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Permit D19-0304 - STONE GARDENS / FLYING CIRCUS - TENANT IMPROVEMENT
STONE GARDENS, INC 1208 ANDOVER PARK E WITHDR WN/CA NCEL D19-0304 Parcel No: Address: 0 City of Tnok"°"^U Department of Community Development 63OO5muthcenterBoulevard, Suite #1OO Tukwila, Washington 9D188 Phone:2O6'431'3G70 Inspection Request Line: 206'43D'93SU Web site: h"p://www.TukwilaWA.gov DEVELOPMENT PERMIT 3523049075 Permit Number: D19'0304 Project Name: STONE GARDENS, INC Issue Date: 12/5/2019 Permit Expires On: 6/2/2020 Owner: Contact Person: Name: Address: Contractor: Name: License No: Lender: GRAY CAT COLLECTIVE UZ SSO7EVV|SHONKDC/O 3TET2 'COMMERCIAL PROP, SNOHOM|SH, WA, 98290 S3SDOCK ST SUITE 211,TACOK8A~ WA, 98402 NORTHWAY CONSTRUCTION INC l433VALENTINE AVE SESUITE 1O2 PACIFIC, WA, 98047 BANNERBANK 2Z37NVV67THST,S[ATTLE,WA, 98107 Phone: (253)7S3'8100 Expiration Date: 2/18/2020 DESCRIPTION OFWORK: 21,328 SF OF CLIMBING GYM TENANT IMPROVEMENTS INSIDE WAREHOUSE BUILDING. TRAFFIC CONCURRENCY TEST FEE & TRANSPORTATION IMPACT FEEProject Valuation: $314,000l0 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type ofConstruction: 1118 Electrical Service Provided by: TUKWILA Fees Collected: $118,272.16 Occupancy per IBC: B Water District: TUKVV|LA Sewer District: TUKVVLA Current Codes adopted bythe City mfTukwila: international Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: international Fuel Gas Code: 2015 2015 2015 2015 ZOlS National Electrical Code: VVACities Electrical Code: VVA[Z96-468: nergy Cocle: Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: k/ Date: ie)* S -"' I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature:2-- Print Name: Date: 2 ^ QS 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: Prior to issuance of this Building permit no. D19-0304 provide a completed Traffic Concurrency Certificate Application and pay a Traffic Concurrency Test fee in the amount of $2,500.00. Fee based on between 20,001 and 30,000 gross floor area (for Other Use). (ref. Traffic Concurrency Certificate Application) 3: Prior to issuance of this Building permit no. D19-0304 pay an estimated Transportation Impact Fee. Deputy Director/City Engineer to determine final transportation impact fee amount. (LU 495) 34 net new PM peak hour trips at $1,736.80 per trip = $59,051.20. Existing use - Industrial Building Storage. Reference Parking Report & Trip Generation Evaluation (per ITE) by Jake Traffic Engineering, Inc., dated June 15, 2019, 7: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 4: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) S: Extinguishers shall belocated \nconspicuous locations where they will ben��di|yaccessible and immediately available for use. These locations shall bealong normal paths oftravel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (|F[9O6.S) 6: Fire extinguishers require monthly and yearly inspections. They must have atag nrlabel securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall boemptied and subjected tothe applicable recharge procedures. |fthe required monthly and yearly inspections ofthe fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA lO' 7.2, 7.3) 8: Maintain fire extinguisher coverage throughout. 9: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (|FC101019) 10: Exit hardware and marking shall meet the requirements ofthe International Fire Code. (|F[Chapter D0) 11: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching ortwisting o[ the wrist tooperate. (|FC181Ol91) 12: 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 orthe path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (|FC 101I1) 13: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes ofthe letters not less than 8JS inch (l9.1mm)wide. The word "EXIT"shall have letters having a width not less than Z inches (5Imm) wide except the letter ^|'', and the minimum spacing between letters shall not beless than O.]7Sinch (9.5mm). Signs larger than the minimum established |n the international Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means isorisnot energized. |/anarrow bprovided aspart ofthe exit sign, the construction shall besuch that the arrow direction cannot bereadily changed. (|FC10116.1) 14: Each door in a means ofegress from anoccupancy nfGroup AorEhaving anoccupant load of5Uurmore and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit hardware. (|F[ 1010.110) 15� 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[1O13.G3) 16: 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 orexit 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. (|FClUO43) 17: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of I foot-candle (lllux) and a minimum atany point ofO.lfoot-candle (llux) measured along the path of egress atfloor level. Illumination levels shall bepermitted tndecline tnQ.6foot-candle (6lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration, A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (|F[10O8.3.S) 21: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations tofire protection systems shall bedone inaccordance with applicable standards. (|F[90l.4) 18: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFP4l3'8.G.5.3.3) 18: All new sprinkler systems and all modifications to existing sprinkler systemifshall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 22: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 24: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437. 25: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 23: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 26: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 27: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 30: In other than Group 1-3, curtains, draperies, fabric hangings and other similar combustible decorative materials suspended from walls or ceilings shall comply with Section 807.4 and shall not exceed 10 percent of the specific wall or ceiling area to which they are attached. (IFC 807.1) Where required to exhibit improved fire performance, curtains, draperies, fabric hangings and other similar combustible decorative materials suspended from walls or ceilings shall be tested by an approved agency and meet the flame propagation performance criteria of Test Method 1 or Test Method 2, as appropriate, of NFPA 701 or exhibit a maximum rate of heat release of 100 kW when tested in accordance with NFPA 289, using the 20 kW ignition source. Reports of test results shall be prepared in accordance with the test method used and furnished to the fire code official upon request. (IFC 807.4) 28: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 29: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 31: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 32: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 33: ***BUILDING PERMIT CONDITIONS*** 34: 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. 35: 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. 36: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 37: 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. 38: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 0 39: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ ospecial inspection agency and notify the8uiN1n8Of0cia|oftheappointmentp,iurto the first building inspection. The special inspector shall furnish inspection reports to the Building Official in atimely manner. 40� A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tothe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 41: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. AS[E7,Chapter, 1l 42: Partition walls shall not betied toasuspended ceiling grid. All partitions greater than 6feet inheight shall belaterally braced tothe building structure. Such bracing shall beindependent nfany ceiling splay bracing. 43: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 44: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 45: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 46: All rack storage requires a separate permit issued through the City of Tukwila Permit Center, Rack storage over 8'heetin height shall be anchored or braced to prevent overturning o/ displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by registered professional engineer licensed inthe State ofWashington. Periodic special inspection isrequired during anchorage ofstorage racks 8feet orgreater inheight. 47: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector, No exception. 48: 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 onsatisfactory completion ofthis requirement. 49: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector, 50: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building- Department (2O6-43l'3570). 51: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 52: Preparation before concrete placement: Water shall beremoved from place ofdeposit 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 tobeoccupied byconcrete. 53: 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 other ordinances 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 cfapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction nferrors in the construction documents and other data. 54: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (2O6/431'3670). 55: Landscaping and parking lot plans will need to be reviewed under Public Works permit. PERMIT INSPECTIONS REQUIRED Permit inspection Line: (2V6)438-935O 1700 DU|LD|N6F|wAL~° 0301 CONCRETE SLAB 0611 EMERGENCY LIGHTING 1400 FIR*NAL 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 0502 LATH/GYPSUM BOARD 4037 SI-CAST-IN-PLACE 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4025 SI-STEEL CONST 4004 SI-WELDING 4032 SI-WOOD CONST 0406 SUSPENDED CEILING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southeenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. NIct D oLf Project No. Date Application Accepted: 621-- Date Application Expires: " 2-0 (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. **Please Print** SITE NFO ATION Site Address: 1208 Andover Park East King Co Assesso'r's Tax No.: 3523049075 Suite Number: Floor: Tenant Name: Stone Gardens, Inc New Tenant: E . Yes 0..No PROPERTY OWNER Name: LIFT Andover Park East1230 Address: 180 Sutter Street, Suite 400 City: San Francisco State: CA Zip: 94104 CONTACT PERSON — person receiving all project communication Name: James K. Carleton, AIA (Tahoma Design Group) Address: 535 Dock Street, Suite 211 City: Tacoma State: WA Zip: 98402 Phone: (253) 380-1284 Email: jcarleton@tahomadesigngroup.com DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Name: James K. Carleton, AIA (Tahoma Design Group) Address: 535 Dock Street, Suite 211 City: Tacoma State: WA Zip: 98402 Phone: (253) 380-1284 Email: jcarleton@tahomadesigngroup.com GENERAL CONTRACTOR INFORMATION Company Name: Northway Construction, LLC Address: 1433 Valentine Ave SE, # 102 City: Pacific State: WA Zip: 98047 Phone: (253) 735-8100 St Contr Reg No.: NORTHCI905CQ Exp Date: 02/18/2020 Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Tahoma Design Group Address: 535 Dock Street, Suite 211 City: Tacoma State: WA Zip: 98402 Phone: (253) 380-1284 Email: jcarleton@tahomadesigngroup.com ENGINEER OF RECORD Company Name: DCI Engineers Address: 818 Stewart Street, Suite 1000 City: Seattle State: WA Zip: 98101 Phone: (206) 332-1900 Email: gbuckingham@dci-engineers.com LENDER — WHO IS FUNDING THE PROJECT (required for projects $5,000 or greater per RCW 19.27.095) Name: Banner Bank Address: 2237 NW 57th Street City: Seattle State: WA Zip: 98107 MONTHLY SERVICE BILLING -or- WATER METER REFUND/BILLING Name: Address: City: State: Zip: Phone: W: \Permit Center (Rachelle)\Applications \ Word \Construction Permit Application Revised 6-20 I 9.doex Revised: June 2019 Page 1 of 3 BUILDING DIVISION INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 314,000.00 Existing Building Valuation: $ $3,586,000 Describe the scope of work (please provide detailed information): 21,328 SF OF CLIMBING GYM TENANT IMPROVEMENTS INSIDE EXISTING WAREHOUSE BUILDING. CLIMBING WALLS WILL BE UNDER A SEPARATE BUILDING PERMIT. SPECIAL CONSIDERATION FOR OCCUPANCY BASED ON UNIQUE ASPECTS OF THE CLIMBING WALL PARAMETERS. Will there be new rack storage? 0.. 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 15' Floor 39,746 21,328 III-B 2" Floor 3rd Floor Floors thru Basement Accessory Structure* Garage • 0 Attached 0 Detached • Carport • Attached • Detached Covered Deck Uncovered Deck PLANNING DIVISION INFORMATION — 206-431-3670 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: Will there be a change in use? 0 Yes Compact: Handicap: No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS — 206-575-4407 El Sprinklers Automatic Fire Alarm 0 None Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? I Yes 0 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. PLYWOOD AND WOOD PRODUCTS PUBLIC WORKS INFORMATION — 206-433-0179 0 ...Permanent Water Meter Size (1). " WO # (2) " WO # (3) " WO # 0 ...Temporary Water Meter Size (1). " WO # (2) " WO # (3) WO # 0 ...Water Only Meter Size....— ..... WO # 0 Deduct Water Meter Size CI ...Sewer Main Extension Public Ej Private rl t..., 0 ...Water Main Extension Public D Private Ej WAPerrnit Center (Rachelle)\Applications \ Word 1,Coristruction Permit Application Revised 6-2019.docx Revised: June 2019 Page 2 of 3 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 1. 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 .l AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER O AUTHORIZED AGEN Signature: Print Name: Date: James K. Carleton, AIA (Tahoma Design Group) Day Telephone: 253-380-1284 Mailing Address: 535 Dock Street, Suite 211 Tacoma City WA State 98402 Zip W:\Permit Center(Rachelle)\Applications \Word\Constmetion Permit Application Revised 6-2019.dacx Revised: June 2019 Page 3 of 3 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME S-r* Gr4g1),60 si,xi. PERMIT # b - (a p 6 If you do not provide conttactor bids or an engi er's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) 5. Enter total excavation volume cubic yards cubic yards Enter total fill volume Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ Z The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ (6) (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $ 7.00 101 — 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.19 2 (9) 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish H. Transportation Mitigation $ 5ct, 651 1. Other Fees to Total A through I $ _59105 ) —' (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 59 o51 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $70.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2019-1231.2019 Total Fee 0.75 $625 $6,416 $7,041 1 $1125 $16,040 $17,165 1.5 $2425 $32,080 $34,505 2 $2825 $51,328 $54,153 3 $4425 $102,656 $107,081 4 $7825 $160,400 $168,225 6 $12525 $320,800 $333,325 Approved 09.25.02 Last Revised 01.01.19 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila Receipt Number R19222 DESCRIPTIONS ACCOUNT I QUANTITY PAID PermitTRAK $116,063.97 D19-0304 Address: 1208 ANDOVER PARK E Apn: 3523049075 $116,063.97 DEVELOPMENT $3,422,21 PERMIT FEE R000.322.100.00.00 0.00 $3,397.21 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 IMPACT FEE $53,170,70 FIRE R304.345.852.00.00 0.00 $39,200.86 PARK R301.345.851.00.00 0.00 $13,969.84 PUBLIC WORKS $59,301.20 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $59,051.20 TECHNOLOGY FEE $169.86 TECHNOLOGY FEE TOTAL, FEES PAID BY RECEIPT: R19222$116,063.9 R000.322.900.04.00 0.00 $169.86 Date Paid: Thursday, December 05, 2019 Paid By: STAONE GARDENS Pay Method: CHECK 36086 Printed: Thursday, December 05, 2019 3:17 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $2,208.19 D19-0304 Address: 1208 ANDOVER PARK E Apn: 3523049075 $2,208.19 DEVELOPMENT PLAN CHECK FEE $2,208.19 R000.345.830.00.00 0.00 $2,208.19 TOTAL FEES PAID BY RECEIPT: R18647 $2,208.19 Date Paid: Monday, September 23, 2019 Paid By: STONE GARDENS Pay Method: CHECK 30706 Printed: Monday, September 23, 2019 1:34 PM 1 of 1 SYSTEM _DC enaineeRs .dci-engineers.com Washington Oregon California Texas Alaska Colorado Montana FILE Structural Calculations Stone Gardens Tenant Improvement Tukwila, Washington DCI Job Number 19011-0069 CORRECTION LTR# September 4, 2019 REVIEWED FOR CODE COMPLIANCE OVED DEC 02 2019 City of Tukwila BUILDING DIVISION Prepared for: Stone Gardens 03041 nEcE1VED CITY OF TUKWILA OCT 23 2019 PERMIT CENTER 818 Stewart Street, Suite 10001Seattle, Washington, 98101 Phone (206) 332-1900 Service Innovation Value Cantilevered Retaining Wall Design Project Number: 19011-0069 Project: Stone Gardens Tukwila Subject: Exterior Walkway Retaining Wall Date: 8/8/2019 By: GCB Inputs, Wall Height (H) = 5.50 ft. Seismic Pressure = 0.00 pcf Wall Thickness at Top (b) = 8.00 in. Batter at Bottom of Wall = 0.00 in. Footing Thickness (If) = 16.00 in. Footing Width, B = 3.00 ft. Heel Width (Heel) = 1.17 ft. Toe Width (Toe) = 1.17 ft. Depth of Shear Key = 0.00 ft. Active Soil Unit Weight = 120.00 pcf Passive Soil Unit Weight = 120.00 pcf Active soil eq. fi density = 35.00 pcf Passive soil eq. fl density = 300.00 pcf Surcharge height (h') = 0.50 ft. Exposed Wall, Heel Side = 0.00 ft. Exposed Wall, Toe Side = 5.00 ft. Coefficient of Sliding Friction = 0.35 Allowable Bearing Press, = 2500 psf Axial Load on Wall = 0 lbs. Axial Load Eccentricity = 0.00 in. Resisting Moment Segment Weight Moment Arm Resisting Moment Wall (Primary) 550 Ibs. 1.500 ft. 825 ft-Ibs Wall (Batter) 0 lbs. 1.833 ft. 0 ft-lbs Key 0 Ibs. 1.500 ft. 0 ft-Ibs Footing 600 Ibs. 1.500 ft. 900 ft-Ibs Active Soil 840 lbs. 2.417 ft. 2030 ft-Ibs Passive Soil 70 Ibs. 0.583 ft. 41 ft-Ibs Wall Load 0 Ibs. 1.500 ft. 0 ft-Ibs Total 2060 lbs. 3796 ft-Ibs Soil Bearing Pressure Check Moment Arm of Resultant = 0.741 ft. Third point = 1 000 ft. Maximum Bearing Pressure = 1854 psf Minimum Bearing Pressure = 0 psf F.S. Bearing = 1.35 OK Stability Check Seismic Pressure = 0 lbs. Active Soil Pressure = 937 lbs. Seismic + Active Pressure = 937 lbs. Active Pressure Moment Arm = 2.423 ft. Passive Soil Pressure = 504 lbs. Applied Overturning Moment= 2270 ft-lbs Friction Force = 721 Ibs. F.S. Overturning = 1.67 F.S. Sliding Without Passive = 0.77 F.S. Sliding With Passive = 1.31 Wall Design Forces Wall Moment, Mu = 2100 ft-lbs Wall Shear, Vu (At d Away) = 860 Ibs. Footing Toe Design Forces Soil Pressure at Face of Toe = 881 psf Toe Moment, Mu = 1647 ft-Ibs Bearing Pressure (At d Away) = 1882 psf Toe Shear, Vu = -100 lbs. Footing Heel Design Forces Heel Width = 1.17 ft. Heel Moment, Mu = 819 ft-Ibs Heel Shear, Vu = 1405 Ibs. OK NG OK Cantilevered Retaining Wall Design Project Number: 19011-0069 Project: Stone Gardens Tukwila Subject: Exterior Walkway Retaining Wall Date: 8/8/2019 By: GCB Vertical Exterior Wall Reinforcing Wall Concrete (fc) = 4000 psi Wall Reinforcing (fy) = 60000 psi Cover = 4,00 in. Bar Size = #5 Bar Area = 0,310 sq. in, Bar Spacing = 12.00 in. As Provided = 0.310 sq. in./ft, Bar Diameter = 0.63 in. d = 3.69 in. a/2 = 0.23 in. As Required (Strength) = 0,135 sq. in./ft. As Minimum (Code) = 0,207 sq. in./ft. Footing Top (Heel) Reinforcement Footing Bottom (Toe) Reinforcement Footing Concrete Strength (fc) = 4000 psi Footing Reinforcing Strength (fy).= 60000 psi Cover = 3.00 in. Bar Size = #5 Bar Area = 0.310 sq. in. Bar Spacing = 12.00 in. As Provided = 0.310 sq. in./ft. Bar Diameter = 0.63 in, d = 12.69 in. a/2 = 0.23 in. OK As Required (Strength) = 0.029 sq. in./ft. OK OK As Minimum (Code) = 0.269 sq. in./ft. OK Footing Concrete (fc) = 4000 psi Footing Reinforcing (fy) = 60000 psi Cover = 3.00 in. Bar Size = #5 Bar Area = 0,310 sq. in. Bar Spacing = 12.00 in. As Provided = 0,310 sq. in,/ft. Bar Diameter = 0.63 in. d = 12.69 in, a/2 = 0.23 in. As Required (Strength) = 0.015 sq. in,/ft. OK As Minimum (Code) = 0.207 sq. in./ft. OK UtTL ULU MEMBER REPORT Level, Floor: Joist 1 piece(s) 11 7/8" TM® 210 @ 12" OC PASSED 0 Overal Length:127" 12' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal, Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 866 @ 2 1/2" 1134 (2.25) Passed (76%) 1.00 1.0 D + 1,0 L (All Spans) Shear (lbs) 840 @ 3 1/2" 1655 Passed (511'0) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2590 @ 6' 3 1/2" 3795 Passed (681'0) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.206 @ 6' 3 1/2" 0.304 Passed (L/708) — 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.231 @ 6' 3 1/2" 0.608 Passed (L/6:32) -- 1.0 D + 1.0 L (AII Spans) T3-Pro" Rating 61 45 Passed -- -- . Deflection criteria:LL (1/480) and Tl. (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 5" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"' Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro'" Rating include: None. Supports Bearing Lenqth Loade to Sup (Ibs) Accessories Total Available u!red Dead Iloor Uve Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 94 786 880 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 94 786 880 1 1/4" Rim Board • Rim Board Is assumed to ca all loads applied directly above it, bypassing the member being designed. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 12' 7" 12" 15.0 125.0 Default CommercialLoad 0 System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as deterrnined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board,, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator STAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator lob Notes Grant Buckingham DO Engineers (206) 718-2286 gbuckingham@dci-ennineers.com 8/30/2019 7:30:20 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Joists Poop 1 / 1 IFVKTE MEMBER REPORT Level, Floor: Flush Beam 1 piece(s) 5 1/4" x 11 7/8" 2.0E Paraliam® PSL PASSED Overall Length: 13' 7° 13' G All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6788 @ 2" 11484 (3.50") Passed (59%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 5508 @ 1' 3 3/8" 12053 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 21934 @ 6' 9 1/2" 29854 Passed (73%) 1.00 1.0 D + 1.0 L (AIL Spans) Live Load Defl. (In) 0.450 @ 6' 9 1/2" 0.442 Passed (L/354) -- 1.0 D + 1,0 L (Ali Spans) Total Load Defl. (In) 0.514 @ 6' 9 1/2" 0.663 Passed (L/310) -- 1.0 D + 1.0 L (AIL Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 13' 7" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 7" o/c unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Acce.vorias Total Available Roqulred Dead Floor Lire Total 1 -Column - DF 3.50" 3.50" 2.07" 846 5943 6789 None 2 - Column - DF 3.50" 3.50" 2.07" 846 5943 6789 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 13' 7" N/A 19.5 -- 1 - Uniform (PSF) 0 to 13' 7" 7' 15.0 125.0 Default Commercial Load System : Floor Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly diisdaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 8/30/2019 7:47:38 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Joists PROP 1 / Grant Buckingham DCI Engineers (206) 718-2286 gbuckingham@dci-engineers.com TO: FROM: DATE: PROJECT: OUR FILE NO.: SUBJECT: PROJECT MEMO Kyle Cotchett and/or (Ci James K. Carleton, AIA 9/19/2019 Stone Gardens Climbing Gy Tenangrbarga 2190191.00 Project Memo Tukwila) REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION DESIGN GROUP SEP 27 2019TAHOMA ECEIVED CI"FY OF TUKWILA SEP 2 3 2019 PERMIT CENTER The proposed Stone Gardens Climbing Gym Tenant Improvements Project is located at 1208 Andover Park East and is a mix of climbing walls, office and storage space totaling 21,328 . The climbing (bouldering) wall portion of the project is unique to the international Building Code and to the City of Tukwila Municipal Code. The standard load factor of SO sf per occupant for Exercise Rooms listed in table 1004.1.2 of the 2015 IBC does not accurately reflect the actual number of occupants. Because of this factor, the number of people in the space will be calculated differently than a standard exercise gym. Each individual climber needs to have a bubble of safety space around them while they are climbing on the wall. The wall starts at the floor and angles outward and upward, creating a fall zone below. The estimated space per person is based on the safety width factor and the fall zone past the drip line of the top of the wall. Stone Gardens has permitted two gyms, one in Bellevue and one in Seattle. An explanation of the occupant load factors used to determine the occupancy load Is as follows: Drip Line: Fall Zone: Climbing Area: The furthest horizontalprojection of the top of the dimbing wall. The fall zone extends 10 feet beyond the drip line. Defined by the outer limits of the fall zone and the base of the climbing wall. This area is excluded from the overall area of A-3 occupancy. Occupancy for this area is calculated based on the equations for climbing (bouldering). Bouldering: Stone Gardens allows one climber per 16 lineal feet of climbing wall (L/16=# of occupants). Climbing Wall Structure: The area behind the climbing walls has been determined as non -occupiable space due to the complex structure. Periodic maintenance happens by staff in the wall cavity to ensure safe and stable wall integrity. See attached space key plan with a breakdown of the square footages and occupant loads. If you have any questions or concerns, feel free to contact me. Sincerely, James K. Carleton, AIA, Vice President Q: \2019\2190191\00_PRM \NON_CADUBMITTALS90190827_Memo \Stone Gardens Project Memo 20190919.door - 0304 P: 253-284-9680 F: 253-284-9681 tahomadesigngroup.com 1 1 TAHOMA 21/117:227.:77 444 * 41,14t: 111.. • 4, iteVqr,AVV:ir / *).4 ^ • 4.4' ) 1,689 5F = 0 OCCUPANTS f3OULIDERING OCCUPANTS 491 LF/16 = 31 OCCUPANTS DESIGN GROUP 535 DOCK STREET, SUITE 211, TACOMA, WA 98402 TEL: 253.284.9680 FAX:253.284.9681 VVWW.TAHOMADESIGNGROUP.COM 1 RECEIVED SEP 2 7 2019 TUKWILA PIJBLIC WORKS LJ . • . \ 1.3 sfcN\7:S.\IN::'.•Z\\‘`29:\ ir • •• Art OFFIC-E - Of.:c:...12F4NCf- 1,125/100 Sis--1 OCCUFANT5 FORAGE 982 5F/500 : 2 OCCUPANTS Stone Gardens Climbing Gym Occupant Exhibit Job Number Client 2190191.00 Stone Gardens, Inc. Date Chk 8/27/2019 PDC EXB-1 Dsn JKC Dwn JKC 1 RMiT(,0tiiCOPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0304 DATE: 10/23/19 PROJECT NAME: STONE GARDENS INC SITE ADDRESS: 1208 ANDOVER PARK E Original Plan Submittal X Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 3 kW° bij Building Division Public Works Fire Prevention Structural 1\40 PIG 01.\\°1 Planning Division Rip Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 10/24/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUEDATE: 11/21/19 Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues 6b. Notation: va, REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staf ials: 12/18/201) difOrr 7r-' COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0304 DATE: 09/23/2019 PROJECT NAME: STONE GARDENS, INC SITE ADDRESS: 1208 ANDOVER PARK E X Original Plan Submittal Revision # before Permit Issued Revision # Response to Correction Letter # after Permit Issued DEPARTMENTS: ft\1 COW' Building Division DOA OW 114 Public Works 1ft A-141 IN'., tt Fire Prevention Structural r COP/ Planning Division Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 09/24/19 Structural Review Required REVIEWER'S TIALS: DATE: r APPROVALS OR CORRECTIONS: Approved DUE DATE: 10/22/2019 Approved with Conditions Corrections Required Denied (corrections entered in Reviews)(ie: Zoning Issues r Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: lb...A11. Departments issued corrections: Bldg Fire 0 Plnglij•-• PW 0 Staff Initials: uut 12/18/2013 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.Tukwila A.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 10-23-2019 Plan Check/Permit Number: D19-0304 El Response to Incomplete Letter # [SI Response to Correction Letter # 1 LI Revision # after Permit is Issued Ei Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # Project Name: Stone Gardens Inc Project Address: 1208 Andover Park E Contact Person: James K. Carleton Summary of Revision: Provide structural calculations and provide structural drawing Phone Number: (253) 284-9680 RECEIVED OCT 2 3 2019 Sheet Number(s): S1.01, S1.04, Revision date of 10-21-2019 "Cloud" or highlight all areas of revision including date ofrevis Received at the City of Tukwila Permit Center by: Entered in TRAKiT on QA2019\2190191100_PRM\NONSAEASUBMITTALS \20191023_Revision Submittat \ Revision Submittal Form.doc Revised: August 2015 TAHOMA DESIGN GROUP October 22, 2019 Mr. Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188-8548 Project: Stone Gardens Climbing Gym Tenant Improvement, TDG No. 2190191.01 Subject: Response to Comments dated October 17, 2019 Correction Letter # 1 Development Permit Application Number D19-0304 Stone Gardens, Inc. — 1208 Andover Park East Dear Mr. Rambo: This letter is in response to your comments dated October 17, 2019, regarding the above referenced project. The comments are included below (verbatim) for your reference. Our responses are shown in bold after each comment. BUILDING REVIEW NOTES 1. Sheet S1.01 under Inspections notes Special inspections and statement of special inspections are indicated to be on sheet S-001. That sheet is not in the set. Provide clarification or provide the sheet for special inspections. Response: The previous Sheet S1.01 has been revised to call out Sheet S1.04 for the special inspections statement, and a new Sheet S1.04 has been added to include the special inspection notes. See attached complete updated set of Structural Drawings. 2. Provide engineers calculations. Response: Engineer's Structural Calculations were originally submitted with the first review submittal package. We are providing them again, see attached structural calculations. CORRE LTR# TION b ci-o3oli nEcEwEn CITY OF TUKWILA OCT 2 3 2019 PERMIT CENTER 535 DOCK STREET SUITE 211 TACOMA, WA 98402 P: 253-284-9680 F: 253-284-9681 tahomadesigngroup.com Mr. Bill Rambo, Permit Technician October 22, 2019 2190191.01 Page 2 of 2 If you have any questions, please call me at (253) 284-9680. Sincerely, /q. ames K. Carleton, AIA Vice President JKC/el Enclosures c: Dale Couture - Tahoma Design Group Q:\2019\2190191\WORDPROC\Letters\20191022 Ltr (Rasp Correction Ltr 1) 2190191.10.docx TAHOMA DESIGN GROUP City of Tukwila Department of Community Development October 17, 2019 JAMES CARLETON 535 DOCK ST - SUITE 211 TACOMA, WA 98402 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D19-0304 STONE GARDENS, INC - 1208 ANDOVER PARK EAST Dear JAMES CARLETON, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size Ilx17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seaUstamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Sheet S1.01 under Inspections notes Special inspections and statement of special inspections are indicated to be on sheet S-001. That sheet is not in the set. Provide clarification or provide the sheet for special inspections. 2. Provide engineers calculations. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. Development permit cannot be approved by Planning until pending land use permits are obtained: L19-0071 Special Permission, L19-0087 Boundary Line Adjustment. Please address the comments above in an itemized format with applicable revised plans, specifications, andlor 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 Shed 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. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Bill Rambo Permit Technician File No. D19-0304 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 4 PROJECT MEMO TO: Kyle Cotchett and/or (City of Tukwila) FROM: James K. Carleton, AIA DATE: 9/19/2019 PROJECT: Stone Gardens Climbing Gym Tenant Improvements OUR FILE NO.: 2190191.00 SUBJECT: Project Memo TAHOMA DESIGN! GROUP RECEIVLJ CITY OF TUKWILA SEP 2 3 2019 PERMIT CENTER The proposed Stone Gardens Climbing Gym Tenant Improvements Project is located at 1208 Andover Park East and is a mix of climbing walls, office and storage space totaling 21,328 . The climbing (bouldering) wall portion of the project is unique to the International Building Code and to the City of Tukwila Municipal Code. The standard load factor of 50 sf per occupant for Exercise Rooms listed in table 1004.1.2 of the 2015 IBC does not accurately reflect the actual number of occupants. Because of this factor, the number of people in the space will be calculated differently than a standard exercise gym. Each individual climber needs to have a bubble of safety space around them while they are climbing on the wall. The wall starts at the floor and angles outward and upward, creating a fall zone below. The estimated space per person is based on the safety width factor and the fall zone past the drip line of the top of the wall. Stone Gardens has permitted two gyms, one in Bellevue and one in Seattle. An explanation of the occupant load factors used to determine the occupancy load is as follows: Drip Line: The furthest horizontal projection of the top of the climbing wall. Fall Zone: The fall zone extends 10 feet beyond the drip line. Climbing Area: Defined by the outer limits of the fall zone and the base of the climbing wall. This area is excluded from the overall area of A-3 occupancy. Occupancy for this area is calculated based on the equations for climbing (bouldering). Bouldering: Stone Gardens allows one climber per 16 lineal feet of climbing wall (L/16=# of occupants). Climbing Wall Structure: The area behind the climbing walls has been determined as non -occupiable space due to the complex structure. Periodic maintenance happens by staff in the wall cavity to ensure safe and stable wall integrity. See attached space key plan with a breakdown of the square footages and occupant loads. If you have any questions or concerns, feel free to contact me. Sincerely, James K. Carleton, AIA, Vice President Q:\2019\2190191\00_PRM\NON_CADtUBMITTALS\20190827_Memo\Stone Gardens Project Memo 20190919.door bt D3O' 535 DOCK STREET SUITE 211 TACOMA, WA 98402 P: 253-284-9680 F: 253-284-9681 to homadesig ng roup.com / .J �SWA 70'a� ZL1FI3ING-LITALC STRU TERE 9 1,689 SF = 0 OCCUPANTS 5OULDERING OCCUPANTS 491 LF/16 = 31 OCCUPANTS TAHOMA DESIGN GROUP 535 DOCK STREET, SUITE 211, TACOMA, WA 98402 TEL: 253.284.9680 FAX:253.284.9681 WVVW.TAHOMADESIGNGROUP.COM _ �'•.. G�Gapw\-5 OFFICE - B OCCUPANCY 1,128/100 SF = 18 OCCUPANTS STORAGE 982 SF/800 = 2 OCCUPANTS Stone Gardens Climbing Gym Occupant Exhibit Job Number Client 2190191.00 Stone Gardens, Inc. Date Chk 8/27/2019 PDC EXB-1 Dsn Dwn JKC JKC 0 Some online services are currently unavailable. See a list of service outages. fhttas://lni.wa.gov/agency/system-statusl A Labor & IncluslrieS (btlpS://bli.wa,g0V) ctors NORTHWAY CONSTRUCTION INC Owner or tradesperson Principals FRY, KYLE RAY, PRESIDENT FRY, SONYA LEIGH, SECRETARY (End: 01/29/2016) Doing business as NORTHWAY CONSTRUCTION INC VVA UBI No, 602 977 633 1433 VALENTINE AVE SE SUITE 102 PACIFIC, WA 98047 253-735-8100 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. NORTHCI905CQ Effective — expiration 02/18/2010— 02/18/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 250161C $12,000,00 Received by L&I Effective date 01/24/2011 02/01/2011 Expiration date Until Canceled Insurance BITCO General Ins Corp $1,000,000,00 Policy no. CLP3677595 Received by L&I Effective date 12/02/2019 01/18/2019 Expiration date 01/18/2021 BITCO National Ins Co $1,000,000.00 Policy no. CLP3632077 Received by L8,1 Effective date 12/04/2018 01/18/2016 Expiration date 01/18/2020 ------------------- -- -- --- — — -- — / - ----- .. RR ESMNT --54' -REC NO_64467451 -.-.. ---�-- _— -'---- - Of ",.TU � V V' I a J K',n._.... VC�-4G- _.. EDGE ASPH 0 trZSt M £Z ZS tS' " _ _ - 27'N "ri ASPHALT \...... --�.� � NS��-- 7�` ASPHALT L ' S S 1 r t µ � r I U ,�"T/TiTiTiTT�T Fr rirrTiTiT STORAGE N � ��er���w;�i� � I ,Yl ✓� Yi ��"i Ali, �', ��� 1 8'wxl2'h +fi gro �� F _ _ . :::';') SECTIONAL Y f� ROLL-UP{�:'.r�,4rir}�Cl':��'%���F;�,, t , b a /yy�Y-�W"„ ,r t(/„i,,) vf' v, I DOOR ii�.t'"i ", ti N SEE CIVIL. DRAWING5 FOR 51TE IMPROVEMENT5 f$ V Z AMC CURB j PROJECT TEAM I � ; I 1 PAINTED 5TI 6 r =aa } 1 � I t� I I it I j 4" STW IP n r�% ;�;� ( BOA;"„� +t TE CONCRETE 5 WALKWAY a r { to C,�.. �,� L IS T IMPROVE'M l '' ;;� ISMo- 1n �) XiSrING ��1aM� EX15TING TENANT TO la REMAIN NEW WALL I0}2" i ,,' ? r r ;r i i / I z FI�6 AREA 11 'i 4 Z NEWWAL'S F4 YG,," ;I I — — — — _ — CONCRETE F ' ) WALKWAY II MULTI-PURPOS vl u ROOM CONCRETE WALKWAY ( LOCKERS WITH �f 1 �_ REMOVE � BENCH n EXISTING WALLS SHOE STORAGE it cc NC W LK � AND CEILm WI BENCH -- NEW WALLS 12' WWLLL EXISTING HIGH G C Ga 6 C DOOR WIT EW k UNIS i STALLS BIKE RACKS i WALL t, ; P, PRO II WITH BOULDER 15' SIDEWALK ESMNT REC NO. 9703130885 1 6""DEC S 7 ,(I O S 11 HIGH, 12' - WASH DOWN t� I — SET SHOP FICE TBREAK ROOM -EXISTING WALLS II TO REMAIN ASPHALT ASPHALT 6"DEC 6-DEC 8"1EC 6"DEC ANDOVER PARK E GRAPHIC SCALE i 200 10 20 40 1" = 20 FEET BLDG OWNER: LIFT PARTNERS, LLG STRUCTURAL ENGINEER: DCI ENGINEERS 180 SUTTER STREET, SUITE 400 616 STEWART STREET, SUITE 1000 BAN FRANC15CO 94104 SEATTLE, WA 98101 PHONE: (650) 862-4110 PHONE: (20(o) 332-1900 CONTACT: MICHAEL MURRAY CONTACT: GRANT BUCKINGHAM TENANT: STONE GARDENS, LLC CIVIL ENGINEER: PACE ENGINEERS 8406 NAKETA LANE 11255 KIRKLAND WAY, SUITE 300 MUKILTEO, WA 98215 KIRKLAND, WA 98W33 PHONE: (425) 418-9421 PHONE: (425) 521-2014 CONTACT: SYLVIA KIM CONTACT: TOBY COENEN, PE ARCHITECT: TAHOMA DESIGN GROUP MEP/FIRE SPRINKLER: SEPARATE SUBMITTALS 535 DOCK STREET SUITE 211 TACOMA, WA 96402 PHONE: (253) 38W-1284 CONTACT: JIM CARLETON _ CONTRACTOR: NORTHWAY CONSTRUCTION, ING 1433 VALENTINE AVE SE k 102, PACIFIC, WA 98W41 PHONE: (253) 135-8100 CONTACT: KYLE FRY LIC 0 NORTHCI905CQ EXP: 02/18/2020 Z:\203942190391\� PRMtU 012190191-AO.Ot.tlwg, A0.01, 9(2W2019 2:14:03 PM, 3CAR1ET01,1, DWG To PDF-PO, MR Nit bI D (36.00 x 24.W UIMes), 1:1 PROJECT INFO: (2015 IBC 2015 IFC 2015 NREC SCOPE OF WORK: 21,328 SF OF CLIMBING GYM TENANT IMPROVEMENTS INSIDE EXISTING WAREHOUSE BUILDING, CLIMBING WALLS WILL BE UNDER A SEPARATE BUILDING PERMIT. SPECIAL CONSIDERATION FOR OCCUPANCY BASED ON UNIQUE ASPECTS OF THE CLIMBING WALL PARAMETERS. PROJECT ADDRESS: 1208 ANDOVER PARK EAST PARCEL NO.: 3523049015 PROPOSED USE: A-3, B, 5-1 AND CLIMBING WALL TYPE OF GONST: 111-5 EXISTING BLD SF: 39,146 PROPOSED T.I.: 21,328 5F FIRE SYSTEM: EXISTING FIRE SPRINKLER THROUGHOUT PLUMBING: SEE OCCUPANT LOAD SHEET AI.OI OFFICE = 16 OCCUPANTS STORAGE = 2 OCCUPANTS 20 OCCUPANTS TOTAL(10 MEN, 10 WOMEN I WC, I LAV MEN REQUIRED I WC, I LAV WOMEN REQUIRED CLIMBING AREA = 144 OCCUPANTS (12 MEN, 12 WOMEN) I WC, I LAV MEN REQUIRED 2 WC, 2 LAV WOMEN REQUIRED PROVIDED 1 WC,1 LAV UNISEX ESMNT 27' RAILROAD ESMNT IjN REC NO. 6332307 — L — — — — — — — CONC RAMP x Y 0 0 z 2 U O 0 0 N U n O U N 0 m Z J a 15' SIDEWALK ESMNT REC NO. 9703130885 — — — — — — Z, 6'DEC -_.. _.. ____ nRIvEWAY REVISIONS No cl .odes snail ^c mace to the scoDe of work wunow Pow atio,oval of the Tukwila Building Division. NOTE: Revisidns will reawre a new plan submittal and may include additional Dian review. Q ammo r 51 /-� V Z �m Edo T'n ..0� V N Q ^m In N +n N a C9 E` E / �1 DRAWING INDEX ARCHITECTURAL U U ` E Lan o AO-01 COVER SHEET / SITE PLAN A0.02 ENLARGED ACCESSIBLE RAMP/STAIR "i—J to AO.03 SITE DETAILS C v AI.01 OVERALL SITE PLAN L AI.02 ENLARGED OFFICE FLOOR PLAN ( 4':' 6 ' A193 ENLARGED MULTI -PURPOSE AND STORAGE Q� FLOOR PLAN �-- A2.01 REFLECTED CEILING PLAN AND DETAIL C: v A391 SCHEDULES AND DETAILS A3.02 FINISH SCHEDULE Jtin Z ' o o w STRUCTURAL 77777 's€ 51.01 STRUCTURAL GENERAL NOTES .� 5192 STRUCTURAL GENERAL NOTES de 51.03 STRUCTURAL GENERAL NOTES 52.01 STRUCTURAL OVERALL PLANUJ _ 52.W2 57UCTURAL ACCESS RAMP AND STAIR PLAN 5293 STRUCTURAL OFFICE FLOOR PLAN z � 52.04 STRUCTURAL MULTI -PURPOSE ROOM W = 6 FRAMING PLAN o ! W 5295 STRUCTURAL STORAGE ROOM FRAMING N 0.PLAN hil! 53,01 FOUNDATION DETAILS E �5. 64DI FRAMING DETAILS a 9a g R FIRM, SEPARATE PERMIT REQUIRED FOR: O t�,J%r Mechanical m lalJ Electrical LL O Plumbing a E Gas Piping City of Tukwila t� FILE OP BUILDING DIVISION '` 0 PertnR — Plan review approval Is subject to errors and ? Q emissions. Approval of construction documents does 1 n scooted code or Dr the violationo a D nor authorizey ordinance Recelot of apoAgved Field CoDy and CITY of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP 2 3 2019 PERr71T CENTER zt.;,m bin t m S W` e 0 ' L ee REVIE1 VED FOR t f CODE C MPLIA t ® APPROVED DEC 02 2019 A'J City n Tukwila C)LI t" dc ni 17- an �M zz r (P M M r M 411 . ... .. ---- 8P! M j x X- 0 J ILII -a 2 M .0 (n M 0 M M M < rr, 37 0 11762 0 R 7-77-1 0 x Sheet No. 0 0:M Sheet Title: Issue Set & Date: Project Title: ffic 9 ton M < ri 4762 —17 P 'I z IR 0 Issued For PHILIP DALE COUTURE 0 S '0"' " Stone Gardens Climbing Gym 57ATE OF WASHING70N Enlarged Accessible A 1'. m r- Agency Review Tenant Improvment AO.02 V"' Q - 6,1 Ramp and Stairs REUSE Of D=M IS M 9/17/2019 TAHOMA 0 0 Client: Z Job No. ................ Designed by: Drawn by: Checked by: Stone Gardens Climbing Gym 2190191.00 of Sheets � A — - I DM �IT ."MW q ..A M9. —1 DESIGN GROUP Revisions: JKC JKC/SM PDC i Lj 15600 NE 8th Street, Suite C-1, Bellevue, WA 98008 Bruce Andresen - 425.644.2445 535 DOCK Sr, SUITE 211, TACOMA, WA 98402 TEL: 253.284.9680 FAX:253.284.9681 A ,, 'I WWW.TAHOMADESIGNGROUP.COM a -V 2 M --i ICJ rn C.) r"I ;Z7 F (P I a I M r M fl z U) - — - 0 C 0;U 0 M M 411762 R G) -u m Sheet No. A Sheet Title: Issue Set & Date: A. z, 0,, 2 Project Title: 1 1� PHILIP DALE 89 Issued For STATE T , COLFTURE cofA 0 WAS OX Site Detail Agency Review STATE OF WASHI!NGMTON Stone Gardens Climbing Gym z'I AO.03 A Tenant Improvment 9/17/2019 REUSE OF DDCUMENTS Client: TAHOMA 1RU — NAN4D &�� V � W ME I T ft INV"AR � V=NNT, UT M—M - -.. — A Designed by: Drawn by: Checked by: Job No. 50N, n .� .�— 3WL Is TNE Stone Gardens Climbing Gym 2190191.00 �Mn T T— "NN N-P AND S NOT MK W, N �M m NPMT. M DESIGN GROUP of Sheets Revisions: JKC JKC/SM PDC Li U 15600 NE 8th Street, Suite C-1, Bellevue, WA 98008 Bruce Andresen - 425.644,2445 535 DOCK ST' SLUTE 211, TACOMA, WA 98402 7 7- A e I j I TEL: 253.2 84.9680 FAX:253.284.9681 WWW.TAHOMADESIGNGPOUP.COM XT FACE OF EXT FACE � PANEL I I __ = _____= 35'- 141'-44' r EXIT X �I — — — — — — — — — — — — — — — — — — , (--- — — — — _ — _ — — — — — _ — — _ — — — r" y ;4,'y'/', /A / A r,',','n k ,1 I CONCRETE WALKWAY '�QUARE FEET FOOT SINT',;� EXIST NG < I i 1 I-j < .r T EXISTING., <I<' Ta "A, / NEW WALLIO,-2" i <� '----- HIGH J — NEW WALLS FULL HEIGHT ( i ��u ' /11 Y �--___------_—_.___.__l'" I 1_7 PURPOSE ROOM I CONCRETE WALKWAY I I � ROOM I I I X �, EXIT I r EXISTING EXT FAROPANEL{---�.�._� — - -- �u STORAGE �1 SECTIONAL ROLL -UP I DOOR u ( L i'FL60i TRAINING 60ARDS off Ff7 '.. v /'/ �1 X'''/'� ,+ I ( L IIII i FITNESS AREA tl 11 n ti EMERGENCY ILLUMINATION FOR BUILDINGS AND DURATION OF ILLUMINATION (1008.3.2-1008.3.5) In the event of power supply failure in Rooms and spaces, an emergency electrical system shall automatically illuminate all of the following areas: 1. Electrical equipment rooms, 2. Fire command centers, 3. Fire pump rooms, 4. Generator rooms, S. Public restrooms with an area greater than 300 square feet. The emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of = storage batferlip% unit -equipment or anon -site generator. Illumination level under emergency power, the lighting l facilities shall be arranged to provide initial illumination that is not less than an average of 1 footcandle and a minimum at any point of 0.1 footcandle measured along the path of egress at floor level. I Illumination levels shall be permitted to decline to 0.6 footcandle average and a minimum at any point of 0.0 A - footcandle at the end ofthe emergency lighting time duration, A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. 20151BC SECTION 1008 MEANS OF EGRESS ILLUMINATION REQUIRED The means of egress serving a room or space shall be illuminated at all times that the room or space is occupied; illumination level shall be not less than 1 footcandle at the walking surface. The power supply for means of egress illumi nation shall normally be provided by the premises' electrical supply. In the event of power supply failure in rooms and spaces that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas: 1. Aisles, 2. Corridors, 3. Exit access stairwaysand ramps. In the event of power supply failure in buildings that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas: 1. Interior exit access stairways and ramps. 2. Interior and exterior exit stairways & ramps, 3. Exit passageways, 4. Vestibules at level of discharge, S. Exterior landings and areas used for exit discharge. 1{1 CONCRETE ' WALKWAY {t{ fl ---------------T\ I Alvn EXIT i _ " I LOCKERS WITH BENCH it ( II SHOE STORAGE WITH BENCH I 10 EXISTING WALLS - EXISTINGAND CEILING 1 n I .� � NEW WALLS 12' �.— _ _ _ - = =' HIGH I G G C C G G C -t I I T EX .SHOWE SHOWER �� T I l STALLS '' i UNISEk " I BIKE RACKS INFILLEXISTING—I DOOR WITI I NEW _ (( PRO SHOP WALL , SI NEW WALLS 12' I ROCK GARDEN WITH BOULDER HIGH -- - i _ I PAINTED STRIPING TOE OF SLOPE SET SHOP ACCE5515LE RAMP d STAIRS - I .. �'� ". � . ° : ( � I EXISTING WALLS rr I OFFICE BREAK ROOM / TO REMAIN 11 4 " EXtFAGEOF A L - — - �--._�----------��� �__ -- =__----- ---`---------- i LANDSCAPE O O ( O I 1 I ;1 I I � --------------------------------- fir'-,-o.— I \-------1----------------------------'� I I I I i I 1 I I CE - 5 OCCUPANCY b8S SFF- 0 OCCUPANTS ® IWALL STRUCTURE �1/100 SF 15 OCCUPANTS ® BOULDERING 31 OCCUPANTS OCCUPANTS ® 95��OO 4S]A = 2 OCCUPANTS A-3 OCCUPANCY ® 1221 SF NET/50 = 144 OCCUPANTS UGCL.l.}="::I,r1_4G`T_ E_=>Ga_4 f IE�l 17 NOT TO SCALE THE PROPOSED STONE GARDENS CLIMBING GYM TENANT IMPROVEMENTS PROJECT IS LOCATED AT 1208 ANDOVER PARK EAST AND IS A MIX OF CLIMBING WALLS, OFFICE AND STORAGE SPACE TOTALING 21,328, THE CLIMBING (BOULDERING) WALL PORTION OF THE PROJECT IS UNIQUE TO THE INTERNATIONAL BUILDING CODE AND TO THE CITY OF TUKWILA MUNICIPAL CODE. THE STANDARD LOAD FACTOR OF 50 SF PER OCCUPANT FOR EXERCISE ROOMS LISTED IN TABLE 1004.1.2 OF THE 2015 IBC DOES NOT ACCURATELY REFLECT THE ACTUAL NUMBER OF OCCUPANTS. BECAUSE OF THIS FACTOR, THE NUMBER OF PEOPLE IN THE SPACE WILL BE CALCULATED DIFFERENTLY THAN A STANDARD EXERCISE GYM. EACH INDIVIDUAL CLIMBER NEEDS TO HAVE A BUBBLE OF SAFETY SPACE AROUND THEM WHILE THEY ARE CLIMBING ON THE WALL, THE WALL STARTS AT THE FLOOR AND ANGLES OUTWARD AND UPWARD, CREATING A FALL ZONE BELOW. THE ESTIMATED SPACE PER PERSON IS BASED ON THE SAFETY WIDTH FACTOR AND THE FALL ZONE PAST THE DRIP LINE OF THE TOP OF THE WALL. STONE GARDENS HAS PERMITTED TWO GYMS, ONE IN BELLEVUE AND ONE IN SEATTLE. AN EXPLANATION OF THE OCCUPANT LOAD FACTORS USED TO DETERMINE THE OCCUPANCY LOAD IS AS FOLLOWS: DRIP LINE: THE FURTHEST HORIZONTAL PROJECTION OF THE TOP OF THE CLIMBING WALL. FALL ZONE: THE FALL ZONE EXTENDS 10 FEET BEYOND THE DRIP LINE, CLIMBING AREA: DEFINED BY THE OUTER LIMITS OF THE FALL ZONE AND THE BASE OF THE CLIMBING WALL. THIS AREA IS EXCLUDED FROM THE OVERALL AREA OF A-3 OCCUPANCY. OCCUPANCY FOR THIS AREA IS CALCULATED BASED ON THE EQUATIONS FOR CLIMBING (BOULDERING). BOULDERING STONE GARDENS ALLOWS ONE CLIMBER PER 16 LINEAL FEET OF CLIMBING WALL (L/16=# OF OCCUPANTS). CLIMBING WALL STRUCTURE: THE AREA BEHIND THE CLIMBING WALLS HAS BEEN DETERMINED AS NON -OCCUPIABLE SPACE DUE TO THE COMPLEX STRUCTURE. PERIODIC MAINTENANCE HAPPENS BY STAFF IN THE WALL CAVITY TO ENSURE SAFE AND STABLE WALL INTEGRITY. g -C ro 0 0 ��►% 1n c N E 1 v r V v Q E u Um E > C o U E N C: (D .9 U tllIn (U (— C_ ai O r . w w z m a` tJ, u) � 991298! Ou w RUNa �aatt�� E� g � a � o fu Y o L _O U_ Y f O v =Y � o^ REVIEWED OR CODE COMPLIANCE APPROVED DEC 02 2019 City of Tu iia BUILDING DI ISION i" M Q © Q v t _iJED CITY Or i UKWILti ° SAP 2 3 2019 z PEr-'.'NUT CENTER Q:U019)2190191W0—PRM1�D\2190191-A1.01.dM, A1A1, 9120120191:06:1] PM, 3aRL M, DWG To PDF.W, ARQ tali bleed D (36.00, 24,OO Ln he ), 1:1 r EXIT rAj a i EEL_ 114 1/4" P_01. I I `' `---`---•---J------ c»:F= ( cl— EE F= 1._. G�) © i;;;,= i==1 J— .1411_1 WALL TYPES FLOOR NOTES C R£STROOI 12'-0" HT 1) ALL EXITS SHALL BE ILLUMINATED AT ANY TIME THE BUILDING IS OCCUPIED WITH LIGHT HAVING INTENSITY OF NOT LESS THAN ONE FOOT CANDLE AT FLOOR LEVEL. A EXISTING OFFICE FURRED WALL %" GYP, BD. ON BOTH. SIDE ON 3 W MTL STUDS FIXTURES FOR EXIT ILLUMINATION SHALL BE SUPPLIED FROM SEPARATE SOURCES EXISTING GONG. WALL W/ WOOD STRUCTURE STUDS TO STRUCTURE FOR BRACING AS NEEDED OF POWER BY NOTE 2, W/ EXISTING R-19 GATT W/ VAPOR RETARDER ON WARM SIDE SOUND BATE INSULATION WATER RESIST. GYP. BD. ON RESTROOM SIDE 2) THE POWER SUPPLY FOR EXIT ILLUMINATION SHALL NORMALLY BE PROVIDED BY OFFICE PARTITION 12'-0" HT I" R-10 INSULATION ON WAREHOUSE SIDE (NO INSULATION AT SIM) PREMISE'S WIRING SYSTEM. IN THE EVENT OF ITS FAILURE, ILLUMINATION SHALL BE AUTOMATICALLY PROVIDED FROM AN EMERGENCY BATTERY BACK-UP SYSTEM. %a' GYP. BP. ON BOTH. SIDE ON 3 %" MTL STUDS WET WALL SPECIAL INSPECTION OF THIS SYSTEM REQUIRED. STUDS TO STRUCTURE FOR BRACING AS NEEDED p❑ MULTI- PURPOSE GYP TO &" ABOVE CEILING 5/&' WATER RESIST. GYP. Bp. BOTH 51DE OF W METAL STUD AT I6" O.G. 3) EXIT SIGNS SHALL BE INSTALLED ABOVE ALL EXIT DOORS AND AS SOUND BATT INSULATION STUDS TO STRUCTURE FOR BRACING AS NEEDED ADDITIONALLY SHOWN PER PLAN. SIGNS SHALL BE INTERNALLY OR EXTERNALLY i" R-10 INSULATION ON WAREHOUSE SIDE -WATER RESISTANT GYP BD. UP TO UNDERSIDE OF GYP BD CLNG ILLUMINATED BY TWO ELECTRIC LAMPS. EGRESS ILLUMINATION REQUIRED PER ( NO INSULATION AT SIM) PROVIDE CAULKING BTWN CONCRETE AND BOTTOM TRACK TO SECTION 1006 OF THE 2015 IBC, CURRENT SUPPLY TO ONE OF THE LAMPS SHALL PROTECT FROM INCIDENTAL WATER INTRUSION BE PROVIDED BY THE EMERGENCY BATTERY BACK-UP SYSTEM. 3" SOUND BATTS 4) KEY BOXES SHALL BE REQUIRED FOR FIRE DEPARTMENT ACCESS. COORDINATE BOX TYPE, KEYING AND LOCATION WITH THE FIRE DEPARTMENT. 5) COORDINATE WITH FIRE MARSHALL FOR REQUIRED NUMBER AND LOCATION OF PORTABLE FIRE EXTINGUISHERS. CURRENT LAYOUT SHOWN IS FOR SCHEMATIC LAYOUT ONLY. FINAL APPROVAL REQUIRED UPON INSTALLATION BY FIRE MARSHALL, PROVIDE 5L5 ABC PORTABLE UNIT 2A 105C RATED. MOUNTING AND LOCATION REQUIREMENTS PER 2015 IFC SECTION W(o AND NFPA 10. 6) PROVIDE ILLUMINATION TO MEET ALL CODE > REQUIREMENTS FOR MEANS OF EGRESS PER ELECTRICAL DESIGN BUILD DRAWINGS, DEFERRED. 1) TACTILE SIGNS SHALL BE MOUNTED TO COMPLY WITH ICC A111.1 ADJACENT WITH EACH DOOR LEADING TO AN EXIT PASSAGE, AND THE EXIT DISCHARGE, SECTION 105, TACTILE SIGNS ARE TO BE MOUNTED 50 THAT CHARACTERS (WHITE CHARACTERS ON BLUE BACKGROUND) ARE CENTERED A7 60" ABOVE THE FLOOR SURFACE. POSITION AND LOCATIONS OF THE SIGN TO FOLLOW ICC A111.1, SECTION 103. PROVIDE ACCESSIBLE SIGNAGE ADHERING TO ADA STANDARDS AT RESTROOMS. o WALL FRAMING NOTES A) ALL DIMENSIONS TO OUTSIDE FACE OF STUDS ON WALLS. B) FOR TYPICAL STEEL STUD FRAMING DETAILS SEE A401. C) ALL DOOR FRAMES TO BE SET 4" OFF ADJACENT WALL WHERE APPLICABLE UNO. D) AT ALL CABINETRY, GRAB BAR, AND HANDRAIL LOCATIONS PROVIDE BLOCKING OR BACKING. (COORDINATE WITH CONTRACTOR) E) SEE FINISH SCHEDULE ON SHEET A401 FOR ADDITIONAL WALL FINISH OR SURFACE APPLICATIONS. RECEIVED CITY 0 TU;{W[VILA SEP 2 3 2019 PERNUT CENTER NOTES: - INDICATES DOOR NO, SEE SCHEDULE SHT A3.01 XXX - INDICATES ROOM NO. SEE SCHEDULE (X) AND FLOOR MATERIAL SHT A302 EXIT - INDICATES EXIT LIGHT ►� - INDICATES ADDITIONAL EGRESS ILLUMINATION FE.N INDICATES WALL MOUNTED FIRE EXTINGUISHER N EN 1 T 9 C_ Q C: 0,3 E sp m` E > Y0 - u 0. U. cn E� E m n' p 3 D m > V ( i1 � 0 d-+ U N T V W Obi 6 ( n M f W U Z �"§�, gZs zo slam- o 2I-nffi2$..r Id— N al ti 0 Ln Ln N Q .o w u v c/}�� U I1V N OY O c LL1 v Y P o^ s REVIEWED FOR CODE C OMPLIA qCE APPROVED DEG 02 201 City f Tukwila BUILD( G DIVISION M rz Or a� �M z r -4 M Ir- r i t I( III I` t ., C n 11762 A — 7 _ _ Sheet Sheet No. © f— (7 Title: Issue Set & Date: Project Title: Issued For ST PDAIECOUTURE STATE OFWASHINGTON stone Gardens ClimbingGym 9 Y ZO m �—I �d Enlarged Multi -Purpose g P Agency Review A l a3 ©� _ � o and Storage Floor Plan 9/20/2019 PEUSE Of DOWMENIS Tenant Im rovment p M 65 ®5; Orxs ooan¢r+t xu ema sa,En E<cwxoxir x uc�au+a wm wAza-o7o u''a,`vwoerz" seu�nmE ra�mru - Clienk: ` fps^ m /�1 Designed by: Drawn by: Checked by: Job No.u°w 000,uwi urm�ia� MOIX90.5A P pdN.A NNSF43NiO %NESAIX 2M4 SM M_ T�AA MWP � s„OT o� Stone Gardens Climbing Gym Of Sheets Revisions: JKC JKC/SM PDC 2190191.00 ,�„„N���IMT,Im un omx aRaett rnMaur emlm+ nuixoaunox ar mku� o�sw wwr Lj 15600 NE 8th Street, Suite C-1, Bellevue, WA 98008 Bruce Andresen - 425.644,2445 TAH O A DESIGN GROUP 535 DOCK ST' SUITE 211, TACOMA, WA 98402 TEL: 253.284.96B0 FA%:253.284.9681 WW W,TAHOMADE-SIGN GROUP.COM R LE=GTE:D GE: f L f� fi LAN CEILING NOTES U LIGHTING LAYOUT 15 CONCEPTUAL ONLY. DESIGN / IBUILD ELECTRICAL CONTRACTOR TO DEVELOP PLANS ! LAYOUT WITH VERIFIED LIGHTING LEVELS AND SHOW COMPLIANCE WITH NREC LIGHTING BUDGET REQUIREMENTS. 2) FOR SUSPENSION AND SEISMIC BRACING OF CEILING GRiD SEE l/A2.01 3) PROVIDE AUTOMATIC 514UT-OFF CONTROLS AND OCCUPANCY SENSORS THROUGHOUT PROPOSED TENANT SPACE AS REQUIRED PER WSEC SECTION 1513.1 AND 1513b. 4) SPECIAL INSPECTION REQUIRED FOR THE SUSPENDED CEILING SYSTEM. ATTACHED WALL t � J 3 lu Pp I � a �u0-4 F a 4' O.C., TYP r{, 0 HANGER WIRE X LATERAL FORCE BRACING STABILIZER BARS NOTE: SUSPENDED CEILING TO COMPLY WITH WITH ALL APPLICABLE CODES. T-T-f= T - E3AR G E- f L [l�tCx GAR f =7 NO SCALE 1 I� =% OPEN TO R' �TU`CTU w� ED OPEN TO EXIST. STRUCTURE �1�1L.4RG-�E=D MI,�LT(-�='l.�Rfi=©vim/i�f=�T i�C7caM �1�1L4i?C�f=D STC�fi�4G-�� REFLE=GT;=D GE: (L INC-s E='LAN -� i�E= LE:GT D G f L f1�lG-� f',L,4N 1/8" I'-OU CEILING LEGEND NOTES: r ------ I LITHONIA SWARE BASKET WRAPAROUND 4' 55 LONG, 32 WATT, SURFACE MOUNTED TO GYP CEILING 2x4 SET IN GRIP LED LITHONIA GTL LENSED TROFFERS, 35 WATTS PER FIXTURE. 2X4 HIGH BAY WAREHOUSE LIGHTING o LITHONIA LED WF6 MVOLT 6" ROUND ,13 WATT, SET IN CEILING 0 50 C81 EXHAUST FAN ALTERNATIVE ASSEMBLY ALLOWED WITH ENGINEER'S APPROVAL HANGER ALTERNATIVE WIRE HANGER A65EMBLY Q WIRE ALLOWED WITH Q ENGINEER'S I APPROVAL gn © 4 n +0 © +an POP RIVET - OPTIONAL q STABILIZER 5ARS (2) ADACENT SIDES ONLY ATTACHED WALL �5 UNATTACHED W,4LL NO SCALE NO SCALE S LATERAL SPALYED BRACE WIRE, TYP UN.O. Tr COMPRESSION / POST, TYP / - HANGER WIRE LATERAL FORCE BRACING VERTICAL HANGER NO SCALE NO SCALE CEILiNG JOIST SCHEDULE 9 CEILING JOIST ALLOWABLE SPANS - TOP FLANGE NOT BRACED NO SHEATING OR BRACING TO TOP O O SUPPORT SUPPORT CEILING JOIST AT 16" OC JOIST MEMBER (7) WI (1) LAYER 5/8" GYP SHTG W/ (2) LAYER 5/8" GYP SHTG 16° OC SPACING 12° OC SPACING 16" OC SPACING 12" OC SPACING 350S125-18 T-8" 8'-4" 6'-2" (2) 6-8" (2) 350S125-27 g•.g° g'-6. 7,-1° T-8° 400SI25-27 7.5" g•_p" 60OS125-30 10�7" t1•_5" g_8" 94" 60OS137-33 12'-4" 13'4" 10'-1" 10'-10" 60OS16243 16-T 16'-5' 12'4" 13'4" CEILING JOIST ALLOWABLE SPANS - TOP FLANGE CENTER BRACE 2• W I DE x 20GA CONT BRACING TO TOP AT IL OF SPAN WI SOS AT'EAJOIST 1 SUPPORT SUPPORT JOIST MEMBER (1) W/ (1) LAYER 5/8" GYP SHTG W/ 12) LAYER 5/8° GYP SHTG 16" OC SPACING 72' OC SPACING 16' OC SPACING 12' OC SPACING 35OS125.18 10'-8" (2) 11'-8° (2) T-10' (2) 8'-10" (2) 35OS125.27 12'-5" 131-V 91-V iV-7" 400Si25-27 13'-1" 14'-2" 10'-2" 11'-3" 6003125-30 164" i6'-6" 12'-6" 13'-6" 600S137.33 17'-10" 19'-2" 14W' 15'-9" 600S16243 21'-10' 23'-7' 1T-11" 19-3" NOTES: 1. MIN. Fy=33ksL 2. WEB STIFFENERS REQUIRED AT BEARING POINT. MIN L 2" x 2" x 20 GA x JOIST DEPTH. 3. JOISTS PER SECTION 5AIS0.01 TOP OF STEEL STUD 10 STUD PARTITit' N WALL PARTITION TOP TRACK ALLOWABLE SPANS BETWEEN BRACING _ TOP TRACK BRACE x MAXIMUM UNBRAGED LENGTH TOP TRACK MAXIMUM STUD HEIGHT "W 8'-6" 9'-6' 10' 6' 12'-0" 600 T 125-54 [50] 17W 17'-0" 161-6" 15'-6" 400 T 125.54 [50] 12'-6" 12'-0" 11'-6" 11'-0" 362 T 125-54 E501 11'-6" 11'-0" 10'-6" 10'-6" PARTITION L--] BRACE ALLOWABLE SPANS BETWEEN BRACING BRACE U TOP TRACK -- _ MAXIMUM UNBRACED LENGTH [� BRACE MAXIMUM STUD HEIGHT'H" 8'-6' 9'-6" 19-6" 12'-0" 800 S 125 26'-0" 25'-0" 24'-6" 23'-0" 800 S 125-54 L50] 2T-0" 23'-6" 22'-6" 21'-6" 600 S 125.68 [50] 2U-6" 20'-W 19'-2" 18'-0" 600 S 125-54 E501 19'-2' 18'-6" 1F-0" IT-O" 400 S 125.68 E501 14'-6" 14'-0" 1 13'-6" 1T-0" 400 S 125-54 L50] NOTES: 1) MIN. Fy=40ks1 2) FOR TOP TRACK OR EI BRACE, NO SPLICES ARE ALLOWED IN TRACK OR t BRACE EXCEPT AT CROSS WALLS OR DIAGONAL BRACE LOCATIONS. RECEIVED 3)IFTOPTRACKORE I BRACE SPAN FURTHER THAN INDICATED, OR IF SPLICES CITY OF IUKWILA OCCUR BETWEEN CROSS WALLS, DIAGONAL PARTITION BRACES ARE REQUIRED. SEP 2 3 2019 PERMIT CENTER 1 O Qz��o 0a� 8w UJ Q N �i C N Cn Q c^\ W E u_ W .T m` = — O _ N i--E (10 @ 5 O m cu I— o w a E� �g L o > U— Q2 rn o M o Z rn W N ucd N is H Qi m a Q � 9 V U Q -0 c 0 Y V Q REVIEWED FOR CODE CON PLIANC APPROVED DEC 02 2019 City of T kwila Gti III nING IVISIO w C s 6 N N o 61 v in � t>n, a,»antottm aannfantl14nt9i.Al.OLpwa. A2.01. 9/20/2019 t:12:05 PM, smev. DWG To ROF.pc3, ARQi tali bleep D (36.00 x 24.001nNes), 1:1 PER SCHEDULE LEVER -TYPE ACCESSIBLE U P/4" wvvD SOLID CORE (HARDWOOD) ® COIL OVERHEAD DOOR DOOR T`'r'fi=r=-s I NO SCALE AT EXTERIOR DOOR r� AT EXTERIOR DOOR K?R® HL MTV y DOOR FRAME, PAINT TYP. PAINT COLOR BY OWNER FR,4ME: T-T-f= I-5 NO SCALE 5/8" GYP BOARD 6 3-5l8° EACH SIDE OF METAL STUDS BOTTOM DOOR PER WEATHERSTRIP /� DOOR PER / SCHEDULE GYP BOARD SCHEDULE ~\ EACH SIDE OF DOUBLE fJJ DOOR PER `; METAL STUDS STUD AT j; REFER TO FINISH SCHEDULE SCHEDULE DOUBLE STUD AT EACH JAMB EACH HEAD JAMB CLIPS DO (3) PER OR ° G SEALANT TYP. (� z HOLLOW METAL HOLLOW METAL O z FRAME FRAME DOOR SEALANTtYP. C OPENING 21. Ir DOOR HEAD DOOR JAMS a INT. STUD WALLS INT, STUD WALL8� H M. DOOR THRES�DHOLDR OD 5/8" GYP BOARD EACH SIDE OF Lr METAL STUDS DOUBLE STUD AT EACH HEAD ROLLING METAL DOOR COIL ENCLOSURE HOOD EXP. BOLTED TO PC. WALL PANEL HOOD WEATHERSEAL PER DOOR MFR REQUIREMENTS ROLLING INSUL METAL DOOR (PAINTED) RUBBER ASTRAGAL WEATHER SEAL a-1' E_ D ( 8 P-LA TOP, BAC14 (FL-2 P-LA CABII (PL-1 TOE KICK SE=—CTIC)N CEILING ELEV TO UNDERSIDE CEILING ELEV OF STRUCTURE TO UNDEUNDERSIDE OF STRUCTURE (2) WOOD SCREWS At EA PER PLAN REFER TO DETAIL CEILING JOIST AT T-BAR 4 STUD WALL j ` I Ib GA CONT TRACK TO MATCH CEILING JOISTS I" R-10 INSULATION , SUSPENDED A2 01 CEILING SYSTEM PER PLAN C ' CEILING JOIST l 1 PER PLAN t I" R-10 INSULATION GWB , / % , / CEILING ELEV 9-0" TYP f _. }'-0" Tl 10_0 nP - - - - ; - -SUSPENDED CEILING SUSPENDED _ ELEV PER PLAN C i CEILING CEILING 5;=CTkGON �9 SE:CTlC;>N 10 NO SCALE NO SCALE 2'-0" 2'-4" T-4" 1 2'-4" 2'-4" 1. T-4" 1/4" - 1'-0" CENTER OF SIGN 60" AFf NOTE: SIGNAGE SHALL COMPLY WITH APPLICABLE PROVISIONS OF ADA GUIDELINES SECTION 430 LOCATE ON LATCH SIDE. CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND- WHITE CHARACTERS ON BLUE BACKGROUND I T 1" 11-AL. (I-ItN 0HUM1 ,4CCE:55ISLE: 5IG�N GEE 12 NO SCALE GRAB BARS FOR TYP URINAL ACCESSIBLE AND AMBULATORY STALL PER ANSI 604.10 TYP ACCES818LE SHOWER m TYP FOLD DOWN BENCH T't'f='IC,4L RE:STRCCI" I FIXTURE: ELF-VATION5 1/4" = 1'-0" Q PLASTIC LAMINATE w/ METAL EDGE, TYP. (CERAMIC TILE OVER WATER RESISTANT WALL BOARD IN ROOMS 126 AND 121). O2 24" X 36" MIRROR W/SS. FRAME U3 SS, SOAP DISP. ® PROTECT EXPOSED HOTWATER AND DRAIN LINES PER ADA REQ-TYP 0 1V2" O.G. SS. GRAB BAR ® S.S. TOILET PAPER HOLDER O CLEAR AREA PAPER TOWEL DISPENSER O9 B.S. TRASH CONTAINER 10 S.S. FOLD DOWN BENCH 11 SURFACE MOUNTED SHOWER 12 22" DEEP LAMINATE COUNTERTOP WHERE SHOWN ON PLAN, CLEAR HEIGHTS PER ELEVATION 13 4" RUBBER BASE, CAULKED TO FLOOR D O cD R S C,— ' --I E= D U L. I—E NOTE: ALL DOOR HARDWARE TO BE ACCESSIBLE DOOR DATA FRAME DOOR HARDWARE NOTE: �t � n w a �(� ' u > O O Q ;E 100 ROOM NAME TYPE SIZE SURFACE TYPE CONSTRUCTION� W H T MAT'L FINISH MAT'L FINISH 101 OFFICE A 3'_0" 1p-0" 13/4n WOOD PT AA HM PAINT 103 BREAK ROOM A 3'-0" 1'-0" 13/4° WOOD PT AA HM PAINT 104 SET SHOP A 3'-0" l'-0" 13/4" WOOD PT AA HM PAINT 106 UNISEX A 3'-0" 1'-0" 13/4" WOOD PT AA HM PAINT 101 SHOWER A 3'-0" 1'-0" 13/4" WOOD PT AA HM PAINT 108 SHOWER A 3'-0" i'-0" 13/4" WOOD PT AA HM PAINT Joe too 10S UNISEX A 3'-0.1 l'-O" P/4" WOOD PT AA HM PAINT 112 MULTI -PURPOSE A 3'-0" 1'-0" 13/4" WOOD IT AA HM PAINT 113 UNISEX A 3'-0" 'V-0" 13/4" WOOD PT AA HM PAINT IIbA STORAGE A 3'-0" r-0" 13/4" WOOD PT AA HM PAINT 1168 STORAGE 8 g'-0" 12'_0 13/4" MH PT HM PAWT v E 1 ( V a, c a A m 0 _ U a =� Ln E (!7 0 � rn >_ m ai 2O r� c: u c v OL 0 -- I T1 w w O R U) z c o N (JI u� VIN: �' Q J � w�: �? 7 N 'J- a A Q) rn o0 R T V N z V N N � C � D m V to �_ Al N � m Y s U Qj C Y 03 d) (n � CODE COMPLIANCE APPROVED DECO2209 City f Tukwi a BUILDI G DIVI ION Q Q 4 R?ECEIVEC y� MTV OF I LIKWILA O SEA' 2 3 2019 � • M P P:z i i CEWER z v < �>nt9\�i90191\00 V"MiG4D\219019t A3.01.dw". A3.01. 9120120191:46:26 PM. smev. DWG To PD m3, MM full bleed D (36.00124.001nche ), 1:1 NO NORTH EAST SmTH WEST ngg-A►��/L, m� ���w ap- �pip ,,,�� am � ? p FIN15H SCHEDULE LEGEND CB COVED BASE :SHEET VINYL ( PER OWNERS SPEC'S ) CONC CONCRETE W/ SEALEN CPT-T CARPET TILE ( PER OWNERS SPEC'S ) F-PLWD 1/2"FIRE RATED PLYWOOD GWB GYPSUM WALL BOARD PL-I PLASTIC LAMINATE (P-LAM) - BASE AND/OR UPPER CABINETRY ( PER OWNERS SPEC'S ) PL-2 PLASTIC LAMINATE tP-LAM) - COUNTERTOP ( PER OWNERS SPEC'S ) PL-3 PLASTIC LAMINATE (P-LAM) - TOILET PARTITION ( PER OWNERS SPEC'S ) PL-4 PLASTIC LAMINATE (P-LAM) - WAINSCOT ( PER OWNERS SPEC'S ) PT PAINT ( PER OWNERS SPEC'S ) RB RUBBER BASE ( PER OWNERS SPEC'S ) SV SHEET VINYL FLOORING ( PER OWNERS SPEC'S ) W5.W5 TYPE "X" WATER RESISTANT GYPSUM WALL BOARD FINISH SCHEDULE NOTES 1. TESTING AND CLASSIFICATION OF MATERIALS TO COMPLY WITH CHAPTER 8 OF THE INTERNATIONAL BUILDING CODE (IBC.) - INTERIOR FINISH MATERIALS APPLIED TO WALLS AND CEILINGS SHALL BE PER SECTION 803 AND TABLE 8035. 