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Permit D19-0377 - PACIFIC CHEVRON - ROOF UPGRADE AND EXTERIOR IMPROVEMENT
PACIFIC CHEVRON 14415 TUKWILA INTERNATIONAL BLVD EXPIRED 08/16/2021 019-0377 � � ~ \ � Parcel No: ��^�xx ^n� �'nx�xux^U w�U~� v�o Tukwila Departmentof Community Development 6300 SnuthcenterBoulevard, Suite #1UU Tukwila, Washington 9818W Phnnu:2O6-431-367O Inspection Request Line: 206-438-93SO Web site: http://www.TukwilaWA.gov 0040000136 Project Name: PACIFIC CHEVRON DEVELOPMENT PERMIT Permit Number: D19'0377 Issue Date: 6/22/2020 Permit Expires On: 12/19/2020 Owner: Address: Contact Person: Name; Address Contractor: Name: License No: Lender APNA INVESTMENTS GROUP LLC OWNER AFFIDAVIT ON FILE DAYD MALIK ''' AMBIKA INVESTMENT Address: 144l5TVKVV|LAINTERNATIONAL Phone: Expiration Date: DESCRIPTION OfWORK: ADDING TO THE BUILDING AND FACIA, 350 SQUARE FEET TO BUILDING. REMODEL EXTERIOR, Project Valuation: $15I00�00 Type ofFire Protection: Sprinklers: NO Fire Alarm: YES Type cfConstruction: Vg Electrical Service Provided by: TUKWILA Fees Collected: $712.07 Occupancy per IBC: O Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: international Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 201.5 2015 2015 2015 National Electrical Code: VVACities Electrical Code: VVA[296'4bB: nergy Code: Public Works Activities: Chan ne|ization/Sthping: Curb[ut/Access/Sdewa|k: Fire Loop Hydrant: Flood Control Zone: Haul ing/OveoizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: U Fill: U Number U No Permit Center Authorized Signature: � Date: /o'°^,~ |hearbycertify that | have read and examined this permit and know the same tubetrue and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting ufthis permit does not presume togive authority toviolate orcancel the provisions ufany other state urlocal laws regulating construction urthepedbnnanceofwmnk. |amauthorized tosign and obtain this development permit and agree tothe conditions attached tothis permit. Signature: Print Name: * �� '>/� /7 �� � oa�:~6bm���= This permit shall become null and void ifthe work isnot commenced within 18Odays for the date ofissuance, orif the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 12: Anapproved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance 42436)(ADDING ADDITIONAL USABLE SQUARE FOOTAGE TO THE BUILDING REQUIRES THE INSTALLATION OF A FIRE SPRINKLER SYSTEM THROUGHOUT THE BUILDING PER TUKWILA MUNICIPAL CODE.) 14: All new sprinkler systems and all modifications toexisting sprinkler systems shall have fire department review and approval nfdrawings prior toinstallation o,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 tosubmittal tothe Tukwila Fire Prevention Bureau. Nosprinkler work shall commence without approved drawings. (City Ordinance No. 2436). l]: Ul.central station supervision isrequired. (City Ordinance #2436) 1: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use, These locations shall bpalong normal paths oftravel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (|FC906.5) Z: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated atone extinguisher for each 1'5O0al,ft. nfarea. The extinguisher(s)should he*fthe "All Purpose" (3\40B:(]dry chemical type. Travel distance toany fire extinguisher must be75'orless. (|F[ 9063)(NFP410,5.4) 3: Maintain fire extinguisher coverage throughout. \/ y� /k Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort, (|F[101D.L9) 5: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle isengaged from inside the tenant space. (|FCChapter l0) 6: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 7: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist tnoperate, (|FClO1U.l.9.l) 8: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel, Access to exits shall be marked by readily visible exit signs in cases where the exit or the path ofegress travel isnot immediately visible tothe occupants, Exit sign placement shall hesuch that nopoint in an exit access corridor is more than lOOfeet (3O,48Qmm)orthe listed viewing distance for the sign, whichever isless, from the nearest visible exit sign, (|FClUl3.l) 9/ Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (I52 mm)high with the principal strokes o/the letters not less than OJ5 inch (19.1mm)wide, The word "EX|T"shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not beless than O375inch (9.5mm). Signs larger than the minimum established in the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means isorisnot energized. |fanarrow isprovided aspart ofthe exit sign, the construction shall besuch that the arrow direction cannot bereadily changed. (IFC1013f1) IO: Exit signs shall beilluminated atall times. Tuensure 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. (|[C1U13.63) lz: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of I foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (I lux) measured along the path of egress atfloor level, Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (|F[10U8.3.S) l§, Afire alarm system isrequired for this project, The fire alarm system shall meet the requirements of NfP.A.72and City Ordinance #2437. 17: All new fire alarm systems ormodifications tuexisting Systems shall have the written approval ufThe Tukwila Fire Prevention Bureau. No work shall commence until ofire department permit has been obtained. (City Ordinance #2437)(|F[90l2) 18: Maintain fire alarm system audible/visual noti0cation. Addition/e|ooation ofwalls orpartitions may require relocation and/or addition nfaudib|e/vbua|notification devices. (City Ordinance #2437) 19: An electrical permit from the City pfTukwila Building Department Permit Center (ZO6'43l'3h7U)isrequired for this project, ZU: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA70) Zl: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth inTable No. 8Vlllnfthe International Building Code. 22. New and existing buildings shall have approved address numbers, building numbers orapproved 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 beArabic numbers oralphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minirnum stroke width ofO.5 inch (127mm). (|F[5O5.1) 15: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 23: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation. 24: 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 a5ubm\ttedfor approval. 25: All permits, inspection record card and approved construction documents shall bekept atthe site ofwork and shall be open to inspection by the Building Inspector until final inspection approval is granted, 26: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in atimely manner. 27: 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 hythe approved special inspection agency and shall besubmitted tothe Building Official phortoandasa condition offinal inspection approval. ZD: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. AS[[7,Chapter 13. 29: Partition walls shall not betied toasuspended ceiling grid. All partitions greater than 6feet inheight shall belaterally braced tnthe building structure. Such bracing shall beindependent ofany ceiling splay bracing. 30: All food preparation establishments must have Seattle/King County Department of Public Health sign -off prior tnopening o,doing any food processing. Arrangements for final Health Department inspection shall bemade bycalling Seattle/King County Department ufPublic Health, (l'8OO'325'6165ext9-S66),atleast three working days prior todesired inspection date. Onwork requiring Health Department approval, itis the contractor's responsibility to have a set of plans approved by the agency on the job site. 31: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 84eetinheight shall beanchored orbraced toprevent overturning ordisplacement during seismic events. The design and calculations for the anchorage orbracing shall beprepared byaregistered professional engineer licensed in the State of Washington. Periodic special inspection isrequired during anchorage ofstorage racks 8feet orgreater inheight. 32: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. Aminimum distance of4'inches shall bemaintained above the controls with the strapping. 33: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building Department <ZOG'43l'367O>. 34: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. ]S: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (ZO6/43l'367O). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (2V6)438'935O 1700 nU|LDiNGF|NAL~~ 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0409 FRAMING 0502 LATH/GYPSUM BOARD 0603 KOOF/[E|UmGiN5UL 0406 SUSPENDED CEILING 0601 WALL INSULATION r- CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. t)( 6377 Project No. Date Application Accepted: /a - - Date Application Expires: 6, — (For office use only) - 0 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 INFORMATION Site Address: Tenant Name: I C LAO oN King Co Assessor's Tax No.: Floor: Suite Number: PROPERTY OWNER Name: 1•1 Ivr7smuT LL c. Address: 441 ---- MAKUM t Titi- 614/ i 0 City:TUKW I L A• State, wvk Zip% 160 CONTACT PERSON — person receiving all project communication Name: :-) IN V D m 0._ IK___,, Address: 9 t.:Att 0 I( CT , - (AV Sri- do i • City: KriNT State: Wk..., Zipq0D3 0 Phone: 9.96, 9,41. Eina": DP oGerk_n9K conq • DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Name: Address: City: State: Zip: Phone: Email: GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: St Contr Reg No.: Exp Date: Tukwila Business License No.: New Tenant: Yes ARCHITECT OF RECORD Name: Company evieti vi 0 F7- ii„roc(Aii I" Address:7 0,5t I go F-0 WA-1 --4t-o?o I city-TKoN 4. State: wA zip:10,40g Phone: aL---s. 9:14_ 0 8,21_4_• Email: ENGINEER OF RECORD Company Name: 1:bfurr; ivi Rc v./4 I/ . Address: 1 4 pt_c .--e,1 m fly - City: I—A-(4 MILA .. State: wpk. Zip:C)q,14t Phone: At) k..) . akq,-2,_—.? 64,_s Email: LENDER — WHO IS FUNDING THE PROJECT (required for projects $5,000 or greater per RCW 19.27.095) Name: 44r"er 1°011 b1104--L-Thivrig Address: 14i-k\- 7V Ku) LA Cit)Th KWIL IA State: A / 6 Zip:CSt 314 MONTHLY SERVICE BILLING -or- WATER METER REFUND/BILLING Name: Address: City: State: Zip: Phone: WAPermit Center (Rachelle)kApplications WordlConstruction Permit Application Revised 6-2019.doex Revised: June 2019 Page 1 of 3 LUILDING DIVISION INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ I S, C7O 0 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): PO r MGI "T`)4'P I *LID ! N' 4 ( ' c-0 r r sc1C t 2 I� R' D' M q' RR�v-ro p� L- 1 K-- -To- 10R Will there be new rack storage? ❑.. Yes 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�re New Type of Construction per IBC Type of Occupancy per IBC l sf Floor (^'�-140"GI' I— POO L^' 3S.--t0' ID C Qt )1 r'')uc 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Garage ❑ Attached 0 Detached Carport ❑ Attached 0 Detached Covered Deck Uncovered Deck A Tt • 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 0 Sprinklers Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes "fr- 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. PUBLIC WORKS INFORMATION — 206-433-0179 ❑ ...Permanent Water Meter Size (1) . ❑ ...Temporary Water Meter Size (1). ❑ ...Water Only Meter Size WO # (2) WO # (3) " WO # WO # (2) " WO # (3) " WO # WO # 0 Deduct Water Meter Size " 0 ...Sewer Main Extension Public ❑ Private 0 ❑...Water Main Extension Public 0 Private 0 W:\Permit Center (Rachelle)\Applications \Word\Construction Permit Application Revised 6-2019.docx Revised: June 2019 Page 2 of 3 7 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 WASI-IINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AU ZED AG T: Signature: Print Name: Mailing Address: Pi D (1/1 ) L Day Telephone: I City Date: I Ot17 — ()C 841' WA 96631 1 State Zip W:Termit Center (Rachelle)\ Applications \ Ward\ Construction Permit Application Revised 6-2019.door Revised: June 2019 Page 3 of 3 Cash Register Receipt City of Tukwila Receipt Number R20977 DESCRIPTIONS 1 PermitTRAK ACCOUNT QUANTITY PAID $449.66 D19-0377 Address: 14415 TUKWILA INTL BLVD Apn: 0040000136 $449.66 Credit Card Fee $13.10 Credit Card Fee R000.369.908.00.00 0.00 $13.10 DEVELOPMENT $416.96 PERMIT FEE R000.322.100.00.00 0.00 $391.96 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $19,60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R20977 R000.322.900.04.00 0.00 $19.60 $449.66 Date Paid: Monday, June 22, 2020 Paid By: DAVID MALIK Pay Method: CREDIT CARD 48139D Printed: Monday, June 22, 2020 1:00 PM 1 of 1 Page 1 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 06/22/2020 12:59:26 PM CREDIT CARD SALE VISA CARD NUMBER: TOTAL AMOUNT: $449.66 APPROVAL CD: 48139D RECORD #: 000 CLERK ID: Elisa X I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy https://vvvvw.convergepay.comkonverge-webapp/ 6/22/2020 Receipt Number City of Tukwila DESCRIPTIONS ... I PermitTRAK ACCOUNT 1 QUANTITY , I PAID 469.02 D19-0377 Address: 14415 TUKWILA INTL BLVD Apn: 0040000136 $262.41 Credit Card Fee $7.64 Credit Card Fee R000369.908.00.00 0.00 $7.64 DEVELOPMENT $254.77 PLAN CHECK FEE R000.345.830.00.00 0.00 $254.77 EL19-1030 Address: 14415 TUKWILA INTL BLVD Apn: 0040000136 $109.68 Credit Card Fee $3.19 Credit Card Fee R000.369.908.00.00 0.00 $3.19 ELECTRICAL $101.42 PERMIT FEE MULTI-FAM/COMM R000.322.101.00.00 0.00 $101.42 TECHNOLOGY FEE $5.07 TECHNOLOGY FEE R000,322.900.04.00 0.00 $5.07 M19-0200 Address: 14415 TUKWILA INTL BLVD Apn: 0040000136 $54.96 Credit Card Fee $1.60 Credit Card Fee R000.369.908.00.00 0.00 $1.60 MECHANICAL $53.36 PLAN CHECK FEE R000.322,102.00.00 0.00 $53.36 PG19-0189 Address: 14415 'TUKWILA INTL BLVD Apn: 0040000136 $41.97 Credit Card Fee $1.22 Credit Card Fee R000.369.908.00.00 0.00 $1.22 PLUMBING $40.75 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R19274 R000.322.103.00.00 0.00 . • $40.75 $469.02 Date Paid: Thursday, December 12, 2019 Paid By: DEVENDRA MALIK Pay Method: CREDIT CARD 61000D Printed: Thursday, December 12, 2019 11:49 AM 1 of 1 -44 Y CO TUKWILA [TK4KIT 6280 S0UTV[ENTsn BLxo TUKWILA, NA 98188 286'433'1870 CITY OF TUKWILA 0017540000882374464500 Date: I2/12/2019 11:47:31 AM CREDIT CARD SALE VISA CARD NUMBER: TnAN AMOUNT: $469.02 APPROVAL O}: 6I000D RECORD #: 000 CLERK ID: +rank1e X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT Thank you! Merchant Copy Permit Inspections City of Tukwila Permit Number: D19-0377 Applied: 12/12/2019 Approved: 6/16/2020 Issued: 6/22/2020 Finaled: Status: ISSUED Parent Permit: Parent Project: Description: PACIFIC CHEVRON Site Address: 14415 TUKWILA INTL BLVD City, State Zip Code:TUKWILA, WA 913168 Applicant: PACIFIC CHEVRON Owner: APNA INVESTMENTS GROUP LLC Contractor: OWNER AFFIDAVIT ON FILE - DAVID MALIK Details: ADDING TO THE BUILDING AND FACIA. 350 SQUARE FEET TO BUILDING. REMODEL EXTERIOR. CE19-0043 I SVC DNS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS FIRE ALARM FINAL FMO Notes: SPRINKLER FINAL FMO Notes: SPRINKLER COVER FMO Notes: FIRE D PERMIT FINAL FMO Notes: 6/23/2020 AM BUILDING FINAL** Bill Centen 153095 Notes: 7/13/2020 AM 7/13/2020 FRAMING Lee Sipe NOT APPROVED 142116 Notes: Site visit to survey progress of construction. No fomral written inspection. Met with Mr. Malik and walked the inside of building, 7/13/2020 AM 7/13/2020 SUSPENDED CEILING Lee Sipe 1 I NOT APPROVED 134221 Notes: Site visit to survey progress of construction. No fomral written inspection. Met with Mr. Malik and walked the inside of building. Printed: Tuesday, 24 August, 2021 1 of 4 SUPERION Permit Inspections City of Tukwila 7/21/2020 AM 7/21/2020 SUSPENDED CEILING Lee Sipe NOT APPROVED 151414 Notes: ***NOT A COMPLETE INSPECTION*** Need to remove ceiling tile for suspended ceiling inspection. PARTIAL 7/23/2020 AM 7/23/2020 FRAMING Lee Sipe APPROVAL 39913 Notes: P/A ***THIS IS NOT A COMPLETE INSPECTION*** the attic was inspected for framing. What was vixible appears to be per approved engineered plans. Most of the framing & foundation were approved on previous expired permit. I also check roof access & location of roof equipment, there needs to be gaurd rail installed per plans. Roof equipment exhaust & make-up air appears to be closer than min.10' per 2015 IMC code. 8/6/2020 AM 8/6/2020 FRAMING Lee Sipe NOT APPROVED 431977 Notes: Fire, Electrical, mechanical, Plumbing, need rough -in complete before framing can be approved. ACT need removed for inspection in kitchen. Guard rail needs installed on roof. 9/1/2020 9/1/2020 FRAMING Lee Sipe NOT APPROVED Notes: 1. Guard rails on roof need to be installed per plans. 9/3/2020 9/1/2020 SUSPENDED CEILING Lee Sipe NOT APPROVED Notes: ACT needs installed per 2015 IBC Building Code. 9/14/2020 AM 9/15/2020 SUSPENDED Lee Sipe Please call for ETA 206-841-3355 CEILING Thanks Notes: P/A Partial Approval of suspended ceiling. Plans show on sheet 12 , hanger wires max. 8" from walls on main or cross runner. Hangers wires are over8". Per Engineer letter, he inspected and approved > span than 8". 