPROVALSTM.IP Issue Phase 2 Construction]INFO i JJ Date (f i SheetTitleINTERIORASSEM - RATINGUJ Sheet 20 END PANEL VENEER PLAN DETAIL SCALE:3" = 1'-0" PLAN DIM �1 TYP PERPENDICUAL SCRIBE - PLAN I SCALE:3" = V-0" _SCRIBE END L PANEL TO WALL ADJUSTABLE FOOT P - BELOW,TYP PANEL VENEER ON EXPOSED SURFACES CABINET DOOR I DRAWER FRONT WALL SCRIBE - FACE FLUSH WITH BOX, FINISH TO MATCH CABINET/DRAWER FRONTS FINISHED WALL WALL SCRIBE - FACE FLUSH WITH BOX, FINISH TO MATCH CABINET/DRAWER FRONTS PLAN DIM ALIGN WALLAND CABINET DOORI DRAWER FRONT �,,0 TYP PARALLEL SCRIBE - PLAN 0 SCALE:3" = V-0" aftJT PLAM INNER FACE PLAM OUTER FACE ` SOLID SURFACE EDGE BANDING `v -- -- --� DESKTOP_/ EDGEABV PLAN 15 END PANEL DETAILS SCALE:3" = V-D" 4'4" VIF TO FIT TO WALL T-8" ------------------ --- A721 SCRIBE TOP & FRONT PROVIDE (1) 3" D GROMMET @ EACH BUNK ROOM DESK. LOCATE IN FIELD WI ARCH APPROVAL. 1 PLAN OF BUNKROOM CASEWORK SCALE:3/4" = 1'-0" 16 SECT THRU BUNKROOM CASEWORK SCALE:3/4" = 1'-0" PANEL TO WALL —HWVP BACK OF CUBBY —HWVP CUBBY TOP TO FIN FLOOR 0" _TO.000NTERl40" SOLID SURFACE EDGE BANDING HEIGHT ADJUSTABLE LEVELING FOOT (SUGATSUNE MKRLS-32)� 10. FIN FLOOR 0" SECTION 01 SST COUNTER (a) DECON - SECTION SCALE: 3" = 1'-0" I SECTION THROUGH LOCKER AL SCALE:314" = 1'-0" HWVP TOP 1/2" HWVP PANEL �3/4" HWVP PANEL _[---BUNK ROOM BED 11 SECT THRU CUBBY BEHIND BUNK RM BED SCALE:314" = V-0" TO. SLOPING COUNTS_ _ R _ � _ TOP TYPE 304 #4 FINISH SUPPORT D v SURFACE BACKSPLASH WHERE OCCURS (SEE INT ELEV) BTW COUNTERTOP AND BACKSPLASH 10 QUARTZ COUNTER - SECTION SCALE:3" = V-0" BUNK ROOM PLAM DESK - SECTION SCALE: T' = V-0" %' SHOT SST COUNTER - SECTION ® SCALE:3" = V-0" BACKSPLASH WHERE OCCURS (SEE INT ELEV) y PLAM COUNTER W/SOLID SURFACE EDGING - SECTION SCALE:3" = V-0" ;LR FIN BOOKENDSa 3/4" THCK QUARTZ COUNTERTOP. 1/8" RADIUS @ CORNERS TO. COUNTER. SEE INT ELEV SST HOOKS BOOK SHELF - SECTION 5 TYPICAL SHELF IN BUNKROOM SCALE: 1112"= T-0" TACKABLE BOARD PLYWOOD COUNTER WITH PLAM TOP 10. COUNTER. SEE INT ELE_ V___ ___ . 3W" YWOOD EDGE A TYPICAL CEILING SCRIBE - SECTION If J—SCALE: 3" = 1W' )RT PAINTED TO MATCH WALL 3ST PER SPEC IARINE EDGE (NTS) TO. COUNTER. SEE INT ELEV___�_ RETURN 3VEAL; PAINT BLACK (TYP) PLAM PER SPEC, MITRE CORNERS; SCRIBE EDGES AGAINST WALLS LAP PLAM OVER SOLID EDGE BAND; MAKE FLUSH SOLID 1"THK EDGE BAND; EASE EDGES 1/8" RADIUS, TYP. SECURE W/ADHESIVE & BISCUIT JOINTS. TO. COUNTER. SEE INT ELEV-- ,t CAB WHERE OCCURS E APPLIED TACKABLE BOARD NOTED ON INT ELEV 1/2" HARDWOOD PLYWOOD DUNTER W/ PLAM TOP T0. COUNTER. SEE IN ELEV O` `EXPOSED PLYWOOD EDGE DESK SUPPORT BRACE BEYOND WHERE SHOWN ON ELEVATION, CONFIRM ADEQUATE QUANTITY OF BRACES WITH MANUF TYP PLAM DESK TOP- SECTION V f SCALE:3" = V-0" �q1 TYPICAL CABINET APRON - SECT J SCALE:3" = V-0" BACKSPLASH PER TYPE PEF 2 TYP TOE KICK SECTION SCALE:3" = V-0" 3" 8" U 8" U 8" U 3" BOOK SHELF - ELEVATION :R INT ELEV En K WILA 2019 ENTER 1 TYP CASEWORK DETAIL SCALE:3/4" = 1'-0" 2- `�3 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com © 2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and paNcipation of the Architect. 3300 REGISTERED ARCHITECT EDWARD WEINSTEIN State of Washington REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION LA Issue Phase 2 Construction Permit Date 8/2119 Sheet Title MILLWORK DETAILS Sheet Y AFF oe LU w Z V Ln w d Z Q m W + F- V w E- V ne l n', 19 TYP CAB ABOVE REFRIGERATOR SCALE:3/4" = 1'-0" 1 1/2"APF END AND BACK PANELS QUr REFER TO INT ELE DRAWER/CAB CON 1 TYP KITCHEN CAB SECT WIUPPERS &LOWERS SCALE:314" = 1'-0" F PLAM PLAN WASHE UNDER KSPLASH UNTE 0" FLooR___ PLAM Al REMOVABLE CA ADJ SHELVES TYP REMOVABLE FULL HEIGHT CABINENT SCALE:3/4" = V-0" TACKABLE PANEL (2) ADJ HWVP SHELVES W/ CORD GROMMETS. REFER TO INT ELEVS FOR SHELF/ CAB CONFIG LINE OF CAB BEY HWVP FIN BACK PANEL oi 3 SECT THRU SHLEVES IN DAYROOM SCALE:314" = V-0" QUARTZ COUNTERTOP PLAM SHE! INT ELEVSI cot SECT THRU KITCHEN CAB W/ LOWER CAB ONLY 1 G SCALE:314" = V-0" HARDWOOD' SU TAI HARDWOOD\ COUNTER W/ I 1 C SECT THRU PLAM SHELVES IN LAUNDRY (q SECT THRU LOBBY CASEWORK V SCALE:3/4" = V-0" SCALE:3/4" = 1'-0" 108" TO GO NITER _ 30„ TO FIN FLOOR ,I, 0" VENEER -IT iR + 3s DR_ _ A_0" FACE OF FIN SLNT BTW COUNTERTOP ANDBACKSPLASH QUARTZ COUNTERTOP W/ UNDERMOUNT SINK.118" RADIUS @ CORNERS -QUARTZ BACKSPLASH TO COUNTER L +34" na RESTROOM 113 +3b" @ RES I KOOMS 111 & 115 TO FIN FLOOR 0" ,� ry SECT THRU SINK COUNTER IN TYP RESTROOM SCALE:3/4" = V-0" ALIGN W/ BOTTOM EDGE OF _ ADJACENT FOOD LOCKER QUARTZ CTOP W/ UNDERMOUNT SINK.1/8" RADIUS @ CORNERS PLAM CAB- SECT THRU CAB @ COFFEE BAR 0 SCALE:3/4" = V-0" _ B.C..0SOFFIT 4TZ BACKSPLASH TO COUNTER +34" _TO FIN FLOOR QUARTZ COUNTERTOP 1/8" RADIUS SEE PLAN TO.000NTER +36" PLAM BASE CAB. REFER TO INT ELEVS FOR DRAWER CONFIGURATION %7� SECT THRU ISLAND CAB / SCALE:314" = V-0" HARDWOOD VENEER 1'-2"D GLASS SHELF ALUMINUM BRACKET HARDWOOD VENEER PLYWD PANEL GLASS DOOR LOCIH GLASS DOOR PIVOT HINGE HARDWOOD VENEER PLYWD COUNTER W/ PLAM SURFACE LOCKABLE HWVP BASECAB W1 2 ADJ SHELVES (REFER TO INT ELEVS FOR LOCATIONS OF FIXED HWVP BASE PANELS) 1,�1 SECT THRU LOBBY DISPLAY CASE SCALE:3/4" = V-0" FIN PANEL CEILING +108" B.O. SOFFIT ,L +86" _HARDWOOD VENEER PLYWD SOFFIT _ TO.000NTE T0. FIN FIL00 FACE OF FINISF SLNT BTW COUNTERTOP AND BACKSPLASH QUARTZ COUNTERTOP W/ UNDERMOUNT SINK: 1/8" RADIUS @ CORNERS PLAM BASE CAB Wi DRAWERS I SECT THROUGH CAB IN TYP RESTROOM J SCALE:3/4" = V-0" q SECT THRU TYP LOCKABLE FOOD CABINET MTLPEGBD BRACKETSE SPEED BRA( TO MATCH N v �1 SECT THRU SHELVES IN SCBA SCALE:3/4" = V-0" TO COUNTER +34" 1 RESTROOM 113 +3 @ RESTR OMS 111 & 115 _TO FIN FLOOR _ B.O. SOFFIT ,t, +86" TO COUNTER L36 _ TO FIN FLOOR RECEIVED NTY OF TUI:11r'ILA AUG 02 2019 PERMIT CENTER is q SECT THRU SST COUNTER IN SHOP SCALE:314" = V-0" 0,2 Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com @ 2019 Weinstein A+U -These documents have been prepared spec'tically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED ARCHITECT EDWARD WEINSTEIN State of Washington HF-VIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit I Date 8/2/19 Sheet Title MILLWORK DETAILS Sheet 7 22 w n i ROOM FINISH SCHEDULE ROOM NUMBER ROOM NAME FLOOR FINISH BASE WALL FINISH WAINSCOT WINDOW TREATMENT CEILING NOTESIREMARKS IN S IN SURFACE I FINISH I I I ALTERNATE LEVEL 1 101 VESTIBULE CONC-GMAT R-1 GWB GLZ GWB GLZ/CSWK LWA CLR 102 LOBBY CONC-G R-1 GWB GWBIGLZ GWB GWB/CSWK LWNGWB CLR/PTD 103 SPRINK/MECH CONC-S R-1 GWB GWB GWB GWB EXPSTRUCT PTO 104 ADAWC CONC-G CT-2 GWB GWBWANSCOT GWBWANSCOT GWBWAINSCOT 6'-4"CT GWB PTO 105 ELEC CONC-S R-1 GWBNANSCOT GWBWANSCOT GWBWANSCOT GWBWANSCOT PLYWD-1 EXPSTRUCT PTO 106 UNIFORMS CONC-G R-1 GWB GWB GWB GWB ACT PTO 107 CORRIDOR CONC-G R-1 GWB GWB GWB GWB ACT PTD 108 BUNK CONC-G R-1 GWB GWB/CSWK GWB GWB RS&BLACKOUT GWB PTO 109 BUNK CONC-G R-1 GWB GWB/CSWK GWB GWB RS&BLACKOUT GWB PTO 110 BUNK CONC-G R-1 GWB GWBICSWK GWB GWB RS&BLACKOUT GWB PTO 111 BUNK CONC-G R-1 GWB GWB/CSWK GWB GWB RS&BLACKOUT GWB PTO 112 BUNK CONC-G R-1 GWB GWB GWB/CSWK GWB RS&BLACKOUT GWB PTO 113 BUNK CONC-G R-i GWB GWB GWB/CSWK GWB RS&BLACKOUT GWB PTD 114 BUNK CONC-G R-1 GWB GWB GWBICSWK GWB RS&BLACKOUT GWB PTO 115 BUNK CONC-G R-1 GWB GWB GWBICSWK GWB RS&BLACKOUT GWB PTO 116 CORRIDOR CONC-G R-1 GWB GWB GLZ GWB ACT PTD 117 LAUNDMAN CONC-G R-1 GWB GWBWANSCOT/CSWK GW&WAVNSCOT/CSWK GWB WPPAROUNDMOPSINK ACT PTD 118 BATH CONC-G CT-2 GWBWAINSCOT GWBWANSCOT/CSWK GWB GWBWWAINSCOT 6'-4" CT GWB PTO 119 BATH CONC-G CT-2 GWBWAINSCOT GWBWANSCOTICSWK GWB GWBWAINSCOT 6'-4"CT GWB PTD 120 BATH CONC-G CT-2 GWBWANSCOT GWBWANSCOTWCSWK GWB GWBWAINSCOT 6'-4"CT GWB PTO 121 BATH CONC-G CT-2 GWBWAINSCOT GWBWANSCOTICSWK GWB GWBWANSCOT 6'-4"CT GWB PTD 122 COORIDOR CONC-G R-1 GWB GWB GWB GWB ACT PTD 123 ELEVCONTRL CLOSET CONC-G R-1 GWB GWB GWB GWB EXPSTRUCT PTD 124 PHYSTRAN RUBBER R-1 GWB-AR GWB-ARIGLZ GWB-AR GWB-ARIMIRROR RS EXPSTRUCT/SAAP PTO 125 STOR CONC-G R-1 GWB GWB GWB GWB GWB PTD 126 AIRLOCK CONC-G R-1 EPDXY EPDXY EPDXY EPDXY EPDXYTOCLG GWB PTD 126.1 COORIDOR CONC-G R-2 GWBWAINSCOT GWB/WAINSCOT GWBWANSCOT 8' EPDXY GWB PTO 127 GEAR STOR CONC-G R-1 GWB GWB GWB GWB EXPSTRUCT PTD 128 GEAR WASH GONG-GIGRATE R-1 GWBWANSCOT GWBWANSCOT GWBWWANSCOT GWBWAINSCOT 8' EPDXY EXPSTRUCT PTD 129 WC CONC-G CT-2 GWB GWBWANSCOT GWBWANSCOT GWBWANSCOT 6'-4"CT GWB PTD 130 AIRLOCK CONC-G R-1 EPDXY EPDXY EPDXY EPDXY EPDXYTOCLG GWB PTD 130.1 COORIDOR CONC-G R-2 GWBWANSCOT GWBWWANSCOT GWBWANSCOT GWMAINSCOT 8'EPDXY GWB PTD 131 STORAGE CONC-G R-1 GWBICSWK GWB-CSWK GWB GWB-CSWK GWB PTD 132 CLEAN GRATE EPDXY EPDXY EPDXY EPDXY EPDXY EPDXY TO CLG GWB PTD 133 APP BAY CONC-G R-2 GWBWANSCOT GLZ GWBWANSCOT GLZ 8'EP0XY EXPSTRUCT PTD 134 DECON GRATEIEPDXY EPDXY EPDXY EPDXY EPDXY EPDXY EPDXY TO CLG GWB PTD 135 EMSDRY CONC-G R-1 GWB GWB GWB GWB EXPSTRUCT PTD 136 EMS CONC-G R-1 GWB/SHELMNG GWBISHELVING GWBISHELVING GWBISHELVNG EXPSTRUCT PTD 137 SCBA CONC-G R-2 GWB GWB GWB GWB GWB PTD 138 SHOP CONC-G R-1 GWBICSWK GWB/CSWK GWB GWB EXPSTRUCT PTD STAIR WOOD TREADS GWB GWB GWB GWB PTD ---- ---,7AR2 --- CONC TREADS ----- ----mpg ---- ----------- ----GWB ---- ---- OWg---- ----- ------ -------- ----fig --- -PTD- ------------- LEVEL 2 201 CHIEF CPT-2 R-1 GWB GWBIGLZ GWB GWB RS ACT PTD 202 ADMIN SUPPORT CPT-1 R-1 CUSTOM WOOD SCREEN GWBIGLZ/CSWK GWB/GLZ/CSWK GWB RS LWA/ACT CLRIPTD 203 ASST CHIEF CPT-2 R-1 GWB GWB GWB GWB RS ACT PTD 204 ASSTCHIEF CPT-2 R-1 GWB GWB GWB GWB RS ACT PTD 205 BC CPT-2 R-1 GWB GWB GWB GWB RS ACT PTD 206 LUNCH CONC-G R-1 GWB GWBICSWK GWBIGLZ GWB/CSWK ACT PTD 207 WC CONC-G CT-2 GWBWANSCOT GWBWANSCOT GWB GWBWAINSCOT 6'-4"CT GWB PTD 208 WC CONC-G CT-2 GWBWAINSCOT GWBWAINSCOT GWB GWBWANSCOT 6'-4"CT GWB PTD 209 COMM CONC-S R-1 GWB GWB GWB GWB EXPSTRUCT PTD T209 TEMPBC CONC-G R-1 GWB/CSWK GWB GWBIGLZ GW&CSWK RS ACT PTD 210 BACKUP EOCATRANING CPT-2 R-1 GWBIGLZ GWB GWB/CSWK GWB RS ACT PTD 211 TABLE&CHARSTOR CONC-G R-1 GWB GWB GWB GWB ACT PTD 212 BACKUP EOC STOR CONC-G R-1 GWB GWB GWB GWB ACT PTD 213 HAM CPT-2 R-1 GWB/SHELVING GWB/SHELMNG GWBISHELVING GWB ACT PTD 214 EXPLR CPT-2 R-1 GWBISHELVING GWBISHELVING GWB/SHELVING GWB ACT PTD 215 CONE CPT-2 R-1 GWBIGLZ GWBIGLZ GWBICSWK GWB RS ACT PTD 216 CORR CPT-1 R-1 GWB GWB GWB ACT PTD 217 CORR CPT-1 R-1 GWB GWB ACT PTD 221 CPTOFFICE CONC-G R-1 GWB/GLZ GWB GWB/CSWK GWB/CSWK RS ACT PTD 222 STATION OFFICE CONC-G R-1 GWBIGLZ GWB GWB GWB ACT PTD 223 WC CONC-G CT-2 GWB GWBWANSCOT GWBIWANSCOT GWBWANSCOT 6'-4"CT GWB PTD q ROOM FINISH SCHEDULE ROOM FINISH SCHEDULE KEY ACT ACOUSTIC CEILING TILE AWP ACOUSTIC WALL PANEL BLACKOUT BLACKOUT ROLLER SHADES CBU CEMENTITIOUS BACKER UNITS CONIC-B CONCRETE, BROOM FINISH CONIC-G CONCRETE, DIAMOND GROUND FINISH W/ HARDENER CONC-S CONCRETE, SEALED CPT-1 CARPETTILE CPT-2 CARPETTILE CSWK CUSTOM CASEWORK CT CERAMICTILE EPDXY EPDXY COATING (BACKER TO BE CBU) EXP INSUL EXPOSED INSULATION EXPSTRUCT EXPOSED STRUCTURE GLZ GLAZING GRATE METAL GRATING GWB GYPSUM BOARD, PAINTED Gill GYPSUM BOARD, PAINTED -ABUSE RESISTANT LWA LINEAR WOOD ACOUSTIC MAT FLOORGRILLE = til��i9 iEGFIVEI)ILA PLYWD PLYWOOD -3/4"CDX,FRT,PAINTED ciTvV PTD PAINTED R-1 RUBBER BASE, 4" H AUG 02 2019 R-2 RUBBER BASE, 6" H RS ROLLER WINDOW SHADES RUBBER RECYCLED RUBBER TILE FLOORING PERMIT CENTER SAAP SURFACE APPLIED ACOUSTIC PANEL Rev Date Issue I Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2019 Weinstein AtU -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and partidpation of the Architect. 3300FACHTIVECT RE TIC� ^ V -E EDWARD WEINSTEININ State of Washington CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 8/2119 Sheet Title FINISH SCHEDULE Sheet 91 �-L DOOR SCHEDULE NOTES 1 ABBREVIATIONS: SEE COVER SHEET G001 2 ENERGY CODE COMPLIANCE: HOLLOW METAL DOORS: POLYURETHANE FOAM CORE, U-VALUES AS LISTED IN SCHEDULE. THERMALLY -BROKEN FRAMES REQ'D. MAX INFILTRATION RATE 0.2 CFM/SFAT 1.57 PSF PER NFRC 400 ORAAMAfWDMA/CSA101/IS2/A440 OR 0.3 CFM/SF AT 0.3 PSF, MEASURED PER AAMAANDMAICSA101/1S2/A440 ALUMINUM STOREFRONT DOORS: NFRC CPD LABEL CERTIFICATE REQUIRED DOCUMENTING U-VALUES LISTED IN DOOR SCHEDULE. MAX INFILTRATION RATE NOT TO EXCEED 1.0 CFMISF TESTED AT 1.57 PSF PER NFRC 400 OR AAMAANDMA/CSA101/IS2/A440, OR ASTM E283 PER WSEC C103.6.3, PROJECT CLOSE-OUT DOCUMENTATION IS REQUIRED, INCLUDING APPLICABLE WSEC ENVELOPE COMPLIANCE FORMS AND CALCULATIONS, AND FENESTRATION RATING CERTIFICATES 3 DOORS WITHIN WINDOW SYSTEMS, REFER TO WINDOW SCHEDULES. 4 PROVIDE PERIMETER GASKETAIR SEALS. 5 VERIFYALL ROUGH OPENINGSAND WALL THICKNESSES. 6 PROVIDE DOOR STOPS WHERE REQ'D TO PROTECT DOOR ORADJ SURFACES. CONFIRM LOCATIONS WITH ARCHITECT. REFER TO 08 7100 DOOR HARDWARE, W W W W W 6" 5'5" S. 5" 5" 5" (V x x x x x z z A B C D E PE DOORSCH 0 0 PER DOORSCHED U W 0 W M of 0 0 w a O 0 w o_ 1 2 1A THERMAL BREAK 2A THERMAL BREAK FRAME DOOR SCHEDULE NOTES FRAME ANCHOR LOCATIONS 3 3A THERMAL BREAK AT FRAMES WIDER THAN 4'-O" PROVIDE A FRAME ANCHOR AT CENTER AND 2'-6" OC MAX FRAME ANCHOR ABOVE AND BELOW TOP HINGE, ABOVE LOWER AND MIDDLE HINGE, ,AND SAME LOCATIONS AT OPPOSITE JAMB. AT FRAMES OVER 96" HIGH PROVIDE ADDITIONAL JAMB ANCHORS AT 24" MAX OC. ADJUSTABLE FLOOR ANCHOR TYP. EXCEPT AT CONCRETE OR MASONRY WALLS, PROVIDE AN ADDITIONAL FRAME AHCNOR AT BOTTOM OF JAMB IN PLACE OF FLOOR ANCHOR GLASS TYPES 1 SINGLE PANE 2 SINGLE PANE FIRE -RATED 3 INSULATING GLASS ALL GLASS WITHIN 18" OF FLOOR, ALL GLASS IN DOORS, AND ALL GLASS WITHIN T-T OF A DOOR IN ANY POSITION SHALL BE LABELED SAFETY GLASS, WHERE FIRE -RATED GLASS IS REQUIRED, LOCATIONS REQUIRING SAFETY GLASS SHALL BE LABELED FOR BOTH FIRE AND SAFETY F GLAZED SECTIONAL OVERHEAD IJ G GLAZED SECTIONAL BI-FOLD "FINISHED OPENING (EXPOSED TO VIEW) 5 HARDWARE MOUNTING HEIGHTS (2) 30MIL. MIN. STUDS, FULL HT TO DEFLECTION TRACK AT STRUCTUREABOVE, TYPAT EA. JAMB FRAME DIM EXTENDS 1/2" MIN FLOOR ANCHOR 2„ OPENING DIM FRAME TYP INSTALLED ON TOP OF PARTN FLOOR TRACK. 5/8 DOOR N i I STUD SIZE AND NUMBER it N LAYERS OF GWB VARY, via w NCOORDINATE FRAME W/w -� z p w PART'N THICKNESS ¢ v 4 --- __; > _ > 0~ U N 3" e-� FRAME ANCHORS WELD TO FRAME, MIN (2) #10 SCREW EAANCHOR { @ JAMB TYP U.N.O. TYP H.M. FRAME AT GWB WALL SCALE: 3" = 1'-0" A. DOOR JAMB OPENING DIM 5/8"t DOOR � TYP H.M. FRAME PROFILES___ SCALE:3" 1'-0-0" 'E ELEVATIONS FOR DIMS OF CYLINDER PANEL & CL OF PUSH/ PULL )LE OR EXIT DEVICE ]ERE SCHEDULED OPENING B. FIXED MULLION 0•' JAMBS DOOR FRAME FIRE RATE U GLASS HDWR REMARKS MARK TYPE Pair W H T MATL FIN TYPE MATL FIN Head Jamb Sill LEVEL I 101 D T-S" 9'-0" 0'-2 1/4" AL PTO 2A AL PTO 0.52 OR, DOORBELL 102 D T-8" 9'-0" 0'-2 1/4" AL PTO 2A AL PTO 0.00 OR, DOORBELL W/ VIDEO 102E A T-O" T-0" 0'-1 314" WD CLR 1 HM PTO 0.00 FLUSH DR W/ CONCEALED HARDWARE 103 A T-O" T-0" U-1314" HM PTO 1 HM PTO 0.00 104 A T-O" T-O" 0'-13/4" WD CLR 1 HM PTD 0.00 105 A T-4 3/8" T-3" 0'-1 3/4" HM PTD 1A HM PTD 0.37 KEYLOCK 106 IA IX 6-0" 7'.0" 0'.13/4" WD CLR 1 HM PTD OLO 107 A T-O" T-O" 0'-13/4" WD CLR 1 HM PTD 0.00 KEYPAD 108 A T-O" T-0" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 109 A 3'.0" T-0" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 110 A 3'.0" T-O" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 111 A T-O" T-O" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 112 A T-O" T-O" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 113 A T-O" T-O" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 114 A 3'-0" T-O" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 115 A 3'-0" T-O" 0'-1 3/4" WD CLR 1 HM PTD 45 MIN 0.00 116 D 3'-0" T-O" 0'-13/4" HM PTD 2A HM PTD 0.00 OR 117 C T-0" T-O" 0'-13/4" WD CLR 1 HM PTD 0.00 118 A T-0" T-O" 0'-13/4" WD CLR 1 HM PTD 0.00 119 A T-0" 7'-0" 0'-13/4" WD CLR 1 HM PTD 0.00 120 A 3'-0" T-O" 0'-13/4" WD CLR 1 HM PTD 0.00 121 A 314" T-0" O'-13/4" WD CLR 1 HM PTD 0.00 123 A 3'-6" T-0" 0'-13/4" WD CLR 1 HM PTD 0.00 124A C T-O" T-0" 0'-13/4" WD CLR 1 HM PTD 0.00 124E A T.O" 7'.0" 0'-13/4" WD CLR 1 HM PTD 0.00 OR 125B A X T-O" T-O" 0'-1314" WD CLR 1 HM PTD 0.00 126A D T-O" T-0" 0'-1314" HM PTD 2 HM PTD 0.00 1266 D 3'-0" T-O" 0'-13/4" HM PTD 2 HM PTD 0.00 127A A 3'-0" T-2" 0'-1 1/4" HM PTD 1 HM PTD 0.00 POCKET DOOR 127E C T-O" T-10" 0'-13/4" HM PTD 1 HM PTD 0.00 128 C T-6" T-O" 0'-13/4" HM PTD 1 HM PTD 0.00 129 A T-O" T-O" 0'-13/4" HM PTD 1 HM PTD 0.00 130A D 3'-0" 1 T-0" 0'-13/4" HM PTD 2 HM PTD 0.00 130B D 3'-0" T-O" 0'-13/4" HM PTD 2 HM PTD 0.00 131 C T-O" T-0" 0'-13/4" HM PTD 1 HM PTD 0.00 133A G 14'-0" 14'-0" 0'-3" STL PTD 1A STL PTD 0.60 1338 G 14'-0" 14'-0" 0'-3" ISTL PTD 1A STL PTD 0.60 133C G 14'-0" 14'-0" W-3" STL PTD 1A STL PTD 0.60 133D F 14'-0" 14'-0" W-3" STL PTD 1A STL PTD 0.24 133E F 14'-0" 14'-0" 0'-3" STL PTD 1A STL PTD 0.24 133E F 14'4' 14'-0" 0'-3" STL PTD 1A STL PTD 0.24 134 A T-6" T-O" 0'-13/4" HM PTD 1A HM PTD 0.37 KEYPAD 135 C T-6" T-0" W-13/4" HM PTD 1 HM PTD 0.00 136A E T-6" T-0" 0'-13/4" HM PTD 1 HM PTD 0.00 136E C T-0" T-10" 0'-13/4" HM PTD 1 HM PTD 0.00 EEVEL z 209 A T-O" T-0" 0'-1 3/4" HM PTD 1 HM PTD 45 MIN 0.00 OR 210B A 3'-0" T-O" 0'-1314" WD CLR 1 HM PTD 0.00 221 C T-O" T-0" 0'-13/4" WD CLR 1 HM PTD 0.00 222 A 3'4' T-0" 0'-13/4" WD CLR 1 HM PTD 0.00 223 A T-0" 7'.0" O'-13/4" WD CLR 1 HM PTD 0.00 231A D 3'-0" T-O" 0'-2 1/4" AL PTD 2A AL PTD 0.52 231E D T-O" T-0" 0'-21/4" AL PTD 2A AL PTD 0.52 T201 C T-0" 7'6" 0.1 3/4" HM PTD 1 HM PTD 0.00 ONLY INCLUDE IN BASE BID (AA DOOR SCHEDULE f SCALE: 1' DOOR FRAME FIRE RATE U GLASS HDWR REMARKS MARK I TYPE Pair W H T MATL FIN TYPE MATL FIN Head Jamb Sill LEVEL 2 201 IC T-W 7'4' 0'-13/4" WD CLR 1 HM IPTD 0.00 203 C T-O" T-O" 0'-13/4" WD CLR 1 PTD 0.00 204 C 3'-0" T-O" 0'-13/4" WD CLR 1PTD 0.00 205 C 3'-0" T-O" O'-13/4" WD CLR 1PTD ;HM 0.00 207 E 3'-0" T-O" 0'-13/4" WD CLR 1PTD 0.00 208 E T-O" T-0" 0'-13/4" WD CLR 1PTD 0.00 210A D T-O" T-0" 0'-1314" WD CLR 1 HM PTD 0.00 211 A X 6'-0" T-0" 0'-13/4" IWO CLR 1 HM PTD 0.00 212 A X 6'-0" T-0" 0'-1314" WD CLR 1 HM PTD 0.00 213 A X 5'-0" T-O" 0'-13/4" WD CLR 1 HM PTD 0.00 214 A X 5'-0" T-0" 0'-13/4" WD CLR 1 HM PTD 0.00 215 D T-0" T-O" 0'-13/4" WD CLR 1 HM PTD 0.00 DOOR SCHEDULE - ALTERNATES DOOR �- FRAME FIRE RATE U GLASS HDWR REMARKS MARK TYPE Pair W H T MATL FIN � TYPE MATL FIN Head Jamb Sill LEVEL 1 G11 GATE 4'-0" 1 &.10" 0'-1 3/4" ALUM PTD 0.00 1 1 1 LATCH ONLY G12 GATE 3'-0" 9'-0" 0'-1114" ALUM PTD 0.00 KEYLOCK G13 GATE IV-0" 9'-0" 0'-1 3/4" ALUM PTD 0.00 LATCH ONLY G14 GATE 8'-0" 9'-0" 0'-1 3/4" ALUM PTD 0.00 LATCH ONLY �1 GATE SCHEDULE OPENING DIM 2„ OPENING 518" 518" DOOR -� MATCH DOOR FRAME C. DOOR JAMB AT RELITE GLASS AS GLASS AS - SCHEDULED SCHEDULED MATCH RELITE FRAME STOP ON ROOM SIDE OPENING DIM 2" 5/8" (V � Z Z a z w a� 0 0 w W d zY K§E Q K = 4�U U. > O h U O CV - c REMOVABLE STOP ON ROOM SIDE D. RELITE JAMB E RELITE SILL """T ;H RECITE JAMBS AE ANCHOR W/ :ER & CSK ENER (CONCEALED ND REMOV STOP) :LOOR CHANNEL SLIP -FIT IN THROAT OF FRAME FRAME DIM 2" N z W¢w z >>10U 0 O U F CASED OPENING nECEIVED CITY OF i UK% ILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 443 1218 wvvw.weinsteinau.com @2019 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and pa tidpation of the Architect. 3300 REGISTERED AROHITAE,CCT� ^ EDWARD WEINSTEIN State of Washington APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 812/19 Sheet Title DOOR SCHEDULE Sheet 11 Vf K w Z t2 V1 w z Q m + vt E- V w H S V d ro OWS jA VIEW OF STREET MONUMENT SIGN 'i SCALE:1" = 20' VIEW OF EAST ELEVATION SCALE:," =20' 6 CANOPY SIGNAGE VIEW RESIDENTIAL PROPERTY ------------------------------------------------------ SIGHT TRIANGLE — ENTRY & EGRESS DRIVEWAY 6 COWLITZ DRIVEWAl ---- ENTRANCE -- --------- — MONUMENT SIGN VARIANCE WILL BE REQUESTED TO LOCATE IN SETBACK DUE TO LACK OF SPACEALONG 9 SIGNAGE LOCATION @ 65TH AVE S SCALE:1" = 20' \ ROPERTYLINE S s �G fi tP Ili �� — -11 ' %, I � .s � T •�t tip ��� y',,, A STREET MONUMENT SIGN SCALE:1" = 1'-0" VIEW FROM 65TH AVE S RECEIVED CITY OF T'UKWILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 15447 65th Ave S Tukwila, WA 98188 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA98121 206 443 8606 206 4431218 www.weinsteinau.com 02919 Weinstein A+U •These documents have been prepared specifically forthe above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 3300 REGISTERED AR,C2HhTEC�T EDWARD WEINSTEIN State of Washington CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Issue Phase 2 Construction Permit Date 812/19 Sheet Title SIGNAGE Sheet A921 to W z V Ln W Q z a CO W Z) to F— V u rN IJ n� CRITERIA General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS STEEL 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2015 EDITION) WITH CITY OF TUKWILA AMENDMENTS. 2. DESIGN LOADING CRITERIA: LIVING QUARTERS AREAS (R3 OCCUPANCY AREAS) FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . 40 PSF FLOOR LIVE LOAD (MOVABLE SEATS, PLATFORMS, LOBBIES, & OTHER).100 PSF HANDRAILS AND GUARDS GUARDRAILS/BALCONY RAILS . . . . . . . . . . . . . . . . . . 50 PLF GUARDRAILS/BALCONY RAILS CONCENTRATED LOAD . . . . . . . 200 LBS OFFICES (B OCCUPANCY AREAS) FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . 50 PSF STORAGE AREAS (S2 OCCUPANCY AREAS) . . . . . 125 PSF (NON REDUCIBLE) FLOOR LIVE LOAD (LOBBIES AND FIRST -FLOOR CORRIDORS) . . . . 100 PSF FLOOR CONCENTRATED LOAD . . . . . . . . . . . . . . . . . 2000 LBS ROOF ROOF LIVE LOAD . . . . . . . . . . . . . . . . 25 PSF ROOF LIVE LOAD (TENANT ACCESSIBLE) . . . . . . . . . . . . . 60 PSF ROOF LIVE LOAD (PUBLIC ACCESSIBLE) . . . . . . . . . . . .100 PSF ROOF LIVE LOAD (ACCESSIBLE AREAS LESS THAN 750 SQUARE FEET). 60 PSF MISCELLANEOUS LOADS STAIR AND CORRIDOR LIVE LOAD (UNLESS OTHERWISE INDICATED) .100 PSF DECKS . . . . . . . . . . . . . . . . 1.5 x AREA SERVED PARTITION LOADING . . . . . . . . . . . . . 15 PSF MECHANICAL UNITS . . . . . . . . WEIGHTS FURNISHED BY MANUFACTURER DEFLECTION CRITERIA LIVE LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . L/360 TOTAL LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . L/240 ENVIRONMENTAL LOADS SNOW . . . . . . . . . Ce=1.0, Is=1. 2, Ct=1. 1, Pg=25 PSF, Pf=25 PSF WIND . GCpi=O. 18, 115 MPH, RISK CATEGORY IV, EXPOSURE "B" EARTHQUAKE . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: VARIES, Vs = KIPS SITE CLASS=C, Ss=1.459, Sds=0.973, S1=0.544, SDI=0.472, Cs=0.239 SDC D, Ie=1.5 APPARATUS BAY Vs=29.6 KIPS, N-S SMRF, R=8.0 E-W SCBR, R=6. 0 ADMIN. & LIVING QUARTERS Vs=202.6 KIPS, SCBR, R=6.0 SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS, CONFORM TO ASCE 37-14 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION". 7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED OR REQUEST ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 9. ALL STRUCTURAL SYSTEMS, WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED, SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. METAL DECKING LIGHT GAUGE STRUCTURAL FRAMING OPEN WEB STEEL JOISTS AND JOIST GIRDERS REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION) STRUCTURAL STEEL PRE -FABRICATED ASSEMBLIES (INCLUDING PANELIZED SYSTEMS) DESIGN BUILD ELEMENTS CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1'-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WALL ELEVATION DRAWINGS WITH REINFORCEMENT SHOP DRAWINGS. APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING CANOPIES, BALCONIES, COLD FORM STEEL FRAMING, TEMPORARY SHORING, CURTAIN WALL SYSTEMS, SKYLIGHT FRAMES, PREFABRICATED STAIR SYSTEMS, EXTERIOR CLADDING, AND PRE-ENGINEERED SYSTEM SHALL BE Stamped AND Signed BY A structural ENGINEER LICENSED IN THE STATE OF WASHINGTON. SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW OF THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE SUBMITTED WITH THE SHOP DRAWINGS. 13. DEFERRED SUBMITTALS: SHOP DRAWINGS AND CALCULATIONS OF DEFERRED SUBMITTAL COMPONENTS SHALL BE STAMPED AND SIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW BY THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE. ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS SHALL BE INCLUDED. SHOP DRAWINGS SHALL INCLUDE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE BASIC STRUCTURE. DESIGN CALCULATIONS SHALL ACCOMPANY ALL DEFERRED SUBMITTALS. THE ARCHITECT OR CONTRACTOR SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. DEFERRED SUBMITTAL BUILDING COMPONENTS FOR THIS PROJECT SHALL INCLUDE: OPEN WEB STEEL JOISTS AND JOIST GIRDERS DESIGN -BUILD ELEMENTS QUALITY ASSURANCE 14. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1705 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED UNLESS NOTED OTHERWISE. STRUCTURAL STEEL FABRICATION AND ERECTION PER AISC 360 OPEN -WEB STEEL JOISTS AND JOIST GIRDERS PER TABLE 1705.2.3 COLD FORMED STEEL DECK CONSTRUCTION PER ANSI/SDI QA/QC-2011 CONCRETE CONSTRUCTION PER TABLE 1705.3 MECHANICAL SPLICES IN CONCRETE REINFORCING CONTINUOUS MASONRY CONSTRUCTION PER TMS402-13 TBL 3.1-3.3 SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY PER TABLE 1705.6 EXPANSION BOLTS AND THREADED EXPANSION INSERTS PER MANUFACTURER EPDXY GROUTED INSTALLATIONS PER MANUFACTURER PERIODIC INSPECTION: INSPECTION SHALL BE PERFORMED AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS INSPECTION: INSPECTOR SHALL BE ONSITE AND OBSERVE THE WORK REQUIRING INSPECTION AT ALL TIMES THAT WORK IS PERFORMED. 15. UNLESS OTHERWISE NOTED, THE FOLLOWING ELEMENTS COMPRISE THE SEISMIC -FORCE -RESISTING SYSTEM AND ARE SUBJECT TO SPECIAL INSPECTION FOR SEISMIC RESISTANCE IN ACCORDANCE WITH SECTION 1705.12 OF THE INTERNATIONAL BUILDING CODE. A. STRUCTURAL STEEL MOMENT FRAMES AND BRACED FRAMES REQUIRE CONTINUOUS INSPECTION FOR WELDING PER AISC 341 EXCEPT SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16-INCH. B. COLD FORMED STEEL FRAMING REQUIRES PERIODIC INSPECTION OF WELDING, SCREW ATTACHMENT, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE SEISMIC FORCE RESISTING SYSTEM INCLUDING SHEAR WALLS, DIAPHRAGMS, BRACES AND HOLDOWNS. GEOTECHNICAL 16. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE SOIL PRESSURE (DENSE NATIVE SOILS). . . . . . . . 2500 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED). . . . . 55 PCF/35 PCF ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED). . . . . . 300 PCF COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED) . . . . . . .. . . . . . 0.30 SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) . . . . . . . . . . . . 7H PSF SOILS REPORT REFERENCE: HART CROWSER REPORT 19297-01, OCTOBER 11, 2018 CONCRETE 17. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: MEMBER TYPE/CONSTRUCTION STRENGTH TEST MAX MAX AIR F'C AGE AGO W/C CONT -PSI- -DAYS- -INCH- RATIO SLABS ON GRADE 3000 28 1 .45 5 TOPPING SLABS 3000 28 1 .50 -- FOOTINGS 4000 28 1 .50 -- BASEMENT WALLS 4000 28 1 .50 ALL ELEVATED SLABS AND BEAMS 5000 28 3/4 .42 -- COLUMNS AND SHEAR WALLS 5000 28 3/4 .50 -- SLABS ON METAL DECK 4000 28 3/4 .50 -- STAIR LANDINGS AND TREADS 4000 28 1 .50 -- PRECAST, NON -PRESTRESSED 5000 28 1 .42 ALL STRUCTURAL CONCRETE, UNO 4000 28 1 .50 -- WM137��[ePiPItSI�[.�I A. MAXIMUM SHRINKAGE IN ALL 5000 PSI MIXES SHALL BE LIMITED TO .04 PERCENT IN 28 DAYS AS TESTED IN ACCORDANCE WITH ASTM C157 MODIFIED STANDARD TEST METHOD FOR LENGTH CHANGE OF CEMENT MORTAR AND CONCRETE. B. W/C RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL WEIGHT OF CEMENTITIOUS MATERIALS. RATIOS NOT NOTED IN TABLE ABOVE ARE CONTROLLED BY STRENGTH REQUIREMENTS. C. CEMENTITIOUS CONTENT: THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 301 SEC 4.2. 2.8. B. FOR CONCRETE USED IN ELEVATED FLOORS, PORTLAND CEMENT CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.1. ACCEPTANCE OF LOWER CEMENT CONTENT IS CONTINGENT ON PROVIDING SUPPORTING DATA TO THE ENGINEER FOR REVIEW AND ACCEPTANCE. D. AIR CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2:4. HORIZONTAL EXTERIOR SURFACES IN CONTACT WITH THE SOIL REQUIRE ENTRAINED AIR. USE "MODERATE EXPOSURE". VERTICAL EXTERIOR SURFACES REQUIRE "MODERATE EXPOSURE". TOLERANCE IS +/- 1.5 PERCENT. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT. E. SLUMP SHALL CONFORM TO ACI 301 SEC 4.2.2.2. SLUMP SHALL BE DETERMINED AT THE POINT OF PLACEMENT. F. CHLORIDE CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.6 AND TABLE 4.2.2.6 FOR "OTHER REINFORCED CONCRETE CONSTRUCTION". 18. A CONCRETE PERFORMANCE MIX SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, SECTION 5.3. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 19. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318, TABLE 19.3.2.1 MODERATE EXPOSURE, FT. 20. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, FY = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE DEFORMED WIRE CONFORMING TO ASTM A615, GRADE 60, FY = 60,000 PSI. 21. WELDING OF GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. 22. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-99 AND 318-14. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH "THE REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE." PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS: LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 23. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . .. . . . . . . . . . . . . . . . . . . . . . 3„ FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER). . . 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . .. . . . . . 1-1/2" SLABS AND WALLS (INT. FACE). .GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 24. CONCRETE WALL REINFORCING --PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 8" WALLS #4 @ 12 HORIZ. #4 @ 18 VERTICAL 1 CURTAIN 10" WALLS #4 @ 18 HORIZ. #4 @ 18 VERTICAL 2 CURTAINS 25. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. 26. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). 27. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICC-ES APPROVED SYSTEM (SUCH AS LENTON, FOX-HOWLETT, ETC.) AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS. SPLICE LOCATIONS OF ALTERNATE BARS SHALL BE OFFSET BY A DISTANCE WHICH CONFORMS TO THE ICC-ES REPORT OF THE SPLICE USED. REFER TO THE STRUCTURAL PLANS FOR LIMITATIONS ON PLACEMENT OF MECHANICAL SPLICES. ANCHORAGE 28. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "KWIK BOLT TZ" AS MANUFACTURED BY THE HILTI CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-1917, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. PERIODIC SPECIAL INSPECTION IS REQUIRED TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR LOCATION, TIGHTENING TORQUE, HOLE DIMENSIONS, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS. 29. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT RE 50043" AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-3814. MINIMUM BASE MATERIAL TEMPERATURE IS 41 DEGREES, F. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. PERIODIC SPECIAL INSPECTION OF INSTALLATION IS REQUIRED TO VERIFY ANCHOR OR EMBEDDED BAR TYPE AND DIMENSIONS, LOCATION, ADHESIVE IDENTIFICATION AND EXPIRATION, HOLE DIMENSIONS, HOLE CLEANING PROCEDURE, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR HORIZONTAL AND OVERHEAD INSTALLATIONS. 30. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE (SERIES X-U, 0.157" DIAMETER (STEEL), UNLESS OTHERWISE NOTED) AS MANUFACTURED BY THE HILTI CORP. OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-1663, MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE. 1�YiP►1iffi 31, MASONRY VENEER, 5" MAXIMUM THICKNESS, SHALL BE ANCHORED TO BACKING WALLS PER SECTION 1405.6 OF THE INTERNATIONAL BUILDING CODE WITH "HB-213-2X" ADJUSTABLE VENEER ANCHORS AS MANUFACTURED BY HOHMANN & BARNARD, INC. ANCHORS SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN TWO SQUARE FEET OF WALL AREA AND SHALL BE SPACED NOT MORE THAN 24" 0. C. HORIZONTALLY. ATTACHMENTS SHALL BE WITH CORROSION RESISTANT FASTENERS AND CONNECT TO FRAMING MEMBERS OR CONCRETE OR MASONRY BACKING. INSTALL ANCHORS IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. THE SHEAR LUGS OF EACH ANCHOR SHALL ENGAGE A NO. 9 GAUGE JOINT REINFORCEMENT WIRE. JOINT REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. 32. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: A. AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. B. APRIL 14, 2010 RISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES AMENDED AS FOLLOWS: AS NOTED IN THE CONTRACT DOCUMENTS, BY THE DELETION OF PARAGRAPH 4.4.1, AND REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM F3125 GRADE A325 OR GRADE A490 BOLTS. 33. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION FY A. WIDE FLANGE SHAPES A992 50 KSI B. OTHER SHAPES, PLATES, AND RODS A36 36 KSI C. OTHER SHAPES AND PLATES A572 (GRADE 50) 50 KSI (NOTED GRADE 50 ON PLANS) D. PIPE COLUMNS A53 (E OR S, GR. B) 35 KSI E. STRUCTURAL TUBING A500 (GR.B) OR ASTM A1085 -SQUARE OR RECTANGULAR 46 KSI -ROUND 42 KSI F. CONNECTION BOLTS F3125 GRADE A325-N (3/4" ROUND, UNLESS SHOWN OTHERWISE) 34. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. OTHER ROLLED SHAPES INCLUDING PLATES, SHALL CONFORM TO ASTM A36, FY = 36 KSI. STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E OR S, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, FY = 42 KSI (ROUND), FY = 46 KSI (SQUARE AND RECTANGULAR). CONNECTION BOLTS SHALL CONFORM TO ASTM A307. 35. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE RISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 36. ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL BE CORROSION PROTECTED BY GALVANIZATION OR PROVIDED WITH EXTERIOR PAINT SYSTEM, UNLESS OTHERWISE NOTED. 37. SHOP PRIME ALL STEEL EXCEPT: A. STEEL ENCASED IN CONCRETE. B. SURFACES TO BE WELDED. C. CONTACT SURFACES AT HIGH -STRENGTH BOLTS. D. MEMBERS TO BE GALVANIZED. E. MEMBERS WHICH WILL BE CONCEALED BY INTERIOR FINISHES. F. SURFACES TO RECEIVE SPRAYED FIREPROOFING. G. SURFACES TO RECEIVE OTHER SPECIAL SHOP PRIMERS. 38. ALL ASTM F3125 A325-N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 39. CONNECTIONS NOTED AS 'SLIP CRITICAL' SHALL BE MADE USING LOAD INDICATOR WASHERS OR ASTM F1852 TENSION CONTROL BOLTS (SUCH AS LeJEUNE TENSION CONTROL BOLTS, ETC.) AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. 40, ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 41. OPEN WEB STEEL JOISTS (INCLUDING BRIDGING) SHALL CONFORM TO SECTION 2207 OF THE INTERNATIONAL BUILDING CODE AND THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE, LATEST EDITION, FOR THE JOIST SERIES DESIGNATED ON THE PLANS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL STEEL MEMBERS OR TO PLATES EMBEDDED IN CONCRETE OR MASONRY UNLESS DETAILED OTHERWISE. JOIST MANUFACTURER SHALL CHECK ROOF JOIST AND PROVIDE UPLIFT BRIDGING AS REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER WIND UPLIFT PRESSURES (SEE DESIGN CRITERIA NOTE FOR WIND CRITERIA). AT COMPLETION OF MANUFACTURE OF JOISTS, THE MANUFACTURER SHALL SUBMIT A CERTIFICATE OF COMPLIANCE IN ACCORDANCE WITH IBC SECTION 2207.5. 42, ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. WELDERS SHALL BE WABO CERTIFIED FOR THE WELDS BEING PERFORMED. ONLY PRE -QUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT - LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 43. METAL FLOOR AND ROOF DECKING SHALL BE IN ACCORDANCE TO THE FOLLOWING: PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. ARC SEAM AND SPOT (PUDDLE) WELDS FOR FIELD ASSEMBLY OF METAL DECK SHALL BE MADE WITH MINIMUM E60XX ELECTRODES. DECK ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC-ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE TEMPORARY SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. A. NON -COMPOSITE STEEL FLOOR DECKS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ANSI/SDI-NC1.0. B. STEEL ROOF DECK SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ANSI/SDI-RDl. 0. C. COMPOSITE SLABS ON STEEL DECKS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH SDI-C. 44. COLD -FORMED STEEL FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. COLD FORMED STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON AISI S100-12, "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS," AND ON THE 2012 NORTH AMERICAN STANDARDS FOR COLD FORMED STEEL FRAMING, INCLUSIVE. B. THE CONTRACTOR SHALL PROVIDE A QUALITY CONTROL PROGRAM OVER ALL FABRICATION AND ERECTION ACTIVITY THROUGH THE USE OF AN INDEPENDENT TESTING AGENCY AND/OR A QUALIFIED REPRESENTATIVE OF THE STEEL MANUFACTURER. THE CONTRACTOR SHALL OBTAIN MILL CERTIFICATION FROM THE GAUGE STEEL MANUFACTURER OR SHALL SUBMIT TENSILE TESTS AND GALVANIZATION TESTS TO THE ENGINEER OF RECORD TO VERIFY THE ADEQUACY OF THE GAUGE MATERIALS. C. COLD -FORMED STEEL FRAMING MEMBERS INDICATED ON PLAN SHALL BE IN ACCORDANCE WITH THE "2015 IBC-SSMA PRODUCT TECHNICAL GUIDE" PUBLISHED BY THE STEEL STUD MANUFACTURERS ASSOCIATION, AND SHALL COMPLY WITH ICC-ES REPORT ESR-3064P. DESIGNATION: 600 S 200 - 54 DEPTH MEMBER FLANGE MATERIAL STYLE WIDTH THICKNESS(MILS) D. MATERIAL: METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: ASTM A653, GRADE 50 FY = 50 KSI 12, 14, AND 16 GAUGE ASTM A653, GRADE 33 FY = 33 KSI 18 AND 20 GAUGE WHERE NOTED, PAINTED STUDS SHALL CONFORM TO: ASTM A570, GRADE E, FY=KSI. ALL 8 AND 10 GAGE MATERIAL SHALL CONFORM TO: ASTM A36, FY=36 KSI E. THE DESIGN OF INTERIOR COLD FORMED STEEL NON -BEARING WALLS, SOFFITS, CEILINGS AND OTHER MISCELLANEOUS FRAMING AND CONNECTIONS TO STRUCTURE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL CONFORM TO THE REQUIREMENTS OF THE ARCHITECTURAL DRAWINGS. DESIGN AND DETAILING SHALL BE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON AND STAMPED DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION. F. ACCESSORIES SHALL BE OF THE TYPE, SIZE, AND SPACING SHOWN ON THE DRAWINGS OF A MINIMUM 16 GAUGE MATERIAL UNLESS OTHERWISE SPECIFIED. FASTENING OF COMPONENTS SHALL BE BY WELDING OR SCREWING OR BY OTHER MEANS OF FASTENING AS INDICATED ON THE DRAWINGS. PROVIDE MISCELLANEOUS CLIP ANGLES, LEDGERS, AND ACCESSORIES OF A MINIMUM 16 GAUGE OR THE THICKNESS OF THE MATERIAL BEING FASTENED, WHICHEVER IS GREATER, FOR CONNECTIONS AND BEARING CONDITIONS NOT OTHERWISE NOTED IN THE DRAWINGS. WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION: WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC -RICH PAINT. G. SCREWS: ALL SCREWS (REFERRED TO AS TEK) SHALL BE SELF -TAPPING SELF -DRILLING FASTENERS THAT ARE ZINC COATED AS MANUFACTURED BY HILTI KWIK-FLEX (ICC-ES ESR-2196), OR APPROVED EQUAL. THE MINIMUM SCREW SIZE/TYPE/POINT SHALL BE #8-18 (#2 POINT) OR #10-16 (#2 POINT) FOR USE IN 20 GAUGE THROUGH 16 GAUGE, AND #10-16 (#3 POINT) OR #12-14 (#2 OR #3 POINT) FOR HEAVIER THAN 16 GAUGE UNLESS NOTED OTHERWISE. SCREWS FOR SHEATHING CONNECTIONS SHALL BE OF THE PROPER SIZE AND TYPE FOR A POSITIVE SHEATHING -TO -METAL CONNECTION. ALL SCREW CONNECTIONS SHALL BE MADE FROM THE LIGHTER MATERIAL INTO THE HEAVIER MATERIAL UNLESS NOTED OTHERWISE. SCREWS SHALL HAVE A MINIMUM PROJECTION OF 3 THREADS THROUGH THE LAST MATERIAL JOINED AND SHALL HAVE MINIMUM EDGE DISTANCES AND CENTER -TO -CENTER SPACING OF 1-1/2 AND 3 SCREW DIAMETERS, RESPECTIVELY. ALL SCREWS SHALL CONFORM TO SAE J78 AND SHALL BE COATED WITH A CORROSIVE -RESISTANT COATING. THE SCREW MANUFACTURER SHALL PROVIDE VERIFICATION OF THE FASTENERS RESISTANCE TO HYDROGEN EMBRITTLEMENT, UPON REQUEST. H. WELDING OF COLD -FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASSES OF WELD. I. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR ALL STUD WALLS NOT SHOWN. EXTERIOR WALL STUDS SHALL BE MINIMUM 20 GAUGE (33 MILS) SPACED AT 16" 0. C. UNLESS INDICATED OTHERWISE. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 80OS162-54 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR MULTI -STUD OR STEEL COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS FULL WIDTH BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10' IN HEIGHT. J. ALL STUD WALLS SHALL HAVE THEIR BOTTOM TRACKS ATTACHED TO FRAMING BELOW WITH #8 SCREWS AT 24" 0. C. OR ATTACHED TO CONCRETE WITH 0. 145" DIAMETER DRIVE -PINS @ 24" 0. C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE WELDED TO EACH OTHER IN ACCORDANCE WITH THE DETAILS. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND STRAP BRACING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES AND GYPSUM SHEATHING ON EXTERIOR SURFACES SCREWED TO ALL STUDS, TOP AND BOTTOM TRACKS AND BLOCKING WITH SCREWS AT 12" O.C. TRACK SECTIONS SHALL MATCH THE WALL STUD GAUGE, BE UN -PUNCHED AND HAVE AT LEAST 1-1/4" FLANGES. K. BRIDGING AND BRACING IS TO BE INSTALLED AT ALL COLD FORMED STEEL BEARING WALLS. BRIDGING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE STRUCTURAL PLANS, OR THE CONTRACTOR SHALL EMPLOY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON TO DESIGN AN ALTERNATE BRACING SYSTEM. IF AN ALTERNATE BRACING SYSTEM IS USED, THE CONTRACTOR SHALL SUBMIT STAMPED DRAWINGS AND CALCULATIONS TO THE ENGINEER OF RECORD, WHICH DEMONSTRATES THAT THE BRACING SYSTEM WAS DESIGNED TO PROVIDE PERMANENT WEAK AXIS BRACING OF THE STUDS UNDER CODE PRESCRIBED LOADS. DOCUMENTATION SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. 45. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CAST -IN -PLACE CONCRETE SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A-29, AND A-108 AND SHALL BE WELDED IN CONFORMANCE WITH A. W. S. D1. 1. 46. DEFORMED BAR ANCHORS SHALL BE TYPE D2L ANCHORS BY NELSON STUD WELDING, INC. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ICC-ES ESR-2907. RECEIVED CITY OF TiiKWILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 Project No. 00021-2017-01 @/ENGINEERING RUCTURAL 2124 Third Avenue - Suite ioo - Seattle, WA 98121 P: 206.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P: 253.284.9470 ssfengineers.com 04 w Z J sq W t� Z a H m 300 ce OY' N u FOR H CODE COMPLIANCE _ APPROVED n Q SEP 242019 City of Tukwila + BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue Phase 2 Construction Permit Date 8/2/2019 (� Sheet Title GENERAL STRUCTURALNOTES Lu Sheet 1 01 Statement of Special Inspections Special inspections shall be provided per the requirements of IBC section 1705 and as noted herein SOILS STRUCTURAL STEEL VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC L COMMENTS REFERENCES VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE X IBC 1705.6 1. FABRICATED AND ERECTED STEEL: ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY - - 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS i 4. VERIFY USE OF PROPER MATERIALS, DENSITIES X AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE X SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY - a. COMPLIANCE WITH DETAILS SHOWN ON X X CONSTRUCTION DOCUMENTS - b. APPLICATION OF JOINT DETAILS AT EACH X X I CONNECTION COLD -FORMED STEEL FRAMING VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES 1, MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK a. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO X APPLICABLE ASTM CONFORM TO ASTM STANDARDS SPECIFIED IN THE MATERIAL STANDARDS APPROVED CONSTRUCTION DOCUMENTS b. MANUFACTURER'S CERTIFIED TEST REPORTS X 2. SCREW ATTACHMENT, WELDING, BOLTING, AND X NOT REQ'D FOR GWB OR IBC 1705.11.2 ANCHORAGE OF COMPONENTS WITHIN THE SEISMIC FIBERBOARD WALLS OR ONE- AWS D1.8 FORCE RESISTING SYSTEM INCLUDING SHEAR WALLS, SIDED WALLS WITH FASTENER DIAPHRAGMS, DRAG STRUTS, BRACES AND HOLDOWNS SPACING MORE THAN 4" o.c. 3. COLD -FORMED STEEL TRUSSES SPANNING 60 ft X VERIFY TEMP & PERMANENT IBC 1705.2.4 OR MORE BRACING 4. WELDING OF COLD -FORMED STEEL DECK X AWS D1.3 5. WELDING OF COLD -FORMED STEEL FRAMING AWS D1.3 CONCRETE AND CONCRETE REINFORCING VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. INSPECTION OF REINFORCING STEEL INCLUDING X IBC 1908.4 PRESTRESSING TENDONS, AND PLACEMENT ACI 318: Ch. 20, 25.2, 25.3, I 26.6.1-26.6.3 2. INSPECTION OF ANCHORS CAST IN CONCRETE X ACI 318: 17.8.2 3. INSPECTION OF POST -INSTALLED ANCHORS IN HARDENED CONCRETE MEMBERS: a. ADHESIVE ANCHORS INSTALLED HORIZONTALLY ORX SEE ICC-ES ESR REPORT FOR ACI 318: 17.8.2.4 UPWARDLY INCLINED ORIENTATIONS ADDITIONAL REQUIREMENTS - - b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS X ACI 318: 17.8.2 NOT DEFINED IN 3-o 4. VERIFYING USE OF REQUIRED DESIGN MIX X IBC 1904.1 IBC 1904.2 i IBC 1908.2 IBC 1908.3 ACI 318: Ch. 19, 26.4.3, 26.4.4 5. INSPECTION DURING CONCRETE MIXING: a. CONCRETE MIXES PREPARED IN A BATCH PLANT I IBC 1705.3.2 b. MIXES WITH f'c > 6000psi X 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE X IBC 1908.10 SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP ASTM C 172 AND AIR CONTENT TESTS, AND DETERMINE THE ASTM C 31 TEMPERATURE OF THE CONCRETE ACI 318: 26.4, 26.12 i 7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER X IBC 1908.10 APPLICATION TECHNIQUES ACI 318: 26.5 8. VERIFY MAINTENANCE OF SPECIFIED CURING X IBC 1908.9 TEMPERATURE AND TECHNIQUES ACI 318: 26.5.3- 26.5.5 9. REINFORCING BAR WELDING: a. VERIFY WELDABILITY OF REINFORCING BARS X AWS D1.4 OTHER THAN ASTM A706 ACI 318: 26.6.4 b. INSPECT SINGLE -PASS FILLET WELDS, MAXIMUM X 5/16", OTHER THAN C & D c. WELDING OF REINFORCING STEEL RESISTING X FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT d. WELDING SHEAR REINFORCEMENT X e. WELDING OF OTHER REINFORCEMENT STEEL X 10. MECHANICAL COUPLERS FOR REINFORCING X SEE ICC-ES ESR REPORT FOR ADDITIONAL REQUIREMENTS 2. INSPECTION OF HIGH STRENGTH BOLTING: a. SNUG -TIGHT JOINTS - X 3, MATERIAL VERIFICATION OF WELD FILLER MATERIALS: AISC 360, SECTION N5.7 a. IDENTIFICATION MARKINGS TO CONFORM TO AWS X AISC 360, SPECIFICATIONS IN THE APPROVED CONSTRUCTION SECTION A3.5 DOCUMENTS i AND APPLICABLE AWS A5 DOCUMENTS --- --- b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE X REQUIRED 4. INSPECTION OF WELDING: a. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELD X IBC 1705.2 AWS D1.1 b. MULTIPASS FILLET WELDS X c. SINGLE PASS FILLET WELDS > 5/16" X d. PLUG AND SLOT WELDS X e. SINGLE PASS FILLET WELDS < 5/16" X 5. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE: a. DETAILS SUCH AS BRACING AND STIFFENING X IBC 1705.2 b. MEMBER LOCATIONS X c. APPLICATION OF JOINT DETAILS AT EACH CONN. X 6. MATERIAL VERIFICATION OF HIGH -STRENGTH BOLTS, NUTS, AND WASHERS: a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM X AISC 360, STANDARDS SPECIFIED IN THE APPROVED SECTION A3.3 CONSTRUCTION DOCUMENTS _ _ AND APPLICABLE ASTM MATERIAL b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE X STANDARDS REQUIRED MISCELLANEOUS VERIFICATION AND INSPECTION TASK I CONTINUOUS PERIODIC _ COMMENTS REFERENCES 1. SUSPENDED CEILINGS: a. ANCHORAGE AND SEISMIC BRACING --�� IBC 1705.12 2. STORAGE RACKS AND ACCESS FLOORS: a. INSPECTION OF CONNECTION DETAILS FOR X SPECIAL INSPECTION NOT IBC 1705.12.5.1 COMPLIANCE WITH MANUFACTURERS REQUIREMENTS REQ'D. FOR RACKS < 8' NIGH IBC 1705.12.7 3 ANCHORED VENEER: a. VERIFY SIZE AND TYPE OF VENEER ANCHORS X VERIFICATION AT BEGINNING IBC 1705.12.5 - OF CONSTRUCTION TMS402/ b. VERIFY SIZE AND GRADE OF JOINT REINFORCING _ ( X --- ACI 530f c. VERIFY PROPORTIONS OF MORTAR X ASCE5 - - - - ---- CHAP6 d. VERIFY CONSTRUCTION OF MORTAR JOINTS X - - e. VERIFY - -- INSTALLATION OF TIES X 4. EMERGENCY OR STANDBY POWER SYSTEMS: a. ANCHORAGE OF EQUIPMENT TO STRUCTURE -X IBC 1705.12b 5. PIPING SYSTEMS INTENDED TO CARRY FLAMMABLE COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS AND ASSOCIATED MECHANICAL EQUIPMENT: a. ANCHORAGE AND BRACING OF EQUIPMENT TO I X IBC 1705.12b STRUCTURE 6, HVAC DUCTWORK CONTAINING HAZARDOUS MATERIALS: a. ANCHORAGE AND BRACING OF DUCTWORK TO X IBC 1705.12b STRUCTURE NOTES 1. TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER. 2. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.6. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED AS FOLLOWS: a. PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTON STAGES b. REVIEW OF TESTING AND INSPECTION REPORTS c. REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. 3. WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.11, SPECIAL INSPECTION FOR WIND RESISTANCE AND IBC SECTION 1705.12, SPECIAL INSPECTION FOR SEISMIC RESISTANCE 4."STRUCTURAL STEEL" REFERS TO STEEL CONSTRUCTION DEFINED BY AISC 303, "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." (3z Rev Date Issue Tukwila Fire Station 52 Project No. 00021-2017-01 STRUCTURAL. EdGLMEERILVG 2124 Third Avenue - Suite soo - Seattle, WA 98121 P::o6-443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P: 253.284.9470 ssfengineers.com CODE COMPLIANCE APPROVED SEP 242019 Ln Cie UJ y Ln w r) z Q m t LA w F v t- u El nEGEIVEf) JURISDICTIONAL APPROVAL STAMP Q CITY OF 'i LK%VIEA � Issue Phase 2 Construction Permit AUG 02 2019 PERMIT CENTER Date 8/2/2019 LA - Sheet Title STATEMENT OF SPECIAL INSPCTIONS I UJ Sheet 1 City of Tukwila �.. BUILDING DIVtSlON 4'e, T 6 5 4'-10" 8'-32„ 1l'-5" 1 4' 64' 14'-04" i 13" BRACED C NC. 18"dp RETAINING RETAINING WA L WALL FOOTING 19/S301 at _ north wall _ I _ _.._ 12'-l" 9'-9" SOLDIER PILE SHOR 8" CONC. INTERIOR REFER TO SITE WALLS, TYP. SHORING DRAWINGSI I — ; '4-8" CONC. EXTERIOR 1 WALLS, TYP. U.N.O. v r-------------------------------� r-------------------------- - - - - - - ----- ---------- r------------------------------ l I_ I I I < 4" SLAB ON GRADE > A -K 2'-0"w x 12"dp FTG. W/ i -K— I I I W/ #4 @ 18"oc E.W. j 7fS301 I I i I ��\ (3)#5 LONGIT, TYP. �� �• I "15/S302 TYP. I r------- � I I r----- -� I , I ,`yQ• I I I L------------J I -----------I I-------- ----- —o--------------- I I----------------� -- -------------©-------- -------------- — T 1 1-1 1 L_ L_J 1 BRACED FRAME FTG: BRACED FRAME FTG: I J 1'-6" I 6'-0"sq x 4'-0"dp (estimated) 6'-0"sq x 4'-0"dp (estimated) W/ #7! @ 12"oc E.W. T&B W/ #7 @ 12"oc E.W. T&B I I I HSS 5 DOOR COL, FRAME COL, TYP. W18x71 MOMENT i ---FRAME-COL—TYP — l'-6"w x 4'-0" LONG FTG EXTENSION AT STOREFRONT W/ (2)#5 LONGIT. T&B (typ. 4 locations) 2'-6"w x 18"dp FTG. AT APPARATUS BAY DOORS, YP. W/ (4)#6 LONGIT. T&B Mid i i' II - r_d I TYPICAL STOREFRONT > I i COL. LOCATION, U.N.O. �- L' 1 r-------------------------------------------------------------- -------------- I I I I I I ------------ -P-------------J I I 15 f S301 I � TYP. j I TRENCH DRAIN PER j 6" SLAB ON GRADE ARCH. & CIVIL j I4C 4/S402, TYP. W/ #4 @ 16"oc E,W. TURN DOWN SLAB AT EDGES 4/S402, TYP. I AT MF COLS. CENTERED IN SLAB, TYP. AT MF COLS. I AT APPARATUS BAY r-� F--- BOLLARD PER ARCH.:-E-; I I , I (typ. of 6) L_ J ---1 ------ --- -- �- l'- sq x 12"dp J H I I ❑ 1---- ..__. .. _- — D SLAB AT L—J r— THICKEN FTG. TO BOLLARDS, TYP. THICKEN FTG. TO --j I 24"dp AT MF 24"dp AT MF 1 COLUMNS, TYP. COLUMNS, TYP. I I I I r------------- -- ----- --------------------------- ------------------------ --I - - - - - - - - - - - - I I I I I I I I 1'4' f _-I I IH1 t l`r--- I L J I II I H - I I I �I HSS 5x4xJ2 D0 FRAME C L, TYf�; W18x71 MOME TT i l'-6"w x 4'-0"ILONG FTG. EXTENSIO AT STOREFRONT W/ (2)#5 LONGtT. T&B (typ. 4 location 2'-6"w x,18"dp FTG. AT APPARA S BA)',DOORS, TYP. W/ (4)#6 LONGIT. T&B i i �I TYPICAL STOREFRONT COL LOCATION, U.N.O. I I I I i I 1 I I I I I ` II I ---------------- BRACED FRAME FTG: BRACEDFRAMEFTG: I II I I 12'-0"sq x 4' O"dp (estimated) 12'-0"sq x 4'-0"dp (estimated) W/ #7 @ 12"oc E.W. T&B W/ #7 @ 12"oc E.W. T&B (center ftg. on BF col.) (center ftg. on BF col.) I I I I I 4'-0"sq x 15"dp FTG. (3)#5 LONGIT,pTYP. W/ 1 \ti 1 4'-6"sq x 15"dp FTG. -� ~ !ALI — F� 3'-6"sq 12"d FTG. IHI -- I �t� I W/ #5 @ 2 oc E.W. BOT. I ��+0} I W/ #5 @ 1i2 oc E�W- BOT W/ #5 @ 12"oc E.W. BOT. 1I I �I _ —h __1 ( 6---�--- --- -------I ( I- ----J L------------------- ---- I I M- L_ 119 I j Plan Notes 1. SEE SOILS REPORT FOR SITE SOILS CONDITIONS, OVER -EXCAVATION AND BACKFILL REQUIREMENTS. FOUNDATION DESIGN ASSUMES FOOTINGS BEAR ON NATIVE SOILS OR COMPACTED STRUCTURAL FILL PER SOILS REPORT RECOMMENDATIONS. 2. THE BOTTOM OF ALL NEW EXTERIOR FOOTINGS SHALL BE 18" MINIMUM BELOW ADJACENT FINISHED GRADE. INTERIOR FOOTINGS SHALL BEAR 12" MINIMUM BELOW FINISHED FLOOR LEVEL. 3. APPARATUS BAY INTERIOR SLAB ON GRADE SHALL BE 6" MINIMUM THICKNESS REINFORCED WITH #4 AT 16"oc EACH WAY CENTERED IN SLAB. PROVIDE 15 MIL VAPOR BARRIER BELOW SLAB OVER 6" MINIMUM CAPILLARY BREAK MATERIAL AND SUB -GRADE PER SOILS REPORT. 4. BUILDING INTERIOR SLAB ON GRADE SHALL BE 4" MINIMUM THICKNESS REINFORCED WITH #4 AT 18"oc. EACH WAY CENTERED IN SLAB. PROVIDE 15 MIL VAPOR BARRIER BELOW SLAB OVER 6" MINIMUM CAPILLARY BREAK MATERIAL AND SUB -GRADE PER SOILS REPORT. 5. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 6. SEE ARCHITECTURAL SLAB PLAN FOR ALL SLAB DEPRESSIONS, SLOPES, AND EDGE BLACKOUTS AT OPENINGS. North Foundation . / . Scale:1 '� nECEIVED CITY OF `I-UKWILA AUG 02 2019 PERMIT CENTER Rev Date Issue Tukwila Fire Station 52 Project No. 00021-2017-01 0 1STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98- p: 2o6.448.6— ssfengineerscom 934 Broadway -Tacoma, WA 984o2 P: �51849470 s'fenginee, . . N W LU V in OR 8 W Z m z 300 sS od L Ln OR LU NCED Ind < 19 M D ila + ION Q JURISDICTIONAL APPROVAL STAMP Issue Phase 2 Construction Permit LM Date 8/2/2019 (� Sheet Title NORTH FOUNDATION PLAN Lu Sheet 01 N 3: ----------- i--- -- r------- 1 1'-6" I r--------i- 1 r-------- -- ------ I 1'-6" I I I I �ti I 4/ #s x 15"d FTG. (3)#5 x LONGIT, FTG. W I ,ti I 4'/ "s x P / I I r-� - - - - - F -,- 15"dp FTG. 11-I I 1 tf I- _ 3'-6"sq 12"dp FTG. I q � P (3)#5 LONGIT, TYP. I � � � \ I q �� L _ � � / # (E.W. BOT. - -I-1- --� -- -� t--- - -- -- --� -- -- -- -F==-t--- --F -1 o h7ATCHLINE 1 I I I I W 5@ 12'oc E.W. BOT. I + I W 5@ 12 oc E W. BOT. I W 5@ 12 oc ---L-4 -- - -- F -- i . 1 - — _ _ _ ---- 1 __.- + - _ ____-I — _ � -- i -- --- R— 1 _. ----- C----------- 1 1----J--- - - - -------a -------- ----t) E----------- 3 L_ 1 TMOR ss I I1------------ L--------- L L----\�\ ------ I -----J \. \A\\\\\y I I 7/S301 r--------- 1--1 __ _ - TYP. I 'L-----, -R' BRACED FRAME FTG: I i r t \\\: �, 13'-6"sq x 4'-0"dp (estimated) I I � � i W/ #7 @ 12°oc E.W. T&B 1 I 0 1 0 sq x 12"dp �A I 1 I t, iJ THKND. SLABA\\ 115/S302 r ------------- --I I I 1 I �R_ I I I 7'-0" x-4'-O"w x--1 5"dp FTG.- W/ # @ 12"oc E.W. BOT. I I c- 8'-0" x 6'-0"w x 24"tl FTG. 8'-O%q x 30"dp FTG. 1', P f � l I it I I' I W/ # (� 12"oc;E.W. B ,T. W/ #6 @ 12"oc E.W. BOT. T.O. FOOTING = I I I 3:1 I - I --� ---1- - EVATOR-PTT - - - - -------�1 I I a1 I I I I I I r-----,--�--, �- -J t--r- --- ---- - --- -1 - _ I Ell�- . 3 I 5 I I I I HSS 8x4x5/g ------------- - ......... -- --- -- 1 HSS 5x5x3/8 COL I I RAIL SUPPORT !I I L -- _ _ J - AT ELEVATOR PITCEVEL j EXTENDS. TO FOOTING 120/S302 15/5302 I I I r � I TYP. _ r7 I I 1 !, -------— C_T � I I I I I I 1'-0"sq x 12°dp-Lo ; 1 1 HSS 5x5x3 --tom I J 1 BRACED FRAME FTG: I i 1 I / 1._ 17 S 02, TYP. AT : THKND.:SLAB I_ - _ - - _ - - - i RAIL SUPP RT i 1 I ELE ATOR RAIL I I 12'-6"sq x 4'-0"dp (estimated) W/ #7 @ 12"oc E.W. T&B ----- -- t —J I- I ELEVATOR _PIT j WALLS, TYP.: 1 y I 1 N I 4" SLAB ON GRADE j I 12" THICK ELEVATOR W/ #4 @ 18"oc E.W. > I PIT W/ SUMP TYP AT BLDG. AREA I I Goy of 1 20/S302 13/S301 I r - - I HSS 6x6x1/2 T-0" q x 30"dp FTG. I I I W% # @ 12"oc E.W. BOT. HSS 5x5x3/8 I I I - 1 RAIL SUPPORT I I 1 4'-6"sq x 15"dp FTG. -1� W/ #5 @ 12"oc E.W. BOT. I j J i �;�}�O' 12"w TURNED DOWNI I I h h - - 7`' O SLAB EDGE W/ 1 (2)#4 LONGIT. I I l j I EXTERIOR 4" SLAB ON GRADE I -- W/ #4 @ 16"oc EA. WAY 2'-0"w x 12"dp FTG., TYP. I I I CENTERED IN SLAB W/ (3)#5 LONGIT. T&B I I L - - - - = - - -1 10" STEM WALL & PLINTH -F �//// j FOR BRICK SUPPORT, TYP. I I" I r - HSS 5x5x1/4 I 3'-0"sq x 12"dp FTG. d I W/ #5 @ 12"oc E.W. BOT. I� r-----------------i - - - --L-+�------i 5 -0"sq x 18"dp FTG. I I I I I 4'-0"sq x 15"dp FTG. I I I I I W/ #5 @ 12"oc E.W. BOT. I j W/ #5 @ 12"oc W. BOT. ,\e I ys I I ys I BUILT-UP STEM WALL ON FTG. AS REQ'D WIDEN s FTG. TO F - -� - ���+��i i 6+6v� i (stem height per arch.) I. � 3 Oq -� -- - - ---I- - - _ I- - - - -- - - --- - - __-- --_ -- - r I ----------------------- T- L T--T-- j---I---------------------- 1--------- I-----------1 --I------------------------------------J- --=- --- -=I-I _-4F_-_-----------1g/;"0-2 20/S302 I 15/S302 TYP. AT BRICK' RETURN 2'-O"w x 12"dp FTG., TYP. 10" STEM WALL & PLINTH I I I I W/ (3)#5 LONGIT. T&B FOR BRICK SUPPORT, TYP. L_-------- - - - - - - - J L-------- -- ----_-J BRACED FRAME FTG: 4'-0"dp (estimated) W/ #7 @ 12"oc E.W. T&B- i 21'-94" 14'-2" 4'-64° 20'-8° 11'-12° 20'-0" 6" SLAB ON GRADE W/ #4 @ 16"oc E.W CENTERED IN SLAB 12"w x 18"dp TURN[ DOWN SLAB EDGE Generator Pad 6" SLAB ON GRADE W/ #4 @ 16"oc E.W CENTERED IN SLAB LOCATION & SIZE OF PADS PER ARCHITECTURAL SITE PLAN Transformer Pad Plan Notes 1. SEE SOILS REPORT FOR SITE SOILS CONDITIONS, OVER -EXCAVATION AND BACKFILL REQUIREMENTS. FOUNDATION DESIGN ASSUMES FOOTINGS BEAR ON NATIVE SOILS OR COMPACTED STRUCTURAL FILL PER SOILS REPORT RECOMMENDATIONS. 2. THE BOTTOM OF ALL NEW EXTERIOR FOOTINGS SHALL BE 18" MINIMUM BELOW ADJACENT FINISHED GRADE. INTERIOR FOOTINGS SHALL BEAR 12" MINIMUM BELOW FINISHED FLOOR LEVEL. 3. APPARATUS BAY INTERIOR SLAB ON GRADE SHALL BE 6" MINIMUM THICKNESS REINFORCED WITH #4 AT 16"oc EACH WAY CENTERED IN SLAB. PROVIDE 15 MIL VAPOR BARRIER BELOW SLAB OVER 6" MINIMUM CAPILLARY BREAK MATERIAL AND SUB -GRADE PER SOILS REPORT. 4. BUILDING INTERIOR SLAB ON GRADE SHALL BE 4' MINIMUM THICKNESS REINFORCED WITH #4 AT 18"oc, EACH WAY CENTERED IN SLAB. PROVIDE 15 MIL VAPOR BARRIER BELOW SLAB OVER 6" MINIMUM CAPILLARY BREAK MATERIAL AND SUB -GRADE PER SOILS REPORT. 5. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 6. SEE ARCHITECTURAL SLAB PLAN FOR ALL SLAB DEPRESSIONS, SLOPES, AND EDGE RECEWED BLOCKOUTS AT OPENINGS. CITY OF TI iiWIL A AUG 02 2019 PE0 � 9, - RMIT CENTER U.25--z, -0_00 South Foundation Plan Scale: 1/4"=l'-O" Rev Date Issue Tukwila Fire Station 52 Project No. 00021-2017-01 OSTRUCTURAL ENGIImEERING n24 Third Avenue - Suite ioo - Seattle, WA 9I .. P: 2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 984.2 P: 253-284.9470 ssfengineers.com Ln Cie z J. V s9 U, UJ a m 300 Ce o�'�S10 L-I- Ln v REVIEWED FOR = CODE COMPLIANCE APPROVED Q SEP 24 2019 D City of Tukwila BUILDING DIVISION Q JURISDICTIONAL APPROVAL STAMP Issue Phase 2 Construction Permit Date 8/2/2019 (� Sheet Title SOUTH FOUNDATION PLAN ILA Sheet ^201S ll'-44" 4'-10" 1 8' 32" ll'-5" 4 -g4" 14'-04" 12'-l" 9'-9" 11/2" x 18go PLB-36 20/S301 ROOF DECK 18/Se typ. at cols o ❑ ❑ ❑' ❑ ❑ ❑ ❑ ❑ ❑ _ TA. STL._ LOW ' ROOF=1141-8"; 'U.N.O. rTYP--L 4x4 LEDGER r, �2i ,; m ❑' i of o 'I I o 0 0 ( ' I o o !❑I' W8x10 EE r LJE)NAUST FAN.. ROOF HATCH I� PER RCH. � i ( W8x10 3/S401 ; _ W12x26 I , I typ.W12x50 II W12x26 --�_ .. ---❑�- - 1/5403 BF-5 typ. 3/8"xi-0"FAT PLATE 2 LEVEL BRACED FRAME T ❑ CONN. BTWN BF BEAM W1426 AT MECH WELL ROOF LEVEL ❑ I & ROOF BEAT (4 locations) I I I I I ❑ ❑ -- I I I I HSS 8x4x3/8 AT DOOR TOP W/ HSS 12x2x1/4 DOOR SPRING BRACKET SUPPRT ABOVE, TYP. i ❑ I� I i 3/8" FLAT PLATE CONN. 3/8" FLAT PLATE CO N. PROVIDE ADDL. (2)#5 BTWN. BF BEAM & (2) LEVEL BRAC D FRAME BTWN. BF BEAM & CONTINUOUS SLAB REINF. FLOOR BEAM W14x26 AT SECOJD FLOOR FLOOR BEAM AT SLAB EDGES, TYP. 'W12x26 __ ( - W12x26 W12x40 - - - - - . - - - - - - - - _ - _ __ W12x40 17/S403 W12x22 L 40 LEDGER W/ 3/4"0 A.B. @ 18"oc (embed 6") AT CONC. WALL, TYP. II HSS 8x4x3/ AT D OR TOP W/ HSS 12 2x1/4 S REQ'D FOR BI-FOLD MOTOR SUPPORT ABOVE, TYP. Legend SPAN DIRECTION e e— SPAN EXTENTS BF- BRACED FRAME, SEE TYPICAL FRAME ELEVATION & SCHEDULE 1/S402 Plan Notes Rev Date Issue Tukwila Fire Station 52 Project No. 00021-2017-01 0 O/UNGIINEERING RUCTURAL 21z4 Third Avenue - Suite too - Seattle, WA 98121 P: 206.443.6212 ssfungine—com 934 Broadway - Tacoma, WA 98402 P: 253•284,9470 ssfengineers.com Ln 1. TYPICAL FLOOR DECK: 1Y" x 18ga ASC B-36 METAL FLOOR DECK WITH j w 3)/2" CONCRETE TOPPING REINFORCE WITH #4 @ 18"oc EACH WAY, z _ CENTERED IN SLAB. LU 2. PROVIDE L 4001 BRICK LINTEL FOR OPENINGS UP TO 3'-0" WIDE. � 9 0 PROVIDE L 6x6x3/ BRICK LINTEL FOR OPENINGS UP TO 6'-0" WIDE. z e( 3. SEE S401 & S402 FOR TYPICAL STEEL DETAILS. c aac� CO x o L � 4. NOT ALL ROOF PENETRATIONS MAY BE SHOWN. REFER TO ARCHITECTURAL,$�10 'I' MECHANICAL, AND ELECTRICAL DRAWINGS FOR ROOF DECK PIPING & `-' t- DUCT PENETRATIONS. UNLESS NOTED OTHERWISE, REINFORCE OPENINGS u LU REVIEWED FOR IN ROOF DECK PER 20/S402. ~ North Level 2 Floor & Low Roof Framing Plan CODE COMPLIANCE APPROVED SEP 24 2019 Q Scale: 1/4"4-0" City of Tukwila BUILDING DIVISION + Q JURISDICTIONAL APPROVAL STAMP 7.17 dr— riECEIVEn Issue Phase 2 Construction Permit CITY OF i'i3li`rti'tLA AUG 02 2019 III PERMIT CENTER Date 8/2/2019 fl-.. Sheet Title NORTH LEVEL 2 FLOOR FRAMING PLAN Lu Sheet I 3/8" FIAT PLATE CONN. !D BTWN. BF BEAM & (2) LEVEL BRAC FRAME D ' FLOOR BEAM W14I26 AT SECO D FLOOR 3/8" FLAT PLATE CON. PROVIDE ADDL. (2)#5 BTWN. BF BEAM & CONTINUOUS SLAB REINF. FLOOR BEAM AT SLAB EDGES, TYP. 0 RATCNL7NE - — - - -- - — � BF-2 W12x26 i W12x26 W12x40 - _ - i` I (4C 17/S403 I I 'Qo 'x x W12x26 N I X - _N do 3/S403 0 __ x i � I I � I I do I o FLOOR DECK PER PLAN — NOTE 1, TYP. ` PROVIDE ADDL (2)# I CONTINUOUS SLAB REINF. I I AT SLAB EDGES, TYP. do I ^�a — I-- — W12x50 011111. do 11/2" METAL DECK W/ 21/2" CONC. W18x71 _ - - - E9 ---- -- — Q --- --' -- - W12x40 RAIL SUPPORT I 1 W18x97 I 1 3/S401 HSS 5x5x3/8 tYP•" RAIL SUPPORT T.O. STL. AT 2nd FLR. = 14'-8", U.N.O. RAIL SUPPORT I d o \ TOPPING AT DECK N N x 7/S403 �55HSS 4x4x1/4 - do a2 14/S401 x x >< 16/S403 _p W12x26 m HSS 12x6xi/ [14'-8"] i _ -1 ar M M _S 7__ __ AS 7/S403 _I co I co co I I ro _I C12x20.7 AT FACE C5" C12x20.7 AT FACE 5/S403 CONT. R 1/2"x8" 21'-94 14'-2" 4'-64" NOTE 1, TYP. W18x60 - - - - ----- -- --- © BF-1 _ Q i C12x20.7 AT FACE 3/S403 PROVIDE ADDL. (2)#5 (2) LEVEL BRACED FRAME CONTINUOUS SLAB REINF. W12x45 AT SECOND FLOOR DECKING & SLEEPERS AT SLAB EDGES, TYP. PER ARCH. AT DECK EXTENSION UNLESS NOTED OTHERWISE: PROVIDE 3/4"0 x 31/2" WELDED HEADED SHEAR STUDS AT ALL LEVEL 2 FLOOR BEAMS MAX. SHEAR STUD SPACING SHALL BE 18"oc 20'-8" TYPICAL WALL FRAMING AT FIRST LEVEL: 80OS162-43 STUDS @ 16"oc PROVIDE 5/8" PLYWOOD BACKING ATTACHED TO STUDS W/ #8 SCREWS ® 6"oc TO ALL FRAMING. PROVIDE STUD BLOCKING AT UNSUPPORTED PANEL JOINTS 20'-0" L 8x4x7/16 AT BASE OF SPANDREL PANEL, TYP. SEE ARCH ELEVATIONS SEE ARCHITECTURAL SLAB PLAN FOR SLAB EDGE STEP BACK IN THESE LOCATIONS PROVIDE ADDL. (2)#5 CONTINUOUS SLAB REINF. AT SLAB EDGES, TYP. LEVEL BRACED FRAME 11/2" x 18ga METAL DECK W/ 21/2" CONC. TOPPING AT STAIR LANDING C12x20.7 STAIR FRAMING, TYP. C12x20.7 W/ HSS 2x2xi/4 SUPPORT STRUTS —STEEL PLATE CANOPY BELOW PER ARCH. COORDINATE DESIGN & SUPPORT W/ ENGINEER 11 /S403 Legend SPAN DIRECTION < o > SPAN EXTENTS BF- BRACED FRAME, SEE TYPICAL FRAME ELEVATION & SCHEDULE 1/S402 Plan Notes 1. TYPICAL FLOOR DECK: 1Y2" x 18ga ASC B-36 METAL FLOOR DECK WITH 3Y2" CONCRETE TOPPING REINFORCE WITH #4 ® 18"oc EACH WAY, CENTERED IN SLAB. 2. PROVIDE L 4x4xY8 BRICK LINTEL FOR OPENINGS UP TO 3'-0" WIDE. PROVIDE L 6x6xY8 BRICK LINTEL FOR OPENINGS UP TO 6'-0" WIDE. nECEIVEi7 3. SEE S401 & S402 FOR TYPICAL STEEL DETAILS. CITY OF 1- IMVILA 4. NOT ALL ROOF PENETRATIONS MAY BE SHOWN. REFER TO ARCHITECTURAL, AUG 02 2019 MECHANICAL, AND ELECTRICAL DRAWINGS FOR ROOF DECK PIPING & DUCT PENETRATIONS. UNLESS NOTED OTHERWISE, REINFORCE OPENINGS PERMIT CENTER IN ROOF DECK PER 20/S402. South Level 2 Floor Framing Plan Scale: 1/4"=1'-O" Rev Date Issue Tukwila Fire Station 52 Project No. 00021-2017-01 0 O/SNONGINEERING RUCTURAL n24 Third Avenue - Suite roo - Seattle, WA 98121 P: -6.443.6— ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253-284-9470 ssfengineers.com U) W w Z J. Ll 1`Z S,9 to w ov w ,� Z m 300 oe L •f- tn F- V w REVIEWED FOR 1— CODE COMPLIANCE APPROVED Q SEP 24 2019 City of Tukwila + BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP Issue Phase 2 Construction Permit Date 8/2/2019 (� Sheet Title SOUTH LEVEL 2 FLOOR FRAMING PLAN Lu Sheet ll'-43" 4 4'-10" 8'-312. y4'-611, 14*-03. 15-1012 4 4 91-9. 46/S403 — - — --------- Ej H CONT. HSS 441/4, TYP. 6005162-43 STUDS 0 16"oc AT BRICK CLAD SCREEN WALL, TYP. < PROVIDE 8' D B 7 REINFORCE WALL — ----- HSS 4x NI/4 M HSS 400/4 ATTACHED 5/TO STUDPLYWOOS W1 ACKING COPING AT WEST WALL o 0 0 0 0 0 0 PER ARCH. PROVIDE #8 SCREWS @ 6"oc TO ALL FRAMING. PROVIDE STUD BLOCKING (3) Y2x1)l; EYE BOLTS OPEN TO AT UNSUPPORTED PANEL JOINTS FOR LADDER TIE OFF. N BELOW SPACE BOLTS PER ARCH. - - - -- - ------------------- _.F W1 2x3O (2-SPAN) PAN) W12x5O (2-SPAN) W18x65 BEAM SECTION WI x W18x65 BEAM SECTION 7 AT FRAME ENDS 7 AT FRAME ENDS 14/S402 do do do Sim. 3/S401 1� typ. ---ROOF DECK PER PLAN NOTE 1, TYP. A 14/S402 do do do — — — — — — — — — — — - - --------- 5 —>-do <__ moment frame lxl do do 6/Si2 Typ. -do 04CI 6/S402P11 3/S401 011 4cl TY Rev Date Issue Tukwila Fire Station 52 I- M _Z� - ri upa i4v. UVV41-4V I I -V I < typ. Legend W1 8 DROPPED, TYP. C) C, W18 DROPPED, TYP. AT MOMENT FRAME IT MOMENT FRAME SPAN DIRECTION SPAN EXTENTS do do do C=xx" BEAM CAMBER STRUCTURAL OA/E�NGIINEERIING L 6x4x1/2 BTWN. L 6x4x1/2 BTWN.-- WELDED MOMENT CONNECTION ROOF BEAMS, TYP, AT ROOF BEAMS, TYP. AT fl HSS 8x4x'/4 (flat) HSS 8x4x'/4 ( I I 1 4 Third A.c - S.itc Se.ttk� WA 98121 BTWN. BEAMS, A MOMENT FRAME BRACES MOMENT FRAME BRACES BF_ BRACED BRACED FRAME, SEE TYPICAL BTWN. BEAMS, TYP. P: 2.6.443.6— ssfengineers,com FRAME ELEVATION & SCHEDULE I/S402 9 34 Broadway - Tacoma, WA 98402 Plan Notes P: �53-�84.9470 ssfengineers.com do do do 1. TYPICAL ROOF DECK: 1Y; x 18g - FRAMING PER PLAN. SEE 19/S402 FOR ADDITIONAL INFORMATION. z J 2. ADDED SUPPORT FRAMING REQUIRED FOR MECHANICAL UNITS ON ROOF.gy�LU COORDINATE WITH MECHANICAL & ARCHITECTURAL DRAWINGS. do — — — do — X---do—: z XLU 3. SEE S401 & S402 FOR TYPICAL STEEL DETAILS. 15/S402, typ. at aooM ad moment frame L 4. NOT ALL ROOF PENETRATIONS MAY BE SHOWN. REFER TO ARCHITECTURAL, L3x3x3/8 MOMENT NOTE: ADDED UNISTRUT FRAMING L3x3x3/8 MOMENT— MECHANICAL, AND ELECTRICAL DRAWINGS FOR ROOF DECK PIPING & + FRAME BEAM FRAME BEAM DUCT PENETRATIONS. UNLESS NOTED OTHERWISE, REINFORCE OPENINGS 10/S403 FOR NEDERMAN SUPPORT As BRACING (3) BRACING (3) T.O. STL. AT APPARATUS IN ROOF DECK PER 20/S402. REQ'D IN APPARATUS BAY BAY R IIN01 LOC'S. PER BM. DOE 27'-0' LOC'S, PER BM. COORDINATE W/ STRUCT. ENGINEER 104S403 CODE COMPLIANCE APPROVED Ce North Roof Framing Plan < Scale: 1/4"=l'-O" SEP 24 2019 do do do It I I 3/S401, typ. at -ROOF VENTILATOR, TYP. W12x22 to W12x50 N CV vwcla I a .9 Mcaw= II — -- — -- W12x5O (2-SPAN) - ----------- - Wl 2x3O (2-SPA W1 205, W12x26W8x10 ' -Wl2x26 W12x26-- W`12�26 W1 1 9 jW12x19 � 2xi N ROOF HATCH PER ARCH._ W1209, TYP. UNDER City of Tukwila + BUILDING DIVISION < nEC'FIVED JURISDICTIONAL APPROVAL STAMP z CITY OF )'U' "VILA AUG 02 2019 Issue Phase 2 Construction Permit LJJ PERMIT CENTER Date 8/2/2019 z Sheet Title NORTH ROOF FRAMING PLAN LU Sheet hee S203N i 0 A CHLINE - - - ------ ---� — - -- r - PROVIDE UNISTRUT SUPPORT- & BRACING FOR RANGE HOOD BELOW (see arch.) ROOF DECK PER NOTE 1, TYP. L 441/4 SUPPORT COORDINATE W/ N UNIT INSTALL r...-..71 I I X �i 10/S401 typ. a W12xl9 nMPIUMU Dr.LVry do I .�.._.._..� do do do do W12xl9 21'-94" N X W12x30 (2-SPAN)e I.. -- - - - - 1 W12x35 - W12x26 - W12x26 _._.._ _._.-._.J -.. W8x10 IW12xl9 o W12x— 1 j ROOF HATCH y I PER ARCH., W12x19, TYP. UNDER I SCREEN WALL POSTS /3" STD. PIPE COL. BEAM BRACING BEI-Oli TYP. AT SCREEN WALL j j W8x10 N N N N WSx10 W8xl O - F_-.-__..-.._ HRV 2.2 1300# Cl�� jHANGING BELOW RNRV W8x10 W8x101 IF.. N X -- WlN26 - -L 441/4 SUPPORT W8x10 W8x10 — �L.:_:._.J COORDINATE W/ UNIT INSTALL F_ —I I (DU-2 ---- - - ---- If ..__ — -- ROOF VENTILATOR — oou-1 W8x10 L1 W14x43 I� IL::.. J __ _ TYP. W14x68 W8x10 I W8x28 HOIST ; b BEAM BELOW N _.._..J (coordinate w/ of elevator manuf.) I I HRV 2.3 300# 400S162-43 HANGING BELOW STUDS 16"oc T.O. STL. AT MAIN ROOF FRAMED WALLS .._..