2. ALL CiZ SURFACE FINISH PER OWNER'S SPEC, 3. ALL COLORS AND PAINT PER OWNER SPECS. E ui v 4-J 9 �c a C E� 7i E �m > U C =� Y f E ( m -2 � ru _ is06 c (u 1� P v C 4—i U0 W z v o a c v u o ti ilgm. z � `s 32 31. i v O > L v m o V N z u ^O Q in � N � � v N ~{ 0) � Q � 1 a v v a � +n v L/ ,E a m l W U— C � Ll .vC N CODE NWCI NCE APPROVE DE 02 201 MY o Tukwil WILDINGDIV►S ON 0 4 4 4 N RRECEIVEDO`^ CETY Or T UKWILA ■ SEP 2 3 2019 z PCF3i.1! T t `!TIC N :\.\�nt9\3\9n191mn PRM\fAD\2t99191-A1.Di.dwa. A3.Oi. 9t20R0191:15:94 PM, smev. DWG To PDF.p 3, ARCH (uii bleed D (36.00 x 29.W Snches), 1:1 I � s GENERAL REQUIREMENTS GOVERNING CODE: The design and construction of this project is governed by the 'international Building i hereafter referred o asf a IBC as adopted and modified b the City of Tukwila WA' Code (IBC)", 2015 Edition, h r t h { ), P Y Y understood to be the Authority Having Jurisdiction (AHJ). REFERENCE STANDARDS: Refer to Chapter 35 of 2016 IBC. Where other Standards are noted in draw Ings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does not relieve the contractor from compliance with the entire standard. DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: "Architect/Engineee'- The Architect of Record and the Structural Engineer of Record. "Structural Engineer of Record" (SER) The structural engineer who is licensed to stamp & sign the structural documents for the project. The SER is responsible for the design of the Primary Structural Sys- tem. "Submit for review" = Submit to the Architect/Engineer for review prior to fabrication or construction. "Per Plan - Indicates references to the structural plans, elevations and structural general notes., • "Seismic Force Resisting System (SFRS)" - A recognized structural system of components (beams, braces, drags, struts, collectors, diaphragms; columns, walls, etc) of the primary structure that are specialty designed and proportioned to resist earthquake -induced ground motions and maintain stability of the struc- ture. Fabrication and installation of components designated as part of the SFRS require the general con- tractor, subcontractor, or supplier who is responsible for any portion of $FRS fabrication or installation to comply with special requirements (Including, but not limited to, material control, compliance certifications, personnel qualifications, documentation, reporting requirements, etc) and to provide the required Quality Control including the required coordination of Special inspections (Quality Assurance-QA). Special pro- visions apply to any member designated as part of the SFRS. Refer to plans; elevations, details, Design Criteria and Symbols and Legends for applicable members and connections. • "Specialty Structural Engineer" (SSE) - Aprofessional engineer (PE or SE), licensed in the State where the project is located, (typically not the SER); who performs: specialty structural engineering services for selected specialty -engineered elements identified in the Contract Documents, and who has experience and training in the Specialty. Documents stamped and signed by the SSE shall be completed by or under the direct supervision of the SSE. • 'Bidder -designed" - Components of the structure that require the general contractor, subcontractor, or supplier who is responsible for the design, fabrication and installation of specialty -engineered elements identfied in the Contract Documents to retain the services of an SSE. Submittals of "Bidder -designed" ele- ments shall be stamped and signed by the SSE. SPECIFICATIONS: Refer to the project specifications issued as part of the contract documents for information supplemental to these drawings: OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawingsfor additional information including but not limited to: dimensions, elevations, slopes, door and window openings; non -bearing walls, stairs, finishes; drains; waterproofing, railings, curtain walls, elevators, curbs, depressions, mechanical unit locations; and other nonstructural items. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans as "typical" wherever they apply. Similarly, use details on entire sheets with 'typical" in the name wherever they apply, STRUCTURAL RESPONSIBILITIES: The structural engineer (SER); is responsible for the strength and stability of the primary structure in its completed form. COORDINATION: The Contractor Is responsible for coordinating details and accuracy of the work; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for performing work in a safe and secure manner. PRE -CONSTRUCTION MEETINGS: The Contractor is responsible for coordinating pre -construction meetings prior to commencing' work. Pre -con meetings, scheduled approximately two weeks prior to the start of the relevant work, are required for the following phases of construction: Post -tensioned slabs, Structural Steel, Shotcrete, Concrete. Attendees for pre -construction meeting are to include contractor, relevant subcontractors, fabricators, inspectors, architecttengineer, and representative of the Authority Having Jurisdiction where: required. Meeting agendas are to include review of the work scope, project schedule relevant to the work, contact information of re- sponsible parties, inspection points, review of materials and any special cases or issues, procedures for clarifica- tions if required, testing and acceptance, etc. MEANS. METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methodsof construction and all job related safety standards such as OSHA' and DOSH (Department of Occupational Safety and Health), Contractor is responsible to adhere to OSHA regulations regarding steel erection items specifically addressed in the latest OSHA regulations: Boiling and field welding at all member connections is to be completed' prior to the release of the member from the hoisting mechanism unless reviewed and approved by the General Contractor's temporary bracing and shoring design engineer. The construction documents represent the complet- ed structure. The contractor is responsible for means and methods of construction related to the intermediate movement of the structure due to moisture and thermal effects; constructionsequence; structural conditions (i.e. m n temporary bracing, etc). BRACINGISHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a registered professional engineer for the design of any temporary bracing and shoring. Submit construction sequence to Archi- tect/Engineerforreview. TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability, of the structure during construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the structure is complete. it is the contractor's responsibility to be familiar with the work required in the con- struction documents and the requirements for executing it properly. CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as noted in DESIGN CRITERIA & LOADS below or the capacity of partially completed construction as determined by the P tY P Y P Contractor's SSE for Bracing/Shoring. CHANGES tN LOADING: The contractor has the responsibility to notify the SER of any architectural, mechanical, i r t is hot documented on the original urge that differs from, or the imposed onto the :tract t mote toad im d or u electrical, P 9 P drawings). Provide documenta- tion structural 1 mechanical ! electrical orplumbing rcnitectura 1 tru Contract Documentsa { of location, load, size and anchorage of all undocumented toads in excess of 400 pounds. Provide marked -up structural plan indicating locations of any new equipment or loads. Submit plans to the Architect/Engineer for re- view prior to installation. NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail draw- Inge supplements information in the Structural General Notes. PI ns/Details or Refer- t General Notes, Specifications, a between he e o tE of discrepancies D CREPANC S. In case IS. Discrepancies shall be brou ht to the e ArchitecttEn gineer shalt determine which shall overn Refer- ence Standards the A9 8 9 attention of the Architect/Engineer before proceeding with the work. Should any discrepancy be found in the -n- tract Documents, the Contractor will be deemed to have included in the price the most expensive way of complet- Architect as in the work unless nor to the submission of the rice, the Contractor for adecision 'from theto 9 P P a basis o adjust - ment ants hall not e b si for t i conflict 'n or between Contract Documents b i all' overn. Ac cordingly, n i an ti which shall g g y, y 1 ment in the Contract Price. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the drawings and actual site conditions shall be brought to the attention of the Architeet/Engineer' before proceeding With the work. ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior to earthwork, foundations; shoring, and excavation and prior to drilling holes for piles and tieback anchors. Any utility informationshewn on the drawings and details is approximate and not necessarily complete. ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted with adequate technical documentation (proper test report, etc.) to the ArchitecttEngineer for review. Alternate materi- als that are submitted without adequate technical documentation or that significantly deviate from the design intent` of materials specified may be returned without review. Alternates that require substantial effort to review will not be reviewed unless authorized by the Owner. DESIGN CRITERIA AND LOADS OCCUPANCY: Risk Category of Building per 2015 IBC Table 1604.5 = Il WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM Ultimate Design Wind Speed, Vur (MPH) 110 Exposure Category B Internal Pressure Coefficient Cpi = +/- 0.18 Topographic Factor Kzt = 1.0 Wind Analysis procedure used: Directional SEISMIC Seismic Design Category: SDC = D DESIGN: Basic Structural System Bearing Wall Seismic Force Resisting System Shear Walls Response Modification Factor: R = 6.5 (Wood) System Over Strength Factor Omega = 3 (Wood) Deflection Amplification Factor Cd - 4 (Wood) Site Classification per IBC 1613.3.2 & ASCE 7-10, Ch. 20 Site Class = D Seismic Importance Factor per ASCE 7-10 Table 1.5-2 le .= 1.25 Spectral Response Acceleration (Short Period) S, = 1.2679 Spectral Response Acceleration (1-Second Period) Sr -' 0.4919 Spectral Design Response Coefficient (Short.Period) SDs = 0.844 g Spectral Design Response Coefficient (1-Second Period) Soi = 0.494 y SNOW LOADi (1) Flat Roof Snow Load, (PSF) P,= 25 (2) Snow Drift Loading required by Authority Having Jurisdiction? No Snow Load Importance Factor i • = 1.1 (3) Ground Snow Load, (PSF) p g= 20' Snow Exposure Factor C • = B Thermal Factor C o = 1.0 1)' Snow Load is un-reducible and includes 5 psf rain -on -snow surcharge where ground snow, load is greater than zero and 20 psf or tress per ASCE 7-10 Section 7.10. 2) Snow Load based on WABOISEAW White Paper in Low -Lying Puget Sound Basin, ASCE Fig 7-1. 3) Snow Load Importance Factor per ASCE 7-10 Table 1.5-2. DESIGN LIVE AREA LIVE LOADS REMARKS & FOOT- LOADS (PSF) LINO NOTES (6) Handrails&Pedestrian Guardrails 50 PLF or (1) 200 LB Stairs & Exits 100 PSF or Stair treads per note 300 LB (2) Offices 50 15 20001bs 5 Mechanical Rooms ISO Light Storage Area 125 Roofs 20 PSF or 300 Area toad is reducible. LB Point load per note (2), See above for Snow Load o rail shall be designed:to resist 50 PLF line load or 200 lb point load applied in an directio ,ate point. (1) TopP PP Y n. _nY Intermediate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 LB on an area not to exceed 1 It square. These three loads are to be considered separately with worst case used for design. 2 Place 300 lb concentrated load over 2"x2" area at an point produce maximum stress. Area load and con- centrated load are to be considered separately with worst case used for design. (3) Need' not apply concurrently with other handrail and guardrail loads; applied over not more than 1 square foot. (4) Apply concentrated wheat load over 4-1/2"x4.1/2" square area. (5) Floors for Business Group B (Offices) Occupancy shall be designed with a basic floor Live Load plus an addi- tional 15` SF minimum live loading for partitions. P (minimum) 9 6 Unless otherwise noted point to be distributed over 2.5ft x 2.5ft area and located to produce maximum {) ,P load effects on structural members. SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data and mill tests are required for items noted in the individual materials sections and for bidder designed elements. SUBMITTAL REVIEW PERIOD: Submittals shalt be made in time to provide a minimum of TWO WEEKS or 10 WORKING DAYS for review by the ArchitecttEngineer prior to the onset of fabrication. GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect/Engineer, the Contractor shall review the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore; must be verified by the General Contractor. Contractor shall provide any necessary dimensional details requested by the Detailer and provide the Contractor's review stamp and signature before forwarding to the Architect/ Engineer. SHOP DRAWING REViEW Once the contractor has completed his review, the SER will review. the submittal for m p with the design concept and the contract documents of the building and ' stamp t sub- mittalconformance accordingly: Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications, nor departures there from. The SER will retum submittals in the form they are submitted in (either hard copy or electronic). For hard copy submittals the contractor is responsible forsubmitting the required, number of copies to the SER for review. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the re- quirements of the structural drawings they shall be designed and stamped by the responsible SSE. DEFERRED SUBMITTALS BIDDER -DESIGNED ELEMENTS Submit "Bidder -Designed" deferred submittals to the Architect and SER for review. The deferred submittals shall also be submitted to the city for approval, if required by the city. f prefabricated bidder designed manufactured, pre-engineered or other fabricated products shall com- the following requirements 1ho 1) Design considers tributary dead, live, wind and earthquake loads in combinations required by IBC. 2) Design within the Deflection Limits noted herein and as specified or referenced in the IBC: 3) Design shall conform to the specifications and reference standards of the governing code. 4) Submittal shall include: a. Calculations prepared, stamped and signed by the SSE demonstrating code conformance. b. Engineered component design drawings are prepared, stampe d and signed by the SSE. c. Product data, technical information and manufacturer's written requirements and Agency'ap- provals as applicable: d. SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to the Authority Having Jurisdiction. Submit adequate documentation of design. DEFLECTION VERTICAL LIMIT LIMITS FOR Roof Members, Dead + Live or Snow or Wind; Total Load (TL) Deflection L 1240, where (L is span length,inches) SSE / BIDDER DESIGNED ELEMENTS: Roof, Live or Snow or Wind Load (RLL) Ld 360 Floor Members; Total toad (TL)uno L/240 Floor Live Load (ILL) uno L J 360 Wood Floor Joist Total Load (TL) L (480' Wood Floor Joists Live Load (ILL) L t 600 Members Supporting Masonry L 11200 or 1/4" max masonryDL only Operable Partition Support Members L / 600 or°/." maximum' HORIZONTAL LIMIT and FOOTNOTE Members Supporting Brittle Finishes L 1240 (1) Members Supporting Flexible Finishes L / 180 (1) Members Supporting Masonry L / 600 @ 0.7 x Cladding Wind or 0.7E (1)' (1) Wind toad is reducible to 0.42 times the Component and Cladding Loads per Table 1604.3 footnote I. GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSI vent drawings, the SERvtll review the submittal for general conformance with the design' of the buiidint stamp the submittal accordingly; Review of the Specialty Structural Engineer's (SSE) shop drawings (cc design drawings) is for compliance with design criteria and compatibility with the design of the primary and does not relieve the SSE of responsibility for that design. All necessary bracing, ties, anchorage, pi products shall be furnished and installed per manufacturer's instructions or theSSE's design drawings am tions. These elements include but are not limited to: calcula- Steel Stairs Handrails, Guardrails and Balcony Rail Anchorages • Exterior Cladding Systems: Curtain Wall Systems, Pre-engineered Panels Mechanical, Electrical, Plumbing & Sprinkler Hanger Plans` • Temporary Shoring Systems • Prefabricated Wood Roof Trusses Solid Web Wood Joists • Engineered Wood Products, (PSL, LSL, LVL) • Pre -fabricated wood shear & bearing wall panels Open Web Wood Joists. INSPECTIONS, QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS INSPECTIONS: Foundations, footings, under slabs stems and framingare subject to inspectionb the Building Official in accordance with IBC 110.3 Contractor shall coordinate all reuired insections with the Building Official. SPECIAL INSPECTIONS VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing shall be n t accordance with iBC Chapter 17; the STATEMENT AND SCHEDULE OF'SPECiAL INSPECTIONS on S1:04: t STRUCTURAL OBSERVATION; Per IBC Section 1704.6 Structural Observation is the visual observation of the structural system by a registered design professional for general conformance 9 g a a the approved construction documents. ills not required on a project; does natin- clude or waive the responsibility for the special inspections and tests required by a Special Inspector per IBC Chapter 17, is not continuous, and does not certify conformance with the approved construction documents. Structural Observation for this project is required per IBC Section 1704.6. Contractor shall notify the SER in s time- ly manner to allow required Structural Observations to occur. Reports will be distributed to the Architect; the Con- tractor Special Inspector and the Authority Having Jurisdiction: The frequency and extent of observations is at the discretion of the structural observer, Onlysignificantsta es of _9 construction identified by the Structural Observer require observation. For repetitive or similar structural elements identified as significant, only the first element of a stage requires observation unless noted otherwise. The follow- ing significant stages of construction require observation: prior to first post -tensioned slab placement, and after roof diaphragm is complete prior to roofing. CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to provide the Authority Having Jurisdiction;a signed, written acknowledgement of the Contractor's responsibilities associated with the above Statement of Special Inspections addressing the requirements listed in IBC Section 1704.4, Con- tractor is referred to IBC Sections 1705.12.5 and 1705.12.6 for architectural and MEP building systems that may be subject to additional inspections (based on the building's designated Seismic Design Category listed in the CRI- TERIA), including anchorage of HVAC ductwork containing hazardous materials, piping' systems' and mechanical units containing flammable, combustible or highly toxic materials, electrical equipment: used for emergency or standbypower, exterior wall panels and suspended ceiling systems. P P P 9 Y SOILS AND FOUNDATIONS REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations." GEOTECHNICAL REPORT: Recommendations contained in X were used for design. CONTRACTOR'S RESPONSIBILITIES Contractor shall be responsible to reviewthe Geotechnicat Report and shall follow the recommendations specified therein include t n but not limited to ub d preparations, instal- lation e a oboes Ile 9 g eP P P procedures ground water management and steep slope Best Management Practices." GEOTECHNICAL SUBGRA E INSPE CTION: ECTION The Geotechmcal Engineer shall inspect all sub grades and pre -pared pared soil bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Geotechnical Engi- neers shall provide a letter to the owner stating that soils are adequate to support the "Allowable Foundation Beer- ing Pressure(s)" shown below. Assumed values shall be field verified by the Building' Official' or the Geotechnicat Engineer prior to placing concrete. DESIGN SOIL VALUES; Safety Factor per Soils Report .................................. 