9/21/2020 AM 9/21/2020 WALL INSULATION Lee Sipe NOT APPROVED Notes: No one on site knows what inspections need completed or what is scheduled. ***BEFORE FRAMING INSPECTIONS, MUST HAVE ROUGH -IN MECHANICAL, PLUMBING, ELECTRICAL, FIRE APPROVED --ALL SEPERATE PERMITS.*** Cannot inspect wall/ceiling insulation w/gypsum board installed. 9/22/2020 AM 9/22/2020 EMERGENCY LIGHTING Jim Benner NOT APPROVED Notes: CORRECTIONS/ #1 -EM. LTG. TO BE ON LOCAL LTG. CKT. -CANNOT FIND LTG. BREAKER OR EXIT LIGHT BREAKER. -EXIT DOOR IS LOCKED AND BLOCKED Printed: Tuesday, 24 August, 2021 2 of 4 ,A— rk SUPERION Permit Inspections City of Tukwila 9/22/2020 AM 2/17/2021. ROOF CEILING — INSUL Lee Sipe APPROVED Notes: 9/22/2020 AM 9/22/2020 LATH GYPSUM — BOARD Lee Sipe NOT APPROVED Notes: ***GWB HAS BEEN INSTALLED BEFORE INSULATION WAS INSPECTED. NEED TO VERIFY INSULATION.*** 2/12/2021 PM 2/12/2021 EMERGENCY LIGHTING Jim Benner APPROVED Please call for ETA 206-841-3355 Thanks Notes: APPROVED/ #2 CORRECTIONS MADE O.K. -EM. LTG. 2/12/2021 PM 2/12/2021 WALL INSULATION Lee Sipe REINSPECT FEE (BLD) No permit on site for inspection Notes: No permit on site for inspection. Reinspection fee required. 2/12/2021 PM 2/12/2021 LATH GYPSUM — BOARD Lee Sipe REINSPECT FEE (BLD) No permit on site for inspection Notes: No permit on site for inspection. Reinspection fee required. 2/12/2021 PM 2/12/2021 FRAMING Lee Sipe REINSPECT FEE (BLD) No permit on site for inspection Notes: No permit on site for inspection. Reinspection fee required. 2/12/2021 PM 2/12/2021 MECHANICAL FINAL Lee Sipe NOT APPROVED Permit M19-0200 not complete Notes: SEPARATE PERMIT REQUIRED Permit M19-0200, mechanical permit, is not complete and finaled. 2/16/2021 PM 2/17/2021 PLUMBING FINAL Lee Sipe APPROVED Please call for ETA 206-841-3355 Thanks Notes: SEPARATE PERMIT REQUIRED 2/16/2021 PM 2/17/2021 FRAMING Lee Sipe APPROVED Please call for ETA 206-841-3355 Thanks Notes: 2/16/2021 PM 2/17/2021 1 LATH GYPSUM BOARD I Lee Sipe APPROVED Please call for ETA 206-841-3355 Thanks Notes: Printed: Tuesday, 24 August, 2021 3 of 4 SUPERION 2/16/2021 pm mvtes� 2/n/2oz Permit ^^^sn~~~~'~^~~^^~~ City of Tukwila WALL INSULATION Lee Sipe ^*pxovco Please call for ETA zua-8«1-ssss Thanks sUpcn/ow CONVEINIENCE STORE ROOF UPGRADE TOP OF WALL CONNECTION DETAIL Existing Facility 14413 Tukwila International Blvd. Tukwila, WA 98168 Client: David Malik April 23, 2015 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 6 2020 City of Tukwila BUILDING DIVISION Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 maliktuk0l/1528 CORRECTION LTR# RECEIVED CITY OF TUKWILA FEB 13 2020 3 77 PERMIT CENTER T IRES: 4/24/ 2 P FL ze .c ..4.e 1.74"/.-t '"e ,9 c i e)L . 4 /¢ 7 •LAX/S 9 ,/ t/4 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 16/020 City of Tukwila BUILDING DIVISION COARE LTR# + I Exto REs:_.4/24z`7 _. _ 2 GSA l,Hs Z 76 RECEIVED CITY OF UKIV PEREfaC &ITER fe, AS 1. "5 7, /77776 8'X 22:5 '6.60 X 185 : 5.44 M`-:6X . 4.4 129 } APES Prdperties for designing r Flange. Depth hIc . d Width : ass bf : tf In. tn. In. 14:0 4i 12. 7; 0..389. 0.389- 0. 0 '0 206 00 8 7.940-. 9 0 353. '8.00'- 5.250 0:.353 8.00 2.281:.:0.189 6.00. 6.060 0:319 6.00. 5.938 0.379 6.0.0 1.844 0.171 5.00 5.003.<`0.416 4..00 4:00 Web Thick- Hess tw In. 0.177 0.427; 0.242 0 0. O.230' 0.i35 0.128: 0.372" 0.250 014: la tic -P operties I n. 5.40 4.55 3.92 4.16 3.83 3.40 3.44 3.22 3.38 3.10 2.73 2.49 2.57 • Axis Y-Y I In.• S. in* 265 1.33 0.980. 0.639 11.2. 3.76 10.0 3.48 0.609 . 0.453 34.9 8.73 34.1. : 8.58 7.48 2.77 6.82 . 2.60 0.343 . 0.301 0.249'' 0.239 12.4- ' ' 4.08 11.6 .3.90 0..165 0.179 7.86 3.14 3.:58 1.79 3.36 1.71 In. 0.725 0.532. 1.14 1.22 0.480 1.86 1.89 1.06 1.12. 0.423 0.392 1.37 1.40 0.358' 1.19 0.939 0.939 AM ER ICAN, INSTlTU.TE .OF EEL CONSTRUCTION 5 APES P.ropert es:fior dew Dealgn'atioh Area Depth • Fia.nge' . Web Width f In. Thick= 71110k- Ax(s_: .X Hess .ness; tr n. in:4 spertlee Axis Y•Y S :24X120 X105-9. 24X100 X:90: x 79.9 S'20X 95: X; X. X'700; x 54.7 15X 50 X..4.2.9 12X50, X 40.8 12X 35 x 31.8 5:10x.35 x .25.4. S.iX1725 X.125: Ss5X 14...75 X10 S 4X 9.5 X..7.7. $ 3X 75' X ..5.7 .. 353 31.1 294 26.5. 23.5 27.9 25 .1 .2 20.6 16.1. 14.7 12.6 14.7 12.0 10.3 9.35 10.3 7.46. :6.77 5.41 5:. 4, 5.07 • 3.67 4.34 2.94 2.79 2.26 2.21 1:67' 224.00 24.000 24.00 24.00' 24.00 15.00: 15,00 .00 .00 00 00. 7.00. 7.00. 6..00. 6.00: .3. 8.048 7.876 7.247 7.124 7.001 7.200 7.053 6 6. 4.251' 6.001. 5.640 5.501 5.477 5.262 5:078 5.000 1.102.0.298' 3030 1.102 0.625 2830 0.871 0.747-2390 0.871 0624 :2250 0.871 0.501 2110 0.916 0.889.0 1610 0.653 1 0. 0: 0:691` .:0 711: 0.691: 0. 0.622 0,550 0.622 0.411:.;:447 0.659 0.687a.:,3 0.659 0.462` 2 0.544 0.428 .229.. 0.544 0..350 ' 218 4.944 0.491 0.594, 147 4.66:L 0.491 0.311 124 4„3Z'L 0.425 0.441 64.9 0.425:0.271�,'57.6 `42.4 0.392 0.262 :` 36.7 0 .>0.359:.:O. 0.320 0.494 15:.2 03261.0..21 ,...12.3 0.293 0..3261 6.79 0.293- 0.193 6. 0.349 2 0.170 252:. 9.26 236 • 9.53 199 9.01 187 ;. 9.22 17.5:; 9.47 161. 7.60 1.. 7.79 12 7.60:. 7.84 • 103. 6.71 89.4 7.07, 64.8 5.75 59.6 5.95 50:'$ 4.55 # 4..77 382 4.72.. 36.4 4.83 29;4 : 3.78 247 4.07 AMERICCAN INSTITUTE 'OF ELCONSTRICTION 84.2 20.9 78.2 .19.8 47.8 13.2 44.9 12.6 42.3 . 12.1 49.7 13.8 . 46.2 13.1 296 9.28 27.4 8.77 24.1 7.72. 20.8 6.94 15.7 '5.57 14.4 5.23 15.7. 5.74 13.6 5.16 9.87,. 3.89 9.36': 3.74 8.36 .3.38 6.79. 2.91 42:3-1 2.07 373. 1.86 3 17 1.64 .44 231. 1.30 182 1..09 1..67: 1.01 1.22 0,: 9 0.903 0.646` 0.764 0.574 0.586 0.468 O.455 0.390 1.54 1.58 1.27 1.30 1.34 1.33. 1.36 1.08 1.14 1.03 1.07 1.03 1..06 0.980 • 1.00 0.901 O.954. 0.798 0.831 0.734 0.766 0.675 0.705. 0.620 0.643' 0.569 0.581. 0.516 0.522. 1.196 6 X 4 .5000 1/2 .3750 1/2 .31?5 4e %6 6 X 4i %6 . Ui • • 1875 % 6 _3750 , .3125 %6 ' .2500 14 .1875 %6 5 X 3 .5000 1/2 .3750 1/2 5 x.2 ,(25 .1875 %6 4 X 2 • • thickness STRUCTURAL'TUBING • Rectangular Dimensions and prope Weight Per Foot X-X AXIS sx. • 4, . Y Y ,AXIS s'y in. in. 6X .2500 14 • .1875 %6 3 X 2 .2500 14 .1875 %6 • * Okitelde ,clithenelons„acro * "ShaFes -subjected te, porn Seat. 1.5,1.4.1. ()bask • Shapes,Sublected to axle compliande with Spec ShaPeosubjegted to ben Lb. 27.68 21.94 18.77 15.42 11.86 24.28 19. 16.65 13.72 10.58' 16.84.. 14.52 12.02 9.91 20.99, 16.84 • 14.52 12,02 9.31 • 8.14 6.45 5.52 4.54 3.49 7.14 5.70 '4.90 : 4.04 3.11 . 4.95 4.27 3.54 2.74 6.14 4.95 .4.27 3.54 2.14 10.50 3.09 8.14 2.39 19.m 3.09 8.14 2.39 6.80 2.59 6.86 2.02 7.10 2.09 5.59 1. ss fiat sides. kilned axi& toadond eilehapee for co 1 cornpression or Ilk:stun .Sect. 1.9.2 dhig about the l',' 33.4 28.6 25.4 21.6 17.2. 258 203 17.4 14.0 16.7 15.3 13.3 10.8 15.5 14.0 12.6 11.0 8.87 • 8.48 6.89 6.45 5.23 4.69 3.87 inplianto coibpraisi .2. • axis tn.* 11.1 9.54 8.46 7.19 5.72 8.50 7.56 6.77 5.82 4.66 5.57 5.08 4.44 3.61 6.21 5.58 5.06 4.38 3.55 .3.39 2.75 3.23 2.62 2.35 1.93' 1.47 1.24 2:1450 1.55 1,72 1A0 1.66 1.45 I n.4 17.6 13.2 13.5 11.5 9.20 8.44 7.51 6.79 5.88 4.76 2.72 2.53 2.25 1.87 • 6.86 6.21 5.65 4.93 4.02 1.92 1.60 4.10 3.34 1.54 1.29 1.15 .977 8.79 7.58 6.74 • 5.76 4.60 5.63 5,01 4.52 3.92 3.17 2.72 2.53 2.25 1.87 4.57 4.14 3.77 3.29 2.68 1.92 1.60 2.74 2.23 1.54 1.29 1.15 .977 1.47 1.53 1.56 1.59 1.62 1.09 1.15 1.18 1.21 1.24 . 741 . 770 .799 .827 1.05 1.12 1.15 1.18 1.21 .789 .816 1.15 1.18 .770 .798 .742 .771 tg may cornPectunder Specification With This OiiiitiOrt. on -dulie't*bwiding should bo checked ior , - nlaylribttiOdoinpa0t under Specification AMERICAN 14:ST1111TE OP StEEL C.0140ii41.1pri ot4 pob Truss ty Ply J504710 The Truss CO., Sumner, WA 0 600 8x8 11 4x4 II A01 -Truss Type iCommon 8 10-12 17-6-0 8-10-12 8-7-4 0.50 r12 4x4 2 10 5x10 i 1 1 Job Reference optional) 7.610 s Mar 27 2015 MiTek Industries, Inc. Mon May 18 08:58:44 2015 Page i I D:Ud31 ZffdQ HSetwdcio?aVNzKtAI-C6g0vp0ZHKxXKsucKp6x6Ow4UQ3AhL5KvzFjrtzFHj9 26-1-4 35-0-0 35-6-0 i__..._� __&7 a_ _ _�__-__-__ s=io-i z o-s to Scale = 1:63.0 6x6 3 9 3x10 = 8 4x8 = -0-6-0 8-10-12 17-6-0 26-1-4 0-6-0 8-10-12 8-7-4 8-7-4 Plate OffsetslX,Y)-- [1:0-3-8,0-4.12],(5:0-3-8,0-4-12],,6:Edge,0-3-8], [7:0-3-8,0-2.8], [10:0-3-8,0-2J 4 7 5x10 = 35-0-0 8-10-12 8x8 5 6 4x4 it LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BOLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSf- TC 0.67 BC 0.80 WB 0.72 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.80 -0.11 (loc) 9 7-9 5 I/deft >999 >519 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 162 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* BOT CHORD W4,W2: 2x4 HF No.2 REACTIONS. (Ib/size) 1=1458/0-5-8 (min. 0-2-6), 5=1458/0-5-8 (min. 0-2-6) Max Horz 1=-59(LC 6) Max Upliftl=-114(LC 10), 5=-114(LC 11) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=-3371/279, 2-3=-3870/199, 3-4=-3870/200, 4-5=-3371/230 BOT CHORD 9-10=-243/3357, 8-9=-250/3357, 7-8=-250/3357 WEBS 1-10=-237/3419, 2-10=-864/149, 2-9=-118/812, 4-9=-112/812, 4-7=-864/151, 5-7=-244/3419 Structural wood sheathing directly applied or 3-0-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 8; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 Ib uplift at joint 1 and 114 Ib up1:ft at joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 1, 5. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and First diagonal or vertical web shall not exceed 0.500in. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. CORRECZIOM LTR# I► ECEIVED OF TUKIN MAY 15 2020 ca-NT_71 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 16 2020 City of Tukwila BUILDING DIVISION -Job lSJ504710 :The Truss Co, Sumner, WA -0-6-0 o_r6 ex8 1 11 4x4 II truss Trrusi Type IA02 8-10-12 8-10-12 - Common 0.50 fi 4x4 2 10 5x10 = 17-6-0 -Oti— -Fly —I— I 125 I 11 1 1_ I Job Reference (optional) 7.610 s Mar 27 2015 Mifek Industries. Inc Mort May 18 08:59:46 2015 Page ID:Ud312ffdQHSetwdcio7aVNzKtA1-8VoyKV1poxBFZ92 SE8PGp7Q_Eke9EadMHkpvmz HI7 26-1-4 35-0-0 35-6-0 8-7-4 8-7-4 8-10-12 6-6-0 6x6 = 9 3x10 = 8 4x8 -0-6-0 8-10-12 17-6-0 26-1-4 0-6- r—f 0 8-10-12 8-7-4 8-7-4 Plate Offsets (X,Y)-- [1:0-3-8,0-4-121 [5:0-3-8,0-4-12], [6:Edge,0-3-81, [7:0-3-8,0-2-8], 0:0-3-8,0-2-8] 4x4 4 5 „W4— Scale = 1:63.0 WP 1(4 -f 7 6 5x10 = 35-0-0 8-10-12 4x4 lt LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x6 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except' W4,W2: 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CS!. TC 0.67 BC 0.80 WB 0.72 (Matrix-M) REACTIONS. (lb/size) 1=1458/0-5-8 (min. 0-2-6), 5=1458/0-5-8 (min. 0-2-6) Max Horz 1=-59(LC 6) Max Upliftl=-114(LC 10), 5=-114(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown, TOP CHORD 1-2=-3371/279, 2-3=-3870/199, 3-4=-3870/200, 4-5=-3371/230 BOT CHORD 9-10=-243/3357, 8-9=-250/3357, 7-8=-250/3357 WEBS 1-10=-237/3419, 2-10=-864/149, 2-9=-118/812, 4-9=-112/812, 4-7=-864/151, 5-7=-244/3419 DEFL. in (loc) 1/defi Ltd Vert(LL) -0,37 9 >999 360 Vert(TL) -0,80 7-9 >519 240 Horz(TL) -0.11 5 n/a nla PLATES GRIP MT20 185/148 Weight: 162 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) VVind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCOL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 Ib uplift at joint 1 and 114 Ib uplift at joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 5. 8) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. russ Type JPIT SJ504710 The Truss Co., Sumner, WA A03 -01;4 8-6-10 0-7-4 8-6-10 8x8 11 3x4 0.50n-2 ID 6x8 Common 16-9-13 8-3-2 6x6 = I Job Reference (ootional) 7.510 s Mar 27 2015 NiTek Industries, Inc. Mon May 15 0.5:58:54 2015 Page 1 ID:Lk1.31ZffdOHSelwdcio7aVNzKtA-v1Hz7E7qwPC6X0fk.wHi-laVKn3STn1troCX9ECIzFHj? 25-5-1 34-3-13 34-9-13 4 _ _ . _ 8-7-4 8-10-12 0=6-:0 3)(10 -= 4x8 Scale = 1:61.9 4x4 8x8 4 5 12 7 6 7x8 8-6-10 16-9-13 25-5-1 34-3-13 0-7-4 8-6-10 8-3-2 8-7-4 8-10-12 Plate Offsets (X,Y)-- (10-3-8,0-4-121 [5:0-3-8,0-4-121,16:Edge,0-3-81„17:0-3-8,Edge], f10:0-3-8,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10,0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL t 15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CS!. TC 0.66 BC 0,78 WB 0.70 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.35 7-9 >999 360 Vert(TL) -0,76 7-9 >539 240 Horz(TL) 0.10 1 n/a n/a 4x4 34-9111 05-14 PLATES GRIP MT20 185/148 Weight 160 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly appted or 10-0-0 oc bracing. W5,W2,W3.W7: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1429/0-6-12 (min. 0-2-6), 5=1429/0-5-8 (min. 0-2-6) Max Horz 5=-61(LC 8) Max Upliftl=-109(LC 10), 5=-113(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3177/210, 2-3=-3718/199, 3-4=-3719/198, 4-12=-3289/278, 5-12=-3290/274 BOT CHORD 9-10=-231/3163, 8-9=-242/3275, 7-8=-242/3275 WEBS 1-10=-226/3239, 2-10=-862/145, 2-9=-110/833, 4-9=-113/738, 4-7=-839/149, 5-7=-236/3334 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left arid right exposed; Lumber DOL=1.60 plate grip D0L=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 Ib uplift at joint 1 and 113 Ib uplift at joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 5. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format, !Job ISJ504710 The Co., Sumner, -0-74 0-74 8x8 11 3x4 Truss A04 A 7-10-8 7-10-8 0.50 I 'T2 4x4 2 Vy4 10 4x10 ;Truss Type —7117 PV 1 ;Common Job Reference (optional) 7610 s Mar 27 2013 MiTek Industries, Inc. Mon May 18 08:58:55 2015 Page 1 ID:Ud312ffdC/HSetwdcio?aVNzKIA1-0EPLDa8ShiKz328:1;r9doW7ity4sqPmKexRBQokkzFHL 24-0-13 8-10-12 15-5-9 33-5-9 7-7-0 8-7-4o=sio 6x6 9 3x10 8 4x8 -0-7 7-10-8 15-5-9 24-0-13 7-4 7-10-8 7-7-0 8-7-4 3x4 = 4 7 6x8 = Scale 1:59.5 843 12 5 VVP 6 4x4 32-11-9 13-10-12 0- -14 Plate Offsets (X,Y)-- [1:0-3-8,0-4-12J, [5:0-3- ,0-4-121,16:Edge,0-3-8), [7:0-3-8,0-3-0], [10:0-3-8,0-2-0] '6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BGDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI, TC 0.64 BC 0.76 WB 0,67 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) In (loc) -0.30 7-9 -0.68 7-9 0.09 1 I/defl >999 >579 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 154 Ib FT = 20% LUMBER - TOP CHORD 2x6 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W5,W2,W3,VV7: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (Ib/size) 1=1372/0-6-12 (min. 0-2-4), 5=1372/0-5-8 (min. 0-2-4) Max Horz 5=-63(LC 8) Max Uplift1=-100(LC 10), 5=-113(LC 11) FORCES. (Ib) - Max. Comp./Max. Teri. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2807/175, 2-3=-3416/196, 3-4=-3418/194, 4-12=-3115/275, 5-12=-3127/272 BOT CHORD 9-10=-197/2794, 8-9=-239/3113, 7-8=-239/3113 WEBS 1-10=-192/2897, 2-10=-856/134, 2-9=-107/864, 4-9=-102/594, 4-7=-789/149, 5-7=-234/3166 Structural wood sheathing directly applied or 3-3-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 piate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint 1 and 113 Ib uplift at joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 5. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in, 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. Job truss SJ504710 The Truss Co., Sumner, WA -917 0-7-4 7-2-6 c:V A05 7-2-6 14-1-4 6-10-14 = 1Truss Type Common 1Ply 1 i _J 1 I Job Referenceloptional)__ 7.610 s Mar 27 2015 miteIndustries, Inc. Mon May 18 0658:56 2015 Page 1 ID:Ud31ZffdQHSetwdcio?aVNzKIAI-sQPItQw95SOSqmipv1KKIgw1389GAqVoS5fr9LFBzFHiz 22-8-8 -7-4 32-1r4 I-- 31 8-7-48-10-12 — 0610 6x6 = 3 3x4 4 12 8x85 Scale 1:57.1 6 -`9 11 3x4 10 4x10 = 9 3x10 = 8 4x8 7 4x10 = 6 4x4 ; -714 7-2-6 14-1-4 22-8-8 31-7-4 32-1,-2 7-4 7-2-6 6-10-14 8-7-4 8-10-12 0:5-14 Plate Offsets (X,Y)-- 0:0-3-8,0-4-121 (5:0-3-8,0-4-12k [6:Edge 0-3-8117:0-3-8,0-2-0b (10:0-3-8,0-2-0] LOADING (psf) I TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/1312007 CS!. TC 0.62 BC 0.75 WB 0.63 (Matrix-M) ()EFL. in (!oc) 1/defl Ud Vert(LL) -0.26 7-9 >999 360 Vert(TL) -0.60 7-9 >623 240 Horz(TL) 0.08 1 rite nla PLATES GRIP MT20 185/148 Weight: 149 Ib FT = 20°/c. LUMBER - TOP CHORD 2x6 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 'Except* W5,W2,W3,W7: 2x4 HF No.2 BRACING. TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9 REACTIONS. (lb/size) 1=1315/0-6-12 (min. 0-2-3), 5=1315/0-5-8 (min. 0-2-3) Max Horz 5=-65(LC 8) Max Uplift1=-91(LC 10), 5=-112(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2458/142, 2-3=-3116/192, 3-4=-3119/190, 4-12=-2952/272, 5-12=-2963/270 BOT CHORD 9-10=-165/2447, 8-9=-236/2950, 7-8=-236/2950 WEBS 1-10=-161/2577, 2-10=-850/122, 2-9=-103/885, 4-9=-159/453, 4-7=-740/149, 5-7=-231/2997 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1)Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.6psf; BCDL=4.2psf; h=25ft; Cat, II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint 1 and 112 Ib uplift at joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 5, 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P! 