� = 27'-0", U.N.O. ABOVE AT x ELEVATOR OVERRUN :F Du-J -- - - I L..?.J ELEVATOR OVERRUN — ROOF: METAL ROOF L 4x4xt/4 SUPPORT DECK PER PLAN COORDINATE W%f -- --- NOTEIOVER - UNIT INSTALL 60OS162-43 N JOISTS @ 24"oc x I W12x26 L 4x4xi/4 STRUT L 4x40/4ISTRUT 9/S403 WELD STRUT PER canopy level HSS 8x4xt/4 LOW 20/S402, TYP. AT CANOPY LEVEL x 'S MC 8x20 (low) EXTERIOR DECK BELOW 2 S403 MC 18x42.7 FASCIA ( 8/S403 HSS 2x2x1/4 FASCIA SUPPORT STRUTS 3/S401 `� tYP• ROOF DECK PER PLAN NOTE 1, TYP. �-ate— W12x19 3/S401 typ. N N � W1205 x TYPICAL WALL FRAMING AT SECOND LEVEL: 60OS162-43 STUDS @ 16"oc PROVIDE 5/8" PLYWOOD BACKING ATTACHED TO STUDS W/ #8 SCREWS ® 6"oc TO ALL FRAMING. PROVIDE STUD BLOCKING AT UNSUPPORTED PANEL JOINTS 14'-2" 4'-64 20'-S" 11'-12„ 20'-0" N 8/S403 Sim. W12x22 m I� W12x22 Rev Date Issue Tukwila Fire Station 52 Project No. 00021-2017-01 STRUCTURAL ENGINEERING 214 Third Avenue - Suite too - Seattle, WA 98121 P: 2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P: �53284-947o ssfengineers.com kA tY W Legend J 2 S 9 SPAN DIRECTION W Z e o=> SPAN EXTENTS m 300 ad C=xx" BEAM CAMBER e + WELDED MOMENT CONNECTION '^ F v BF BRACED FRAME, SEE TYPICAL F ODE COMPLIANCE FRAME ELEVATION & SCHEDULE 1/S402 APPROVED _ Plan Notes SEP 24 2019 <C 1. TYPICAL ROOF DECK: 1Yz" x 18go PLB-36 METAL ROOF DECK OVER STEEL FRAMING PER PLAN. SEE 19/S402 FOR ADDITIONAL INFORMATION. City of Tukwila 2. ADDED SUPPORT FRAMING REQUIRED FOR MECHANICAL UNITS ON ROOF. BUILDING DIVISION + COORDINATE WITH MECHANICAL & ARCHITECTURAL DRAWINGS. < 3. SEE S401 & S402 FOR TYPICAL STEEL DETAILS. RECEIVED CITY OF T is KWILA JURISDICTIONAL APPROVAL STAMP 4. NOT ALL ROOF PENETRATIONS MAY BE SHOWN. REFER TO ARCHITECTURAL, AUG OZ 2019 MECHANICAL, AND ELECTRICAL DRAWINGS FOR ROOF DECK PIPING & Issue Phase 2 Construction Permit LU DUCT PENETRATIONS. UNLESS NOTED OTHERWISE, REINFORCE OPENINGS PERMIT CENTER IN ROOF DECK PER 20/S402. Date 8/2/2019 LA South Roof Framing Plan Sheet Title SOUTH ROOF Scale: f/4"4-0° FRAMING PLAN Im 7 53Sheet MS uj w z V Lrl z m m V w H V El 7i- "' I- Reinforcing Splice and Development Slab I Dowel Dowel Length Schedule Depth Size Spacing For f c = 4000 psi, Grade 60 Reinforcing SLABS SUBJECTED TO WHEEL LOADS: 5"-C 3/4"0 x14' 12"oc CORNER BARS TO CORNER BARS TO J) Minimum Straight Development Length (1d) SAW CUT CONTROL JOINT. FILL 7"-8" 1"0 x16" 12"oc CORNER BARS TO MATCH CROSS WALL CORNER BARS TO MATCH CROSS WALL ULFIn OF ULML3JIVIN THICKNESS AND SLAB ON GRADE SHRINK GROUT PER ARCH. DRAWINGS REINFORCING (typ.) PER PLAN (typ.) (1.5 t max.) THICKNESS VARIES ISOLATION JOINT PER 9/S301 zl /P 7 3 COLUMN PER PLAN, "X PROVIDE MASTIC AROUND COLUMN __J% PER ARCH. PLASTIC VAPOR BARRIER ifs(4)#6 TOP & BOT. JOINT AT COLUMN MAY BE \ l'-O" min. I elll I --- ------ - AND COMPACTED GRANULAR (3, ROUND AT CONTRACTOR'S FILL PER PLAN NOTE: OPTION. COORDINATE JOINTS 24'w x 12"d FIG W/ ARCH. AT SIM. W/ 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 21/2 TRENCH DRAIN PER (3)#5 LONGIT. BOT. 2. END COVER FOR 90' HOOKS MUST BE EQUAL TO OR GREATER THAN 2' CIVIL @ 'SIM' SEE SOILS REPORT 11" 8. 11" Plan View FOOTING SIZE AND FOR FOOTING DRAIN 8" at Sim. (8" at Sim.) REINF. PER PLAN REQUIREMENTS Reinforcing Splice Length & Development Length (4000psi) 6 Typical Depressed Slab 7 Typical Turned -Down Slab Edge 8 Typical Slab Isolation Joint 9 Typical Recessed Column Base 10 Reinforcing Splice and Development 2 Length Schedule "#4 X 24F_ 24 0 18"OC S D -O" min. I ' ", — For f c = 3000 psi, Grade 60 Reinforcing blackout A9/3/19 Phase 2 Permit Minimum Straight Development Length (1d) Correction 1 Bar Size Top Bars Other Bars #3 22" 17" #4 29" 22' #5 36" 28' #6 43" 33" #7 63" 48" #8 72" 55" #9 62" #10 91" 70" #11 loll' 78" Mkt 7, CONCRETE WALL Rev Date issue Tukwila Fire Station 52 ELEVATOR PIT ADD DIAGONAL IN WALL TO MATCH WALL REINF. VERIFY SIZE & #4 x @ 16"oc DEPTH W/ ARCH. RA( DRAWINGS #4 @ 12"oc HORIZ. CTRD. TRENCH DRAIN PER SLAB & REINF. PER AR CH. CIVIL D_G� PLAN OVER SUB -GRADE COLUMN FTG AT W 12" c #6 @ 0 #4 x I @ 12"oc VERT. GIRD. PER SOILS REPORT PIT PER PLAN EACH WAY (embed 7" into pit slob) FIG. IS INTEGRAL • • W/ ELEVATOR PIT SLAB. FTG. REINF. l'-6"sq x l'-6"dp NORMAL FOOTING 0 _0 C Y", u C I I t , ,8 , I I'll 1 1- 111A I�V _,M,111 or c uf _V f UQ -ruf NOT SHOWN FOR SUMP, LOCATED PER < Project No. 00021-2017-01 REINFORCING CLARITY LL 5 ELEVATOR MANUF. y-k-W 'y 7, II Minimum Lap Splice Lengths (Is) ADD BARS TO MATCH NORMAL--- x � 8. WATERSTOP PER Bar Size Top Bars Other Bars #3 28" 22" J4 37" 29" #5 47" 36" #6 56" 43" #7 81" 63" #8 93" 72" #9 105" 81" #10 118" Tr__ #11 _131" 101" ARCH. DWG'S. REINFORCING 4E #4 x _F @ 12"OC\ X� 8. as re wired to SUMP SIDES NOTE: PROVIDE MISC. LINE OF EXCAVATION facilitate wall forms METALS AS REQUIRED BY - - - - - - - - - - - - - - - - - —(3)#4 E.W. BOTTOM ELEVATOR MFR. STRUCTURAL - - ENGINEERING NORMAL FOOTING REINFORCING 2124 Third Avenue -Suite 100- sqtfle, WA 98m P: 206443-6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 Typical Elevator Pit W/ Sump 13 Typical Stepped Footing 14 Trench Drain 15 P: 253•284-9470 ss5f engineers.com J. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. 8" CONC. WALL REINF. PER GENERAL LEVEL BACKFILL Building Retaining Wall w/ Key STUD WALL & HSS IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF STRUCTURAL NOTES A7 FRAMING PER PLAN Reinforcing Ke Reinforcing a g g y THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER Stem Reinforcing Wo THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50% Vert. Horiz. Bot. Longit. Longit. Vert 5/8"0 A.B. @ 4'-0"oc MAX.. x'v,4 I (embed 6") PROVIDE 3x3x1/4 M #7 @ 12"oc #4 @ 10"oc (8)#5 (2)#4 #4 @ 12"oc PLATE WASHER AT EA. BOLT \< L 40 DECK LEDGER - Minimum Embedment Lengt hs (Idh) AT WALL NOT SHOWN �N, N, X� For Standard End Hooks X SEE CIVIL FOR WALL FOR CLARITY 2db LOP DRAINAGE MAT .eviewed and Approved ...... X/. MECH. WELL LOW ROOF Bar Size Length #3 6" #4 8. #5 loll #6 12" #7 14" #8 16" #9 181, #10 20" #11 22" JOINT W/ SEMI -RIGID EPDXY MATCH EXTERIOR HORIZ. REINF. MATCH HORIZ. REINF. HORIZ. REINF. OR POLYUREA W/ MIN. SHORE 9"-11" 11/4' x18" 12"oc HORIZ, REINF. (alt. hooks) A HARDNESS = 80 e4 SECOND POUR I FIRST POUR >> SEE PLAN FOR SLAB SLABS NOT SUBJECTED TO WHEEL 19 IN ------------------ - THICKNESS AND LOADS: PROVIDE GREASED SMOOTH REINFORCING (typ.) 1/8" PRE -MOLDED CONT. MASTIC SEE PLAN FOR SLAB ---------- DOWEL PER TABLE ABOVE JOINT STRIP. (joint may be saw THICKNESS AND CENTERED @ CONSTRUCTION o E cut at contractor's option) REINFORCING (typ.) JOINT ADDITIONAL VERT, BARS BAR VERT. BARS BARS: 24 ADDITIONAL--/ ff - _TYP. CORNER TYP. CORNER S: 24 U F_ F AjIZU VA Y�, k1. _5__T3f 10 g FOR D GREATER THAN ��A lI'll, "A - i Q 4 IN THICKNESS, PLACE g" J "X XIN REINFORCING WITHIN CROSS WALL CROSS WALL II Minimum Lap Splice Lengths (Is) TOP 2" OF SLAB Bar Size Top Bars Other Bars #3 181, 14" #4 25" 19" #5 311, 24" #6 37" 28" #7 54!' 42" #8 62" 47" #9 70" 54" #10 1 78" 1 60" #11 1 87" 1 67" Bar Size Top Bars Other Bars #3 24!' 18" #4 32" 25" #5 40" 31" #6 48" 37" #7 70" 54" #8 80" 62" #9 90" 70" #10 102" 78" #11 113" 87" TERMINATE EVERY PLASTIC VAPOR BARRIER OTHER BAR AT JOINT PROVIDE CONTROL OR CONSTRUCTION AND COMPACTED GRANULAR JOINTS IN SLABS ON GRADE TO BREAK FILL PER PLAN PLASTIC VAPOR BARRIER UP SLAB INTO RECTANGULAR AREAS AND COMPACTED GRANULAR Double Curtain Single Curtain OF 250 SQUARE FEET OR LESS, AREAS FILL PER PLAN Control Joint TO BE APPROX. SQUARE AND HAVE NO Construction Joint ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. Typical Slab Joints 3 Typical Corner Bars at Concrete Walls and Footings 5_ TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. Col. & fig. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER CONSTRUCTION/CONTROL THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50% 8 JOINTS PER 3/S301 N SEE ARCH. DRAWINGS #4 x _J 1 � —COLUMN PER PLAN FOR EXACT LOCATIONS #4 CONT. AT OPENINGS @ 18"oc 1/2" MASTIC JOINT I Minimum Embedment Lengths (Idh) SEE PLAN FOR SLAB OF DEPRESSED SLABS AROUND COLUMN (typ.) BASE PLATE PER 18/S401 III For Standard End Hooks THICKNESS AND SEE PLAN FOR SLAB SEE ARCH. OR ll/S402 ON 3/4' NON - REINFORCING ft APRON SLAB PER CIVIL Bar Size Length #3 6. #4 7" #5 8" #6 10" #7 12" #8 13" #9 15" #10 17" #11 19" lor Substantial Compliance BEAM PER PLAN #4 @ 18'oc E.W. AT By BHJ Consultants PIPE SLEEVES t.os. 14'-8' 7FACE OF WALL 2" W. CXI AS READ. Ll COVER BRICK VENEER PER ARCH, SLAB ON GRADE x ............ SHORING WALL & LAGGING \y W/ TIES PER GENERAL Date PER PLAN PER SITE SHORING DRAWINGS STRUCTURAL NOTES (24"0 auger w/ 18" pile, typ.) BEAM CONN. TO 8" CONC. WALL JURISDICTIONAL APPROVAL STAMP c! EMBED PER 5/S401 REINF. PER GENERAL EMBED E 1/2"x6"xl2" W/ CODE COMPLIANCE REVISMIYPOROTE; in. m E To 7,7777, 7 7 2'-0' min. (4)1/2"0 x 6" W.H.S. APPROVED Issue 90% CD Set EXCAVATION NOT LAYOUTEMBED TO BE ALLOWED r)vxn BELOW WALL DRAIN FTG. DRAIN SEP 24 2019 THIS LINE CENTERED ON BEAM CONN. \\V, Date 8/22/2019 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 21/2' TO BE COORDINATED W/ 0 0 J CIVIL STRUCTURAL 2. END COVER FOR 90' HOOKS MUST BE EQUAL TO OR GREATER THAN 2" 7�City of Tukwila BUILDING DIVISION Sheet Title CONCRETE DETAILS 0 ? 10 L Reinforcing Splice Length & 6'-9- 13" Sheet Ift Development Length (3000psi) Pipe and Trench Locations 17 19 (92,5_3 20 S301 CONCRETE WALL, REINF. PER GENERAL NOTES U.N.O. SLAB ON GRADE PER PLAN, TOP OF SLAB PER ARCH. DOWELS TO MATCH WALL VERTS. (alt. hooks) finished grade 6— CONTINUOUS E SUBGRADE PER GEOTECH (3)#5 CONT. I XV X X/ 8" 8- Typical Exterior Concrete Wall Footing 5 BASEPLATE & ANCHOR IL_ RODS PER 8/S402 (actual plate size varies) FTG. TOP REINF. PER PLAN #3 HAIRPIN AT EA. BASEPLATE END 9r, !!i ANCHOR ROD T� 41T ik —#5 HAIRPIN AT 4 EA. ANCHOR ROD 4 4--z—ANCHOR ROD PER 8/S402 N (embed 24") -4--:--NUT & WASHER AT �4 EMBED END, TYP. PER PLAN 6 7 9 10 Col., Grid & Fig. BRICK VENEER PER ARCH. BRACED FRAME COLUMN 7/0 VII: PER PLAN (beyond) W/ TIES PER GENERAL STRUCTURAL NOTES / (X X BRACED FRAME BASE E PER 8/S402 8" STEEL STUD WALL per arch. SEE 10/S302 FOR FTG. REINF, AT BASE E ANCHOR RODS Rev Date Issue PER PLAN, TYP. 7 A > ROOF BEAM PER PLAN BLOCKOUT/ISOLATION JOINT 7 Z & i PER 9/S301 Tukwila Fire Station 52 10" STEM WALL Z SLAB ON GRADE PER 11 2 #4 CONTINUOUS PLAN 1;ii�j #4 HOOKED DOWELS — W 1 477-77 :777�7-777;7777XIIvXA; ...... ... @ 18"oc n I III #4 CONTINUOUS - E 1/2,,X5"xl'-6" W1 ZOO. @ 12"oc: EACH WAY Project No. 00021-2017-01 (4)5/8"0 BOLTS @ #7 BEAM GAGE 3/16 TOP & BOTTOM WT SIZED TO FIT _HSS RAIL SUPPORT PER PLAN SEE 14/S401 & CONN. ABOVE FOR HOIST BEAM FOOTING PER PLAN MERE RAIL SUPPORT MEETS SUPPORT W/ (2) STRUCTURAL 5/8"4 M.B. FLOOR BEAM ENGINEERING 2124 Third Avenue - Suite too. Seattle, WA 98121 P: 206.443.6212 ssfengineerscom 13 15 934 Broadvvay - Tacoma, VVA 98402 P: 253.�81,9470 ssfanginears.com R 3/8"x6" W/ (2)3/4"0 1. 1 edge Section M.B. (ea. side of HSS)--\, 2 (Contractor may weld distance n EC E I V E11 at his option) CIT y OF WKWILA EL. PER ELEVATOR MANUFACTURER E 3/8 X10"— typ AUG 02 2019 3 as req'd. PERMIT CENTER Lb,, oth L 3 _s, INSULATION AIR GAP SPANDREL PANEL INSULATION & AIR GAP L PER ARCH. F PER ARCH. PER ARCH. Section 4" STEEL STUD WALL 8" STEEL STUD WALL BASE PLATE CONN. PER PLAN, TYP. BRICK VENEER PER ARCH. PER PLAN, TYP. REI-IIE1.1.111=R r-3R PER 18/S401 >1 1 W1 TIES PER GENERAL CODE COMPLIANCE f-10' MIN. THICK STEMWALL W/ STRUCTURAL NOTES 10" MIN. THICK STEMWALL W/ APPROVED H BRICK RETURN (beyond) - #4 HOOKED DOWEL @ 18-oc & # 4 HOOKED DOWEL @ 18'oc & ON GROUTED CMU BLOCK #4 HORIZ. CONT. TOP 6" CMU BLOCK CONT #4 HORIZ. CONT. TOP SEP 24 2019 —CONCRETE PIT WALL PER PLAN FLASHING & INSULATION >< SLAB ON GRADE PER FULLY GROUTED W/ i4 SLAB ON GRADE PER HOOKED DOWEL @ 16"oc < PLAN OVER INSULATION PER ARCH. PLAN OVER INSULATION & #4 CONT. TOP City of Tukwila PER ARCH. AND SUB- PER ARCH. AND SUB- BUILDING DIVISION GRADE PER SOILS REPORT FOOTING DRAIN E" GRADE PER SOILS REPORT FOOTING DRAIN L. PER ELEVATOR EMBED P 3/8"x12"xl2" W/ (4)3/4"0 x 6" W.H.S. PER CIVIL PER CIVIL JURISDICTIONAL APPROVAL STAMP MANUFACTURER @ Toc E.W. SEE SECTION ABOVE FOR RAIL SUPPORT E 5 e E BRACKET I IWZ 1/(/ Issue Phase 2 Construction Permit ARSTOP PER ARCH. WATERSTOP PER ARCH. > FOOTING PER PLAN FOOTING PER PLAN Date 8/2/2019 (3)#5 CONT. LAGIT. TYP. $5� 8 5 8 10" 8 (3)#5 CONT. LONGIT. TYP. 51, 83� 10" 5S 8 62 IP�- 0' Sheet Title CONCRETE DETAILS 16 Elevator Rail Support 17 18 Typical Footing at Exterior Wall with Spandrel Panel 19 Typical Footing at Exterior Wall with Brick 20 Sheet S302 Z 0 rn LU 0 Z M Ln LU III a IWO _7 -,, ri ri FRAME DIMENSION PER PLAN �21 3 S402 ROOF DECKING — MI COL. PER PLAN / ROOF BEAM PER PLAN (j { PER PLAN +D ROOF BEAM PER PLAN Roof 5/8" CAP PLATE 21/2" !/ DrntA DUD of '� �j N BASE IE 11/4"x12"x25" GR50 9 & SCHEDULE — Lever 3 t/ I - 1 2" ALIGN GUSSET W (6)1"0 F1554 GR55 CONTINUITY PLATE SHALL 38 KERF IE W/ BEAM WEB / ANCHOR RODS (embed 18") EXTEND FLUSH w/ COLUMN 1/2" min. RADIUS /4"0 BOLTS AS SHOWN�\\\. T �1 FLANGES � 1 Braced Frame Member Schedule x FLOOR BEAM PER PLA _ Floor _ N & SCHEDULE Level S c` M � 8/S402 �c,5��9 C _ /4 8 #5 HAIRPINS AT EA. web 1/4 8 ANCHOR ROD ; (staggered side to side)_' flanges, typ. + (3/6) #3 HAIRPINS AT EA. I, tPI ANCHOR ROD ea, side NO ATTACHMENTS db/2 PROVIDE BEAM BRACING to col. 1/4 3/g" �, i 5/1 1/4" WITHIN db OF AT THIS LOCATION Q REINF. kcol + COLUMN FACE PER 10/S403 gusset to PER 9/S402 I. r-^ column 5/16 i FOOTING PER PLAN 5/8" GUSSET IE o `� BRACE PER ELEV.\\�\\'�\\%�\� \ \� fj,;i • FTG. &REINF. PER PLAN GR. 50 NUT & WASHER AT .. COLUMN PER PLAN 6" MIN. BRACE/GUSSET 4'-0" thknd. ftg. EMBED END, TYP. LAP, TYP. section per plan 2 Typical Braced Frame Elevation 2 3 Moment Frame Baseplate 4 CAPE 1/4" WHERE COL. 3/16 EXTENDS ABOVE BEAM CONN, O ri ri COWMN ns-fs METAL DECK ELEVATION R BRACE PER ELEV. 3/is 2 PER PLAN 5/16 ea side HSS 12x2x1/4 FOR ROL -UP ROOF BEAMS PER PLAN 1' BTWN. END OF 6" MIN. __________________ __ DOOR SPRING BRACKE HSS 8x4 flat BRACE &LINE OF j BRACE/GUSSET 3/ �� 16 (if used), TYP. BTWN. BEAMS GUSSET UNRESTRAINED i j r - BY BEAM (typ.) FRAMING & CONN. BOTH HSS BEAM PER- SIDES WHERE OCCURS PLAN & ELEVATION BEAM PER PLAN HSS COL. PER PLAN & ELEVATION L8x4x1/2 x 6" LLH CTR. ON HSS Frame Roof Beam Floor Beam Level 1 Brace Level 2 Brace BF-1 W12x35 W12x45 HSS 4.5xO.375 HSS 4.OxO.250 BF-2 W12x35 W14x26 HSS 4.5xO.375 HSS 4.5xO.337 BF-3 W1205 W14x26 HSS 4.5xO.375 HSS 4.OxO.250 BF-4 W12x45 W21x57 HSS 4.5xO.375 HSS 4.OxO.250 BF-5 W12x35 W14x26 HSS 4.5xO.375 HSS 4.Ox0.250 I I I I I I REINF. E GUSSET E PER BRACING DETAILS 4 PP PI PER 9/S402 BRACE PER ELEV. {0 5/16 6" min. UP TO 1" NON -SHRINK GROUT FOR UNIFORM 1" CLR. BEARING _ _ _ L 90_ \ T 5/8" GUSSET E, GR. 50 REINF. E 1/4" x 8" OR. 50 2' MIN. PI i EACH SIDE OF GUSSET. (end of weld access hole CONN. BOTH SIDES WHERE OCCURS —1" WIDE, COMPRESSIBLE to edge of shear tab) ° p ° a 4° MATERIAL EACH SIDE OF GUSSET E AT SLAB typ. ea. side � FOUNDATION PER PLAN SEE 10/S302 FOR CONC. REINF. AT BASEPLATE 2 ANCHOR BOLTS 2" eq. eq. 2" (7)1"0 F1554 GR. 55 0 THREADED ANCHOR _.- / RODS w/ 1/4"0"0" N ¢ E WASHER & NUT (embed 24" min.) �1 Typical Bay Door Frame Elevation 7 N BASE E 11/2" GR. 50 8 9 NOTES: U1 CJP GROOVE WELD AT TOP AND BOTTOM FLANGES. AT BOTTOM FLANGE REMOVE WELD BACKING, BACKGOUGE, GRIND SMOOTH AND ADD 5/16" MINIMUM FILLET WELD. AT TOP Grid FLANGE. STEEL WELD BACKING MAY BE LEFT IN PLACE. ADD 5/16" MIN. FILLET WELD BELOW BACKER BAR. BACKING SHALL NOT BE WELDED (INCLUDING TACK WELDING) TO THE UNDERSIDE OF THE BEAM FLANGE. 20 WELD ACCESS HOLE, SEE DETAIL 18/S402. Rev Date Issue ROOF DECK PER PLAN ROOF DECK PER PLAN ! 8" (verify w/ arch.) UP GROOVE WELD FULL LENGTH OF BEAM WEB BETWEEN WELD ACCESS HOLES. WELD L2x2x3/16 GUTTER TABS ARE NOT REQUIRED. Tukwila Fire Station 52 ___ W12x22 BLKG. W/ SUPPORT ANGLESROOF &GUTTER O TYP. SHEAR CONN. ASSEMBLY PER ARCH. SHEAR TAB: THICKNESS (tpl) ! BEAM WEB THICKNESS. SHEAR TAB LENGTH SHALL BE AS 4 5401 AT ENDS (verfiy) _ TO ALLOW 1/4" MIN., 1/2" MAX. OVERLAP WITH THE WELD ACCESS HOLE AT TOP AND PER 5 / 3/ts 2-12 BOTTOM, AND THE WIDTH SHALL EXTEND 2" MINIMUM BACK ALONG THE BEAM, 1%4 BEYOND THE END OF THE WELD ACCESS HOLE. t/4 ------------------0 1 FULL -DEPTH PARTIAL PENETRATION SHEAR TAB TO COLUMN FROM FAR SIDE. 11"ROOF BEAM PER PLAN 71-11 BASE E 1/2 x 12 x 1'-0" 2 I 6 FILLET WELD SHEAR TAB TO BEAM WEB. WELD SIZE SHALL BE EQUAL TO THE UP TO 1' NON -SHRINK t O W/ (4) 3/4°0 ANCHOR BOLTS �' THICKNESS OF THE SHEAR TAB MINUS 1/16". WELD SHALL EXTEND OVER THE TOP GROUT FOR UNIFORM I COPE BEAM BEARING @ 9"oc (embed 8") (4)5/8"0 BOLTS W12 I 2 AND BOTTOM ONE-THIRD OF THE SHEAR TAB HEIGHT AND ACROSS THE TOP AND BOT. FLANGE HSS COLUMN &BEAM 3/1s E }/2 x 8 x 1'-0" W/ BOT FLANGE TO 1 BOTTOM. TERMINATE WELD BETWEEN 1/2" & 1" FROM WELD ACCESS HOLE. Project No. 00021-2017-01 (4 5/8'0 BOLTS @ W18 TOP FLANGE 1'-6" 1 1 6" E /2'x6"xl2" W/ ' PER PLAN & ELEVATIONS BEAM GAGE (2)5/8"0 BOLTS TO (2) 3/4"0 BOLTS FOR ERECTION. IN STANDARD OR SHORT SLOTTED HOLES. °' { '< e ' 6/S402 HSS COLUMN PER PLAN BEAM WEB. PROVIDE SHORT SLOTTED HOLES BEAM PER PLAN ® CONTINUITY PLATE THICKNESS > BEAM FLANGE THICKNESS. I I PLATE SHALL BE 50ksi STEEL. HSS STOREFRONT FRAME I I 3/ts PER ELEVATION I O REMOVE WELD TABS TO 1/4" MAXIMUM FROM EDGE OF CONTINUITY PLATE. STRUCTURAL GRIND END OF WELD SMOOTH (500 p-in), NOT FLUSH. DO NOT GOUGE ENGINEERING E 3/8"x8"x10" W/ COLUMN FLANGE. 2t24 Third Avenue Suite too -Seattle, WA 98121 SEE 10fS301 FOR (4)5J8°4 BOLTS RECESSED CONDITION p: 206.443.6212 ss engineers.com Baseplate (4-Bolt) 1 12 9 1 3 14 Typical Moment Connection - WUFW 15 932 Broadway - Tacoma,WA g84oz P: 53.284.947o ssfengineers.com DECKING L 3x3x3/16 Z1 J• S L 30016 EACH SIDE O 6" PUDDLE WELD LOCATIONS 18 GA. E L 3x3xj I = .302 in 4 N n �r 300� S= .34 in 3 L 3x3x3/16 0 o%�g3I® s 1 14" Fy = 1 ksi min. o I �../ O O O t bf NOTES: L 30016 VERCO PLB-36, G60 Coating REVIEWED FOR 3 Ot BEVEL 30' w/ Following Min. Properties Plan ViewZ �- CODE COMPLIANCE 0 _ 2� LARGER OF BEAM FLANGE THICKNESS (tbf) OR 1/2". (PLUS 1/2 tbf, OR MINUS 1/4 tbf) 1. MAXIMUM DECK SPAN = 9'-0" C. TO C. (TWO OR MORE CONTINUOUS SPANS). APPROVED LARGER OF 3/4 tbf OR 3/4" MAXIMUM tbf PLUS 1/4" USE HEAVIER GAGE WHERE DECK READ.3Jts tYP• 3/ts TO SIMPLE SPAN OVER 7'-0" C. TO C. SEP 24 2019 ® �3 4 4 1/2" MINIMUM RADIUS PLUS UNLIMITED 2. PROVIDE (4)1/2" DIAMETER PUDDLE WELDS PER SHEET TO ALL SUPPORTS - _ _ _ - _ - - - - - City of Tukwila O O O PERPENDICULAR TO DECK FLUTES. BUILDING DIVISION 5 © �5 3 tbf. (t 1/2") 3. PROVIDE 1/2" DIAMETER PUDDLE WELDS AT 12"oc TO ALL STRUTS PARALLEL JURISDICTIONAL APPROVAL AMP OO TO DECK FLUTES. PROVIDE 1/2" DIAMETER PUDDLE WELDS @ 12"oc WHERE © SURFACES SHALL BE FREE OF NOTCHES AND SHALL HAVE A SURFACE ROUGHNESS DECK ORIENTATION CHANGES AND OTHER SUPPORTS PARALLEL TO DECK FLUTES. ROF TUI:Vti'1LA i OF NOT MORE THAN 500 p -in. Section CITY 1 tSz Issue Phase 2 Construction Permit tbf O7 TOLERANCES SHALL NOT ACCUMULATE TO THE EXTENT THAT THE ANGLE 4. CONNECT DECK SEAMS WITH BUTTON PUNCHES @ 24"oc NOTES: AUG 02 2019 OF THE ACCESS HOLE CUT TO THE FLANGE SURFACE EXCEEDS 25' 5. DECK TYPE MUST STRICTLY MEET CRITERIA LISTED ABOVE INCLUDING • WELD DECK TO ANGLES W/ 1/2"0 PUDDLE WELDS @ 6"oc ALL AROUND PERMIT CENTER Date 8/2/2019 I.C.C. RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK �2 INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. • NO REINFORCING IS REQUIRED FOR SINGLE OPENINGS 4"4 OR 4" SQ. OR LESS Sheet Title TYPICAL STEEL 6. REINFORCE DECK OPENINGS PER 20/S402 • LARGER OPENINGS MUST BE COORDINATED W /ARCHITECT & ENGINEER DETAILS Moment Frame Access Hole 18 1 1/2" Roof Deck 19 Roof Deck Reinforcement at Openings 20 Sheet 0 2 D LU Ln 1I i / RODS w/ 1/4"0"0" N ¢ E WASHER & NUT (embed 24" min.) �1 Typical Bay Door Frame Elevation 7 N BASE E 11/2" GR. 50 8 9 NOTES: U1 CJP GROOVE WELD AT TOP AND BOTTOM FLANGES. AT BOTTOM FLANGE REMOVE WELD BACKING, BACKGOUGE, GRIND SMOOTH AND ADD 5/16" MINIMUM FILLET WELD. AT TOP Grid FLANGE. STEEL WELD BACKING MAY BE LEFT IN PLACE. ADD 5/16" MIN. FILLET WELD BELOW BACKER BAR. BACKING SHALL NOT BE WELDED (INCLUDING TACK WELDING) TO THE UNDERSIDE OF THE BEAM FLANGE. 20 WELD ACCESS HOLE, SEE DETAIL 18/S402. Rev Date Issue ROOF DECK PER PLAN ROOF DECK PER PLAN ! 8" (verify w/ arch.) UP GROOVE WELD FULL LENGTH OF BEAM WEB BETWEEN WELD ACCESS HOLES. WELD L2x2x3/16 GUTTER TABS ARE NOT REQUIRED. Tukwila Fire Station 52 ___ W12x22 BLKG. W/ SUPPORT ANGLESROOF &GUTTER O TYP. SHEAR CONN. ASSEMBLY PER ARCH. SHEAR TAB: THICKNESS (tpl) ! BEAM WEB THICKNESS. SHEAR TAB LENGTH SHALL BE AS 4 5401 AT ENDS (verfiy) _ TO ALLOW 1/4" MIN., 1/2" MAX. OVERLAP WITH THE WELD ACCESS HOLE AT TOP AND PER 5 / 3/ts 2-12 BOTTOM, AND THE WIDTH SHALL EXTEND 2" MINIMUM BACK ALONG THE BEAM, 1%4 BEYOND THE END OF THE WELD ACCESS HOLE. t/4 ------------------0 1 FULL -DEPTH PARTIAL PENETRATION SHEAR TAB TO COLUMN FROM FAR SIDE. 11"ROOF BEAM PER PLAN 71-11 BASE E 1/2 x 12 x 1'-0" 2 I 6 FILLET WELD SHEAR TAB TO BEAM WEB. WELD SIZE SHALL BE EQUAL TO THE UP TO 1' NON -SHRINK t O W/ (4) 3/4°0 ANCHOR BOLTS �' THICKNESS OF THE SHEAR TAB MINUS 1/16". WELD SHALL EXTEND OVER THE TOP GROUT FOR UNIFORM I COPE BEAM BEARING @ 9"oc (embed 8") (4)5/8"0 BOLTS W12 I 2 AND BOTTOM ONE-THIRD OF THE SHEAR TAB HEIGHT AND ACROSS THE TOP AND BOT. FLANGE HSS COLUMN &BEAM 3/1s E }/2 x 8 x 1'-0" W/ BOT FLANGE TO 1 BOTTOM. TERMINATE WELD BETWEEN 1/2" & 1" FROM WELD ACCESS HOLE. Project No. 00021-2017-01 (4 5/8'0 BOLTS @ W18 TOP FLANGE 1'-6" 1 1 6" E /2'x6"xl2" W/ ' PER PLAN & ELEVATIONS BEAM GAGE (2)5/8"0 BOLTS TO (2) 3/4"0 BOLTS FOR ERECTION. IN STANDARD OR SHORT SLOTTED HOLES. °' { '< e ' 6/S402 HSS COLUMN PER PLAN BEAM WEB. PROVIDE SHORT SLOTTED HOLES BEAM PER PLAN ® CONTINUITY PLATE THICKNESS > BEAM FLANGE THICKNESS. I I PLATE SHALL BE 50ksi STEEL. HSS STOREFRONT FRAME I I 3/ts PER ELEVATION I O REMOVE WELD TABS TO 1/4" MAXIMUM FROM EDGE OF CONTINUITY PLATE. STRUCTURAL GRIND END OF WELD SMOOTH (500 p-in), NOT FLUSH. DO NOT GOUGE ENGINEERING E 3/8"x8"x10" W/ COLUMN FLANGE. 2t24 Third Avenue Suite too -Seattle, WA 98121 SEE 10fS301 FOR (4)5J8°4 BOLTS RECESSED CONDITION p: 206.443.6212 ss engineers.com Baseplate (4-Bolt) 1 12 9 1 3 14 Typical Moment Connection - WUFW 15 932 Broadway - Tacoma,WA g84oz P: 53.284.947o ssfengineers.com DECKING L 3x3x3/16 Z1 J• S L 30016 EACH SIDE O 6" PUDDLE WELD LOCATIONS 18 GA. E L 3x3xj I = .302 in 4 N n �r 300� S= .34 in 3 L 3x3x3/16 0 o%�g3I® s 1 14" Fy = 1 ksi min. o I �../ O O O t bf NOTES: L 30016 VERCO PLB-36, G60 Coating REVIEWED FOR 3 Ot BEVEL 30' w/ Following Min. Properties Plan ViewZ �- CODE COMPLIANCE 0 _ 2� LARGER OF BEAM FLANGE THICKNESS (tbf) OR 1/2". (PLUS 1/2 tbf, OR MINUS 1/4 tbf) 1. MAXIMUM DECK SPAN = 9'-0" C. TO C. (TWO OR MORE CONTINUOUS SPANS). APPROVED LARGER OF 3/4 tbf OR 3/4" MAXIMUM tbf PLUS 1/4" USE HEAVIER GAGE WHERE DECK READ.3Jts tYP• 3/ts TO SIMPLE SPAN OVER 7'-0" C. TO C. SEP 24 2019 ® �3 4 4 1/2" MINIMUM RADIUS PLUS UNLIMITED 2. PROVIDE (4)1/2" DIAMETER PUDDLE WELDS PER SHEET TO ALL SUPPORTS - _ _ _ - _ - - - - - City of Tukwila O O O PERPENDICULAR TO DECK FLUTES. BUILDING DIVISION 5 © �5 3 tbf. (t 1/2") 3. PROVIDE 1/2" DIAMETER PUDDLE WELDS AT 12"oc TO ALL STRUTS PARALLEL JURISDICTIONAL APPROVAL AMP OO TO DECK FLUTES. PROVIDE 1/2" DIAMETER PUDDLE WELDS @ 12"oc WHERE © SURFACES SHALL BE FREE OF NOTCHES AND SHALL HAVE A SURFACE ROUGHNESS DECK ORIENTATION CHANGES AND OTHER SUPPORTS PARALLEL TO DECK FLUTES. ROF TUI:Vti'1LA i OF NOT MORE THAN 500 p -in. Section CITY 1 tSz Issue Phase 2 Construction Permit tbf O7 TOLERANCES SHALL NOT ACCUMULATE TO THE EXTENT THAT THE ANGLE 4. CONNECT DECK SEAMS WITH BUTTON PUNCHES @ 24"oc NOTES: AUG 02 2019 OF THE ACCESS HOLE CUT TO THE FLANGE SURFACE EXCEEDS 25' 5. DECK TYPE MUST STRICTLY MEET CRITERIA LISTED ABOVE INCLUDING • WELD DECK TO ANGLES W/ 1/2"0 PUDDLE WELDS @ 6"oc ALL AROUND PERMIT CENTER Date 8/2/2019 I.C.C. RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK �2 INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. • NO REINFORCING IS REQUIRED FOR SINGLE OPENINGS 4"4 OR 4" SQ. OR LESS Sheet Title TYPICAL STEEL 6. REINFORCE DECK OPENINGS PER 20/S402 • LARGER OPENINGS MUST BE COORDINATED W /ARCHITECT & ENGINEER DETAILS Moment Frame Access Hole 18 1 1/2" Roof Deck 19 Roof Deck Reinforcement at Openings 20 Sheet 0 2 D LU Ln 1I i i Gri GRID TO F.O. WALL DIM. PER ARCH. Gri 2 STRUT PER PLAN CENTERED ON HSS 8x4 SEE ARCH FOR WOOD DECKING, PEDESTAL LOW PROFILE DRAIN AND DECK RAILING PER ARCH BLOCKOUT FOR THRESHOLD PER ARCH. #4x �— @ 12"oc 24 BEAM PER PLAN i it �i�,i; i 60OS162-43 STUDS @ 16"oc AT LEVEL 2 11/2" DECK + 21/2" CONC. 11/2" DECK + 31/2" CONIC. ADDED #4 CONT. AT 1'-0" CHANNEL PER PLAN — AT DEPRESSED SLAB CONIC. FLOOR PER PLAN T.O.S. = 2T-6" ROOF DECK PER VENEER, AIR GAP, & " SIDES OF PENETRATION PLAN (beyond) INSULATION PER ARCH. /� (2) ROWS HILTI X-U 3 HSS to E /is CURB BUILT-UP ADDED TOPPING FOR T.O.S. = 27'-6" TIES PER GENERAL NOTES .X> 0.157"0 P.A.F. @ 12"oc PER ARCH SLOPE PER ARCH 3 FASCIA PER PLAN ---- I i11 //T j FLOOR DECK & TOPPING SLAB PER PLAN (2) 5/8°0 BOLTS _ ------_- -- - - - - - - ( I -1---- 1 1 �- ~ E / 8"xl2"xl'-O" LONG (4) LOCATIONS METAT I. 4 6 �< STIFF AT BEAM CONN. PER PLAN PER PLANit I �` �N - - - - - - - - - - _ _ _ T.O.S I PER PLAN T.O.S. = 14'-8" I ji� b W12 PER PLAN I BEAM PER PLAN ✓`! i- DECK SPAN VARIES t 1-O E /2x8 x CONT. 1/4 1 1 © III AT COLUMN 5/a" PLYWOOD ATTACHED SEE 7/S401 & 12/S204 HSS 6x6 PER PLAN CJP BRACED FRAME - MECH. WELL ROOF HSS to (1/4) I I COL. PER PLAN TO STUDS W/ #8 x 1" j FOR DECK CANTILEVER DETAILS HSS PER PLAN — 3/16 BEAM PER PLAN BEAM PER PLAN f.o. col. I I SCREWS @ 6"oc AT 316 1 �" /2 1 WT to web 12 3/ts (gussets & braces PANEL EDGES, 12"oc FIELD h FLOOR BEAM PER 3/16 3 3 a"0 BOLTS () / not shown) I � PLAN (size varies) E i/4x61/2 x 9" W/ HOLES E 1/4x7 x 9" W12 PER PLAN FOR (6) 3/4" BOLTS 6 ea. end of plate i/4 2-12 (2) ROWS HILTI X-U 0.157"0 P.A.F. @ 12"oc WT4x7.5 x 7" x� <v 80OS162-43 STUDS @ 16"oc AT LEVEL 1 1 2 3 5 Gri Wi PER PLAN BEAM PER PLAN ROOFING, INSULATION, & COVER BOARD PER ARCH. per arch. I POLYCARBONATE PANEL i KERF E /4"x5"x6" LONG ROOF BEAM PER PLAN W/ SPANDREL PANEL PER ARCH. ( SLAB EDGE PER & ATTACHMENT TO o I I WT PER ARCH. o I I AT END OF HSS. PROVIDE E 1/4" END CAP & COPE� ' CONN. PER 3/S401 I I 7/S401 OR 12/S401 COL. PER PLAN-4 w !—COL PER PLAN (where occurs) I I I KERF PLATE AT TOP TO / CONNECT WALL TO TOP < it j j FLOOR DEC & PPING R C TO CHANNEL PER — =------ - d>I PERPLAN CLEAR BEAM FLANGE ROOF DECK PER PLAN li (j (2} ROWS NILTI X-U x 0.15T 0 P.A.F. @ 12"oc & BOT. TRACKS W/ (2) ROWS #10 SCREWS @ 12 / j j SLAB PER PLAN PLAN CONN. TO COL. PER 5/S401 I I E 1 W/ NNNGLEE 1 BRACE LOCATIONS METAL DECK PER PLAN �i \ 3/ 16 TOP & BOT. TRACKS TO HSS BEAM oc �� / 2 2x10 (} I I /4"x4"x4" I (2)5/8°0 BOLTS 1 T.O.S. - 2T-0' - SHTHG. TO BE CONTINUOUS VENEER, AIR GAP, & INSULATION PER ARCH., <`/ 7 Q- PER ARCH. " I FFULL DEPTH STIFFENER I 3/16 - - - ROOF BEAM VERTICALLY FROM 2'-0" TIES PER GENERAL NOTES i i �. AT PLATE LOCATIONS 3/16 W12 BEAM PER PLAN PER PLAN MIN. BELOW T.O.S. TO TOP OF PARAPET 5/8" PLYWOOD ATTACHED i KX:, 3j18 j' TO STUDS W/ #8 x 1" ' \1 _ 3/i6 V 3/16 I plate to 3 1 VENEER & AIR GAP SCREWS @ 6 oc AT QX ��jil BEAM PER PLAN I 3i6 / an le legs /16 9 9 BEAM PER PLAN j PER ARCH. W TIES / PER GENERAL NOTES PANEL EDGES, 12"oc FIELD ✓ `il >Ci\.; !; — ROOF BEAM PER PLAN VENEER, AIR GAP, & INSULATION PER ARCH. i�I! i i i� size varies ( ) 1 I I 3/16 BEAM W/ END CAP BRACE PER PLAN-- Co. end 3 � w' � 44 TIES PER GENERAL NOTES � ' E 3/e"x4"x4' @ 4 1 I PER PLAN -- /1s of brace CS16 x 2'-4" @ 32"oc 5 /8" PLYWOOD ATTACHED I iz BENT E 14 o x I x 6" LONG g � OFF ANGLE ENDS I E / " 9 I I KERF 1a x x6 LONG FULL DEPTH 600S162-43 STUDS- TO " @ 32 oc W/ (3)#10 SCREWS /\ I I I STIFFENER AT W18 BEAM PER PLAN BRACE LOCATIONS SCREWS @ Co: AT i TO STUD & (3) HILTI X-U � 1 - -L 8SPANs, SPANS OPENING I -j- - - - - - - - I @ 16"oc PANELUEDGES, 12"0o FIELD ! Y \ " x 0.157 0 P.A.F. TO BEAM WEB ti, ` \ AT SPANDREL PANEL I (2)5/8°0 BOLTS @ 5"oc ✓` (not req d where deck span is i perpendicular at sim.) i (3)#12 x 3" SCREWS @ 16"oc 1/4"x3"x9° (pre -drill angle as req d.) SHEAR E FOR CALLOUTS 60OS162-43 STUDS <x IN COMMON _ @ 16"oc 80os162-43 STUDS @ Elevation SEE 14/S402 16"oc W/ 5/8" PLYWOOD b 7 AT OUTER FACE 3 Moment Frame Beam Bracing 1 — g protected zone Gri Gri 1" BTWN. END OF BRACE & LINE OF per arch. GUSSET UNRESTRAINED a BY BEAM (typ.) PROVIDE 1" OF COMPRESSIBLE ELEVATOR ROOF FRAMING * FILER BETWEEN Rev Date Issue 24 i HSS beam to col. (f4) PER PLAN & 13/S403 i GUSSET SLAB #4x J— @ 12"oc 1 j (coon. beyond} i, METAL DECK PER PLAN , / \ /'/ 24 W/ #12 SCREWS IN B AM Tukwila Fire Station 52 1 36/4 SCREW PATTERN , /4 � , . � PER ELEV. \ / FLOOR DECK & TOPPING SLAB I I BEAM PER PLAN ill --WALL FRAMING JOISTS PER PLAN METAL STUDS PER PLAN a / \ \ / PER PLAN I METAL DECK & PER 13 S403 / BEND WEB AT ENDS & SHEATH PER ARCH. TOPPING PER PLAN ¢ jl I ATTACH TO TRACK & 60OS162-43 BLKG. BTWN. \ / T.D.S. = 14'-$" o- ; BLKG. W/ (3)#10 SCREWS ', —_—_ —_—_—__P,x--__—__--_—_—_— STUDS. BEND WEB AT / \ HOIST BEAM I I --------- ENDS & ATTACH TO STUD FLOOR BEAM PER _ I I PER PLAN 3ft6 W/ (3)#10 SCREWS EA. END PLAN W/ CONN. TO I ! T.D.S. = 14'-0" SET E COL. PER 5/S401 L _ - 1 I _ _ - _ - - - 3/16 2-12 HOIST BEAM TO COL. CONN. PER 5/S401 I I' I I I I 3 t6 T.O.S. = 27'-6" `_ U o 5 o #10 SCREWS @ 6"oc D t @ braces 5t6 / `� / _\ GR. 50 ; ` 6" MIN. ;'' Project No. 00021-2017-01 I I staggered I BRACE/GUSSET %` I I 3 /16 2-12 top & hot. FULL DEPTH STIFFENER I LAP, TYP. COL. PER PLAN—1 I L 3x3x/4 DECK - — — METAL DECK PER PLAN I I LEDGER AT FACE CONN. E 1/4'A%9" W/ (2)5/8"0 BOLTS I' ¢ — __ CONT. 60OT162-43 TRACK REINF. E PER 9/S402 I OF HSS BEAM I HOIST BEAM BEAM PER PLAN BRACE PER ELEV. STRUCTURAL I RAIL SUPPORT j ��N PER PLAN a FOR CALLOU ENGINEERING PER PLAN SEE 5/S503 FOR COL. PER PLAN BEAM PER PLAN R�CEE�lE7 IN COMMON CITY C)F 1.13hwtLA SEE 20/S403 2i24 Third Avenue -Suite ioo-Seattle, WA 98121 zoe ss engineers CONN. TO HSS per /4" = 1'-0" p: 443.6ziz <om Broadway y- Tacoma,WA 98402om 1 � arch. 12 1019 AUGUt,r� AUp 1 5 P:a P� 253.284-947o ssfengineers.com Roof Framing at Elevator Overrun \� BRACE PER ELEV. 5/16 4" typ. - SEE ARCH. FOR SCREEN WALL F 3.9 4 3f1& 1 E 1/2"A" A" W/ HOLES FOR (4)5/8"0 BOLTS a ; 5/16 protected zone PROVIDE 1" OF per arch. 3/8"xll" i COMPRESSIBLE CONT. E AT pipe to plate STD. PIPE PER PLAN BEAM CONN. PER 5/S401 FILLER BETWEEN BRACED FRAME BEAM } GUSSET &SLAB REVIEWED FOR CODE FLOOR DECK & BTWN. COL. & CENTER FLOOR DECK & GUSSET PLATE EA. END plate to E 3/8"x31/2"x31/2" beam flange i j j ® PROTECTED ZONE BEAM WHERE OCCURS I I ` ' \ BEAM PER ELEV. TOPPING SLAB STRUT PER PLAN TOPPING SLAB ALLOW 12" CLEAR AT / 4 I I METAL DECK PER PLAN �\' COMPLIANCE PER PLAN @ 3'-0"oc PER PLAN BEAM TO COL. CONN. sides " APPROVED Level 2 Level 2 20" estimated lute length)(3) ( P 3 /i6 JOISTS PER PLAN 2 legs NOTES: - SEP 24 3/is 2019 T.O.S. = 14'-8" T.O.S. = 14'-8" 1. ALL BRACES SHALL HAVE PROTECTED ZONES AS - -- -- — - — - --- -_ L 441/4 BTWN. I St$•L _ I _ _ _ _ _ SHOWN ON THIS DETAIL. I ( City of Tukwila FLAT HSS JOIST TOP CHORDS. - - - - - _ L i BUILDING DIVISION 90,00' ; PER PLAN FLOOR BEAM WELD DECK TO ANGLE IS TURNED 2. WITHIN THE PROTECTED ZONE, PER PLAN BRACED FRAME BEAM PER PLAN ANGLE PER DECK AT SIM. DISCONTINUITIES CREATED BY FABRICATION AND ERECTION SHALL BE REPAIRED. clr i sje" GUSSET E, OR. 50 JURISDICTIONAL APPROVAL STAMP FASCIA PER PLAN NOTES ea. side5� 3/16 CENTERED ON STRUT (gussets & braces L 2x2x1/4 BRACE COORDINATE W/ THE E.O.R. to col' 1/4 tip' 6" MIN. not shown) FULL DEPTH STIFFENER AT EACH POST 3. PER NO ATTACHMENT SHALL BE `f' i BRACE/GUSSET i ., LAP, TYP. Issue Phase 2 Construction Permit 3/16 1/4 2-12 EA. SIDE AT SCREEN WALL MADE TO THE PROTECTED ZONES OF THE TO HE REINF. E PIPE LOCATIONS top & bot. BRACED FRAME MEMBERS. WELDED, BOLTED, 1" BTWN. END OF PER 9 S402 / Date 8/2/2019 BEAM PER PLAN 3/1s SCREWED OR SHOT -IN ATTACHMENTS SHALL BRACE & LINE OF NOT BE PLACED WITHIN THE PROTECTED ZONE. GUSSET UNRESTRAINED w�BRACE PER ELEV. BY BEAM (typ.) Sheet Title STEEL DETAILS 5/16 1 1 1 �y 48 No Scale n Braced Frame Protected Zones 1 i ELEVATION R 3j4" T) / o. �` 2® Sheet N W LU U in W n Z d m J Grid — 4— 4� BEAM PER PLAN O per arch. � FULL DEPTH STIFFENER. (2)#10 SCREWS @ 16"oc Elevation E 3/8"x8"x8" W/ (4) EA. SIDE AT CONN. 5/8"4 W.T.S. @ 5"oc CHANNEL GONN. &PLATE �-�-r ROOFING & INSULATION PER 14/S402. ATTACH STUD AT EA. PLATE W/ 1 I -- R 1/2"0" CONTINUOUS PER ARCH. 1" (4) HILTI X-U PAF 1/4 I METAL ROOF DECK - _ PER PLAN _ t.o.s. 27'-6" C12x20.7 PER PLAN W/ I I I HSS 8008 CTRD. ON COL. J Lo.s. SHORT SLOTTED HOLES ---------- ------ - ANGLE PER PLAN WELD TO DECK & i 01 PROVIDE 12 1/4" j . 27'-0" FASCIA PER PLAN FOR 5/8"4 BOLTS AT STRUT LOCATIONS _ _________ I ibill 1/4 CENTERED ON ANGLE el. per arch. i I 3/t6 60OS162-43 STUDS W I BRACE & LOCATIONS 0 16"oc I HSS 6x6 COL. PER PLAN PER PLAN I ea. end STOREFRONT PER ARCH. --I I 3/16 2 j STOREFRONT PER ARCH. (framed wall at sini top & bot. 3/16 2� I ROOF DECK PER PLAN RCA223/54 CLIP ! -------------------------------------------- TOP & BOT. EA. END W/ (4)#10 #8 SELF DRILLING SCREW EA. LEG SCREWS @ 8"oc P t/4" d (track to blkg.) 600T150-68I 11" ( I j ROOF BEAM PER PLAN Slope per arch. ^ J- _ EACH SIDE typ. BENT EDGE. (outer � (2)1220 BOLTS � 3% I R 1/2"x61/2"x1'-O" W/ (4)5/8"0 BOLTS AT edge &sides) (2)400S200-68 HSS COLUMN PER PLAN i I I BEAM GAGE FLAT BLOCKING I STUD FRAMING PER PLAN 7 A (2) ROWS #10 SCREWS ® 16"oc COPED BEAM PER PLAN METAL ROOF DECK Grid j PER PLAN BEAM PER PLAN 1 h 1 9/3/19 Phase 2 Permit Correction 1 Rev Date Issue & 7/S402 Tukwila Fire Station 52 3/16 SHEAR IE 1/4"x3°x41 2" / RAINSCREEN & - 3 top & bot & j16 3" top & bot. W/ (2)5/8"9 BOLTS SOFFIT PER ARCH. at side GUSSET 2 3/8" AT 6" CANOPY LOCATIONS HSS PER PLAN 5/8" PLYWOOD W/ #8 SCREWS @ 6'oc I'i j HSS 12z2 SPRING PER ARCH.(1/3 points) SIGNAGE PER ARCH. 4 1" NEOPRENE SEAL AT PANEL EDGES & 12"oc FIELD BRACKET SUPPORT COORD. ELEVATION W/ ARCH. PER ARCH. 60OS162-43 STUDS '; Project No. 00021-2017-01 N 3/16 2-12 1%4"0 HEX HEAD ® 16"oc i HSS COL. BEYOND staggered BENT M 1/4" W/ 3/16 2-12 side to side SLOPE PER ARCH. SCREWS @ 12"oc (1/4) !