1.5 Allowable Foundation Bearing Pressure. 2500 PSF - Native Allowable Foundation Bearing Pressure: ............. 2500 PSF - Stone Columns by Others Passive Lateral Pressure..:... ......... .........:.....: 300 PSF/FT Active Lateral Pressure (unrestrained) ............................. 35 PSF/FT At -Rest Lateral Pressure (restrained) ............................... 50 PSFIFT Active Seismic Laterai Pressure ...................................... 6H PSF' At -Rest Seismic Lateral Pressure... .................. ............... 6H PSF Coefficient of Sliding Friction............. ............................ ... 0.35' FOUNDATIONS and FOOTINGS: Foundations shall bear on either on competent native soil, or compacted gravel as per the geotechnical report. Exterior perimeter footings shall bear not less than IS inches below finish grade, unless otherwise specified by the geotechnical engineer and/or the building official FOOTING DEPTH: Tops of footings shall be as shown on plans with vertical changes as indicated with steps in the footings; locations of steps shown as approximate and shall be coordinated with the civil grading plans. SLABS -ON -GRADE: All slabs -on -grade shall bear on compacted structural fill or competent native soil per the ge- otechnical report. Ail moisture sensitive slabs -on -grade or those subject to receive moisture sensitive coatings/ covering shall be provided with an appropriate capillary break and vapor barrier/retardant over the subgrade pre- pared and installed as noted in the geotechnical report; barrier manufacturer's written recommendations and coor- dinated with the finishes specified by the Architect. UNDERPINNING Underpinning of adjacent structures shall be installed in a sequential manner thatprotectst e a h P 9 J q neighboring structure and the working construction site Underpinning design and is the responsibility of the contractor. Sequence of installation must be shown on approved deferred submittal permit drawings. CAST -IN -PLACE CONCRETE REFERENCE STANDARDS: Conform to: (1) ACI 301-10"Specifications for Structural Concrete" (2) IBC Chapter 19 "Concrete" (3) ACI 318-14 "Building Code Requirements for Structural Concrete" (4) ACI 117-10 'Specifications for for Concrete Construction and Materials" FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifi- cations for Structural Concrete (ACI 301) with Selected ACI and ASTM References. CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixture " nd IBC Section s a C Sect n 1904.1 MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, aggre- gates, mixing water and admixtures. SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in the table below. Substantiating strength results from past tests shall not be older than'24 months per ACI 318 Section 26.4.3.1 (b): TABLE OF MIX DESIGN REQUIREMENTS Member Strength Test Age : Nominal Exposure Max Air Con- Notes Type/Location fc(psi) (days) Maximum Class WiC tent (1 to 8 Typical Aggregate Ratio UNO) Footings 4000 28 1" Exterior Slabs on Grade 3000 28' V 0.45 5% & Sidewalks Interior Slabs on Grade 3000 28 1" Interior Topping Slabs 3000 28' 1" 0.45 Site Retaining Walls 4000 28 1" OA5 5% Stem Walls & Curbs 4000 28 1" Exterior Stem Walls &: 4000 28 1" 0.45 Curbs Table of Mix Design Requirements Notes: (1) WIC Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials. Maximum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability re- quirements given in ACI 318 Section 193. (2) Cementitious Materials: a. The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 318 Sections 19.3.2 and 26.4.2.2. Maximum amount of fly ash shall be 25% of total cementitious content unless reviewed and approved otherwise by SER. b. For concrete used in elevated' floors, minimum cementitious-materials content shall conform to ACI 301 Table 4.212.1.Acceptance of lower cement content is contingent on providing supporting data to the SER for review and acceptance. G. Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section 26.4.1.1.1(a). (3) Air Content: Conform to ACI 318 Section 19.3.3.1. Minimum standards for exposure class are noted in the table. If freezing and thawing class is not noted; air content given is that required by the SER. Tolerance is t1?fz%. Air content shall be measured at point of placement. (4) Aggregates shall conform to ASTM C33. (5) Slump: Conform to ACI 301 Section'4.2.2.2, Slump shall be determined at point of placement. (6) Chloride Content:; Conform to ACI 318 Table 19.3.2.1. (7) Non chloride accelerator: Non -chloride accelerating admixture may be used in concrete placed at ambient temperatures below 50°F at the contractor's option. (8) ACI 318, Section 19.3.1.1 exposure classes shall be assumed to be FO, SO, WO, and CO unless different Design exposure classes are listed in the Table of Mix Requirements i p g Requi r man s that modify these base requirements. (9) Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of 0.045% at 28 days measured in accordance with ASTM C157. Submit laboratory test results to SER for approval prior to construction FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of Forms shall conform to Section 2.3.2`except strength 'indicated in Section 2.3.2.5 shalt be 0.75 f c. MEASURING MIXING AND DELIVERY: Conform toACI 301 Section 4.3. HANDLING PLACING CONSTRUCTING' AND CURING: Conform to AGI 301 Section 5. In addition, hot weather concreting shall conform to ACI 305R-10 and cold weather concreting shall conform to AC1306R-10. CONCRETE CURING: Provide curing compounds for concrete as follows: (1) Use membrane curing P p compounds that are compatible with and willnot affect surfaces to be covered with finish; materials applied directly to concrete.. (2) Apply curing compounds at rate equivalent to the rate of application at which curing compound was origi- nally tested for in conformance to the requirements of ASTM C309-07 and the manufacturer's recommenda- tions. 3 Apply specified curio compound to concrete slabs as soon as final finishing operations are complete (within O RPY P 9 P 9 P P { n 2 hours and aftersurface water sheen has disappeared). Apply uniformly in contin uous operation bYpower spray or roller ' accordance' with manufacturer's e o in r e R c at areas subjected to heavy rainfall within p YJ Y 3 hours after initial application. Maintain continuity of coating and repair damage during curing period. (4) Use curing compound compatible with and applied under direction of system manufacturer of protective sealer.: (5)Apply two separate coats with first allowed to become tacky before applying second. Direction of second application shall be at right angles to direction of first, CONSTRUCTION JOINTS: Conform to ACI 301 Sections-'2.2.2. .2 2. o 5 5 1 and 5:3.2.6. Construction t to n joints shall be J located and detailed as on the constructiondrawings. Submit alternate locations o per ACI 301 Section 5.1.2.3a for 9 review an approval the SER two ek ' i i m prior forming, d b e we s m n mu r o 0 orm n. Use of an acceptable adhesive surface PP Y P 9 P retardant ortlan cement rout or roughening the surface is of required unless p d g g rig h n q d o ass specifically noted on the draw- ings. EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non- structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and architectural drawings and coordinate other embedded items. GROUT: Use 7000 psi non -shrink grout under column base plates. GROUTED REBAR: See Post -installed Anchors to Concrete. POST -INSTALLED ANCHORS to CONCRETE: Anchor location, type, diameter and embedment shall be as indi- cated ondrawings. Reference the POST INSTALLED ANCHORS section for applicable Post -Installed Anchor Ad- hesives. Anchors shall be installed and inspected in strict accordance with the applicable ICC-Evaluation Service Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. BONDING AGENT Use MasterEmaco, ADH 326. Apply in accordance with manufacturer's instructions. JOINT COMPOUND: Provide acid resistant silicone caulk where noted on the drawings. Submit product data for review. LEAN CONCRETEBACKFILL: Conform to recommendations of ACI 229R-13 "Controlled Low Strength Materials (CLSM)"for mixing and placing lean concrete backfill shown on drawings. Use 100 psi mix for backfili not un- der footings. Use 300 psi mix for backfill below footings. ,Use standard slump test to verify flow ability. Test in ac- cordance with ASTM D 4832-10 "Standard Test Method for Preparation and Testing of Controlled Low Strength Material (CLSM):Test Cylinders:"MOEIVEn CITY Ili. T KWILA ORRE TION 30OCT 23 2019 l'TR# PERMIT CENTER ot� L_lJ 2 a fi in o vi v C: C .Q E LJ o CC: 0) � t6 � v N m O � +, u in il m B z 2 u a _J y < ° � u W Z W tJ _1 Q c m 3 m m rj F_ u N n W a w m � (D Cn Z s a SHRINKAGE: Conventional: and post -tensioned concrete slabs will continue: to after placement and. P stressing of concrete. Contractor and subcontractor shall coordinate jointing and interiormaterial finishes to pro- videfor expected frame shrinkage and shall include= but not be limited to: curtain vide adequate ob u wait, dryvit, storefront, skylight, floor finish; and ceiling supplier. Contact Engineer for expected range of shrink- age. a e. FLOOR FINISHES: The contractor must provide and correctly install an isolation membrane and properly detailed expansion joints to help minimize cracking of finishes with cementitious setting beds or finish properties (tile;, stoner terrazzo, concrete topping, etc). The expansion joints shall be sized for an expected shortening movement of 0.01 inches per foot. CLADDING CONNECTIONS and SLAB SHORTENING: At the time of installation, the cladding' connection design shall accommodates typical future vertical movement at each floor of %inch or U600; whichever is greater; due to variable live loading and creep. This displacement will occur at the free end of cantilever beams and 'at midspan of edge slabs and beams. At the time of installation, the cladding connections shall accommodate shortening of the slab edge Inwards 'due to shrinkage and post -tensioning. Calculation of the amount of shortening is the responsibility of the design/ con- struction team as a whole and shall be agreed upon in a preconstructionmeeting. The connections shall also ac- commodate typical slab edge construction tolerance both inward and outward, The amount of tolerance shall be defined by the general contractor and agreed to by the cladding designer and formwork: subcontractor prior to the design of the connections. The cladding shall be installed to the proper design plan location. CONCRETE CRACK REPAIR AND MAINTENANCE PROGRAM: Concrete shrinks and continues to shrink for up to two years after construction and as a result; cracking will typically occur, These cracks do not typically impair the integrity of the structure. However, DCI recommends a'one-time crack repair and maintenance program be implemented for those slabs exposed to water or chemicals. The maintenance program shall consist of . Inspect slabs and supporting members two years after construction Determine cracks in the structure to be repaired . Repair cracks square feet of slab area. The owner per cracks s The total length of cracking can be estimated at 0.009 feet of cr a p q should reserve funds for this one time maintenance program, which is to take place two years after the completion of construction. Even though cracking is normal and most often not structurally significant; when cracking occurs during construc- tion the contractor shall contact the AmhltectrEngineer for review. The contractor should budget 0.004 ft of epoxy. injected crack repair per square foot of slab. STRENGTH TESTING AND ACCEPTANCE: Testing: Obtain samples and conduct tests in accordance with ACI 301 Section 1.6.3.2. Additional samples may be required to obtain concrete strengths at alternate intervals than shown below. . Cure 6 cylinders for 28-day test age post -tensioned concrete. Test i cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as the Engineer directs. After 56 days, unless notified'. by the Engineer to the contrary, the reserve cylinder may be discarded without being tested forrspeci- mens meeting 28-day strength requirements. . The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are to be used; additional cylinders must be cured for testing of 3 cylinders attest age per the table of mix design requirements, Acceptance. Strength is satisfactory when: (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength. d strength b more than 500 psi. (2) No individual test falls below the .pectic s ng y p A "test" for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by in. cylinders test- ed at the specified test age. CONCRETE PLACEMENT TOLERANCE: Conform to ACI 117-10 for concrete placement tolerance. FLOOR FLATNESS and FLOOR LEVELNESS: Minimum values of flatness, F(F) 30; and of levelness; F(L) 20 with minimum local values of flatness, F(F)24; and of levelness, F(L)15;for slabs -on -grade are required. Overall minimum values of flatness, F(F) 30; with minimum local values of flatness, F(F) 24; for suspended slabs are re- quired. Concrete slabs that wilt receive wood flooring shall have a minimum F(F) 35. The preceding values are minimums unless specifications require higher values. Measured values shall be in accordance with ACis117. TABLE of MINIMUM CONCRETE WALL REINFORCING Wail Thickness HORIZONTAL Bars VERTICAL Bars Location 6" #4 @ 12- OC #4 @ 12" OC center in wall W 45 @ 12OC " #5 @ 12- OC center in wall 10" #4 @ 16" OC EF #4 @ 16" OC EF EF = each face 12" #4 @ 12- OC EF #4 @ 12" OC EF EF = each face POST -INSTALLED ANCHORS (INTO CONCRETE AND MASONRY REFERENCE STANDARDS: Conform to: 1) IBC Chapter 19 "Concrete" 2) ACI 318-14 "Building Code Requirements for Structural Concrete" 3) IBC Chapter 21 "Masonry" 4) ACI 530-13/ASCE 5-13rrMS402-13 "Building Code Requirements for Masonry Structures" POST -INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All post - Installed anchors types and locations shall be approved by the SER and shall have a current ICC-Evaluation 'Ser- vice :Report that provides relevant design values necessary to validate the available strength exceeds the required strength. Submit current manufacturers data and ICC ESR report to SER for approval regardless of whether or not it a pre -approved anchor. Anchors shall be installed in strict accordance to ICC-ESR and the manufacturer's printed installation instructions (MP11) in conjunction with edge distance, spacing and embedment depth as indicat- ed on drawings. The contractor shall arrange for a manufacturer's field representative to provide installation training for all products to be used, prior to the commencement of work. Only trained installer shall perform post installed anchor' installation. A record of training shall be kept on site and be made available to the SER as re- quested. Adhesive anchors` installed in horizontally or upwardly inclined orientation shall be performed by a>certi- fied adhesive anchor installer(AAI) as certified through ACl/CRSI or approved equivalent. Proof of current certifi- calionshall be submitted to the engineer for approval prior to commencement of installation. No reinforcing bars 9 Pp P 9 shall be damaged during installation of post -installed anchors. Special inspection shall be per the TESTS and IN- SPECTIONS.section. Anchor Ives. diameter and embedment shall be as Indicated on drawings; I. ADHESIVE ANCHORS: The following Adhesive -type anchoring systems have been used in the design and shall be used for anchorage to CONCRETE and MASONRY, as; applicable and in accordance with corresponding current ICC ESR report. Reference the corresponding ICC ESR report for required minimum age of concrete, concrete temperature range, moisture condition, light weight concrete,: and hole drilling and preparation requirements. Drilled -in anchor embedment lengths shall be as shown on drawings, or not less than 7 times the anchor nominal diameter (71)). Adhesive anchors are to be in- stalled in concrete aged a minimum of 21 days, unless otherwise specified in the ICC ESR report. a. HILTI '"HIT-HY200"- ICC ESR-3187 for anchorage to CONCRETE with embedment depth less than or equal to 20 bar diameters b. SIMPSON "SET-XP" - ICC ESR 2508 for anchorage to CONCRETE, IAPMO265 forranchor- age to MASONRY 2. EXPANSION ANCHORS: The following Expansion type anchors are pre-approyed for anchorage to CONCRETE or MASONRY in accordance with corresponding current ICC ESR report: a: HILTI "KW IK BOLT TZ" - ICC ESR-1917 for anchorage to CONCRETE Only b. SIMPSON "STRONG -BOLT 2"- ICC ESR-3037 for anchorage to CONCRETE Only 3. SCREW ANCHORS: The following Screw type anchor is pre -approved for anchorage to CONCRETE or MASONRY in accordance with corresponding current ICC ESR report: a. SIMPSON "TITEN HD" - ICC ESR-2713 for CONCRETE Only and ICC ESR-1056 for MA- SONRY Only b. HILTI "KW IK HUS-EZ" - ICC ESR-3027 for anchorage to CONCRETE Only STRUCTURAL STEEL REFERENCE STANDARDS Conform to: 1) IBC Chapter 22-"Steel" 2) ANSIIAiSC 303-10 "Code of Standard Practice for Steel Buildings & Bridges" 3) AISC - °Manual - tee, Cons-ction",Fourteenth Edition(2010) 4) ANSI/AISC 360-10 -r'Specification for Structural Steel Buildings" 5) AWS D1.1:2010-"Structural Welding Code -Steel"' REFERENCE STANDARDS: Conform to: Al 2009 RCSC -'Specification for Structural Joints using High -Strength Bolts" (1) ACI 301 -1 0 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and. Reinforcement Supports." (2) ACi SP-66(04) "ACi Detailing Manual" (3) CRSI MSP-09, 28' Edition, "Manual of Standard Practice." (4) ANSItAWS D14: 2005 "Structural l Welding Cod - Reinforcing Steel." (5) IBC Chapter 19-Concrete: (6) ACI318-14 "Building Code Requirements for Structural Concrete." (7) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" SUBMITTALS: Conform to ACI 301 Section 3.1.1 "Submittals:" Submit placing drawings showing fabrication 'di- mensions and placement locations of reinforcement and reinforcement supports. MATERIALS: Reinforcing Bars .................................. ASTM A615, Grade 60, deformed bars. ASTM A706, Grade 60, deformed bars, Smooth Welded Wire Fabric ............... ASTM A185 Deformed Welded Wire Fabric......,..... ASTM A497 s....................................... CRSI MSP-09 Chapter "Bar Bar Support. P Supports." Tie Wire . ... .............. ............................. 16 gage or heavier, black annealed. Stud Rails.. ................................ASTM A1044 Headed Deformed Bars ...................... ASTM A970 EARTHQUAKE REQUIREMENTS: Longitudinal Bars in shear walls shall conform to ASTM A706, Grade 60 or shall conform to the following requirements: i accordance with AWS D1,4- e as specified in the drawings. Weld n accor n 1 Welding: Welding is not permitted except p g O and chemical ro erties.: indicating n (2) Mill Tests: Submit mill certificates p p (3) Yield Strength: Actual yield strength, based on mill tests, does not exceed the specified yield strength by more than 18,000 psi. (Retests shall not exceed this value by more than an additional 3000 psi.) (4) Ultimate Strength: The ratio of the actual tensile strength to the actual yield strength is not less than:1.25. FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and ACI SP-66 "ACI Detailing Manual" WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 3.2.2.2. "Welding", AWS DIA, and provide ASTM A706, grade 60 reinforcement. PLACING: Conform to ACI 301, Section 3.3.2 "Placing." Placing` tolerances shall conform to ACI 117. CONCRETE COVER: Conform to the following cover requirements unless noted otherwise in the drawings. Concrete cast against earth...........:.....................3 Concrete exposed to earth or weather.................2" Ties in columns and beams .................. ............... 1-'/V Barsinslabs.........................................................%" Bars in walls ..... ..................... ............... ............. .... 