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. "Job Truss type FY 5J504710 Triuss A06 The Tn-Aita7,-Siiinner, WA 6-6-12 0-7-4 6-6-12 Common 11 1 1 1._ Job Reference fcptionA 'Ito s Mar-27 2015'MiTek Industries, Inc, Mon May 18 08:58:57 2015-Page 1 IDIUd312HcIQHSetwdcio?aVNzKtAl-KC26eGAjDKahOs05b2r C7yJF9VVFEB2EuVvyndzFHiy 12-10-0 21-5-4 30-4-0 3010-0 8-7-4 8-10-12 0-6-0 6-3-4 0.5o ri2 4x4 = 7x8 = 2 1 12 8x8 - 5 Scale = 1:54.9 6x6 = 3x4 = 3 4 _ V1 CV • 11 3x4 II 81 10 4x8 9 3x10 6-6-12 12-10-0 6-6-12 6-3-4 21-5-4 8-7-4 r:e 7 8 4x6 = 4x10 6 3x4 30-4-0 30-9714 8-10-12 025-14 Plate Offsets (S Y)-- [59-3-640-4-121,17:0-3-8,0-2-01,110:0-3-8,0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.60 BC 0.73 WB 0.86 (Matrix-M) DEFL. in (loc) l/defl L/d Vert(LL) -0.23 7-9 >999 360 Vert(TL) -0.54 7-9 >663 240 Horz(TL) 0,07 1 n/a n/a PLATES GRIP MT20 185/148 Weight: 144 Ib FT = 20% LUMBER - TOP CHORD 2x6 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 1-1F Stud *Except' W3,W7: 2x4 HF No.2 REACTIONS. (lb/size) 1=1282/0-6-12 (min. 0-2-1), 5=1262/0-5-8 (min. 0-2-1) Max Horz 5=-67(LC 8) Max Upliftl=-83(LC 10), 5=-110(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2149/114, 2-3=-2836/187, 3-4=-2840/185, 4-12=-2799/269, 5-12=-2810/267 BOT CHORD 9-10=-138/2139, 8-9=-233/2796, 7-8=-233/2796 WEBS 1-10=-134/2293, 2-10=-842/110, 2-9=-100/895, 4-9=-249/325, 4-7=-693/148, 5-7=-227/2838 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.8psf; BCOL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1,1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 Ib uplift at joint 1 and 110 lb uplift at joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 5. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. SJ504710 1 he Truss Co., Sure,er, WA Truss MANS 'Truss Type MONO TRUSS ly „Job Reference (optional)_ 7.610 s Mar 27 2015 MiTek Industries, Inc Mon May 18 08.58.58 2015 Pa e 1 ID:Ud312ffdQHSetwdcio7aVNzKtAl-opXUrcBL_dirt7z191MDILVZc30ozgQ079eSK3z Hix 1-6-0 2-0-0 3-6-0 1-6-0 0-6-0 1-6-0 0.50112 2x4 6x6 = 1 2 3 1 5x4 II Plate Offsets (Xcy)-- [2:0-2-8,0-4-01 LOADING (psf) TCLL 25.0 (Roof Snow=25,0) TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012fIPI2007 CSI, TC 0.31 BC 0.01 WB 0.73 (Matrix-M) Scale = 1:42.6 DEFLin (loc) 1/dell Ud Vert(LL) -0.00 5 >999 360 Vert(TL) -0.00 5 >999 240 Horz(TL) -0.06 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 34 Ib FT = 20% LUMBER - TOP CHORD 2x6 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer LInstallation guide. REACTIONS. (Ib/size) 5=-83/0-5-8 (min. 0-1-8), 2=334/0-5-8 (min. 0-1-8) Max Horz 5=202(LC 7) Max Uplift5=-591(LC 8), 2=-719(LC 7) Max Grav5=674(LC 7), 2=650(1C 20) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. WEBS 2-5=-661/617 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25,0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 591 Ib uplift at joint 5 and 719 lb uplift at joint 2, 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSITTPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. EXPIRES 4/24;2:11 5 Structural Calculations: Gravity & Lateral Load Design for New Addition Owner: PARAS, Inc. do David Malik 14413 Tukwila International Blvd. Tukwila, Washington 98168 CORRE T ON LTR# Ji Site Address: 14413 Tukwila International Blvd. Tukwila, Washington 98168 Designers: ,t BiILD iVt . • RECEIVED I Bernhoft & Associates CITY OF TOM!' P 702 Broadway, Suite 201 OCT 3 1 2014 Tacoma, Washington 98402 PERMIT CENTER 253-274-0244 Engineer: Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, Washington 98168 206.571.8794 Job # 2014-M4-Malik All information for construction is detailed on the prints. This engineering report summarizes the engineering calculations and assumptions made to develop the print information. Contractor must review engineering assumptions for validity. Engineering assumptions are listed below. If these conditions are not present at the site these calculations are void. Bernhoft & Associates and Bruce S. MacVeigh, P.E. must be contacted immediately at 25:3-274-0244. INTRODUCTION: This engineering report summarizes the results of the lateral and gravity load engineering services for the proposed structure. SCOPE OF WORK: The Scope of Work is to provide engineering analysis and design to resist lateral and gravity loads in accordance with the 2012 IBC . Our services extend from the foundation up to the roof. Foundations are engineered to support the structure on a flat surface with a minimum 1500 psf soil bearing. Special foundations for lots not level or with poor soil bearing are not provided unless noted otherwise. The enclosed documents are to be used in conjunction with the house plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. Framing 2a12 @ 24" o.c. 2.5 Ceiling 1/2" GWB 2.2 Miscellaneous 2.0 Total dead load 11.5 psf LIVE LOADS: Snow — 25 PSF (Non reducible) Ceiling Only — 10 PSF Increase in Fb and FIT of 15% allowed for duration of load when noted. LOADING CRITERIA FOR FLOOR: Concrete Floors TOTAL DEAD LOAD FLOOR FLOOR LIVE LOADS: Retail 50 PSF WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.1 20144W449alikmmuri Project Information COMPANY AND PROJECT INFORMATION Company Project Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, Washington 98168 (206) 571-8794 New Addition to Tukwila Chevron 14415 Pacific Hwy South Tukwila, Washington 96168 DESIGN SETTINGS Oct. 21, 2014 09:46:07 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Building Code Capacity Reduction Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T‹ -100F 19% 10% Max ShearwaII Offset [ft] Plan Elevation (within story) (between stories) 0.50 - Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Design Shearwall ForcelLength: Based on wall rigidity/length SITE INFORMATION Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed Exposure Enclosure Min Wind Loads: Walls Roofs 85mph Exposure B Enclosed 16 psf 8 psf Risk Category Category 11 - All others Structure Type Regular Building System Bearing Wall Design Category D Site Class D Topographic Intonnation Shape Height Length - - - Site Location: - Spectral Response Acceleration 1: 0.560g :1.500g Fundamental Period T Used ApproximateTa Maximum T E- N-S 0.1123 0.112s 0.112s 0.112s 0.157s 0.157s E ev: 10ft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 c ntricity (%) Loadedat E-W Ioads N Ioads 15 15 75% Response Factor R 6.50 2.00 Fa: 1.00 Fv: 1.50 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct 21, 2014 09:46:07 Structural Data STORY INFORMAT ON Ceiling Level 1 Foundation Story Elev Pt] 10.00 0.00 0.00 Floor/Ceiling Depth [in] 0.0 0.0 Hold-down Wall Length subject to Bolt Height [ft] shrinkage [in] length (in] 10.00 3.8 4.5 BLOCK and ROOF INFORMATION Stock Dimensions [ft] Face Iype Roof Panels Slope Overhang [ft] Block 1 1 Story E-W Ridge Location X,Y = 0.00 0.00 North Side 18.0 1.00 Extent X,Y = 62.00 36.00 South Side 18.0 1.00 Ridge Y Location, Offset 18.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 15.85 5.65 West Gable 90.0 1.00 2 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 SHEATHING MA S by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick in GU in Ply Or Gvtv Ibs/in Size Type Df Eg in Fd in Bk Notes 1 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 2,3 2 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 3 3 Both Plywood siding 24/16 5/8 - - Horz 40000 6d Nail N 4 4 Y Legend: Grp - Wall Design Group number, used to reference wall in other tables Surf - Exterior or interior surface when applied to exterior wall Ratng - Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply - Number of plies (or layers) in construction of plywood sheets Or- Orientation of longer dimension of sheathing panels Gvtv - Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type - Fastener type from SDPWS Tables 4.3A-D: Nail - common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing - casing nail; Roof- roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1(casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1l2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8': Cooler or gypsum wallboard nail: 5d = . 086" x 1-5/8 6d = . 092" x 1-7/8"; 8d = .113" x 2-3/8"; 618d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df - Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg - Panel edge fastener spacing Fd - Field spacing interior to panels Bk - Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes— Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS by WALL GROUP Wall Species Grade b d Spacing SG E Group in in in psI^6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Legend: Walt Group - Wall Design Group b - Stud breadth (thickness) d - Stud depth (width) Spacing - Maximum on -centre spacing of studs for design, actual spacing may be less. SG - Specific gravity E - Modulus of elasticity Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 SHEARLJNE WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group(s) Location X [ft] Extent Eft] Start End Length [ft] FHS [ft] Wind Seismic Height Ut] Line 1 Level 1 Line 1 Seg 2 0.00 0.00 36.00 36.00 25.33 25.33 10.00 Wall 1-1 Seg 2 0.00 0.00 36.00 36.00 25.33 25.33 - Opening 1 - - 0.67 7.67 7.00 - - 6.00 Opening 2 - - 14.00 17.00 3.00 - 6.75 Line 2 Level 1 Line 2 Seg 3 46.75 0.00 36.00 36.00 22.00 22.00 10.00 wall 2-1 Seg 3 46.75 0.00 28.00 28.00 22.00 22.00 - Opening 1 - - 3.00 6.00 3.00 - - 6.75 Line 3 Level 1 Line 3 Seg 2 62.00 0.00 36.00 36.00 36.00 36.00 10.00 Wall 3-1 Seg 2 62.00 0.00 36.00 36.00 36.00 36.00 East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) Y [ft] Start End (ft] Wind Seismic [ft] Line A Level 1 Line A Seg 1 0.00 0.00 62.00 62.00 7.25 7.25 10.00 Wall A-]. Seg 1 0.00 0.00 62.00 62.00 7.25 7.25 Opening 1 - - 0.67 21.25 20.58 - - 6.00 Opening 2 24.75 34.75 10.00 6.00 Opening 3 36.50 46.50 10.00 6.00 Opening 4 48.25 58.25 10.00 6.00 Line B Level 1 Line B Seg 2 28.00 0.00 62.00 62.00 24.92 24.92 10.00 Wall B-1 Seg 2 28.00 0.00 62.00 62.00 24.92 24.92 Opening 1 - - 7.67 13.67 6.00 - - 8.00 Opening 2 14.67 21.50 6.83 - 8.00 Opening 3 22.00 31.50 9.50 - 8.00 Opening 4 31.83 40.42 8.58 - 8.00 Opening 5 47.00 51.33 4.33 - 8.00 Line C Level 1 Line C Seg 2 36.00 0.00 62.00 62.00 62.00 62.00 10.00 Wall C-1 Seg 2 36.00 0.00 62.00 62.00 62.00 62.00 - Legend: Type - Seg = segmented, prf = perforated, NSW = non-shearwall; Location - dimension perp. to wall; FHS - length of full -height sheathing used to resist shear force; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 4 WoodWorks( Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 WIND SH R LOADS (as entered or generated Loads Levell Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude (Ibs,pif,psfj Start Trib Pit End [fi] Block 1 W Wall Min W->E Wind Line 0.00 36.00 40.0 Block 1 W L Gable 1 W->E Wind Line 0.00 18.0G 0.0 35.9 Block 1 W L Gable Min W->E Wind Line 0.00 18.00 0.0 46.8 Block 1 W Wall 1 W->E Wind Line 0.00 36.00 30.7 Block 1 W R Gable 1 W->E Wind Line 18.00 36.00 35.9 0.0 Block 1 W R Gable Min W->E Wind Line 18.00 36.00 46.8 0.0 Block 1 E L Gable 1 W->E Lee Line 0.00 18.00 0.0 16.0 Block 1 E L Gable Min W->E Lee Line 0.00 18.00 0.0 46.8 Block 1 E Wall Min W->E Lee Line 0.00 36.00 40.0 Block 1 E Wall 1 W->E Lee Line 0.00 36.00 13.7 Block 1 E R Gable Min W->E Lee Line 18.00 36.00 46.8 0.0 Block 1 E R Gable 1 W->E Lee Line 18.00 36.00 16.0 0.0 Block 1 W L Gable 1 E->W Lee Line 0.00 18.00 0.0 16.0 Block 1 W L Gable Min E->W Lee Line 0.00 18.00 0.0 46.8 Block 1 W Wall Min E->W Lee Line 0.00 36.00 40.0 Block 1 W Wall 1 E->W Lee Line 0.00 36.00 13.7 Block 1 W R Gable 1 E->W Lee Line 18.00 36.00 16.0 0.0 Block 1 W R Gable Min E->W Lee Line 18.00 36.00 46.8 0.0 Block 1 E Wall 1 E->W Wind Line 0.00 36.00 30.7 Block 1 E L Gable 1 E->W Wind Line 0.00 18.00 0.0 35.9 Block 1 E Wall Min E->W Wind Line 0.00 36.00 40.0 Block 1 E L Gable Min E->W Wind Line 0.00 18.00 0.0 46.8 Block 1 E R Gable Min E->W Wind Line 18.00 36.00 46.8 0.0 Block 1 E R Gable 1 E->W Wind Line 18.00 36.00 35.9 0.0 Block 1 S Roof Min S->N Wind Line -1.00 63.00 24.7 Block 1 S Roof 1 S->N Wind Line -1.00 63.00 1.7 Block 1 S Wall 1 S->N Wind Line 0.00 62.00 30.7 Block 1 S Wall Min S->N Wind Line 0.00 62.00 40.0 Block 1 N Roof 1 S->N Lee Line -1.00 63.00 26.6 Block 1 N Roof Min S->N Lee Line -1.00 63.00 24.7 Block 1 N Wall 1 S->N Lee Line 0.00 62.00 19.2 Block 1 N Wall Min S->N Lee Line 0.00 62.00 40.0 Block 1 S Roof 1 N->S Lee Line -1.00 63.00 26.6 Block 1 S Roof Min N->S Lee Line -1.00 63.00 24.7 Block 1 S Wall 1 N->S Lee Line 0.00 62.00 19.2 Block 1 S Wall Min N->S Lee Line 0.00 62.00 40.0 Block 1 N Roof 1 N->S Wind Line -1.00 63.00 1.7 Block 1 N Roof Min N->S Wind Line -1.00 63.00 24.7 Block 1 N Wall 1 N->S Wind Line 0.00 62.00 30.7 Block 1 N Wall Min N->S Wind Line 0.00 62.00 40.0 Legend: Block - Block used in toad generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F- Building face (north, south, east or west) Element- Building surface on which loads generated or entered Load Case- One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leewa►d side of the building for toads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All Toads entered by the user or generated by program are specified (unfactored) toads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 5 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 WIND C&C LOADS Block : Building Face Wind Direction Level Blagnitude[ps4 Interior End Zone i Block 1 , West Windward 1 16.0 17.4 Block 1 East Leeward 1 16.0 17.4 Block 1 West Leeward 1 16.0 17.4 Block 1 East Windward 1 16.0 17.4 Block 1 South Windward 1 16.0 17.4 Block 1 North Leeward 1 16.0 17.4 Block 1 South Leeward 1 16.0 17.4 Block 1 North Windward 1 16.0 17.4 DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft] Mag [lbs,psf,psi] Line Width [ft] Start End Start End A 1 Area 14.00 0.00 62.00 13.0 B 1 Area 18.00 0.00 62.00 13.0 C 1 Area 4.00 0.00 62.00 13.0 1 1 Area 2.00 0.00 36.00 13.0 2 1 Area 2.00 0.00 28.00 13.0 3 1 Area 2.00 0.00 36.00 13.0 6 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 BUILDING MASSES Force Building Dir Etemant Block Wall Profile Location RI Magnitude Trib Pbs,PitPsfl Width Line Start End Start E-W Roof E-W Roof E-W R Gable E-W L Gable E-W L Gable E-W R Gable N-S Roof N-S Roof Block 1 1 Block 1 3 Block 1 1 Block 1 1 Block 1 3 Block 1 3 Block 1 A Block 1 Both Wall 1-1 n/a 1 Both Wall 2-1 n/a 2 Both Wall 3-1 n/a 3 Both Wall A-1 n/a A Both Wall B-1 n/a B Both Wall C-1 n/a C Line -1.00 37.00 416.0 416.0 Line -1.00 37.00 416.0 416.0 Line 0.00 18.00 58.5 0.0 Line 18.00 36.00 0.0 58.5 Line 0.00 18.00 58.5 0.0 Line 18.00 36.00 0.0 58.5 Line -1.00 63.00 247.0 247.0 Line -1.00 63.00 247.0 247.0 Line 0.00 36.00 50.0 50.0 Line 0.00 28.00 30.0 30.0 Line 0.00 36.00 50.0 50.0 Line 0.00 62.00 50.0 50.0 Line 0.00 62.00 30.0 30.0 Line 0.00 62.00 50.0 50.0 Legend; Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor HI - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 7 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 SEISMIC LOADS Level 1 Force Profile Location [ft] Mag ilbs,p1f,psf] Dir Start End Start End E-W Line -1.00 0.00 128.0 128.0 E-W Point 0.00 0.00 477 477 E-W Line 0.00 18.00 148.0 166.0 E-W tine 18.00 28.00 166.0 156.0 E-W Point 28.00 28.00 286 286 E-W Line 28.00 36.00 151.4 143.4 E-W Point 36.00 36.00 477 477 E-W Line 36.00 37.00 128.0 128.0 N-S Line -1.00 0.00 247.0 247.0 N-S Point 0.00 0.00 1426 1426 N-S Line 0.00 62.00 312.0 312.0 N-S Point 46.75 46.75 420 420 N-S Point 62.00 62.00 1426 1426 N-S Line 62.00 63.00 247.0 247.0 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 8 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS North -South Shearlines W Gp For Dir FUVV-Cub Int Ext ASD Shear Force rialf] V [Ms] vmax v Int Allowable Shear [plf] Ext Co C Total V plasi Crit. Resp. Line 1 Level 1 Ln1, Levl 2 Both 1.0 1844 72.8 72.8 364 1.00 S 364 9221 0.20 Line 2 Ln2, Levl 3 Both 1.0 1.0 2407 109.4 109.4 175 175 1.00 A 350 7700 0.31 Line 3 Ln3, Levl 2 Both 1.0 622 17.3 17.3 364 1.00 S 364 13104 0.05 East-West W For H!W-Cub ASD Shear Force [pH] Allowable Shear [ptf] Crit. Shearlines Gp Dir Int Ext V [Ms] vmax v Int Ext Co C Total V [Ws] Resp. Line A Level 1 LnA, Levl 1 Both 1,0 1042 143.8 143.8 686 1.00 S 686 4974 0.21 Line B LnB, Levl 2 Both 1.0 1471 59.0 59.0 364 1.00 S 364 9070 0.16 Line C LnC, Levl 2 Both 1.0 225 3.6 3.6 364 1.00 S 364 22568 0.01 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir - Direction of wind force along shearline. H/W-Cub — Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strangest side only, X = Strongest side or twice weakest Total - Combined unit shear capacity inc. perforation factor. V — For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 9 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 HOLD-DOWN DESIGN flexible wind desiqn Level 1 Line- Wali PosWn Location [ft] X Y Load Case Tensile ASD Holddown Force pbsi Shear Dead Uplift Cmb'd Hold-down Cap Crit Resp. Line 1-1 L End 0.00 0.12 5 1-1 L Op 2 0.00 0.54 1 75 1-1 R Op 1 0.00 7.79 Min 984 119 15 880 HD5B 4055 0.22 1-1 L Op 2 0.00 13.88 Min 984 79 6 911 HD58 4055 0.22 1-1 R Op 2 0.00 17.13 Min 952 178 6 780 HD5B 4055 0.19 1-1 R End 0.00 35.88 Min 952 148 804 HD5B 4055 0.20 Line 2 2-1 L End 46.75 0.12 1 23 2-1 L Op 1 46.75 2.88 1 47 2-1 R Op 1 46.75 6.13 Min 1094 195 899 HD5B 4055 0.22 2-1 R End 46.75 27.88 Min 1094 172 922 HD5B 4055 0.23 Line 3 3-1 L End 62.00 0.12 Min 224 281 3-1 R End 62.00 35.88 Min 224 281 Line A A-1 L End 0.12 0.00 1 36 A-1 L Op 4 0.54 0.00 1 1204 A-1 R Op 1 21.38 0.00 Min 1438 1359 44 123 HD5B 4055 0.03 A-1 L Op 2 24.63 0.00 Min 1438 758 21 701 HD5B 4055 0.17 A-1 R Op 4 34.88 0.00 1 663 A-1 L Op 4 36.37 0.00 1 663 A-1 R Op 4 46.63 0.00 1 663 A-1 L Op 4 48.13 0.00 1 663 A-1 R Op 4 58.38 0.00 Min 1438 772 21 687 HD5B 4055 0.17 A-1 R End 61.88 0.00 Min 1438 205 1233 HD5B 4055 0.30 Line B B-1 L End 0.12 28.00 Min 590 538 52 HD5B 4055 0.01 B-1 L Op 1 7.54 28.00 Min 590 959 B-1 R Op 5 13.79 28.00 1 491 B-1 L Op 5 14.54 28.00 1 550 B-1 R Op 5 21.63 28.00 1 515 B-1 L Op 5 21.88 28.00 1 702 B-1 R Op 5 31.63 28.00 1 690 B-1 L Op 5 31.71 28.00 1 626 B-1 R Op 4 40.54 28.00 Min 590 1065 B-1 L Op 5 46.88 28.00 Min 590 766 B-1 R Op 5 51.46 28.00 Min 590 1053 B-1 R End 61.88 28.00 Min 590 749 Line C C-1 L End 0.12 36.00 Min 36 967 C-1 R End 61.88 36.00 Min 36 967 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit?' - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 Al! Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear - Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum Of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls frorn SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force / Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 10 WoodWorks® Shearwal s 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 DRAG STRUT FORCES ( flexible wind design) Level 1 Line - Wall Position on Wall or Opening Location [ft] Load X Y Case Line 1 1-1 Right Opening 1 0.00 7.67 1 1-1 Left Opening 2 0.00 14.00 1 1-1 Right Opening 2 0.00 17.00 1 Line 2 2-1 Right Opening 1 46.75 6.00 1 2-1 Right Wall End 46.75 28.00 1 Line A A-1 Right Opening 1 21.25 0.00 1 A-1 Left Opening 2 24.75 0.00 1 A-1 Right Opening 4 58.25 0.00 1 Line B B-1 Left Opening 1 7.67 28.00 1 B-1 Right Opening 4 40.42 28.00 1 B-1 Left Opening 5 47.00 28.00 1 B-1 Right Opening 5 51.33 28.00 1 Drag Strut Force pbs] —> <- 393 393 256 256 410 410 401 401 535 535 357 357 87 87 476 476 271 506 274 377 271 506 274 377 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer; Case A or 8 Drag strut Force - Axial force in transfer elements at openings and gaps in walls along sheartine. Based on ASD factored shearline force, includes perforation factor Co. -> Due to sheartine force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 11 WoodWorks® Shearwalls 2014414-Malik.wsw Oct. 21, 2014 09:46:07 DEFLECTION ( flexible wind design Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Shear Dell in Vn Ibs Nail slip en in Dell in Hold Dell in Total Defl in Level 1 Line 1 2 1-1,2 S->N .Ext 121.3 6.33 10.00 16.5 .007 .015 61 .001 .008 0.26 0.28 N->S Ext 121.3 6.33 10.00 16.5 .007 .015 61 .001 .008 0.26 0.29 1-1,3 Both Ext 121.3 19.00 10.00 16.5 .002 .015 61 .001 .008 0.08 0.11 Line 2 2-1,2 S->N Both 182.3 22.00 10.00 16.5 .003 .023 30 .030 .225 0.07 0.32 N->S Both 182.3 22.00 10.00 16.5 .003 .023 30 .030 .225 0.07 0.33 Line 3 2 3-1 Both Ext 28.8 36.00 10.00 16.5 .000 .003 14 .000 .000 0.01 0.01 Line A A-1,2 W->E Ext 239.6 3.50 10.00 16.5 .024 .029 60 .001 .008 0.33 0.39 E->W Ext 239.6 3.50 10.00 16.5 .029 .029 60 .001 .008 0.43 0.49 A-1,5 W->E Ext 239.6 3.75 10.00 16.5 .022 .029 60 .001 .008 0.90 0.46 E->W Ext 239.6 3.75 10.00 16.5 .022 .029 60 .001 .008 0.49 0.55 Line B 2 B-1,1 W->E 1 98.4 7.67 10.00 16.5 .004 .012 49 .001 .004 0.14 0.17 E->W 1 98.4 7.67 10.00 16.5 .004 .012 49 .001 .004 0.05 0.07 B-1,5 Both 1 98.4 6.58 10.00 16.5 .005 .012 49 .001 .004 0.06 0.08 B-1,6 Both 1 98.4 10.67 10.00 16.5 .003 .012 49 .001 .004 0.04 0.06 Line C 2 C-1 Both Ext 6.1 62.00 10.00 16.5 .000 .001 3 000 .000 0.01 0.01 egen : Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Sheartine 8 W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASO force / 0.60 b - Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt ; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 12 Shearwalls 201Oct 21,2014 09:46:07 HOLD-DOWN DISPLACEMENT (flexible wind des an wall, segment Dir Hold- down WmUft force |ms Elpng/Disp Manuf Add in in da in Slippage Pf da |6m in Shrink dm in Cmush+ Extra In Total dm In Hold Defil in Level I Line I-1,2 o->m oo5a 1487 .05* .oOV 0.054 - - 0.000 O.O« 0.16 0.26 m->o uo55 znsu .050 '000 u.n»» - - 0.060 0.04 0.16 0.26 1-1,3 o->w nn5o z»sO '048 'oVo 0.048 - - 0'o68 0.04 0.16 0.08 m->o oosa 1364 .050 .000 0.050 - - 0.068 0.04 0.16 o'VV Line z-z'z u-^m ao5a zsoz .ons .onn o.os» - - 0.068 o.o^ 0.16 0.07 m->o uo5a 1566 .057 'noo 0.057 - - 0.068 o.n^ 0.16 0.07 Line 3-1 Both oouo -«y .onn .ono 0.000 - - 0.000 o'oo 0.04 0.01 Line a-1,2 w->n xo5a 431 .000 .oOu 0'008 - - 0.068 0'04 0.12 0.33 o->W un5o 1294 '0*3 .uoo 0.043 - - 0.066 n.o« 0.15 u.«s a-1.5 m->o no5u 1274 '042 .ono 0.042 - - 0.06e n'n« 0.15 0.40 o->w uosa znny .076 'ono 0.07* - - 0.068 V'o^ V'lR O.^y Line o-z,z n-^o uo5a 177 .nVs '080 0.003 - - 0.068 o.n« 0.11 0.14 o-,m eoso -«su .nno .000 0.000 - - 0.000 o.o* O'oo 0.05 u-z'u n->o ao5o -613 'unu .000 0.000 - - 0.000 o.o* 0.04 0.06 o->w aono -zas .oun .ono 0.000 - - 0.000 o.u* 0.04 0.06 a-z,a W->o ao5e -596 'oVn '000 0.000 - - 0.000 0.04 0.04 o'oo E-`m oosa -139 ,Vnn 'oou 0.080 - - 0.000 o'Vo 0.04 n'O^ Lime C c-z Both uooa -13e0 .o00 'VVo 0.000 - - 0.000 0.04 0.04 0.01 Wall, segment - Wall and segment between openings, e.g B-3, 2=second segment onWall 3unfhnmrkn*8 Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension fbrce from overturning, dead and wind uplift de - Vertical displacements due to the following components: ElonglDisp - Elongation when slippage calculated separately; displacement when combined elongatioruslippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force 1ASD hold-down capacity) x max streng"vel elongation or displacement ' Maximum higher then actual displacements for lightly mmdedhuld-downo causing the segment mdraw less force due to lower than actual stiffness. Add 'Due to longer anchor bolt length than manufacturer's value, or enUre bolt length for connector -only elongation= PL/(Ab^Es)� xb-boucnzas-xectima/amm; Ev=steel modulus ~2g0VV00psi; L=Lb-dr Lb=Total bolt length shown in Storey Information table; Lb = Manufacturer's anchor bolt length for given displacementlelongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = UnfactorW uplift force P / number of fasteners Nails: =en,fromSDPWSTab1eC4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink- Woodshrinkage= 0.002x (19% fabrication- 10% in-service moisture contents) x Ls Ls = Perp-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra -000'wood crushing at compression end of wall segment plus extra displacement due /omis-cots.gaps, etc. Total da= flon+Shrink + Crush +Extra Hold Deft-*orizomtal deflection= m1bxde (41hterm in the deflection equationSDPWS C4.3.2-1) h = wall height; b = segment length between openings, h,b values in Defiection table ' \ ' � � 13 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 Wind Suction Design COMPONENTS AND CLADDING bv SHEARLINE Line North -South Shearlines Lev Grp Sheathing WA Force Cap Force/ Cap Force End Fastener Withdrawal Pbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 2 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 3 1 2 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 East-West Sheathing Wel Fastener Withdrawal [Ws] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 C 1 2 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 Legend: Grp - Wall Design Group ( nmults for all design groups for rigid, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 11.2-3 14 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Dbfq Isq•ftl Story Shear [Ms] E-W N-S Diaphragm Force Fpx pbs] E-W N-S 1 AU 46221 2232.0 46221 - 7111 23111 7111 23111 9244 18489 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds 0; Sds = 1.00; Ev = 0.200 0 unfactored; 0.140 0 factored; total dead load factor 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 15 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 SHEAR RESULTS flexible seismic design North -South Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [pin V pbs] vmax v Int Allowable Shear [plfl Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 1 Ln1, Levl 2 Both 1.0 6276 297.8 247.8 260 1.00 S 260 6587 0.95 Line 2 Ln2, Levl 3 Both 1.0 1.0 7064 321.1 321.1 175 175 1.00 A 350 7700 0.92 Line 3 Ln3, Levl 2 Both 1.0 2837 78.8 78.8 260 1.00 S 260 9360 0.30 East-West W For H!W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit Shearlines Gp Dir Int Ext V pbs] vmax v Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both .70 1957 269.9 269.9 343 1.00 S 343 2487 0.79 Line B LnB, Levl 2 Both 1.0 2188 87.8 87.8 260 1.00 $ 260 6478 0.34 Line C LnC, Levl 2 Both 1.0 832 13.4 13.4 260 1.00 S 260 16120 0.05 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir - Direction of seismic force along shearline. HM/-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, .3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit MI height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shearforce = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For sheartine: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 16 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 HOLD-DOWN DESIGN flexible seismic desi n Level 1 Line- Wall Positn Location MI X Y Shear Tensile ASD Holddown Force Pbsi Dead Ev Cmb'd Hold-down Cap Pbsi Crit Resp. Line 1 1-1 L End 0.00 0.12 5 1-1 L Op 2 0.00 0.54 75 1-1 R Op 1 0.00 7.79 3350 119 28 3259 HD5B 4055 0.80 1-1 L Op 2 0.00 13.88 3350 79 18 3289 HD5B 4055 0.81 1-1 R Op 2 0.00 17.13 3239 178 42 3103 HD5B 4055 0.77 1-1 R End 0.00 35.88 3239 148 35 3125 HD5B 4055 0.77 Line 2 2-1 L End 46.75 0.12 23 2-1 L Op 1 96.75 2.88 47 2-1 R Op 1 46.75 6.13 3211 195 45 3062 HD5B 4055 0.76 2-1 R End 46.75 27.88 3211 172 40 3080 HD5B 4055 0.76 Line 3 3-1 L End 62.00 0.12 1020 281 66 805 HD5B 4055 0,20 3-1 R End 62.00 35.88 1020 281 66 805 HD5B 4055 0.20 Line A A-1 L End 0.12 0.00 36 A-1 L Op 4 0.59 0.00 1204 A-1 R Op 1 21.38 0.00 2699 1359 317 1658 HD5B 4055 0.41 A-1 L Op 2 24.63 0.00 2699 758 177 2118 HD5B 4055 0.52 A-1 R Op 4 34.88 0.00 663 A-1 L Op 4 36.37 0.00 663 A-1 R Op 4 46.63 0.00 663 A-1 L Op 4 48.13 0.00 663 A-1 R Op 4 58.38 0.00 2699 772 180 2107 HD5B 4055 0.52 A-1 R End 61.88 0.00 2699 205 48 2542 HD5B 4055 0.63 Line B B-1 L End 0.12 28.00 878 538 126 466 HD5B 4055 0.11 B-1 L Op 1 7,54 28.00 878 959 224 143 HD5B 4055 0.04 B-1 R Op 5 13.79 28.00 491 8-1 L Op 5 14.54 28.00 550 B-1 R Op 5 21.63 28.00 515 B-1 L Op 5 21.88 28.00 702 B-1 R Op 5 31.63 28.00 690 B-1 L Op 5 31.71 28.00 626 8-1 R Op 4 90.54 28.00 878 1065 248 62 HD5B 4055 0.02 B-1 L Op 5 46.88 28.00 878 766 179 291 HD5B 4055 0.07 B-1 R Op 5 51.46 28.00 878 1053 246 71 HD5B 4055 0.02 B-1 R End 61.88 28.00 878 749 175 304 HD5B 9055 0.07 Line C C-1 L End 0.12 36.00 134 967 C-1 R End 61.88 36.00 134 967 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic information table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASO force/Allowable ASD tension load Notes: Shear overtuming force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4,1.6. Refer to Shear Results table for perforation factors Co. 17 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 Shearwalls does not check for either plan or vertical structural irregularities. 18 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 DRAG STRUT FORCES ( flexible seismic design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force pa] —> Line 1 1-1 Right Opening 1 0.00 7.67 1337 1337 1-1 Left Opening 2 0.00 14.00 872 872 1-1 Right Opening 2 0.00 17.00 1395 1395 Line 2 2-1 Right Opening 1 46.75 6.00 1177 1177 2-1 Right Wall End 46.75 28.00 1570 1570 Line A A-1 Right Opening 1 21.25 0.00 872 872 A-1 Left Opening 2 24.75 0.00 213 213 A-1 Right Opening 4 58.25 0.00 1162 1162 Line B 8-1 Left Opening 1 7.67 28.00 524 524 B-1 Right Opening 4 40.42 28.00 979 979 B-1 Left Opening 5 47.00 28.00 530 530 B-1 Right Opening 5 51.33 28.00 728 728 Legend: Line -Wall - Shearfine and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force'Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearfine force in the west -to -east or south -to -north direction <- Due to shearfine force in the east -to -west or north -to -south direction / 19 WoodWorks® Shearwatls 2014-11114-Malik.wsw Oct. 21, 2014 09:46:07 DEFLECTION (flexible seismic design Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Defl sq.in in Shear Defl in Vn Ibs Nail slip en In Defl in Hold Defl in Total Dell In Level 1 Line 1 2 1-1,2 Both Ext 353.9 6.33 10.00 16.5 .019 .042 177 .028 .209 0.49 0.76 1-1,3 S->N Ext 353.9 19.00 10.00 16.5 .006 .042 177 .028 .209 0.16 0.41 N->S Ext 353.9 19.00 10.00 16.5 .006 .042 177 .028 .209 0.16 0.42 Line 2 3 2-1,2 Both Both 458.7 22.00 10.00 16.5 .007 .057 76 .030 .225 0.13 0.42 Line 3 2 3-1 Both Ext 112.6 36.00 10.00 16.5 .001 .013 56 .001 .007 0.04 0.06 Line A 1 A-1,2 W->E Ext 385.6 3.50 10.00 16.5 .038 .046 96 .004 .033 0.60 0.72 E->W Ext 385.6 3.50 10.00 16.5 .038 .046 96 .004 .033 0.68 0.80 A-1,5 W->E Ext 385.6 3.75 10.00 16.5 .036 .046 96 .004 .033 0.63 0.75 E->W Ext 385.6 3.75 10.00 16.5 .036 .046 96 .004 .033 0.70 0.82 LineB 2 B-1,1 W->E 1 125.5 7.67 10.00 16.5 .006 .015 63 .001 .009 0.18 0.21 E->W 1 125.5 7.67 10.00 16.5 .006 .015 63 .001 .009 0.15 0.18 B-1,5 W->E 1 125.5 6.58 10.00 16.5 .007 .015 63 .001 .009 0.17 0.20 E->W 1 125.5 6.58 10.00 16.5 .007 .015 63 .001 .009 0.19 0.22 B-1,6 W->E 1 125.5 10.67 10.00 16.5 .004 .015 63 .001 .009 0.10 0.13 E->W 1 125.5 10.67 10.00 16.5 .004 .015 63 .001 .009 0.12 0.15 Line C 2 C-1 Both Ext 19.2 62.00 10.00 16.5 .000 .002 10 .000 .000 0.01 0.01 Legena: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline 8 W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force/0.70 b - Width of wall segment between openings h - Well height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 20 WoodWorks® Shea rwalIs 2014••M4-Malik.wsw Oct. 21, 2014 09:46:07 HOLD-DOWN DISPLACEMENT ( flexible seismic design Wall, segment Dir Hold- down Uplift force Ibs - Elong / Disp Manuf Add in in da in Slippage Pf da Ibs in Shrink da in Crush+ Extra in Total da in Hold Deft in Level 1 Line 1 1-1,2 S->N HD5B 4647 .201 .000 0.201 - - 0.068 0.04 0.31 0.49 N->S HD5B 4693 .203 .000 0.203 - - 0.068 0.04 0.31 0.49 1-1,3 S->N HD5B 4420 .191 .000 0.191 - - 0.068 0,04 0.30 0.16 N->S HD5B 4454 .193 .000 0.193 - - 0.068 0.04 0.30 0.16 Line 2 2-1,2 S->N HD5B 4360 .189 .000 0.189 - - 0.068 0.04 0.30 0.13 N->S HD5B 4387 .190 .000 0.190 - - 0.068 0.04 0.30 0.14 Line 3 3-1 Both HD5B 1130 .050 .000 0.050 - - 0.068 0.04 0.16 0.04 Line A A-1,2 W->E HDSB 2271 .102 .000 0.102 - - 0.068 0.04 0.21 0.60 E->W HD5B 2971 .131 .000 0.131 - - 0.068 0.04 0.24 0.68 A-1,5 W->E HD5B 2955 .130 .000 0.130 - - 0.068 0.04 0.24 0.63 E->W HD5B 3617 .157 .000 0.157 - - 0.068 0.04 0.26 0.70 Line B B-1,1 W->E HD5B 627 .029 .000 0.029 - - 0.,068 0.04 0.14 0.18 E->W HD5B 135 .009 .000 0.009 - - 0„068 0.04 0.12 0.15 B-1,5 W->E HD5B 13 .004 .000 0.004 - - 0..068 0.04 0.11 0.17 E->W HD5B 361 .018 .000 0.018 - - 0.068 0.04 0.13 0.19 B-1,6 W->E HDSB 26 .004 .000 0.004 - - 0.068 0.04 0.11 0.10 E->W HDSB 381 .019 .000 0.019 - - 0.068 0.04 0.13 0.12 Line C C-1 Both HD5B -937 .000 ,000 0.000 - - 0.000 0.04 0.04 0.01 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with ' = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Storey information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270, 000 D^1.5) (NOS 10.3, 6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.20 using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04' wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Dell - Horizontal deflection = h/b x de (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table / \ 21 oodWorks® Shea rwa Ils 2014414-Malik.wsw Oct. 21, 2014 09:46:07 STORY DRIFT ( flexible seismic design Wall Actual Story Drift (in) Allowable Story Drift Level Dir height Max Line Max Center C of M C of M hsx Delta a Ratio ft dxe dx of Mass dxe dx ft in Max C of M 10.00 10.00 3.00 N-->s 0.76 1 1.52 31.29 0.54 1.07 0.51 0.36 S->N 0.76 1 1.52 31.29 0.54 1.07 0.51 0.36 E->W 0.82 A 3.28 18.33 0.43 1.71 1.09* 0.57 W->E 0.82 A 3.28 18.33 0.43 1.71 1.09* 0.57 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = 4.0 (E-W), 2.0 (N-S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table Line - Shearfine with largest deflection hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above, Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12,8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable storey drift experienced, on this level in this direction. Notes: *According to ASCE 7 Table 12.12-1 Note c, no story drift limitation for one-story structures if building elements designed to accommodate drift. Maximum of all shearlines used to satisfy flexible diaphragm assumption in 12.3.1.1. 22 W©odWorks® Shearwalls 2014-M4-Mafik.wsw Oct. 21, 2014 09:46:07 23 Project: 2014cM4-MALIK Location: NEW ROOF BEAM Roof Ream [2009 International Building Code(2005 NDS)] 5.5 IN x 11.5 IN x 10.83 FT #1 - Hem -Fir - Dry Use Section Adequate By: 82.