`w (2) ROWS HILTI X-U FASTENERS O BEAM PER PLAN & 7/S402 STRUCTURAL ENGINEERING j ® 16"oc A P 1/2"x111/2' AT APP BAY DOOR OPENINGS L — — - - - - - 1" 1/4 3_12 2 n 4Third Avenue - Suite roo- Seattle, WA 98m P -6.443.6— ssfengineers.corn 934 Broadway - Tacoma,WA 98402 934B284947o {y I� 1 2 1 sfengineers.com ,. ,fJ, ;$ I tI j V 300 �< HSS RAIL SUPPORT per METAL DECK & TOPPING PER PLAN PER PLAN I I I arch. BEAM PER PLAN NS-FS 1 I Reviewed fo and Approved Substantial �',S".rnplIanC _ - 3ji�-- I o B F3FtiC'r C naultantS b ale, BENT E 1/4"x 4" x 10" LONG I CENTERED ON HSS RAIL SUPPORT i RAEPIZO JURISDICTIONAL APPROVAL STAMP APPROFULL`D JF Aetop & bot. & 4" at sides3/ts I RAIL SUPPORCity Issue 9010 CD Set of TBUILDING D Date 8/22/2019 Sheet Title STEEL DETAILS 17 1 •trDrv0)-5520 Sheet to K w z u un LLI a CO -F to H u w H S V Q TRACK SCREWS @ 24"oc SCREWS @ 24"oc TRACK LENGTH = STUD DEPTH - 1/2" — LENGTH = 1/2" (BOTH FLANGES) (BOTH FLANGES) STUD DEPTH - TOP & BOT. o TOP & BOT. BACK-TO-BACK C-SHAPES CLIP ANGLE 2x2xl6go. rO ° COPE FLANGE AND ° (x WEB DEPTH - 1/2") C-SHAPES - ATTACH WEB TO STUD W/ (4) SCREWS. 16 GA. x 11/2 x 11/2 t 1 GA. x x 1 /2 FASTENED TO HEADER (2) SCREWS @ 24"oc ° o W/ (6) SCREWS EA. ° BRIDGE CLIP ANGLE TYPICAL BRIDGE CLIP ANGLE B CLIP LEG TYPICAL ° TRACK - ° (2) #10 SCREWS TRACK - 0 1/8 1/2 EA. LEG OF ANGLE CRIPPLE STUD CRIPPLE STUD - ATTACH IN DIAGONAL TRACK ° COPE WEB & FASTEN TRACK ° COPE WEB & FASTEN 1/S 1 o FASHION FOR MAXIMUM SPREAD TRACK TO STUD THRU TRACK TO STUD THRU FLANGES OR BENT FLANGES OR BENT SCREW(s) AT TOP WEB (typ,) AND 80T. OF CRIPPLE FASTEN TRACK TO CRIPPLE STUD W/ WEB (typ.) STUD (EA. SIDE) KING STUD(s) SCREW(s) AT TOP. KING STUD(s) AS AS REQUIRED. AS REQUIRED AND BOT. (BOTH REQUIRED If SIDES) 16 GA. BRIDGING a 16 BRIDGING 9 CHANNEL, TYP. CHANNEL (typ.) Back -to -Back Header w/ Jack Stud Box Beam Header Weld Option Screw Option 1 3 Cold Rolled Lateral Bracing 5 STUD/TRACK BLKG. PLACED AS REQD. @ EA. END OF WALL AND t 11/2-24 AT 8'-O"oc WHERE WALLS ARE CRIPPLE STUD. GAUGE UNINTERUPTED. CLIP FLANGE & TO MATCH ADJACENT BEND AS SHOWN W/ (2) #10 FRAMED WALL 2) Stud WALL STUDS @ 24"oc SCREWS TO EA. STUD - OR (max.) FINISHED SURFACE PROVIDE 16ga. CLIP ANGLE W/ JAMB PER SCHEDULE (2) #10 SCREWS TO EA. LEG. SILL PER SCHEDULE - 60OT125-33 TO MATCH COPE FLANGES TO ALLOW FOR CONN. TO WALL STUD. PROVIDE y t ' ' WHERE STUDS OR JOISTS t 11/2-24 ARE SHOWN TO ABUT, NOTES: HEADER (typ.) WELD AS SHOWN #8 TEK SCREWS @ 4"oc MAX. 'S- 1. PROVIDE 4" WELD AT TOP - (1) #8 TEK, ES SCREW HEADER PER PLAN � (3 screws min.) v &BOTTOM OF BUILT UP (3) Stud MEMBER. THIS DETAIL 16go. ANGLE CLIP T. & B. W/ PROVIDES INTERMEDIATE CRIPPLE STUD GAUGE TO MATCH (2) #10 TEK SCREWS EA. LEG or COPED TRACK W/ (2) #10 TEK SCREWS TO JAMB 11/2" x 20ga. STRAP EA, SIDE OF WALLALL W/ #10 SCREWS TO EA. STUD AND WELD REQUIREMENTS. 2. REDUCE WELD SPACING t GAGE MATERIAL OF ALL WELDS NOTED SILL @ 24"oc (max.) HEAD PER SCHEDULE (3) #10 SCREWS TO BLKG. - = OF CONNECTED TO 16"oc FOR 6" STUDS PROVIDE UNDER ALL DBL. STUD OF TYP. WALL STUD SPACE STRAPS EQUALLY 1 t 1 /2 24 WINDOW MULLIONS HEIGHTOVER F WALL. (typ.) FASTENERS AS REQD. @ ' (40"ocMAX.) EA. SIDE OF JAMB BOTTOM TRACK NOTES: 4 Stud 1. MEMBER SIZES CALLED OUT ARE BASED ON FINAL CONDITION WHERE RIGID SHEATHING ARE ATTACHED TO BOTH Sill Top Opening Header FACES OF EACH STUD FOR LATERAL SUPPORT OF STUD FLANGES. DURING CONSTRUCTION, AND FOR SPECIFIC of with APPLICATIONS (FURRED WALLS, UNSHEATHED WALLS, etc), LOADS MAY BE APPLIED WITHOUT THE INSTALLATION OF SHEATHING PROVIDED THAT STUDS BRACED OR BRIDGED PER TYPICAL BRIDGING AND BRACING DETAILS. 3 2. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING DURING CONSTRUCTION AS REQUIRED. n Bracing t 11 /2-24 Joist Attachment 10 Flat Strap Lateral % Typical Multiple Stud or OCCUR WITHIN 12" DEPTH IN INCHES - FLANGE WIDTH IN INCHES Opening Framing Schedule at Exterior Walls FROM END OF STUD 100 100 CRIPPLE STUD. GAUGE DESIGNATION: 600 200 - 54 OPENING WIDTH MEMBER TO MATCH ADJACENT IS MEMBER STYLE MATERIAL THICKNESS 6'-0" max. 8'-0" max. _ _ WALL STUDS @ 24"oc 16ga. ANGLE CLIP W/ (2) CONN. BOT. TRACK TO FLOOR W/. 145 0ocU. DRIVE 1 IN INCHES (max.) #10 TEK SCREWS EA. LEG or 1000 Rev Date Issue HEAD or SILL 60OT200-43 60OT200-54 COPED TRACK W/ (2) #10 TEK STUDS MUST BE FULLY PINS @ 24"oc U.O.N. Tukwila Fire Station 52 SCREWS TO JAMB NOTE: JAMB STUDS ARE IN ADDITION TO TYPICAL WALL SEATED AGAINST TRACK 3/4" MAX. PENETRATION (1/16" MAX. GAP) WHEN ATTACHED TO P.T. Typical Notes: FRAMING STUDS, REFER TO NON -BEARING WALL SCHEDULE BELOW. SLABS. -----(1) #8 TEK, ES SCREWS RUNNER TRACK 1. METAL FRAMING USED SHALL CONFORM TO THE SHAPE, GRADE, SIZE, AND GAGE Non -Bearing Exterior Wall Framing Schedule SAME GAGE AS STUD e MINIMUM 11/2" WIDE SPECIFIED. DESIGNATIONS REFER TO SHAPES NOTED BY THE STEEL STUD MANUFACTURER'S ASSOCIATION; SUBSTITUTES SHALL BE EQUIVALENT AND SHALL HEAD PER SCHEDULE FLANGES HAVE PROPERTIES EQUAL TO OR GREATER THAN THOSE SHOWN. WALL HEIGHT MEMBER 12'-0" max. 2. METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: DBL. STUD OF TYP. WALL STUD Q t j if 6" 60OS162-43 @ 16"oc u 12, 14, AND 16 GAGE ASTM A653, GRADE 50 Fy = 50ksi SCREW ATTACHMENT 18 AND 20 GAGE ASTM A653, GRADE33 Fy = 33ksi Project No. 00021-2017-01 SEE NOTE BELOW NOTES: 3. ALL 8 AND 10 GAGE MATERIAL SHALL CONFORM TO ASTM A36 WITH A MINIMUM YIELD 1. THE WALL HEIGHT IS MEASURED AS THE DISTANCE BETWEEN LATERAL SUPPORTS OR AS NOTE: OF 36,000 psi. (2) TIMES THE LENGTH OF THE CANTILEVER AT THE PARAPET. WHICHEVER IS GREATER. WHEN TRACK IS ATTACHED DIRECTLY TO STUD FLANGE, A STANDARD 4. REFER TYPICAL BRIDGING AND BRACING DETAILS FOR THE LATERAL SUPPORT OF ALL 2. THE CONTRACTOR SHALL COORDINATE THE REQUIRED LOCATIONS OF CANOPY AND NO. 6 x 7/16" PAN HEAD SHEET METAL SCREW SHALL BE USED. WHEN BEARING WALLS. PARAPET FRAMING. Top of Opening without Header DRYWALL COVERING, TRACK AND STUD FLANGES ARE ATTACHED AT SAME 5. TRACK SECTIONS SHALL BE UNPUNCHED AND HAVE AT LEAST 11/2" FLANGES. TIME, A STANDARD (MIN.) 1" LONG DRYWALL SCREW SHALL BE USED. ANY STRUCTURAL 3. SEE TYPICAL DETAILS TO INFILL WALL OPENINGS (JAMBS/HEAD/SILL FRAMING). COMBINATION OF THE ABOVE MATHODS MAY BE USED IN THE ERECTION 6. WELDING OF COLD -FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL ENGINEERING 4. AT OPENINGS, PROVIDE EQUIVALENT NUMBER OF JAMB STUDS BASED ON SOLID WALL OF A COMPLETED WALL ASSEMBLY. BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASS OF WELD. EACH SIDE OF OPENING. ztzq Third Avenue - Suite oo-Sranee y8m p: 206.443.6212 ssferrengineers.com 1 Typical Exterior Wall Framing Without Brick Veneer Typical Top & Bottom Track at Interior Walls Typical Metal Framing Properties 1 5 934 Broadway - Tacoma, VVA 98402 P 2532849470 ssfengineers.com � J• s x rc ., 300s L CODE COMPLIANCE APPROVED SEP 2 4 2019 City of Tukwila BUILDING DIVISION JURISDICTIONAL APPROVAL STAMP nEC£IVErD CITY OF'1•i3t:'r'VILA Issue Phase 2 Construction Permit AUG o2 2019 Date 8/2/2019 PERMIT CENTER Sheet Title LIGHT GAUGE y FRAMING DETAILS 16 17 18 19 0�_// 20 Sheet tn Cd W z U tn 0 z Q 00 1 ABBREVIATIONS LEGEND DRAWING INDEX GENERAL NOTES AC AIR CONDITIONING SYMBOL ABBR DESCRIPTION SYMBOL ABBR DESCRIPTION M001 ABBREVS, LEGEND, NOTES & INDEX 1. THE MECHANICAL SYSTEM SHALL CONSIST OF ALL WORK SHOWN ON THE DRAWINGS, INCLUDING PLANS, DIAGRAMS, DETAILS, ETC., AND ALL WORK AS ACU AIR CONDITIONING UNIT - ALIGNMENT GUIDE IDENTIFIED IN THE SPECIFICATIONS, WORK INCLUDES FURNISHING, INSTALLING SYSTEM, INTEGRATION, TESTING, TRAINING AND WARRANTY OF THE MECHANICAL AD ACCESS DOOR, AREA DRAIN X DETAIL OR SECTION CALLOUT M002 MECHANICAL SCHEDULES SYSTEMS AS SHOWN AND SPECIFIED. PROVIDE A COMPLETE AND OPERABLE MECHANICAL SYSTEM COMPLETE WITH ALL MECHANICAL WORK AS REQUIRED FOR ADA AAV AMERICANS WITH DISABILITIES ACT AIR ADMITTANCE VENT * ANCHOR XX SHEET WHERE SECTION OR DETAIL SHOWN M003 MECHANICAL SCHEDULES SYSTEM OPERATION, AFF ABOVE FINISHED FLOOR D PIPE ELBOW DOWN 2. THE DESIGN OF MECHANICAL SYSTEMS HAS BEEN BASED UPON THE EQUIPMENT AS MANUFACTURED BY THE MANUFACTURERS LISTED ON THE EQUIPMENT APPROX APPROXIMATE 0 PIPE ELBOW UP DIRECTION OF CUTTING PLANE M004 MECHANICAL SCHEDULES SCHEDULE. EQUIPMENT NAMED IN THE SPECIFICATIONS MAY BE SUBSTITUTED PROVIDED THAT THE EQUIPMENT MEETS OR EXCEEDS ALL SCHEDULED AND ARCH ARCHITECT SECTION CUT LINE SPECIFIED CRITERIA, AND HAS THE WRITTEN APPROVAL OF THE ENGINEER. COORDINATE THE INSTALLATION WITH ALL TRADES AND GUARANTEE IN WRITING ARV ACID RESISTANT VENT H FLANGE M101 MECHANICAL SITE PLAN - NOT INCLUDED THAT NO ADDITIONAL COST WILL BE INCURRED DUE TO PRODUCT SUBSTITUTION. ARW RE ACID RESISTANT WASTE ASHRAE AME SOCIETY OF HEATING N%1 FLEX CONNECTION SD-X DIFFUSER OR GRILLE TYPE M201N MECHANICAL FOUNDATION PLAN NORTH 3. CONTRACTOR SHALL FIELD VERIFY ALL BUILDING AND SITE DIMENSIONS BEFORE BEGINNING CONSTRUCTION OR ORDERING EQUIPMENT. DO NOT SCALE FROM REFRIGERATION AND AIR CONDITIONING ENGINEERS TEE OUTLET UP XXX CFM AMOUNT (CUBIC FEET PER MINUTE) PLANS. BDD BACKDRAFT DAMPER M201S MECHANICAL FOUNDATION PLAN SOUTH BFF BELOW FINISHED FLOOR _ yt TEE OUTLET DOWN DIRECTION OF FLOW 4. DIMENSIONS SHOWN FOR DUCTWORK WITH SOUND LINING SHALL BE NET FREE DIMENSION WITH SOUND LINING INSTALLED. SOUND LINING SHALL BE 1" THICK BOD BOTTOM OF DUCT AIR VENT M300 FIRE PROTECTION ABBREVS., LEGEND, NOTES & INDEX UNLESS OTHERWISE NOTED. BTUH BRITISH THERMAL UNITS PER HOUR is XX OR XX EQUIPMENT ITEM XX CD CEILING DIFFUSER AAV AUTOMATIC AIR VENT M301N FIRE PROTECTION DIAGRAM LEVEL 1 NORTH 5. PENETRATIONS THROUGH ROOF OR EXTERIOR WALLS SHALL BE SEALED WEATHER TIGHT. PENETRATIONS THROUGH CEILING OR INTERIOR WALLS SHALL BE CFM CUBIC FEET PER MINUTE LINE, ARCHITECTURAL BACKGROUND SEALED SUBSTANTIALLY AIR TIGHT. BELOW GRADE WALLS OR SLABS SHALL BE SLEEVED AND SEALED WATERTIGHT. CIRC CIRCULATING 0 BALANCING VALVE M301S FIRE PROTECTION DIAGRAM LEVEL 1 SOUTH CO CLEAN OUT col BALL VALVE LIGHT LINE, EXISTING 6. CONFINE THE APPLICATION OF FLEXIBLE DUCTWORK TO LOCATIONS INDICATED BY THE CONTRACT DOCUMENTS. MAXIMUM LENGTH OF FLEXIBLE DUCTWORK COND CONDENSATE M302N FIRE PROTECTION DIAGRAM LEVEL 2 NORTH SHALL NOT EXCEED SIX FEET. CONT CONTINUATION - pla BUTTERFLY VALVE HEAVY LINE, NEW WORK COORD COORDINATE CHECK VALVE M302S FIRE PROTECTION DIAGRAM LEVEL 2 SOUTH 7. PROVIDE ALL REQUIRED ELECTRICAL POWER, MOTOR STARTERS AND CONTROL INTERFACE AND CONNECTIONS AS REQUIRED FOR SYSTEM OPERATION. COTO CLEAN OUT TO GRADE v ROUND DUCT DIAMETER COORDINATE REQUIREMENTS WITH THE ELECTRICAL CONTRACTOR. CW COLD WATER CLEAN OUT M302S.A FIRE PROTECTION DIAGRAM LEVEL 2 SOUTH - ALTN DEG CIA DEGREE DIAMETER FCO CLEAN OUT -FLOOR X/Y X PLAN OR HORIZONTAL DIMENSION 8. PROVIDE ALL REQUIRED EQUIPMENT GUARDS AND STRUCTURAL SUPPORT AS RECOMMENDED BY EQUIPMENT MANUFACTURERS TO SUPPORT EQUIPMENT AND Y ELEVATION OR VERTICAL DIMENSION M401N PLUMBING PLAN LEVEL 1 NORTH TO ASSURE SYSTEM PERFORMANCE AND SAFE OPERATION. COORDINATE PRIOR TO INSTALLATION. PROVIDE ACCESS PANELS AS REQUIRED TO MAINTAIN DIM DIMENSION {I WOO CLEAN OUT - WALL EQUIPMENT, ACCESS VALVES AND DAMPER OPERATORS. COORDINATE FIRE RATING WITH THE ARCHITECTURAL DOCUMENTS. DN DOWN i iTi M401S PLUMBING PLAN LEVEL 1 SOUTH DS DOWNSPOUT GATE VALVE EXISTING WORK TO BE REMOVED 9. COORDINATE LOCATION OF ALL THERMOSTATS AND ALL WALL MOUNTED EQUIPMENT WITH THE ARCHITECT. LOCATIONS AS SHOWN ON THE DRAWINGS ARE FOR DWG DRAWING GLOBE VALVE M402N PLUMBING PLAN LEVEL 2 NORTH REFERENCE ONLY. COORDINATE MOUNTING HEIGHT WITH ARCHITECTURAL ELEVATIONS. IF NOT SHOWN ON ARCHITECTURAL ELEVATIONS, MOUNT NO HIGHER E EXISTING THAN 44" AFF. EA EACH, EXHAUST AIR HB OR WH HOSE BIBS OR WALL HYDRANT M402S PLUMBING PLAN LEVEL 2 SOUTH ELEV EL ELEVATION BREAK IN PIPE OR DUCTWORK 10. PROVIDE UNIT SUPPORT PER MANUFACTURERS RECOMMENDATIONS. BUILDING AND STRUCTURE IS DESIGNED TO SUPPORT EQUIPMENT, BUT NOT DETAILED TO EAT ENTERING AIR TEMPERATURE ilo INDIRECT DRAIN M402S.A PLUMBING PLAN LEVEL 2 SOUTH - ALTN ACCOMMODATE EACH AVAILABLE EQUIPMENT CONFIGURATION OR MANUFACTURER. CONTRACTOR SHALL PROVIDE MATERIALS AND SERVICES INCLUDING BUT EG EXHAUST GRILLE T INSTRUMENT TEST CONNECTION 1�j FLAG NOTE NOT LIMITED TO, ADDITIONAL STEEL, SUPPORT BRACKETS, HANGERS, ACCESSORIES, AND STRUCTURAL ENGINEERING AS REQUIRED TO SUPPORT EQUIPMENT. ESP EXTERNAL STATIC PRESSURE M501N HVAC PLAN LEVEL 1 NORTH EWT ENTERING WATER TEMPERATURE MODULATING VALVE 11. MAINTAIN 10'-0" CLEARANCE BETWEEN OUTSIDE AIR INTAKE AND EXHAUST OUTLET. EXIST EXISTING T PETE'S PLUG (TEST CONNECTION) 1 REVISION NOTE M501S HVAC PLAN LEVEL 1 SOUTH EXH EXHAUST 12. PROVIDE FRAMING, CUTTING, BLOCKING AND PATCHING AS REQUIRED. EXP EXPANSION pb PLUG VALVE AREA CLOUDED CONTAINS M502N HVAC PLAN LEVEL 2 NORTH F FAHRENHEIT CHANGES TO DRAWINGS 13. PROVIDE MINIMUM OUTSIDE AIR PER WASHINGTON ADMINISTRATIVE CODE REQUIREMENTS. FC FORWARD CURVED SUBSEQUENT TO PREVIOUS ISSUE M502S HVAC PLAN LEVEL 2 SOUTH FCO FLOOR CLEANOUT PRESSURE GAGE 14. SHUT OFF FOR SMOKE CONTROL: PROVIDE SMOKE DETECTORS FOR AUTOMATIC FAN SHUT DOWN IN AIR CONDITIONING UNITS IN ACCORDANCE WITH THE FD FIRE DAMPER, FLOOR DRAIN PUMP (DIRECTION SHOWN BY ARROW) DUCT OFFSET DOWN IN M502S.A HVAC PLAN LEVEL 2 SOUTH - ALTN INTERNATIONAL MECHANICAL CODE (IMC). FDC FIRE DEPARTMENT CONNECTION -►ON DN FLOW DIRECTION 2015 WASHINGTON STATE ENERGY CODE FFE FINISHED FLOOR ELEVATION LOAD a� PRESSURE REDUCING VALVE M503N PIPING PLAN LEVEL 1 NORTH FFLA OIL FULL BY OWNER, INSTALLED BY CONTRACTOR 4'to PRESSURE RELIEF VALVE -� UP UP DUCT OFFSET UP IN M503S PIPING PLAN LEVEL 1 SOUTH FPM FEET PER MINUTE FLOW DIRECTION FT FOOT, FEET ry SITE GLASS DUCT WITHOUT SOUNDLINING M504N PIPING PLAN LEVEL 2 NORTH 1. HVAC EQUIPMENT SHALL HAVE MINIMUM PERFORMANCE AT SPECIFIED RATING CONDITIONS NOT LESS THAN THE VALUES INDICATED IN TABLE G NATURAL GAS C403.2.3(1)A,(1)8,(1)C,(2),(3),(4),(5),(7),(8),(9) OF THE WSEC AND AS INDICATED ON THE CONTRACT DOCUMENTS. GA GAL GAUGE GALLONS SOLENOID VALVE - SINGLE LINE DUCT W/ INTERNAL LINING M504S PIPING PLAN LEVEL 2 SOUTH 2. PROVIDE DEADBAND BETWEEN HEATING/COOLING SPACE SENSOR SETPOINTS OF 5 DEGREES AS REQUIRED BY SECTION C403.2.4.1.2 OF THE WSEC OR AS GALV GALVANIZED 4 M504S.A PIPING PLAN LEVEL 2 SOUTH-ALTN DESCRIBED IN THE TEMPERATURE CONTROL SEQUENCES. GC LAB GAS COCK THERMOMETER - - - - - DUCT WITH INTERNAL LINING GPM GALLONS PER HOUR - ACOUSTICAL LINING M601N MECHANICAL ROOF PLAN NORTH 3, PROVIDE BALANCING DEVICES IN ALL BRANCH DUCTS AND PIPE RUNS TO TERMINAL DEVICES AS REQUIRED BY SECTION C408.2.2.1 OF THE WSEC AND AS GRD GRILLES, REGISTERS, AND DIFFUSERS THREE WAY VALVE INDICATED ON THE CONTRACT DOCUMENTS. OWE GYPSUM WALL BOARD FLEXIBLE CONNECTION M601S MECHANICAL ROOF PLAN SOUTH HP HORSEPOWER -pq TWO WAY VALVE OR FLEXIBLE DUCT 4. ALL DUCTWORK SHALL COMPLY WITH SMACNA STANDARDS FOR CONSTRUCTION OF GALVANIZED DUCTWORK. ALL DUCTWORK SHALL BE SEALED AS REQUIRED HVAC HEATING, VENTILATION AND AIR CONDITIONING OR M701 MECHANICAL DIAGRAMS - NOT INCLUDED BY SECTION C403.2.8 OF THE WSEC. DUCT TAPE NOT ALLOWED. HW HOT WATER UNION FLEX FLEXIBLE DUCT HWC HOT WATER CIRCULATION ", M702 MECHANICAL DIAGRAMS - NOT INCLUDED DUCTWORK STATIC PRESSURE AND SEAL CLASS: HWG HIGH WALL GRILLE r VENTURI FLOW VALVE RA/EA RETURN AIR DUCT/RETURN DUCT UP HWR HOT WATER RETURN +-- WYE STRAINER WITH VALVE M801 MECHANICAL DETAILS WATER COLUMN SEAL CLASS HWS HOT WATER SUPPLY Y2 TO 3 INCHES SEAL TRANSVERSE JOINTS AND LONGITUDINAL SEAMS ID INDIRECT DRAIN, INSIDE DIAMETER WYE STRAINER n© RG RETURN AIR GRILLE M802 MECHANICAL DETAILS ABOVE 3 INCHES SEAL TRANSVERSE JOINTS, LONGITUDINAL SEAMS AND DUCT WALL PENETRATIONS IE INVERT ELEVATION IH INSTANT HOT WATER DISPENSERS RPBP REDUCED PRESSURE -I-> SA SUPPLY AIR OUTLET, SIDEWALL M803 MECHANICAL DETAILS 5. ALL DUCTWORK SHALL BE INSULATED AS REQUIRED BY SECTION C403.2.8.1 AND C403.2.8.2 OF THE WSEC AND AS DESCRIBED IN SECTION 230700 OF THE IN INCH BACKFLOW PREVENTER PROJECT KW KILOWATT, (1000 WATTS) SA SUPPLY AIR DUCT/SUPPLY DUCT UP M804 MECHANICAL DETAILS LAT LEAVING AIR TEMPERATURE DCVA DOUBLE CHECK VALVE ASSEMBLY DUCT TYPE LOCATION R-VALUE LR LINEAR RETURN DDCVA DOUBLE DETECTOR CHECK VALVE M805 MECHANICAL DETAILS LWG LOW WALL GRILLE gl- w I- RA/EA RETURN AIR OR EXHAUST AIR DUCT LWT LEAVING WATER TEMPERATURE ✓ RPBP REDUCED PRESSURE SUPPLY/RETURN EXTERIOR R-8, CLIMATE ZONE 4 (INCLUDE MAX MBH MAXIMUM 1000 BTU PER HOUR / BACKFLOW PREVENTER © SD SUPPLY GRILLE OR DIFFUSER APPROVED WEATHERPROOF BARRIER) R-12 CLIMATE ZONE 5 Y WITH FUNNEL DRAIN OPEN AREA INDICATED ACTIVE ELEMENTS (INCLUDE MCA MINIMUM CIRCUIT AMPS (4 WAY IF HATCH IS NOT SHOWN) APPROVED WEATHERPROOF BARRIER) MFG MANUFACTURER FD FLOOR DRAIN MIN MINIMUM � LINEAR DIFFUSER SUPPLY/RETURN/OUTSIDE AIR UNCONDITIONED SPACE R-6 MTG MOUNTING ® FS FLOOR SINK NO NORMALLY CLOSE ® EA EXHAUST AIR DUCT/EXHAUST DUCT UP OUTSIDE AIR (G2,800 CFM SUPPLY WITHIN CONDITIONED SPACE (NOT CONSIDERED R-7 (DAMPER AT ENVELOPE NIC NOT IN CONTRACT ---CW--- CW COLD WATER UNIT) PART OF THE BUILDING ENVELOPE) PENETRATION) NFPA NATIONAL FIRE PROTECTION ASSOCIATION -HW---- HW HOT WATER NO NATURAL GAS EG EXHAUST AIR GRILLE OUTSIDE AIR(>2,800 CFM SUPPLY WITHIN CONDITIONED SPACE (NOT CONSIDERED MUST INSULATE TO ENVELOPE NO NORMALLY OPEN -----HWC----- HWC HOT WATER CIRCULATION UNIT) PART OF THE BUILDING ENVELOPE) REQUIREMENTS OF CHAPTER C402 NT NEUTRALIZATION TANK W W WASTE TRANSITION - RECTANGULAR NTS NOT TO SCALE TO ROUND SUPPLY WITHIN CONDITIONED SPACE R-3.3 CA OUTSIDE AIR _--_ V____ V VENT OAT OC OUTSIDE AIR TEMPERATURE ON CENTER ----0---- VTR VENT THROUGH ROOF to_RECTANGULAR ELBOW WITH TURNING VANES 6. ALL PIPING SHALL BE INSULATED AS REQUIRED BY SECTION C403.2.9 OF THE WSEC AND AS DESCRIBED IN SECTION 220700 AND 230700 OF THE PROJECT OBD OPPOSED BLADE DAMPER CWS CWS CHILLED WATER SUPPLY _6�MANUAL: ORD OVERFLOW ROOF DRAIN 90' (R/D OR R/W=1.5) OS&Y OUTSIDE STEM AND YOLK - -CWR- - CWR CHILLED WATER RETURN MINIMUM PIPE INSULATION THICKNESS PH PHASE POC POINT OF CONNECTION FOS FOS FUEL OIL SUPPLY i �-a-5 90' SYSTEM/TEMP ('F) INSULATION CONDUCTIVITY NOMINAL PIPE DIAMETER PSI POUNDS PER SQUARE INCH - - FOR - - FOR FUEL OIL RETURN ELBOW TAKE -OFF PW PRESSURE WASTE WITH 45' TAPER CONDUCTIVITY MEAN RATING < 1„ 1" to 1-1/2" 4" to >_ 8 RA RETURN AIR HWS HWS HEATING WATER SUPPLY BTU in./(h ft2 F') TEMPERATURE, 'F < 1-1/2" to < 4" < 8" RG RETURN GRILLE -HWR- - HWR HEATING WATER RETURN 90' CONICAL TAKE -OFF RH ROOF HYDRANT HEATING > 350 0.32-0.34 250 4.5 5.0 5.0 5.0 5.0 RL RAIN LEADER RWL RWL RAINWATER LEADER CO CARBON MONOXIDE SENSOR 251-350 0.29-0.32 200 3.0 4.0 4.5 4.5 4.5 RD ROOF DRAIN 201-250 0.27-0.30 150 2.5 2.5 2.5 3.0 3.0 REF REFERENCE ORL ORL OVERFLOW RAINWATER LEADER 141-200 0.25-0.29 125 1.5 1.5 2.0 2.0 2.0 REQD REQUIRED - - IRS - - RS REFRIGERANT SUCTION CO2 CARBON DIOXIDE SENSOR 105-140 0.21-0.28 100 1.0 1.0 1.5 1.5 1.5 RG RETURN GRILLE COOLING 40-60 0.21-0.27 75 0.5 0.5 1.0 1.0 1.0 RPM REVOLUTIONS PER MINUTE RL RL REFRIGERANT LIQUID SWITCH < 40 0.20-0.26 75 0.5 1.0 1.0 1.0 1.5 RPBP REDUCED PRESSURE BACKFLOW PREVENTER C C CONDENSATE DRAIN SA SUPPLY AIR (T� OR QT THERMOSTAT SD STORM DRAIN, SUPPLY DIFFUSER G G NATURAL GAS EQUIP ID# \. TO EQUIPMENT LOCATION 7. SIMULTANEOUS HEATING AND COOLING TO INDIVIDUAL ZONES SHALL BE PROHIBITED AS DESCRIBED IN THE TEMPERATURE CONTROL SEQUENCES EXCEPT SG SUPPLY GRILLE WHERE PERMITTED IN SECTION C403.2.4.1 OF THE WSEC. SHT SHEET SS SS SANITARY SEWER OO SENSOR SM SHEET METAL F F FIRE PROTECTION WATER ® HUMIDISTAT 8. MOTOR EFFICIENCY SHALL NOT BE LESS THAN THE MINIMUM AS REQUIRED BY SECTIONS C403.2.11.3 AND C403.2.14 OF THE WSEC FOR FULL LOAD SO SP SCREENED OPENING STATIC PRESSURE A A COMPRESSED AIR ® GAS RESET BUTTON EFFICIENCIES. SPD STATIC PRESSURE DROP PIPE SIZE REDUCTION 9. RECORD DRAWINGS SHALL BE PROVIDED TO THE OWNER AS REQUIRED BY SECTION C103.6.1 OF THE WSEC. THE DRAWINGS SHALL INDICATE THE LOCATION SPEC SPECIFICATIONS ON BOO BACK AND PERFORMANCE DATA OF EQUIPMENT, GENERAL CONFIGURATION OF DUCTWORK AND PIPING DISTRIBUTION SYSTEMS, INCLUDING FLOW RATES AS A TDH TOTAL DYNAMIC HEAD PIPE SLOPE DOWN THIS DIRECTION DRAFT DAMPER MINIMUM. TO TRANSFER GRILLE PIPE CAP TOD TOP OF DUCT FIRE DAMPER, 10. OPERATION AND MAINTENANCE MANUALS SHALL BE PROVIDED TO THE OWNER AS SPECIFIED AND PER SECTION C103.6.2 TPD TOTAL PRESSURE DROP GAS COCK FD WALL OR CEILING TSP TOTAL STATIC PRESSURE IJ 11. HVAC SYSTEMS SHALL BE BALANCED AS REQUIRED BY SECTION C408.2.2 OF THE WSEC. TYP V TYPICAL VOLT, VENT FSD FIRE AND SMOKE DAMPER 12. COMMISSIONING SHALL BE PROVIDED AND REPORT OF COMMISSIONING SHALL BE SUBMITTED TO THE OWNER AS REQUIRED BY SECTION C408 OF THE WSEC. VD VOLUME DAMPER COMMISSIONING SHALL CONSIST OF A COMMISSIONING PLAN, BALANCING, FUNCTIONAL PERFORMANCE TESTING, POST CONSTRUCTION COMMISSIONING, TRAINING, VTR VENT THRU ROOF REPORTS AND ACCEPTANCE. SUBMIT COMMISSIONING COMPLIANCE CHECKLIST TO BUILDING OFFICIAL UPON COMPLETION. W WASTE r VD VOLUME DAMPER WB WET BULB TEMPERATURE 13. CONTROL SYSTEM SHALL PROVIDE 7 DAY PROGRAMMING AND SETBACK CAPABILITY, OPTIMUM START, THERMOSTAT INTERLOCK AND TEMPERATURE RESET. W/ WITH SYSTEM TO COMPLY WITH SECTIONS C403.2.4.2 AND C403.2.4.3 OF THE WSEC. WC WATER CLOSET MOD MOTOR OPERATED DAMPER WOO WALL CLEAN OUT 14. PROVIDE HOT WATER HEATERS WITH MINIMUM R-10 INSULATION PAD UNDER THE TANK. WG WATER GAUGE WH WALL HYDRANT ® CLEARANCE REQUIREMENT 15. PROVIDE AUTOMATIC SHUTOFF FOR ALL DOMESTIC WATER CIRCULATION PUMPS. SEE ALSO SPECIFICATION SECTION 230900. WHA WATER HAMMER ARRESTER WSEC WASHINGTON STATE ENERGY CODE FILTER 16. RESET HEATING AND COOLING TEMPERATURES AUTOMATICALLY PER SECTION C403.4.4.4 OF THE WSEC, SEE ALSO SPECIFICATION SECTION 230900. 17. PROVIDE ISOLATION VALVES FOR ALL EQUIPMENT CONNECTED TO FLUID PIPING. NOTE: DRAWINGS MAY NOT CONTAIN ALL ABBREVIATIONS LISTED 18. MECHANICAL SYSTEM EQUIPMENT SIZING COMPLIES WITH ENERGY CODE COMPLIANCE LIMITS SECTION C403.2.1 AND C403.2.2. 19. DAMPERS SHALL COMPLY WITH WSEC C403.2.4.3, INCLUDING DAMPERS INTEGRAL TO HVAC EQUIPMENT, AND SHALL HAVE A MAXIMUM LEAKAGE RATE WHEN TESTED IN ACCORDANCE WITH AMCA STANDARD 500 OF: A. MOTORIZED DAMPERS: 4 CFM/FT2 OF DAMPER AREA AT 1.0 INCH W.G. B. NON -MOTORIZED DAMPERS: 20 CFM/FT2 OF DAMPER AREA AT 1,0 INCH W.G., EXCEPT THAT FOR NON MOTORIZED -DAMPERS SMALLER THAN 24 INCHES IN EITHER DIMENSION: 40 CFM/FT2. 20. THE HVAC SYSTEM AND ITS CONTROLS SHALL ALLOW ECONOMIZER OPERATION WHEN MECHANICAL COOLING IS REQUIRED SIMULTANEOUSLY. AIR AND WATER ECONOMIZERS SHALL BE CAPABLE OF PROVIDING PARTIAL COOLING EVEN WHEN ADDITIONAL MECHANICAL COOLING IS REQUIRED TO MEET THE REMAINDER OF THE COOLING LOAD. HIGH -LIMIT SHUTOFF CONTROL FOR AIR ECONOMIZER SHALL BE SET WHEN OUTSIDE AIR TEMPERATURE IS HIGHER THAN 757. nECEI1 21. ALL DUCT SYSTEMS SHALL BE SEALED TO A LEAKAGE RATE NOT TO EXCEED 6 PERCENT OF THE FAN FLOW IF THE DUCT SYSTEM: CITY OF TU ' A. IS CONNECTED TO A CONSTANT VOLUME, SINGLE ZONE, AIR CONDITIONER, HEAT PUMP OR FURNACE; AND B. SERVES LESS THAN 5000 SQUARE FEET OF FLOOR AREA; AND AUG 02 ZI C. HAS MORE THAN 25 PERCENT DUCT SURFACE AREA LOCATED IN ANY UNCONDITIONED SPACE. 22. p THE LEAKAGE RATE SHALL BE CONFIRMED THROUGH FIELD VERIFICATION AND DIAGNOSTIC TESTING, IN ACCORDANCE WITH SMACNA DUCT LEAKAGE TRP RMIT C PROCEDURES - 1985. W11 19 FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENEUSCH GROUP. INC ACOUSfIGl. AU610 / W h HECNA _ ENCINF£flIWA"1N6 1900 WES! NICNEPSai SIPEET SLUE N1 S TT2 18 (206) 378-0568 (206) 3)6-O FAY PRELIMINARY NOTFOR CONSTRUCTION D ZANCE 19 ila SION Ilssue Phase 2 Construction Permit Date 8/02l2019 sheet Till ABBREVS., LEGEND, AND "` NOTES & INDEX r4eet ED M001 (n W LIJ l2 (n Lu C) Z a 00 Ce In F- V w H S V Q wJ RPM. 4 rt--q n PLUMBING FIXTURE SCHEDULE FIXTURE MARK SYMBOL SERVICE CONNECTION FIXTURE DESCRIPTION REMARKS WASTE VENT CW HW GRADE GCO - - - - ADJUSTABLE CLEAN OUT WITH POLYPROPYLENE CLEANOUT PLUG WITH THREADED BRASS INSERT. PROVIDE PVC TO CAST IRON HUB - CLEANOUT BASIS: SIOUX CHIEF 851. FLOOR FCO - - - - ROUND WITH NICKLE BRONZE SCORED FRAMES AND PLATES. BRONZE SCORIATED COVER, VANDAL PROOF. - CLEANOUT BASIS: ZURN Z1400 FLOOR FD-1 2" 2" 3/81" FD-1: GENERAL ROOM FLOOR DRAIN, 6" DIAMETER TYPE B STRAINER, CAST IRON BODY, ADJUSTABLE COLLAR, DRAIN FD-2 - NICKEL BRONZE ADJUSTABLE STRAINER HEAD, TRAP PRIMER CONNECTION. ZURN Z415B NOTE 1 FD-2: SAME AS FD-i BUT WITH FUNNEL CONNECTION. TRENCH 4" 2" - - HEAVY DUTY DIN 19580 LOAD CLASS C TRENCH DRAIN. RATED AT 56,000LBS - 1,162PS1. 13/16"X 1/2 LONGITUDINAL DRAIN TD-1 STAINLES STEEL SLOT BAR GRATE. BASIS: SMITH MFG. 9870-430-SSM NOTE 1 TROUGH 4" 2" - - POLYPROPYLENE TROUGH DRAIN WiTH BOTTOM OUTLET AND INTEGRAL LINT FILTER. PROVIDE WITH VENTED, PRIMED P-TRAP DRAIN TD-2 AT SEWER CONNECTION. INSTALL FLUSH WITH FLOOR. 30 GALLON, 4.0 CUBIC FT. CAPACITY. NOTE 1 BASIS: H-M COMPANY COMMERCIAL LAUNDRY EQUIPMENT. AREA AD-1 2" 2" 3/8" - AREA DRAIN, SQUARE TOP, CAST IRON GRATE, CAST IRON BODY WITH BOTTOM OUTLET, SEEPAGE PAN, MEMBRANE FLASHING CLAMP DRAIN AND FRAME. BASIS: ZURN Z609 NOTE 1 HOSE - - 3j4" - HB-1: WALL HYDRANT WITH AUTOMATIC DRAINING AND NON -FREEZE TYPE INTEGRAL BACKFLOW PREVENTER, BRONZE BIB HB-1 - CASING. MODEL: ZURN Z1300 - HOSE - - 3/4" - HB-2: EXPOSED, LEAD FREE, ANTI SIPHON, MODERATE CLIMATE WALL HYDRANT, EXTERNAL VACUUM BREAKER WITH 3/4" HOSE CONNECTION, BIB HB-2 PERMANENTLY FASTENED WHEEL TYPE HANDLER. ZURN Z1341XL OR ACCEPTED EQUAL. - HOSE REEL - - - - HIGH CAPACITY HOSE REEL WITH HEAVY DUTY STEEL CROSS SUPPORT. HOSE: 3/8" ID AND 1/2" OD, 10OFT, RATED AT 300 PSI. AIR HR-A BASIS: COXREEL SLP- 5100. - PROVIDE ADDITIONAL STRUCTURAL SUPPORT AS REQUIRED FOR CEILING AND WALL MOUNTED INSTALLATIONS. HOSE REEL - - 3/4" - HIGH CAPACITY HOSE REEL WITH HEAVY DUTY STEEL CROSS SUPPORT. HOSE: 3/4" ID AND 1-1/16" OD, 10OFT, RATED AT 300 PSI. WATER HR-W BASIS: COXREEL SLP- 5100. - PROVIDE ADDITIONAL STRUCTURAL SUPPORT AS REQUIRED FOR CEILING AND WALL MOUNTED INSTALLATIONS. WALL 2" 2" 1/2" 1/2" 20GA. KNOCKOUTS IN TOP, BOTTOM, AND SIDES. INSTALL WITH 1/4 TURN BALL VALVES, DRAIN, AND HAMMER BOX WB-1 ARRESTERS. GUY GREY OR ACCEPTED EQUAL. - WALL - - 1/2" - 20GA. KNOCKOUTS IN TOP, BOTTOM, AND SIDES. INSTALL NTH SINGLE 1/4 TURN BALL VALVE AND HAMMER BOX WB-2 ARRESTERS. GUY GREY OR ACCEPTED EQUAL. - WALL - - 1/2" - 20GA. KNOCKOUTS IN TOP, BOTTOM, AND SIDES. INSTALL WITH SINGLE 1/4 TURN BALL VALVE AND HAMMER BOX WB-3 ARRESTERS. GUY GREY OR ACCEPTED EQUAL. - WALL - - 1/2- - 20GA. KNOCKOUTS IN TOP, BOTTOM, AND SIDES. INSTALL WITH SINGLE 1/4 TURN BALL VALVE AND HAMMER BOX WB-4 ARRESTERS. GUY GREY OR ACCEPTED EQUAL. - LAVATORY L -1 1-1/2" -1/2" 1/2" 1/2" WALL MOUNTED SINGLE CENTER HOLE LAVATORY, VITREOUS CHINA FOR CONCEALED CARRIER, WITH OVERFLOW. ADA COMPLIANT. BASIS: KOHLER K2053. FAUCET: SINGLE HANDLE, ADA COMPLIANT. DELTA MODERN FAUCET 581-LF-PP. - TRAPS AND TAILPIECES: MCGUIRE OR EQUAL, 1-1/2" CHROME PLATED CAST BRASS P-TRAP AND TAILPIECE. SUPPLIES: BASSCRAFT OR EQUAL BY MCGUIRE OR EASTMAN, MULTI -TURN ANGLE STOP W/LOOSE KEY. STAINLES STEEL. BRAIDED FLEXIBLE RISERS. PROVIDE INSTALLED WITH CONCEALED ARM CARRIER AND REMOVABLE DRAIN -STOP, LAVATORY L -2 1-1/2" -1/2" 1/2" 1/2" VITREOUS CHINA, WITH OVERFLOW.UNDERMOUNT, RECTANGULAR BASIN. ADA COMPLIANT.NO FAUCET HOLES. KOHLER CAXTON K-20000 FAUCET: SINGLE HANDLE, ADA COMPLIANT. DELTA MODERN FAUCET 581-LF-PP. NOTE 4 TRAPS AND TAILPIECES: MCGUIRE OR EQUAL, 1-1/2" CHROME PLATED CAST BRASS P-TRAP AND TAILPIECE. SUPPLIES: BASSCRAFT OR EQUAL BY MCGUIRE OR EASTMAN, MULTI -TURN ANGLE STOP WAOOSE KEY. SS BRAIDED FLEXIBLE RISERS. BOOT WASH BW-1 - - 3/4" 3/4" CHROME PLATED WASHDOWN STATION WITH 3/4" MIXING VALVE, THERMOMETER, 50' HOSE, REAR TRIGGER SS WATER GUN. BRASS FAUCET THERMOMETER TEE. SS THERMOMETER, 0-200 DEG. F. RANGE. 3/4" INLET SWIVEL HOSE WITH SUPPORT RACK. 10.6 GPM FLOW. - BASIS OF DESIGN: T&s BRASS AND BRONZE WORKS MV-0771-12CW. ROOF DRAIN RD, ORD - - - - COMBINATION ROOF DRAIN AND OVERFLOW ROOF DRAIN WITH LOW DOME. CAST IRON BODY, CAST IRON CLAMP DEVICE, AND OVERFLOW INTEGRAL DOME GUARD, DOME STRAINER, SUMP RECEIVER AND UNDERDECK CLAMP. ZURN Z164 OR EQUAL. - SERVICE SS-1 3" 2" 3/4" 3/4" SERVICE SINK: FLOOR MOUNTED 10" DEEP, ONE-PIECE MOLDED CONSTRUCTION, THERMOPLASTICS BASIN TO SINK INCLUDE INTEGRALLY MOLDED DRAIN ASSEMBLY. SHALL MEET ANSI - SPECIFICATION Z 124-2011. COLOR: WHITE. BASIS: MUSTEE 63M OR ACCEPTED EQUAL. FAUCET: WALL MOUNTED FAUCET WITH VACUUM BREAKER AND BUCKET HOOK. BASIS: CHICAGO 897-CP OR ACCEPTED EQUAL SHOWER SH-1 2" 2" 3/4" 3/4" SHOWER STALL, 63"W X 37-1/2"D X 79-1/2"H, WHITE COLOR, BASIS: COX XS1603CFSAC TRIM: METAL AND BRASS SINGLE -HANDLE HAND HELD SHOWER SYSTEM. CHROME PLATED FINISH. PROVIDE WITH PRESSURE BALANCING CYCLE VALVE, 24" SLIDE BAR, DROP ELL, VACUUM BREAKER, 69 IN. METAL HOSE, MOUNTING - HARDWARE, AND KOHLER AWAKEN 36" SLIDEBAR. FLOW: 1.5 GPM WATERSENSE CERTIFIED. ADA COMPLIANT BASIS: K-T78016-4 CP. SHOWER DRAIN: 6" ROUND, CHROME PLATED GRID STRAINER. ZURN 415 OR ACCEPTED EQUAL. SHOWER SH-2 2" 2" 3/4" 3/4" BARRIER FREE SHOWER STALL, 63"W X 37-1/2"D X 79-1/2"H, WHITE COLOR, BARRIER -FREE SPLASHGUARD BASIS: CDX XS1603CFSAG TRIM: METAL AND BRASS SINGLE -HANDLE HAND HELD SHOWER SYSTEM. CHROME PLATED FINISH. PROVIDE WITH NOTE 3 PRESSURE BALANCING CYCLE VALVE, SLIDE BAR, DROP ELL, VACUUM BREAKER, 69 IN. METAL HOSE, MOUNTING HARDWARE AND KOHLER AWAKEN 36" SLIDEBAR. FLOW: 1.5 GPM WATERSENSE CERTIFIED. ADA COMPLIANT BASIS: K-T78016-4 CP. SHOWER SH-3 2" 2" 3/4" 3/4" SHOWER VALVE, HEAD AND WAND: SHOWER AND HAND SHOWER SYSTEM WITH LEVER HANDLES, INTEGRAL SERVICE STOPS AND CHECKS. THERMOSTATIC MIXING VALVE: LEONARD TEMPERING VALVE, LEAD FREE, ASSE 1070 LISTED, TEMPERATURE AND PRESSURE NOTE 3 BALANCED MIXING VALVE WITH ADJUSTABLE SCREW LIMIT HANDLE TURN. SHOWER WAND WITH KOHLER AWAKEN 24" SLIDE BAR. DIVERTER CONTROL WITH LEVER HANDLE. IN LINE VACUUM BREAKER, FLEXIBLE METAL HOSE. INSTITUTIONAL SHOWER HEAD, 1.5 GPM MAXIMUM FLOW RATE. LISTED ADA COMPLIANT. PROVIDE VANDAL RESISTANT ESCUTCHEON SCREWS ANCHOR PLATE, ALL INSTALLATION ACCESSORIES, AND ADDITIONAL KOHLER AWAKEN 36" SLIDEBAR, BASIS: K-T78016-4 CP, OR ACCEPTED EQUAL. DRAIN: SAME AS FLOOR DRAIN FD-1. SHOWER SH-4 2 2 3/4" 3 4 SHOWER VALVE, HEAD AND WAND: SHOWER AND HAND SHOWER SYSTEM WITH LEVER HANDLES, INTEGRAL SERVICE STOPS AND CHECKS. THERMOSTATIC MIXING VALVE: LEONARD TEMPERING VALVE, LEAD FREE, ASSE 1070 LISTED, TEMPERATURE AND PRESSURE BALANCED MIXING VALVE WITH ADJUSTABLE SCREW LIMIT HANDLE TURN. SHOWER WAND WITH KOHLER AWAKEN 36" SLIDE BAR. DIVERTER CONTROL WITH LEVER HANDLE. IN LINE VACUUM BREAKER, FLEXIBLE METAL HOSE. INSTITUTIONAL SHOWER HEAD, 1.5 GPM - MAXIMUM FLOW RATE. INSTALLATION ACCESSORIES. BASIS: K-T78016-4 CP, OR ACCEPTED EQUAL. DRAIN; SAME AS FLOOR DRAIN FD-1. SINK S-1 2" 1-1/2" 1/2" 1/2" 304 SERIES STAINLESS STEEL HAND WASH-UP SINK WITH 7" HIGH BACKSPLASH. FURNISH WITH A WALL HANGER AND SS BRACKETS. BASIS: ELKAY FAUCET: SINGLE HOLE HYTRONIC GOOSENECK SINK FAUCET WITH DUAL BEAM INFRARED SENSOR AND SELF - SUSTAINING POWER SYSTEM. 5-1/4" GOOSENECKSPOUT, DUAL SUPPLY FOR HOT AND COLD WATER SERVICE. 1.0 GPM AERATOR WITH 15 SECOND CYCLE TIME BASIS: CHICAGO FAUCETS 116.934.AB.1 TRAPS AND TAILPIECES: MCGUIRE OR EQUAL, 1-1/2" CHROME PLATED CAST BRASS P-TRAP AND TAILPIECE. SUPPLIES: BASSCRAFT OR EQUAL BY MCGUIRE OR EASTMAN, MULTI -TURN ANGLE STOP W/LOOSE KEY. STAINLES STEEL. BRAIDED FLEXIBLE RISERS. SINK S-2 2" 1-1/2" 1/2" 1/2"" BAR SINK, STAINLESS STEEL, UNDERMOUNT. 15X15"X6" DEEP. ADA COMPLIANT. BASIS OF DESIGN: ELKAY ELUHAD121255. PROVIDE WITH FAUCET DELTA TRINSIC 9959-DST. TRAPS AND TAILPIECES: MCGUIRE OR EQUAL, 1-1/2" CHROME PLATED CAST BRASS P-TRAP AND TAILPIECE. NOTE 2 SUPPLIES: BASSCRAFT OR EQUAL BY MCGUIRE OR EASTMAN, MULTI -TURN ANGLE STOP W/LOOSE KEY. STAINLES STEEL. BRAIDED FLEXIBLE RISERS. SINK S 3 2" 1-1/2" 1/2" 1/2" UNDERMOUNT 18 GAUGE 304 STAINLESS STEEL SINK.SINGLE BOWL. PUNCHED FOR SPECIFIED FAUCET. ELKAY ELUH281610PD. INCLUDE 1_KPD1 PERFECT DRAIN AND STRAINER, AND ALL MOUNTING ACCESSORIES. FAUCET: SINGLE HOLE, SINGLE HANDLE DECK MOUNT. 360 DEG. GOOSENECK SPOUT. NOTE 5 1.8 GPM. CERAMIC CARTRIDGE. DELTA TRINSIC 9159-DST PROVIDE WITH KITCHEN AIR GAP. SINK S-4 2" 1-1/2" 1/2" 1/2" BAR SINK, STAINLESS STEEL, UNDERMOUNT, 23-1 j2"X18-1/4"X4-3/8" DEEP. ADA COMPLIANT, BASIS OF DESIGN: ELKAY ELUHAD211545PD. PROVIDE WITH FAUCET DELTA TRINSIC 9959-DST. TRAPS AND TAILPIECES: MCGUIRE OR EQUAL, 1-1/2" CHROME PLATED CAST BRASS P-TRAP AND TAILPIECE. NOTE 2 SUPPLIES: BASSCRAFT OR EQUAL BY MCGUIRE OR EASTMAN, MULTi-TURN ANGLE STOP W/LOOSE KEY. NOTE 5 STAINLES STEEL. BRAIDED FLEXIBLE RISERS. SINK S-5 3" 2" 1/2" 1/2" CUSTOM, EXTENDED LENGTH AND DEPTH, STAINLESS STEEL SCULLERY TYPE WALL HUNG SINK WITH BACKSPLASH. 14 GAUGE TYPE 304 STAINLESS STEEL, SATIN 5K FINISH, REFER TO DRAWINGS FOR ARRANGEMENT AND DIMENSIONS OF SINK AND TRIM. TRIM: 12" WALL MOUNTED SWING NOZZLE FAUCET WITHI STREAM REGULATOR OUTLET TWO HANDLES. HAND SPRAYER: 1.4 GPM SPRAY VALVE WITH 44" FLEXIBLE STAINLESS STEEL HOSE WITH SPRING AND SPRAY - PROVIDE WITH EYEWASH. FIELD VERIFY LOCATION WITH OWNER. BASIS: HAWS 7360 PROVIDE EYEWASH WITH TEMPERED WATER. TEMPERING VALVE BY LEONARD OR WATTS LOCATED AT SINK. CONTROL: KNEE CONTROL WITH WALL SUPPORT. TRIM AS MANFACTURED BY T AND S BRONZE WORKS. SINK S-6 2" 1-1/2" 1/2" 1/2" STAINLESS STEEL UTILITY SINK, 16 GAUGE, 14" DEEP. 4" BACKSPLASH, ADJUSTABLE BULLET FEET. BOWL: 24" L X 18" W. OVERALL DIMENSIONS: 34" L X 23" W. WITH MATCHED 8" SWING SPOUT DECK MOUNTED FAUCET. - BASKET DRAIN AND INSTALL KIT INCLUDED. BASIS OF DESIGN: GRIFFIN LT.148.228. PLUMBING FIXTURE SCHEDULE FIXTURE MARK SYMBOL SERVICE CONNECTION FIXTURE DESCRIPTION REMARKS WASTE VENT CW I HW DRINKING DF-1 1-1/2" 1-1/2" 1/2" - EZH2O DRINKING FOUNTAIN WiTH BOTTLE FILLING STATION, WITH GREEN CHILLER, FILTERED, 8 GPH, STAINLESS STEEL FINISH. FOUNTAIN 115Vj60HZ, 370W. 1.1 GPM FLOW RATE. 3000 GALLON CAPACITY FILTER WITH BOTTLE SHALL MEET ADA GUIDELINES, BASIS: ELKAY EZH2O LZS8WSLP OR APPROVED EQUAL. - FILLING STATION KOHLER BARDON K-4904-ET, HIGH EFFICIENCY URINAL, VITREOUS CHINA, WHITE, WASHOUT, TOP SPUD, 0.125 GPF, URINAL U-1 2" 2" 1-1/4" - ADA COMPLIANT.FLUSH VALVE: KOHLER K-13520, 0.125 GPF, EXPOSED, 3/4" TOP SPUD. - PROVIDE WITH ACCESSORY FIXTURE HANGERS AND STRAINER ASSEMBLY. WATER WC-1 4" 2" 1-1/4" - WALL -MOUNTED VITREOUS CHINA TOILET, ELONGATED BOWL. 1.6/1.1GPF FLUSH VALVE. (1.27 AVG GPF) CLOSET ADA COMPLIANT KOHLER KINGSTON BOWL K-4325. COORDINATE WITH ARCHITECT FOR COLORS/FINISHES. - FLUSH MECHANISM: DUAL -FLUSH, CHROME PLATED CLOSET FLUSHOMETER SLOAN WES-111 WATER WC-2 4" 2" 1-1/4" - SAME AS WC-1 ABOVE, MOUNTED TO CURRENT ADA ACCESSIBLE STANDARD REQUIREMENTS. CLOSET - COW TONGUE CT-1 - - - - DOWNSPOUT NOZZLE. NOCKEL BRONZE BODY. OPTIONAL THREAD, PVC SLIP-ON, OR NO -HUB INLET. PERIMETER WALL MOUNTED. BASIS OF DESIGN: ZURN 199. - OIL/WATER 4" 2" - - OIL WATER SEPARATOR WITH ADJUSTABLE FRAME COVER. 