'YZ Exterior bars in Tilt -up Panels............................1. SPLICES: Conform to ACI 301, Section 3.3.2.7, "Splices". Refer to "Typical Lap Splice and Development Length' Splice Schedule" for typical reinforcement splices. Rater to "Column Vortical Reinforcing ,Sp ce Schedule' and "Shear control sheets shall con those specific Splices on individual ic elements. S h, WaILReinforcing Splice Schedule" for ho p p over the schedule. Mechanical connections may be used when approved by the SER. For reinforcing within the, lateral system (shear walls) and reinforcing connecting the diaphragm slab to the lateral system; mechanical splice strength is increased to develop 125 percent of the specified tensile strength of the splices bar. FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening.' Bar sizes #3 through#5 may be field bent cold the first time. Subsequent bends and other bar sizes require preheating. Do not twist bars. Bars shall not be bent past 45 degrees. TYPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall' have the following minimum reinforcement, Contractor shall confirm minimum reinforcement of walls With SER prior to rebar fabrica- tion. SUBMITTALS: Submit the following documents to the SER for review: (1) ,SHOP DRAWINGS complying with AISC 360 Sections Mland N3 and AISC 303 Section 4, (2) ERECTION DRAWINGS complying AISC 360 Sections Mland N3 and AISC 303 Section 4. (3) Weld Procedure.Specifications (PS's for shop and field welding. (4)., Manufacturer's Certificates of Conformance for electrodes, fluxes and gases (welding consumables). Structural steel` materials shall conform to materials and requirements listed in AISC 360 section A3 including, but not limited to: Wide Flange (W), Tee (WT) Shapes....................ASTM A992 Fy = 50 ksi Structural (S), (M) & (HP) Shapes:::..... ...:.ASTM A36, Fy = 36 ksi Channel (C) & Angie (L) Shapes........ .::......ASTM A36, Fy = 36 ksi Structural Plate (PL)........ . ..................::......ASTM A36, Fy = 36 ksi High Strength Plate (Gr 50 PL) ...........................ASTM A572, Fy = 50 ksi Hollow Structural Section - Square/Rect (HSS)..ASTM A500, Grade B Fy = 46 ksi Structural Pipe, (PIPE)12" dia, and less.... , , .....ASTM A53; Grade Fy = 35 ksi High Strength, Heavy Hex Structural Bolts .,,:...::ASTM A325/1`1852, Type 1 or 3, Plain Heavy Hex Nuts ................ .... ..... ASTM A563, Grade and Finish per RCSC Table2.1 Washers (Hardened Flat or Beveled) ..................ASTM F436, Grade and Finish per RCSC Table 2.1 Anchor Rods (Anchor Bolts typical) ...............:..ASTM F1554, Gr. 36 Anchor Rods (High Strength) . ..........................ASTM F1554, Gr. 55 (weldable) per SupplementSl Welded Headed (shear) Stud Anchors .........ASTM A108 - Nelson/TRW SK Welded Headed Stud (WHS) Anchors ........ASTM A108 - Nelson/TRW H4L Dowel Bar Anchors (DBA) .. .:.... :.:.....ASTM A496 - Nelson/TRW D2L, Fy = 70 ksi STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS: 1) ASTM A325-N bolts -'threads NOT excluded in the shear plane". 2) High -strength bolted joints have been designed as "BEARING" connections. 3) Provide ASTM Bolt Grade and Type as specified in the Materials section above. 4) Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. 5) Provide Nut and Washer grades, types and finishes conforming to RCSC specification Table 2.1. 6) Provide fastener assemblies from a single supplier. 7) Joint Types shall be: a. ST -'Snug Tight", for typical beam end "shear" connections, unless noted otherwise. b, SC -"Slip Critical" where specifically indicated. Provide with Class Faying surface. 8) Install bolts in joints in accordance with the RCSC Specification Section 8 and Table 41: 9) Inspection is per RCSC Section 9. ANCHORAGE to'CONCRETE: 1) SHEAR STUDS on STEEL BEAMS for COMPOSITE CONSTRUCTION: Headed Shear Studs welded to tops of Wide Flange Beams, shall be 3W' diameter WHS with nominal stud lengths as indicated. Unless noted otherwise, provide minimum shear stud height equal to the (metal deck depth + 1 M.") and "a maximum shear stud height that allows for %" of concrete cover over the stud. 2) EMBEDDED STEEL PLATES for Anchorage to Concrete:. Plates PL embedded in concrete with studs WHS or dowel bar anchors DBA shall be of the sizes and lee the as indicated on the plans with minimum 1/2" dia. WHS x 6' long but provide not less than 3/," interior cover or 1 %" exterior cover to the opposite face of concrete, unless noted otherwise. an BASE PLATES: All columns vertical member assemblies weighing over 3) COLUMN ANCHOR RODS d ( g g 300 pounds) shall be provided with a minimum of four 6J." diameter anchor rods, Column base plates shall beat least %" thick, unless noted otherwise. Cast -in -place anchor rods shall be provided unless oth- erwise approved by the Engineer. Unless noted otherwise, embedment of cast -in -place anchor rods shall be 12 times the sanchor ,diameter (12D). FABRICATION: 1) Conform to RISC 360 Section M2"'Fabrication" and AISC 303 Section 6 "Shop Fabrication". 2 Quality Control C shall conform to: a. AISG360 Chapter N "Quality Control and Quality Assurance" and b. AISC 303 Section 8 "Quality Control". a, Fabricator and Erector shall establish and maintain written Quality' Control (QC) procedures per AISC 360 section N3. d. Fabricator shall perform self -inspections per AISC 360 section N5 to ensure that their work is per- formed in accordance with Code of Standard Practice, the AISC Specification, Contract Docu- ments and the Applicable Building Code. e. QC inspections may coordinated with Quality Assurance inspections per Section N5:3 where fabricators OA procedures provide the necessary basis for material control, inspection, and control of the workmanship expected by the Special Inspector. WELDING: 1) Welding shall: conform to AWS D1.1 and D1.8 as applicable for Seismic elements with Prequaliflied Weld- ing Processes except as modified by AISC 360 sectionJ2 and AISC"341 as applicable. Welders shall be qualified in accordance with AWS D1,1 WABO, (and D1:8 for Demand Critical Welds where applicable) requirements. 2) Use 70ksi strength, low -hydrogen type electrodes (E7018) orE71T-as appropriate for the process select- ed. 3) Welding of high strength anchor rods is prohibited unless approved by Engineer. 4) Welding of headed stud anchors shall be in accordance with AWS 131.1 Chapter 7'"Stud Welding ERECTION: 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section 7 "Erection". 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8. a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is performed in accordance with these requirements and the Contract Documents. 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. 4 High strength bolting shall comply with the RCSC requirements including RCSC Section 7:2 "Required Testing", as applicable and AISC 360 Chapter J Section andSection 5. i gpp p nN 6 5) Welding of HEADED STUD ANCHORS shall be in accordance with AWS DL1 Chapter 7 "Stud Welding: 6) Provide Headed (Shear) Stud Anchors welded through the metal deck to tops of beams denoted in plans. 7 The contractor shall provide temporarybracingand safe protection required by AISC 360 Section M4.2 and AISC 303 Sectio7.10 and 11:safety P q PROTECTIVE COATING REQUIREMENTS: 1) SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless otherwise specified by the project specifications. 2) INTERIOR STEEL: a. Unless noted otherwise, do not paint any of the steel surfaces meeting the following conditions:! . Concealed by the interior building finishes, . Fireproofed, Embedded in concrete, . Specially prepared as'a "faying surface" for Type -SC "slip -critical' connections including bolted connections that form :a part of the Seismic Force Resisting System governed by AISC 341 un- less the coating conforms to requirements of the RCSC Bolt Specification and 'is approved by the Engineer. . Welded; if area requires painting, do not paint until after weld inspections and non-destructive testing requirement, if any, are satisfied. b. Interior steel, exposed to view, shall be painted with one coat of shop primer unless otherwise indicat- ed in the project specifications. Field touch-ups to match the finish coat or as otherwise indicated in the project specifications. 3) EXTERIOR STEEL: Exposed exterior steel shall be protected by either. a. Paint with an exterior multi -coat system as per the project specifications. Field touch-up painting shall be to match top coatas per the project specifications. b. Galvanizing: Unless; protected with a paint system, exposed steel (outside the building envelope) shall be hot -dipped galvanized; where noted on the plans' or otherwise' indicated by the finishes specified by the Architect. Apply field touch-ups per project specifications: 4) Steel need not be primed or painted unless noted otherwise on the drawings or in the project specifica- tions. Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless a multi -coat system is required per the project specifications: COLD -FORMED STEEL FRAMING REFERENCE STANDARDS: Conform to: (1) AISI S100-12 "North American Specification for the Design of Cold -Formed Steel Structural Members" 2 AISI S200-12 "North American Standard for Cold Formed Steel Framing - General Provisions" {) g ri o (3) AISI S210-07 "North American Standard for Cold Formed Steel Framing - Floor and Roof System Design" (4) AISI S2111071S1-12 "North American Standard for Cold Formed Steel Framing - Wail Stud Design" 5 AISI S212-071S1-12 "North American Standard for Cold Formed Steel Framing Header Design" {) I m g De _gn (6) AISI S213-07/S1-09 "North American Standard for Cold Formed Steel Framing - Lateral Design" (7) AISI S214-12 "North American Standard for Gold Formed Steel Framing - Truss Design" (8) AISI S220-11 "North American Standard for Cold Formed Steel Framing - Nonstructural Members" (9) AW WC "Wall and Ceiling Standards" Sec. 9.8 "Exterior Steel Studs Wall Systems (10)AWS D1.3 "Structural Welding Code - Sheet Steel." SUBMITTALS: Cold -formed steel framing elements are "bidder -designed" and the design is to be prepared by an SSE. Reference DEFINITIONS and DEFFERED SUBMITTALS above. Submit structural calculations and shop drawings (component design drawings) stamped by a professional Structural Engineer regis- tered in the state of Washington. Submit panelized wall shop drawings and floor / roof framing shop drawings for review by the SER, General Contractor and Architect. Shop drawings shall indicate member sizes, spacing, and materials; shop and field assembly details and connections; type and location of welds and other fasteners; bridg- ing and bridging anchorage. Submit product data and proof of ICC approval for framing members and fasteners. MATERIALS: Structural Sections 54, 68 and 97-mil; ASTM A653, SS Grade 50 or ASTM A1003 Grade 50, Min Fy=50 <SI 33 a 43-mil; ASTM A65& SS Grade 33 o AS 1 Grade -33 and G a r ASTMAI 003 rod 33, Min Fy- KSI Roof Trusses Deferred Submittal - Bidder Designed Sheet Metal Screws Grabber or Buildex TEK-Self-Drilling; #10 screws unless noted otherwise on draw- ings; ASTM C1513 or SER approved alternate Fasteners to Steel Hilt! X-U 0.157" Diameter Power Actuated Fasteners - ICC ESR-2269 Fasteners to Concrete Hllti X-U 0.157" Diameter Power Actuated Fasteners with%" embedment- ICC ESR-2269 Weld Material E60XX electrodes conforming to AWS D1.3 Metal Deck 9/16" Verco Shallow Vercor Deck; ASTM A653 Grade 50, Fy--50 ksi Topping over Metal Deck Leveirock CSDor Maxxon Gyp -Crete Hold -Downs Simpson or SER approved alternate Grout 4000 psi,shall not contain chlorides or other chemical deleterious to track GALVANIZED MATERIAL: Studs and track shall be galvanized in accordance with ASTM A653, G60, unless in contact with pressure treated wood. If in contact with pressure treated wood, use G90 or greater coatings. Fas- teningsnoton the drawings shall be as recommended by the manufacturer. SIZE AND PROFILE: Cold -formed steel framing members shall be as specified by the Steel Stud Manufacturer's Association (SSMA), ICC Evaluation Report ESR-3064P and of the size and profile as shown on the drawings. Ak ternate members' equivalent in shape; size, and strength by manufacturers not members of the Steel Stud Manu- facturer's Association shall be subject to review and approval by the Architect / Engineer. JOISTS: Provide O-shaped ed joists with stiffened flanges S-sections in SSMA .Sans are assumed to be continu- e 1 9 ( ) P ouslysheathed at the top flange. A minimum 3-1/2" bearing shall be provided at each end of each joist. Add web stiffeners if bearing is less than3-1/2", but no less than 1-1/2" All joists must be braced laterally at each end by track orblocking. Joist bridging shall be a maximum 8'-0" oc. CONNECTORS and FASTENERS: Connectors shall be installed per the manufacturer's instructions.. All screws shall be snug with steel surface and screws shall penetrate into steel studs by a minimum of three exposed threads. Connections shall not be stripped. Screws shall be Installed a minimum of 3/8"from steel edges and no less than 1W o.c. spacing. Screws or pins in wood shear walls or horizontal diaphragms shall be driven so that the head is no more than 1/16" below the surface of the sheathing. Where connector straps connect two members, place one-half of the screws in each member, When fastening to steel, Powder Actuated Fasteners shall be installed a minimum of 1/2" from steel edges and with no less than I` o.c. spacing, When fastening to concrete, Powder Actuated Fasteners shall be installed a minimum of 3" from concrete edges and with no less than 4" o.c. spacing. Powder Actuated Fasteners shall not used for hanging applications. FULL -HEIGHT NON -LOAD -BEARING STUD WALLS: Full height stud walls shall be attached to concrete slabs above with deflection' track to allow for differential vertical floor deflections under live toads, Maintain %<" gap be- tween to of studs and slab unless for otherwise on plan. P MEMBER CONDITION: All structural cold -formed framing members must be in good condition. Damaged mem- bers, members with cracking in the steel at the bend radius locations, and members with significant red rusting or scalingof the protective coating areunacce table and must be replaced, unless approved b the SER. Handling P 9 P P PP Y 9 and lifting of prefabricated panels shall not cause permanent distortion to any member or collateral material. Mem- bers not meeting tolerances listed below shall be replaced prior to loading. ERECTION and TOLERANCES: Axial load bearing cold -formed steel framing shall be erected true and plumb per the requirements and Within the specified tolerances listed below. For purposes of this section, camber Is defined as the deviation from strai htness of a member or an portion ofs member with respect to its major axis and sweep is defined as the deviation from straightness of a member or any portion of a member with espect to its minor axis. For axial load bearing studs; out of plumbness and out: of straightness (camber and sweep) shall not ex- ceed 111000`h of the member length. • For'oists, out of straightness camber and sweep) shall not exceed 1/1000'" of the member length. 1 9 ( P) 9 • For track, camber shall not exceed 111000"' of the member length; Erect framing in accordance with manufacturer's instruction and shop drawings. Studs shall seat into top and bottom tracks. The gap between the end of the stud and the web of the track shall not exceed Ill 6" for axial load bearing studs. • Joists and end stiffeners shall be located directly over axial load bearing studs. The use of track as a load distribution member is not permitted. • All axially loaded members shall be aligned vertically to allow for full transfer of the loads down to the foun- dation. FIELD CUTS AND NOTCHES: Field cuts and notches of any kind (including widening pre -punched holes) are NOT allowed in any structural cold -formed steel member without prior approval from SER. PERMANENT WALL BRACING AND BRIDGING: Double flat strap or channel bridging as specified on the struc- tural drawings shall be installed at 4'-0" oc maximum unless noted otherwise, and adequately braced prior to load- ing studs. Bridging anchorage design to be based on "All Steel Design" (mechanically braced) or "Sheathing Braced Design" per AISI S211. Reference the floor framing plan notes for type of design used on that floor. TEMPORARY BRACING: Reference "Temporary Shoring and Bracing" section above. The contractor is responsi- ble for the strength and stability or the structure during construction and shall provide temporary bracing and other elements required to maintain stability until the structure Is complete. Temporary bracing shall be designed by a licensed Washington State registered Civil; Structural Engineer and submitted to the SER for approval prior to fab- rication of framing: PRE -CONSTRUCTION MEETING: The contractor shall arrange a pre -construction meeting. The contractor, SER, subcontractors involved with the cold -formed steel work, mechanical, electrical and plumbing subcontractors, Au- thority having Jurisdiction and representatives of the special inspection agency shall attend this meeting. WOOD FRAMING REFERENCE STANDARDS: Conform to: (1) IBC Chapter 23 "WOOD' (2) NDS "2015 National Design Specification (NDS) for Wood Construction" (3) ANSI/AF&PA - SDPWA-15: Special Design Provisions for Wind and Seismic (4) APA D51OC-12 Plywood Design Specification (5) ANSI/TPI 1-2014'National Design Standard for Metal -Plate -Connected Wood Truss Construction" (6) BCSI "Guide to Good Practice for Handling, Installing &Bracing of Metal Plated Connected Wood Trusses" (7) TPI DSB: "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses" (8) APA Report TT-045B "Minimum Nail Penetration for Wood Structural Panel Connections Subject to Lateral Loads"' SUBMITTALS: Submit shop drawings to the Architect/Engineer for review. Shop drawings shall include member size, spacing, camber,, material type, grade, shop and field assembly details and connections, types and location of bolts and other fasteners. Supply shop drawings for the following: (1) Glued laminated members (2) PSL members (3) LVL members (4) LSL members (5) Tapered &Parallel Wood I Joists (Solid weir -wood joists) (6) Penalized wood walls & connection details (7) Wood Tie -Down Systems DEFERRED SUBMITTALS: Submit product data and proof of ICC approval for framing members and fasteners that have been designed by others. Submit calculations prepared by the SSE in the state of Washington for all members and connections designed by others along with shop drawings. All necessary bridging, blocking, blocking panels and web stiffeners shall be detailed and furnished by the supplier. Temporary and permanent bridging shall be installed in conformance with the manufacturer's specifications. Deflection limits shalt be as noted under DEF- FERRED SUBMITTLALS section specific details. Products included are: . Metal - late connected trusses (prefabricated trusses) Conform to IBC Section 2303.4. Truss Sup - plier p plier to provide design and materials for all permanent truss bracing. Shop drawings shall provide for shapes, bearing points, intersections, hips, and valleys shown on the drawings. The manufac- turer shall provide special hip; valley and intersection areas (step down trusses, jack trusses and girder trusses) unless specifically indicated on the plans. Provide all truss -to -truss and truss -to - support connection details and required connection materials. Specify temporary and permanent bracing and connections on the shop drawings. Provide ail truss reactions on shop drawings, . Solid web wood joists (1-joists) . Wood Tie Down Systems: Continuous rod hold-down systems, with take-up devices, shall be as specified. Take-up devices are required at each framing level. Additional framing members shall be provided per the system requirements. Refer to details and loading on the structural drawings. . Open web wood trusses: IDENTIFICATION: All sawn lumber and pre -manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the certifying agency. MATERIALS: Sawn Lumber: Conform to radio rules of WWPA WCLIB or NLGA'and Table below. Finger jointed studs grading 9 1 acceptable at interior wallsonl . P y TABLE of SOLiD SAWN LUMBER Member Use Size Species Grade Wall Stud 2x4, 3x4, 2x6, 3z6 Doug Fir Larch No. 2 Sill Plate 2x4, 3x4, 2x6, `3x6 PT Doug Fir Larch No. 2 Post 4x4, 4x6, 4x8 Doug Fir Larch No. 2 Floor or Roof Joist 2x6 through 2xl2` Doug Fir Larch No,2 Beam 4x8 through 4xl2` Doug Fir Larch No. 2 Beam 6x8 through 6xl2' Doug Fir Larch No. 1 Poster Timber 6x6, 8x8 Doug -Fir Larch No. 1 . Glued Laminated Timber: Conform to AITC 117-2010 "Standard Specifications for Structural Glue -laminated Timber of Softwood Species, Manufacturing and Design" and'ANSI/AITC A190.1 "Structural Glued Laminat- ed Timber." Camber all glued laminated beams, except cantilevered and continuous beams, to 3000' radius; unless hie shown n otherwise on the plans. Fabricate cantilevered and continuous beams flat, unless shown oth- erwise on plans . TABLE of GLULAM and GRADE Member Sizes Species Comb. Sym-bol Uses Beams All DF/DF 24F-V4 Simple Spans Beams All DF1DF 24F-V8 Continuous or with Cantilever Spans t3EC'£ilr M CITY Or 'CUi�i1Tt',�i OCT 23 2019 , , ` bl4t� , t4 034 PERfvt4T CENTER V l Z W 9X (D t V D \✓ Z W - Z M V t ) U of i= a�'i .o a` m 4 v w a m AP Lr) m IGA wm E V o C . G ,z (D 3 .