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.09 IN 1/1384 Dead Load 0.06 in Total Load 0.16 IN L/833 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A a 1489 Ib 1489 Ib 985 lb 985 lb 2474 Ib 2474 Ib 1.11 in 1.11 in BEAM DATA Span Length 10.8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 3 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #1 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 1050 psi Fb' = 1208 psi Cd=1.15 CF=1.00 Fv = 140 psi Fit' = 161 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi E_min = 470 ksi E_min' = 470 ksi Fc - = 405 psi Fc - -12 = 405 psi Controlling Moment 6698 ft-Ib 5.415 ft from left support Created by combining all dead and live loads. Controlling Shear -2474 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: &NW Provided 66.57 in3 121.23 in3 23.05 in2 63.25 in2 150.64 in4 697.07 in4 6698 ft-Ib 12199 ft-Ib -2474 lb 6789 lb Bruce S. MacVeigh, P.E. 14245 59th Avenue S Tukwila, Washington 98168 StruCalc Version 8.0.113.0 ROOF LOADING Side One: Roof Live Load: Roof Dead L.oad: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wail Load: 10/23/2014 0:22:10 AM 10.83 ft LL = 25 psf DL = 15 psf TW = 7 ft LL = 25 psf DL = 15 psf TVV = 4 ft WALL = 0 pH SLOPE/PITCH ADJUSTED LENGThS AND LOADS Adjusted Beam Length: Ladj = 10.83 ft Beam Self Weight: BSW = 12 pif Beam Uniform Live Load: wL = 275 pif Beam Uniform Dead Load: wD_adj = 182 pif Total Uniform Load: wT = 457 pif Project: 201 ,M4-MALIK Location: NEW ROOF RAFTERS Ro:A.Rafter [2009 Intemational Building Code(2005 NDS)] 1,5 IN x 7.25 IN x 10.75 FT @ 16 O.C. #2 - Hem -Fir - Dry Use Section Adequate By: 89.5% Controlling Factor. Moment PEFLECTIONS Live Load Dead Load Total Load Live Load center 0.17 IN L1774 0.11 In 0.28 IN U478 ion Crite ' : L1240 Total d De 'on Criteria: Ul tipper Live Load @ A Upper Dead Load © A Upper Total Load © A Lower Live Load @ B ower Dead Load © B er Total Load @ B LOADS 134 plf 83 plf 217 plf 134 pif 83 plf 217 off REACTIONS 179 Ib 111 Ib 290 Ib 179 Ib 111 Ib 290 Ib Bruce S. MacVeigh, P.E. 14245 59th Avenue S Tukwila, Washington 98168 StruCalc Version 8.0.113.0 0 4 0: :11 AM 8 LOADING DtAGRAM 10.75 It Bearing Len A 0.48 in 0,48 in RAFTER DATA lnterior Span Length 10.75 ft Rafter Pitch 3 :12 Roof sheathing applied to top of joists -top of rafters fulty braced. Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. to Grain: 13ase Values Adjusted Fb = 850 psi Fb' = 1349 psi Cd=1.15CF=1.20 Cr=-1.15 Fv = 150 psi Fv' = 173 psi C&1.15 E = 1300 ksi E= 1300 ksi E_min = 470 ksi E_min' = 470 ksi Fc -1-= 405 psi Fc - -4 405 psi Controlling Moment 779 ft-Ib 5.375 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 281 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: EN:0 Provided 6.93 in3 13.14 in3 2.45 in2 10.88 in2 17.93 in4 47.63 in4 779 ft-lb 1477 ft-lb 281 Ib 1251 lb RAFTER LOADING Uniform Roof Loading Roof Live Load: LL = Roof Dead Load: DL = Slope Adjusted Spans And Loads Interior Span: Eave Span: Rafter Live Load: Eave Live Load: Rafter Dead Load: Rafter Total Load: Eave Total Load: L-adj = L-Eave-adj = wL-adj = wL-Eave-adj = wD-adj = wT-adj = wT-Eave-adj = 25 psf 15 psf 11.08 ft 0 ft 31 Of 31 plf 19 plf 51 pif 51 pif Project: 201.1-M4-MALIK Location: Mansard Beams- (bottom member) RtoiBeam [2009 International Building Code(2005 NOS)] 5.5 IN x 9.5 IN x 15.75 FT #2 - Hem -Fir - Dry Use Section Adequate By. 15.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.16 IN U1180 Dead Load 0.32 in Total Load 0.48 IN U394 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U1130 REACTIO Live Load Dead Load Total Load Bearing Length A 394 lb 394 lb 785 lb 785 lb 1179 Ib 1179 Ib 0.53 in 0.53 in BEAM DATA Span Length 15.8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES tt2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. 1t0 Grain: Controlling Moment: 7.875 ft from left support Created by combining all Controlling Shear: At a distance d from suppo Created by combining all Base Values Fb = 675 psi Cd=1.15 CF=1.00 Fv = 140 psi Cd=1.15 E = 1100 ksi E_min = 400 ksi Fc --1-= 405 psi 4643 ft-lb dead and live loads. -1061 Ib rt. dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Fb' = 776 psi Fv' = 161 psi E= E_min' = Fc - = Req'd 71.78 in3 9.89 in2 179.47 in4 4643 ft-lb -1061 Ib 1100 ksi 400 ksi 405 psi Provided 82.73 in3 52.25 in2 392.96 in4 5352 ft-Ib 5608 Ib Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 8.0.113,0 10/23/2014 10:59:28 AM e LOADING DIAGRAM 1575ft ROOF L ADI G 25 psf 15 psf 1 ft 25 psf 15 psf 1 ft 60 plf Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Wall Load: WALL = SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniforrn Live Load: Beam Uniforml)ead Load: Total Uniform Load: Ladj = 15.75 ft BSW = 10 plf wL = 50 plf wD_adj = 100 pif wT = 150 pif Project: 2014-M4-MALIK Location: 6 x6 Facade Columns (typ) Ca 'win [2009 Intemational Building Code(2005 NOS)] 5.5 IN x 5.5 IN x 10.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 84.2% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 638 Ib Dead Load: Vert-DL-Rxn = 1427 Ib Total Load: Vert-TL-Rxn = 2065 Ib COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Lx: 10 ft Unbraced Length (Y-Axis) Ly: 10 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Hem -Fir Base Values Adjusted Compressive Stress: Fc = 575 psi Fc= 431 psi Cd=1.00 Cp=0.75 Bending Stress (X-X Axis): Fbx = 575 psi Fbx = 575 psi Cd=1.00 CF=1.00 Bending Stress (Y-Y Axis): Fby = 575 psi Fby = 575 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E = 1100 ksi E = 1100 ksi Min. Mod. of Elasticity: E_min = 400 ksi E_min' = 400 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 5.5 in Area: A = 30.25 in2 Section Modulus (X-X Axis): Sx = 27.73 in3 Section Modulus (Y-Y Axis): Sy = 27.73 in3 Slendemess Ratio: Lexidx = 21.82 Ley/dy = 21.82 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 68 psi Allowable Compressive Stress: Fc' = 431 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx = 575 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby = 575 psi Combined Stress Factor: CSF = 0.16 • Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, Washington 98168 StruCal OAO Version .0.113.0 10/ AM 10ft 4 :10AM page /of AXIAL LOADING Live Load: PL = 638 Ib Dead Load: PD = 1371 Ib Column Self Weight: CSW = 56 Ib Total Load: PT = 2065 Ib Project: 2014-M4-MALIK Location: Facade footings Fong [2009 International Building Code(2005 NDS)] Footing Size: 1.5 FT x 1.5 FT x 12.00 IN Reinforcement in Lohg Direction: #4 Bars 3.83 IN. O.C. / (4) min. Reinforcement in Short Direction -center band (Equal to width of short side): #4 Bars @ 3.83 IN. O.C. / (4) min. Reinforcement in Short Direction -outside bands: #4 Bars @ 0.00 IN. O.C. 0 Each band. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf = 3000 psi Fy = 40000 psi c = 3 in FOOTING S E WIctth: W = 1.5 ft Length: L = 1.5 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: FOOTING CALCULATIONS Wood m = 8 in n = 6 in Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear. Qu = 893 psf Qe = 1350 psf Areq = 1.49 sf A = 2.25 sf Bear = 2666 Ib Bear -A = 119340 Ib Vu1 = 111 Ib Vc1 = 12201 Ib Bo = 57 in Vu2 = 995 Ib vc2-a = 115905 Ib vc2-b = 150473 Ib vc2-c = 77270 Ib vc2 = 77270 Ib Short Direction: Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.68 Steel Required Based on Moment: As(1) = 0.02 Min. Code Req'd Reinf. Flex. Members (ACI-10.5.1): As(2) = 0.74 Controlling Reinforcing Steel: As-reqd = 0.74 Selected Reinforcement: Short Dir: #4's @ 3.8 in. o.c.(4) Min. Reinforcement Area Provided: As = 0.79 Development Length Calculations: Development Length Required: Ld = Development Length Supplied: Ld-sup = Note: Plain concrete adequate for bending, therefore adequate development length not required. 15 in 6 in Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 8.0.113.0 10/23/2014 11:10:41 AM Page FOQTING LOADING Uve Load: Dead Load: Total Load: Uttimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: PL = 638 Ib PD = 1371 Ib PT = 2009 Ib Pu = 2666 Ib U.R. = 218 Ib 5999 in-Ib 223479 in-Ib Long Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: in Concrete Compressive Block Depth: in2 Steel Required Based on Moment: in2 Min. Code Req'd Reinf. Flex. Members (ACI-10.5.1): in2 Controlling Reinforcing Steel: Selected Reinforcement: in2 Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Mu = Mn = 5999 in-Ib 223587 in-Ib a = 0.68 in As(1) = 0.02 in2 As(2) = 0.74 in2 As-reqd = 0.74 in2 Long Dir. #4's @ 3.8 in. o.c.(4) Min. As = 0.79 in2 Ld = Ld-sup = 15 6 \ TENT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0377 DATE: 12/13/2019 PROJECT NAME: PACIFIC CHEVRON SITE ADDRESS: 14415 TUKWILA INTL BLVD X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: Iting livision .•)h I\‘ (2/\11 Public Works Revision # M Fire Prevention Structural ii1111111111111111111111111111111111111111111111111111111111fr PRELIMINARY REVIEW: Not Applicable (no approval/review required) before Permit ssued Revision # after Permit Issued M Planning Division Permit Coordinator • DATE: 12/17/19 Structural Review Required REVIEWER'S INITIALS: DATE: P APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 1/14/2020 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Ping 0 PW El Staff Initials: 12JI8t2013 City of Tukwila Department of Community Development 2/9/2021 DAVID MALIK 26220 116TH AVE SE KENT, WA 98030 RE: Permit No. D19-0377 PACIFIC CHEVRON 14415 TUKWILA INTL BLVD Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/21/2021. Based on the above, you are hereby advised to: 1) Login to the City of Tukwila's Online Portal https://tukw-egov.aspgov.corn/BP/index.htrnl to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -Or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/21/2021, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Laurie Werle Permit Technician File No: D19-0377 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development April 13, 2020 DAVID MALIK 26220 116TH AVE SE KENT, WA 98030 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D19-0377 PACIFIC CHEVRON - 14415 TUKWILA INTL BLVD Dear DAVID MALIK, 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 - C DEPARTMENT: LEE SIPE at (206)-431-3656 if you have questions regarding these comments. 2nd request for the same corrections SHEET 1 1. Cover sheet — Missing new framing plan on drawing #8, page 8 does not exist. 2. Cover sheet references 2012 Codes and not 2015 which has been adopted. 3. Cover sheet does not mention ceiling framing plan which does not exist. Address size, span, hangers, blocking at bearing etc. add (page 2 of 10) to current plan. SHEET 2 4. Existing electrical plan does not address emergency lighting, new mechanical addition, Room #101 is not currently being used as "existing storage". 5. Missing egress plan. Show required and existing exits. 6. Identify new kitchen on permit number. 7. Floor plan on (2/10) does not match existing —Need to show new kitchen hood & make-up air permit # M18- 0127, which is currently expired. Existing floor plan does not show future kitchen. 8. Existing storage (page 2 of 10) is not updated for future kitchen, Type 1 hood & make up air. 9. Suspended ceiling has been altered. Show suspended ceiling details for inspections. 10. Need electrical permits. SHEET 3 11. Have Engineer of record address altered rear exterior wall height and added door. (Existing foundation wall has been cut out for door access into new rear addition. SHEET 4 12. Existing Grease Interceptor has been removed and re -located. Where did this move to Need Public Works permit as well as new plumbing permit. New grease interceptor, mop sink & 3 compartment sink requires a new plumbing and Public Works permit. See page 4/10. 13. Need to show where existing hot water tank has been re -located. Current location has not been inspected or approved. 14. Need North arrow on all pages. 15. New restroom at new addition has not been inspected. Need to obtain new plumbing permit for new restroom and new prep area room #106. 16. Show existing exits (2) in front of building. 17. Shear Wall Table page 4 shows plywood shear -walls. Provide detail of shear -walls. 18. Provide missing 2nd exit (not shown on floor plan) page 4, and relocate vending machine which is currently blocking exit. 19. Provide interior partition wall details for new added walls. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 20. PROVIDED 21. Exterior wall has been removed and is now a series of columns and 6" X 10" H.F. #1. Provide details & cut sections of what size columns are being installed. Columns do not show actual sizes, provide details w/ beam connections. SHEET 5 22. Front elevation does not show existing 2nd exit, revise plans to show. 23. Elevation drawings indicate "Match existing siding", Identify what type of siding is being used. Submit revisions for this, Left, Right, Rear, Front, etc. SHEET 6 24. Provide suspended ceiling details. 25. Missing 2nd existing exit on floor plan. Show. 26. Where did you re -locate WH. Show location & details for new location. 27. Provide egress plan w/emergency lighting for both exits. SHEET 7 28. New foundation was placed without inspection or approval. Engineer to provide approval of foundation. 29. Cut Sections 1/9, 2/9 are mislabeled on sheet #9 Details are labeled 1/7, 2/7 instead, Correct labeling. 30. Engineer of record needs to address cut-out door -way, in existing 6" concrete stem -wall with calculations. 31. Missing flashing details. SHEET 8 (Roof framing plan) 32. Roof trusses appear to have been cut in the field. Engineer needs to provide truss specifications. 33. Missing ceiling framing plan. Provide structural metal connections. 34. Must have minimum 30" working space in front of mop sink. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D19-0377 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development February 10, 2020 DAVID MALIK 26220 116TH AVE SE KENT, WA 98030 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D19-0377 PACIFIC CHEVRON - 14415 TUKWILA INTL BLVD Dear DAVID MALIK, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: LEE SIPE at (206)-431-3656 if you have questions regarding these comments. SHEET 1 1. Cover sheet — Missing new framing plan on drawing #8, page 8 does not exist. 2. Cover sheet references 2012 Codes and not 2015 which has been adopted. 3. Cover sheet does not mention ceiling framing plan which does not exist. Address size, span, hangers, blocking at bearing ect... add (page 2 of 10) to current plan. SHEET 2 4. Existing electrical plan does not address emergency lighting, new mechanical addition, Room # l01 is not currently being used as "existing storage". 5. Missing egress plan. Show required and existing exits. 6. Identify new kitchen on permit number. 7. Floor plan on (2/10) does not match existing — Need to show new kitchen hood & make-up air permit # M18- 0127, which is currently expired. Existing floor plan does not show future kitchen. 8. Existing storage (page 2 of 10) is not updated for future kitchen, Type 1 hood & make up air. 9. Suspended ceiling has been altered. Show suspended ceiling details for inspections. 10. Need electrical permits. SHEET 3 11. Have Engineer of record address altered rear exterior wall height and added door. (Existing foundation wall has been cut out for door access into new rear addition. SHEET 4 12. Existing Grease Interceptor has been removed and re -located. Where did this move to Need Public Works permit as well as new plumbing permit. New grease interceptor, mop sink & 3 compartment sink requires a new plumbing and Public Works permit. See page 4/10. 13. Need to show where existing hot water tank has been re -located. Current location has not been inspected or approved. 14. Need North arrow on all pages. 15. New restroom at new addition has not been inspected. Need to obtain new plumbing permit for new restroom and new prep area room #106. 16. Show existing exits (2) in front of building. 17. Shear Wall Table page 4 shows plywood shear -walls. Provide detail of shear -walls. 18. Provide missing 2nd exit (not shown on floor plan) page 4, and relocate vending machine which is currently blocking exit. 19. Provide interior partition wall details for new added walls. 20. Provide structural specification for new addition. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 21. Exterior wall has been removed and is now a series of columns and 6" X 10" H.F. # 1. Provide details & cut sections of what size columns are being installed. Columns do not show actual sizes, provide details w/ beam connections. SHEET 5 22. Front elevation does not show existing 2nd exit, revise plans to show. 23. Elevation drawings indicate "Match existing siding", Identify what type of siding is being used. Submit revisions for this, Left, Right, Rear, Front, ect.. SHEET 6 24. Provide suspended ceiling details. 25. Missing 2nd existing exit on floor plan. Show. 26. Where did you re -locate WH. Show location & details for new location. 