8 GPM DESIGN FLOW RATE. 2'-0" STATIC WATER DEPTH, SEPARATOR OWS BASIS OF DESIGN OLDCASTLE PRECAST 253-SA-125 - PLUMBING NOTES AND REMARKS: GENERAL: EXTEND AND CONNECT PIPING TO ALL PLUMBING FIXTURES, FURNISH COMPLETE, FUNCTIONAL SYSTEM. 1. PROVIDE TRAP PRIMERS PIPED TO WATER SUPPLY. 2, PROVIDE WITH INSINKERATOR INDULGE MODERN HOT/COLD FAUCET FHC3300. COORDINATE EXACT LOCATION WITH ARCHITECT. 3. PROVIDE WITH ADDITIONAL KOHLER AWAKEN 24 SLIDE -BAR FOR SHOWER. LOCATE AS SHOWN ON ARCHITECTURAL INTERIOR ELEVATIONS REFER TO SPECIFICATIONS FOR MORE INFORMATION. 4. PROVIDE WITH A LIFT -ANT -TURN STYLE "STOPPER" AT TAIL PIECE. INTEGRAL STOPPER FUNCTION INSTEAD OF TRADINATIONAL POP-UP, 5, PROVIDE WITH INSINKERATOR GARBAGE DISPOSAL. MECHANICAL / ELECTRICAL COORDINATION SCHEDULE ITEM NO. EQUIPMENT DESCRIPTION POWER M TOR CO TROL EQ IPMENT REMARKS VOLTS PH PROVIDED BY INSTALLED BY WIREID BY MECH ELEC MECH ELEC MECH ELEC AC SPLIT SYSTEM AC INDOOR 208 1 X X X 2 ODU SPLIT SYSTEM AC OUTDOOR 208 1 X X X 2,6 VRF VRF, IDU ODU 208 3 1 X X X 2 EF EXHAUST FAN 120 1 X X X 2,7 VEF NEDERMAN SYSTEM 208 3 X X X 2 CF CEILING DESTRAT. FANS 120 1 X X X 2,7 HRV HEAT RECOVERY VENTILATION 208 3 X X X 2,7 FSD FIRE SMOKE DAMPERS 120 1 X X X 2,7 MOD MOTOR OPERATED DAMPERS X X 2,7 DHWH HOT WATER HEATER 120 1 X X X 2 DOMESTIC WATER HEAT TRACING TAPE 120 1 X X X 2 AIR AIR COMPRESSOR 208 3 X X X 2 EUH ELECTRIC UNIT HEATERS 208 1 X X X 2,4 UH GAS HEATERS X X X 2,4 COMPRESSORS DRY SPRINKLER SYSTEM 208 3 X X X 2 FIRE SPRINKLER HEAT TRACING TAPE 120 1 X X X 10 NOTES: -- DISCONNECTS BY ELECTRICAL CONTRACTOR i. COMBINATION MOTOR STARTER DISCONNECT 2. DISCONNECT SWITCH 3. VARIABLE FREQUENCY DRIVE - VFD 4. LINE VOLTAGE 7-DAY PROGRAMMABLE REMOTE WALL MOUNTED THERMOSTAT 5. DUPLEX PUMPS WITH TWO MOTOR STARTER DISCONNECTS OR ONE STARTER -DISCONNECT WITH ALTERNATOR 6. WEATHERPROOF 7. DISCONNECT AND CONTROL CONTACTOR 8. PROVIDE TWO CIRCUITS FOR CONTROL SYSTEM POWER 9. OPERATE FROM WALL SWITCH. 10. PROVIDE CONTROL AND MONITORING FOR HEAT TRACE ON SPRINKLER PIPING FROM FIRE ALARM PANEL 11. PROVIDE STEP DOWN TRANSFORMER TO 24 V 12. LINE VOLTAGE REMOTE WALL MOUNTED THERMOSTAT 13. PROVIDE SMOKE DETECTION SHUTDOWN AND INTERFACE WITH FIRE ALARM PANEL 14. PROVIDE TIMER SWITCH THAT ALTERNATES BETWEEN INTERMITTENT AND MINIMUM VENTILATION RATES 15. PROVIDE GREENHECK VARIGREEN CONSTANT PRESSURE CONTROL PACKAGED SYSTEM AND ALL NECESSARY ACCESSORIES TO CONTROL OFFICE SPACE BUILDING PRESSURE 16. OPERATE FROM LOCKING WALL SWITCH 17. INTERLOCK RETURN FAN TO ASSOCIATED AHU 18. PROVIDE CONTROL COMPONENTS AS REQUIRED TO MEET SEQUENCE OF OPERATION. 19. CONTROL FROM BUILDING TIME CLOCK. DOMESTIC HOT WATER HEATER AND ACCESSORIES MARK REMARKS DHWH-1, DOMESTIC HOT WATER HEATER, NATURAL GAS FIRED, 150,000 BTUH INPUT RATING, 98% THERMAL EFFICIENCY. DHWH-2 100 GALLON STORAGE CAPACITY, MIN. 170 GPH RECOVERY, 100 DEG F RISE. FURNISH HEATER INSTALLED WITH TEMPERATURE AND PRESSURE RELIEF VALVE. PROVIDE WITH GALVANIZED STEEL SEISMIC STRAP BRACING, HOLD -RITE OR EQUAL. PROVIDE FACTORY DIRECT VENT KIT FOR VENTING AND CONDENSATE NEUTRALIZATION KIT. PROVIDE 120V, 1 PHASE. FIELD FABRICATE 4" HOUSE KEEPING PAD. BASIS OF DESIGN: A.O. SMITH CYCLONE MXI BTH 150. DHWCP DOMESTIC HOT WATER CIRC PUMP. 5 GPM, 15 FT HEAD. 1/4 HP 120V 1PH ET BLADDER STYLE EXPANSION TANK. ASME RATED TO 125PSI, 240 F, DRAIN VALVE. BASIS: AMTROL, A.O. SMITH, OR EQUAL. TEMPERING THERMOSTATIC MIXING VALVE. PROVIDE PER ASSE 1070 AT FIXTURE GROUPS AS REQUIRED BY LOCAL AHJ. VALVE SIZED TO MATCH FIXTURE LOAD. BASIS LAWLER, LEONARD, OR BY PRIOR APPROVAL. SUMP PUMP SCHEDULE MARK REMARKS SP-1 CASTIRON SUMP PUMP 1/2 HP MOTOR, 115V, 1PH. UP TO 2.4 AMPS. 1-1/2" DISCHARGE, MAX FLOW RATE OF 61 GPM, BASIS: ZOELLER 163/4163 FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENHUSCH GROUP. INC ACOOSfICAI. AU010 / N6E0 k MECHANICN. ENGINEERING 1B00 W6i NICd;RR50N SIRfkT SMIE ( (TOY06j ]B-S378-.0641 FAX WA 0 M F208j 3�0-0669 I u� nECEIVEn CITY OF TUIWILA Issue Phase 2 AUG 02 2019 Construction Permit Date 810212019 PERMIT CENTER to LU LU Z U FA w n Z m m Ln h V w S V Q 1' R O Sheet Title MECHANICAL /9_0026!:S SEgARA E SCHEDULES ED° Aa RR REQUIRED 002 VRF INDOOR UNIT SCHEDULE MARK AREA SERVED DESIGN CONDITIONS BASIS OF DESIGN NOMINAL COOLING MBH NOMINAL HEATING CAPACITY MBH NOMINAL TOTAL SUPPLY CFM DESIGN TOTAL SUPPLY CFM AREA OCCUPANTS MIN. OUTSIDE AIR CFM EXTERNAL STATIC IN. W.G. MODEL NUMBER VOLTS/ PHASE ELECTRICAL MCA/MFS WEIGHT LBS. REF LINES REMARKS LIQUID IN GAS IN IDU - 1.1 BUNK 8 9 320 - 412 320 1 0.0 PKFY-P08NHMU-EW 208/1 .34 MCA 208 VOLT, 15 MOCP 40.0 1 4" 1/2" 1,2 DU - L2 BUNK 8 9 20 - 41 320 1 0.0 PKFY-POSNHMU-EW 208/1 .34 MCA/208 VOLT, 15 MOCP 40.0 1/4" 1/2" 1,2 DU - 1.3 BUNK 8 9 20 - 41 320 1 0.0 PKFY-P08NHMU-EW 208 1 .34 MCA/208 VOLT, 15 MOCP 40.0 1/4 " 1/2" 1,2 IDU - 1.4 BUNK 8 9 20 - 41 320 1 0.0 PKFY-PO8NHMU-EW 208/1 .34 MCA/208 VOLT, 15 MOCP 40.0 1/4" 1/2" 1,2 IDU - 1.5 BUNK 8 9 20 - 41 320 1 0.0 PKFY-PO8NHMU-EW 208 1 .34 MCA 208 VOLT, 15 MOCP 40.0 1 4" 1 2" 1,2 IDU - 1.6 BUNK 8 9 20 - 41 320 1 0.0 PKFY-PO8NHMU-EW 208 1 .34 MCA 208 VOLT, 15 MOCP 40.0 1 4" 1/2" 1,2 IDU - 1.7 BUNK 8 9 20 - 41 320 1 0.0 PKFY-PO8NHMU-EW 208/1 .34 MCA 208 VOLT, 15 MOCP 40.0 1 4" 1/2" 1,2 IDU - 1.8 BUNK 8 9 20 - 41 320 1 0.0 PKFY-PO8NHMU-EW 208/1 .34 MCA 208 VOLT, 15 MOCP 40.0 1 4" 1 2" 1,2 IDU - 1.91 COMMON CORRIDOR 12 1 14 94 - 60C 500 NOTE 6 NOTE 6 0.0 PLFY-P12NCMU-E 208/1 .39 MCA 208 VOLT, 15 MOCP 60.0 1 4" 1 2" 1,2 DU - 1.10 COMMON CORRIDOR 12 14 94 - 60 500 NOTE 6 NOTE 6 0.0 PLFY-P12NCMU-E 208 1 .39 MCA 208 VOLT, 15 MOCP 60.0 1/4" 1/2" 1,2 IDU - 1.11 MEP 24 27 20 - 88 600 0 0.4 PEFY-P24NMAU-E 208 1 2.25 MCR 208 VOLT, 15 MOCP 100.0 3 8" 5/8" 1,2 IDU - 1.12 PHYSICAL TRAINING 36 40 812-1165 1000 1 0 0.4 PEFY-P36NMAU-E 208/1 3.33 MCA/208 VOLT, 15 MOCP 110.0 3 8" 5/8" 1,2 IDU - 2.14 LUNCH 8 9 320 1 0.0 PKFY-P08NHMU-EW 208/1 .34 MCA 208 VOLT, 15 MOCP 40.0 1 4" 1/2" 1,2 IDU - 2.1 CPT OFFICE 8 9 320 1 0.0 PKFY-PO8NHMU-EW 208/1 .34 MCA 208 VOLT, 15 MOCP 40.0 1/4" 1/2" 1,2 IDU - 2.2 STATION OFFICE 12 13.5 340 0 0.4 PEFY-P12NMAU-E3 208/1 1.20 MCA 208 VOLT, 15 MOCP 50.0 3 8" 5 8" 1,2 IDU - 2.3 GREAT RM 36 40 K20- 1000 0 0.4 PEFY-P36NMAU-E 208/1 3.33 MCA/208 VOLT, 15 MOCP 110.0 3 8" 5 8" 1,2 IDU - 2.4 HALLWAY SOUTH 12 14 500 NOTE 6 NOTE 6 0.0 PLFY-P12NCMU-E 208/1 .39 MCA 208 VOLT, 15 MOCP 60.0 1 4" 1/2" 1,2 DU - 7_.5 HALLWAY EAST �4- 5� NOT�6 NOTE 6 0.0 - E1 I- 12 GMU� 08 1 .39�Ct�G _08 VOLT�5 MOCP 60.0 1 4_' __ 1,2 IDU - 2.6 BACKUP EOC TRAINING - ALTN 24 27 600 0 0.4 PEFY-P24NMAU-E 208 1 2.25 MCA/208 VOLT, 15 MOCP 100.0 3/8" 5 8" 1,2 IDU - 2.7 BC - ALTN 8 9 320 1 0.0 PKFY-PO8NHMU-EW 208/1 .34 MCA 208 VOLT, 15 MOCP 40.0 1 4" 1/2" 1,2 IDU - 2.8 ASST CHIEF 204 - ALTN 8 9 320 - 412 320 1 0.0 PKFY-PO8NHMU-EW 208/1 1.34 MCA 208 VOLT, 15 MOCP 40.0 1 4" 1/2-' 1,2 IDU - 2.9 ASST CHIEF 203 - ALTN 8 9 320 - 412 320 1 0.0 PKFY-PO8NHMU-EW 208/1 .34 MCA 208 VOLT, 15 MOCP 40.0 1/4" 1/2" 1,2 IDU - 2.10 CHIEF - ALTN 8 9 320 - 41 320 1 0.0 PKFY-PO8NHMU-EW 208 1 .34 MCA 208 VOLT, 15 MOCP 40.0 1 4" 1/2" 1,2 IDU - 2.11 ADMIN SUPPORT - ALTN 24 27 320 - 88C 600 0 0.4 PEFY-P24NMAU-E 208/1 2.25 MCA/208 VOLT, 15 MOCP 100.0 3 8" 5 8" 1,2 DU - 2.12 CONF - ALTN 24 27 320 - 88C 600 0 0.4 PEFY-P24NMAU-E 208/1 2.25 MCA 208 VOLT, 15 MOCP 100.0 3 8" 5 8" 1,2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - SUM 340 381.5 0 0 NOTE: A . EXTERNAL STATIC PRESSURE ALLOWS FOR DUCTWORK AND FILTERS, UNIT MANUFACTURER TO ADD ALLOWANCE FOR WET COIL. B . COIL CONDITIONS: COOLING 80/67 'F EAT DB/WB, 957 OUTDOOR DB; HEATING: 707 EAT DB, 437 OUTDOOR WB REMARKS: 1. BASIS OF DESIGN: MITSUBISHI MULTI CITY 5. CONSTANT VOLUME FAN COIL 2. PROVIDE WITH ATTACHMENT AND MOUNTING ACCESSORIES COMPLETE. 6. IDU-1.9 AND IDU-1.10 SHARE THE COMMON AREA 3. PROVIDE WITH LONG LIFE FILTER, PLENUM WITH FILTER SLIDE, FACTORY INTERNAL DRAIN PUMP; MERV 8 FILTER. 7. IDU-2.4 AND IDU-2.5 SHARE THE COMMON AREA 4, CONSTANT VOLUME MIXING SECTION 8. NA HEAT RECOVERY VENTILATOR SCHEDULE DESIGN CONDITIONS BASIS OF DESIGN MARK AREA SERVED TOTAL CFM EFFICIENCY, PERCENT, TEMPERATURE MIN. OUTSIDE AIR CFM EXTERNAL STATIC IN. W.G. MODEL NUMBER KW VOLTS/ PHASE CURRENT INPUT, AMPS WEIGHT LBS. REMARKS HRV - 1.1 LEVEL 1 WEST 540 70 - 5" LGH-F600 0.7 208 1 3.6 300.0 1,2 HRV - 1.2 LEVEL 1 EAST 600 70 - .5" LGH-F600 0.7 208/1 3.6 300.0 1,2 HRV - 2.1 LEVEL 2 WEST 600 70 - .5" LGH-F600 0.7 208 1 3.6 300.0 1 2 RV - 2. LEVEL 2 NORTH -ALTN 300 70 - 5" LGH-F600 0.7 208/1 3.6 300.0 1,2 RV - 2. LEVEL 2 SOUTH - ALTN 600 1 70 1- .5" LGH-F600 0.7 208 1 3.6 300.0 1,2 - - - - - - - - - - - - - - - - - - - - - - - - SUM 2,640.0 0 NOTE: A AIR TO AIR HEAT RECOVERY VENTILATOR, LOSSNAY OR ACCEPTED EQUAL. B . REMARKS: 1. BASIS OF DESIGN: LOSSNAY 2. FILTER TYPE: MERV 13 3, NA EXHAUST FAN SCHEDULE SP WEIGHT ELECTRICAL MARK SERVES CFM IN.W.G. LBS SONES REMARKS WATTS HP VOLTS PHASE EF-1 COMMS 300 0.38 30 5.0 0.25 115 1 DIRECT DRIVE CENTRIFUGAL ROOF EXHAUST FAN WITH MOTOR OPERATED DAMPER, ROOM FACTORY CURB, AND VARI-GREEN WITH VARIABLE CONTROL. BASIS OF DESIGN: GREENHECK G 085 VG OR ACCEPTED EQUAL. EF-4 EMS DRY/ 500 6.38 75 3.0 250 115 1 DIRECT DRIVE CENTRIFUGAL ROOF EXHAUST FAN WITH MOTOR OPERATED DAMPER, DECON FACTORY CURB, AND VAR[ -GREEN WITH VARIABLE CONTROL. BASIS OF DESIGN: GREENHECK G 080 VG OR ACCEPTED EQUAL. EF-5 EMS 600 0.38 90 4.0 500 115 1 DIRECT DRIVE CENTRIFUGAL ROOF EXHAUST FAN WITH MOTOR OPERATED DAMPER, FACTORY CURB, AND VARI-GREEN WITH VARIABLE CONTROL. BASIS OF DESIGN: GREENHECK G 090 VG OR ACCEPTED EQUAL. EF-6 SCBA 150 0.38 25 2.5 50 115 1 DIRECT DRIVE CENTRIFUGAL ROOF EXHAUST FAN WITH MOTOR OPERATED DAMPER, FACTORY CURB, AND VARI-GREEN WITH VARIABLE CONTROL. BASIS OF DESIGN: GREENHECK G 070 VG OR ACCEPTED EQUAL. EF-7 SHOP 150 0.38 25 2.5 50 115 1 DIRECT DRIVE CENTRIFUGAL ROOF EXHAUST FAN WITH MOTOR OPERATED DAMPER, FACTORY CURB, AND VAR] -GREEN WITH VARIABLE CONTROL. BASIS OF DESIGN: GREENHECK G 070 VG OR ACCEPTED EQUAL. EF-8 APP BAY 5000 0,50 325 8.1 .75 208 3 DIRECT DRIVE CENTRIFUGAL ROOF EXHAUST FAN WITH MOTOR OPERATED DAMPER, FACTORY CURB, AND VARI-GREEN WITH VARIABLE CONTROL. BASIS OF DESIGN: GREENHECK GB 300 OR ACCEPTED EQUAL. KEF KITCHEN 900 0.50 80 &0 .33 115 1 DIRECT DRIVE CENTRIFUGAL ROOF EXHAUST FAN WITH MOTOR OPERATED DAMPER, HOOD FACTORY CURB, AND VARI-GREEN WITH VARIABLE CONTROL. RESIDENTIAL BASIS OF DESIGN: GREENHECK G 123 VG OR ACCEPTED EQUAL. GAS UNIT HEATER SCHEDULE MARK ELECTRICAL CAPACITY WEIGHT LBS REMARKS INPUT I OUTPUT FLA VOLT PHASE MBH I MBH UH-1 UH-2 UH-3 UH-4 3.9 115 1 105 87 100 MECHANICALLY INDUCED SEPARATED COMBUSTION, FAN POWERED NATURAL GAS FIRED UNIT HEATER, WITH DIRECT SPARK IGNITION. 409 STAINLESS STEEL HEAT EXCHANGER. VERTICAL DOUBLE WALL COMBUSTION. 83% THERMAL EFFICIENCY. AIR AND VENT TERMINAL KIT WITH ROOF THIMBLE. DIRECTIONAL LOUVERS.HANGER KIT. REZNOR UDAS-100 OR ACCEPTED EQUAL. HEAT PUMP UNIT SCHEDULE EXT. COOLING HEATING STATIC NOMINAL NOMINAL WEIGHT, ELECTRICAL MARK CFM PRES. BTUH BTUH SEER HSPF LBS. MCA MOCP VOLT PHASE DESCRIPTION IDU-2.13 0.0" 22,500 26,600 18 8 55 50 1 - 208/ 1 MITSUBISHI MSZ-HE24NA, WALL MOUNTED INDOOR UNIT, WITH REFRIGERANT LINE KIT, INDOOR 230 REMOTE MOUNTED THERMOSTAT. PROVIDE MATCHING OUTDOOR UNIT OR ACCEPTED EQUAL. PROVIDE WITH CONDENSATE PUMP. ODU-3 OUTDOOR - 18 8.5 200 17.1 20 208/ 1 MITSUBISHI MUZ-HE24NA OUTDOOR CONDENSING UNIT OR ACCEPTED EQUAL. 230 CEILING DESTRATIFICATION FAN SCHEDULE ELECTRICAL SIZE WEIGHT MARK REMARKS VOLT/PH I WATTS DIAMETER LBS CF-1 120/1 100 72 INCHES 40 CEILING SUSPENDED DESTRATIFICATION FAN. CF-2 PROVIDE WITH WALL MOUNTED REMOTE, COMBO CF-3 SPEED AND DIRECTION CONTROL. CF-4 FINISH PER ARCHITECT. OVERALL INSTALLATION HEIGHT PER ARCHITECT. BASIS OF DESIGN: DESIGN: HUNTER HFC 72 VEHICLE EXHAUST EXTRACTION SYSTEM AND ACCESSORIES MARK REMARKS VEF VEHICLE EXHAUST FAN. SWBI, 3500 CFM, 8.0" TOTAL STATIC PRESSURE, 3450 RPM, 7.5 HP, 208V, 3 PHASE. PROVIDE WITH DISCONNECT, VFD AND SILENCER. BASIS OF DESIGN: GREENHECK OR ACCEPTED EQUAL. RAIL NEDERMAN MAGNA RAIL. PROVIDE THREE 6" DROPS, WITH ELECTROMAGNET RELEASE, EACH. 208 VOLT/1 PHASE. REFER TO CONTRACT DRAWINGS FOR REQUIRED LENGTHS AND ARRANGEMENT. BID ALTERNATE BID ALTERNATE GRILLES, REGISTERS AND DIFFUSERS MARK CFM NO LEVEL STATIC PRESSURE CEILING TYPE SIZE BASIS FOR DESIGN NOTES FRAME CONNECTION SD1 30 - 50 <20 0.03 ALL 12" X 12" 6" X 6" TITUS MOD AA - 4 WAY THROW 1,2,3 SD2 100-150 <20 0.01 GWB 12" X 12" 6" X 6" TITUS MCD AA - 4 WAY THROW 1,2,3 SD3 150 <20 0.03 LAY -IN 12" X 12" 8" X 8" TITUS MCD AA - 4 WAY THROW 1,2,3 SD4 200 <20 0.03 GWB 12 X 12 8" X 8" TITUS MCD AA - 4 WAY THROW 1,2,3 SD5 250 <20 0.02 1 GWB 12" X 12" 10" X 10" TITUS MCD AA - 4 WAY THROW 1,2,3 SD6 50-60 <20 0.03 WALL 8" X 8" 6" X 6" TITUS 300 RS 1,2,3 SD7 450 <20 0.03 ALL 14" X 14" 12" X 12" TITUS 300 RS 1,2,3 SD8 4500 <20 0.04 GWB 38" X 38" 36 X 36" TITUS 300 RS 1,2,3,4 SD9 50 <20 0.03 LAY -IN 26" X 6" 6 OVAL TI T -US MLTZ-39, 2 SLOT/MPTZ-39 PLENUM 1,2,3 SD10 100-125 <20 0.04 LAY -IN 50" X 6" 10" OVAL TITUS MLTZ-39, 2 SLOT MPTZ-39 PLENUM 1,2,3 SD11 150-170 <20 0.04 LAY -IN 50" X 6" 10" OVAL TITUS MLTZ-39, 2 SLOT MPTZ-39 PLENUM 1,2,3 SD12 200-250 <20 0.05 LAY -IN 50" X 6" 12" OVAL TITUS MLTZ-40, 2 SLOT MPTZ-40 PLENUM 1,2,3 SD13 165 <20 0.03 NONE 10" DIA 8" DIA TITUS TIARA 1,2,3 SD14 250-300 <20 0.03 NONE 12" DIA 10" DIA TITUS TMRA 1,2,3 SD15 250-300 <20 0.02 DUCT 12" X 12" 10 X 10 TITUS 300 RS 1,2,3 SD16 650 <20 0.02 DUCT 20" X 14 18" X 12" TITUS 300 RS 1,2,3 SD17 450 <20 0.02 DUCT 16" X 16" 14" X 14" TITUS 300 RS 1,2,3 RG1 200 <20 0.03 GWB 12"X12"" 10" X 10" TITUS 350ZFS 1,2,3 RG2 340-600 <20 0.03 ALL 18"x18" 16" x 16" TITUS 350ZFS 1,2,3 RG3 1000 <20 0.03 DUCT 24" DIA. 22" DIA PRICE RECG 1,2,3,4 RG4 125-150 <20 0.03 LAY -IN 26" X 6" 8" OVAL TITUS MLRTZ-39, 3 SLOT MPTZ-39 PLENUM 1,2,3 RG5 200 <20 0.05 LAY -IN 26" X 6" 8" OVAL TITUS MLRTZ-39, 3 SLOT MPTZ-39 PLENUM 1,2,3 RG6 1000 <20 0.03 GWB 38" X 14" 36" X 12" TITUS 350ZFS 1,2,3,4 RG7 50 <20 0.05 LAY -IN 26" X 6" 8" OVAL TITUS MLRTZ-39, 2 SLOT MPTZ-39 PLENUM 1,2,3 RG8 600 <20 0.05 LAY -IN 74" X 6" 8" OVAL TITUS MLRTZ-39, 3 SLOT MPTZ-39 PLENUM 1,2,3 EG1 30-100 <20 0.034 ALL 10" X 10" 8" X 8" TITUS 350ZFS 1,2,3 EG2 100-200 <20 0.02 ALL 12" X 12" 10" X 10" TITUS 350ZFS 1,2,3 EG4 250-300 <20 0.02 ALL 14" X 12" 12" X 10" TITUS 350ZFS 1,2,3 EG5 300 <20 0.034 WALL 18" X 10" 16" X 8" TITUS 350ZFS 1,2,3 EG6 800 <20 0.02 DUCT 20" X 16" 18" X 14" TITUS 350ZFS 1,2,3 EG7 300-350 <20 0.02 DUCT 20" X 12" 18" X 10" TITUS 350ZFS 1,2,3 EG8 4500 <20 0.034 GWB 42" X 42" 40" X 40" TITUS 350ZFS 1,2,3,4 EG9 50 <20 0.02 LAY -IN 26" X 6" 6" OVAL TITUS MLR-39, 2 SLOT/MP-39 PLENUM 1,2,3 EG10 50 - 75 <20 0.02 LAY -IN 26" X 6" 6" OVAL TITUS MLR-39, 2 SLOT/MP-39 PLENUM 1,2,3 EG11 100-150 <20 0.03 LAY -IN 26" X 6" 8EX6 TITUS MLRTZ-39, 3 SLOT/MPTZ-39 PLENUM 1,2,3 TG1 150 <20 0.01 GWB 16" X 8" 1 TITUS 350 RS 1,2,3 TG2 150 <20 0.02 GWB 16" X 8" 1 TITUS 300 RS 1,23 TG3 150 <20 0.02 DOOR 20" X 16' 18 TITUS T700S NOTES: 1. DUCT CONNECTION TO DIFFUSER OR GRILLE SHALL BE MINIMUM NECK SIZE. 2. PROVIDE SMOOTH, GRADUAL SHEETMETAL FITTING TRANSITION FROM DUCT TO GRILLE, REGISTER OR DIFFUSER. 3. REFER TO ARCHITECTURAL PLANS (FLOOR, CEILING AND ELEVATIONS) TO DETERMINE FRAME TYPE AND LOCATION. 4. PROVIDE ADDITIONAL STRUCTURAL SUPPORT FOR OVERSIZE AIR TERMINAL AS REQUIRED. L ROOF VENTILATOR SCHEDULE PRESSURE THROAT WEIGHT, MARK CFM DROP DIMENSIONS LBS. REMARKS RV-1 4500 0.05 36" X 36" 160 ROOF VENTILATOR WITH CURB, MOTOR OPERATED DAMPER INTERLOCKED TO ASSOCIATED FAN OPERATION. BASIS: GREENHECK FGI RV-2 1200 O.OS 30" X 22" 40 ROOF VENTILATOR WITH CURB, MOTOR OPERATED DAMPER INTERLOCKED TO ASSOCIATED FAN OPERATION. BASIS: GREENHECK FGI/FGR PROVIDE WITH DUCT HEATER. BASIS: GREENHECK IDHB RV-3 600 0.05 14" X 14" 50 ROOF VENTILATOR WITH CURB, MOTOR OPERATED DAMPER RV-4 INTERLOCKED TO ASSOCIATED FAN OPERATION. RV-5 BASIS: GREENHECK FGI/FGR RV-6 RV-7 RV-8 RV-9 300 0.05 12" X 12" 40 ROOF VENTILATOR WITH CURB, MOTOR OPERATED DAMPER RV-10 INTERLOCKED TO ASSOCIATED FAN OPERATION. BASIS: GREENHECK FGI/FGR RV-13 900 0.05 16 XX 16" 55 ROOF VENTILATOR WITH CURB, MOTOR OPERATED DAMPER INTERLOCKED TO ASSOCIATED FAN OPERATION. RV-9 300 0.05 12" X 12" 40 ROOF VENTILATOR WITH CURB, MOTOR OPERATED DAMPER RV-10 INTERLOCKED TO ASSOCIATED FAN OPERATION. BASIS: GREENHECK FGI/FGR RV-11 600 0.05 14" X 14" 50 RV-12 NATURAL GAS FIRED APPLIANCE CAPACITY SCHEDULE INPUT CAPACITY MARK ITEM BTU/HR. CF/HR REMARKS DHWH -1 WATER HEATER 150,000 146 24/7 OPERATION, PROVIDE 2 PSI TO 6-14" REGULATOR DHWH-2 WATER HEATER 150,000 146 24/7 OPERATION, PROVIDE 2 PSI TO 6-14" REGULATOR UH-1 IAPP BAY UNIT HEATER 200,000 195 24/7 OPERATION, PROVIDE 2 PSI TO 6-14" REGULATOR UH-2 APP BAY UNIT HEATER 200,000 195 24 7 OPERATION, PROVIDE 2 PSI TO 6-14" REGULATOR UH-3 APP BAY UNIT HEATER 200,000 195 24/7 OPERATION, PROVIDE 2 PSI TO 6-14" REGULATOR UH-4 APP BAY UNIT HEATER 200,000 195 24/7 OPERATION, PROVIDE 2 PSI TO 6-14" REGULATOR RANGE KITCHEN RANGE 50,000 49 PROVIDE 2 PSI TO 6-14" REGULATOR BAR B QUE OUTDOOR BAR B QUE 100,000 97 PROVIDE 2 PSI TO 6-14" REGULATOR SUBTOTAL 1,250,000 1,217 FACTOR OF SAFETY (25%) 312,5001 304 .F'IVSi! CITY OF Tuj,.WLJ SUM 1,562,500 1.521 My v -1. AIR COMPRESSOR SCHEDULE PERMITLENTER MARK VOLTS CYCLES MOTOR MAX REMARKS /PHASE HP PSIG ACFM COMP-1 208/60/3 5 175 14 80 GALLON VERTICAL TANK MOUNTED MOTOR AND COMPRESSOR. BELT DRIVE RECIPROCATING COMPRESSOR. PROVIDE INSTALLED WITH VIBRATION ISOLATION, FILTER MOISTURE TRAP AND PRESSURE REGULATOR. BASIS FOR DESIGN: INGERSOLL RAND 2475-N5 COMP-2 208/60/1 2 - - DRY RISER COMPRESSOR BY FIRE SPRINKLER. DESIGN BUILD CONTRACTOR. LOCATED IN MECHANICAL ROOM. BASIS FOR DESIGN: GAST BID ALTERNATE \r ( VRF OUTDOOR UNIT SCHEDULE MARK REMARKS OUTDOOR AIR COOLED OUTDOOR UNIT. 240 MBH NOMINAL COOLING CAPACITY, 95' DB ENTERING AIR, 80'/67'F DB/WB UNIT INDOOR. 270 MBH NOMINAL HEATING CAPACITY, 43' WB ENTERING AIR, 70 DEGREE DB INDOOR. 42 MCA (EACH OF 2 MODULES), 208/230 VOLT, 3 PHASE ODU-1 INVERTER DRIVEN SCROLL COMPRESSOR, R410A REFRIGERANT, 11.7 EER, 18 IEER, 3.41 COP 1000 POUNDS NET WEIGHT. MITSUBISHI CITY MULTI PURY-P240TSLMU-A. - - PROVIDE WITH TWINING KIT, JOINT KIT, LOW AMBIENT, SNOW/HAIL GUARDS AND BASE PAN HEATER. - - - - - - - - - - - - - - - - - - - - - AIR COOLED OUTDOOR UNIT. 96 MBH NOMINAL COOLING CAPACITY, 95' DB ENTERING AIR, 80'/67'F DB/WB INDOOR. 108 MBH NOMINAL HEATING CAPACITY, 43' WB ENTERING AIR, 70 DEGREE DB INDOOR. 42 MCA (EACH OF 2 MODULES), 208/230 VOLT, 3 PHASE ODU-2 INVERTER DRIVEN SCROLL COMPRESSOR, R410A REFRIGERANT, 11.7 EER, 18 IEER, 3.41 COP 500 POUNDS NET WEIGHT. MITSUBISHI CITY MULTI PURY-P96TLMU-A. PROVIDE WITH TWINING KIT, JOINT KIT, LOW AMBIENT, SNOW/HAIL GUARDS AND BASE PAN HEATER. � i9-6as3 FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENHUSCH GROUP, INC ',.. ncousncu. 4uoio / hoao s ueu I M ouaaEFw 1. ieae) 3 t98NEICi0N swat SVa (201 s378- 84 sane (208) 3�a-0589 (208) 3>B-8841 FAX I N W z U LA LU PRELIMINARY z NOT FO m CONSTRUCTION F- U w H S Issue Phase 2 UJ Construction Permit Date 8/02/2019 (� Title MECHANICAL SPAR f -$beet SCHEDULES Lu ERMI AND PPRO EQU! sheet0-M ED ('� M 0 03 OUTSIDE AIR HEAT RECOVERY VENTILATION UNIT, RHRV SECTION REMARKS SUPPLY FAN FAN WALL, PLUG AIRFOIL FAN. FAN 18" WHEEL DIAMETER, 3500 RPM MAXIMUM SECTION DIRECT DRIVE, 2.3 HP, 208 VOLT, 3 PHASE. 1900 CFM, 3" STATIC PRESSURE, WITH VFD. EXHAUST FAN FAN WALL, PLUG AIRFOIL FAN. FAN 18" WHEEL DIAMETER, 3500 RPM MAXIMUM SECTION DIRECT DRIVE, 2.3 HP, 208 VOLT, 3 PHASE. 1400 CFM, 3" STATIC PRESSURE, WITH VFD. ELECTRICAL FACTORY MOUNTED STARTERS AND DISCONNECTS. SINGLE POINT POWER CONNECTION. 208 VOLT, 3 PHASE, 185 MCA, 200 MOCP HEATPUMP TOTAL COOLING CAPACITY 77 MBH, SENSIBLE CAPACITY 65 MBH, DX COIL, R410A SECTION REFRIGERANT, TOTAL HEATING CAPACITY 60 MBH, 12.2 EER. PROVIDE COMPRESSOR NOISE WRAP BLANKET. PROVIDE ECM CONDENSER FAN MOTORS WITH VARIABLE SPEED CONTROL, BACKUP ELECTRIC RESISTANCE BACKUP HEATING SECTION. 30 KW, 6 STAGE, SCR CONTROL. HEATING SECTION HRV ENERGY WHEEL RECOVERY. 208 VOLT, 3 PHASE. SENSIBLE EFFICIENCY OF 82%. INCLUDE BYPASS DAMPERS & RECIRCULATION DAMPER FOR ECONOMIZER OPERATION ISOLATION FAN AND MOTOR RESILIENTLY ISOLATED FROM THE FAN CABINET. DAMPER PROVIDE EXHAUST HOOD WITH BIRD SCREEN. PROVIDE BYPASS SECTION TO FURNISH SECTION ECONOMIZER COOLING WHEN HEAT RECOVERY IS NOT REQUIRED. THE OUTDOOR AIR SUPPLY AND THE EXHAUST OUTLET SHALL BE PROVIDED WITH CLASS 1A MOTORIZED DAMPERS WHICH CLOSE AUTOMATICALLY WHEN THE SYSTEMS OR SPACES ARE NOT IN USE OR DURING UNOCCUPIED PERIODS PER SEC C403.2.4.3. FILTERS 2" PLEATED, MERV 8. 0.54" FILTER PRESSURE DROP FOR CA AND RA PRIOR TO WHEEL CABINET PERFORATED GALVANIZED SHEETMETAL INNER LINER IN FAN SECTIONS, SOLID OUTER PANEL 2" THICK, 3 POUND DENSITY ACOUSTICAL INSULATION. MINIMUM OF 6" BASE RAIL FINISH IN STANDARD FACTORY ENAMEL. WEIGHT 3000 POUNDS, VERIFY WITH MANUFACTURER ACCESSORIES 14" INSULATED CURB AND ALL MOUNTING ACCESSORIES. ACCESS ALL ACCESS FROM SIDE OF UNIT. REFER TO MECHANICAL DRAWINGS. INSTALLATION REFER TO MANUFACTURERS WRITTEN INSTRUCTIONS AND CONTRACT DOCUMENTS. SMOKE NOT REQUIRED. DETECTION MANUFACTURER BASIS FOR DESIGN: DAIKIN. ALTERNATES AS ACCEPTED BY PRIOR APPROVAL. BRANCH CIRCUIT CONTROLLER SCHEDULE L_ MARK REMARKS MAIN BRANCH BRANCH CIRCUIT CONTROLLER. CONTROLLER 1,63 MCA, 208/230 VOLT, 1 PHASE. R410A REFRIGERANT, 16 PORTS, 162 POUNDS. BC-1.1 MITSUBISHI CITY MULTI: CMB—P1016NU—GA, SUBBRANCH SUB BRANCH CIRCUIT CONTROLLER. CONTROLLER 0.64 MCA, 208/230 VOLT, 1 PHASE. R410A REGRIGERANT, 8 PORTS, 82 POUNDS. BC-1.2 MITSUBISHI CITY MULTI: CMB—P108NU—GB. MAIN BRANCH BRANCH CIRCUIT CONTROLLER. CONTROLLER 1.63 MCA, 208/230 VOLT, 1 PHASE. R410A REFRIGERANT, 16 PORTS, 162 POUNDS. BC-2 MITSUBISHI CITY MULTI: CMB—P1016NU—GA. — — — — — — — — — — — — — — — — — — — — — — — — ELECTRIC UNIT HEATER SCHEDULE SERVES LLECTRICAL DATA MARK WATTS VOLTS I PHASE JACCESSORIES EUH-1 DECON 4000 208 1 SUSPENDED ELECTRIC UNIT HEATER. CONTROLLED BY SELF— CONTAINED THERMOSTAT. PROVIDE WITH ALL MOUNTING ACCESSORIES. BASIS OF DESIGN: KING KAWH EUH-2 EMS 3000 208 1 SUSPENDED ELECTRIC UNIT HEATER. CONTROLLED BY SELF — DRY CONTAINED THERMOSTAT. PROVIDE WITH ALL MOUNTING ACCESSORIES. BASIS OF DESIGN: KING KAWH EUH-3 EMS 3000 208 1 SUSPENDED ELECTRIC UNIT HEATER. CONTROLLED BY SELF— CONTAINED THERMOSTAT. PROVIDE WITH ALL MOUNTING ACCESSORIES. BASIS OF DESIGN: KING KAWH EUH-4 EMS 3000 208 1 SUSPENDED ELECTRIC UNIT HEATER, CONTROLLED BY SELF— CONTAINED THERMOSTAT. PROVIDE WITH ALL MOUNTING ACCESSORIES. BASIS OF DESIGN: KING KAWH EUH-5 SCBA 2000 208 1 SUSPENDED ELECTRIC UNIT HEATER. CONTROLLED BY SELF— CONTAINED THERMOSTAT. PROVIDE WITH ALL MOUNTING ACCESSORIES. BASIS OF DESIGN: KING KAWH EUH-6 SHOP 3000 208 1 SUSPENDED ELECTRIC UNIT HEATER. CONTROLLED BY SELF— CONTAINED THERMOSTAT. PROVIDE WITH ALL MOUNTING ACCESSORIES. BASIS OF DESIGN: KING KAWH EUH-7 GEAR 2000 208 1 SUSPENDED ELECTRIC UNIT HEATER. CONTROLLED BY SELF — WASH CONTAINED THERMOSTAT. PROVIDE WITH ALL MOUNTING ACCESSORIES. BASIS OF DESIGN: KING KBP EUH-8 GEAR 2000 208 1 SUSPENDED ELECTRIC UNIT HEATER. CONTROLLED BY SELF — STORAGE CONTAINED THERMOSTAT. PROVIDE WITH ALL MOUNTING ACCESSORIES. BASIS OF DESIGN: KING KBP BID ALTERNATE FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP. INC PLOUSIIGy MIBIO / NOFA k NECiNNiG1 ENGINEIItINC "'. B00 W6T Nigh— BIYIEEf 9UBE P06 S378-, WA B FM (208) 378-DSBB (zoo) 3�e—oesi rax En W z _V Ln W n Z M CD V) H V I- 1 V Q D RECEIVED CITY OF l'i KWILA W Issue Phase 2 AUG 02 2019 Construction Permit PERMIT CENTER Date 8/02/2019 %) Sheet Title MECHANICAL — 1 SEP,rd };TE SCHEDULES LU ! p" PPS M004 xlPPr, i RECU SHEEN NOTES: 1. PIPING IS DIAGRAMMATIC. PROVIDE FF17NGS AND OFFSETS AS REQUIRED TO AVOID WOW OF OTHER TRADES AND AS REQUIRED FOR A CODE CaI INSTALLATION. a B.1 C c.1 C, 9 I I I I I I I I I 3"W UP TO S=5 ----------------------------------------------------- ------------- - - - - -- --------- ----i-------I---------------I-------------------------------------I--------- ---- --- - - - - -� - - - TV UP , I ' I I 1 4W U' TO EC-0 i I 4„W 4„W I I -- - -------------- - - - ----- - - - - -- - --------------------------1 ----------------- -- ---------------- } - , I I f I I I I i 'iN UP TO AD-1 I I ----------------- "W UP TO POD I I I I i , 2"V UP 27W UP TO S=6 ----- --- , -- - 4SUP - 7,1 ____ L________________ ________ ___ L________________T ___ _-_______________ _____ __- - -_____ P _ — - - - - - - - - — - - — -- — — — — Lt--- --_ -----_------------------=T-----_------_--=——--------------_---- _ ----- _-------_—_-- — �T� — — 1 I i I I I 1 I I I — — — — — — — — — — — — — — — — — -- i i IEl I I I ( I I I 1 I I I 1 1 To (E)STCRM i 1 I I I 4"OW UP � 4'OW UP TO ID-1 I I I ( I I i I i I I I I I i I i I I I El 1 I ® ; 1 I I I 1 I II I i i I 'OW U TO -1 I 4"OW UP TO TD-1 4 1 I ' 1 ' � � 470W TO � 1 / — — — — — — — — — — — — I — — I I i i i 1 LElj J 1 1 - - 6„ow _ _ - - COW 1 1 I I I I I I I I I I I I TV ON, TYP 2 ' I 1 I I I I I 4"OW U TO FGO 4"OW U TO 1D-1 4''OW UP TO TD-1 4,1 a-- 39 - I I I I I r--——————————--——————------i i I — — — — — — — — — — —— -----i r-----------————— — — — — —— I I r I i I i I I I 1 I i I I I I ' L J i - _ - ---- - --'- -_- -- -�' - - ----i---_--_- - ---_-- --- - - J---- -- -_-- _ - - - - - t-------_ -_---- �I r - - - -- --- -i I II I I MECHANICAL FOUNDATION PLAN NORTH SCALE: 1/4" = 1'-0" F----- ----------------- 13-WUPTO --- ---I ;4"WUPTO NORTH Po. mllll�l FOR REFERENCE 4"W POO TO SITE SANITARY, SEE CIML 0 N LY 6"W POC TO SITE SANITARY, SEE aVL — aL WATER SEPARATOR, SEE M6.1 - I I I 4"OW UP TO FCO I I I I I I I I I I I i I I I i I I ----J® - - r-- - - _____ ------ SEE - 4F NY M201- - - - I I nECFIVEn CITY OF T i:4:WILA AUG 02 2019 PERMIT CENTER SEPAPA PEWAIT RI�V�FEff� Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENRUSCH GROUP. JNC pLOII'T 0118i0 / 1D. k YECtWllGL ENCINE�iWe ])8- FM V) W Issue Phase 2 iU Construction Permit Date 8/02/2019 VJ Sheet Title MECHANICAL FOUNDATION PLAN I It Emma NORTH h rx .: M201N FLAG NOTES: l 4,1 39 3,1 — c N) U- C N 9 -- 0 6> m m 1� SEEbE FOUNDATION WALL PIPE PENETRATIONS, TYPICAL REFER TO DETAIL IN XXX STRUCTURAL DRAWNCS, COORDINATE PENETRATIONS W1H FOUNDATICN PLAN ON SHEET SXXX. j--------------------- - - - - -i ( ( ----- t-----------I '- --- ------- T------ - - - - -i ' 1 lII i 1 1 L B; 1 i I - i -- ---------------_---------I----------_------1-------- _ _---'0 -- - _ SEE M O1N 2»W U TO FD 1� I S M O1S S� M201N _ SEE M201S --- - - - - ----- - - - --- ----1 ---- r --- - - - - - - - - - - - - - - - 13-W UP TO CO r -- - -- 3"WUtT- OSS=1r--------------- -- --------- II I» 1 L14WUP TO FT L--- -- -� 4'IW UP TO FCO B#J 111 � t I "W UP TO FCC) ¢"W UP TO i I r I I I I I 1 w UP TO BW- i UP TO FD=1 V UP L_-_----_, I� ____� 2VUP VUP 2"WIpTOSit rw UP To VC-1 I I I i t W UP TO 1 I 2 W UP TO S-1 2"W UP TO Si1 - - W UP TO 2"VUP r- I -- - -- - - - r "VUP---------- ' ❑ v W W UP TO TO=2 1 "V UP 3 - 2"W UP TO �1 e r----- I I ------------- 1 I I 1j i i I 4iW UP TO FCO I I I I 6 W 6"W a''W UP 1 1 I ❑ 'W UP 0 Ste- 3"W UP TO 2 - _ _ - I I - { - - - - r - _ 1 "W UP T0]-1 - I- Z'WUP- -- - 'V P 7 UP - - - - - -- 3"W l�P I � I I I I j TO Vr8-1 TO W UP TO 3"W PTO -1 27VUP -2 MC-1 27WU TO -1 , '------ -- - - -- i r------- _ _2"VWP _ _ I I r-- ---- - - - - - - - 3„W UP TO 1 - '� 4"w - - --2""p pp i - ( - 4 W U CO - - - - i i I - w UP 2 W 4"W UP TO hC-1 I 4»W Up 9 6'W -'-- - TO VC 1 UP M803 ------------ - - - - -- — L tw-� 2"W UP2'W UP TO J ( ( IJ4'W UP TO FCO4E - - --- --- --- ! I r------- - - - -II J---_---, I I I I II I I i I I 11 I I i i 3"W UP TO 9=1 2"W UP TO FD=1 p I 27W UP TO (2) L=2 I I d _ _ _ 2» UP TO FDFD 1 IL 1 I I I I 2"W UP TO FDFD1 -' - - - ---- --- - - - - --VWUPTOFCO- - - - - - - - - - - TW UP TO (2) L=2 1 I I I I I t I I I I I I i I I i I I 1 I I I I I I I it I I I I 4''W UP 2"V UP r___________—�L----___i i I i I _L I ( I I I I I I i I I I I ( I I I --- ---I i 2"WUPTOFf�1 1 I 4"W UP TO (� ------------ - --- ----- I I I L___ __--_--_ _______________ ------------------------------- ---- ----------- ---- -- -- r---- -- - -- - ---- GAS UP ( I � TO METER L 9RNL ON TO (E)STORM I I I I I I I i A B C CA MECHANICAL FOUNDATION PLAN SOUTH SCALE: 1/4" = 1'-0" 140 NORTH 6"W POC TO SITE SANITARY, SEE OML - 2"V UP - - 2" W UP TO FD-2 4"W UP TO STANDPIPE DRAIN 2Y2"CW UP SHEET NOTES: 1. PIPING IS DIAGRAMMATIC. PROVIDE FITTINGS AND OFFSETS AS REQUIRE) TO A\UD WOW OF OTHER TRADES AND AS REQUIRED FOR A CODE CCMPUANT INSTALLATION. FOR REFERENCE I ONLY Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG )(F TO FDIC gDOVeiIGV., ALDID LADED k ECHPNICN. ENGINEERING 190D WFSf NI SDtEGi SLIDE 30f SUTIIE, WA 98119 X"F UP TO FIRE SPRNKLER RISER (206) —e9 zoe> ma -Deal rix POC TO SITE DSTIC WATER, SE CIVIL POC TO FDC, SEE CIML POC TO SITE FIRE S RMCE, SEE aNL POC TO STE GAS, SEE OML V Q D nECEENED CITY OF I'LiX%VILA AUG 02 2019 Issue Phase 2 LLJ Construction Permit PERMIT CENTER Date 8/0212019 (f � Sheet Title MECHANICAL LIMMA MA '- FOUNDATION PLAN 9, N PEWAI � ND E r " n� SOUTH -3REQUiR Dhe r M201 S FIRE SPRINKLER NOTES 1. THESE DRAWINGS ARE DIAGRAMMATIC REPRESENTING THE INTENT OF THE WORK. REFER TO THE SPECIFICATIONS FOR COMPLETE SYSTEM REQUIREMENTS. 2. PROVIDE ALL DESIGN, MATERIAL, LABOR, SUPERVISION, TOOLS, AND ITEMS NECESSARY, FOR THE CONSTRUCTION, INSTALLATION, CONNECTION, START-UP, TESTING AND OPERATION OF ALL FIRE SUPPRESSION WORK FOR THIS PROJECT. IT SHALL BE THE FIRE SPRINKLER CONTRACTOR'S FULL RESPONSIBILITY TO DESIGN AND INSTALL A COMPLETE WORKING SYSTEM MEETING ALL CODES. 3. THE INTENT OF THESE DRAWINGS IS TO DIAGRAMMATICALLY SHOW THE FIRE SPRINKLER PIPING AND ARRANGEMENT OF HEADS IN OCCUPIED AND CRITICAL AREAS ONLY. SPRINKLER HEADS PROTECTING ATTICS, CONCEALED AREAS AND PLENUMS ARE NOT INDICATED BUT REQUIRED.THE DRAWINGS DO NOT NECESSARILY REFLECT THE FULL EXTENT OF PIPE OR SYSTEM COMPONENTS REQUIRED OR EXPECTED. THE FIRE SPRINKLER CONTRACTOR IS NOT RELIEVED FROM INCLUDING ALL REQUIRED COMPONENTS AND WORK IN THEIR CONTRACT. 4. PROVIDE SPRINKLER HEADS, PIPING, HEADERS, VALVES, ALARMS AND ACCESSORIES AS REQUIRED FOR A COMPLETE, FUNCTIONAL, CODE COMPLIANT SYSTEM. PIPE SIZING SHOWN IS AN ESTIMATE, FINAL PIPE SIZE SHALL BE COMPLETED BY THE CONTRACTOR AND INCLUDED IN THE PERMIT SUBMITTAL. CONSTRUCTION SHALL NOT BEGIN UNTIL THE CONTRACTOR'S SHOP DRAWINGS ARE APPROVED BY THE LOCAL JURISDICTION AND SHOP DRAWINGS HAVE BEEN REVIEWED BY THE PROJECT ARCHITECT. J 5. FIRE SPRINKLER CONTRACTOR SHALL PROVIDE ADDITIONAL HEADS, PIPING, VALVES AND APPURTENANCES TO ENSURE ADEQUATE COVERAGE IN ALL SPACES INCLUDING ABOVE CEILINGS, IN CRAWLSPACES AND IN ATTICS. 6. THE AUTOMATIC SPRINKLER SYSTEM SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH NFPA 13 (IBC 903.31 STANDARDS), IBC, IFC AND ALL LOCAL CODES AS A MINIMUM STANDARD. ADDITIONAL REQUIREMENTS WILL BE NOTED IN THE SPECIFICATIONS OR IN THESE DRAWINGS THAT EXCEED CODE REQUIREMENTS, 7. PROVIDE COVERAGE FOR THE ENTIRE FACILITY INCLUDING AREAS ABOVE AND BELOW CEILINGS, ATTIC SPACES, CATWALKS, INTERSTITIAL SPACES, OVERHANGS AND MECHANICAL/ELECTRICAL ROOMS TO ACCOMPANY THE AHJ CODE REQUIREMENTS. THE ASSUMPTION OF FIRE ALARM DEVICES OR SYSTEMS BEING INSTALLED DOES NOT RELIEVE THE FIRE SPRINKLER CONTRACTOR OF PROVIDING COMPLETE COVERAGE OF ALL AREAS. B. FIRE SPRINKLER MAIN NOT SHOWN SHALL BE LAID OUT PER CODE SPECIFIED AND SYSTEM REQUIREMENTS. SEE ARCHITECTURAL DRAWINGS FOR AREAS NOT SHOWN OR FOR MULTIPLE FLOORS THAT REQUIRE FIRE SPRINKLING COVERAGE. 9. ALL PIPING SHALL BE CONCEALED IN FINISHED AREAS TO THE GREATEST EXTENT POSSIBLE. ANY EXPOSED PIPING IN UNFINISHED AREAS SHALL BE ONLY BY APPROVAL OF THE ARCHITECT AND BE PAINTED TO MATCH SURROUNDINGS. IN VAULTED CEILING AREAS, PIPING SHALL BE INSTALLED IN SOFFIT OR BEHIND CEILING FINISH. (yI 10. SEE ARCHITECTURAL DRAWINGS FOR ATTIC AND CONCEALED SPACES, PROVIDE SPRINKLER COVERAGE IN THOSE SPACES AS APPLICABLE. (n LL N 11, PROVIDE PREACTION FIRE SPRINKLER COVERAGE IN COMM ROOM. U) 12. EXPOSED FIRE SPRINKLER PIPING SHALL BE LIMITED TO THE AREAS SHOWN. ANY DEVIATIONS IN THE FIRE MAIN LAYOUT SHOWN HERE N SHALL BE APPROVED BY THE ARCHITECT BEFORE INSTALLATION AND ti SHALL BE AT NO ADDITIONAL COST TO THE OWNER. NO EXPOSED PIPING WILL BE ALLOWED IF, IN THE BUILDING STRUCTURE, THE ARCHITECT HAS PROVIDED SHAFTS, FURRED AREAS OR CONCEALED SPACES WHERE PIPING COULD BE HIDDEN FROM VIEW. DO NOT RUN i� PIPING OVER ELECTRICAL PANELS OR SWITCHGEAR EXCEPT WHERE (� LOCATED ABOVE THE STRUCTURAL CEILING. m 13. CENTER SPRINKLER HEADS AND OTHER EXPOSED SPRINKLER SYSTEM ACCESSORIES IN CEILING GRIDS ON CENTERLINES OF ARCHITECTURAL FEATURES. REFER TO ARCHITECTURAL. 14. THE FIRE SPRINKLER CONTRACTOR SHALL COORDINATE THE Z LOCATION OF THE PIPING AND HEADS TO AVOID INTERFERENCE WITH U) LIGHT FIXTURES, ELECTRICAL CABLE TRAYS, HEATING/COOLING :E EQUIPMENT, DUCTWORK AND ANY ARCHITECTURAL FEATURES SUCH m AS SKYLIGHTS, STAIRWAYS, ETC. IN CATWALK AREAS, PIPING u SHOULD BE RUN AS HIGH AS POSSIBLE TO ALLOW THE MAXIMUM ii HEADROOM OVER THE MECHANICAL EQUIPMENT AND AISLE SPACES. a MAXIMUM CLEARANCE SHALL BE MAINTAINED FOR SERVICE ACCESS MAINTENANCE FOR ALL EQUIPMENT. FAILURE TO COORDINATE 0-AND (N SHALL BE JUSTIFICATION TO REQUIRE THE CONTRACTOR, AT HIS OWN EXPENSE, TO MOVE AND REDO HIS WORK. N 15. ALL PIPING SHALL BE SLOPED PARALLEL TO BUILDING STRUCTURE o AND INSTALLED TO DRAIN. z (° 16. PROVIDE THRUST BLOCKS AT ALL CHANGES IN DIRECTION FOR UNDERGROUND SERVICE PIPING. 