� to . t0 (D Cl) 9 C - O v M V) rn i-4 i"'t °' d o Q ��/ N Z O J 6L ' O 8 N a o I-t W 1Z M 0- 1G m a I J uU Q w VIOf W Z W (0 _I of m N 18-2 of a V U) W - � I- CD - co I= Cn Z �, v t m o • Wood Structural Sheathing(Plywood): Wood APA-rated structural sh eathing includes: all veneer plywood, ) 9 P yw' oriented strand board waferboard particleboard, T1- 1 siding, and p 1 t g, a composites of veneer and wood based material with T&G joint. Architect may disallow OSB. Confirm with Architect. Conform to "Construction and Industrial Plywood" based on Product Standard PS 1-09 by the U.S. Dept of Commerce, and "Performance Standard for Wood -Based Structural -Use Panels" based on Product Standard PS 2-10 by the U.S. Dept. of. Commerce and "Plywood Design Specification" based on APA D51OC-12 by the .American Ply- wood Association. Unless noted otherwise, sheathing shall comply with the following table: TABLE of SHEATHING- Use, Minimum Thickness and Minimum APA Rating Location Thickness Span Rating Plywood Grade Exposure Roof 23/32" 48/24 C-D 1 Floor 23/32"T&G 24OC STURD-1-FLOOR 1 Walls 15/32" 32/16 C-D 1 Walls (optional) 7/16"OSB 24/16 C-D 1 Unless noted otherwise on drawings, install roof and floor panels with long dimension across supports and with panel continuous over two or more spans. End joints shall occur over supports. • Timber Connectors: Shall be "Strong Tie" By Simpson Company as specified in their latest catalog. Alternate connectors by other'manufacturers may be substituted provided they have current ICC approval for equiva- lent or greater load capacities and are reviewed and approved by the SER prior to ordering. Connectors shall be installed per the manufacturer's instructions. Where connector straps connect two members; place one- half of the nails or bolts in each member. Where straps are used as hold-downs; nail straps to wood framing just prior to drywall application, as late as possible in the framing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. Where connectors are in exposed` exterior applications in contact with preservative treated wood (PT) other than CCA, connectors shall be either batch hot -dipped galvanized (HDG), mechanically galvanized (ASTM B695, Class 55 minimum) stainless steel, or provided with 1.85 ozlsf of zinc galvanizing equal to or better than Simpson ZMAX finish. Nail straps to wood framing as late as possible in the framing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage, Fasteners {nails, bolts, screws, etc) attaching timber connectors (joist hangers, post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connector. Fasteners (nails, bolts, screws, etc) attaching sawn timber members or sheathing (shear walls) to PT wood shall be corrosion resistant; nails and tag bolts shall be either HDG (ASTM A153) or stainless steel Verify the suitability of the fastener protection/coating with the wood treatment chemical manufacturer/ supplier. Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. • Lap Bolts/Bolts: Conform to ASTM A307 and IBC Section 2304.10. • Nails and Staples: Conform to ASTM F1667 and IBC Sections 2303.6 and 2304.10. Engineered Wood Products (TrusJoist): The following materials are based on lumber manufactured by TrusJoist and were used for the design as shown on the plans. Alternate products by other manufacturers may be substituted provided they have current ICC approval for equivalent or greater load and stiffness properties and are reviewed and approved by the Structural Engineer prior to ordering. a. Laminated Veneer Lumber (-LVL): Conform to ICC ES Report No. ESR-1387 or CCMC Report No. 08675-R. o. Parallel Strand Lumber (PSL): Conform to ICC ES Report No. ESR-1387 or CCMC Report No. 11161-R: c. Laminated Strand Lumber (LSQ: Conform to ICC ES Report No. ESR-1387 or CCMC Report No. 12627-R. d. Parallel Chord WOISTS (Deferred Submittal): Conform to ICC Report No. ESR-1153 or CCMC Re- port No. 13132-R. The manufacturer shall design the joists for the spans and conditions shown on the plans, Joists shall have wood chords and solid wood webs. TABLE of ENGINEERED WOOD Requirements Type Use Widths Elio') Fb Fv Fcll PSI PSI PSI PSI LSL Rimboard Rimboard or Stair Stringer 1 1W 1.3Ec 1,700 425 1,835 Timberstrand LSL Header, Beam or Col- umn < 9" depth 3'MY' 1.3E 1,700 424 1,835 TimoerstrandLSL Rimboard, Header or Beam Z 9"depth 1'/,",3%" 1,55E 2,325 310 2;170 Timberstrand LSL Wall Stud 2x4 & 2x6 1 %" 1.3E 1,700 425' 1,835 Wall Stud >2x6 1 I" 1.5E 2,525 505 2;105 Microilam LVL Header, Beam I %" 2.OE 2,600 285 2,510 Parallam PSL Header, Beam 3 W, 5 Y.", 7" 2.OE 2,900 290 2,900 Parallam PSL Column 311W, 51/.", 7" 9.8E 2,400 190 2,500 Engineered Wood Product Alternative (RedBuilU: The following materials are based on lumber manufactured by RedBuiit and were used for the design as shown on the plans. Alternate products by other manufacturers may be substituted provided they have current ICC approval for equivalent or greater load and stiffness properties and are reviewed and approved by the Structural Engineer prior to ordering. a. Laminated Veneer Lumber (RedLam LVL): Conform to ICC ES Report No. ESR-2993 or CCMC Re- port No. 12627-R. b. Tapered and Parallel Chord WOISTS (Deferred Submittal): Conform to ICC Report No. ESR-2994. The manufacturer shall design the joists for the spans and conditions shown on the plans, Joists shall have LVL chords and solid wood webs. Joists shall be tapered or parallel as shown on plans. c. Open Web Wood Trusses; Conform to ICC Report No ESR-1774. The manufacturer shall design the joists for the spans and conditions shown on the plans. Trusses shall have wood chords and metal webs. TABLE of ENGINEERED WOOD Requirements Type Use Widths Etta) Fb Fv Fcl/ PSI PSI PSI PSI RedLam LVL Rimboard Rimboard or Stair Stringer 1 %a"` 1.4E 1,800 225 2,500 RedLam LVL Header, Beam or Col- 1 ", 31/V, 5 '/.umn 2.0E 2,900 285 2,635 �", 7" RedLam LVL Wall Stud 2x4 & 2x6 1 I" 2.OE' 2,900 285 2,635 Wall Stud >2x6 1 M.", fz" 3 2.OE 2,900 285 2,635 RedLam LVL Studs -Commercial 1 M `, 1 1W. 3 2.OE 2,900 285 2,635 Y" NAILING REQUIREMENTS:. Conform to IBC Section 2304,10 "Connections and fasteners." Unless noted on plans, nail per Table 2304.10.1. Nailing for roofifloor diaphragms/shear walls shall be per drawings. Nails shall be driven flush and shall not fracture the surface of sheathing, Alternate nails may be used but are subject to review and approval by the Structural Engineer. Substitution of staples for the nailing of rated sheathing Is subject to re- view by the structural engineer prior to construction. STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the plans, construction shall conform to IBC Sec- tion 2308"Conventional Light -Frame Construction." NAILERS ON STEEL COLUMNS and BEAMS: Wood 3x nailers are generally required on all HSS columns and steel beams abutting or embedded within wood framing. Unless noted otherwise, attach with 5/8" diameter bolts or welded studs at 16"'on centers. Wood nailers on beams supporting joist hangers shall not overhang the beam flange by more than''/,". WOOD SHRINKAGE AND EXPANSION: Wood materials will expand or contract based on relative changes in moisture. The contractor is responsible for means and methods of construction related to mitigating and managing the effects of changes in moisture. MOISTURE CONTENT Wood material used for this project shall have maximum moisture content of 19% except for the pressure -treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of these limits. The maximum moisture content required may be less than 19 % when based on a particular cladding/insulation system. Refer to the Architect's drawings, and project specifications, or with cladding installer for maximum recommended moisture content. SHRINKAGE COMPENSATION FOR MECHANICAL ELECTRICAL AND PLUMBING SYSTEMS- MEP systems, including ductwork, pipes, and other elements that run continuously between levels shall be installed/designed in such a manner to accommodate shrinkage in the wood framing. Wood shrinkage amounts will vary depending on the construction process and materials used. The anticipated shrinkage under typical conditions is expected to range between 1/8" and 114" per floor: CLADDING COMPATIBILTY: The Architect/Ownershall review the cladding and insulation systems proposed for the project with respectto their performance over wood studs with moisture contents greater than 19%. EIFS sys- tems should be avoided on wood -framed projects due to problems with moisture proofing. PRESERVATIVE TREATMENT (PT): Wood materials that are required to be "treated wood" in accordance with IBC Section 2304.12.'Protection Against Decay and Termite Protection" shall conform to the appropriate stand- ards of the American Wood -Preservers Association (AWPA)'for sawn lumber, glued laminated timber, round poles, wood piles and marine piles. Follow American Lumber Standards Committee (ALSC) quality assurance proce- dures. Products shall bear the appropriate mark. Fasteners or anchors in treated wood shall be of stainless steel or hot -dipped galvanized or as per IBC 2304 10Z.. Mud sill plates in normally dry interior applications may be treated with Sodium Borate (DOT - Disodium Octabo- rate Tetrahydrate) as recent studies have noted less connector corrosion potential than other available wood treat- ments or the original CCA treated sill plates. Wood treated with Sodium Borate shall be protected during shipment, storage and installation to minimize leaching of the water-soluble preservative from the lumber. Sodium borate pressure treated plates do not require hot -dipped galvanized connectors. If using sill plates other than CCA or sodium borate; fasteners must be hot dipped galvanized or stainless steel. Fasteners (nails, bolts, screws, washers & lag screws) attaching timber connectors (joist hangers, post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected` connector; that is, use hot dipped galvanized or stainless steel fasteners. Fasteners (nails, bolts, screws, washers & lag screws) attaching sawn timber members or sheathing (shear walls) to Pressure Treated wood shall be corrosion resistant (hot'dipped galvanized or stainless steel). Always verify the suitability of the fastener protection/coating with the wood treatment chemical manufacturer/ supplier. Fire Retardant Treated (FRT) Wood: Wood material that is required to be Fire Retardant Treated Wood to con- form to IBC section 2303.3 -"Fire Retardant Treated Wood." Submit ICC report to FOR for review and approval prior to construction. RECEWED CITY OF 'i EiKiVILA OCT 23 2019 PERMIT CENTER 9 M` r, ice T 1 I b m w z a w m Q m LU Z UJ n J � N Q n` V N LU a m H c) cs P (n Z � o vnvv u V151UN 0 kl t Om o z v � SPECIAL INSPECTIONS The following Statement and Schedules of Inspections are those Special Inspections and Tests that shall be performed for this project. Special Inspectors shall reference these plans and IBC Chapter 17 for all special inspection requirements. The owner shall retain an "approved agency" per IBC 1703 a WABO accredited Special Inspections agency to provide special inspections for this project. Special Inspectors shall be qualified', persons per IBC 1704.2.1, Special inspection reports shall be provided on a weekly basis. Submit copies of all inspection reports to the Architect/Engineer and: the Authority Having Jurisdiction for review. In addition to special inspection reports and tests, submit reports and certificates noted in IBC 1704.5 to the Authority Having Jurisdiction. Final special inspection reports will be required by each special inspection firm per IBC 1704.2.4. STATEMENT OF SPECIAL INSPECTIONS: This statement of Special inspections has been written with the understanding that the Building Official will: Review and approve the qualifications of the Special Inspectors Monitor the special inspection activity on the project site to assure that Special, inspectors are qualified and performing their duty as state within this statement. Review all Special inspection Reports submitted to them by the Special Inspector Perform inspections as required by IBC Section 110.3. The following Special inspections are applicable to this project: Special inspections for Standard Buildings (per IBC 1705.1) REQUIRED Special Inspections for Seismic Resistance (per IBC 1705.12) REQUIRED Testing for Seismic Resistance (per IBC 1705.1) REQUIRED Special Inspections for Wind Resistance (per IBC 1705.11) REQUIRED SPECIAL INSPECTION OF SHOP FABRICATED GRAVITY LOAD -BEARING MEMBERS AND ASSEMBLIES: Special Inspection of shop fabricated Gravity Load Bearing Members & Assemblies shall be verified by the Special Inspector as stated In Section 1704.2.5 which includes the following: • Prior to the start of fabrication: Special Inspector(s), representing the Owner, shall visit the Fabrica- tor's shop(s) where the work is to be performed, and verifies that the Fabricator maintains detailed Fabrication and Quality Control procedures that provide a basis for inspection, control of workmanship, material control, and fabricator's ability to conform to approved Construction Documents and refer- enced Standards.. • Fabricator shall have available for inspector's review, detailed procedures for material control that demonstrates the fabricator's ability to maintain suitable records and procedures such that, at any, time during the fabrication process, the material specification, grade and applicable test reports for primary toad -carrying members, are capable of being determined. STRUCTURAL STEEL per IBC 1705.2.1 A qualified Special Inspector of an "approved agency" providing Quality Assurance (QA) Special inspections for the project shall review and confirm the Fabricator and Erector's Quality Control (OC) procedures forcom- pleteness and adequacy relative to AISC 360-10 Chapter N, AISC 303-10 Code of Standard Practice, AWS D1.1-2010 Structural Welding Code, and 2015 IBC code requirements for the fabricator's scope of work. D QAAgency providing Special Inspections shall provide personnel meeting the minimum 'qualifica- tion requirements for Inspection and Nondestructive Testing NOT per AISC 360-10 Section N4. o: Verify Fabricator and Erector QC Program per AISC 360-10 Section N2. o Inspection of welds and bolts by both QC and CA personnel shall be per the Schedule of Special Inspections below. All provisions of AWS DIA-2010 Structural Welding Code for statically loaded structures' shall apply. o Nondestructive Testing (NOT) of welds: Non -Destructive Testing (NOT) of welded joints per AISC 360-10 N5.5 • Risk Category for determination of extent of NOT per AISC 360 N5.5b is noted in the De- sign Criteria and Loads section of these General Requirements: • NOT performed shall be documented and reports shall identify the tested weld by piece mark and location of the piece. For field work, the NOT report shall identify the tested weld by location in the structure, piece mark and location of the piece. o. Additional inspection tasks per AISC 360-10 Section N5.7. Inspection for Composite Construction shall be done per AISC 360-10 Section N6. POST -INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703. In- spections shall be in accordance with the requirements set forth in the approved ICC Evaluation Report and as indicated by the design requirements specified on the drawings. Refer to the POST INSTALLED ANCHORS section of these notes for anchors that are the basis of the design. Special inspector shall verify anchors are as specified in POST INSTALLED ANCHORS section of these notes or as otherwise specified on the draw- ings. Substitutions require approval by the SER and require substantiating calculations and current 2015 IBC recognized ICC Evaluation Services (ES) Report. Special Inspector shall document in their Special Inspection Report compliance with each of the elements required within the applicable ICC Evaluation Services (ES) Re- port. PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703 SCHEDULES OF SPECIAL INSPECTIONS: TABLE 1705.6 REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPEC- TION 1. verify materials below shallow foundations .are adequate to achieve the design bearing - x capacity 2 Vanfyexcavaa- me mramded to proper - x depth and foie reach proper material 3. Part.. classification and testing of cam- - x .parted TJI materials 4. verify use of proper materials, densities and list thickness during placement and corripac- X - ban of oompactedfill 5 Pdorto placement ofcompoled fill, Inspect ubgrade and verify that sltahas been pre- X pared property TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION CONTINUOUS PERIODIC SPE- TYPE SPECIAL IN- CIAL INSPEC- REFERENCED IBC REFERENCE SPECTION TION STANDARD 1. Inspection, reinioreinforcement.ACI X 318 Ch. 20,25.2, 25.3; 26.5.1.26.6:3 1908A 2.. Reinforcing b.-Ming; AWS DIA - ACI 318: 26.6.4 a. Verify weitla0lty of reinforcing " x bars tirr than ASTM A706 b. Inspect single pass fiiletweld _ x noundreurpSf16' c. Inspe t all olherwetds X - 3.Inspect ancherscast Inconcrete - X ACI 318:17.8.2 - 4. Inspect anchars prawnstalied In. hardened concrete members: - a. Adhe we tandi. s installed in hod tally or upwardly In. olmofo annufans to resist X - AC)318: 17.8:2:4. sustained trustee loads b. Mechanical anchors and none- sive anchors Trot defined in 4.a " X ACI 31$: t7:8.2' S. Verily use of required design mix _ X .ACI318: Ch. 19, 1904.1, 1904.2,.1908.2, " 26.4.3, 26.4.4 1908.3: 6. Prior to concrete placement, fabri- catespecimens, for intangibles, , ASTM C172 perform slump and air content tests;. X - ASTM C31 1908.10 and determine the temperature of. ACI 318: 26.12 the concrete 7. Inspect concrete and sholcrete "pl.-ot her proper application X - AC1318: 26:5 1908.6. 1908.7. 1908.8 techniques B. Verify maintenance of specified X ACI 318:26.5.3- 1908.9 clamg temperature and techniques. 26.5,5 9. (nsper! tormwork (ar shape; Iota - lion and dimensions of the con- - X ACI 318: 26.11.1.2 (b)" - arete member being formed REQUIRED SPECIAL INSPECTIONS OF WOOD CONSTRUCTION CONTINUOUS PERIODIC SPE; TYPE SPECIAL IN- CIAL INSPEC REFERENCED SPECTION TION STANDARD 1. High Load Diaphragms IBC Section. 1705.5.1 a. Panel sheathing forgrade and thickness X - IS. Nominal size Slimming members at adjoining panel edges. X - c. Nail and staple diametareand lengths X -. it. Numbered fastener Imes, sparing between fasteners in x " oath Une and aredga margins. 2. Metal Plate connacled wood trusses spanning 60 feeturgmat- er a: Temporary installation X - IBC Section 1705.5.2. r restralatfilmoinandcaermanent individual trues, member rrstratntfbra ngmslallaUon 3. Shear Wail (where fastener span ng of the sheathing is 4m0- [IBC Section 1705.11.11 es or less on. enter) [IBC Section 1705.12.21. a. AndwBolts g proper bottom plate sizes (2x antl " x 3x)rid plate -she. rs to Hold downs (HD) and Continuous Rod TwDown Systems X. (TDS)'mGuding squash blacks and: anchors to concrete c. A35 and LPT shear connectors - X. it. Strap Connectors - X e. Boundary Edge Nailing - X I. Plate Nailing and Panel Edge Nailing for size and spacing - X. g. Blocking - X 4. Blocked and Unblocked Diaphragms (where fastener spacing of [IBC Section 1705.11.11 the sheathing is 4 inches wfess cn -.far) [IBC Section 1705.12.2] a. Blockingand shop connections: - X b. Boundary edge and panel shear nailing size and spacing - X 5. Moisture Content of wood studs, plates, be..., decking, and joists. x x 6. Roof Imn'hurricane lips' - X MINIMUM REQUIREMENTS FOR INSPECTIONS OF STRUCTURAL STEEL CONSTRUCTION INSPECTION TASKS QC CA REFERENCED STANDARD INSPECTION TASKS PRIOR TO. WELDING i, Welding procedure Specifications (W PSs) p P AISC 360-10 TABLE N5.4-1 va .Ind. 2.Manufacturing carti5cabons for welding consurtables avmilable P' P AISC 360-10 TABLE N5.4-1 3. Material identification (type/grade) O O AISC 360-10 TABLE N5.4-11 4. Welder IdenUSoabon system O O AISC 360-10 TABLE N5.4-1 5. Fit -up of groove welds (including joint geom- say) • Joint preparation •Dimensions (alignment, topening, attace buret) Cleanliness (condition at steel surfac- es) O O AISC 360-10 TABLE N5.4.1 • Tacking (tack welding quality and location) • Backing type and tit (if applicable) 6 Confgu anon e d finish of access holes O O AISC 360-10 TABLE N5.4-1 7 P t up fillet weld Dimensions (alignment, gaps at root) • Cleanness (condition of steel surfac- s O O AISC 360-10 TABLE N5.4-1 Tacking (tack weld quality and Iota-. it.) 8. Check welding equipment 0 - RISC 360-10 TABLE N5.4.1 INSPECTION TASKS DURING WELDING 1. Us. ofqualified is rs O 0 AISC 360-10 TABLE N5.4.2 2 Cannot and handling of welding ....a - bias •Packag rig 0 O AISC 360-10 TABLE N5,4-2 Exposure trot 3 No welding o k d lack welds O O AISC 360-10 TABLE N5.4.2 a Erwiromr.rual co dfions "•wind speed within limits O O AISC 360-10 TABLE N5.4-2 +Precipitation and temperature 5. WPB followed •Setting n weldmg equipment, •Tmeisp d -Selected welding materials .Shielding gas typelff.