27. Provide egress plan w/emergency lighting for both exits. SHEET 7 28. New foundation was placed without inspection or approval. Engineer to provide approval of foundation. 29. Cut Sections 1/9, 2/9 are mislabeled on sheet #9 Details are labeled 1/7, 2/7 instead, Correct labeling. 30. Engineer of record needs to address cut-out door -way, in existing 6" concrete stem -wall with calculations. 31. Missing flashing details. SHEET 8 (Roof framing plan) 32. Roof trusses appear to have been cut in the field. Engineer needs to provide truss specifications. 33. Missing ceiling framing plan. Provide structural metal connections. 34. Must have minimum 30" working space in front of mop sink. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made inperson and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D19-0377 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ! 1 City of Tukwila Department of Community Development February 10, 2020 DAVID MALIK 26220 116TH AVE SE KENT, WA 98030 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D I9-0377 PACIFIC CHEVRON - 14415 TUKWILA INTL BLVD Dear DAVID MALIK, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: LEE SIPE at (206)-431-3656 if you have questions regarding these comments. SHEET 1 1. Cover sheet — Missing new framing plan on drawing #8, page 8 does not exist. Response: Roof framing plan on Sheet # 8 has been re-inserted in full plan set. It was part of the original plan set under approved Permit No. PG15-0082, dated August 14, 2015, 2. Cover sheet references 2012 Codes and not 2015 which has been adopted. Response: Original Plan set, under Permit No. PG15-0082, was approved under the 2012 Codes. We have changed the current plan set to reflect the 2015 Codes, 3. Cover sheet does not mention ceiling framing plan which does not exist. Address size, span, hangers, blocking at bearing ect... add (page 2 of 10) to current plan. Response: Ceiling framing plan on Sheet # 8 has been re-inserted in full plan set. It was part of the original plan set under approved Permit No. PG15-0082, dated August 14, 2015. It shows size, spans, hanger, blocking, etc. Revised plan shows the attic access location as well. SHEET 2 4. Existing electrical plan does not address emergency lighting, new mechanical addition, Room #101 is not currently being used as "existing storage". Response: The "existing electrical and floor plan" were shown for the original condition before changes were made or proposed. New conditions would be typically shown on "New or Proposed Floor Plan" drawing sheets. Comments 5, 6, 7, 8 and 9 would be addressed under "New Floor Plan" on Sheet #4. RECEIVED 5. Missing egress plan. Show required and existing exits. CORRE TION CITY OF TU KWILA LTR# — MAY 15 2020 Response: See above. 6. Identify new kitchen on permit numb Response: See above. ici• 0377 Parliiir CUTER 6300 Southcenter Boulevard Suite # 100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 7 'PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0377 PROJECT NAME: PACIFIC CHEVRON SITE ADDRESS: 14415 TUKWILA INTERNATIONAL BLVD Original Plan Submittal X Response to Correction Letter # 2 DATE: 05/15/2020 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: C (9-5- Building Division 111 Public Works Fire Prevention Structural Planning Division Permit Coordinator ar PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 05/19/2020 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) 07/14/2020 Fire Fees Apply Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 staff Initials: 12/18/2013 / 1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D19-.377 ❑ Response to Incomplete Letter # • Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Pacific Chevron Project Address: 14415 Tukwila International Blvd Contact Person: David Malik Phone Number: 206-841-3355 Summary of Revision: 2- Full set building Dwg Copy of inspection report, Approved, Footing, Framing, Roof Etc. Truss Design Structure calculation EinEIVUO MY OF MVO MAY 15 7020 carrrai Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisi Received at the City of Tukwila Permit Center by: ered in TRAKiT on S C:Wsers\Windows 10\AppDera\Local\Microsoft\Windows\INetCache\Content.Outlook\IZAKR360\Revision Submittal Form.doc Revised: August 2015 r 7. Floor plan on (2/10) does not match existing — Need to show new kitchen hood & make-up air permit # M18- 0127, which is currently expired. Existing floor plan does not show future kitchen. Response: See above. 8. Existing storage (page 2 of 10) is not updated for future kitchen, Type 1 hood & make up air. Response: See above. 9. Suspended ceiling has been altered. Show suspended ceiling details for inspections. Response: See above. 10. Need electrical permits. Response: Electrical Permit was applied for under Permit # EL20-0150 Approved. SHEET 3 I I. Have Engineer of record address altered rear exterior wall height and added door. (Existing foundation wall has been cut out for door access into new rear addition. Response: Engineer to provide. SHEET 4 12. Existing Grease Interceptor has been removed and re -located. Where did this move to Need Public Works permit as well as new plumbing permit. New grease interceptor, mop sink & 3 compartment sink requires a new plumbing and Public Works permit. See page 4/10. Response: Revised Sheet 4/12 shows location for mop sink, grease interceptor & 3-compartment sink. Plumbing Permit # PG19-0189 has been approved for these revisions. 13. Need to show where existing hot water tank has been re -located. Current location has not been inspected or approved. Response: Existing hot water tank is located in the Room # 101 "Existing Utilities Room" 14. Need North arrow on all pages. Response: North arrow added to all floor plans sheets. 15.New restroom at new addition has not been inspected. Need to obtain new plumbing permit for new restroom and new prep area room #106. Response: Plumbing Permit #PG19-0189 approved. 16. Show existing exits (2) in front of building. Response: Exits and emergency lighting shown on revised floor plan on Sheet #4/12. 17. Shear Wall Table page 4 shows plywood shear -walls. Provide detail of shear -walls. Response: Wall detail shown on Sheet 9/12 Details and again on Sheet 10/12 Cross -Section. 18. Provide missing 2nd exit (not shown on floor plan) page 4, and relocate vending machine which is currently blocking exit. Response: Exits and emergency lighting shown on revised floor plan on Sheet #4/12. 19. Provide interior partition wall details for new added walls. Response: On Sheet 9/12. 20. Provide structural specification for new addition. Response: On Sheet # 7/12. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 / 1 t i r � J 21. Exterior wall has been removed and is now a series of columns and 6" X 10" H.F. # 1. Provide details & cut sections of what size columns are being installed. Columns do not show actual sizes, provide details w/ beam connections. Response: Columns are existing. SHEET 5 22. Front elevation does not show existing 2nd exit, revise plans to show. Response: Elevations revised to show exits and changes to exterior. 23. Elevation drawings indicate "Match existing siding", Identify what type of siding is being used. Submit revisions for this, Left, Right, Rear, Front, ect.. Response: Elevations revised to show materials used on all elevations. SHEET 6 24. Provide suspended ceiling details. Response: Suspended ceiling details added to new Sheet #12/12. 25. Missing 2nd existing exit on floor plan. Show. Response: Added to floor plan. 26. Where did you re -locate WH. Show location & details for new location. Response: Added to floor plan. 27. Provide egress plan w/emergency lighting for both exits. Response: Added to floor plan. SHEET 7 28. New foundation was placed without inspection or approval. Engineer to provide approval of foundation. Response: Engineer of Record provided. 29. Cut Sections 1/9, 2/9 are mislabeled on sheet #9 Details are labeled 1/7, 2/7 instead, Correct labeling. Response: Sections 1/9 & 2/9 are correctly labeled. Detail 1/9 and 2/9 indicate that section on the foundation plan and where the detail can be found (Sheet #9). Detail 1/7 and 2/7 indicate where the detail was called out on the foundation plan. (Sheet #7) 30. Engineer of record needs to address cut-out door -way, in existing 6" concrete stem -wall with calculations. Response: Engineer of Record to provide. 31. Missing flashing details. Response: Flashing details provided on Sheet #9/12 and on Sheet #10/12. SHEET 8 (Roof framing plan) 32. Roof trusses appear to have been cut in the field. Engineer needs to provide truss specifications. Response: Engineer to provide. 33. Missing ceiling framing plan. Provide structural metal connections. Response: Ceiling framing plan on Sheet #8/12. 34. Must have minimum 30" working space in front of mop sink. Response: Mop sink shown on Sheet 4/12. Indicates more than 30" in front of mop sink. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D19-0377 6300 Southcenter Boulevard Suite #1.00 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0377 DATE: 02/13/2020 PROJECT NAME: PACIFIC CHEVRON SITE ADDRESS: 14415 TUKWILA INTERNATIONAL BLVD Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 1 / ing Division Public Works "Fe Fire Prevention [1 Planning Division ri Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 02118/20 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 03/3E20 Approved with Conditions Fire Fees Apply Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire [] Ping D PW Staff Initials: 12/18/2013 Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwiIaWAgov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D19-0377 ] Response to Incomplete Letter # Response to Correction Letter # 1 I R• evision # after Permit is Issued — I Revision requested by a City Building Inspector or Plans Examiner Lil D• eferred Submittal # Project Name: Pacific Chevron Project Address: 14415 Tukwila International Blvd Contact Person: David Malik Phone Number: 206-841-3355 ECEIVED 6Er! oTLYSINiLA 2020 FEB 3 PaRNE CENTER Summary of Revision: 1-Drawing (2019) showing the original floor plan, Fist minor revision to lay lout and a second (final) minor revision to lav lout. 2-Set of original construction drawing as approved (2015) provided for city record & reference. 3-Record of inspection for final construction. 4-Top_Wall connection detail. 5-New Real beam to allow steel columns removal. Sheet Number(s): "Cloud" or highlight all areas of revision including date ofrevision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on .)-0431 \Users\ma ik(Apr Data \ LOGO VtliCtiOSOFIWv indows\INetCacheiContentiOntlook \1491)7N11.0\kevision Submittal Fonn (002)idoc Revistid &gust 2115 \. Bruce So MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: 206-571-8794 February 11, 2020 City of Tukwila Attn: Building Official/Field Inspector Subject: Record of Inspection for Final Construction, Existing Convenience Store Upgrade/Remodel, 14413 International Blvd. S., Tukwila, WA 98168 Dear Sir: On this date the above store was visited to provide inspection of final building items requiring completion. The following was noted: 1. The mis-aligned new roof truss at the rear of the building has been aligned and secured in place. 2. The exposed 2" x 6" ceiling joists in the rear new section have had proper 5/8" Type X wallboard installed over the entire area. Attachment was with drywall screws. At the time of the inspection, the wallboard was not taped so that attachment could be verified. It was verified with the workman in charge that all joints will receive fire -rated taping. 3. R-30 batt insulation has been installed in all areas of the rear roof area. 4. A good access hatch approximately 30" square has been installed in the ceiling area. The structural framing for the opening was as we directed and is safe. It provides very good access to the attic area. 5. Exposed portions of the new rear wall foundation were observed and found to be in good condition. Visits by this office and inspections by City staff at time of construction verify proper installation. CORRECTION LTR# (1 0 37 7 VIECEIVED CITY OF IVIVIIVILA FEB 1 3 2020 PERItrigT CENTER Summary. Except for the drywall taping, all building elements have been installed and finished. Other electrical, plumbing and fire related permit items are separate from this inspection. Attached are photographs taken during the site inspection. Additional Note: Provided at this time are the following construction drawings _ 1. Drawings (2019) showing original store floor plan, first minor revision to layout and a second (final) minor revision to layout. 2. Set of original construction drawings as approved (2015), provided for City records and for reference. Thank you for your assistance. Bruce S. MacVeigh, P.E. Civil Engineer - #18657 maliktukstorebldginspection0l/1528 [EXPIRES: 4/24/2% 1 MIS -ALIGNED TRUSS CORRECTED AND SECURED WALLBOARD IN PLACE - LOOKING TO RIGHT WALLBOARD AND ACCESS HATCH IN PLACE - LOOKING LEFT COMPLETE INSULATON IN PLACE OVER CEILING :4,f`•• - • „ .r • 7(4;4 t INSULATION VERIFIED R-30 0 CJTY OF TUKWILA Department of Community Development 63oo Southemter Boulevard, Tukwila, WA 98188 Telephone: (206)431-367o FAX (206) 431-3665 PermitCenter/Building Division ao6 431-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: STATE OF WASHINGTON) ) ss. COUNTY OF KING , states as follows: [please print name I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.o90 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27 o9o, I consider the work authorized under this permit to be exempt under number , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. By signing below, I certify the information I am providing on this affidavit is true and accurate. I understand that if I make false statements or misrepresentations I may be assessed penalties. Furthermore, I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to en ge an regtered contractor to perform construction work. Owner/Owner's Agen Signed date: LC day°, OVNIL SOUTH 144TH STREET 5ETBAG< EXISTiN051E)KALK — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 5IDPqALK ----- --------- BUILDINO SETBAC EXISTIN& DRIvEKAr U� Q <I <1 UJI WI D Q) -I I Z' -J <� 51 -J1 01 5- hl') 4t Q j U -1 b- ly) 10 g� 14� N & 7' 11' fi'� 1-110- 1175210 1F."IQ11 - FIAM17=05MI- BUMDING DATA: Pro ior t Name; Tukwila Chevron Pro Ject Owneri PARA5, Inc. r10 David Malik 14413 Tukwilc; International Blvd. TvkHlla, Hoshington CIDW Pro ject Enging-or: Bruce. 5- MarVeleh, P.E. 14245 5qth Avenue South Tukwila, Ha5hington tl&165 (20&) 242-7665 Prolert Desli;inert I-Conord 5. 5ernhoft Mike N. Foster, Jr, r10 Bernhoft 4 A55ocicitee -702 Broadway, Suite 201 Tacoma, Ha5hington CII5402 (255) 2-74-0244 .Porcel Number: 004000-0136, I-egol De5rrlptlon� NV4 Section 22, ToHri5hip 23, Range 04, ADAMS HOME TR5 PORTION OF LOTS 11 s 12- BEOIN INTERSECTION OF 1,,LY MAROIN OF PACIFIC HICHKAY SOUTH, STATE HIOHKAY NO. 1, AND N LINE OF BLOCK 2 TH 5-20-10-1-7 N Iq1.4 FT TO 5 LINE OF N 155 FT OF BLOCK 2 TH N 5-7-35-53 H 30 FT TH N 55-21-43 * 12135 FT TH N 01-05-15 E 120 FT TO N LINE OF BLOCK * TH 5 9>'7-35-55 E IC15.5b FT TO POB - AKA PARCEL A OF 61TY OF TUKAILA BOUNDARY LINE ADJUSTMENT NO 110-14 BLA RECORDIN5 NO C110116062-1 - LESS ST LE55 RD PER SUP COURT #04-2-22CI44-5 51te, Address: 14413 Tukwila International Blvd. Tukwila, kqo5hington c0lfb& Code: 2015 15-0, 2015 UPC, 2015 IMI 2014 IFG, 2015 1,61,11REG, SEPAMATE PERMIT zonlnQ: NCZ, R11:100110 FORZ 5ulldinja Code, An m"Milleaftfill 03-�Ellbflftw BylldlnQ Occg2ancij (Firoup: ED/PluMbIng "M" Ocruponc;.0 Group: Mercantile Oroup, Markets, [D/" pip" Building OroyponcU Uge�; L 81U�=N TuIrwila Chevron "B" Occupancl,I Use: Office Area5 "M" Occyponcii Use: Mercantile Oroup, Markets Allowable BuIldin Area C-olcvdtlon� DulldlnQ T4pe, \/-B w/o 5prinider !�Wstem 06012 505e FrontaQe, Base l2lus E3ulld[nQ BuIldInQ r,roui2 Area Increase FrontoQe Actual Ratio .W qOOO SF 0.30 = 2,700 5F li,700 5F 2206 5F 2206/11,700 =O.lq Frontage Calr: If= [ F/P-025) W30 Ratio < 1.0 OK Fronto e: Full Building Perimeter > 20 fl; open space Max g 50, therefore w/30 =1.0 Frontage Colc� IF= [ clo/164-0.253 50/30 0.30 Building Ar as: Existing Building Area: 1,7136 5f REVISION� New Addition Areaz 4'70 5f Total Building Area; 2,206 5f No ct,,anqes $hall be made to line ccon ofworkwlmoulorforal)orovaloftrij [NOTE: Revisions will require a new plan inublindital and may include adddww vim MWOM INDEX OF DRANIN65i DRANIN& #1; SITE PLAN DRAHIN5 #2: EX15TIN6 FLOOR PLAN/ELECTRICAL DRANIN& #3: DEMOLITION PLANS, FLOOR PLAN 4 ROOF FRAMINIS, DRANINC, #4: NEN FLOOR PLAN PRANINC, #5: NEN FI EVATION5 DR,AI,411,10 #&: NEN ELECTRICAL PLAN PRAV,Illsle #71� FOUNDATION PLAN ADDITION DIRANIN6 #b� NEN ROOF FRAMIN67 PLAN DRAN�146 #-I: CONSTRUCTION DETAILS DRAN NO #10 CRO55-5ECTION PRAV41NO #Ih ROOF EGUIPMENT LAYOUT DRAHIN07 #12: SUSPENDED GEILINO DETAILS DRAHINO #P-1: PLUME31NO LAYOUT 4 R15ER DIAORAM FIL M. ygn-f= pwn revit" approval is sutnm to errora M ornissipins, Approval of consm)dw dOW1111011b 4023 ,ml ounprize the violation of any 80011120 C003 Or ordinance. Receipt of approved Field Coy and conditions is acK D REVIEWED FOR CODE COMPLIANCE .APPROVED JUN 16 2020 '1?014 of Tukwll?