17. ALL SPRINKLER HEADS SHALL BE QUICK RESPONSE, RECESSED HEADS WHERE EXPOSED IN CEILINGS. 18. PROVIDE DRY PIPE FIRE SPRINKLER COVERAGE FOR ALL EAVES AND OVERHANGS THAT EXTEND BEYOND 4' FROM THE BUILDING, COVERED WALKWAYS/ENTRYWAYS AND ANY UNCONDITIONED AREAS AND SPACES. 19. PROVIDE HEAD GUARDS OR WIRE PROTECTIVE CAGES AS REQUIRED ON ALL SPRINKLER HEADS THAT MAY BE SUBJECT TO DAMAGE BY INCIDENTAL CONTACT. FIRE SPRINKLER LEGEND: WET UPRIGHT SPRINKLER HEAD WET PENDANT SPRINKLER HEAD WET UPRIGHT ABOVE PENDANT DRY UPRIGHT SPRINKLER HEAD HIGH TEMPERATURE SPRINKLER HEAD F FIRE PROTECTION WATER DRY SIDEWALL SPRINKLER HEAD g BUILDING WALL U z Q O O Q 24 INCH �— TO BUILDING FIRE SPRINKLER SYSTEM LO z o o...o 0 CO DO NOT BLOCK ACCESS TO FIRE SPRINKLER SYSTEM PERIMETERS OF MINIMUM CLEARANCES TO BE PAINTED ON FLOOR IN WHITE ENAMEL PAINT STRIPE, WITH 2 INCH STENCILED BLACK LETTERS TO SAY: "DO NOT BLOCK ACCESS" 3 z z a m ALARMGONG DOUBLE DETECTOR CHECK VALVE SCHEMATIC SCALE: NONE DETAIL NOTES: 1, RISER DIAGRAM IS DIAGRAMMATIC AND DOES NOT RELIEVE OR WAIVE ANY IFC, NFPA, OR LOCAL REQUIREMENTS TEST DRAIN, TYP DRAIN TO EXTERIOR OR STANDPIPE, TYP WET PIPE VALVE FLOW SWITCH, TYP F DOUBLE DETECTOR HECK BACKFLOW o 4SSEMBLY FIRE SPRINKLER RISER DIAGRAM SCALE: NONE Q 18" LONG SPOOL (FL x PE) 3J FLANGE COUPLING ADAPTOR 4� APPROVED DDCVA ON MAIN LINE IN HORIZONTAL POSITION ONLY. (PER LATEST DEPT. OF HEALTH APPROVED LIST OF BACKFLOW PREVENTION DEVICES) BOTTOM OF DDCVA SHALL BE A MINIMUM OF 24 INCH ABOVE FLOOR LEVEL AND NOT HIGHER THAN 3 FEET MAXIMUM. INSTALL 3 CONCRETE PADS OR ADJUSTABLE PIPE SUPPORT COLUMNS UNDER DDCVA 5� O.S & Y VALVES TO BE RESILIENT SEATED WITH TAMPER SWITCHES. ADD WIRING IN ACCORDANCE WITH L & I © METERED 3/4 INCH BY-PASS DCVA - BY-PASS METER SHALL BE A 3/4 INCH "SENSUS-ECR SR POSITIVE DISPLACEMENT METER. O7 WALL MOUNTED FIRE DEPARTMENT CONNECTION. AFTER FIELD INSTALLATION, MAIN DDCVA AND BY-PASS DCVA MUST BE TESTED SATISFACTORILY BY A DEPARTMENT OF HEALTH CERTIFIED BACKFLOW ASSEMBLY TESTER. TEST REPORT MUST BE SUBMITTED TO LOCAL AUTHORITYS WATER UTILITY ENGINEERING DEPARTMENT PRIOR TO ACTIVATION OF NEW LINE. INSTALL BRASS PLUGS AT ALL TEST COCKS. WET PIPE SYSTEM (TYP) DRY PIPE SYSTEM (TYP) TO FIRE ALARM PANEL, TYP TEST DRAIN, TYP DRY PIPE VALVE AIR COMPRESSOR, PROVIDE WITH 4" HOUSEKEEPING PAD TO COMPRESSOR RELEASE PANEL PREACTION VALVE DETAIL NOTES: DDCVA MUST BE INSTALLED IMMEDIATELY AFTER PIPE PENETRATION THROUGH BUILDING FLOOR SLAB ROOM IN WHICH DDCVA IS LOCATED SHALL: A. HAVE FLOOR DRAIN CONNECTED TO THE SANITARY SEWER SYSTEM. B. HAVE A HEATING SYSTEM (40' F MIN. TEMP.) NO HEAT TAPE C. NOT BE USED FOR STORAGE AROUND THE DDCVA D. HAVE CLEARLY DELINEATED ACCESS WAYS TO DDCVA AND PIV. A RIGHT -OF -ENTRY AGREEMENT MUST BE GRANTED TO THE LOCAL AUTHORITY FOR INSPECTION OF THE DDCVA AND METER, SEPARATE FIRE SPRINKLER PLANS INCLUDING INSTALLATION OF DDCVA MUST BE SUBMITTED TO THE LOCAL AUTHORITY FIRE PREVENTION DEPARTMENT FOR REVIEW AND APPROVAL. A SEPARATE FIRE SPRINKLER PERMIT IS REQUIRED. 24 INCH MINIMUM 36 INCH MAXIMUM r FINISH FLOOR LEVEL ELEVATION VIEW OF DDCVA 1. CONTRACTOR TO PROVIDE DESIGN, ENGINEERING AND DOCUMENTATION REQUIRED FOR ALL SYSTEM BRACING, HANGERS AND SUPPORTS. SIZE ALL RODS AND BRACE PIPES PER NFPA AND AUTHORITY HAVING JURISDICTION. RETAINER STRAP STEEL STRUC- TOP BEAM CLAMP 4 CONCRETE DECK DROP -IN ANCHOR ALL THREAD ROD HANGER RING DROP -IN HANGER WALL/COLUMN NUT WALL/COLUMN PERIMETER BEAM PERIMETER BEAM EXPANSION BOLT - EXPANSION BOLT SWAY BRACE END BEAM CLAMP SWAY BRACE END BRACE PIPE — BRACE PIPE ALL THREAD ROD HANGER RING 45'- -'FAST CLAMP LATERAL SWAY BRACE CONCRETE CONNECTION CONCRETE/STEEL SPRINKLER HANGER DETAIL SCALE: NONE 45'-50' 'r` I -SWAY BRACE END Ej- PIPE CLAMP LONGITUDINAL SWAY BRACE CONCRETE CONNECTOR nECFIVEn CITY OF'F'UK ILA AUG 02 2019 PERMIT CENTER PEP(iV11T APPRO! mr-U M FOR REFERENCE N LY iRev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP. INC ACOUSIIGL AUpiO // NOEO R MECHNi1CLL ENGINEERING 19(10 WEST NICi SINCtT BNItE 301 SE4t11F, WA 881 i4 (208) 3�B-OSBB (206} 3)8-0841 FAY (n ix W Z u (n w PRELIMINARY o NOTFOR m CONSTRUCTION H v N Issue Phase 2 UJ Construction Permit Date 8/02/2019 Sheet Title FIRE PROTECTION ABBREVS.,LEGEND, LU NOTES, & INDEX L � M 300 L FLAG NOTES: SHEEP NOTES: 1 > PROVIDE SPRINK RS ABOVE AND UNDER 1. PIPING IS DIAGRAMMATIC PROMIDE FITTINGS AND V" ROU- UP DOORS AS REQUIRE), TYPICAL OFFSETS AS REWIRED TO AVOID WORK CP OTHER TRADES AND AS REWIRE) FOR A CODE COMPUANT INSTAUATON. N) En LL W EC'4 rn U- co O 07 4 z m ui= IL IL to CO N Z to A B.1 C C1 C. 9 I I { I { I I I I I I I I i I I I I ------------- I 7,1 -- - - - - - - m LLL- ------------- - - - I I II I I I I ;I II I I I I I{ I I I I I II I I I I 6 - - - - - ' I I - - - II I I I I I II I ( I I I I I I I I I II I I I I I —il �j — — — — — — — — — I --- - - - I I I I II I I I I I I it I I I I II I I I I I �I 4,1 , I — — — — — — —I I — — — SEE M301S II III STORAGE I I 131 FIRE PROTECTION DIAGRAM LEVEL 1 NORTH SCALE: 1/4" = 1'-0" I t I I u I - -------------- ----- I I DECON ® EM b RY S ® I ® S38A 0r 36 SHOP 381 I I I = L'_ O I - -------------I——---- I ' I I I I , I I I I I I I � i I I { I I I I I I II I � - - - - - - -- - - - - - _ _ ._. - - - -J I B___= 3 B -- I ------------- ----- I , i I I , I I ( I I , I , 1 I I I I I I I II I I I I ------------- -----J APPBAY B 133 _-_-_ I i I I I I I I I I II I I I I 1 I I I FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENEUSCH GROUP, INC ACDIISTfN, NIDIB / igpEO 8 NECHeNIG1 ENGME9iING BDD W? NpB�DN SfxtE( SUfIE 06 T78— 64 8 FM (2D8) 3JB—OB68 (20B) 3]e-0841 FNt Ln W I I I I I I I I I I I I II I I I I III I — I------------- r ------ J B-----1' RkSSOR — — — — LINE 00 — — ------------- — j---- --I--______ _ — — — -- — — — — ST C"t ---- -�� --I--- M U - CLEANSEE M361S��������� 132 coR oioo�� ® J I GEA WAS 1 8 nECFIVED CITY nv TUKWILA UJ Z V Ln w 0 Z Q m ce LA H v Q D Q AUG 02 2019 LJ Issue Phase 2 PERM CENTER Construction Permit Date 8/02/2019 ILA Sheet Title FIRE PROTECTION SEPARATE 1 NORTH D AGRAMAL LLJ (J P�;:PSF`u`OVt fieAPPR' pLE�VEL M 30 1 N REQUIRE 1 133 1 1 1e _ i FLAG NOTES: S-iEET NOTES: -- — — - - - - - - - - - - - - - - - - - - - - - - - - - - � -DRY PENDANT SDEWALL SDE WALL HEADS DRY SYSTEM, AS REQUIRED FOR 1. PIPING IS DIAGRAMMATIC. PROVIDE FITTINGS AND �J - OR OFFSETS AS REQUIRED TO AVOID XW OF OTHER COVERAGE TYPICAL TRADES AND AS REQUIRED FOR A CODE COMPNANT I I ,I , I I I I I ------------- - - - - -- I I I I I I ' ' ' ' I I I FIRE SPRINKLER WSER. 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PIPING IS DIAGRVIVIATIC. PROVIDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CCOE WMPUANT INSTALLATION. FOR REFERENCE I ONLY SHEET NOTES: 1. DUCT NCRK IS DIAGIVAMMAITC. PROVIDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COAPIJANT INSTALLATION. 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IT ND LEVEL 1 NORTH � �5t,e M501 N W z V LA w PRELIMINARY z NOT FOR M CONSTRUCTION v - - F S RECEIVED J I �I S- - - - - - - I I I I I ,I I I I I I I I I I I I II I I I I I 4,1 4 — — — — —------ TF M50IN — SEE I, 3,1 �I N Nr� U- il tL C N LL 9 H N N co m N Z m 2E m a N L8 — — — — — Z COT — — — — — HVAC PLAN LEVEL 1 SOUTH SCALE: 1/4" = 1'-0" I I I I A I I I I D NORTH I I I I I I I I I _ _ J SHEET NOTES: 1. DUCT WORK IS DIAGRAMMATIC. PROVIDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT INSTALLATION. 2. COORDINATE IDU INSTALLATION HEIGHT NTH ARCHITECT, TYPICAL ALL UNITS. FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP, INC ACOUSN09T. —0 / NOEO & 1AECNA M ENGINEERING 1800 WEST NICIfERMN STREET SUNS .1 SEATIL" WA .- (208) 3>8-0588 (206) 378-0641 FM U) rr.cr.1�. En CITY OF TUIG4'tiILA AUG 02 2019 Issue Phase 2 W Construction Permit PERMIT CENTER Date 8/02/2019 Li ('A , Sheet Title HVAC PLAN SEPAR LEVEL 1 SOUTH iU L' '�` M501 S REQUIR 7,1 n J C C.1 i I I I I I I I I I I I I I SEE M502S HVAC PLAN LEVEL 2 NORTH SCALE: 1/4" = 1'-0" 0 NORTH FLAG NOTES: 1 > MBLE EXHAUST DUCT DROP FROM TRACK TO %CHICLE OONNECTCR. 2 , PROVIDE DOOR SWTCH ON APP BAY ROLL —UP DOOR TO SHUT CFF HEAT WHEN F 1 DOOR IS OPEN, TYPICAL 3� PROVDE DOOR SWTCH ON PHYSCAL TRAINING DOORS TO TURN OFF HVAC NMEN DOORS ARE OPEN. COUNG FANS TO REMAIN FUNCTIONAL SHEET NOTES: 1. DUCTWORK IS DIAGRAMMATIC. PROVIDE RTTINCS AND OFFSETS AS REQUIRED TO AVOID VM OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPUANT INSTXJ-ATION. FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENHUSCH GROUP, INC nmusnru, wa0 / N66O x MEcwwiM—ING]SW 8M R NILNEfSeN SB M bUfiE"� " 110 (206) 378-0569 206) Ln v Q D -f- Q 11hurivl`11 CITY d)F't'ifK.ti'ILA AUG 02 2019 Issue Phase 2 Construction Permit F— PERMIT CENTER Date 8/02/2019 Li Sheet Title HVAC PLAN i SEPARXLEVEL 2NORTH LU M502N�Yi'vt REQUIR -- 4,1 SEE M502N SEE M502S 3,9 UP TO RV-1 3 O FESIDEN1 KTCHEN M 0 1,8— — - — - — - — - — - — to RECFIVED SHEET NOTES:- 1. DUCTWORK IS DIAGIRMMATC. PROMDE FITPNGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE OCMPUANT INSTA-LATION. FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP, INC (208) 37S-0569 In.) 3)8-0841 FAX Ln W V CITY OF WkWILA AUG 02 2019 issue Phase 2 LU Construction Permit PERMIT CENTER Date 8/02/2019 ILA HVAC PLAN LEVEL 2 SOUTH SCALE: 1/4" = 1'-0" NORTH z SaPAR? eat Title HVAC PLAN ATLEVEL 2 SOUTH PER1111T AND 2 APPROI, Ab,eU REQUIR -=D M502S 4,1 - - - - - - --- - - SEE M502N _ SEE M502S 3,9 UP TO RV-13 U- � U) — N O RESIDEN rn KITCHEN 4 'S — a N 0 O L8 - - - - -- Z I I I I A HVAC PLAN LEVEL 2 SOUTH ALTERNATE SCALE: 1/4" = 1'-0" I I I I I I I I C C�1 I I I I D NORTH I I I I E I I I I SHEET NOTES: 1. DUCTWORK IS DIAM MMAM. PROVIDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT INSTALLATION. 2. COORDINATE IDU INSTALLATION HEIGHT WITH ARCHITECT, TYPICAL ALL UNITS. FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP, INC ACBUSIIIX3, AU018 110E0 h MECWNIG4. ENGINEERING (208 WEST 3'18-N SIREEf SUITE 48f SEAT(IE.WA F. (28B) 0588 (208) 3'IB-0841 FA% (n M Z V (n w PRELIMINARY z NOT FOR < Eo Cd CONSTRUCTION V w h -17 Q RECFIVED CITY OF WKWILA Issue Phase 2 LLJ AUG 02 2019 Construction Permit PERMIT CENTER Date 8/02/2019 (/1 Sheet Title HVAC PLAN SEPARA E LEVEL 2 SOUTH ALTERNATE LLj ? r IT LeVAL 502S.A r: FLAG NOTES: SHEET NOTEL 1. PIPING am^GRAMmATcPROVIDE FITTINGS AND mT= ASREQUIRED mAVCXD WOW OF OTHER TRADES AND ASREQUIRED FOR xCODE myPUANT INSTALLATION. � - - - - - - - - - - - t |------------ / / /| | ] / u / / ' | '| / / v � � / /| | o / / / | /| / / | / .. __________-_____-_—_—_—__�___—____'—-_ IT �1 | y ,"^"="^"",`" GROUP. INC m D z nEO8VED CITY OF TUGW\LA u»ua Phase AUG O8281S Construction Permit �= Dateom2�om ILA����\���NT�� � | �� �= | smmetTmo PIPING PLAN — 4,1 4 - - - - - 3,1 3 Ni N U q U) i J f- N 0 rn Z U) m Q aA Z a2 Cn m ui d N ui 1,8----------- Cl) 1 133 1, i a_=3 FLAG NOTES: SHEET NOTES: - -I - - - - -' - - - - - - - - - - I� — X 1. PIPING P OFFSETS AS REQUIRED TO AVOID WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT ' -- - - - - ---- - - - - -I 8 --- � ; INSTAUATIQN. I 1 II f I I I I I I I I, 1 I i I I I I I I I I I I I I I � I I � I I II I I � I I I I I li I � i I � 1 � � I i I , 1 I f -r-------------------J -1 8 --- -y I I, — I , ----=----- ------ 7---- -=1----=------------=-- - - - - - - L - --- - — II 126 CLEAN I , 132 CORRIDOR III 130 I I o I STORAGE 131 GEAR 128 ASf� It I FOR REFERENCE II III � AIRLOCK � �� ( I I 1 I ONLY 130 AIRLOCK 1 I �� 126 PHYS TRAIN I � WC II - 124 12 II a -- - - ---T-T-r-E-i--�-,-7- -I--I u I I I I I I i I ( GEAR STOR I I I I I I I I 1 I I I ( I I II I I 127 II I _I_I I_I_I_1_I _I_I I II I I IDU-1.10 I ( I I, I 1 I I i I I 1 I I� III I- - - I, LAUND/JAN III I bI - �- - -- i - - 117 - IIIIII M - - - - I I - - CORRIDOR III - - I 116 ___ 9F ___ r---- I 1 - - �..I t - - - - - - -' - - - DU W II D BC�t - - - CAPTBUN--- -rr - -- 115 — L---JL..---A L---J III II II I, I I I I ELEV CNTRL I 1 ------ �---- CLOSET BA 11B DA) 123 1 1 IS TOR i BATH BATH BATH - - - - = = =t =1' 125 ' ' I - 11s I 120 121 I I r-r-i__I-�_+ i ilk BUNK IDUr a a 1 i I i 1 i I I I 114 I•J ° I �I 1 1 I I 1 I I I ----------------- i ♦I I I I I I I I I 1 1 I i I i i I I I I I I I I I 1 I C I �I CORR C013RIDOR I 07 B 13K VESTIBULE Tukwila Fire Station 52 H 101 - -U - LOBBY - - - - - - - - - 102 L(11gL11L1UIUIT os 06 1 I11T 171TI ff ITl ITiti iTl (f IJl (f ITl 1 1 Project No. 17012 Designed by JWG --- -- - - Drawn by JEA - J ELEC ---- - IDU --- -- �- _ 105 Checked by JWG t_y IDUe15 DUet.6 IDUe1.7 IDUe1.8 -- ----- [� C _----- BC BUNK O I 112 � I BUNK BUN I BUNK BUNK M 111 110 10e F 1-08 "SPRI KIMECHI ADA WC IDU-1.11 104 OHwH THE GREENBUSCH GROUP, INC I I I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ACOUfiIICPl, AUWO / NOEO k MECHPNIGLL FNGINEERINO B00 W6( NMI�f60N STREET SUITE 201 SGTIIE, WA 98116 1 (206) --0569 (206) 378-0641 FA% N W LU V Ln w 0 z Q m W Z) h V w F- E- - - - - - J-- - - - - - - - - - - - - - - - - - - - - } - - I I I I I I I I I I I I I I I I I I I I I <( I I 1 I I I I Q nECEIVEn A B C C.1 D E E CITY OF `i' KWILla Issue Phase 2 LLJ AUG 02 2019 Construction Permit PERMIT CENTER Date 8/02/2019 (� PIPING PLAN LEVEL 1 SOUTH Sheet Title PIPING PLANLEVEL1SOUTH SCALE: 1/4" = 1'-0" UJ � SEPARATE NORTH F'f�RRO ►ot M503S �;;ar,Ir.,�i! sI. FLAG NOTES: x SHEET NOTES:- 1 . PIPING IS DIAGFOMMATIC. PROVIDE FITTINGS AND CFFSE1S AS REQUIRED TO AVOID NOW OF 01HER TRADES AND AS REWIRED FOR A CODE COMPUANT INSTALLATION. B.1 C C11 F,1 (D- PIPING PLAN LEVEL 2 NORTH SCALE: 1/4" = 1'-0" FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JVVG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP, INC Bop WEST NI (2..) --5. (206) 37-641 FM 1A M z U to LU r') z D UJ UJ I-- D z CITY OF TUKWILA AUG 02 2019 Issue Phase 2 LLJ Construction Permit PERMIT CENTER Date 8102/2019 z r_F ,qgq�hee PIPING PLAN pjj LLJ F-- SIT WD LEVEL 2 NORTH M504N O 04— (D-- PIPING PLAN LEVEL 2 SOUTH SCALE: 1/4" = 1'-0" NORTH FLAG NOTES: SHEET NOTES:- x 1. PIPING IS DIAMMMAK. PROVIDE FITTINGS AND OFFSETS AS REWIRE) TO AVOID WORK OF OTHER TRADES AND AS REWIRE) FOR A CODE COMPLIANT INSTALLATION. FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JVVG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP, INC A00051104. M"' / ""' ' "— low — � WIM 2.1 SFA111E, WA (206) 376-0569 (206) 378-0641 FM Ln WFIVEI) CITY OF TUKWILA Issue Phase 2 LLJ AUG 02 2019 Construction Permit lo— PERMIT CENTER Date 8/02/2019 Ln z Sheet Title PIPING PLAN e") LEVEL 2 SOUTH J SELLJ PARX P E R �A 1T � kif'ffia �N'' APPROV %L M504S 3: REQUIRED U n C - NI co W N 00 H FLAG NOTES: SHEET NOTES: 1�X 1. PIPING IS DIAGRAMMATIC. PROMDE HTTNGS AND L OFFSETS AS REWIRED TO AVOD WORK OF OTHER TRADES AND AS REQUIRED FOR A CODE CDMPUANT INSTALLATION. En CITY OF L11 ILA AUG 02 2019 PERMIT CENTER PIPING PLAN LEVEL 2 SOUTH ALTERNATE SE,rAriAT 1 SCALE: 1 /4" = 1 1-0" AND NORTH REQUIRED FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JNtG THE GREENBUSCH GROUP, NC ACOU51104L, AllD10 / NDEO k MECNANICPL ENOINFfltING BNIONFISON APFE! SUfiE ROS8E, 8 W (206) 376-0560 (206) 376-0641 FPX Issue Phase 2 Construction Permit Date 8/02/2019 Sheet Title PIPING PLAN EVEL 2 SOUTH ALTERNATE M504S.A SHEET NOTES: 1. DUCT WORK IS DAGRAMMATIC. PROMDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID NOW! OF OTHER TRADES AND AS REQUIRED FOR A CODE CCMPt1ANT INSTA-LATION. �---- - - - - - 6 z v 03 ED w o_ m N ui 00 0 N O z O (l J 4,1 4 — _ — — — SM601N SEE M6015 3,9 FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP, INC ACO6511CN., A0010 / NOEO X NECNUIICM. FNGINEEWNG 1806 WBT tNCNIX50N STREET 8ME Z01 SGl11E, WA 86118 (208) 3'Ie-OS69 (sGej 3)5-0641 FAX {A V Ce Q nEOFIVED Issue Phase 2 LU CITY OF 'i �t`1E ILA Construction Permit AUG 02 2019 Date 8/02/2019 (n PERMIT CENTER Sheet Title MECHANICAL 1 MECHANICAL ROOF PLAN NORTH SEPA TE ROOF PLAN NORTH SCALE: 1/4" = 1'—O" [[±�p q t" EPIM,I AND s?„�. eet M601 N APPROVAL NORTH RE(�JI E"D �J -- - - - - 4,1 40 — — — — — — SFF M601N SEE M601S 3,9 3,1 — 0� 9 N O t— N z aO CO l � m D -- — — — — — EL a m N 1,8 - - - - - - z (; a_ _ _-—-— s 4 MECHANICAL ROOF PLAN SOUTH 1 % SCALE: 1/4" = 1'-0" SHEET NOTES: 1. DUCT VOK AND PIPING ARE DIAGRAMMATIC. PROVIDE FITTINGS AND OFFSETS AS REQUIRED TO AVOID NOW OF OTHER TRADES AND AS REQUIRED FOR A CODE COMPLIANT INSTALLATION. FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No, 17012 Designed by JWG Drawn by JEA Checked by JWG THE CREENBUSCH CROUP, INC AC4U6fICN, AV010 / NOEO & MECWNICPL ENCINEIItING ( 00) 3 i SI6EET SUOE 206 6378I— 64 8W (206) 3�8—OB68 (206) 3�6-0841 fA% tl1 v Q D CITY OFTiSl WILA. AUG 02 2019 Issue Phase 2 W Construction Permit �. PERL41T CENTER Date 8/02/2019 Sheet Title MECHANICAL SEPAI P.A T E ROOF PLAN SOUTH UJI r E A!r AND n 601 (� FFQU1F; D W z V V1 W PRELIMINARY z NOT FOR m CONSTRUCTION V1 F V w H S 13ECEIVED THERMOSTATIC MIXING VALVE, HEAT LEONARD OR ACCEPTED EQUAL TRAP, TYP THERMOMETER 5-----HW-----QS'Db �----� t S--D�1 II I1-D4 - HWC ---- DHWCP BALANCING II - VALVE, TYP. — SHUT-OFF VALVE, TYP. UNION, TYP. ( CHECK VALVE, TYP. P&T RELIEF VALVE SEISMIC RESTRAINT STRAPS, TYP D F PROVIDE IN COPPER ( PIPE TO DRAIN DRAIN PAN PIPED TO U DRAIN HOUSEKEEPING PAD, REFER TO Hil® ARCHITECTURAL V DOMESTIC GAS WATER HEATER DETAIL SCALE: NONE REDUCED PRESSURE BACK -FLOW ASSEMBLY - PRESSURE GAUGE (TYP) NORMALLY OPEN VALVE EXPANSION TANK VENT TO ATMOSPHERE PRESSURE REGULATOR (2 PSI - 14" WC) CSA RATED FLEXIBLE GAS CONNECTION, VERIFY WITH AHJ PRIOR TO INSTALLATION DIRT LEG 3" COMBUSTION AIR INTAKE/ 3" FLUE EXHAUST, EXTEND AND CONNECT TO ROOF CONCENTRIC VENT ROUTE CONDENSATE TO DRAIN HOSE END DRAIN VALVE PROVIDE CONDENSATE NEUTRALIZER PER SPECIFICATIONS MAIN SHUT-OFF VALVE TO CW SERVICE DRAIN TO BUILDING EXTERIOR PRV UNION (TYP) SHUT-OFF VALVE (TYP) r -TO BUILDING GLOBE PRV BYPASS NOTE: CONTRACTOR IS RESPONSIBLE FOR SETTING PRV'S TO PROVIDE ADEQUATE FLOW AT MOST REMOTE FIXTURES DOMESTIC WATER SERVICE ENTRANCE DETAIL SCALE: NONE 2-TON LIFT ANCHOR (2 EA. SIDE, INLET PIPE SAMPLING T BY OTHERS 281/2"I.E. TO BOTTOM 4"0 INL PIPE FLOW C BAFFLE SEDIMEI' OIL —WATER SEPARATOR DETAIL SCALE: NONE NSLN I, W/ 3OLT (2 EA. :T PIPE SAMPLING Y OTHERS 4"0 OUTLET PIPE N OTE: INSTALL PER TI- MANUFACTURER INSTRUCTIONS EXHAUST AIR PIPING FROM WATER HEATER CONCENTRIC VENT DETAIL SCALE: NONE 3USTION AIR G TO WATER ER WALL SLEEVE LINK SEAL, WATERTIGHT PRE -INSULATED PIPING UNDERGROUND PIPE SLEEVE THROUGH FOUNDATION WALL DETAIL SCALE: NONE RELIEF VENT CONTRACTOR TO ARRANGE STACK PAY AND INCLUDE COST IN CONTRACT FOR BRINGING RELIEF VALVES GAS TO THE BUILDING AND f/ SETTING THE METER BY-PASS VALVE RELIEF SHUT-OFF VALVE REGULATOR SHUT-OFF VALVE FILTER LA U o Uo�oU o SHUT-OFF DIAPHI o VALVE METER BY-PASS VALVE F 0 0 o 0 ADJUSTABLE METER STAND GAS METER ASSEMBLY DETAIL (DIAPHRAGM TYPE) SCALE: NONE SEISMIC ACTUATED SHUT-OFF VALVE FIELD SUPPLIED FUEL LINE FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP, INC ncousrMsi. w / .. n uccwwmu. cNc1-1. 1000 W6t NNY(EASON SIAEEf SUOE R01 SEAiRE. WA 88118 (208) 3�8—OS89 (Ro8) 318-0841 FAX (n RE FIVED CITY OF o IMVILA W Issue Phase 2 AUG 02 2019 Construction Permit PERMIT CENTER Date 8/02/2019 Sheet Title MECHANICAL SEPAR TE DETAILS LLj ���t��o ��D eet M901 REGU6( ED to SPRINKLER SYSTEM DRAIN TWO DRAIN PIPE DIAMETERS 6" DIAMETER STAND PIPE DRAIN 36" MIN 42" MIN MINIMUM 4" DRAIN TO SANITARY FINISHED FLOOR ------ - \ STANDPIPE DRAIN DETAIL SCALE: NONE HOSE (TYP) 1*1111Mquilm CONNECT TO NEAREST FREQUENTLY USED FIXTURE'S WATER SUPPLY, OR NEAREST CW LINE — — — — — — TO FIXTURE (OR AS SHOWN) TIMER BOX — 115 VOLTS, PROVIDE UNISTRUT ASSEMBLY TO SUPPORT BOX ACCESSDOOR, SIZED TO ALLOW UNOBSTRUCTED ACCESS TO COMPONENTS, MIN. 16" X 16" 6' SOLENOID CONTROL CABLE %"CW (TYP) SCALE: NONE SOLENOID VALVE TRAP PRIMER VALVE PRIMER MANIFOLD (S) (WHERE SERVING MORE THAN ONE FLOOR DRAIN) FINISHED FLOOR TO FLOOR DRAIN TRAP (TYP) CLEANOUT PLUGS & AT EACH CHANGE IN DIRECTION '-7DRAIN LINE PIPING SHALL TOWARDS DISCHARGE NOT INTERFERE WITH ACCESS TO EQUIPMENT FULL SIZE VENT (OPEN END) 12" "A EQUIPMENT DRIP PAN 45 DEG CUT /LCOUPLING WHEN ROUTED TO OR UNION FOR LONG FLOOR DRAIN DRAIN LINES. SPILL TO DRAIN OR CONNECT TO ROUTE DRAIN PIPING TO NEAREST DRAIN FIXTURE TAIL PIECE FIXTURE TAIL PIECE OR FLOOR DRAIN AS SHOWN ON PLAN. SIZE SHALL BE FULL SIZE "A" SHALL BE EQUAL TO THE OF UNIT'S DRAIN OUTLET OR 11/4", WHICHEVER PLENUM NEGATIVE STATIC IS GREATER. "B" SHALL BE EQUAL TO 1/2 THE PLENUM MAXIMUM NEGATIVE STATIC PRESSURE TRAP AT CONDENSATE DRAINAGE PIPING SCALE: NONE REGULATOR GAS REGULATOR VENT TERMINATION AT ROOF SCALE: NONE SHUT OFF DIRT LEG V LLLJ HI VCJN I J PREVENT JETRATION SPILL RESISTANT, PRESSURE VACUUM ,---1�BREAKER ��—STRAINER REEL T COMPRESSED AIR COLD WATER COMPRESSED AIR & WATER HOSE REEL DETAIL SCALE: NONE 11ECEIVED CITY OF YL11WILA AUG 02 2019 PERMIT CENTER I Qom FOR REFERENCE ONLY IRev Date Issue I Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP, INC MS) 378-0569 ...... F. ffl Issue Phase 2 Construction Permit Date 8/02/2019 I DISHWASHER CONNECTION DETAIL SCALE: NONE Sheet Title I SER 0 R TE Pet APF�z,�O MECHANICAL DETAILS M902 RM AIR COMPRESSOR DETAIL SCALE: NONE PIPE SUPPORT TRAPEZE DETAIL SCALE: NONE Te° ALLTHREAD, ATTACH SECURLEY TO STRUCTURE (TYP) FLAT WASHER W/ HEX NUT (TYP) SEISMIC SWAY CABLE PER SMACNA, ANCHOR SECURELY TO STRUCTURE, (TYP). CW, HW, HWC CHANNEL STEEL SUPPORT, 1�a"x15/a"x12 GA FLAT WASHER WITH (2) HEX NUTS (TYP) -PIPE, SHIELD WITH HEAVY DENSITY INSULATION OR PROTECTION SADDLE STEEL ANGLE, 2x2x.125 SPAN STRUCTURE AND SECURE, COORDINATE INTERMEDIATE STEEL MEMBERS AND ATTACHMENT REQUIRED WITH TO COMBINED COMBUSTION BUILDING CONTRACTOR AIR/VENT, SEE 8 _ 2x2x.125 STEEL ANGLE gp HANGERS AND SEISMIC CROSS BRACING VENT TO ATMOSPHERE, STEEL ANGLE, 2x2x.125 BOLT TO UNIT HEATER SEE 3 SUPPORT POINTS UNIT 90 :(2 HEATER UH ADJUST DIRECTIONAL PRESSURE REGULATOR VANES FOR THROW G PSI - 14" WC) SEE ARCHITECTURAL FOR INSTALLED HEIGHT ABOVE FLOOR GAS UNIT HEATER DETAIL SCALE: NONE L DIRT LEG AGA RATED BALL SHUT-OFF VALVE GAS FLEX CONNECTOR SIDE VIEW PREFABRICATED TRENCH DRAIN SECTION SLOPE TO DRAIN SLOPE TO DRAIN WASTE CONNECTION SECTION VIEW REFER TO ARCHITECTURAL FOR FINISH TRENCH DRAIN 4" CONCRETE SLAB-- ° d<. d -+-4" CONCRETE SLAB �f\\, DETAIL NOTES: ° 1. SET TRENCH DRAIN IN CHANNEL SURROUNDED BY d ad 6" OF CONCRETE WITH A MINIMUM OF 3,500 P.S.I. SLOPE CONCRETE OFF THE TOP OF AND AWAY FROM THE DRAIN. WASTE CONNECTION & P-TRAP NOT SHOWN 2. NSTALL PER MANUFACTURER'S WRITTEN INSTRUCTIONS. TRENCH DRAIN TD-1 DETAIL SCALE: NONE LUG MAC[ END PIPE Arvin SECTION NOTE: HANGER SHALL NOT CUT INTO INSULATION SEISMICALLY SUPPORTED CLEVIS HANGER DETAIL SCALE: NONE EXHAUST TERMINAL SEAL WITH HIGH TEMPERATURE SILICONE RUBBER SEALANT SUPPLIED WITH KIT — COMBUSTION AIR INLET FLASHING ROOF — COMBUSTION AIR PIPE CONCENTRIC ADAPTER, ATTACH TO ROOF WITH BRACKETS COMBUSTION AIR PIPE cI ID-7 ROD NITH ROD ;TALLED NUT NGER D WITH V SADDLE 36" ABOVE ANY SURFACE WITHIN f 4 10 FEET FLUE EXHAUST PIPE 7 __r7 18' MIN. 4' MAX. UNIT HEATER COMBUSTION AIR VENT DETAIL SCALE: NONE IF ROOF IS COMBUSTIBLE EXHAUST PIPE DRAIN RECEIVER ROOFING INSULATION METAL DECK-/ CLAMPING RING INSULATE AROUND ENTIRE DRAIN ASSEMBLY ROOF DRAIN DETAIL SCALE: NONE SECTION NSULATION (TYP) 'IPE TYP) ANCHOR STRUT SECURELY TO DOCK PIPE SUPPORT WALL MOUNT DETAIL SCALE: NONE ELEVATOR PIT FINSHED Ft FLOE SUMP PUMP DETAIL SCALE: NONE POLYPROPYLENE DOME INSTALL INTERNAL WATERGUARD IN ALL OVERFLOW ROOF DRAINS FLASH ROOFING INTO DRAIN NO -HUB CONNECTOR RAINWATER LEADER BODY PIPE \TION ATION ECK VALVE TE VALVE SUMP PIT FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP, INC I ACDUSIIGll. A1i010 / NDEO k MECHVIICJL ENGINEEflING 1909 WfSf NICHFASDN SIREEf SUITE 291 SFAiRE WA 9E119 (]06) 3]e-0569 (200J 318-0841 EPX LA Z V V1 w n Z on -f- vt H V w F S 1P PUMP ON ncf( 9ELfED V Q D CITY OF�1'ILK ILA AUG 02 2019 Issue Phase 2 Construction Permit PERMIT CENTER Date 8/02/2019 Sheet Title MECHANICAL —� -- SEPARATE DETAILS UJI PERMHT AND c N( N C cli CO ROOFTOP EQUIPMENT CURB, FLASHING AND COUNTER FLASHING, SEE CANT S1 ROOFING R38 RIGID INSULATION INSIDE CURB CAVITY — DUCT PENETRATION, OPENING NOT TO EXCEED DUCT DIMENSIONS +2"— TYPICAL ROOFTOP EQUIPMENT CONNECTION DETAIL SCALE: NONE CONDENSATE, ROUTE TO DRAIN PER MECHANICAL PLANS- RS, RL REFRIGERANT PIPING FROM OUTDOOR VRF UNIT RS, RL REFRIGERANT PIPING LINES TO VRF INDOOR UNITS, TYP - ATTACH HANGER ROD SECURELY TO STRUCTURE, TYP- RS, RL REFRIGERANT PIPING FROM OUTDOOR VRF UNIT - CONDENSATE, ROUTE TO DRAIN PER MECHANICAL PLANS - DUCT TRANSITIONS FROM EQUIPMENT TO DUCT CURB STEEL OR WC CANT CURB FLASHING DETAIL SCALE: NONE HATCHED AREA INDICATES CLEARANCE SPACE PER MANUFACTURER ATTAC STRUC THREA MAINTENANCE ACCES3 I IATCH, HANGE \ COORDINATE WITH ARCHITECTURAL REFRI DRAWINGS (RL) (RS) \ I CONTROL BOX RS, RL BC-1 REFRIGERANT BRANCH CONTROLLER PIPING TO BRANCH CONTROLLER BC-2 PLAN VIEW TrrT� V BRATION ISOLATORS, MASON 3ON OR EQUAL RS, RL BC-1 REFRIGERANT PIPING TO BRANCH CEILING CONTROLLER BC-2 I I ( MAINTENANCE ACCESS HATCH, SHOWN IN OPEN POSITION. COORDINATE WITH ARCHITECTURAL DRAWINGS i- — — — — — J ELEVATION VIEW NOTES: 1. INSTALL PER MANUFACTURER'S WRITTEN INSTRUCTIONS. 2. BRANCH CONTROLLER BC-2 INSTALLATION SIMILAR BUT UNCONCEALED. BRANCH CONTROLLER DETAIL SCALE: NONE FLOOR ABOVE CEILING RECESSED VRF UNIT (IDU) DETAIL SCALE: NONE INSM SCALE: NONE SHEETMETAL COVER WITH RECEIVER FOR COUNTERFLASHING HIGH -DOMED, CAPPED, GASKETED FASTENERS (APPROX. 18" O.C., DEPENDING UPON LOCAL WIND ZONE AND LOCAL CONDITIONS SHEETMETAL COUNTERFLASHING FASTENERS, APPROX. 8" O.C. OPTIONAL: EXTENSION OF FIELD PLIES ABOVE HEAD OF CANT I WAZIKHyh[e7 ROOF DECK IDENSATE NG, SIZE PER JUFACTURER'S TTEN rRU CTION S, ITE TO REST DRAIN POWER ROOF EXHAUSTER EXHAUSTER BASE & COUNTER FLASHING ARCHITECTURAL \\ CURB ROOF DECK EXHAUST DUCT I ROOF EXHAUST FAN DETAIL SCALE: NONE BIRD/INSECT SCREEN SEE SCHEDULE FOR TYPE INSULATED ROOF STORM PROOF BLADES GASKET LAG SCREW CURB, FLASHING AND COUNTER g FLASHING, SEE MM8011 ROOFING BY GEN. TRADES----� SEAL OPENING DUCT INSULATION RELIEF DUCT ROOF VENTILATOR DETAIL SCALE: NONE 111101 V: GASKET LAG SCREWS CURB, FLASHING AND COUNTER FLASHING, SEE 2 904 ROOFING BY GEN. TRADES INSULATED PREFABRICATED CURB WITH RAISED CANT, NAILER & ROOF FLANGE SEAL OPENING MOTOR OPERATED DAMPER LOUVER HOUSE (RELIEF HOOD) 12" MINIMUM I �--INSULATED PREFABRICATED CURB WITH RAISED CANT, NAILER AND ROOF FLANGE — MOTOR OPERATED DAMPER REFRIGERANT LIQUID AND — PUMPED SUCTION LINES TO CONDENSATE BRANCH CONTROLLER — DRAIN LINE BACK VRF UNIT, WALL MOUNTED FRONT 1Y4" CONDENSATE TERMINATE AT FUNNEL COORDINATE ELEVATION DRAIN OR NEAREST ABOVE FINISHED FLOOR SINK TAILPIECE. WITH ARCHITECT WALL MOUNTED VRF UNIT (IDU) DETAIL SCALE: NONE FOR REFERENCE ONLY Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENBUSCH GROUP, INC ACOUSfICN. AU010 NDEO k MEGF4NI ENGINE1 im WEST NICX SIflEET SUITE 401 SE4iit£, WA .88111 f9 (zoo) aye_05- (zoe) a>e-oea� FAX mmEn CITY OF'1'i5iCWILA Issue a AUG 02 2019 Date PERMIT CENTER Sheet Title Ln W U Ce Q Q Phase 2 LJJ Construction Permit 8/02/2019 MECHANICAL DETAILS UJ M904 IN INTAKE AIR a PROVIDE UNIT CLEARANCES AND MOUNT PER MANUFACTURER'S WRITTEN INSTRUCTIONS- ROOF DECK DISCHARGE DISCHARGE AIR AIR � r � r , ODU-V ODU-V L J VRF OUTDOOR UNIT DETAIL SCALE: NONE m a INTAKE AIR a ANTI -VIBRATION PAD WITH STEEL PLATE AND FRICTION PAD, MASON INDUSTRIES MBSW OR ACCEPTED EQUAL RS & RL, MAKE FLEXIBLE SLEEPERS, MOP OR ROOF INTO MEMBRANE. BY SECURING WITH PIPE SECURE TO STRUCTURE BELOW. CLAMP OVER INSULATION PROVIDE METAL FLASHING CAPS. COORDINATE FLASHING DETAILS WITH C:��. // ARCHITECT PROVIDE 20 GAUGE SHEETMETAL VANDAL RESISTANT COVER FOR ABOVE GROUND RS & RL 2:�x RS & RL TO BRANCH ^---- PUMPED REFRIGERANT LIQUID CONDENSATE AND SUCTION LINES DRAIN LINE, TO ODU TERMINATE OVER CONDENSATE BACK GRAVITY DRAIN 1Ya" CONDENSATE AC INDOOR UNIT, TERMINATE AT FUNNEL WALL MOUNTED DRAIN PER PLANS FRONT AC INDOOR UNIT DETAIL SCALE: NONE SECURE TO STRUCTURE , Tl rrtv vivo IlFiIry IGVAIV VC ACCESS PANEL HEAT RECOVERY VENTILATOR DETAIL SCALE: NONE INSULATED MAIN SUPPLY DUCT =N—+ DETAIL NOTES: '--' j } SQUARE -TO -ROUND TRANSITION fi- V' ACCESSORY WHERE USED. 5 2/ COMPRESSION STRAP ON FLEX DUCT TO INSURE AIRTIGHT JOINT. 3 > Dom/ VOLUME DAMPER OUT OF MAIN 2 SUPPLY DUCT. > I4/' D° IS SUPPLY DUCT SIZE TO "D" DIFFUSER. MIN 1.5 X STRAIGHT LENGTH, IF SPACE IS AVAILABLE � _ D 5 j INSULATED FLEX DUCT, MAX ,-� LENGTH OF FLEX DUCT TO BE 5 FEET, SEE GENERAL NOTES. CEILING DIFFUSER DETAIL SCALE: NONE INSULATED SHEET METAL DUCT INSULATED FLEX DUCT CEILING T-BAR CEILING DIFFUSER ST AIR NOTES: 1. PROVIDE UNIT CLEARANCES PER THE MANUFACTURER'S WRITTEN INSTRUCTIONS 2. DO NOT DAMAGE EXISTING STRUCTURE WHEN INSTALLING. AC OUTDOOR UNIT DETAIL SCALE: NONE STRUT FOR FAN CONTRACTOR. C( WITH STRUCTURF PROVIDE EXTEND SEE MANUFACTU CEILING FAN DETAIL SCALE: NONE UUMNCU i OVER THE COMPRES AIR MAIN DROP TO CONNECT, AIR DISCHARGE FAN ELECTRICAL TERMINAL BLOCK TRANSPORTING HANDLE PROVIDE 20 GAUGE SHEETMETAL VANDAL RESISTANT COVER OVER ABOVE GROUND RS & RL RS & RL, MAKE FLEXIBLE BY SECURING WITH PIPE CLAMP OVER INSULATION RS & RL TO BUILDING, CORE DRILL AS REQUIRED. FOLLOW MANUFACTURER'S WRITTEN INSTRUCTIONS FOR INSTALLING REFRIGERATION PIPING. ANOPY, STRUCTURE BEAM INSTALL PER MANUFACTURER'S WRITTEN INSTRUCTIONS. COORDINATE INSTALLATION HEIGHT AFF WITH ARCHITECT NOTES: PROVIDE ATTACHMENTS PER SEISMIC ZONE 3 REQUIREMENTS. -[i FIVO CITY OFT ib:CWILA AUG 02 2019 PERMIT CENTER AIR CONNECTOR (AIR CHUCK) TO AIR DEVICE/ TOOL CONNECTOR. COORDINATE HEIGHT AFF WITH ARCHITECT FOR REFERENCE ONLY I Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Designed by JWG Drawn by JEA Checked by JWG THE GREENEUSCH GROUP. INC WU W�6�f xaumo-..i�o1sFn�*IlG w wee (zoe) }>e-osse (206) })8-0841 Fnx LA S V Q D Issue Phase 2 Construction Permit Date 8/02/2019 Sheet Title MECHANICAL r'ATE DETAILS Lij;'Eo 1!T AND M905 LIGHTING FIXTURE SCHEDULE TYPE LAMPS MANUFACTURER DESCRIPTION G-1 LED HUBBELL GROUND MOUNTED LANDSCAPE 21W BUL-IL4K-U SERIES LIGHTING LED FIXTURE. IP 65 4000W RATING. PROVIDE WEATHERPROOF FC LIGHTING MOUNTING JUNCTION BOX. FCF1105 SERIES P-1 LED LSI MIRADA SINGLE HEAD SQUARE PARKING POLE 242W MRM-LED-301-SIL-FT- FIXTURE WITH TYPE FT 4000K UNV-DIM-40-70CR1- DISTRIBUTION AND FULL CUTOFF ALSC-CR7P-PC120 OPTICS. RATED AT 27,000 LUMENS WITH EFFICACY OF 116 LUMENS PER LEOTEK LIGHTING WATTS. PROVIDE WITH INTEGRATED AR-1830M2 SERIES WIRELESS CONTROL AND INTEGRATED WITH ECHELON PHOTOCELL SENSOR. UL WET LABEL, LUMEWAVE TOP900 -20F DRIVER, IP66. PROVIDE 23- SERIES AND FOOT HIGH 5 INCH SQUARE WIRELESS ETHERNET ALUMINUM POLE. PROVIDE UTILITY GATEWAY ECHELON VAULT #24R-8-LB PRECAST POLE 100140 SERIES. BASE WITH 24" ABOVE GRADE. PL-1 LED PRUDENTIAL PENDANT MOUNTED 4"x 8 72W P46-LED4-HO-8-SAL- DIRECT/INDIRECT LED FIXTURE 4000K DI/CW-UNV WITH LENS RATED AT 14000 LUMENS, PROVIDE WITH 0-IOV PINNACLE DIMMING DRIVER, EX3D1 SERIES PI-IE LED SIMILAR TO PL-1 EXCEPT WITH 72W INTEGRAL EMERGENCY BATTERY 4000K PACK. PL-2 LED LUMENPULSE CABLE HUNG 2.75" DIAMETER X 13" 13W LACYN SERIES LONG ROUND DECORATIVE PENDANT 4000K WITH SUSPENDED DECO TIER LENS, HK LIGHTING PROVIDE 0-IOV DIMMING DRIVER. CZXL201 SERIES PL-3 LED COLUMBIA SIMILAR TO FIXTURE SL-I EXCEPT 30W LAW4-4OLW-EU CHAIN HUNG. LITHONIA SB-40L SERIES METALUX 4WNLED SERIES PL-4 LED PRUDENTIAL PENDANT MOUNTED 4"x 48" 34.5W P46-LED4-SO-4-SAL- DIRECT/INDIRECT LED FIXTURE 4000K DI/CW-UNV WITH LENS. PROVIDE WITH 0-I0V DIMMING DRIVER. PINNACLE EX4B SERIES PL-4E LED SIMILAR TO PL-4 EXCEPT WITH 34.5W INTEGRAL EMERGENCY BATTERY PACK 4000K PL-5 LED PRUDENTIAL CABLE HUNG LINEAR 4-FOOT LED 37,2W PRU15-1_04-SO-4-0- WITH DIRECT/INDIRECT 4000K UNV-CA48 DISTRIBUTION. RATED AT 1300 LUMENS PER FOOT. PROVIDE WITH PINNACLE 0-I0V DIMMING DRIVER L8D1 SERIES PL-5E LED SIMILAR TO PL-5 EXCEPT WITH 37.2W INTEGRAL EMERGENCY BATTERY 4000K PACK. PL-6 NOT USED, NOT USED. PL-7 LED PRUDENTIAL PENDANT MOUNTED 4"x 48" LED 40W P4 SERIES DIRECT/INDIRECT FIXTURE. 0-IOV 4000K DIMMING DRIVER. PINNACLE EDGE EX3D1 PL-8 LED FINELITE PENDANT MOUNTED LINEAR WALL 18W MU-C-4-LEDT8-SC- WASHER FIXTURE. 0-IOV DIMMING 4000K 120V-FA-FE DRIVER. LUMIUM LIGHTING OXYGEN 02 SERIES RL-I NOT USED NOT USED, RL-2 LED GOTHAM 6 INCH ROUND RECESSED LED 11.8W EVO SERIES DOWNLIGHT WITH INTEGRAL 3500K POLYCARBONATE LENS. SPECULAR ELITE CLEAR ALZAK REFLECTOR. HH6-LED SERIES PORFOLIO LD6B SERIES RL-2E LED SIMILAR TO RL-2 EXCEPT WITH II.8W INTEGRAL EMERGENCY BATTERY 3500K PACK, RL-3 LED GOTHAM RECESSED SHOWER LIGHT, 6" 14.3W EV030-15-6-120 DOWNLIGHT WITH DROPPED LENS. UL LISTED FOR WET LOCATION. ELITE HH6-LED SERIES KIRLIN LIGHTING LRR-05 SERIES CT ENCLOSURE AND ------ - \ METER SOCKET PER PSE REQUIREMENTS NEMA 3R ( M) ,r-1.25"C LIGHTING FIXTURE SCHEDULE TYPE LAMPS MANUFACTURER DESCRIPTION RL-4 LED EATON RECESSED 8" DOWNLIGHT FIXTURE 58W PORTFOLIO WITH MOUNTING FLANGED TRIM ON 4000K LD8B-50-DO10-12OV- HARD LID CEILING. PROVIDE WITH LGSKT81P65 SERIES 0-I0V DIMMING DRIVER. UL LISTED FOR WET LOCATION. RL-5 LED GOTHAM RECESSED WALL WASHER DOWNLIGHT 11.8W EVO-LW WITH LENS. 3000 RATED LUMENS 4000K ELITE HH6-LED SERIES PORFOLIO 6LBSW SERIES RL-6 LED FINELITE RECESSED 4" X 24" LED FIXTURE 14W HP-4R-2-V-840 WITH LENS. PROVIDE REQUIRED 4000K RECESSED MOUNTING TRIMS. 0-I0V NEO-RAY DIMMING DRIVER. S124DR-S SERIES RL-6E LED SIMILAR TO RL-6 EXCEPT WITH 14W REMOTE EMERGENCY BATTERY PACK. 4000K RL-7 LED FINELITE RECESSED 2" X 48" LED FIXTURE 28W HP-2R-4-V-840 WITH LENS, PROVIDE REQUIRED 4000K RECESSED MOUNTING TRIMS, 0-IOV NEO-RAY DIMMING DRIVER, S122DR-S SERIES RL-7E LED FINELITE SIMILAR TO RL-7 EXCEPT WITH 28W HP-2R-4-V-840 EMERGENCY BATTERY PACK. 4000K RL-8 LED GOTHAM RECESSED 4" SQUARE LED 23,5W EVO-SQ-40-20 DOWNLIGHT FIXTURE WITH LENS. 4000K PROVIDE REQUIRED RECESSED ELITE MOUNTING TRIMS. 