-Ie 0 O AISC 360.10 TABLE N5.4-2 •Preheat applied • laterpass temperature. maintained (mind max) •Proper position IF, V, H, OH) 6.Waiding techniques •mt.m. and final sh-mg •Each pass writ prone Inalmmus O O AISC 360-70 TABLE N5.4-2 -Each pass meets quakty requirements INSPECTION.TASKSAFTER WELD- _. _. ING 1. welds cleaned O O AISC 360-10 TABLE N5.4-3 2. Size. length, and tocalkons of welds P P AISC 360A0 TABLE N5.4-3 3. Welds meet visual-fus,nc..died. .Crack prohibition •Weld, lase -meta) fusion .Crater -section •Weldprofiles AISC 360-10 TABLE N5.4-3 •weld Size P P •Lad ... i -Porosity 4. Arc Saks. P P AISC 360-10 TABLE 1,15.4-3 5. k-area P P AISC 360-10 TABLE N5.4-3 6. Backing removed and weld tabs. -ad Of P P AISC 360.10 TABLE NSA-3 required) 7. Repair activities P P AISC 360.10 TABLE N5.4-3 e Document acccptance orrej ctfoa ofweidea P to AISC 360-10 TABLE N5.4-3 )mntotmamber INSPECTION TASKS PRIOR TO BOLTING 1. Manufacturer cedifiicaucas available for festenermctum.ls 0 P AISC 360-10 TABLE N5.6-1 2. Fasteners marked in st dance with ASTM O 0 AISC 360-10 TABLE N5.6-1 requirements 3 Proper fasteners Selected for the joint detail (gfeuaeafomolt lenph Ifthreads are to be O 0 AISC 360-10 TABLE N5.6-1 p.4. Proper belting procedure selected for joint 0 O AISC 360-10 TABLE N5.6-1 detail 5. Connecting elements, Including the app,.pd- ate laying surface condition and hole preps- O 0 AISC 360-10 TABLE N5.6.1 ration, if specified, meet applicable mqulre- plants 6. Pre -installation verification testing by installa- tionpersonnelobeervedanddocumentedfor P O AISC 360-10 TABLE N5.6-1 fastener ase mbiles and methods used, 7. Proper storage provided for baits, nuts, washers and other fasteners components O O AISC 360-10 TABLE N5.6-1 INSPECTION TASKS DURING BOLT- ING 1. Fastener assemblies, of Suitable rondition,- placed in all holes and washers (if required) 0 O AISC 360-10 TABLE N5.6-2 am positioned as required 2. Joint brought to the snug -light condition prior to the pre-te rig operation O O AISC 360-10 TABLE N5.6-2 3. Fastener component not turned by the 0 O AISC 360-10 TABLE N5.6-2 wrench prevented from rotating 4. Fasteners am pre tensloned In accordance with the RCSC speodficull n, progressing systematically from the most rigid point 0 0 AISC 360.10 TABLE N5.6-2 towam the free edges INSPECTION TASKS AFTER BOLT- ING. 1. Document acceptance or rejection of bolted to p AISC 360-10 TABLE N5.6-3 wnnechons INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT 1. Piecemeal and imu.1hifian of steal deck P P AISC 360-10 TABLE N6.1 2. Placement and installation of steel headed P,p AISC 360-10 TABLE N6.1 Steered- 3. Document acceptance or rejection of steel elements-. P P AISC 360-10 TABLE N6.1 0: Observe theae, items on a random basis.. operations need not be delayed pending these inspections P Perform these tasks for each welded joint or member; each bolted connection; W each Steel element nECEIVEn CITY Lai TL:,, tVJ1,L: OCT 23 2019 PERIV11T CENTER � N y, H v Z N N J Q OV D 5 (� r � P1 \./ 0) C Q E o LIJ Zrn n tll 3 e a 0_ � m 6 (Xi cry U U I IA p F m W z .O W � a Y (7 J N U LLI LU U) C) � O f ~ V C1 LU ZD o CK � v � Z v m W t Cn a t�l1 0 2019 ° iiy of ch kwilas U[DEC BU LDING IVISI" 1 V 0 C7 m or. m > Z m N) 0<m C-3 r'Z, o w Sheet No. u F2 m Sheet Title: 20 m C) 0 STRUCTURAL OVER ALL S2.01 PLAN 0> 0 z 0 zi L��-- RI Designed by: Drawn by: Checked by: of Sheets Revisions: Li GB SB GB Issue Set & Date, BUILDING PERMIT 9/4/2019 Job No. 19011-0069 ---s 10/21/2019 1:36;51 PM C.\.1-11—ASI-11901 1-000,R2019-PCLsb—i%- \ F--------------- T -------- ,------------ i ill -- I - 8 i In i RETIANING WALL & FTG PER 11/S3.01, TYP FOUNDATION PLAN NOTES: O 8 N 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01, S7.02 AND S1.03.EiF ®0 N" 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ALL EXISTING DIMENSIONS Z N W SHALL BE FIELD VERIFIED. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL W o DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR POOLS, SPAS, FREEZERS, Q M COOLERS, PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 0'-0'. FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE -DRAINING GRANULAR FILL PER GEOTECH REPORT. t /1 V J 5. TYPICAL TOP OF INTERIOR (T/INTERIOR) FOOTING ELEVATION = -1'-0% UNO. TYPICAL TOP OF EXTERIOR T/EXTERIOR) FOOTING ELEVATIONS=-l'-0', UNO. < 6. ALL FOOTINGS AND SLABS W c TO BEAR ON COMPETENT NATIVE SOIL AND/OR STRUCTURAL FILL. SUBGRADE PREPARATION, STRUCTURAL FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH REPORT AS ® m NOTED IN THE STRUCTURAL GENERAL NOTES. (D 7. CJ INDICATES CONTROL JOINT PER PLAN. / Q1 B. CONTRACTOR TO VERIFY TOP OF CONCRETE (T/CONC) WALL ELEVATIONS ON ALL PARTIAL HEIGHT RETAINING E WALLS. MAINTAIN T/WALL ELEVATION A MINIMUM OF 8' ABOVE FINISH GRADE PER 11/S3.01. ( n 9. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8' OF FINISHED GRADE SHALL BE PRESSURE- rn TREATED. q� 10, MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. W °' W 11 TYPICAL DETAILS PER: rl � Q) m � 0 . 2/S3.01 TYPICAL SLAB ON GRADE JOINT DETAILS WITH REINFORCING 3/S3.01 PLAN -TYPICAL CORNER REINFORCING AT CONCRETE WALL in 4/S3.01 STANDARD HOOKS AND BAR BENDS 7/S3.01 TYPICAL SLAB ON GRADE RAMP U) 6/S3.01 TYPICAL STAIR ON GRADE (n 10/S3.01 PLAN -TYPICAL CORNER REINFORCING AT CONCRETE FOOTINGS m F v w z c o KCEWED CITY C)F "1 L:s. VILA OCT 23 2019 mat PERMIT CENTER STAIR AND RAMP FRAMING PLAN ,. SCALE: 11W = V-0' a w m N � Y a (� Cn J LLJ LL U J U) -I � p � H Z Q c.� m Q - s r m Cn w o DEC 2 2019 City of ukwita 3L ILDING DIVISI _i� :1 <� WOOD POST OWN az c� �0� FLOOR FRAMING PLAN NOTES: w for 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01, S1.02 AND S1.03. Cl 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. v 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO FRAMING WITH 0.131' DIAx2 1/2' NAILS @ 6'OC AT SUPPORTED PANEL EDGES AND @ 12'OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END 8 JOINTS. ALLOW 1/8' SPACE BETWEEN PANEL ENDS AND EDGES. N v 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER 1 1 1 DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. ■ ■ m 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8' OF FINISHED GRADE SHALL BE PRESSURE- m TREATED. p1 C 6. ALL 2x HANGERS TO BE FACE MOUNT TYPE LUS, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS AREAS SPECIFIED ON PLAN. WOOD'I' JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER. 'I' JOIST HANGERS TO BE FACE MOUNT SIMPSON [US TYPE, UNO. 1 11 \.i o 7. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE (2) 2x8 MINIMUM. HEADER SUPPORTS PER STUD AND SHEAR w WALL PLAN ON FLOOR BELOW. z (1) 8. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS'DB' ui ^• @ INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER STUD AND SHEAR WALL PLAN m (7 ON FLOOR BELOW. PROVIDE A35 CLIP EACH SIDE OF FLUSH BEAMS THAT BEAR ON DOUBLE TOP PLATES. z N m O 0 9. WOOD 'I' JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND 0 6 BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES.im w 10. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS. }Z -- ---- -( j j AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1) JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAYBE REQUIRED). fi a fp 11. ALL RIM JOISTS AND BLOCKING TO BE 1 3/4' LSL MINIMUM UNO. Imo'- z z a 12. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24, ON ONE SIDE. , 13. BEARING STUD, SHEAR WALL, HOLD-DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. 14. TYPICAL DETAILS PER: 11/S4.01 TYPICAL PLATE SPLICE DETAIL 12/S4.01 TYPICAL HEADER nECEIV511+ CITY OF *f t1KWti-A OCT 2 3 2019 MIGA-Moq PEFiNtiT CENTER LEVEL 1 FOUNDATION PLAN (� z �o0 �4 o� �� m � in I w m a v u v � u V U- a .� �a le: o ZDC � o= �a a Of C> v m f_ I t7 �I ct) U— w o N EVIE D FOR COE CON APPROVED DEC ol 2019 ity of T ktn{i1a BUI DING 01VISIor1 V JJ d' SCALE: 1/4' = 1'-0' II Ii ItJL�° IlI 0 I i 11 70TJI 210 ®16'OC ' TYP 4 � 54,01 2x6 @ 16'OC STUD TYP WALLS, TYP & NEW WALLS W/CIELING FRAMING / FLOOR FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01, S1.02 AND S1-03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS, ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. — 1 O 3, FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO FRAMING WITH 0.131' DIAx2 1/2' NAILS @ 6'OC AT SUPPORTED PANEL EDGES AND @ 12'OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS, ALLOW 1/8' SPACE BETWEEN PANEL ENDS AND EDGES. 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. / 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8' OF FINISHED GRADE SHALL BE PRESSURE - TREATED. 6. ALL 2x HANGERS TO BE FACE MOUNT TYPE LUS, UNO, GLULAM, PARALLAM AND MICROLLAM HANGERS ARE AS SPECIFIED ON PLAN. WOOD'I' JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER.'I' JOIST / HANGERS TO BE FACE MOUNT SIMPSON IUS TYPE, UNO. 7. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE (2) 2x8 MINIMUM. HEADER SUPPORTS PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. & BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS'DB' INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. PROVIDE A35 CLIP EACH SIDE OF FLUSH BEAMS THAT BEAR ON DOUBLE TOP PLATES, 9. WOOD'I' JOISTS TO BE DESIGNED BY OTHERS, SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES. / 10. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1) JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAY BE REQUIRED). 'It ALL RIM JOISTS AND BLOCKING TO BE 1 31W LSL MINIMUM UNO, 12. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24' ON ONE SIDE. / 13. BEARING STUD, SHEAR WALL, HOLD-DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER / STUD AND SHEAR WALL PLAN ON FLOOR BELOW. 14. TYPICAL DETAILS PER: 11/S4.01 TYPICAL PLATE SPLICE DETAIL 121S4.01 TYPICAL HEADER i ZG �o m ZIo p o H LU rn rn v ma v I o co U-1z co Q O Q OF Elf- 2.2 Z U N 4 u- nECaIVFED CITY OF'1`€sEC117IL A OCT 23 2019 ® PERMIT CENTER MULTI -PURPOSE ROOM FRAMING PLAN REVIEVIE6TUF CODE CO V1 PLIAN E APPROVED DEC 02 2019 City of Tukwila, ;11 B ILDIN DIVISI �°'9 <1 al 0 (WSJ° Z U) v s cn SCALE: 1/4' = V-0' :D C� OCie o� 0z FLOOR FRAMING PLAN NOTES: ( x 9161 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01, S1.02 AND S1.03. 0 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 4 N , /���� 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO 4 \ J 1 FRAMING WITH 0.131' DIAx2 1/2' NAILS @ 6.00 AT SUPPORTED PANEL EDGES AND @ 12.00 FIELD, UNO. LAY /1 N SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1/8' SPACE BETWEEN PANEL ENDS AND EDGES. c v 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER v DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. W E a ® u 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8' OF FINISHED GRADE SHALL BE PRESSURE- m TREATED. 0) C 6. ALL 2x HANGERS TO BE FACE MOUNTTYPE LUS, LINO. GLULAM, PARALLAM AND MICROLLAM HANGERS AREAS SPECIFIED ON PLAN. WOOD 'I* JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER. 'I'JOIST HANGERS TO BE FACE MOUNT SIMPSON [US TYPE, UNO. V o , 7. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE (2) 2x8 MINIMUM. HEADER SUPPORTS PER STUD AND SHEAR — WALL PLAN ON FLOOR BELOW. N --------- --- ----- - -- - - -- ----- ----- --------- Cy _--_-- -- - - — -_-- -- - -- -� -- ---- -- -- _----- _-- _ 8. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS'DB' v W INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER STUD AND SHEAR WALL PLAN m m r ; ON FLOOR BELOW. PROVIDE A35 CLIP EACH SIDE OF FLUSH BEAMS THAT BEAR ON DOUBLE TOP PLATES, � m 1' 9. WOOD'(' JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND p _ _ BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES. ; c , 10. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS, AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1) JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAYBE aoi REQUIRED). a 71. ALL RIM JOISTS AND BLOCKING TO BE 1 314' LSL MINIMUM UNO. 12. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24' ON ONE SIDE. o a t 13. BEARING STUD, SHEAR WALL, HOLD-DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. 14. TYPICAL DETAILS PER: 77I 111S4.01 TYPICAL PLATE SPLICE DETAIL 7 121S4.01 TYPICAL HEADER , s r A s ' I e 0 N v m a � v a I a W Qz �Q � °_ 0 3 LL O w m I—O =� i (n of m a � � L N €T E G i $ z EVIE G FUR CODE CON PLIAN APPROVED DEC 02 2019 o v ity of TU kwila E „ BLDING IVISIO zi H� c 0 CITY CP 1-i KWILA � < OCT 23 2019 OC= 2 LLI z ® PERMIT CENTER B �- Ln OC 3 Q LEVEL 1 FOUNDATION PLAN �� #� o N � z 07 SCALE: 1/4' = 1 -0' �� a 5/8'e x 24' SMOOTH BAR ® 24'0C, GREASE ONE ---REINF PER PLAN SIDE IN DOWEL INSERT— J T/SLAB PER PLAN tii I PER PLAN SUBGRADE PREPARATION I VAPOR BARRIER PER GEOTECH REPORT WHERE READ COMPACTED STRUCT FILL OR COMPETENT NATIVE SOIL PER GEOTECH REPORT CONSTRUCTION JOINT REINF PER PLAN 1/4 SAWCUT DEPTH OR V4 / PREMGLDED JOINT 1 1/2' MIN) T/SLAB �j • PLAN SUBGRADE tPER IVAPOR BARRIER PREPARATION WHERE READ GEOTECH REPOCOMPACTED STRUCT FILL OR NOTES: CONTROL JOINT COMPETENT NATIVE SOIL PER GEOTECH REPORT 1. CONSTRUCTION JOINT IS A JOINT BETWEEN DIFFERENT 4. CONSTRUCTION/CONTROL JOINT TO ENCLOSE POURS. CONTROL JOINT IS A CRACK CONTROL JOINT WITHIN APPROXIMATE SQUARE AREAS 225 SQUARE FEET THE SAME POUR. MAXIMUM, WITH MAXIMUM PANEL ASPECT RATIO OF 1.3 TO 1.0. 2. USE *EARLY ENTRY DRY -CUT SAW' AS SOON AS POSSIBLE WITHOUT CAUSING RAVELING OF CONCRETE EDGES. 5, CONTRACTOR TO SUBMIT SAWCUT ALONG SHORT DIRECTION OF POUR FIRST. CONSTRUCTION/CONTROL JOINT PLAN TO STRUCTURAL ENGINEER OF RECORD FOR 3, ALIGN A CONSTRUCTION OR CONTROL JOINT WITH REVIEW/APPROVAL. RE-ENTRANT SLAB CORNERS, EACH WAY, TYPICAL. TYPICAL SLAB ON GRADE JOINT DETAILS WITH REINFORCING c SCALE: 3/4' = 1'-1 (03201) ■oNMI II ffigeJ_i bSiFI TYPICAL STAIR ON GRADE SCALE: 3/4' = V-0' (03800) DOWEL TO MATCH LONGIT REINF EDGE OF FTG W PER PLAN T(S�� PER PLAN `I' DOWEL W/ STD HOOK TO MATCH CROSS FTG LONGIT REINF cc - a ci < 3 w g oN CROSS FTG AT CORNERS AT INTERSECTIONS NOTE: 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. 2. FOOTING REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. PLAN - TYPICAL CORNER REINFORCING „iiIL_AT CONCRETE FOOTINGS SCALE: 3/4' = 1'-0' (03132) 3/4' CHAMFER AT WALLS NOT IN CONTACT WI SOIL a w a 3 � ALT EA DOWEL W/ STD HOOK TO MATCH CROSS WALL HORIZ REINF DOWEL CJ WHERE m CORNER REINF OCCURS i o TO MATCH Zg HORIZ REINF CROSS WALL AT CORNERS AT INTERSECTIONS NOTES: 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING 3 AT CONCRETE WALLS SCALE: 3/4' = 1 -0' (03402-SINGLE MAT) P PER PL NOTE: FORM ISOLATION JOINT BY INSERTING PREFORMED JOINT FILLER. THE JOINT MATERIAL SHOULD EXTEND THE FULL DEPTH OF THE SLAB AND NOT PROTRUDE ABOVE IT. TYPICAL. SLAB ON SCALE: 3/1= 1'-0' (03207) 2' MIN T/WALL I 4BY' TER FABRIC AS REDO PER PLAN i' GEOTECH REPORT FIN GR'PLADE—) I _WALL VERT R EINF • `� �1 .I ' I. PER SCHED WALL HORIZ REINF VERT CONTROL JOINT_ -� =`�` PER SCHED PER [023101 WATERPROOFING PER ARCH PROVIDE FREE -DRAINING = DOWELSW/STD HOOK �. MATERIAL PER TO MATCH VERT REINF GEOTECH REPORT 1'x4' KEY o i - • s. _ CONT FTG DRAIN z- PER ARCH & CIVIL v a o r z FTG TOP REINF a z a 7 (W/HOOK) PER SCHED FIN GRADE a O O FTG TOP LONGIT PERARCH/ REINF PER SCHED CIVIL-1 I z — _ z T _I 3' 3 FTG BOT LONGIT CLR CLR REINF PER SCHED TOE is HEEL NOTE: RETAINING WALL TO BE BACKFILLED FTG BOT REINF PRIOR TO START OF WOOD FRAMING. PER SCHED CANTILE SCALE: 3/4' = 1'-0' (UZJU4) 4d OR N 45°1/2' MIN [� 0 3 D D p8m 45° D D 180° /�� (i i � D = 6d FOR #3 THRU #8 ( v ^' g D = 8d FOR #9, #10 & #11 \,,,,/ Zt D=tOdFOR #14 ON ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS cc Z '.sap 12d -0 ed D 180°135°T 90°d D N STIRRUP STIRRUP OR TIE _ ai D = 4d FOR #3, #4 & #5 °1 D = 6d FOR #6, #7 & #8 E w 90135° 90� 80° �D 6d OR Of C MIN cc 63 m » G BEAM OR COLUMN CROSSTIES tJ o BEAM STIRRUPS AND COLUMN TIES c NOTE: d = BAR DIAMETER, D = BEND DIAMETER 3 TIES AND CROSSTIES FOR SHEAR WALL W L °' BOUNDARY ELEMENTS SHALL BE m (D w DETAILED AS COLUMN TIES/CROSSTIES. m O nv STANDARD HOOKS AND BENDS SCALE: 3/4' = V-0' (03400) /' v V � � � m i= z RETAINING WALL / FOOTING SCHEDULE H WALUFOOTING SIZES WALL REINFORCEMENT FOOTING REINFORCEMENT TOE is HEEL If VERTICAL HORIZONTAL TOP TOP/LONGIT BOT/LONGIT BOTTOM UP TO 5'-0' 1'-2' 8' 1'-2' 16" #5 CcD 12'OC 15 Q 12'OC #5 @ 12'OC (4) #5 (4) #5 #5 @ 12'OC SITE RETAINING WALL AND SCHEDULE V �N t � a 5 a o� FOR FCO[RI'VIEWE E COM LIANC PPRO ED DEC 02 2019 City Of T14kwIIa BUII.DING IVISIO � � M iiE,CEI4tE�3,z^ CITY CN i LtMVILA OCT 2 3 2019 a $ cr 3 PERMIT CENTER Q 42 z in T,/SHTHG PER PLAN JOIST PER PLAN W/ (2) 0.131'0x3 1/4' NAILS TO TOP PLATE NOTE: ALTERNATE RIM JOIST CONNECTION DETAIL PER 1060611 MAY BE USED AT WALLS WITH (1) ROW OF PLATE NAILING. DIAPHRAGM EDGE NAILING PER PLAN AT SHEAR WALL BELOW LSL1 1/2 BLKG W/ VENT HOLES PER ARCH (2'0 MAX) PLATE ATTACHMENT PER SHEAR WALL SCHED STUD WALL & SHTHG PER PLAN SCALE: P = 1'-0' (06071) DIAPHRAGM EDGE NAILING PER PLAN DIAPHRAGM EDGE NAILING PER PLAN AT SHEAR WALL BELOW SHTT/HG PER PLAN-- x 2x4 W/ (4) - RIM JOIST PER PLAN 0.131'Ox31/4' NAILS i JOIST PER PLAN I RIM JOIST CONN PER SHEAR WALLSCHED i BLKG 48'OC Wl STUD WALL & SHTHG (2) 0.13l'Ox3 1/4' NAILS IV PER PLAN TO TOP PLATE if SHEAR WALL SHTHG / !) WHERE APPLIES/ tltltl NOTE: ALTERNATE RIM JOIST CONNECTION DETAIL PER [060601 MAY BE USED AT WALLS WITH (1) ROW OF PLATE NAILING. WALL PARALLEL TO JOISTS SCALE: 1' = V-0' (06070) NOTE: FLOOR/ROOF JOISTS NOT SHOWN FOR CLARITY. TYPICAL PLATE SPLICE DETAIL SCALE: 1' = 1'-0' (06904) DIAPHRAGM EDGE NAILING PER PLAN T/SHTHG 4° PER PLAN 2x4 W/ (4) 0.131.00 1/4' NAIL JOIST PER PLAN — I SHEAR WALL 1 SHTHG WHERE APPLIES 1 1 2xBLKG W/ PLATE ATTACHMENT PER SHEAR WALL SCHED i ALTERNATE JOIST CONNECTION DETAIL - FOR SINGLE ROW OF PLATE NAILING/BLOCKING ONLY EXTERIOR WALL P SCALE: 1' = V-0' (06060) J T/SHTHG PER PLAN JOIST PER PLAN W/ (2) 0.131'00 1/4' NAILS TO TOP PLATE i [H2.5A) - — I I I I 2xBLKG W/ PLATE FJI' ATTACHMENT PER SHEAR WALL SCHED SHEAR WALL SHTHG 1 WHERE APPLIES 1 1 1 ALTERNATE RIM JOIST CONNECTION DETAIL - FOR SINGLE ROW OF PLATE NAILING/BLOCKING ONLY EXTERIOR WALL PE SCALE: 1'= l'-0' (06061) DIAPHRAGM EDGE NAILING PER PLAN RIM JOIST PER PLAN W/ VENT HOLES PER ARCH (2'0 MAX) BLKG @ 48.00 W/ (2) 0.131'0x3 1/4° NAILS TO TOP PLATE RIM JOIST CONN PER SHEAR WALL SCHED STUD WALL & SHTHG PER PLAN DIAPHRAGM EDGE NAILING PER PLAN RIM JOIST PER PLAN W/ VENT HOLES PER ARCH (2.0 MAX) I WEB STIFF PER JOIST MFR, EA SIDE W/ [(4) 0.148'0x3 1/2' CINCH NAILSI RIM JOIST CONN PER SHEAR WALL SCHED STUD WALL & SHTHG PER PLAN ■ -i1i T�t-r STUD WALL PER PLAN � WHERE OCCURS HOT PLATE i i i i i WHERE OCCURS OP PLATE - ___ __ _1_ _J_LI _ __ _LL_ _T/SH�TH,G_ PEST R PLAN WS 0-148'Ox3 1/4' 1 FULL DEPTH VERT ((16) TOTAL) n i t I It �''� It BLKG TO MATCH STUDS S (WITHIN AREA It i ABOVE CONT THRU TO 'LICE) @ 6'OC%_ { k %� k %�` �_ FDN WHERE OCCURS ADDL STUD(S) TO MATCH 3 SPLICE TO STUDS ABOVE IR OVER STUD WALL S, TYP PER PLAN— WALL PER PLAN HOT PLATE--' HDR PER PLAN SILL AT TRIMMI STUDS TO HOT >s 12 TYPICAL HEADER SCALE: 1- = V-0- (06211) BLKG PER PLAN FRMG PER PLAN DBL TOP PLATE, SPLICE PER 1069041 STUD WALL PER PLAN (3) O.l3l'Ox3 1/4' NAILS TYP EA END BUNDLED TRIMMER S@UDS ATED INDICAS THUS: L2} ON PLAN III) MIN, TYP) KING STUDS PER PLAN [0) MIN] nECEIVED CITY OF'1 UKWILA OCT 23 2019 PERMIT CENTER CL.3< ®rrRR V1nN W8� D� Y � A N G uiE v 4 N V o a m ui C a M (D O c.� U) V ai F- s ip Z z E- H !;7a z i✓ o J Ei v � o Q ~ W rn ma a� a Y V l:j QJ L U Cn J Q a c m ui d o C7 Z_ a c m Q' la P If o -lt ' -ryl 4