� BUILDING DIVISION necf-Mr.0 CITY OF TILIKWILA CORR ION MAY 15 2020 1 LTR# PERMIT CENTER I— con cl) In (l) 'Q5 171 > r'J < U) C) 'z 1 C C�n.S) C o < T3 0 0 E N IL T- client PARA5, I Nr- 010 DAVID MALIK TUKHILA CHEVRON 14415 PA(�IFIG HirHKAY 500TH TUKNILA, KA51,11NOTON (206) e,41-3355 Project REMOVEL/ADDITION 14415 PACIFIr, H161-INAY 5GUTH TUKV4ILA, HASHINOTON 5heet Description VICINITY MAP 51TE PLAN COPEE INFORMATION drown M.FO5TER &erk L55 /135MACVEIC-H scale data A5 5HOKN REV-04-01-2020 disriplIne I m req Vol X CL -V ,E� ,,�3 '3 tL In IN -03 OU4 < PARA5, INC. WO DAVID MALIK TUKHILA CHEVRON 14415 PAGIFIr, HIrvHKAr 50VTH TVKHILA, KA51-11NOTON 06) f541--5555 Project REMOr>EL/ADDITION 1441" PAGIFIG H15HNAY 501JTH TU<HILA, KA51-111,15TON 5reet Deq.rlptlo� EX15TIN& FLOOP PLAN EX ST N6, ELECTRICAL PLAN dro.n t;q M.FOSTEP L55 /55MACVEIe+4 scale clate 76 A5 SHONN PEV 04-2B-2020 2020-1-12-MALIK 2 5heet Number 2 E-�� ROOF DEMOLITION PLAN SCALE 114"= P C KI:VIEVVED FOR ODE COMPLIANCE APPROVED 'U, CitY of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 15 2020 PERMIT CENTER DEMOLITION PLAN (�� SCALE 1/4"= I' 0 0 C q) c, 7 > < cf� z OF14 < LL 76 E E CD c� PARA5 INC- '10 DAVID MALIK TUKHILA CHEVRON 14415 PACIFIC HIC-MI14AY 5OUTH TVKHILA, KA5HINOTON (206) &41-5555 Project REMOVEL/ADDITION 14415 PACIFIC, HICHKA-r 5MTH TIJK,I,qILA, KA5HINCTON 91aet DEMOLITION PLAN ROOF DEMOLITION PLAN drown by M. FcSTER. checK by L5B /55MAr-VBOH scole dote AS SHOHN REV 04/2&/.2020 di5c.1pline 2020-M2-MALIK 5hest NumL-.er 5 Of - I NEN 2x6 HALL ------ IT I 'T IT IT + —1 . I I I — , __ __+ NEN I 5", - - —EX-15-T71 / RM # 103 .2 5 RELOCATED GOOLE RM # 104 21q 5F 16-- EN KINO AREA N 5TO, EXIST. COOLER RELOCATED 105.0 5F. TO TH15 LOCATION SIMPSON HUC612 HANOER EX15T I 1/2"d NEA bxb H.F.#2 13M.--\ 3Q 1, 1 Ex� OE H -4� /E\ E Z431, Mx"HINE T� - - - -- - - - - - - - - - - - - !:� L r5LUM 5 p 5"o VENT , �O COLUMNS NEN 6,xlO NEH 3"o 5EHER LINE EXIST. EX� MOP SINK �K H.F.#I BM. NEN bx[O 1 x'O N n, Rt� #102 RM *"05 EXIST. OFFIrl X� FLOOR SINK H.F.#1 BM. EX15TIN(5 HOT b NE� HC BA 5 5F� T HASTE 5LO SF HATER TANK POINT OF CONNECTION _45. 1 112"0 HASTE RM #101 PLUMB FOR 1/2" Q 6H 111 NEN \/ENT 1 1/2`41 I EX. UTIL FOR COFFEE HAGHINE EX. FLOOR DRAIN VENT �d C11D 5F +3"(P VENT _J ' I — COUNTER F-F�Tn __L�__ U7 HAND 51N<:=:�' EX[ . ST. LU I 3' BARN DOORS ?= F 1z 0 /_ NEH ABOVE &ROUND OREA5E EX15T 3Q (3 z D� < INTERCEPTOR "ENDURA' MODEL 26 #5ClO'7AO2-7C7FM Q EX15TINO �z HAND 5INK I RM #100 Hoor, AREA (0,44 LPS) 1 1/2"41 EXIST. SALE "0 AIR VENT— iQ 1.242.0 5F TAKE VENT NEH SINK N24`0 3--r-OMPARTMENT HASTE ;NLTE j NEN CLEAN OUT- 2"o RM #106 KEN PREP AREA 160.0 5F z z J L J J LN FE_X 17 E 1 1 4 be F__� —1 i 12;'X12" IS NK BA C,KIN(5 111�imi" BLOCKINO W 3-16d 51DE Or'STUD F TYP.- NAILS 2"xe," NAIL EACH A 5 OC ,_2'xa"E1LOCKIN15 NAIL.H/ EACH 5-Ifbd.NAIL5 51DE OF TYR STUD 1 La I !A13 I Ilia 1: 1 F.01 1 .02 1. 1, 111 ikvff_�AS�WpAil NEW FLOOR ?LA SCALE 1/4"= P J rR. 0 ELEVATION 0 ELEVATION (D El FVATION ELEVATIONS: ADA ACCESSABLE BATHROOM - SCALE 1/4"= I' GEILIN6 x 12 19 6_61. (@ ELEVATION Door Schodulo 0 ROOM NAME 51ZE TYPE I HARDKARE TYPE JAMB THRES- HOLD TRIM LOCK FIRE -RATED ASSEMBLY REMARKS P410TH HOT. 1 102 H.G. Bathroom 15 G, Birch � Stained to match Pidering "Scottie Cherry" U510 Satin Bronze Finish W Corbin-Ru55win Lever Handle Hood N/A Doug Flr - Stained to matrh Pickering "Seattle Cherry" Y65 Non-Roted Privacy Lock5et 2 105 1 Cooler Entrance 5'-0" 6--b" I ln5ulatod Metal / Door 41 Jamb Pointed w/Enomel U510 Satin Bronze Flnl5h H/ Gorbln-Ru55w[n Lever Handle Hood N/A Doug Fir - Stained to match Pickering '5eattle, Gherry" Yes. Non-Roted Keyed Lockset OCCWANT LOAD CALCUIAIIONS OCCUPANT L4DAD CALCUIATIONS TUKWIIA CEEVRON RM. No. Orcvponrg Use oro�p 5quare Footage, Load Factor Occpont Load FZM-100 Sales Arco W 1�242 sf 30 sf / orcup. 42 Occupants PM-101 Existing UtIlitlee. Rm M. �P.O sf 300 5f / ocr�. I Ocrvpant RM-102 Men Hr- 5ath Rm 4e�.& 5f Accessory N/A RM-105 Relocated Cooler 21qD 5f Accessory N/A RM-104 Ne� 5tocklnq,�rco .MI. 105D 5f �00 sF occup. I Occupant RM-105 Office M. 51.0 qf 100 sf orrup, I oclupont RI-1-106 No. Prop Al- W 1&0.0 sf 200 �f oc�cvp, - I 0—poni. Occupant Load to loe assigned to the "M" Occupancy area SHEARNALL HOLODOHN 5CHEOULE: 5"rME30L . HOLDPOHN DE5GRIFTION *----+ 5IMPSON #HD5B W5/,5"(V TITEN HID ANGHOR I^V 4 112" EMBED MIN. (2) 5/4" 4) ME, @ 5TUDS 5HEARNALL NAILINO SGHEDULE: 5YMBOL SHEARHALL DESrRIPTION A2 1/2" r�DX PLYHP, ONE 51PE NAIL H/ 10d NAIL5 @ 6" O.G. PANEL EDC-ES NAIL kq/ 10d NAIL5 @ 12" O.G. FIELD 5/5"4) X 12" AE3'5 @ 24" O.G. AE EX15TINO PERIMETER HALL5 1/2" GPX PLYI-ID, ONE 510E EXTERIOR NAIL W &d NAIL5 @ 4" O.G. PANEL EDOE5 NAIL N/ 10d NAIL5 @ 12" O�G. FIELD F CODr!! mupi I PREVAEVVED A P OV PPROVED JUN 1 62020 CRY Of TUkW!la LDUILU!� �DIVISIO�N i I ADA FIA"IC" M BATMOOM NUMER LEGEND: 1. LI0HT 2. 2b3O MIRROR 3. 20"xib" H,6,LL HUN& LAVATOR-T' LAVATORY EACK 15 4' HI&H ACCESSIBLE FAUCET PROVIDE PIPE KNEE PROTECTION UNDER SINK. 4� 1 1/2"41x3b" LONO ORA5 BAR 5. SURFACE MOUNTED SEAT COVER DISPENSER 6. &YP5UM KALLBOARD ON HALL 'T. 6" DIAMETER ROUND DUCT VENTED DIRECTLY TO BLD6. EXTERIOR (INSULATED TO P-4) TOILET ROOM EXHAUST FAN SEE SCHEDULE FOP, CAPACITY 5. HALL HITHIN -2 FEET OF URINALS AND HATER CLOSETS SHALL HAVE A SMOOTH, HARD, NONA55ORSENT SURFACE, TO A HEI5HT OF 4 FEET ABOVE THE FLOOR, AND EXCEPT FOP, STRUCTURAL ELEMENTS, THE MATERIALS USED IN SUCH HALLS SHALL BE OF A TYPE THAT 15 NOT ADVERSELY AFFECTED BY MOISTURE. q, SANITARY NAPKIN VENDOR 10. SMOOTH HARD NONABSORBENT SURFACE MATERIAL TO BE INSTALLED ON FLOOR W APPROVED MATERIAL EXTENDINO UPNARDS A MIN. OF 6" ON HALL NOT IREGUIRED TO BE NON -ABSORBENT MATERIAL TO A HEI&HT OF 45" INCHES. L 30&15 DOOR 2 . SURFACE MOUNTED PAPER TOKEL RECEPTACLE 0`Hx23"Hxci"T 15. PAPER TONEL DISPENSER 14. LIC-HT SHITCH IAV CC -CUP. 5EN50R 15. 50AP D15PENSER lb� 5URFACE MOUNTED DOUBLE ROU TOILET PAPER HOLDFR 1-7, SANITARY NAPKIN DISPOSAL 15. 1 1/2"ox42" LONO &RAB BAR lq. ADA 51ON @ 5TRI<E 51DE 20.60" x 56" ACGE551BLITY AREA 21. ELEVATION VIEN KEY 22. VERTICAL 6RA5 BAR 1 112"oxIb" RECEIVED CITY OF WKWILA MAY 15 2020 PERMITCENTER 0 0 OG4 > < C) 0 OU4 Z E ex < LL D� E E Q (N client PARA5, INC,. WO PAVIV MALIK TVKHILA CHEI/RON 14415 PACIFIC HICHNAY SOUTH TUKHILA, KA5HINOTON (206) &41-5555 Project REMOVEL/ADDITION 14415 PAGIFIC, HIC1HW,'T5OUTH TUKHILA, KA5HINOTON 5heet Description NEH FLOOR PLAN dro�n by M. FOSTER check by L55 A35MAr1vBr7H scale date AS 5HOKN 04/2e,/2020 2020-M2-MALIK vmber 4 of - 4 12 wii, imm, NoMm.-FIbl�0 "Di SEI-TION LEFT ELEVATION SCAM 1/4"- V ExrTlfrI PeH RIGHT ELEVATION SCAU 1/4"= I' 2"xl2" GEDA� SMOOTH eVRf=,ACE FANELI 0 5MOOTH NELINO 51,100TH SURF a 2"xI2" CEDAR 1, 111 —NEN I"x CEDAR 5MOOTH 5UPFACF Im PANELINO NEH IN5' CEDAR 1 TRIM 5MOOTH 5URFAGE PANELINO 1 5MOOTH 1 51JRFA(�,E PANELIN6 - I I -H V'x&" NE CEDAR MM � F- --1 I lit'jim"lit's v1plil 1—I.- � TS"Im TRIM PANELIN5 rxrvit:VVED FOR CODE COMPLIANCE APPROVED 421 CitY of TukvAla BUILDING DINASION RECEIVED CITY OF TUK%VILA MAY 15 2020 PERMrrCENTER 0 0 OU4 'z Q� > 0 N C) c� 09 0 c < T- 13 N E z - E T3 n L C) NO r1lant PA , INr,. MALIK TUrHILA CHEVRON 14415 PACIFIC, HI&HHAY 5OVrH TUKHILA� KASHINOTON (206) 841-3555 Project REMOPEL/ADDITION 14415 PAGIFIG HI5Hk4AT5MTH TLKHILA, KA5HINrTON �hoot Paarlption ELEVATIONS drawn bg M. F05TER rheck by L55 /E35MACVEIrH 5cole date 65- REV 04/.2&/20201 2020-M2-MAUK � 5 �i of �i 5 12 F-L EX15TINC-7 ELEGTRIGAL ELECTRIGAL 5rME30LS D EX15TINO DAYLI&HT ZONE EXIST. �5'FLUORE56ENT FIXTURES. EX1511NO 2'x4'TYPE IG RATED LAY -IN FLOUR. FIXTURE 111/ (5) FIXTURE CONTAINS (2) T2�1 FLUOFE5GENT LAMF5 UNLIMITED NATTA0E. T-b TUBES, N/ ELEG. BALLAST, NO REVISIONS TO EXISTINC, REGUIRED. I,V DIFFUSER INTERIOR SURFACE MOUNTED FIXTURE TO BE CONTROLLED BY OCCUPANCY 5EN50R AT HALL SNITGH. USE (1) 25 HATT SPIRAL CFL LAMP KATT-5TOPPER #PNI-IOO. EX15TIN5 2'x2'TYPE IG RATED LA*T'-[N FLOUR, FIXTURE N/ (5) IT31 T-5 TUBES, k4l ELEG. BALLA5T, VV DIFFUSER EXTERIOR SURFACE MOUNTEL) FIXTURE CONTROLLED NITH PHOT05ENSOR5 AND 5HUT-OFF TIMER. F71 EX15TINO HVAC SUPPLY ORILL I Z/Nll 6X GOME31RATION LED CREEN EXIT AND EMER&EN(,Y 1-161-ITINO FE—X 17T USF� MODEL # 51 SCL12rN (&b-00267) EX15TINe HVAG RETURN ORILL 3 HATT LED FIXTURE. $05 KALIL MOUNTED OCCUPANCY 5EN50R 5NIT6H. tqATT-5TOPPER #PN-100. EX15TINO THERMAL PROTECTED INCANDESCENT FIXTURE 05FI &ROUND FAULT CIRCUIT INTERRUPTER LEVITON MODEL # 65qq-1, 20A EX15TIN5 150 GFM EXHAUST FAN I DUPLEX RECEPTACLE OUTLET LEVITON MODEL # CR20-1, 20A TOCOLE LIC-HT SNITCH RECE55ED CEILiN5 EXHAUST FAN USE: DROAN MODEL # HD50 " HEAVY-PUTY FAN 1.5 50NE5 RATINO, 50 CFM. I KH "CADET" FORCED AIR HALL HEATER SIZE OF FIXTURE PER PLAN. SMO<E DETECTOR N/ GO ELEMENT 00 5D U5Ei BOSCH MODEL *1 FGP-500--r, NEN HALLS LEOEND! I HALL SYMBOL I HALL MATERIAL DE5CRIT'TION I NEN KALL CONSTRUCTION: FULL HEI0HT NALL FLOOR TO CEILIN5 2x& HF #2 5TUP5 a 16" O.C. I,I/ R-21 INSULATION 5/a'* TYPE 'X" 0YPSU4 KALLBOARD 112" CDX SHEATHINO EXTERIOR 5011,10 EXSTIN6 NALL CONSTRUCTION: FULL HEI0HT KALL FLOOR TO CEILINO 2x& HF #2 STUDS @ 16" aC. N/ R-21 INSULATION 5A5" TYPE"X" &YP5U-f NALLBOARD 112" CIDX SHEATHINO EXTERIOR 510INC, NOTE5: 1. ALL NORK SHALL CONFORM TO LATEST EDITIONS OF NEC CODES, 2. INSTALLER SHALL VERIFY LOCATIONS OF ALL FIXTURES PRIOR TO INSTALLATION. 3. ELECTPICAL DRANIN55 ARE TO 5HON OENERAL LOCATIONS OF FIXTURES. 4. ALL EGUIPMENT SHALL BE UL LISTED, HHEFE APPLICABLE. 5� MAXIMUM LIGHTIN& POl-ER CONTROI I ED FROM A 51NOLE 5NITCH OR AUTOMATIC CONTROL SHALL NOT EXCEED THAT NHICH 15 PROVIDED BY A 20 AMPHERE CIRCUIT LOADED TO NOT MORE THAN 50%. MAXIMUM NUMBER OF FLUORE5C ENT FIXTURES ON A 511,16LE 20 AMPHERE GIRGUIT 15 EGUAL TO 120v X 20 X .501 -70H MAXIMUM 2-TUBE FLJORE5GENT FIXTURES 15 2-7. 3 ELECTRICAL LAYOUT_ MAY 15 2020 SCALE 1/4"= 11 PERMrTCENTER 2015 WASEINGTON NON-RESIDEWFLAL ENERGY CODE UNIT LIC-HTIN5 PONEP ALL-ONANCE, LPA Maximum Lighting Power Allowance ; Table 6405.5.2(2) 5porel:�j-5pace 2015 NPEC New Sales Area orea5z 1.6,5 watts per 5f. Office, Areas: O.qb Notts per 5f. Stocking Area areas. OA5 Notts per 5f. Storage. Areas: 0.65 Notts per sf. IN=OR LIGRTING POWER ALLOWANCE TARGILTvUGETINGPOWER I TUKWILACHEVRON RM Number Occupancy Use 5quareFootage Load Fortor Torgeti Nottoge RM # 100 Sales Area 1242.0 5f 1.69, watts / sf 20e6b watts RM # 101 Existing Utilities RM N/A -Existing N/A-Exl5ting WA- Existing RM # 102 HC Both Rm 4e,.& ef o.qb watts 6f 41.b watts RM # 105 1 Relocated Cooler 21qD 5f 0.63 watts qF 0&0 watts RH # 104 No. 5tockin,3 Area 105.0 5f OA5 watts sf cl,30 watts RM # 105 OFfIce 51.0 sf 0.q5 Notts 5f 4q.0 Notts RM # 106 New Prep Area 160.0 5f O.Q5 watts sf 156b watts Total SOL. Feet 1525.& sf Total 2516.0 Notts PROPOSED LIGHUNG POWER (JN1=OR) The elX15ting 4 foot, 2-tube, T-5 fluorescent light fixtures ore, not changing from the current layout. The existing ceiling fighting In the elxl5ting 5ale5 and existing storage areo5 not considered part of the. neiq lighting budget The only new fIxture5 are located In Room #102, #103, #104, #105 and #106 plus two new rows OF fluore5cont in new sales area. PROPOSID. UGHTINGPOW]MALLOWANCR 111KWILACHEVRON Location Fixture 1�11-51-rlptlon Ovantitq Natt5/Flxture Proposed: Notts RM # too 2 T-b Fluorescent 23 10 watts/fIxt. 1610 watts RM # 101 2 T-b Fluorescent 1 '70 watts/fIxt. '70 Notts RM # 102 1 CFL bulb Surface 1 25 Hatts/fIxt 25 watts RM # 105 1 CFL bulb Surface 4 25 HOtt5/fIxt 100 watts RM # 104 2 Te� Fljorescent 1 '10 wott5/fuxt. *70 watts RM # 105 2 T-a Fluorescent 1 -70 watts/fuxt, -TO watts RM # 106 2 T-5 Fluorescent 2 -70 Hatt5/fuxt, 140 Notts EXIT 5161,15 Combo Led 6roen 3 5 watts/fIxt q watts Total # FIxt. 5(1 Total 20014 watts . ��*71 N, TRADABLE NAXII1911I ALLOWED LIGHTING WATTAGE: (zone #3) Trodol:,Ia Surfaces Description Allowed Notts or ft2or per IF Area 01:2) perimeter (if) or # Oi items Allowed 1,1atts X ft2 (or x if) Uncovered Parking Areas Parking Lots 0.1 WOtt5/5f WA 0 watts Bldg Cvrovnds, KOlk�1095 < 10 ft O�5 Watt5/11` N/A 0 watts Bldg 6rounds, Londsroping 0.05 Ottsisf WA 0 watts Building Exits 4 Entrances Main Entries 50D watt /if of door "51dth 5 if 150 watts Building Exits 4t Other Doors 20.0 watts/If 'IF door width 3 If 60 Notts Building Exits Entry Cmopfes 0.4 wotts/sf N/A 0 Notts Total Allowed Notts 210 watts TRADAKS PROPCOM LIGHTING WATTAGE: Surface Fixture Description Number Of Fixtures Notts/Fixture Notts Proposed Soffits a Recessed Flood 0 N/Al 0 watts Total Proposed Notts 0 watts NON -TRADABLE A1AXDl ALLOWED LIGHTING WATTAGE* (Zone 115) Non-Trodable Surfaces Description Allowed Notts per ft2or per If Area 01:2), perimeter (IF) or # OF Items Allowed Notts X Ft2 (or x F) Building Facade .,m) (by PC Building porim. 0.1 wotte/sF Iq20 ef Iq2 watts Total Allowed Notts Iq2 watts NON-TRADASLE PROPOSED LJGHTING WATTAGE*. Burface, Fixture Description Number of Fixtures Hattr/Fixture Notts Proposed Building Facade (bg perim) Building perim- 1 25 Notts 25 watts Total Proposed Notts 25 Hatts I Q 'Coin, I RI Z k11 14) < C) D- cf� z Q < Q LL 0 C) L E E L client P "5 INC-- C� 10 oA"I, MAL-Ir- TUKKLA CHEVRON 14415 PACIFIC, HI&HHAY SOUTH TUKHILA, HA5HINOTON (20(7) 0,41-3555 Project REMODELIADDITION 14415 PACIFIC HI&HNA-r !�vulH TU<NILA, HASHINOTON Sheet Description El FCTRICAL LAYOUT drawn by M.FO5TEP charf, by L5B /135MACl/EISH srole, dote AS 5HOKN REV 04/2,5/2020 discipline Jot� number 2020-M2-MALAr- Sheet Number —Of 12 GENERAL NOTES� THESE GENERAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE 5PECIFIGATION5. ANY D15GREPANGIES FOUND AMOUNO THE DRANING5, THESE GENERAL NOTE5 AND 51TE CONDITION SHALL BE REPORTED TO THE ENGINEER. ANY V40RK DONE BY THE GONTRAGTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GONTRACTORS RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS AMOUNO ALL DRAHIN&S, PRIOR TO PROCEEDING, NITH ANY HORK OR FABRICATION. THE GONTRAGTOR 15 RESPONSIBLE FOR ALL BRACING AND SHORING DURING GON5TRUGTION- STANDARDS ALL METHODS, MATERIALS AND HORKMAN5HIP SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING GODE (IBG) AS AMENDED AND APOITED BY LO(�AL GOVERNING MUNICIPALITY, E510N CRITERIA VERTICAL LOAD5� ROOF: DEAD LOAD 12 P5F LIVE LOAD 25 P5F (51,10H) FLOOR; DEAD LOAD 12 P5F LIVE LOAD 40 P5F LATERAL FORCE5: 1. LATERAL FORCES ARE TRANSMITTED FROM THE ROOF DIAPHRAGM TO THE 5HEAP-NALL. THE LOADS ARE THEN TRAN5FERED TO THE FOUNDATION HHERE ULTIMATE DISPLACEMENT 15 RE515TEP BY PASSIVE PRE55URE OF EARTH AND / OR SLIDING FRICTION. OVERTURNING 15 RE-515TED BY DEAD LOAD OF THE STRUCTURE. 2.HIND: DESIGN HIND SPEED = 55 MPH, 3 5EGOND GUST 5.51H15MIG; ZONE D, SE15MIG PE51ON GATEOORY D-I 501L BEARING PRE55UREi 1500 P51`� $OIL 51TE OLA55-D ALL FOOTINC75 SHALL BEAR ON FIRM, UNDISTURBED EARTH OR STRUCTURAL BACKFILL. AREAS OVER -EXCAVATED SHALL BE BACKFILLED HITH LEAN CONCRETE (F'r-=2000 PSI) OR "STRUCTURAL BACKFILL". AREAS DESIGNATED "5TRUGTURAL BACKFILL" 5HALL BE FILLED HITH APPROVED HELL GRADED BANKRUN MATERIAL. MAXIMUM DENSITY AS DETERMINED BY A5TM D-155-7-78. CONTRACTOR SHALL EXERG15E EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONGEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED HITH NORK UNTIL RECEIVING HRITTEN INSTRUCTIONS FROM ENGINEER. A GOMPETENT REPRESENTATIVE OF THE ONNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOP, 5UITABLITY OF BEARING, PRIOR TO PLACEMENT OF REINFORCING STEEL. PROVIDE DRAINAGE AROUND ALL V40RK TO AVOID HATER SOFTENED FOOTINGS. CONCRETE SHALL 13E MADE HITH PORTLAND GEMEKT ASTM G-150 TYPE I OR TrPE-11, r-OAR5=- AND FINE AG6,REGATE ASTM C-33, CLEAN HATER AND POTABI E. AND -rr'PE-A (HATER REDUCING), TYFE-D (HATER REDUCING AND RETARDINO) OR TY`PE-E (HATER REDU(�;INC, AND AC-CELERATINO) ADMIXTURE A5TM[ G-4q4-50 AND SHALL BE READY MIXED PER A5TM G-614 UNLESS OTHERHISE APPROVED. MATERIALS: ITEM MINIMUM Fr- NORMAL SLUMP 2b PAYS INGHES* MAXIMUM FOOTIN05 2,500 P51 5 5LA135 2,500 PSI 5 ALL OTHER CONCRETE 2,500 PSI 5 CONCRETE MIX - 5 112 SACK MIN. DE51ON MIX - AT GONTRArTOR'5 OPTION, CONTRAGTOR. MAY USE MASTER BUILDERS SYNERO"rZED PEPFORMANGE SYSTEMS U51NO FOZZOLITH ADMIXTURES TO PRODUCE FLOHAf3LE CONCRETE. MAXIMUM SLUMP 5HALL NOT EXCEED Cl". MASTER BUILDERS CONCRETE TRCHNICIAN SHALL A5515T IN DETERMINING PROPORTIONS FOR 5P5 CONCRETE AND SHALL OBTAIN APPROVAL OF EN61NEER PRIOR TO EMPLOY`IN6 TH15 PROCEDURE. PLACE:�,ONCRETF PER ACI 304 AND GONFORM TO AGI 604 (306) HINTER CONCRETE AND AGI (505 (505) FOR HOT HEATHER CONCRETING. USE INTERIOR MECHANICAL VIBRATORS HITH -7000 RPM MINIMUM FREGUENCY'. DO NOT OVER-V15RATIE. CONCRETE SHALL BE POURED MONOLITHIGALLY BETHEEN CONSTRUCTION JOINT5 OR FXPAN51ON JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRY'IN5, EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVEN DAYS AFTER POURING. NON-5HRINK GROUT, MAKE FROM ONE PART A5TH G-150 TY-PE-I PORTLAND GEMENT, ONE PART FINE SAND ASTM G-55, AND ONE PART "MASTER-FLON -713` BY MASTER BUILDERS OR EQUAL. MIX OP"r AS CAN BE HORKED, OR MIX TO A FLUID CON515TENCY AND PACK OR POUR SOLID TO FILL SPACE UNDER PLATES OR SHAPES. USE "EMBEGO 636" FOP NONEXP05ED HORK. MATERIAL REINFORCEMENT (CONCRETE): ALL REINFORCING SHALL GONFORM TO A5TM A-615, GRAPE 40 FOR #5 AND SMALLER, GRADE 60 FOR, #6 AND LARGER- DETAIL, FABRICATE AND PLACE PEP ACI 315 AND AGI 51e,. 