0-IOV DIMMING MC4SQ-LED SERIES DRIVER. PORFOLIO LDSQ4B20DOIO SERIES RL-BA LED GOTHAM SIMILAR TO RL-8 EXCEPT WITH 23.5W EVO-SQ-40 WALL WASHER TRIM, 0-IOV DIMMING 4000K DRIVER. ELITE MC4SQ-LED SERIES RL-8E LED GOTHAM SIMILAR TO RL-8 EXCEPT WITH 23.5W EVO-SQ-40 EMERGENCY BATTERY PACK. 4000K RL-9 NOT USED. NOT USED. SL-I LED LITHONIA I'X4' LENSED SURFACE MOUNT 39W SB-40L SERIES WRAPAROUND FIXTURE COLUMBIA LAW4-40LW-EU METALUX 4VT3-LD5 SERIES SL2-6 LED LUMINII EXTERIOR BENCH MOUNTED B. 19.2W KSW-6-3OK-SO FIXTURE WITH LENS, UL LISTED 3000K SERIES FOR WET LOCATION, COORDINATE LOCATION WITH LANDSCAPE KELVIX ARCHITECT, CHANNEL CH014C SERIES SL2-8 LED LUMINII EXTERIOR BENCH MOUNTED 8' 25,6W KSW-8-30K-SO FIXTURE WITH LENS. UL LISTED 3000K SERIES FOR WET LOCATION. COORDINATE LOCATION WITH LANDSCAPE KELVIX ARCHITECT, CHANNEL CH014C SERIES SL-3 LED WAC LIGHTING FLEXIBLE SILICON TAPE LIGHT. 3.5W LED-T024 SERIES INSTALL AT THE BACKSIDE OF PER FOOT NUMBER SIGN. PROVIDE LEQUIRED LUMINII LENGTH TO BE ADEQUATE FOR THE LINE LED LL SERIES ENTIRE BACKSIDE OF LETTER OR NUMBER. PROVIDE REQUIRED QUANTITY OF REMOTE POWER SUPPLY DRIVER. SL-4 LED METALUX SURFACE MOUNTED 48" LED LINEAR 30W 4SNLED SERIES STRIP WITH LENS. 4000K VENTURE SM2 SERIES FUTURE PV DISCONNECTAND 2" CONDUIT PRODUCTION METER STUB ON ROOF FOR FUTURE PV SYSTEM WIRING MAIN DISTRIBUTION PANEL (MDP) 1000A, 208/120V,30,4W 65KAIC, SERVICE ENTRANCE RATED (SPARE) PORTABLE GENERATOR OUTLET 100/3l - V-4#10 & 1#10 GND /1 SPD 30/3 ///��� BREATHING AIR COMPRESSOR n 1.5"-4#2 & 1#6 GND AUTO TRANSFER SWITCH 80/3 (ATS-MDPE) 800A,4-POLE 65KAIC AAA RL-BA LED GOTHAM SIMILAR TO RL-8 EXCEPT WITH 23.5W EVO-SQ-40 WALL WASHER TRIM, 0-IOV DIMMING 4000K DRIVER. ELITE MC4SQ-LED SERIES RL-8E LED GOTHAM SIMILAR TO RL-8 EXCEPT WITH 23.5W EVO-SQ-40 EMERGENCY BATTERY PACK. 4000K RL-9 NOT USED. NOT USED. SL-I LED LITHONIA I'X4' LENSED SURFACE MOUNT 39W SB-40L SERIES WRAPAROUND FIXTURE COLUMBIA LAW4-40LW-EU METALUX 4VT3-LD5 SERIES SL2-6 LED LUMINII EXTERIOR BENCH MOUNTED B. 19.2W KSW-6-3OK-SO FIXTURE WITH LENS, UL LISTED 3000K SERIES FOR WET LOCATION, COORDINATE LOCATION WITH LANDSCAPE KELVIX ARCHITECT, CHANNEL CH014C SERIES SL2-8 LED LUMINII EXTERIOR BENCH MOUNTED 8' 25,6W KSW-8-30K-SO FIXTURE WITH LENS. UL LISTED 3000K SERIES FOR WET LOCATION. COORDINATE LOCATION WITH LANDSCAPE KELVIX ARCHITECT, CHANNEL CH014C SERIES SL-3 LED WAC LIGHTING FLEXIBLE SILICON TAPE LIGHT. 3.5W LED-T024 SERIES INSTALL AT THE BACKSIDE OF PER FOOT NUMBER SIGN. PROVIDE LEQUIRED LUMINII LENGTH TO BE ADEQUATE FOR THE LINE LED LL SERIES ENTIRE BACKSIDE OF LETTER OR NUMBER. PROVIDE REQUIRED QUANTITY OF REMOTE POWER SUPPLY DRIVER. SL-4 LED METALUX SURFACE MOUNTED 48" LED LINEAR 30W 4SNLED SERIES STRIP WITH LENS. 4000K VENTURE SM2 SERIES FUTURE PV DISCONNECTAND 2" CONDUIT PRODUCTION METER STUB ON ROOF FOR FUTURE PV SYSTEM WIRING MAIN DISTRIBUTION PANEL (MDP) 1000A, 208/120V,30,4W 65KAIC, SERVICE ENTRANCE RATED (SPARE) PORTABLE GENERATOR OUTLET 100/3l - V-4#10 & 1#10 GND /1 SPD 30/3 ///��� BREATHING AIR COMPRESSOR n 1.5"-4#2 & 1#6 GND AUTO TRANSFER SWITCH 80/3 (ATS-MDPE) 800A,4-POLE 65KAIC AAA FUTURE PV DISCONNECTAND 2" CONDUIT PRODUCTION METER STUB ON ROOF FOR FUTURE PV SYSTEM WIRING MAIN DISTRIBUTION PANEL (MDP) 1000A, 208/120V,30,4W 65KAIC, SERVICE ENTRANCE RATED (SPARE) PORTABLE GENERATOR OUTLET 100/3l - V-4#10 & 1#10 GND /1 SPD 30/3 ///��� BREATHING AIR COMPRESSOR n 1.5"-4#2 & 1#6 GND AUTO TRANSFER SWITCH 80/3 (ATS-MDPE) 800A,4-POLE 65KAIC AAA 1 3 4"-4#500 & 1#1/0 GND /--\ 1000/3 800A (SPAF 30/3 _ GROUND PER PSE 225/3 AND NEC REQUIREMENTS 3(4)"-4#500 & 1#1/0 GND TO PSE TRANSFORMER (SEE SITE PLAN) GROUND c s PER NEC & 1#2/0 GND LIGHTING FIXTURE SCHEDULE TYPE LAMPS MANUFACTURER DESCRIPTION SL-5 LED METALUX SURFACE CEILING MOUNTED 8" X 31W 4VT3-LD5 SERIES 48" FIXTURE, FULLY GASKETTED 4000K WITH LENS. 0-I0V DIMMING DRVER, BEGHELLI UL LISTED FOR WET LOCATION. BSIOOLED SERIES PROVIDE WITH INTEGRAL OCCUPANCY SENSOR. SL-6 LED WINONA SURFACE MOUNTED FIXTURE. UL 105W WSL-105W-LSLMSL4- LISTED FOR WET LOCATION. 4000K AOOADJ-IOODEG- PROVIDE 0-IOV DIMMING DRIVER. LLP4A-SGB PROVIDE REMOTE 120V POWER TRANSFORMER MODA LIGHT MICE SERIES LUMENPULSE LOGN-48V NANO SERIES SL-7 NOT USED NOT USED. UC LED KELVIX LENGTH AS NEEDED TO ALIGN WITH 20W SCH409 SERIES UNDERCABINET WITH LENS COORDINATE WITH ARCHITECT. CONTROLLED BY WALL SWITCH AND AREA OCCUPANCY SENSOR. PROVIDE WITH REMOTE POWER SUPPLY DRIVER. WL-1 LED WAC LIGHTING 24" LONG VANITY LIGHT, 205W DWELLED 3560K WS-77624-35-AL WL-2 LED WAC LIGHTING WALL MOUNTED READING LIGHT WITH 9W BL-1630-WT INTEGRAL SWITCH AND ADJUSTABLE ARM EDGE LIGHTING NIGHT3-WH WL-3 LED A -LIGHT WALL CANTILEVER MOUNTED 8-FOOT 40W NI-8-LH-40-U-A24-D LINEAR DIRECTIONAL LED FIXTURE. 4000K SERIES PROVIDE WITH 0-I0V DIMMING DRIVER. SPI LIGHTING ElWI1906 SERIES LUMENPULSE LOGN-48V NANO SERIES WL-4 LED PHILIPS GARDCO TRAPEZOIDAL WEDGE LED WALL 55W 101-55LA-PCB-120V SCONCE. FORWARD THROW DISTRIBUTION, FULL CUTOFF HUBBELL OPTICS. UL LISTED FOR WET TRP2 GEOPAK SERIES LOCATION. McGRAW-EDISON IST-AF-1000-£1- T41FT SERIES WL-4A LED PHILIPS GARDCO MINI -TRAPEZOIDAL WEDGE LED WALL I8W IIIL-16L-350-NW-G2- SCONCE. FORWARD THROW 4000K PCB SERIES DISTRIBUTION. FULL CUTOFF OPTICS. UL LISTED FOR WET HUBBELL LOCATION TRP2 GEOPAK SERIES CGF DESIGN AM-9-FT SERIES WL-5 LED BEGA LIGHTING WALL MOUNTED LIGHT FIXTURE, UL 13W 33581-120 LISTED FOR WET LOCATION. 3000K WL-6 NOT USED. NOT USED. WL-7 LED BIRCHWOOD VANITY LIGHT FIXTURE. MOUNTED 8,4W NOL-LED 125-SLO-35- ON THE SIDE OF MIRROR, 3-FW BARTCO BSS205 SERIES WL-8 LED WAC LIGHTING RECESSED WALL MOUNTED OUTDOOR 3.5W WLIOOLED-120V LED STEPLIGHT FIXTURE. PROVIDE 3000K WITH 0-IOV DIMMING DRIVER, UL LISTED FOR WET LOCATION, X LED PHILIPS CEILING/WALL MOUNT EDGE LIT LED IW 45V SERIES EXIT SIGN WITH BATTERIES, SELF DIAGNOSTICS AND ALL MOUNTING BEGHELLI ACCESSORIES REQUIRED. PROVIDE OL2 SERIES ARROWS AND FACES AS SHOWN ON DRAWINGS. PROVIDE WHITE BODY EMERGILITE WITH GREEN LETTERS AND UNIFORM WLSNX SERIES LENS OVER LED. X2 LED SIMILAR TO FIXTURE X EXCEPT IW DOUBLE FACE, ALL COLORS, FINISHES, ETC. ARE BY ARCHITECT FROM MANUFACTURER'S STANDARD COLOR OPTIONS MAIN DISTRIBUTION PANEL (MDPE) 800A, 208/120V,30,4W 65K AIC MANUAL TRANSFER SWITCH (MTS-MDPE) 800A 2.5"-4#4/0 & 1#2 GND 3013 — 11 2.5"- 225/3 n 2.5"-4#4/0 22513 800/3 �/'-� 225/3 — V-4#10 & 1#10 GND PANEL SMP (NEMA 3R) 4/0&1#2GND /-,\ I 225/3 1#2GND PANELA (2-SECTION) 1#2 GND PANEL B (2-SECTION) ELEVATOR I#2 GND PANEL M (2-SECTION) 400/3 1 1.25"-4#4 1#6 GND 60/3 PANEL EL n 1"C-396 1#8 GND 60/3 !'� 2.5"-4#3/0 & 1#4 GND TO 120V 20013 �lI! SOURCE RHRV 2.5"4#4/0 & 1#2 GND GENERATOR SET----- C C c ',— 1.25" WITH 250 KW CONTROL WIRING 208Y/120V,30,4W TO ANNUNCIATOR PANEL. NOTES. 1,25" WITH PROVIDE REQUIRED WIRING 1.25" WITH CONTROL WIRING 1. ALL FEEDERS SHALL BE COPPER WIRE. CONTROL WIRING 2. AUTOMATIC TRANSFER SWITCH ATS-C WILL BE LOAD SHEDDED WHEN GENERATOR REACH OVERLOAD CONDITION. 7 ONE LINE DIAGRAM NTS `oz TO SNOW MELTING MAT EQUIPMENT (SEE SITE PLAN AND 6/E701) AUTO TRANSFER SWITCH (ATS-C) WITH LOAD SHED 225A,4-POLE 65KAIC PANEL C -- a n, 112 GND 22513 SHUNT -TRIP COIL LEGEND CONDUIT CONCEALED IN CEILING OR WALLS — — CONDUIT CONCEALED UNDERGROUND OR UNDER FLOOR 3/4" CONDUIT. TICK MARKS INDICATE NUMBER OF #12 WIRES. NO TICK MARKS EQUALS 2#12. GROUND WIRE NOT SHOWN. PROVIDE GROUND WIRE IN ALL 120V AND ABOVE CIRCUITS. ,a- HOME RUN TO DESTINATION INDICATED. 1" MINIMUM UNLESS NOTED OTHERWISE. ® p ° RECESSED LIGHT FIXTURE, LETTERS DENOTE SWITCHING i� SURFACE OR PENDANT MOUNTED LIGHT FIXTURE 00 RECESSED LIGHT FIXTURE Q> n SURFACE OR PENDANT LIGHT FIXTURE E:E�= WALL MOUNTED FIXTURE o 0 FIXTURE WITH EMERGENCY BATTERY PACK POLE TOP LIGHT FIXTURE/STREET LIGHT FIXTURE E]-G-0 Q-0 POLE LIGHT ® EXIT SIGN LIGHT FIXTURE TYPE X, EXCEPT AS NOTED $ WALL SWITCH, 1-POLE (SWITCH LEG INDICATED WHERE REQUIRED) $ WALL SWITCH, 3-WAY t $ LOW VOLTAGE SWITCH, 1-POLE o$ WALL SWITCH WITH INTEGRAL VACANCY SENSOR os VACANCY SENSOR PC PHOTO CELL O LIGHTING FIXTURE TYPE DESIGNATOR, SEE LIGHT FIXTURE SCHEDULE DUPLEX RECEPTACLE c& CONTROLLED DUPLEX RECEPTACLE. CONTROLLED BY ROOM/AREA OCCUPANCY SENSOR. U DUPLEX RECEPTACLE WITH USB PORT U DUPLEX RECEPTACLE WITH USB PORT DUPLEX RECEPTACLE ABOVE COUNTER DOUBLE DUPLEX RECEPTACLE Grit= DUPLEX RECEPTACLE GFI TYPE wad WEATHERPROOF DUPLEX RECEPTACLE (GFI TYPE) OwFLUSH FLOOR BOX OUTLET WITH DEVICES AS SHOWN .ffj:7 E N G I N E E R S ®® 10 SPECIAL RECEPTACLE AS NOTED Travis Fitzmaurice Wartelle QD DRYER OUTLET NEMA 14-30R Balangue Engineers Inc. ® RANGE OUTLET 1200 Westlake Ave. N., 4509 QH HOOD OUTLET, CONNECT ALL LIGHTS Seattle, WA 98109 M MOTORIZED CONTROLLER p: 206-285-7228 1 info@tf-wb.com (j] PUSHBUTTON SWITCH QA ADA DOOR ACTUATOR t�C EQUIPMENT CONNECTION C,S MOTOR CONNECTION DISCONNECT SWITCH FUSED DISCONNECT SWITCH MANUAL MOTOR STARTER COMBINATION STARTER Q JUNCTION BOX (] FIRE ALARM PULL STATION FIRE ALARM HORN WITH ADA STROBE FIRE ALARM ADA STROBE WALL MOUNTED FIRE ALARM ADA STROBE SG SMOKE DETECTOR OR RESIDENTIAL COMBINATION SMOKE ALARM/CO DETECTOR, 120V WITH BATTERY BACK-UP SOp DUCT SMOKE DETECTOR ® HEAT DETECTOR so® SMOKE DAMPER CONNECTION Q SPRINKLER CONNECTION Ts TAMPER SWITCH ALARM CONNECTION Fs. FLOW SWITCH ALARM CONNECTION aUs ALARM SWITCH CONNECTION FS-PI FUTURE CHECK -IN STATUS PANEL Rev Date Issue FAD AV SYSTEM — ® ANALOG CLOCK, 12" ROUND Tukwila Fire Station 52 AM ALERTING MESSAGE SIGN `0 SPEAKER -WALL MOUNT 0 SPEAKER - PENDANT CEILING MOUNT SL FLUSH CEILING SPEAKER WITH LED LIGHT RL ALERTING RED LIGHT, CEILING RECESSED RL ALERTING RED LIGHT, WALL MOUNTED Project No. 17012 f� TELEVISION OUTLET. PROVIDE 2-1/8" DEEP DOUBLE GANG BOX WITH SINGLE GANG MUDRING, BLANK FACEPLATE AND 1" CONDUIT TO ABOVE ACCESSIBLE CEILING. W® WALL PHONE SINGLE PORT OUTLET. PROVIDE 2-1/8" DEEP DOUBLE GANG BOX WITH SINGLE GANG MUDRING, BLANK FACEPLATE AND 1" CONDUIT TO ABOVE ACCESSIBLE CEILINGS. SINGLE PORT DATA OUTLET (NUMBER=NUMBER OF RJ45 JACKS). PROVIDE 2-1/8" DEEP DOUBLE GANG BOX WITH SINGLE GANG MUDRING, BLANK FACEPLATE AND 1" CONDUIT TO ABOVE ACCESSIBLE CEILING. WAPD WIRELESS ACCESS POINT SINGLE PORT DATA OUTLET. PROVIDE 2-1/8" DEEP DOUBLE GANG BOX WITH SINGLE GANG MUDRING, BLANK FACEPLATE AND 1" CONDUIT ABOVE ACCESSIBLE CEILING. B DATA AND VOICE OUTLET. PROVIDE 2-1/8" DEEP DOUBLE GANG BOX WITH SINGLE GANG MUDRING, BLANK FACEPLATE AND 1" CONDUIT TO ABOVE ACCESSIBLE CEILING. ITREXI REQUEST TO EXIT to ix CR CARD READER EL ELECTRIC LOCK D� CCTV CAMERA @M METER BASE WINE 208V OR 240V PANEL 6 LVR CZ-3 480V PANEL aTRANSFORMER GFI GROUND FAULT CIRCUIT INTERRUPTER WP WEATHERPROOF -AN— RADIO ANTENNA SYSTEM CIRCUIT 1N RACEWAY, 2" CONDUIT MINIMUM. V AC ACCESS CONTROL CIRCUIT AS REQUIRED BY MANUFACTURER. PROVIDE IN Q _ RACEWAY IN WALLS AND ABOVE NON.ACCESSIBLE CEILINGS. — AL — ALERTING SYSTEM CIRCUITRY IN RACEWAY, 3/4" MINIMUM. — T — TELEPHONE/DATA RACEWAY, 1" MINIMUM WITH PULLWIRE Q — CCTV — CLOSE CIRCUIT TELEVISION CIRCUIT AS REQUIRED BY MANUFACTURER. PROVIDE IN RACEWAY IN WALLS AND ABOVE NON -ACCESSIBLE CEILINGS. JURISDICTIONAL APPROVAL STAMP FA FIRE ALARM SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER INSTALLED IN METALLIC RACEWAY LV LOW VOLTAGE CIRCUITRY AS REQUIRED BY MANUFACTURER IN RACEWAY WHERE Issue Phase 2 Construction UJI IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS OR EXPOSED. Permit TV TV CIRCUIT, PROVIDE IN RACEWAY IN WALLS AND ABOVE NON -ACCESSIBLE CEILINGS PiECEIIrE� CITY OF WKWILA Date 8/2119 (� D FLAG NOTE AUG 02 2019 Sheet Title LEGEND, X E-1 DETAIL INDICATOR WITH SHEET WHERE DRAWN INDICATED PERMIT CEN ` RATTIGHT flT AND F TURE SCHEDULE, LU Pk LINE DIAGRAM ARED El 00 GENERAL DEMOLITION NOTES 1. PLANS DO NOT INDICATE LOCATIONS OF EXISTING PARKING POLE LIGHTS AND ASSOCIATED EXISTING PULL BOXES AND WIRING TO BE REMOVED AS AFFECTED BY THE NEW CONSTRUCTION WORK. CONTRACTOR SHALL VERIFY EXISTING CONDITIONS PRIOR TO START OF WORK. 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY IN FIELD THE EXISTING CONDITIONS, LOCATIONS AND SIZES OF EXISTING PARKING POLE LIGHTS, PULL BOXES, CONDUIT, WIRING AND ASSOCIATED EQUIPMENT BEING DEMOLISHED PRIOR TO COMMENCEMENT OF WORK. 3. BEFORE ANY WIRING IS CUT, CONTRACTOR SHALL VERIFY USAGE OF WIRING TO BE CUT TO ASSURE THAT SERVICES REQUIRED ARE NOT DISCONTINUED TO OTHER PARTS OF FACILITY. PROVIDE REQUIRED ADDITIONAL CONDUIT AND WIRING, PULL BOXES, DEVICES AND OTHER ACCESSORIES TO ENSURE CONTINUITY OF SERVICE TO OTHER PARTS OF INSTALLATION TO REMAIN OPERATIONAL. 4. REMOVE ALL EXISTING PARKING POLE LIGHTS, CONDUITS, CONDUCTORS AND ASSOCIATED EQUIPMENT NO LONGER IN SERVICE AS A RESULT OF THIS CONTRACT AND DISPOSE LEGALLY. NO ABANDONED IN PLACE EXISTING EQUIPMENT AND OTHER MATERIALS THAT ARE NO LONGER IN USE AS A RESULT OF THIS CONTRACT. REFER TO CIVIL DRAWING FOR EXTENT OF DEMOLITION WORK, 5. DELIVER ALL SALVAGEABLE MATERIAL AS DETERMINED BY OWNER. AT NO ADDITIONAL COST TO OWNER, PACK MATERIAL IN BOXES. COIL ALL CABLES AND TIE. CONTRACTOR TO DISPOSE ALL MATERIALS NO LONGER REQUIRED. i v SHEET NOTES: 1. INSTALL ELECTRIC SNOW MELT MAT PER MANUFACTURER STANDARD INSTALLATION REQUIREMENT. COORDINATE INSTALLATION WITH EQUIPMENT SUPPLIER PRIOR TO ROUGH -IN. (�,� FLAG NOTES: 11 ? PROVIDE RADIO CONTROLLED GATE OPENER V DEVICE TO INTERFACE WITH GATE CONTROLLER. PROVIDE REQUIRED INTERFACE WIRING. CLICK2ENTER C2E-I.V4 WITH 12VDC POWER �"�,, SUPPLY CLICK2ENTER EPS 12VDC. 12 � COORDINATE FINAL LOCATION OF GROUND LOOP V SENSOR WITH GATE AUTOMATION VENDOR PRIOR TO INSTALLATION. 13 7 MOUNT EQUIPMENT ON STEEL UNI-STRUT ttV�//�.,_ ANCHORED ON GROUND. 14 STATION NUMBER SIGN. PROVIDE LED TAPE STRIP L^"' SL-3 OF BACK SIDE OF NUMBER SIGN. )„---MONUMENT SIGN ff{ NTURY LINK AUNICATION VAULT. LOCATION IN FIELD \ C� U- (2)4" PVC TO PSE SERVICE. COORDINATE FINAL LOCATION. nEOFIVEn CITY OF i-UKWILA Travis Fitzmaurice Wartelle Balangue Engineers Inc. 1200 Westlake Ave. N., #509 Seattle, WA 98109 p: 206-285-7228 1 info@tf-wb.com Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 02018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect T� E. W,q,, . 'VWAS �O 44199 ��SS ANAL JURISDICTIONAL APPROVALSTAMP Issue Phase 2 Construction Permit :CTRICAL AUG 02 2019 Date 8/2/19 PERMIT CENTER I / n �� A-- --, Sheet Title FULL SITE PLAN - / SEPA =11ATE ELECTRICAL L) PERI", ilh'W APPI lJVi.*� L r.-.., _ e to W UJ 0 to Lu Z co m W Ln F— V W F _ U tY EN 1 PARKING GENERAL DEMOLITION NOTES I. PLANS DO NOT INDICATE LOCATIONS OF EXISTING PARKING POLE LIGHTS AND ASSOCIATED EXISTING PULL BOXES AND WIRING TO BE REMOVED AS AFFECTED BY THE NEW CONSTRUCTION WORK, CONTRACTOR SHALL VERIFY EXISTING CONDITIONS PRIOR TO START OF WORK. 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY IN FIELD THE EXISTING CONDITIONS, LOCATIONS AND SIZES OF EXISTING PARKING POLE LIGHTS, PULL BOXES, CONDUIT, WIRING AND ASSOCIATED EQUIPMENT BEING DEMOLISHED PRIOR TO COMMENCEMENT OF WORK. 3. BEFORE ANY WIRING IS CUT, CONTRACTOR SHALL VERIFY USAGE OF WIRING TO BE CUT TO ASSURE THAT SERVICES REQUIRED ARE NOT DISCONTINUED TO OTHER PARTS OF FACILITY. PROVIDE REQUIRED ADDITIONAL CONDUIT AND WIRING, PULL BOXES, DEVICES AND OTHER ACCESSORIES TO ENSURE CONTINUITY OF SERVICE TO OTHER PARTS OF INSTALLATION TO REMAIN OPERATIONAL, 4. REMOVE ALL EXISTING PARKING POLE LIGHTS, CONDUITS, CONDUCTORS AND ASSOCIATED EQUIPMENT NO LONGER IN SERVICE AS A RESULT OF THIS CONTRACT AND DISPOSE LEGALLY. NO ABANDONED IN PLACE EXISTING EQUIPMENT AND OTHER MATERIALS THAT ARE NO LONGER IN USE AS A RESULT OF THIS CONTRACT. REFER TO CIVIL DRAWING FOR EXTENT OF DEMOLITION WORK. 5. DELIVER ALL SALVAGEABLE MATERIAL AS DETERMINED BY OWNER, AT NO ADDITIONAL COST TO OWNER, PACK MATERIAL IN BOXES, COIL ALL CABLES AND TIE. CONTRACTOR TO DISPOSE ALL MATERIALS NO LONGER REQUIRED, SHEET NOTES: 1. INSTALL ELECTRIC SNOW MELT MAT PER MANUFACTURER STANDARD INSTALLATION REQUIREMENT. COORDINATE INSTALLATION WITH EQUIPMENT SUPPLIER PRIOR TO ROUGH -IN. (�,,� FLAG NOTES: 1 1 � PROVIDE RADIO CONTROLLED GATE OPENER li" DEVICE TO INTERFACE WITH GATE CONTROLLER. PROVIDE REQUIRED INTERFACE WIRING. CLICK2ENTER C2E-I.V4 WITH 12VDC POWER (''�., SUPPLY CLICK2ENTER EPS 12VDC. 12 �. 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+ t t t + t • + ♦ + + • t + t + + +53.2'_k.31A R 0.2 +0.1 +0,2 +0,2 +0.2 +0,3 +0.3 +0.3 +0.4 +0.4 +0.5 +0.6 +0,8 �.1J,/0.9 +0,9 +1.i +1,4 +1,7 +1.7 +1.7 +1.7 +i.6 +1.1 �� jj� +1.9 �4 +se +6,5 +7.34+Ft1 +6.8 +5.9 +5.0 +3.6 +3.0 +2.5 +2.t +2.4 +2. +3.5-=d.>i+5`- .6=+7 f7rF�-+ 5,7=d;8- +� MONUMENT SIGN 0 0.0 0.0 0,0 0.0 0.0 0.1 0.1 0.2 0.2 0.4 0.5 0.6 0.7 0.8 0.8 0.9 1.9 2.9 5.0 8.1 10.9 7 .7 1 t + • -- --'t .0 'O.O 0.0 'D.0 0.0 0.0 0.0 0,0 t0.1 t0.1 +O.i t0.2 +0.2 +0,2 '02 +03 +0.6 '1.5 '2.8 '5,1 +8.2 +10.9 4 .3 t53,0 7.5 +0.8 +0.2 02 0.2 t0.2 '0.3 +03 +0.4 '0.4 +0b '0.6 07 "0.9 +1:0 04 ��"t't, t.2 +1.7 +2.2 +2,3 +22 +2.2 2.1 +, � 18.1 �1(jt.9 '�26-3.6-SA -+�i.0-+5:t=5.5 ++t:B.7�� +Y.�+ += +5.0 +.1 +3.7 +2.2'/�.C't5G41 0 2#10 .0 'Oo '0.0 'OG 0.0 0.0 'o.0 oA '0.0 'O.o 'o,0 +0.1 t0.1 +0.1 +0.1 +0,2 +OA +1.5 +2.7 +4a '7,7 +106 pi.0 +51.2+8.3 +0a +0.3 '0.2 '0.2 '02 +0.3 t0A +0.5 +0,6 +0.7 'O8 'i.0 +1.1 +1.2 +13'_1 + '1.6 '2.1 +2.7 «3.0 +28 +2.7 2.6 «.1 .6 .1 +5.3 +a + '1A +1.2 +1A +1.7 •20 +2.0 +1.8 +1,5 +1.3 +1.1 '0.9 +0.8 +0.7 +0.8 +0. %0 '1.2 t1.5 •1.8 2.0 2.0 .8 *1.5 +Oe `(171 +0.5 +OA + 0.1 .0 `0.0 "o,o 'OA "o.o '0.0 '0.0 0.0 '60 60 'o,D .'0.0 0.0 +on '0.1 '0A +OA +1.3 +2A +43 +7,1 +9.8 +os « « + « + + \\ + + + t + • + �1 )4"�'VC�(C I�TURY LINK} r ji 52.J +9.8 t0.e '0.3 '0.2 03 +03 t0.3 0.4 t0.6 0.8 +1.0 2 ti.3 1A +1.5 t,6 1 +1.7 '2.2 2.7 +3.2 t3,6 t3,6 3,3 3.4 '3j7� - 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AND DEMARC BOARD VVVVVV ��` �/ y .0 +0.1 +0.1 'o.i +0.1 '0.7 '0.1 0.1 +0.1 +0.1 '0.1 +0.1 +0.2 '0.2 +0.2 t0,2 I'0.2 0.2 �0.2 :.t '0.3 'OA +OS +0.7 '03 *1.611+4,4 51.4 2 + 1 / 2.6 +3.3 +4,3 +5.3 tee +6.2 +-' +6.6 +7.1 5 3.9 +1.1 .8 +UA 9G ��/ WyL-8 � may+ �� .0 +0.1 +O.t +0.1 +O.t +0.7 +0.1 0.1 +0.1 '0.2 +02 t0.2 +0.2 '0.2 +0.2 +03 �'O.2*UG+1 .2 O.ti +64 +0.6 t +tO 1SL f$ �,'TS `2.5 .1 9' 2.2 t3.o 4 6 +7 7 7a 9 s. 4.6 1.5 +1,o +oe (2)4" PVC (ELE PRIMARY) Z ` _ `g` EN"PfflYL�AT`E6 14"PVC ELE URYLANK + • + + t (1)4" PVC + j 5 t {! $ KEY PAD MOUNTED f/ O ( ) (1)4" PVC (CENTURY LINK) ` m .0 0.1 +0,1 0.1 +0.1 +0.2 '0.2 0,2 +0,2 +0.2 0.2 0.2 '62 '0.3 +0.3 +0.3.3 '0.2 0.10.6 '0,9 5 +2A +1.5 +2.7 �''124 t2.9 7. '2.3 +2.9 '3. 4.Qt pED'EZTkj 7.8 81 +84/ 84 70 5 '4.6 +1.7 +1.2 +0.9 N+++ (CENTURY LI K) SL2 6 �` W� ���� O�.0 +0.1 '0.1 tot +0.2 +0.2 +0.2 0.2 02 0.2 02 +0.3 +0.3 '0.3 +0A +OA OA VOA +03 '0. 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'2A '�Os toe -_ 2j�"-PVC-(ELE ---- -------- '0.0 '0.0 '0,0 '0�o Vo +a9 +-a 6P(R11lM R+Pj - CQNCf�ETE,7RAtISFQRMF�R '0,81]APit' T A*R Akr 0.7 0,6 0,5 'OA 0,3 +1 . . �(SEF� ONE LINE) • t RF,r,QUIf+2EMF,NTS '0.6 +0.7 +0.8 8 0.7 ,6-0.6� 0.5 0.5 0.5 +0.6 '0.7 +0.8 0.8 +0.6 Ob 0,4 0.3 9.4 0.4 +OA +0.3 TX 6' VAULT (1)4" 1 C (FIBER OPTIC) TO 6200 BUILDIN6SERVER-ROOM (1)4" PVC (COMCAST) (INSTALLED BY OWNER, VENDOR, ZAYO TO EXISTING COMCAST PARKING ADJACENT TO6200BUIL (VERIFY WITH COMCAST EXACT LOCATION) (2)4" PVC TO PSE SERVICE. COORDINATE FINAL LOCATION. nECFIVEI CITY OF li KWILA Travis Fitzmaurice Wartelle Balangue Engineers Inc. 1200 Westlake Ave. N., #509 Seattle, WA 98109 p:206-285-7228 I info@tf-wb.com Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com @ 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation oththe Architect. y E.. W,q, wnsyJ�l� Pp q� 44199 F,O W4 GIs7.sR ty4, ' �`S7�MAL BAG, JURISDICTIONAL APPROVAL STAMP AUG 02 2019 Issue Phase 2 Construction PERMIT CENTER Permit FULL SITE PLAN - ELECTRICAL - LIGHT CALC Date 8/2119 N SCALE: 1" = 20'4' }° Sheet Title FULL SITE PLAN - Ei aAT- ECTRICAL -LIGHT a ; ;�4E CALC r. i D Q UJ cry UJ i Travis Fitzmaurice Wartelle Balangue Engineers Inc. —7 �1 1200 Westlake Ave. N., #509 Seattle, WA 98109 .\� p: 206-285-7228 1 info@tf-wb.conn I i 1 Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com @ 2018 Weinstein A+U -These documents have been', prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect W Z _V kn W 0 z a m to F- L) w H Q JURISDICTIONAL APPROVAL STAMP RECEIVER CITY Oi.: TUKWILA Issue Phase 2 Construction LLJ AUG 02 2019 Permit Date 8/2/19 (f j N PERMIT CENTER FLOOR PLAN LEVEL 1 NORTH -LIGHTING Sheet Title FLOOR PLAN NORTH -LIGHTINGGHTING SCALE: 1/4" =1'-0" J 4, PERM NE��' E201 N 3: D` SEPAr3t� '— r REQUIRED I APP BAY 133 WL-4 7( A-7 VIA L I TO LIE HTS AT APP, BAY - CORRIDOR 130 R -2 I ; Fo-sl ORL-2 PL-3 PL-3 77 PL-3� 15 1� 15 17 D LIGHTSAT ZN A 2 0 RL-2 15 R O STORAG O 0%q,91 17 17 Ci 131 1 WASH L 23 4 ! Fo-sl PL-3 61 PIL-4 F-01 Fo_i 1 5-511 OPL4 17 ORL-2 17 17 17 17 17 AIRLOCK i PL-3 F- 130-os 17 17 FOSI RL-2E AIRLOCK 15 PL-3 PHYS TRAIN WC 124 17 P_ - 1290 RL-3 ORL-2 17 GEAR STOR + 127 J ro-si 17 L WIL-1 o PL-3 PL-3 -5 O 15 (4D RL 17 17 RL6E ll mp. - 615 O PL4 4E O PL-4 PL-4 PL-4 LAUND 17 /,IAN CORRIDOR 17 17 17 17 ro-si 117 U2 110-sl PL 10 '40 CO R RL-6 RL-6 1 11 PL-3 L 17 3 A-1 7 VIA LVR CAPT BUNK 115 L --j L f1ii) RL-5 RL-2 0 10 13 15 RL-6 W D RL,-6E 15 15 RL-6 A- Q) -IT RL-5 15 E V WL72, L-5 15 ORL-3 13 ORL-3 ORL-3 ORL-3 C L '.L ET 0 RL-8 13 13 13 13 :1 EL-1 15 0 SL_ BATI SL 119 1 TOR 47 1 " 1 1 VTC, j jI — -- I BATH BATH _tJ BATH 12E i 118, III120 12f, Fos -I ITT-7 T WL-7 D 11L-7 WL-7 UWL-� RL6 BUNK 13 170 sl I T I I F0 sl 13 13 lo-si 15 13 i F 1141 SL_5 5 RL-3 —�OJRL RI 0 RL-8 J � (4) JRL- 0 RL18 RL 2 0 1 1 13" 0 -.3 7 7 15' 13 3 RL6 (D) 13 15 RL-5 13 13 RL-6E LI 71 -.11 Ll i U 15 1 VL7 L L WL-7 -7 15 L ZIA WIL W A-1 3 VIA LVIR A-7 VIA _gl 3L V= RR R 151 iJWR OX, A-15VIAl 1 1 15 01 0 RL-2E RL-6 RL-6E-- - RL-6 _-" 15 15 BUNK 15 L i III RL-7E _c 5k-.7. 15 15 113 RL-6E is-- RL-2 0 = 13 RL-6 15 BC BUNK 112 RL-2 0 13 a 1, I RL-6E 15 15 -(I I!A I L I X7 VIA LVR RL-6 15 RL-6 15 I 15 I 16 BUNK A 13 BUNK BUNK BUNK i i I Ji ill! i io 109, AL IIIVi Q RL- ORL-2 0 RL 2 2 1- 1 R �L2 13 �13 13, 13 WL-2 WIL-21d VVL_ WL-2 13 13 13 13 15 __102 15(0 RL-5 ED 15t-5 xe) 15 17 ELE WL_ - 1 011 0 17 A-1 7 VIA LVIR PL-3 PJ3 178PRINK/MEC1117 ADA WC 1 1047 oHwH PL-3 17 II — --- — ---- - ( WL, A-7 VIA LVR J, (3) FLAG NOTES: PROVIDE LINE VOLTAGE DOOR SWITCH TO CONTROL LIGHT AT CLOSET. E201 N E2013 Rev Date Issue Tukwila Fire Station 52 Project o. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 443 1218 www.weinsteinau.com 2018 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations Without the approval and participation of the Architect. JURISDICTIONAL APPROVALSTAMP z CITY OF WKWILA AUG 02 2019 Issue Phase 2 Construction LU PERMIT CENTER Date Permit 8/2/19 F 0 N z ( FLOOR FLOOR PLAN LEV L 1 SOUTH LIGHTING SEP Sheet Title FL FLOOR PLAN LEVEL I SOUTH - LIGHTING SCLALE: 1/4" = V-10" PER: i'l E201 S 3: FLAG NOTES: VACANCY SENSOR DEVICE SUITABLE FOR HIGH CEILING INSTALLATION. L\ FLA 1C Fo—si A O PL-I Ilc --- - ----- -- Ei - ----- i _U FL-IE IIC 0 RL-4 7 0 FLA 1C Fo—si A O PL-I Ilc --- - ----- -- Ei - ----- i _U FL-IE IIC 0 RL-4 7 0 RL-4 7 0 RL-4 7 Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com @ 2018 Weinstein A+U -These documents have been prepared specifically for the above named i They are not suitable for use on other projects or In other locations without the approval and participation of the Architect PL-lE lla 7 r RL-4 7 UJ z 2 Ln LIJ n z In LIJ 113-11 A-7 VIA ILVR, 2#10 T — ----- zi E E n C"EM In CITY OF yuIWALA AUG 02 2019 Issue Phase 2 Construction LU PERMIT CENTER Date Permit 812/19 1A N I— I FLOOR PLAN LEVEL 2 NORTH L rV F LIGHTING Sheet Title FLOOR PLAN LEVEL 2 —SC A—� !E1 14 1 0 SPA;, ATE NORTH -LIGHTING UJI E202.N- 3: -------------- — A,!ABVNH Y VIM p: 206-285-7228 1 info@tf-wb.com IRev Date Issue I Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 443 1218 www.weinsteinau.com 0 2018 Weinstein A+U -These documents heve been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. ........ ... .... . J CA LU z 2 to nLU z LU JURISDICTIONAL APPROVAL STAMP z nEoPIVEr) CITY OF TILIKWILA Issue Phase 2 Construction LLJ AUG 02 2019 Permit -3 PERMIT CENTER Date 8/2/19 N z Sheet Title FLOOR PLAN LEVEL 2 — FLOOR PLAN LEVEL 2 SOUTH BASE LIGHTING SOUTH -BASE -LIGHTING LLj FLOOR 114" = V-0" ATE 0-'- E202S 3: P P� AM VA L FLAG NOTES: PROVIDE LINE VOLTAGE DOOR SWITCH \ 1 TO CONTROL LIGHT AT CLOSET. BASE MAJUNKY UIMS � I BID -- ---------- Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 443 1218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other loca8ons without the approval and participation othhe Architect oe oe Q Q JURISDICTIONAL APPROVAL STAMP nECEIVEl CITY OF •i U MVILA AUG 02 20i9 Issue Phase 2 Construction L U Permit _13PERMtT CENTER Date 812l19 {� N FLOOR PLAN LEVEL 2 SOUTH - ALT - LIGHTING Sheet Title FLOOR LT-LIGPLAN TING 1 SOUTH -ALT •LIGHTING Uj SCALE-_1/4" =1'-01. S —I �11ATE IT Atd 71 y 0 iy FLAG NOTES: I 1 WIRING ON 1/2" CONDUIT TO GARAGE DOOR CONTROLLER �V.,,, 12 ` SAFETY PHOTO BEAM SENSOR. V COORDINATE FINAL LOCATION WITH FOUR -FOLD GARAGE DOOR INSTALLER. Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other looa9ons without the approval and participation of the Architect. N K W z u In W 0 z a m Ln v v Q nEt^EIV CITY OF "i'irS:.1r'ILA Issue Phase 2 Construction U.1 AUG 02 2019 Permit PERMIT CENTER Date 8/2/19 � N D FLOOR PLAN LEVEL 1 NORTH - POWER Sheet Title FLOOR NORTH LEVEL 1 POWER 1 SCALE:1/4" =1'-0" SEPARAT W P F R .,IT A 1 rt: P.ov, P;1:QU'P t1 —3 9 1 FLAG NOTES: T i I - PROVIDE CONTACTOR AND RELAY TO INTERFACE WITH ALERTING SYSTEM. I REFER TO SHEET E601 S. I , �, PRIVID£ 2" PVC STUB AND LANDSCAPING V"` AREA FOR IRRIGATION SYSTEM CONTROL WIRING. COORDINATE WORK WITH LANDSCAPE ARCHITECT. �-� Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2618 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Arohitect COMP 1 IDU-1.11j I DHWCP-2 ._sYI ry' IRRIGATION CONTROLLER E GENERATOR OUTLET 5A, 120V I 2E nECEIVEr) CITY of is is�VILA LLJ Issue Phase 2 Construction AUG 02 2019 Permit �..d PERMIT CENTER Date 8/2119 (/1 FLOOR PLAN LEVEL 1 SOUTH - POWER Sheet Title FLOOR PLAN LEVEL 1 1 1"I-'�(SCALE: SEr ABATE SOUTH -POWER LU 1/4" = V-0" PERM�lT A DSE30 1 S 3: r V-FF.{ YLt 7r't' IeJ •. ✓ . (71�'-111 '2 FLAG NOTES: >REMOTE CONTROL RECEIVER TO CONTROL "GARAGE DOOR. 7 Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com © 2018 Weinstein A-U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in 0110, without the approval and participation .1d, LU z U LA LU n z to LU < - - - - - --------------- ------ ad JURISDICTIONAL APPROVAL STAMP -/) 7 11ECEIVED KWILA CITY OF TU Issue Phase 2 Construction UJ AUG 02 2019 Permit PERMIT CENTER Date 8/2/19 N rr,�r4-�\ FLOOR PLAN LEVEL 2 NORTH Sheet Title FLOOR PLAN POWER 0 E PA J.All kEVEL 2 NORTH -POWER LLJ SC�ALE. 1/4" = 1 1-01, - PE Ri`,fi 1 T A 31 RhE R E Q I.A R E 1) E302N is ------------ DISPOS, DISHWASHI MASUNRYU=; I C n FLAG NOTES: —1— VERTICALCORD VITH BRUSH PASS -THROUGH AT ) BOTTOM OF CHASE. qATE LOCATION WITH ECTURAL PLAN. Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect X JURISDICTIONAL APPROVALSTANIP z nECF-IVED CITY OF TUKWILA AUG 02 2019 Issue Phase 2 Construction LU rD PERMIT CENTER Permit Date 8/2/19 N FLOOR PLAN LEVEL 2 SOUTH BASE POWER Sheet Title FLOOR PLAN PARATI - EVEL 2 SOUTH - BASE - ILM SCALE: 1/4" 1'-0" PEMAIT A% POWER , E302S 3: P, Q "u 1; P, E D 91 31 MASUNKYLJIMS B FLAG NOTES: >COMBINATION FLUSH FLOOR BOX OUTLET WITH POWER AND DATA DEVICES SHOWN. TOTAL OF 4 COMPARTMENTS WITH ACCESS LID COVER. PROVIDE 1"CONDUIT FOR DATA CABLE TO MDF RACK AND V CONDUIT FOR POWER CIRCUIT. LEGRAND WIREMOLD RFB4-4DB SERIES OR APPROVED EQUAL. SEE SHEET E402S.A FOR DATA OUTLET DEVICES. --------- - Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com 02018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation ofthe Architect. V L-k' - CITY OF TUKWILA Construction AUG 02 2019 Issue Phase 2 Permit PERMIT CENTER Date 8/2/19 N z FLOOR = 11-01, SEPARATE PLAN LEVEL 2 SOUTH ALT POWER Sheet Title FLOOR PLAN LEVEL 2 'L ' SOUTH- ALT - POWER SCAY -U.1 AND E302S.A REQUIRED K (. J) Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com m 2018 Weinstein A+U - These documents have been'', prepared specifically for the above named project.', They are not suitable for use on other projects or in other locations mthout the approval and participation of the Architect t LA w Z V Ln w n Z co co ce V1 F- U w F- _ S �` 7) JURISDICTIONAL APPROVAL STAMP nEGF.!`1En CITY OF 7UKWILA Issue Phase 2 Construction UJ P.UG 02 2019 Permit Date 8/2/19 PERMIT CENTER ROOF PLAN NORTH - POWER Sheet Title RQOFPLANNORTER 1 SCALE,1/4" =1'-0" Ei .4i� POWER r�T'^e;;, r r i5 � .. MAdONH Y DIMS nEceivEn CITY OF TUIWILA B F- AUG 02 2019 PERMIT CENTER N ROOF PLAN SOUTH POWER SE SCALE: 1/4" = V-10" A PE 0 a IRev Date Issue I Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com © 2018 Weinstein A-U - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. U) 04 LU z L7 O W, Uj COY eygshj z k < co 44199 :D CIST) ::R 47 L + Uj F- -17 D JURISDICTIONAL APPROVAL STAMP z Issue Phase 2 Construction LU Permit Date 8/2/19 ILA z Sheet Title ROOF PLAN SOUTH - — kTE POWER Lu SOP AL V" ,, 1-1, E303S 7'. S SHEET NOTES: V 1. HOMERUN ALL DATA AND VOICE CABLES TO MDF RACK. CABLES SHALL ROUTE IN CONDUIT (1" EMT MINIMUM) WHERE IN WALLS, ij ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED, OPEN CABLE ALLOWED IN ACCESSIBLE CEILINGS. 2. SUPPORT OPEN CABLES WITH J-HOOKS. i C � iI Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. to od t D ° _ E401N —E401S --�\ Q JURISDICTIONAL APPROVAL STAMP nECEIVEC CITY OF Y UKWILA Issue Phase 2 Construction 11.1 AUG 02 2019 Permit � Date 8l2119 (� ¢ PERMIT CENTER N FLOOR PLAN LEVEL 1 NORTH — COMM Sheet Title FLOOR PLAN 1 i SCALE:1l4" =1'-0" �` to l LEVEL 1 NORTH -COMM r pr,11T A 15 �4� SHEET NOTES: 1. HOMERUN ALL DATA AND VOICE CABLES TO MDF RACK. CABLES SHALL ROUTE IN CONDUIT (1- EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLE ALLOWED IN ACCESSIBLE CEILINGS. 2. SUPPORT OPEN CABLES WITH J-HOOKS. P-USHBUT-TON. ---- AULLION. L. Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2018 Weinstein MU -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects a In other locations without the approval and participation of the Architect. to od w Z 0 Ln w d Z Q m to I- U w F- S RECEIVED CITY OF UltWILA Issue Phase 2 Construction IU AUG 02 2019 Permit PERMIT CENTER Date 812t19 ILA Sheet Title FLOOR PLAN Na FLOOR PLAN LEVEL ') SOUTH - COMM sEPAP VEL1SOUTH-COMM SCALE:1/4" = V-0" PEW D m APP� iC ,v_ ee ^' 1 5 MASUNKYVIMZ5 I, SHEET NOTES: 1. HOMERUN ALL DATA AND VOICE CABLES TO MDF RACK. CABLES SHALL ROUTE IN CONDUIT (1" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLE At I nWFn IN AccFGSIBLE CEILINGS. _ES WITH J-HOOKS. —S: ERTICAL CORD PASS -THROUGH AT CHASE. ION WITH \N. Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations vvithout the approval and participation of the Architect. w Z V Ln w 0 Z a m v w F- V Q D nEGEivizu CITY OF TUKWILE1 P.U, 02 2019 Issue Phase 2 Construction Permit PERMIT CENTER Date 8t2119 Sri FLOOR PLAN LEVEL 2 SOUTH - BASE - COMM Sheet Title FLOORPLAN LEVEL 2 SOUTH - 1 UJI SCALE: 114" = V-0" EPARA E BASE - COMM I'c �JIT !fie t_ 01 AL d:E402S 3: I•EL `:..•. e`ryl i.. �a 1 �'J BASE BID MASVNKYVIMS -J — SHEET NOTES: 1. HOMERUN ALL DATA AND VOICE CABLES TO MDF RACK. CABLES SHALL ROUTE IN CONDUIT (1" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLE ALLOWED IN ACCESSIBLE CEILINGS. 2. SUPPORT OPEN CABLES WITH J-HOOKS. 4 Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 443 1218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. (f Issue Date Phase 2 Construction Permit 812/19 U.1 N 1 FLOOR PLAN LEVEL 2 SOUTH - ALT - COMM SEPAPATF tIT AN APPROV.:L REQUIRED Shea Title S Bi: EL2SOUTHOOR N LEVEL 2 SOUTH - ALT - COMM SCALE: 1/4- = 1'-0" SHEET NOTES: 1. PROVIDE REQUIRED RADIO ANTENNA SYSTEM CABLES AS PER ANTENNA MANUFACTURER REQUIREMENTS. T ip: 206-285-7228 1 info@tf-wb,com I Rev Date Issue I Tukwila Fire Station 52 Project No. 17012 Weinstein A+tJ Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com © 2018 Weinstein A+IJ -These documents have been prepared specifically for the alamto named project They are not suitable for use on other projects or In other local without the approval and participation of the ,rc, nECEIVED CITY OF TUMVILA Issue Phase 2 Construction LU (F) -- AUG 02 2019 Date Permit 8/2/19 In N PERMIT CENTER ROOF PLAN NORTH COMM ROOF Sheet Title ROOF PLAN NORTH - ATE COMM UJ �SC . 114" = V-0" 31E� I? T TSM0 1. 2, 3. 4 5. SHEET NOTES: HOMERUN ALL TV CABLES TO TELEVISION DEMARCATION BOARD. CABLES SHALL ROUTE IN CONDUIT (1" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLING ALLOWED IN ACCESSIBLE CEILINGS. PROVIDE ACCESS CONTROL SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL ACCESS CONTROL DEVICES TO TERMINATE AT ACCESS CONTROL PANEL. ROUTE CIRCUITRY IN RACEWAY WHEREIN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLING ALLOWED IN ACCESSIBLE CEILINGS. PROVIDE CCTV SYSTEM CIRCUITRY AS REQUIRED, BY MANUFACTURER FOR ALL CCTV CAMERAS TO TERMINATE AT CCTV CONTROLLER. ROUTE CIRCUITRY IN RACEWAY (3/4" MINIMUM) WHEREIN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLING ALLOWED IN ACCESSIBLE CEILINGS. PROVIDE CLOCK SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL CLOCK DEVICES AND TERMINATE AT MASTER CLOCK CONTROLLER. ROUTE CIRCUITRY IN RACEWAY (3/4" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILING AND EXPOSED. OPEN CABLES ALLOWED IN ACCESSIBLE CEILINGS. SUPPORT OPEN CABLES WITH J-HOOKS. 1 Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U -These documents have been'. prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. V) W tittdt!vcu ciTv OF-s-ui:WsLA __ Issue Phase 2 Construction LLJ AUG 02 2019 Permit PERMIT CENTER Date 8/2/19 Ln N Sheet Title FLOOR PLAN LEVEL 1 1 FLOOR PLAN LEVEL 1 NORTH — FIRE ALARM, SECURITY, CLOCK NORTH - FIRE ALARM, W SCALE: 1/4" = V-0" SEPARA ' SECURITY, CLOCK PER!'01T �t[9e t APPh r\ AL 1 i `C) ;C I J SHEET NOTES: 1. HOMERUN ALL TV CABLES TO TELEVISION DEMARCATION BOARD. CABLES SHALL ROUTE IN CONDUIT (1" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLING ALLOWED IN ACCESSIBLE CEILINGS. 