5PLICE5 SHALL 13E 24" DIAMETERS OR 165" MINIMUM FOP, CONCRETE. KELIDED HIRE FABRIC SHALL CONFORM TO A5TM A-52 AND A-0t,. LAP ONE FULL MESH ON 51PE-5 AND ENDS. PLACE AT MIDDEFTH OF SLAB, OF AS SHOW �-Ym0r#yfl "M W11040 MACHINE BOLTS (M.BJ AND ANGHOR BOLTS (A.B.) ASTM A-30-7. DRILLED IN ANCHOR5! "PARABOLT" BY U5M, INC MILLY FASTENER PIVISION,"RAKL BOLT", OR APPROVED EQUAL- EMBED BOLT INTO GONGFETE"T X DIAMETER MINIMUM, EXCEPT AS SHOW CARPENTRY PLYHOOD (5TRUCTURAL)t SHALL BE GROUP I OR CROUP 11 5PEGIE5, CID GRADE EXP05URE-1 CONFORMING TO F5-1-53. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYHOOD A55OGIATION. FRAMING LUMBER: CONFORM TO HE5T COAST LUMBER INSPECTION BUREAU (NGLIB) OR HESTERN HOOD PRODUCTS ASSOCIATION (KHPA). EAGH PIECE SHALL BEAR THE KHPA GRADE TRADEMARK, SPECIES AND GRADE: BEAMS AND HEADERS: "DOU6 FIR / LARCH" No. 2 BLOG<IN5! 'DOUG FIR / LARCH" No, 5 OR "HEM FIR" No. 2 EXTERIOP5TUD HALLS: "DOUG FIR / LARCH" No. 2 OR "HEM FIR` No. 2 THE MINIMUM GRADE OF ALL OTHER STRUCTURAL FRAMINC- "DOU6 FIR" No. 2 OR "HEM FIR" No. 2 GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER 2015 15- TABLE 2504 -q.1 OR MORE, AS OTHERHISE 5HONN. ALL HOOD IN GONTAGT HITH GONGRETE OR MA5ONPY SHALL BE PRESSURE TREATED MATERIAL. PROVIDE CUT HA5HERS HERE E30LT HEADS, NUTS AND LAG, 5GREH HEAD 13EAR ON HOOD. FRAMING CONNECTORS: ALL FRAMING CONNECTORS SHALL BE IGBO APPROVED. TYPE OF CONNECTORS SHALL CONFORM TO TH05E CALLED OUT ON DRAHIN05 OR AN APPROVED EQUAL. CONTRACTORS CALLED OUT ARE 5IMP50N STRONG TIE CONNECTORS AS MADE 13'r SIMPSON STRONG TIE COMPANY INC. SUBSTITUTION: SUBSTITUTIONS MAY BE ALLOI,,ED ONLY IF THEY MEET THE REQUIREMENTS OF THE GENERAL NOTES AND SPECIFICATIONS AND APPROVED 5Y` THE ENOINEER, Uj z x Ili 6:2'-0" 53'-3 1/4" &-B, 3/4" R-10 RIGID INSULATION VERTICAL 4 6" HORIZONTAL 5/6"(PA2" A.B. H/ 3`x3"xf/4" L&I TALLATION. PROTEGT K/METAL &ALV. KA5HER @ 4&' OC, FLASHING ABOVE OP-ADE. 4 12" FROM CORNERS (TYP) - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �-L- r- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - H05B 51b*'4)x 2" A B. 1,,V 3"x5"xl/4" 16"x b` DEEP CONTINUOUS OALV. HASHER o 4&" O.G. CONCRETE FOOTING (TYP) 1'-4" j_j2LEI?_0M CORNERS (TYP) W(2) #44,13AF5 CONTINUOUS NEI,N 4" GONC. SLAB (2) #4 DOI,,ELS, x 2 fAT(ON 6" EMBED a FOU AT(ON \7 L--------- - - - - ----------- -------------------------------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LIHP55 ------- - - -- ------- ------ 7 7, ------------------------------------ ------------ EX. 12"x&" GONG FT6. FxO(Q (2) #4 DOHEL5 x 30" H/ F�'L W 6" GONG. 5TEMKAL 6" EMBED @ FOUNDATION EX. 12'xb' GONG FTO J, vv eo GONG. 5TEmKALL EX. 12"x6"GONG F-TO, EXISTING GONG. 5LA5 FLOOR N/ 6" GONIG. STEMNALL EX. 12"xb" GONG FT&� --- W b" CONG, 5TEMNALL f I- - - - - - - - — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - -- - - - - - - - - - --- - - - i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EX15TINO 5IDEHALK - - - - - - - - - - - - - =:�] - - - - - - - - - - - - - 67-C" z X LU 0 or,4 D > < C) 0 C,4 L--j C) n C�) < L E E U) NO dient I PARA5, 11,10. C/O PAVIP MALIK 7LKHILA CHEVRON 14415 PACIFIG HI&HNAY50UTH Tl;r,HILA, KA5HIN5TON (206) 541-3355 ppoJect REMODEIJAPPITION 14415 PACIFIC, HI&HHAY 5OLrrH TU<V41LA, HA5HINOTON D F R V M 0 �RE1,E C DEP OMPLIANCE P V A RO ED eheet Description FOUNDATION PLAN NOTE5 JUN 16 2020 dro.n by City of Tukwila M. F05TER BUILDING DRASION by 1-515 /E)5MArVE15H c date A5 5HONN REV 04-2e,2020 d1scipline RECEIVED CITY OF TUKWILA joo numt>e�r MAY 15 2070 2020-M2-MAUr 5hect Numocr PERMIT CENTER -7 12 D19V 6311 --- e---T f�51MPZN H2.5A 6LIF'-- (TYF) 2xb WE A,-IWII AICE55 -11--� --- �--T --- r --- r- 2xb LIEDC-ER W (5) lbd NAILS g �A- �ALL'5TU� --------------------- 11 ----------------- 6xIO H.F.#I BEAM &xIO H.F.#[ BEAM bxIO H.F.#I 13EAM bxIC) HFAI BEAM NEW CEILING FRAMING PLAN SCAM 1/4"= I' 2 "xb' FRAMED KALL ON TOP OF EX 5TINO ROOF FRAMIN5. TM OVERHAN5 TO KALL LINE, (HATCHED KALL APEA5) FASTEN DOUBLE E30TTOM FLATE OF NEN KALL TO EX15TINO DOUBLE TOP PLATES W SIMPSON 5DV4F-2'71rb-TUV4 5PAr-ED @ 52" O.C, 2`xb" FRAMED KALL ON TOP OF EX15TINS ROOF FRAMINO. TRIM OVERHANO TO HALL LINE. (HATCHED KALL AREAS) FASTEN DOUBLE 130TTOM PLATE OF NEN KALL TO EX15TINC- DOUBLE TOP PLATES W SIMPSON 501,F-2716-TUN SPACED @ 52" O.r- 5IMP50N H-1 CLIPS (TYP) 9 EAGH END OF TPJJ55 ATTIC Ar-CESS @ CEILINO BELON 7 ----- - -------------- --- (OXIO W.F�il E�EAM 7�X-10 (,xlO,H.F.#Il m LADDER H.F.#I BEAM7 L ---- J ROOF HATCH 0 L2` (P TURBINE VENTILATOR GFMI ---SIMFSON H-1 GLIPS (TYP) @ EACH TRU55 1� 1/2:12 1/2:12 aX15TIN0 ROOF SLOPE BELON -------------------------------------------------------------------------------------------- EX15TINC, ROOF SLOPE BELON 2W " Top CHORD BEARINC, TRUSSES 6,,�4" 0�0. l\--PRE-EN&INEERE-DMAN5ARD TR I L55 PRE-FNOFD DOUBLE PITCH K/FLAT E30TTOM END NAILED TO EACH MAIN TRU55 TOP GHORD MEM13EP W (3) Ibd NAILS. 5IMP50N H-;Vr-LIPS (TYP) --------------------------------------------- �--TOP CHORD MEMBER. 515TERED TO EACH MAIN TRUSS PRE-ENOINEERED MANSARD TRU55 NEW R00"Jvr PLAN - SCALE 1/4— 1' 2xb Bl-K&. (TYP) 5IMPSON H-5 GLIPS-\: ------------ --------------- ----------- r,xb H.F.#2 SEAM 2"xb" FRAMED KALL ON TOP OF EX15TINC, ROOF FRAMINO. TRIM OVERHANO TO KALL LINE. (HATGHED KALL AREAW FASTEN DOUBLE E30TTOM PLATE OF NEN KALL TO EX15TIN5 DOUBLE TOP PLATES N/ SIMP50N 5ONF-2-716-TUN SFAGED @ 52" O.C. —2xb BLK6. (TYP) ,4 Z H I C-H �COAPDPZA I L r------ HVAC� UNIT 5 TO- GAPAGI T y Ty 2x(b H.14#2 RAFTERS :24" (1.0 T�eP) SIMP50N LU2& SYSTEM 42" HI(5H C-UARDRAIL I I I �O�IPRE550R UNIT 'I 4ALKIN COOLER 1 E ------- ---- -- — -------- bx85 H.F.#2 BEAM NEN ROOF SLOPE 1/2" :1� 42" HIOH (FUARDRAIL I �HCODEXHAU5T. LEP UNIT i llC9 FAN _J L---- OA I ROOF SLOPE 112" :12" ui mi I C) 1, x <= IL 'L -x uJ w --- — ------------------ -------------- 2`x6" FRAMED V4ALL ON TOP OF EXISTINO ROOF FRAMIKO. T'-','IM OVERHANry TO V4ALL LINE. 5 (WATCHED V4ALL AREAV FASTEN DOUBLE BOTTOM PLATE OF KEN HALL TO EX15TIN6 DOUBLE TOP PLATES I-V SIMP50N 5ONF-2-716-TUN SPACED o 32" 0.6. TOP CHORD BEARINO TRU55E54 24"OA wNO'RV DOUBLE PITGH KIFLAT E30TTOM i —71 MAKE-UP AIR UNIT ( ;CXJ =A I L 50ARDRA_� C— ------------ 2'xb" FRAMED HALL ON TOP OF EX15TIN(5 ROOF FRAMINS. TRIM OVERHAN6 TO k4ALL LINE. (HATCHED HALL AREAS) FASTEN DOUBLE BOTTOM PLATE OF NEN KALL TO EX15TIN& DOUBLE TOP PLATES [AV SIMPSON SONF-2116-TUN SPACED @ 52" O.C. 42" HI&H GiUARDRAIL '—FRE-ENOINEERED MANSARD TRU55 END NAILED TO EACH MAIN TRUSS TOP CHORD MEMBER W (3) 16d NAILS. r �L- CONTINUOUS SOFFIT VENTIN53 0 AN5ARF r HIDE X 125' = 2,066 NET 50. INCHE5 —fikTirl : , 12 NEN MANSARD ROOF. --- WOWS sm VTOP CHORD MEMBER, "-el 515TERED TO EAGH MAIN TRU55 FRE-ENOINEERED MANSARD TRUS5 ROOF TOP OUARDRAIL 5Y5TEM BY " SAFETY RAILS SYSTEMS CONTACT: (&&8>) 2&0-0565 REVIEWED -FOR CODE COMPLIANCE APPROVED JUN 16 2020 City of TulaNila BUILDING DIVISION RECEIVED CITY OF TUKIVILA MAY 15 2020 PERMIT CENTER 0 0 OG4 > < Q C) 0 �y C) C) 0 E () < Q LL ks) L E cl�enit P -MALIK Tl;KNILA rHEVRON 14-415 PAGIFIG HIC-+IKA*,( 5OUrH nKV41LA, KASHINaTON (206) 841-3555 Project REMODEUADDITION 14415 PAGIFIG HICHPqAY SOUTH TLKHILA, WAS-il!46TON Sheet De5rrlptlon NEN ROOF FRAMIN& PLAN NEN CEILINO FRAMINC, PLAN droWn LA� M.FO5TER checic t:�y L53 1BSMAr-VEl0H scale date A5 5HONN discipline I &mll SMOOTH SURFACE PLYNOOD 51DINO PANELS 112" GDX OR -7/1(," 055 5HEATHINO NAILED @ 6" O.C_ SUPPORTED EDOE a 12" O.C. @ FIELD MEMBER5 2xb HALL VV STUD5 @ 16" O.G. EX15TINO HALL SYSTEM: 2xb KALL W STUD5 @ 16" O.C. TYVEK HOUSE I,4RAP PER MFR. —R-21 INSULATION 5/&" OYP5UM HALLBOARD R-21 INSULATION #4�P DOHEL X q" 5/5" OYPeUM NALLBOARD 51&"Qxl2" A.B. W 5"x5"xi/4" @ 32" O.G. 5/8�NPxI2" A.B. Vq/ 3"x5`xI14" ROD EPO>�ED INTO OALV. KA5HER @ 24" O.G. EXISTINO FOUNDATION GALV. KA5�-,FP @ 24" O.C. METAL FLA5HIN5 OVER INSULATION MIN. EMBED 3" P.T. 2xb SILL PLATE P.T. 2xb SILL PLATE R-10 RIOID INSULATION 9 FOUNDATION NEN 4" GONC. SLAB 24' TOTAL LENOTH REGUIRED ;EX15TINC, (1) #4 BARS CONT. a TOP GONC. SLAB NEN 4" CONC. SLAB ORADE NEvq #4 BAR CONTINUOUS EX15TINO GONC. FOOTINO ....... .... . <-- #4 BARS VERT. 9 24" O.C. 4 STEM KALL (2) #4 5AR5 CONTINUOUS NOTE; RAIL W �5d HOT -DIPPED eALVANIZED NAIL @ ALL PRE-55UPE TREATED PLATE5 (a:�DETAIL (:::2::�DETAIL (::j:)DETA1GL 7 )SMF 3/4- I�F 7 CALE 3/4- 1�� �s 3/V - I —42" ROOFTOPOUARDIR-AllL SYSTEM 5'( `5AFETY PAIL SYSTEMS" W NON-PENETRATINO BASE W RAILS @ 211 a 4211 HEI&HT 112" GDX PLYHOOD 2`x6" TOP CHORD 112" GDX PLYHOOD BEARINO VLAN5ARD 5HEATHINO W SHEATHIN& W TRUSS. ad NAIL5 0 6" O.r (9 EDOE5 2' I L5 @ 6" O.r,. @ FDOE5 $ 5d NAIL5 a 12" O.G. FIELD 4 5d NAILS a 12" O.G. FIELD MEMBERS TOP CHORD TO MEMBERS 12 '*TORCH-DOIqN" ROOFINO MEMBRANE TOP CHORD 12 — 71/2 SISTEREP 5PLICEI 1121 2`x&" TOP CHORD I"xb" CEDAR TRIM ["x&" CEDAR TRIM BEARINO MANSARD TRJU55. 2"xl2" CEDAR TRIM 2"xI2" CEDAR TRIM J 5IMP50N H2,5A CLIPS METAL FLA5HINO — 5IMP50N H25A CLIPS PRE -ENO. TOP CHORD BEARINO__/ PRE -ENO. MANSARD TRU55 \—PRE-ENO. TOP CHORD BEARINO TRUSSES 24" O.G. TrPICAL SMOOTH 5UPFACE PLYIqOOD @ 24" O.G. T*(PIr.Al_ TRUSSES, @ 24" O.G. TrFICAL SIDINO PANELS, 2"xO" DF #2 5TUD5 --2"x(,' DF #2 5TUD5 161, O.G. METAL V4ALL 5HFFETINO @ 1151, O.C. 5IMP50N 5DNF-2-7I(2-TUH 1/2" GDX 5HEATHINO W —51MP50N 5PHF-2'716-TUN 112" CDX SHEATHINO I^V SPACED @ 32" O.C. �5d NAIL5 a b" O�C. 0 ED&E5 SPACED @ 32" O.C. !�d NAILS g b" O.C.. @ ED6E5 4 5d NAIL5 @ 12" O.C. FIELD 4 ed NAIL5 @ 12" O.G. FIELD 2x5 SOLID 5LOr,<IN0- MEMBFR5 MEMBERS CUT BACK EK PLYPqD AS NEEDED I ILII AllEll TYVEK HOUSE I,4RAP REMOVABLE LID PER MFR. TYVE< HOUSE HRAP REP, MFR. METAL FLASHINO — EX15TINC, ROOF SYSTEM E 15TIN6 ROOF 5-f5TEM Y4 2"x[2" CEDAR TRIM. P-461 IN50LATIONJ 2x& CLO. JST_ @ Irb" O.G. 2"x6" HANGER @ E30TTOM OF NOTCHED MANSARD TRU55 REVIEWED FOR 5/�5" O-P_5UM HALLE30ARP \��EX15T. CODE COMPLIANCE 2".6" LEDOER 1,4/ (2) 0.220" x 4'-:;7 ACOUSTIC GEILINO APPROVED SIMPSON H23A CLIPS SDAS V400D 56REV4S 2x5 50LID BLOCXINO EACH STUD (16" O.C.) CUT BACK EX PLYND AS NEEDED P-21 INSULATION JUN 16 2020 R-2( INSULATION 1/2" GDX OR 1/16" 05B 112" GI?X OR 1/16" 0513 5HEATHINO NAII ED N/ bd 5HEATHINO NAILED V41 bd 2xb HALL W 5TUD5 @ lb" O.G.— @ b" O.C. SUPPORTED @ 6" O�C. SUPPORTED <- —2x6 KALL H/ 5TUD5 9 16" O,G. CitY Of TukMIa EDOE5 4 12" O.G. a FIELD EDOE5 1 12" 0.6. @ FIELD ION 5/5" O'T'P5UM K6,LLBOARD MEMBERS MEMBEF.5 5/8�'(5YFSUM KALLWARD T'rVEK HOUSE HRAP PER MFR. TYVEK HOUSE HRAP PER MFR. RECEIVED CITY OF TUK%VILA MAY 15 2020 4 DETAIL. (:5:-)DETAl1L 9 SCAU 3/,P = 1'-0" SCAM 3/4- PERMIT CENTER I > < C) I n c�, (3 C C� F x p < ,J LL L E 7 E -0 C14 client PARA6, INC. 010 PAVIP MALIK TUKAILA CHEVRON 14415 PACIFIC HI&HP4A'r'5OL)TH TUKHILA, KA-SHINOTON (206) b4l-5355 Project REMODEL/ADDITION 14,415 PArlIFIG H16HHA'r 5OUTH TLKNILA, KA5HINeTON 5lieet Oe5crlptlon PETAIL5 drown by M.FO5TER check by L55 1B5MArVB&H 56010 clate A5 SHOVIN PEV 04-2e�-2020 Job number 2020-1-12-MALIK 5hect Number of 12 I$ V i-slm I Of-UNWINT mllwii� 112" GDX PLTHOOP 1/2" GPX OR 7116" 05B 5HEATHINC, K/ 5HEATHIN5 NAILED H bal e�d NAILS @ 61' 0.6. a EDCES EX. 2'x2'ROOF HATCH 2`xe," TOP CHOPP @ 61' O.C. SUPPORTED bd RAILS 9 12" O.G. =16�6 BEARIN6 MANSARD EDOE5 4 12" O�G, FIELD MEMBERS TRU55, MEMBERS TORCH-POHN" n ROOFIN6 MEMBRANE 12 12 "TORCH-PONN" ROOFINC� MEMBRANE—] 1/2 F 11/2 %-TOP 2"x&' TOP CHORD 5EARIN& MANSARD l`x&" CEDAR TRIM CHORD TO 2x4 RUN& TRU55 2`xI2" CEDAR TRIM— TOP CHORO SIMP50N H23A GLIP`5 METAL FLA5HINC, '515TERED SPLICE \I- 11 ,IRPSON H2.5A CLI�5 2x2 FILLER FRE-EN(5. MANSARD TRU55— \\-PRE-ENO. TOP CHORD BEARIN& EX15TINO RIPOE BEAM FRE-EN5. TOP CHORD 5EARINO--/ 2`xb" OF #2 STUDS o 24" O,G, TYPICAL TRUSSES @ 24" O.C. TYPICAL TPJr,5E5 @ 24" O.C. TYPICAL gD Iro" O.C. SMOOTH SURFACE PLYHO I <-2"x&" OF #2 STUDS EX15TIN& ROOFIN&--� 2x4 FLAT) 51DINC, PANELS 0 161, O.G. SIMPSON 5PHF-2716-TUN 51M P50N 5PAF-2-716-TUH 112" COX 5HEATHIN5 H/— /— SPACED @ 32" 0.6� 'ACED 0 52" OC. e,d NAII-5 @ 6" 0,C. 0 EO(9E5 2xb 50LIP BLOCKINO 0, 5d NAILS 0 12" O.C. FIELD CUT BACK EX. PLYND I-IEMBERS TYVE< HOUSE HRAP :ED AS Nr CEO X15TINC� ROOF RAFTERS EX15TINC, ROOF RAFTERS - -55 CEILIN6 AGCE R-4q INSULATION REMOVABLE LID FIER MFR. METAL FLA5HINC7 EX15TIN& ROOF SYSTEM L 2"x12" OEDAR TRIM T-BAR GEILIN& 2xb GI-6. -15T. 1611 0.0. 2"x&" HANOEP 0 BOTTOM OF NOTGHEC� MANSARD TRU55 EXIST. ACOUSTIC CEILINe SIMPSON H23A CLIPS R-21 INSULATION 2"xb` LE06ER W (2) 0.220" x 4" 5DH5 HOOP 5CREH5 2.,5 50LID BLOGKINC, a EACH STUD (16" O.G) CUT BACK EX. PLYHO AS NEEDED 2x& HALL H/ 5TUD5 I&I O�O—. 5/e�" 0YP5UM HALLE50ARD 2x6 HALL IV ST U05 16" O.C� 2xb HALL IV STUDS @ 16" O.C.- 5/5" eYPSUM KALLBOARD 51b' eYP5UM NALL50ARD R-21 lNeVLATION R-21 INSULATION 112" GDX OR7/16" 05B R-21 INSULATION 5HEATHINO NAILED H/ &d 6" O.C. SUPPORTED EDOE5 4 12" O.G. @ FIELD 2x6 HALL W STUD5 16' O,C,.- MEMBEP5 - 7 5/&" 6*iPSUM K6,LLBOARD T'rVEK HOUSE HRAP PER MFR, 5/&"(Px12' A.B. W 3"x3"A/4" I "V _ &ALV. KA5HER @ 24" O.C, 'OxI2" AD, W 5"x5"xi/4" 5/5"(Px12" A.B. IV 3"x3"xl/4" P T P.T. 2x& SILL PLATE-N ILL OALV. HA5HER a 24" O.C. 0ALV. HA5HER 9 24" O.C. T. 2x& SILL PLATE P.T. 2xe, SILL PLATE 0 -EL X q�' 40 1>01 'I L5 X q` P EX15TIN6 CONC. 51PENALK --EX 15TINO GONG. SLAB ��/ E @ 51211 O.C. , EX15TINO -IONC. SLAB FLOOR , '0 5 NEN 4" GON('�. SLAB I T EX15TINO CONC. FOOTINO (1) #4 BAR5 GONT. @ TOP a STEM KIALL #4 5AR5 VERT. @ 24" O.r,.� Q(2) I'l L-�—.—EX15TINe CONG. FOOTINO #4 BARS cowmuot;5---� 4 STEM HALL 42" ROOF70P GA)ARDR.Adl- SYSTEM BY "SAFETY RAIL SYSTEMS" H1 NON-PENETRATINO BASE W RAILS (9 21" 6 42" HE16HT I"xib" CEDAR TRIM 2"xI2` CEDAR TRIM SMOOTH 5UPFACE PLY`HOOP 51DIN& PANELS 1/2" COX OR -711ro" 0513 5HEATHIN6 NAILED H/ bd a (01, O.0 ' SUPPORTED EP(5E5 4 12" O.C. o FIELD MEMBER-5 T)-v'E< HOUSE HRAP PER MFR. METAL FLASHINC, OVER INSULATION R-10 P101D INSULATION AT FOUNDATION 24" TOTAL LENOTH REGUIRED OPAPE Kt:VIEWED FOR CODE COMPLIANCE APPROVED JUN 16 2020 CitY Of TUkvAla BUILDING DIVISION IIIECEIVED CITY OF WKWILA 14AY 15 2020 PERMIT CENTER 0 0 01;4 ,si z 6) n < > 64 'y 0 N -v 9 C) v 0 Lr-0 E < U- L E E L TUKHILA CHEVRON 14415 FAl-IFIr, HIrHKAY 5OUTH TUKHILA, HA51-11NOTON (20&) e,41-5355 Project REMODEL/ADDITION 14415 PAC4FIC, H[OHNAY 50UTH TU<NILA, KA5HINCTON 5heet Ve5cription GRO55 5ECTION dro.n by M. FOSTER che'-K by L55 /135MACA/EI5H scofe date A5 5HOV4N REV 04/2&/2020 di5ripline Jon number 2020-M2-MALIK 5heet Number 10 0 2 0 w CI OE��C 12 6 client PARA5, INC,. 0/0 DAVID MALIK TUKJ,qILA CHEVRON 14415 PACIFIC HICHKAY 5OUTH TUKkq]LA, KASHINOTON ( 06) &41-3555 Project REMOVELIADDITION 14415 PAClFIr, HI&HKAY 5OUTH TUKV41LA, KA51-111,15TON 5heet Description WN POOF EGUIPMENT LAYOUT ROOF C7UARDRAIL LAYOUT droHn N M. FO5TEF- check b9 1-513 /E35MArVEIr.H scole date, AS SHOHN RFV 04-28-2020 discipline job nvmber 2020-M2 MALIK 5heet Nurnt;er oF 12 ARMSTRONO 5TABILIZER BAR, FOR OTHER SUITABLE SYSTEM, TO KEEP PERIMETER COMPONENTS FROM SPREADINO APART. ARI-15TRONO ANOLE I � - ARM5TRON0 ARM5TRONO MAIN BEAM MAIN BEAM ARM5TFONC, MAIN BEAM 3/4"1 min. 3/4" AT UN-ATTA6HEP HALLS At At A] At AND (-, OR ER C.,EILINISS: ��AIN RUNNER- OPPOSITE �NALL5 r P41TH 2 i SCALE N.T.S. )UNDEP THE -IE F TH15 ARM5TRONO STABILIZER BAR, OR OTHER SUITABLE 5-i-STEM, \5TER TO KEEP PERIMETER COMPONENTS 'ACHED FROM 5PREAVINO APART. A HALL ARM5TRONr, ARD� ANOLE MOLDIN& rp) —ARM5TRONC, G I GRO55 TEE �ACED ARM5TRON5 ARI-15TRONC,�, 3/4"1 CROSS TEE CP-055 TEE in AT UN -ATTACHED 1,4ALL5 — _ min. 3/4" 5U5FENC�Er:� CEILINISS: CRO55 RUNNER5- OFF0517E k�ALLE) SCALE N.T.5. NO.12 &A. HANOER HIRE MIN . 3 TURNS NO. 12 &A. HAN(5ER V41RE MIN 5 TURNS NOTES; 1. EISHT INCHES OR 1/4 THE LENOTH OF THE ENE) RUNNER, 1,41-11CHEVER 15 LESS OPTIONAL, IF USED, ATTACH ONLY TO T1,40 ADJAGENT WALLS CEILINCS: ��AIN/CRQ55 RUNNER5- A77ACHF-:�� �NALL5 SCALE N.T.5. nECEIVED CITY OF TUKWILA MAY 15 2020 PERMrTCENTER 0 c' > c) 'z C ri. S-) Q C) LL C 4 L T- N E x E C D rl�cnt PARAS, INC 610 DAV D MALIK IC TUKHILA CHEVRON 14415 PAOIFIC. HIrHKAY SOUTH TWHILA, KA51-11NOTON (206) 541-5555 Project REMOVELIADDITION J 14415 PACIFIC HIC-HNAY 5MTH TU<PqILA, KA,5HINOTON 9,eet De9rription T-BAR CEILINC, PETAIL5 dro.n by M- FOSTER checK by 1-513 /55MACVEIrH sc,ole date AS 5HOKM PEV 04/295/20201 discipline job number 2020-M2-MALIK 56--et Number TI;2 12 1 -PROKIL I I I �4 (i) "T C) U) 75 OF4 P-5 0 ',c 0 < @ T_ (N E x E Cq (L 1 client PARA5, INr,, WO DAV D MALIK IC TUKNILA CHEVROK 14415 PAVIFIC HI6+fKAY 5OUTH TUKI-VLA, KA61111,16TON f206) 541-3!�55 =L/ADDITION 14415 PACIIFIC HIC-HKAY 50JTH TIXNILA, HA$HlNrvTC)N Z��61,Paqrrlp n, 0 L",: LAYOUT EGUIVALENT FIXTUPE UNIT TABLE HA5TEA'ENT,1,4ATER PISEP DIACRAM dro.n uy M_ FOSTER chec,K bq� LSB /BSMACVEIf5H 5cole date AS 5HOHN REV-03-05-2020 discipline job numt�er 2020-M -MALIK 5heet Number 01 'T3