2. PROVIDE ACCESS CONTROL SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL ACCESS CONTROL DEVICES TO TERMINATE AT ACCESS CONTROL PANEL. ROUTE CIRCUITRY IN RACEWAY WHEREIN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED —OPEN CABLING -ALLOWED -IN ACCE1SSIBLE CEILINGS. 3. PROVIDE CCTV SYSTEM CIRCUITRY AS REQUIRED; BY MANUFACTURER FOR ALL CCTV CAMERAS TO TERMINATE AT CCTV CONTROLLER. ROUTE CIRCUITRY IN RACEWAY (3/4" MINIMUM) WHEREIN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLING ALLOWED IN ACCESSIBLE CEILINGS. 4. PROVIDE CLOCK SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL CLOCK DEVICES AND TERMINATE AT MASTER CLOCK CONTROLLER. ROUTE CIRCUITRY IN RACEWAY (3/4" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILING AND EXPOSED. OPEN CABLES ALLOWED IN ACCESSIBLE CEILINGS. 5. SUPPORT OPEN CABLES WITH J-HOOKS. N S® - c DER MOUNTED ON MULLION 1' M ANNUNCIATOR J i a 1 p: 206-285-7228 i info@tf-wb.com ' Rev Date Issue ' Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects R Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 443 1218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locafions without the approval and participation of the Architect. N W w z U Ln w 0 z a m D to I— U h u Q D Q nECEI VEn CITY OF 1 UWVILA Issue Phase 2 Construction UJ AUG 02 2019 Permit � � PERMIT CENTER Date 812/19 (%i FLOOR PLAN LEVEL 1 SOUTH - FIRE ALARM, SECURITY CLOCK Sheet TitleFOUTH 1 ' SEP�1R TE SOUTH -FIRE ALARM, -FI FIRE , UJI SCALE: 1/4" =1'-0" P R0" AL SECURITY, CLOCK \ SHEET NOTES: 1. HOMERUN ALL TV CABLES TO TELEVISION DEMARCATION BOARD. CABLES SHALL ROUTE IN CONDUIT (1" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLING ALLOWED IN ACCESSIBLE CEILINGS. 2. PROVIDE ACCESS CONTROL SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL ACCESS CONTROL DEVICES TO TERMINATE AT ACCESS CONTROL PANEL. ROUTE CIRCUITRY IN RACEWAY WHEREIN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLING ALLOWED IN ACCESSIBLE CEILINGS. 3. PROVIDE CCTV SYSTEM CIRCUITRY AS REQUIRED, BY MANUFACTURER FOR ALL CCTV CAMERAS TO TERMINATE AT CCTV CONTROLLER. ROUTE CIRCUITRY IN RACEWAY (3/4" MINIMUM) WHEREIN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLING ALLOWED IN ACCESSIBLE CEILINGS. 4. PROVIDE CLOCK SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL CLOCK DEVICES AND TERMINATE AT MASTER CLOCK CONTROLLER. ROUTE CIRCUITRY IN RACEWAY (3/4" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILING AND EXPOSED. OPEN CABLES ALLOWED IN ACCESSIBLE CEILINGS. 5, SUPPORT OPEN CABLES WITH J-HOOKS. i J i RECEIVED CITY OF -i'iSlG VIVA AUG 02 2019 PERMIT CFNTFR N rV FLOOR PLAN LEVEL 2 NORTH - FIRE ALARM, SECURITY, CLOCK �� SCALE: 1/4" =1'-0" R RrAIT ,PPR 0 Rev Date Issue I Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation ofthe Architect. N LU W z U Ln E.W, W WASFjj%'� w �� z > a F. 4 441� ss a w�' SS�ONAL ENC'` + rn F- U W F- Issue Phase 2 Construction Uj Permit r_ Date 8/2/19 kA Sheet Title FLOOR PLAN LEVEL 2 L NORTH - FIRE ALARM, SECURITY, CLOCK SHEET NOTES: Zi --- -------- I MASRJNK Y OW A SLES TO TELEVISION DEMARCATION BOARD. -E IN CONDUIT (11" EMT MINIMUM) WHERE IN ACCESSIBLE CEILINGS AND EXPOSED. OPEN N ACCESSIBLE CEILINGS, )NTROL SYSTEM CIRCUITRY AS REQUIRED BY R ALL ACCESS CONTROL DEVICES TO :SS CONTROL PANEL. ROUTE CIRCUITRY IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS 4 CABLING -ALLOWED INACCLtZ:,MLt: 1,t:1LINLIZI. 'EM CIRCUITRY AS REQUIRED BY R ALL CCTV CAMERAS TO TERMINATE AT CCTV E CIRCUITRY IN RACEWAY (3/4" MINIMUM) OVE NON -ACCESSIBLE CEILINGS AND 3LING ALLOWED IN ACCESSIBLE CEILINGS. STEM CIRCUITRY AS REQUIRED BY R ALL CLOCK DEVICES AND TERMINATE AT TROLLER. ROUTE CIRCUITRY IN RACEWAY (34' ZE IN WALLS, ABOVE NON -ACCESSIBLE CEILING 4 CABLES ALLOWED INACCESSIBLE CEILINGS. LES WITH J-HOOKS. ES: 4 CIRCUITRY TO PRE -ACTION DOUBLE INTERLOCK �RINKILER VALVE SYSTEM FOR VISION BY FIRE ALARM PRE -ACTION PANEL. REMENTS AND LOCATIONS WITH MECHANICAL. (A, J O� nECEIVEn CITY OF "Wil'WILA AUG 02 2019 L PERMIT CENTER IV FLOOR PLAN LEVEL 2 SOUTH - BASE - FIRE ALARM, SECURITY, CLOCK SCALE: 1/4" = V-0" - ZIPPA. IRev Date Issue I Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 2064431218 www.weinsteinau.com © 2018 Weinstein A+U -These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation Of the Architect. In W UJ z ILI UJ roc WA8 z 44199 0. IS1, Z) �SSIONAL -I- in U LIJ !Z 'I loil- Issue Phase 2 Construction UJ Permit F_ Date 8/2/19 VJ z Sheet Title FLOOR PLAN LEVEL 2 SOUTH - BASE - FIRE U.1 A RM, SECURITY, CLOCK e 4b E502S BASE MASUNKY V=i (C C SHEET NOTES: 1. HOMERUN ALL TV CABLES TO TELEVISION DEMARCATION BOARD. CABLES SHALL ROUTE IN CONDUIT (1- EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLING ALLOWED IN ACCESSIBLE CEILINGS. 2. PROVIDE ACCESS CONTROL SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL ACCESS CONTROL DEVICES TO TERMINATE AT ACCESS CONTROL PANEL. ROUTE CIRCUITRY IN RACEWAY WHEREIN WALLS, ABOVE NON -ACCESSIBLE CEILINGS —AND -EXPOSED. -OPEN CABLING -ALLOWED -IN ACCESSIBLE CEILINGS. 3. PROVIDE CCTV SYSTEM CIRCUITRY AS REQUIREC, BY MANUFACTURER FOR ALL CCTV CAMERAS TO TERMINATE AT CCTV CONTROLLER. ROUTE CIRCUITRY IN RACEWAY (314" MINIMUM) WHEREIN WALLS, ABOVE NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLING ALLOWED IN ACCESSIBLE CEILINGS. 4. PROVIDE CLOCK SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL CLOCK DEVICES AND TERMINATE AT MASTER CLOCK CONTROLLER. ROUTE CIRCUITRY IN RACEWAY (314" EMT MINIMUM) WHERE IN WALLS, ABOVE NON -ACCESSIBLE CEILING AND EXPOSED. OPEN CABLES ALLOWED IN ACCESSIBLE CEILINGS. 5. SUPPORT OPEN CABLES WITH J-HOOKS. nECrEIVEn CITY OF TUK.17ILA AUG 02 2019 p' PERMIT CENTER N n FLOOR PLAN LEVEL 2 SOUTH — ALT — FIRE ALARM, SECURITY, CLOCK SCALE: 1/4" = V-0" O REQUiR ' Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations vathout the approval and participation ofthe Architect. V-' BAR QV WA3lTt,/ T'C� Fe i 44199 01' �e0lST6RF'� �F+ �SSfONAL ENG`$ JURISDICTIONAL APPROVAL STAMP Issue Phase 2 Construction Permit Date 8/2/19 Sheet Title FLOOR PLAN LEVEL 2 SOUTH - ALT - FIRE ALARM, isc SECURITY, CLOCK qN -D�t E502S.Al V) ne Lu Z u 7A 0 Z Q m W Z) Ln t— U W N -17 ix 21 �C J ro I TO 120V SOURCE E 0z /--I'U1 UKt U111-U -IN JIAIUJ 11411(KVUUH-IN UNLY) sP /— FUTURE ELECTRONIC MAP (ROUGH -IN ONLY) ,.,,—ALERTING RED LIGHT, CORRIDOR �—ALERTING RED LIGHT, BUNK ROOM TO 120V CIRCUIT -"d-- TO 120V SOURCE ALERTING SYSTEM STATION CONTROLLER PAGING AMPLIFIER CABINET LIGHTING CONTROL SYSTEM STROBE LIGHT AT PHYSICAL TRAINING AND APARATUS BA ALERTING SYSTEM COLORED INDICATING LIGHTS -® SPEAKERS, SEE FLOOR PLAN FOR i QUANTITIES AND TYPES (TYP) S PAGING ZONE #1 -APPARATUS BAY S PAGING ZONE #2 - STATION OFFICES S PAGING ZONE #3 - COMMON AREAS S PAGING ZONE #4 - BUNK ROOMS © PAGING ZONE #5 - DOOR CHIME ALERTING MESSAGE SIGN. SEE FLOOR PLAN FOR .. -_ LOCATIONS AND QUANTITIES. BQ GRILL SOLENOID VALVE RANGE SOLENOID VALVE z GAS SOLENOID VALVE CONTROL PANEL T — TO MDF n ALERTING SCHEMATIC SHEET NOTES: 1. PROVIDE ALERTING SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL ALERTING SYSTEM DEVICES AND EQUIPMENT. ROUTE IN CONDUIT (3/4" EMT MINIMUM) WHERE IN WALLS, NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLES ALLOWED IN ACCESSIBLE CEILINGS. \ rl 7 N_ S �l3E�Eli1�iT CITY Oi!�TUMVILA ) t�^12� _ AUG 02 2019 ' PERMIT CENTER FLOOR PLAN LEVEL 1 NORTH - ALERTING SYSTEM SCALE: 1(4" = T-0" SEF IZ'% p:206-285-7228 I info@tf-wb.com Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com 0 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. w Z u y E.A& w F� a — m t � 4.4199 Q 47 £�rST1,E�E �� SS7oNAL 6NG, N H V w F Issue Phase 2 Construction LU Permit Date 812/19 ( f Sheet Title FLOOR PLAN LEVEL 1 NORTH - n't Lu ALERTING SYSTEM E60�et . 1 (T i SHEET NOTES: SYSTEM CIRCUITRY AS REQUIRED BY 2 ALL ALERTING SYSTEM DEVICES AND IN CONDUIT (314" EMT MINIMUM) WHERE IN >IBLE CEILINGS AND EXPOSED. OPEN CABLES 31BLE CEILINGS. =S: i TATUS INDICATOR. ROUGH -IN ONLY. 3OX AND CONDUIT TO ALERTING PANEL. 4TERFACE CONNECTION TO SHUT-OFF =REO SYSTEM UPON ACTIVATION OF oROVIDE REQUIRED CONTACTOR (120V) (TROLLED PAGING DATA TERMINAL =ACE WITH ALERTING PAGING SYSTEM. nEC CITY OF '- AUG IT" IV� A116 / �;u --- PERMF N FLOOR PLAN LEVEL 1 SOUTH - ALERTING SYSTEM 1 SCALE:1/4" =1'-0" Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other IocaGons without the approval and participation of the Architect. t/1 Z U 7A w 0 Z Q m ce D Ln h V w h ILA Issue Phase 2 Construction UJ Permit �. ER Date 8/2/19 ILA Sheet Title FLOOR PLAN b1_PAi,1ATF LEVEL 1 SOUTH - LU P �.k!iT Alqh ALERTING SYSTEM a j OVA RE 1) t RL.. MASUlVKY DIMS r SHEET NOTES: I. PROVIDE ALERTING SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL ALERTING SYSTEM DEVICES AND EQUIPMENT. ROUTE IN CONDUIT (3/4" EMT MINIMUM) WHERE IN WALLS, NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLES ^BILE CEILINGS. —S: (TROLLED PAGING DATA TERMINAL TO :RTING SYSTEM. WIPATH PDT3000. PPLY RATED AT 120V-12VDC. p: 206-285�7228 1 Info@tf.wb.com i Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com O 2018 Weinstein A+U - These documents have been prepared specifically for the above named project They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. 1. � to w z V tA w 0 z a m to I— U w h I PiEGtzil�lll7 Issue Phase 2 Construction LU CITY OF ILIKWILA AUG 02 2019 " Date Permit 8/2/19 (� N . PERMIT CENTER FLOOR PLAN LEVEL 2 SOUTH - BASE - ALERTING SYSTEM Sheet Title FLOOBASE- 1 SCALE:1/4" =1'-0" SEPARA PERSIT LEVEL t 2 SOUTH -BASE - ALERTING SYSTEM Uj k'pioWf LE6ft2S 3: BASE BID MAJUNKYWMJ I m o a SHEET NOTES: 1. PROVIDE ALERTING SYSTEM CIRCUITRY AS REQUIRED BY MANUFACTURER FOR ALL ALERTING SYSTEM DEVICES AND EQUIPMENT. ROUTE IN CONDUIT (3/4" EMT MINIMUM) WHERE IN WALLS, NON -ACCESSIBLE CEILINGS AND EXPOSED. OPEN CABLES ALLOWED IN ACCESSIBLE CEILINGS. FLAG NOTES: ' I2I VOLUME CONTROL FOR ALERTING SPEAKER. VOLUME CONTROL FOR ALERTING SPEAKERS AT CORRIDOR. i nECEIVEFI CITY OF T ifMVILE i T % AUG 02 2019 PERMIT CENTEF N FLOOR PLAN LEVEL 2 SOUTH - ALT - ALERTING SYSTEM Kd�l'I FLOOR = I'4' SEPAR PERMIT APPRM Rev Date Issue I Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 443 1218 www.weinsteinau.com © 2018 Weinstein MU - These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or In other locations without the approval and participation of the Architect. JURISDICTIONAL APPROVALSTAMP Issue Phase 2 Construction Permit Date 812119 Sheet Title FLOOR PLAN LEVEL 2 SOUTH -ALT- 'E ALERTING SYSTEM �N t, oL an I'%- 1. EITHER 120VOLT TRIPS SHUNT TRIP WHEN IN ALARM, DETECTORS DO NOT CONNECT TO FA SYSTEM 120 VOLT DEDICATED CIRCUIT PROVIDE LABEL ON ELEVATOR DISCONNECT 'SHUNT TRIP POWER CIRCUIT XXX' INDICATOR LIGHT ON WHEN POWER IS AVAILABLE FAILURE OF LAMP DOES NOT REMOVE POWER FROM HEAT DETECTOR LIGHT CCT ' LOCK OFF - SWITCH FOR ELEVATOR LIGHTS CIRCUIT BREAKER —� FOR ELEVATOR LIGHT CIRCUIT, 20/1 T 0 2R o� NO HEAT DETECTOR AT TOP OF SHAFT IF SHAFT IS NOT SPRINKLERED CONNECT ALL SPRINKLER SWITCHES AT SHAFT AND MACHINE ROOM 24V DC TO FA SYSTEM MACHINE ROOM 12oV _ �--SIGNAL FROM SHAFT OR MACHINE ROOM INITIATES RECALL 1 'RECALL' OR 'ALTERNATE FLOOR', ALL CONTROLS BY ELEVATOR INSTALLE \-ALL RECEPTACLES IN ROOM GFI TYPE LEVATOR ELEVATOR LIGHTS IT TRIP CIRCUIT BREAKER LINE 5 ELEVATOR CONTROL DIAGRAM NTS PANEL SMP TO PANEL MOPE (SEE ONE LINE) SHAFT r CONTROL RELAY BOX / NEMA 3R I� (TYP FOR 31 TO SNOW MELTING MAT (SEE ONE LINE) PIT TO SNOW MELTING MAT (SEE ONE LINE) TO SNOW MELTING MAT (SEE ONE LINE) )SENSOR CONTROL BOX THERMOSTAT CONTROL NEMA3R SNOW MELTING EQUIPMENT POWER DIAGRAM %P NTS MAIN LEVEL ELEVATOR LOBBY PIT RECEPTACLE AND LIGHT ON DEDICATED CIRCUIT. GFI RECEPTACLE GROUNDING CONDUCTOR UNGROUNDED CONDUCTOR A/C OPTICUM 794M EMITTER CABLE SUPPLIED WITH EMITTER, MAXIMUM LENGTH EMERGENCY BATTERY PROVIDE CONTROLLERS FOR ALL 25 FEET. DO NOT SPLICE FIXTURES CIRCUITS SHOWN ON SCHEDULE. MARK CEILING TILE. CONDUIT (TYP) JUNCTION BOX TO EACH LIGHT FIXTURE CTL 120V TO 12V D/C 5 AMP POWER SUPPLY 1201277V N INGRAM PART #PSD60-12 _ LV 0-1 OVDC EM TYPICAL TRANSFER $ $ 120/277V 120/277V CCT DEVICE WHERE EMERGENCY CIRCUITS TIME DELAY 0-10VDC RELAY/DELAY OFF 1 ra r1 "J VJ LV MMACROACROMATIC RELAY 120/277V N PART # TR-51622-13 Pc PC Lv AND SOCKET PART 0-10VDC #OCKE D F— NETWORK - OTHER 0-10VOC FOR 0-10VDC IN SEPARATE CONTROLLERS DIMMING FIXTURES CONDUIT OR OPEN ABOVE CEILING. PLENUM GROUNDED C WHERE REQUIR DRATED CONDUCTOR A/C C 12oV 120V RATED GREEN RECEPTACLE WITH MOMENTARY "SWITCHED" LABEL SWITCH PCL CTL PROVIDE PLUG CONTROLLERS FOR ALL LOCATED AT OTHER CONTROLLERS CIRCUITS SHOWN ON SCHEDULE. MARK APPARATUS BAY CEILING TILE. TRAFFIC SIGNAL EMITTER WIRING DIAGRAM J NTS �1#4/0 B.C. TO BLDG. GROUND CPI CHATSW❑RTH 4X10 GROUND BUS BAR KIT W/ WALL MOUNTING BRACKETS AND INSULATORS #10622-010 :A \ GROUND BAR ASSEMBLY NITS 1 TYPICAL LIGHTING CONTROL DETAIL NITS M R1 TIMER 0.0 TO 2 MIN ADJUSTABLE OFF DELAY R2 CONTROL ON/OFF NO DELAY R4 GAS SOLENOID ON/OFF NO DELAY R3/ COOKTOP, OVEN, ON/OFF NO DELAY R4 BBQ SOLENOID HOLDING CONTACT Ct DISPATCH 600V120A/3 POLE DEFINITE STROBE PURPOSE CONTRACTOR SQUARE D CLASS 8910 C2 RANGE 120V/20A/1 POLE/NEMA CONTRACTOR SIZE 21N SEPARATE NEMA 1 ENCLOSURE. SQUARE D CLASS 8502 RELAY R1 TO BE SQUARE D CLASS 9050-JCK70 TIMING RELAY, SET FOR TIME DELAY ON DROP OUT AT 2 MINUTES. OTHER RELAYS TO BE SQUARE D CLASS 8501. RUN 2-CONDUCTOR CONTROL ALERTING SYSTEM CONTROLLER. MOUNT RELAYS IN 1WX18"X4" MINIMUM DEEP HINGED RELAY CABINET. PROVIDE 100VA MINIMUM 120/24V CONTROL POWER TRANSFORMER & SA FUSES. N 120 24V R1 LOCUTION —� LED LIGHTS ALERTING TDDO SYSTEM �R2 R1 C1 TDDO DISPATCH �� �DSTROBES R3 R2 R3 RESET R3 3HBLITTON GAS RANGE SOLENOID R4 R2 R4 RESET R4 'USHBUTTON r GAS BBQ GRILL SOLENOID R3 C2 � C GAS RANGE RE -STRIKE IGNITION POWER GAS RANGE AND BBQ GRILL CONTROL RELAY PANEL DIAGRAM NTS nE:C,tF1%1En CITY CF '1 UK%VIL AUG 02 2019 PERMIT CENTE Rev Date Issue ' Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 443 1218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been prepared specifically for the above named Project. They are not suitable for use on olherprojects or in other locations without the approval and participation of the Architect. E'A wAs�.���F ti '1 P� k 44199 .o ...'�'SgjQNAL JURISDICTIONAL APPROVAL STAMP A Issue Phase 2 Construction Permit R Date 8/2/19 Sheet Title DETAILS SE ORATE Ln d' w z 0 LA LU z co CO 04 Ln ne V V �j I LIGHTING CONTROL SCHEDULE ("LVR" ) CIRCUIT !SWITCH "RELAY "CONTROL A-1 1 EXTERIOR -PHOTOCELL, TIMER A-3 i2 EXTERIOR -PHOTOCELL, TIMER A-5 i3 EXTERIOR -PHOTOCELL, TIMER A-7 4 "EXTERIOR PHOTOCELL, TIMER A-7 5 EXTERIOR -PHOTOCELL, TIMER A-11 6 LV SWITCH DAYLIGHT SENSOR OCC SENSOR ALERTING A-13 7 LV SWITCH, DAYLIGHT, SENSOR, OCC SENSOR, ALERTING - A-15 18 LV SWITCH, DAYLIGHT SENSOR OCC SENSOR ALERTING A-25 19 -- 1 LV SWITCH DAYLIGHT SENSOR OCC SENSOR ALERTING 10 SPARE ;11 - - ------'',SPARE 'SPARE 112 113 (SPARE 14 SPARE 15 SPARE 16 SPARE - 17 SPARE- 1-8 SPARE--- 19 SPARE 20 (SPARE 21 SPARE 22 SPARE ------------ 23 SPARE _ 24 SPARE - 25 I SPARE 26 1SPARE 27 +SPARE 28 SPARE 29 SPARE 32 SPARE - 33 SPARE --- _ 34 SPARE 35 TO 48 SPARES oEs MECHANICAUPLUMBING EQUIPMENT SCHEDULE ELECTRICAL DATA ELECTRICAL CONNECTION CONNECTION REMARKS i EQUIPT W/KW/HP VOLTS PHASE AMPS IDU-1.1 0.07 KVA 208 1 0.34 DISC. SW. IDU-1.2 0.07 KVA 208 1 0.34 DISC. SW. IDU-1.3 0.07 KVA 208 1 0.34 DISC. SW. IDU-1.4 0.07 KVA 208 1 0.34 DISC. SW. IDU-1.5 0.07 KVA 208 1 0.34 DISC. SW. IDU-1.6 0.07 KVA 208 1 0.34 DISC. SW. IDU-1.7 0.07 KVA 208 1 0.34 DISC. SW. IDU-1.8 0.07 KVA 208 1 0.34 DISC. SW. IDU-1.9 0.08 KVA 208 1 0.39 DISC. SW. IDU-1.10 0.08 KVA 208 1 0.39 DISC. SW. IDLI411 0.47 KVA 208 1 2.25 DISC. SW. IDU-1.12 0.69 KVA 208 1 3.33 DISC. SW. IDU-2.1 0.07 KVA 208 1 0,34 DISC. SW. IDU-2.2 0.47 KVA 208 1 2.25 DISC. SW. IDU-2.3 10,69 KVA 208 1 3.33 DISC. SW. IDU-2.4 0.08 KVA 208 1 0.39 DISC. SW. IDU-2.5 0.08 KVA 208 1 0.39 DISC. SW. IDU-2,6 0.47 KVA 208 1 2.25 DISC. SW. IDU-2.7 0.07 KVA 208 1 0.34 DISC. SW. IDU-2.8 0.07 KVA 208 1 0.34 DISC, SW. IDU-2.9 0.07 KVA 208 1 0.34 DISC. SW. IDU-2.10 0.07 KVA 208 1 0.34 DISC. SW. IDU-2.11 0.47 KVA 208 1 2.25 DISC. SW. IDU-2.12 0.47 KVA 208 1 2.25 DISC. SW. IDU-2.13 0.21 KVA 208 1 1 DISC. SW. ODU-1 MOD1 VRF 15.12 KVA 208 3 42 DISC. SW. ODUA MOD2 VRF 15.12 KVA 208 3 42 DISC. SW. ODU-2 MOD1 VRF 15.12 KVA 208 3 42 DISC. SW. ODU-2 MOD2 VRF 15,12 KVA 208 3 42 DISC. SW. ODU-3 3,56 KVA 208 1 17.1 DISC. SW. HRV-1.1 0.75 KVA 208 1 3.6 DISC. SW. ----3- "DISC: SW. HRV-2A 0.75 KVA 208 1 3.6 DISC. SW. HRV-2.2 0.75 KVA 208 1 3.6 DISC. SW. HRV-2.3 0,75 KVA 208 1 3.6 DISC. SW. BC-1.1 (5.34 KVA 208 1 1.63 DISC. SW. BC42 0.13 KVA 208 1 0.64 DISC. SW. BC-2 0.34 KVA 208 1 1.63 DISC. SW. RHRV 66.6 KVA 208 3 185 DISC. SW. 200A/3 MOCP CF-1 100 W 120 1 J. BOX/HARDWIRED NOTES CF-2 100 W 120 1 J. BOXIHARDWIRED NOTE 5 CF-3 100 W 120 1 J. BOX/HARDWIRED NOTE 5 CF-4 100 W 120 1 J. BOXJHARDWIRED NOTE 5 EF-1 250 W 120 1 DISC. SW./STARTER NOTE 2 EF-2 500 W 120 1 DISC. SW./STARTER NOTE 2 EF-3 50 W 120 1 DISC. SW.ISTARTER NOTE 2 i EF-4 250 W 120 1 DISC. SWJSTARTER NOTE 2 EF-5 500 W 120 1 DISC. SW./STARTER NOTE 2 EF-6 50 W 120 1 DISC. SW./STARTER I NOTE 2 EF-7 50 W 120 1 DISC. SWJSTARTER I NOTE 2 EF-8 3/4 HP 208 3 3.5 DISC. SWJSTARTER INOTE 2 EF-9 314 HP 120 1 13.8 DISC. SW./STARTER NOTE 2 KEF 1/3 HP 120 1 7.2 DISC. SW./STARTER NOTE 2 UH-1 0,47 KVA 120 1 3.9 DISC. SW. UH-2 0.47 KVA 120 1 3.9 DISC. SW. UH-3 0.47 KVA 120 1 3.9 DISC. SW. UH-4 0.47 KVA 120 1 3.9 DISC. SW. EUH-1 2.0 KW 208 1 DISC. SW. EUH-2 1.5 KW 208 1 DISC. SW. EUH-3 1.5 KW 208 1 DISC. SW. EUH-4 1.5 KW 208 1 DISC. SW. EUH-5 2.0 KW 208 1 DISC. SW. EUH-6 1.5 KW 208 1 DISC. SW. EUH-7 1.5 KW 208 1 DISC. SW. VEF 7.5 HP 208 3 24.2 DISC. SW. NEDERMAN RAIL 1 HP 208 1 DISC. SW. COMP-1 5.0 HP 208 3 16.7 DISC. SW. DFB-1 370 W 120 1 GFCI RECEPTACLE DHWH-1 0.6 KVA 120 1 5 DISC. SW. DHWH-2 0.6 KVA 120 1 5 DISC. SW. DHWCP 1/4 HP 115 1 5.8 DISC. SW. EXTRACTOR 3 HP 208.0 3 10.6 DISC. SW. BREATHING AC 20 HP 208 3 59.4 DISC. SW. NOTES: 1) COORDINATE FINAL EQUIPMENT LOCATIONS AND POWER REQUIREMENTS WITH MECHANICAUPLUMBING EQUIPMENT SUPPLIERS. 2) PROVIDE MOTOR STARTER/CONTROLLER AND DISCONNECT SWITCH, 3) CONTROLLED BY LINE VOLTAGE THERMOSTAT. PROVIDE REQUIRED CONTACTOR RELAYS. 4) PROVIDE INTERFACE WIRING AND DRY CONTACT RELAY AT RESPECTIVE GARAGE DOOR CONTROLLER TO INTERLOCKED WITH TUBE HEATERS SUCH THAT WHEN THE RESPECTIVE DOOR OPENS AT APP BAY THE TUBE HEATER WILL TURN OFF, WHEN THE DOOR SHUTS THE TUBE HEATER WILL AUTOMATICALLY RESTART. REFER AND COORDINATE WITH MECHANICAL FOR SEQUENCE OF OPERATION. 5) PROVIDE CONTROL WIRING FROM CEILING FAN TO SWITCH. 1 ) /`71 /�0, 1 y02, REGF_IVED CITY OF TUKWILA AUG 02 2019 PERMIT CENTER PS: RNM APPR REQU ' Rev Date Issue I Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 4431218 www.weinsteinau.com © 2018 Weinstein AU -These documents have been prepared specifically for the above named project. They are not suitable for use on other projects or in other locations without the approval and participation of the Architect. Ln 04 LU Z U 7A w 0 Z Q m ce Z) to F- U w F U Q Issue Phase 2 Construction Permit Date 812/19 (f Sheet Title MECH SCHEDULE, LIGHTING RELAY LLJ ATC SCHEDULE S` i PANEL B I SECTION VOLTS 208 /120 f 3 PHASE, 4 WIRE, WYE PANEL SMP VOLTC l WYE PANEL MOP VOLTS 208 /120 3 PHASE, 4 WIRE, WYE LOCATION ELEC ROOM AMPS 225 MLO LOCATION COURTYARD AMPS 225 MAIN w Rau., _.._ _� q WIRE. LOCATION ELEC ROOM AMPS 1000 MAIN CIRCUIT BREAKER MOUNTING SURFACE MOUNTING SURFACE MOUNTING SURFACE AIC 42,000 GROUND BUS AIC 22,000 GROUND BUS AIC 65,000 GROUND BUS FED FROM PANEL MOPE PROVIDE SURGE PROTECTOR FED FROM PANEL MOPE FED FROM PSE TRANSFORMER SERVICE ENTRANCE LABEL CCT CCT DESCRIPTION LOAD I CCT CCT DESCRIPTION LOAD CCT CCT DESCRIPTION LOAD CCT CCT DESCRIPTION LOAD NO. BRKR KVA NO, BRKR KVA NO. BRKR KVA I NO. BRKR KVA CCT CCT DESCRIPTION LOAD CCT I CCT DESCRIPTION LOAD NO, BRKR KVA NO, BRKR KVA 1 30/2 MELTING MAT 5.00 2 30/2 MELTING MAT 5.00 1 225/3 PANEL C 43.66 2 800/3 PANEL MOPE 273.55 3 1 0.00 4 1 0.00 3 4 1 15/2 IDU-I 0.07 2 30/3 SURGE PROTECT 0.00 5 30/2 MELTING MAT 5.00 6 30/2 MELTING MAT 5.00 5 6 ( 3 1 0.00 4 0.00 7 ( 0.00 8 1 0.00 7 100/3 SPARE 0.00 8 80/3 SCBA COMP 5 15/2 IDU-2 0.07 6 ' 0.00 9 30/2 MELTING MAT 5.00 10 30/2 MELTING MAT 5.00 9 10 7 1 0.00 8 15/2 IDU-11 0.47 11 1 0.00 12 1 0.00 If I 12 I 9 15/2 IDU-3 0.07 10 1 0.00 13 30/2 MELTING MAT 5.00 14 30/2 MELTING MAT 5.00 13 100/3 SPARE 0.00 14 100/3 SPACE 0.00 11 0.00 I2 IS/2 IDU-12 0.00 15 0.00 16 0.00 15 16 13 15/2 IDU-4 0.07 14 1 0.00 17 30/2 MELTING MAT 5.00 18 30/2 MELTING MAT 5.00 17 I 18 I 15 1 0.00 16 15/2 IDU-13 0.00 19 1 0.00 20 1 0.00 19 20/1 SPACE 0.00 20 30/3 SPD 0.00 17 15/2 IDU-5 0.07 18 1 0.00 21 30/2 MELTING MAT 5.00 22 SPACE MELTING MAT 5.00 21 20/1 SPACE 22 19 1 0.00 20 20/2 AC-ODU 2.50 23 1 0.00 24 SPACE 0.00 23 20/I SPACE 24 I 21 15/2 IDU-6 0.07 22 1 0.00 25 20/I SPACE 0.00 26 20/1 SPACE 0.00 25 20/I SPACE 0.00 26 20/I SPACE 0.00 23 1 0.00 24 15/2 BC -I 0.22 27 20/I SPACE 0.00 28 20/I SPACE 0.00 - 27 20/1 SPACE 0.00 - 28 20/I SPACE 0.00 _, 25 15/2 IDU-7 0.07 26 1 0.00 29 20/1 SPACE 0.00 30 20/1 SPACE 0.00 29 20/I SPACE 0.00 30 20/1 SPACE 0.00 27 1 0TOG_ 28 20/1 EF-7 0:86 31 20/1 SPACE 0.00 32 -20/1 SPACE 0,00 -- 31 20/1 SPACE 0100 32 20/1 SPACE 0.00 29 15/2 IDU-8 0.08 30 20/1 EF-8 0.70 33 20/1 SPACE 0.00 34 20/1 SPACE 0.00 33 20/1 SPACE 0.00 34 20/1 SPACE 0.00 31 1 0.00 32 20/1 RECEPTS 0.36 35 20/1 SPACE 0.00 36 20/1 SPACE 0.00 35 20/I SPACE 0.00 36 20/1 SPACE 0.00 33 15/2 IDU-9 0.08 34 20/1 RECEPTS 0.36 37 20/1 SPACE 0.00 38 20/1 SPACE 0.00 37 20/1 SPACE 0.00 38 20/1 SPACE 0.00 35 1 0.00 36 20/1 DAMPERS 0.20 39 20/1 SPACE 0.00 40 20/I SPACE 0.00 39 20/1 SPACE 0.00 40 20/1 SPACE 0.00 37 15/2 IDU-10 0.69 38 20/3 EXTRACTOR 0.00 41 20/1 SPACE 0.00 1 42 20/1 SPACE 0.00 41 20/1 SPACE 0100 42 20/1 SPACE 0.00 39 1 0.00 40 I 0.00 CONNECTED LOAD DEMAND FACTOR DEMAND LOAD CONNECTED LOAD DEMAND FACTOR DEMAND LOAD 0.00 41 20/1 SPARE 0.00 42 0.00 43 15/2 HRV-1 0.75 44 20/2 EUH-I 2.00 KVA KVA AMPS KVA KVA AMPS 45 1 0.00 46 1 0.00 47 I5/2 HRV-2 0.75 48 20/1 CF-3/CF-4 0,50 LIGHTS 0.00 125% 0.00 0.00 LIGHTS 7,83 1257 9.79 27.18 49 1 0.00 50 20/2 GATE OPERATOR 0,00 RECEPTACLES 0.00 1007. 0.00 0.00 RECEPTACLES 43.20 1007. 43.20 119.91 51 20/2 HVAC CONTROL 0.50 52 ( 0.00 HEATING 30.00 1007 30.00 83.27 HEATING 42.10 100% 42.10 116.86 53 1 0.00 54 20/1 SPARE 0.00 LARGEST MOTOR 0.00 1257. 0.00 0.00 LARGEST MOTOR 17.42 125% 21.78 60.44 55 40/2 EV CHARGING 0.00 56 20/2 GATE OPERATOR 0.00 OTHER MOTORS 0.00 100% 0.00 0.00 OTHER MOTORS 91.00 100% 91.00 252.59 57 1 0.00 58 1 0.00 MISCELLANEOUS 30.00 1007. 30.00 83.27 MISCELLANEOUS 137.00 100% 137.00 380.27 59 40/2 EV CHARGING 0.00 60 20/2 BATT CHGR 1.20 KITCH. APPLIANCES 0.00 100% 0.00 0100 KITCH. APPLIANCES 0.00 100% 0.00 0.00 61 1 0.00 62 1 0.00 63 30/2 DRYER 5.00 64 20/2 BATT CHGR 1.20 60.00 60,00 166.54 338.55 344,87 957,25 65 ( 0.00 66 1 0.00 67 30/2 DRYER 0.00 68 20/I RECEPTS 0.18 69 1 0.00 70 20/I RECEPTS 0.36 71 20/1 WASHER 0.00 72 20/1 RECEPTS 0.54 73 20/1 WASHER 0.00 74 20/I RECEPTS 0.00 75 20/1 RECEPTS 0.43 76 20/I RECEPTS 0.00 77 20/1 RECEPTS 0.18 78 20/I RECEPTS 0.18 PANEL MOPE VOLTS 208 /120 3 PHASE, 4 WIRE, WYE 79 20/1 RECEPTS 0.18 80 20/2 EUH-I 0.00 LOCATION ELEC ROOM AMPS 800 MAIN CIRCUIT BREAKER 81 50/2 RANGE 0.00 82 1 0.00 PANEL EL VOLTS 240 /120 1 PHASE, 3 WIRE MOUNTING SURFACE 83 1 0.00 84 20/1 FSD 0.40 LOCATION ELEC MACH RM AMPS 50 MAIN CIRCUIT BREAKER AIC 65,000 GROUND BUS 85 20/1 GAS SOL PNL 1,00 86 20/1 FSD 0.80 MOUNTING SURFACE FED FROM PANEL MDP 87 15/2 HRV-3 0.75 88 20/1 SPARE 0.00 AIC 22,000 GROUND BUS CCT CCT DESCRIPTION LOAD CCT CCT DESCRIPTION LOAD 89 1 0.00 90 20/1 SPARE 0.00 FED FROM PANEL MDPE NO. BRKR KVA NO. BRKR KVA 91 20/1 SPARE 0.00 92 20/1 SPARE 0,00 CCT CCT DESCRIPTION LOAD CCT CCT DESCRIPTION LOAD 93 20/1 SPARE 0.00 94 20/1 SPARE 0.00 NO. BRKR KVA I NO. BRKR KVA 1 225/3 PANEL A 50.79 2 400/3 PANEL M 51.37 95 20/1 SPARE 0.00 96 20/1 SPARE 0.00 3 I 4 I 9.54 1 20/1 LIGHTS 0.10 2 20/1 CAB LTS & FAN 1.00 5 6 3 20/1 RECEPTS 0,36 4 20/I SUMP PUMP 0.86 7 225/3 PANEL B 23.91 8 30/3 SPD 5 20/1 0.00 6 20/2 BATT CHARGER 2.00 9 1KVA 10 I CONNECTED LOAD DEMAND FACTOR DEMAND LOAD 7 20/1 0.00 8 ( 0.00 11 KVA AMPS 9 20/1 0.00 10 20/1 0.00 13 60/3 ELEVATOR 16.56 14 50/2 PANEL EL 4.32 II 20/1 0.00 12 20/1 0.00 I 6 ' LIGHTS 0.00 125% 0.00 0.00 CONNECTED LOAD DEMAND FACTOR DEMAND LOAD 115 7 IS SPACE RECEPTACLES 2.52 1007 2.52 6.99 19 200/3 RHRV 66.60 20 225/3 PANEL SMP 60,00 HEATING 2.00 1007. 2.00 5.55 KVA KVA AMPS 21 22 1 LARGEST MOTOR 0.00 1257. 0.00 0.00 23 24 1 OTHER MOTORS 5.87 100% 5.87 16.29 LIGHTS 0.10 125% 0.13 0.52 25 100/3 SPARE 0.00 26 100/3 SPACE 0.00 MISCELLANEOUS 13.52 1007. 13.52 37.53 RECEPTACLES 0.36 100% 0.36 1.50 27 I 0.00 28 I 0.00 KITCH, APPLIANCES 0.00 657 0.00 0.00 HEATING 0.00 100% 0.00 0.00 29 0.00 30 0.00 LARGEST MOTOR 0.86 125% 1.08 4.48 31 20/1 SPACE 0.00 32 20/1 SPACE 0.00 OTHER MOTORS 0.00 100% 0.00 0.00 33 20/1 SPACE 0.00 34 20/1 SPACE 0.00 23.91 23.91 66.37 MISCELLANEOUS 3.00 100% 3.00 12.50 35 20/1 SPACE 0.00 36 20/1 SPACE 0.00 KTCH. APPLIANCES 0,00 100% 0.00 0.00 37 20/1 SPACE 0.00 38 20/1 SPACE 0100 39 20/1 SPACE 0.00 40 20/1 SPACE 0.00 4.32 4.56 19,00 41 20/1 SPACE 0.00 1 42 20/1 SPACE 0.00 CONNECTED LOAD DEMAND FACTOR DEMAND LOAD 0,00 KVA KVA AMPS LIGHTS 7.83 125% 9.79 27.18 PANEL M I SECTION VOLTS 208 /120 3 PHASE, 4 WIRE, WYE RECEPTACLES 25.56 100% 25.56 70.95 LOCATION SHOP AMPS 400 MLO HEATING LARGEST MOTOR 42.10 17.42 100% 1257 42.10 21.78 116.86 60.44 MOUNTING SURFACE PANEL C I SECTION VOLTS 208 /120 3 PHASE, 4 WIRE, WYE OTHER MOTORS 91.00 100% 91.00 252.59 AIC 22,000 GROUND BUS LOCATION ELEC ROOM AMPS 225 MLO MISCELLANEOUS 89.64 100% 89.64 248.82 FED FROM PANEL MOPE PROVIDE SURGE PROTECTOR MOUNTING SURFACE KITCH. APPLIANCES 0.00 100% 0100 0.00 NOTE: *-DENOTES GFCI TYPE BREAKER AIC 42,000 GROUND BUS FED FROM PANEL MOPE PROVIDE SURGE PROTECTOR 273.55 279.87 776.83 CCT CCT DESCRIPTION LOAD I CCT CCT DESCRIPTION LOAD NOTE: *-DENOTES AFCI TYPE BREAKER NO. BRKR KVA NO, BRKR KVA CCT CCT DESCRIPTION LOAD CCT CCT DESCRIPTION LOAD 1 20/I CF-I/CF-2 0.50 2 30/3 SURGE PROTECT 0,00 NO. BRKR KVA NO. BRKR KVA 3 20/1 UH-2 0.55 4 0,00 5 20/1 UH-3 0.55 6 0,00 1 20/1 RECEPTS 0.18 2 30/3 SURGE PROTECT 0.00 7 20/1 DAMPERS 0.20 8 20/I* REC-DROP CORD 1.00 3 20/1 RECEPTS 0.18 4 0.00 9 20/1 RECEPTS 0.18 10 30/1* REC-DROP CORD 1,50 5 20/I RECEPTS 0.18 6 0.00 11 20/1 RECEPTS 0.54 12 30/1* REC-DROP CORD 1.50 7 20/I RECEPTS 0.18 8 20/I FACP 1.00 PANEL A I SECTION VOLTS 208 /120 3 PHASE, 4 WIRE, WYE 13 20/1 RECEPTS 0.36 14 30/1* REC-DROP CORD I,50 9 20/1 RECEPTS 0.18 10 20/I ACCESS HE 1.00 LOCATION ELEC ROOM AMPS 225 MLO I5 20/1 RECEPTS 0.36 I6 30/1* REC-DROP CORD 1,50 11 20/1 RECEPTS 0.18 12 20/I CCTV HE 1.00 MOUNTING SURFACE 17 20/1 RECEPTS 0.36 18 20/1* REC-DROP CORD 1.00 13 20/I RECEPTS 0.18 14 20/I LVR PANEL 1.00 AIC 42,000 GROUND BUS 19 20/2 EUH-I 2.00 20 20/3 EF-6 1.26 15 20/1 RECEPTS 0.18 16 20/1 CLOCK SYSTEM 1.00 FED FROM PANEL MOPE PROVIDE SURGE PROTECTOR 21 1 0.00 22 I 0.00 17 20/f RECEPTS 0.18 18 20/1 ALERTING PNL 1.00 NOTE: *-DENOTES AFCI TYPE BREAKER 23 20/2 EUH-2 2.00 24 0.00 19 20/1 RECEPTS 0.18 20 20/1 AUTO DOOR 0.60 25 1 0.00 26 30/3 VEF 0.00 21 20/I RECEPTS 0.18 22 20/1 FUEL DISP 1.50 CCT CCT DESCRIPTION LOAD CCT CCT DESCRIPTION LOAD 27 20/2 EUH-3 2.00 28 0.00 23 20/1 RECEPTS 0.18 24 20/1 FUEL DISP 1.50 NO. BRKR KVA I NO. BRKR KVA 29 1 0.00 30 0.00 25 20/2 RECEPTS 0.18 26 20/2 FUEL CONTROL 2.00 31 20/2 EUH-4 1.00 32 20/I CONTROL PNL 1.00 27 1 RECEPTS 0.18 28 1 0.00 1 20/I LIGHTS 0.97 2 30/3 SURGE PROTECT 0,00 33 1 0.00 34 20/I SPARE 0.00 29 20/1 RECEPTS 0.18 30 20/I FM200 1.00 3 2o/I LIGHTS 0,43 4 0.00 35 20/2 EUH-5 0.00 36 20/2 SPARE 0.00 31 20/1 RECEPTS 0.36 32 20/1 RECEPTS 0.36 5 20/I LIGHTS 0.53 6 I 0.00 37 1 0.00 38 1 0.00 33 20/1 RECEPTS 0.36 34 20/I RECEPTS 0.36 7 20/I LIGHTS 0,29 8 20/I FACP 1.00 39 20/2 EUH-6 0.00 40 20/I SPARE 0.00 35 20/1 DOOR BUZZER 0.20 36 20/I RECEPTS 0.36 9 20/1 LIGHTS 0.77 10 20/I ACCESS HE 1.00 41 1 0.00 42 20/I RECEPTS 0.36 37 20/1 RECEPTS 0.36 38 20/I RECEPTS 0.36 11 20/1 LIGHTS 0.50 12 20/I CCTV HE 1.00 43 20/I RECEPTS 0.72 44 20/1 RECEPTS 0.36 39 20/I FIRE STROBE 0.20 40 20/I RECEPTS 0.36 13 20/1 LIGHTS 0,80 14 20/I LVR PANEL 1.00 45 20/I CO & NO2 0.20 46 20/1 RECEPTS 0.36 41 20/I SMOKE DETECTO 0.12 42 20/I RECEPTS 0.72 15 20/1 LIGHTS 0.90 16 20/I CLOCK SYSTEM 1.00 47 25/I EF-9 0.00 48 20/1 RECEPTS 0.36 43 20/I* RECEPTS* 0.54 44 20/I RECEPTS 0.72 17 20/1 LIGHTS 0.34 18 20/I ALERTING PNL 1.00 49 20/I EF-2 0.60 50 20/1 RECEPTS 0190 45 20/I* RECEPTS* 0.54 46 20/1 RECEPTS 0.72 19 20/1 LIGHTS 0.71 20 20/I AUTO DOOR 0,60 51 20/I EF-3 0.10 52 20/1 RECEPTS 0.72 47 20/I* RECEPTS* 0.54 48 25/I COFFEE MAKER 1.50 21 20/I LIGHTS 0.60 22 20/I FUEL DISP 1.50 53 20/1 EF-5 0.20 54 20/2 MAGNA-RAIL 1.00 49 20/I* RECEPTS* 0.54 50 20/1 SOLENOID/IGN 0.20 23 20/1 LIGHTS 0.90 24 20/I FUEL DISP 1.50 55 20/I EF-4 0.00 56 1 0.00 51 20/I* RECEPTS* 0.54 52 20/1 RECEPTS 0.18 20/2 BLOCK HEATER 2.00 26 20/2 FUEL CONTROL 2.00 57 25/I EF-I 0.00 58 20/2 MAGNA-RAIL 1.00 53 20/1* RECEPTS* 0.54 54 20/1 RECEPTS 0.18 27 0.00 28 1 0.00 59 20/I SPARE 0.00 60 1 0100 55 20/I RECEPTS 0.18 56 20/1 RECEPTS 0.54 29 20/I BATT CHARGER 1.00 30 20/1 FM200 1.00 61 20/I RECEPTS 0.72 62 20/3 SPARE 0.00 57 20/I RECEPTS 0.18 58 20/1 RECEPTS 0.54 31 20/I RECEPTS 0.36 32 20/I RECEPTS 0.36 63 20/I RECEPTS 0.72 64 ! 0.00 59 20/I RECEPTS 0.18 60 20/I RECEPTS 0.72 33 20/1 RECEPTS 0.36 34 20/I RECEPTS 0.36 65 20/1 REFRIG 0.50 66 0.00 61 20/1 RECEPTS 0.72 62 20/1 RECEPTS 0.18 35 20/1 DOOR BUZZER 0.20 36 20/1 RECEPTS 0.36 67 20/1 RECEPTS 0.36 68 30/3 COMP-1 6,01 63 20/1 RECEPTS 0.90 64 20/I RECEPTS 0.18 37 20/1 RECEPTS 0.36 38 20/I RECEPTS 0.36 69 20/1 RECEPTS 0.18 70 I 0.00 65 20/1 RECEPTS 0.90 66 20/I HOOD 1.00 39 20/1 FIRE STROBE 0.20 40 20/I RECEPTS 0,36 71 20/1 RECEPTS 0.36 72 0.00 67 20/1 RECEPTS 0.72 68 20/I DISHWASHER 1.20 41 20/1 SMOKE DETECTO 0.12 42 20/I RECEPTS 0.72 73 25/1 GARAGE DOOR 1.66 74 20/I DHWH-I 0.60 69 20/1 REFRIG 1.50 70 20/1 RECEPTS 0.18 43 20/I* RECEPTS* 0.54 44 20/I RECEPTS 0.72 75 25/1 GARAGE DOOR 1.66 76 20/I DHWH-2 0.60 71 20/1 REFRIG 1.50 72 20/I INSTA HOT 1.50 45 20/I* RECEPTS* 0.54 46 20/I RECEPTS 0.72 77 25/1 GARAGE DOOR 1.66 78 20/I DHWCP 0.70 73 20/1 REFRIG 1.50 74 20/I DISPOSER 1.50 47 20/I* RECEPTS* 0.54 48 25/I COFFEE MAKER 1.50 79 25/1 GARAGE DOOR 0.00 80 20/1 MAP (FLIT) 0.50 75 20/I REFRIG 1.50 76 20/I RECEPTS 0.18 49 20/I* RECEPTS* 0.54 50 20/I SOLENOID/IGN 0.20 81 20/2 PART WASHER 0.00 82 20/1 RECEPTS 0.36 77 20/1 SPARE 0.00 78 20/I SPARE 0.00 51 20/I* RECEPTS* 0.54 52 20/I RECEPTS 0.18 83 1 0.00 84 20/1 RECEPTS 0.36 79 20/I SPARE 0.00 80 20/1 SPARE 0.00 53 20/I* RECEPTS* 0.00 54 20/1 RECEPTS 0.18 85 20/3 FOUR -FOLD DR 2.34 86 20/2 EUH-I 2.00 81 20/1 SPARE 0.00 82 20/1 SPARE 0.00 55 20/1 RECEPTS 0.00 56 20/I RECEPTS 0.54 87 I 0.00 88 1 0.00 83 20/1 SPARE 0.00 84 20/I SPARE 0.00 57 20/1 RECEPTS 0.00 58 20/I RECEPTS 0.54 89 0.00 90 20/I SPARE 0100 85 20/1 SPARE 86 20/1 SPARE 59 20/1 RECEPTS 0.18 60 20/I RECEPTS 0.72 91 20/3 FOUR -FOLD DR 2.34 92 20/I SPARE 0.00 87 20/1 SPARE 88 20/1 SPARE 61 20/1 RECEPTS 0.72 52 20/I RECEPTS 0.18 93 1 0.00 94 20/1 SPARE 0.00 89 20/1 SPARE 90 20/1 SPARE 63 20/1 RECEPTS 0.90 64 20/I RECEPTS 0.18 95 0.00 96 20/I SPARE 0.00 91 20/1 SPARE 92 20/1 SPARE 65 20/1 RECEPTS 0.90 66 20/I HOOD 1.00 97 20/1 SPARE 0.00 98 20/1 SPARE 0.00 93 20/1 SPARE 94 20/1 SPARE 67 20/1 RECEPTS 0,72 68 20/I DISHWASHER 1.20 99 20/1 SPARE 0.00 100 20/1 SPARE 0.00 95 20/1 SPARE 96 20/1 SPARE 69 20/1 REFRIG 1.50 70 20j1 RECEPTS 0.18 101 20/1 SPARE 0.00 102 20/1 SPARE 0.00 SECTION TOTAL 13.02 71 20/1 REFRIG 1.50 72 20/I INSTA HOT 1.50 103 20/1 SPARE 0.00 I04 20/1 SPARE 0.00 73 20/1 REFRIG 1,50 74 20/I DISPOSER 1.50 105 20/1 SPARE 0.00 106 20/1 SPARE 0.00 75 20/1 REFRIG 1.50 76 20/1 RECEPTS 0118 107 20/1 SPARE 0.00 108 20/1 SPARE 0.00 CONNECTED LOAD DEMAND FACTOR DEMAND LOAD 77 20/1 SPARE 0.00 78 20/I SPARE 0.00 9.64 KVA KVA AMPS 79 81 20/1 20j1 SPARE SPARE 0.00 0.00 80 82 20/I 20/I SPARE SPARE 0.00 0.00 CONNECTED LOAD DEMAND FACTOR DEMAND LOAD LIGHTS 0.00 125% 83 20/1 SPARE 0.00 84 20/I SPARE 0100 KVA KVA AMPS RECEPTACLES 17.64 100% 1. 7.64 8.96 4. 85 20/1 SPARE 86 20/1 SPARE HEATING 0.00 100% 0.00 0.00 87 20/1 SPARE 88 20/1 SPARE LIGHTS 0.00 1257 0.00 0.00 LARGEST MOTOR 0.00 125% 0.00 0.00 89 20/1 SPARE 90 20/1 SPARE RECEPTACLES 8.64 1007 8.64 23.98 OTHER MOTORS 0.00 100% 0.00 0.00 91 20/1 SPARE 92 20/1 SPARE HEATING 10.10 100% 10.10 28.03 MISCELLANEOUS 26.02 1007 26.02 72.22 93 20/1 SPARE 94 20/1 SPARE LARGEST MOTOR 0.00 125% 0.00 0.00 KITCH. APPLIANCES 0.00 657. 0.00 0.00 95 20/1 SPARE 96 20/1 SPARE OTHER MOTORS 18,53 100% 18.53 51.43 SECTION TOTAL 12.12 MISCELLANEOUS 14,10 100% 14.10 39.14 KITCH. APPLIANCES 0.00 65% 0.00 0.00 43.66 43.66 121.19 51.37 51.37 142.59 CONNECTED LOAD DEMAND FACTOR DEMAND LOAD KVA KVA AMPS LIGHTS 7.73 125% 9.67 26.83 RECEPTACLES 14.04 100% 14.04 38,97 HEATING 0.00 100% 0.00 0100 LARGEST MOTOR 0.00 125% 0.00 0100 I/ D n� OTHER MOTORS 0.00 100% 0.00 0.00 O - F i'ts3:1r'JILA MISCELLANEOUS 29,02 100% 29.02 80.55 CITY KITCH. APPLIANCES 0.00 65% 0100 0.00 AUG 02 2019 50.79 52.73 146.35 PERMIT CEiUi'EF3 > Rev Date Issue Tukwila Fire Station 52 Project No. 17012 Weinstein A+U Architects & Urban Designers 2200 Western Ave Seattle, WA 98121 206 443 8606 206 443 1218 www.weinsteinau.com © 2018 Weinstein A+U - These documents have been''..... prepared specifically for the above named project. They are not suitable for use on other projects or In other locatons without the approval and participation of the Architect. WA " � _ z r A� R 44199 ty4 SSI�NAL JURISDICTIONAL APPROVAL STAMP Issue Phase 2 Construction Permit Date 8/2119 Sheet Title PANEL SCHEDULES