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HomeMy WebLinkAboutPermit D14-0346 - CHEVRON - ADDITIONThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D14-0346 CHEVRON 14415 Tukwila International Boulevard DIGITAL RECORDS (DR)EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDESTHE FOLLOWING REDACTED INFORMATION Page #CodeExemptionBrief Explanatory DescriptionStatute/Rule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern.As such, individuals’ social security Personal Information – numbers are redacted to protect those Social Security Numbers individuals’ privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW DR1Generally –5 U.S.C. sec. under section 42.56.070(1) of the Washington 42.56.070(1) 552(a); RCW State Public Records Act, which exempts under 42.56.070(1) the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information – expiration dates, or bank or other financial RCW account numbers, which are exempt from 97DR2Financial Information – 42.56.230(5) disclosurepursuant to RCW 42.56.230(5), RCW 42.56.230(45) except when disclosure is expressly required by or governed by other law. Personal Information – Redactions contain information used to prove RCW Driver’s License. –RCW identity, age, residential address, social security 42.56.230 (7a DR3 number or other personal information required to 42.56.230 & c) apply for a driver’s license or identicard. (7a & c) Redacted content contains a communication between client and attorney for the purpose of obtaining or providing legal advice exempt from RCW Attorney-Client Privilege –disclosure pursuant to RCW 5.60.060(2)(a), 5.60.060(2)(a); RCW 5.60.060(2)(a); RCW which protects attorney-client privileged DR4 RCW 42.56.070(1)communications, and RCW 42.56.070(1), which 42.56.070(1) protects, under the PRA, information exempt or prohibited from disclosure under another statute. CHEVRON 14415 TUKWILA INT'L BLVD EXPIRED 09/08/16 D14-0346 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: htto://www.TukwilaWA.gov DEVELOPMENT PERMIT 0040000136 Permit Number: 14415 TUKWILA INTERNATIONAL Issue Date: BLVD Permit Expires On: CHEVRON D14-0346 2/2/2015 8/1/2015 Owner: Name: Address: APNA INVESTMENTS GROUP LLC 26220 116TH AVE SE #201, KENT, WA, 98030 Contact Person: Name: DAVID MALIK Phone: (206) 841-3355 Address: 26220 116 AVE SE #201, KENT, WA, 98030 Contractor: Name: TIRUPATI INC Phone: (206) 841-3355 Address: 26220 116 AVE SE #201, KENT, WA, 98030 License No: TIRUPI*862DG Expiration Date: 3/7/2016 Lender: Name: OWNER FUNDED Address: 111 DESCRIPTION OF WORK: 470 SF ADDITION TO EXISTING GAS STATION AND CONVENIENCE STORE Project Valuation: $45,232.80 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Fees Collected: $2,040.93 Type of Construction: VB Occupancy per IBC: M Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW SEWER SERVICE 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: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and a ree to the conditions attached to this permit. Signature: /177/at72— Print Name:,i r�,�-s �� Ac Date: 2 —2 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 11: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) (The building is non -conforming with current codes and is grandfathered as it was built and approved under the current code at the time of construction. The addition of usable square footage requires that the building be equipped with an automatic fire sprinkler system and manual fire alarm system to comply with current fire code.) 13: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 12: U.L. central station supervision is required. (City Ordinance #2436) 16: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437. 17: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 15: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 18: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 2: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 3: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 5: Maintain fire extinguisher coverage throughout. 6: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 7: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 8: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 9: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.9.1) 10: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1017.1) 19: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.9 of the International Building Code. 14: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 20: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 21: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 22: ***BUILDING PERMIT CONDITIONS*** 23: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 24: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 25: 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 a timely manner. 26: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 27: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 28: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 29: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 30: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 31: All wood to remain in placed concrete shall be treated wood. 32: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 33: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 34: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 35: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 36: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 37: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 38: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 39: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 40: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 41: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 42: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 43: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 44: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 1400 FIRE FINAL 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0502 LATH & GYPSUM 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4046 SI-EPDXY/EXP CONC 0602 SLAB/FLOOR INSUL 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 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 " l - V� Project No. Date Application Accepted: Date Application Expires: (For office use only) tri'c CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 14415 Tukwila Internatinal Blvd Tenant Name: PROPERTY OWNER Name: Apna investmentLLC Address: 26220 116th ave se #201 City: kent State: wa Zip: 98030 CONTACT PERSON — person receiving all project communication Name: David Malik Address: 26220 116th ave se #201 City: kent State: wa Zip: 98030 Phone: (206) 841-3355 Fax: (253) 981-3029 Email: malikd@outlook.com GENERAL CONTRACTOR INFORMATION Company Name: Tirupati inc Address: 26220 116th ave se #201 City: kent State: wa Zip: 98030 Phone: (206) 841-3355 Fax: Contr Reg No.: CCTirupi*862DG Exp Date: 03/07/2016 Tukwila Business License No.: King Co Assessor's Tax No.: 00 4.000 Ol Suite Number: Floor: New Tenant: ❑ Yes m ..No ARCHITECT OF RECORD Company Name: Berenhoft & associates Architect Name: Leonard Berlhoft Address: 702 Broadway Suite #201 City: Tacoma State: WA Zip: 98402 Phone: (253) 274-0244 Fax: Email: lbernhoft@aol.com ENGINEER OF RECORD Company Name: Bruce Macveigh PE Engineer Name: Address: 14245 59th Avenue south City: Tukwila State: wa Zip: 98168 Phone: (206) 571-8794 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 41.44,— Address: City: State: Zip: H:\Applications'Forms-Applications On Line \2011 ApplicationsU'crmit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 1,000Q Existing Building Valuation: $ 30,000 Describe the scope of work (please provide detailed information): New Addition 470 Squire feet Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 1,736 470 U r) 1 M 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes Z No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: O Sprinklers 0 Automatic Fire Alarm ® None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes j No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. HAApplications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Adding 470 Squire feet area Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila m ...Water District #I25 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline VI...Valley View 0 .. Renton ❑...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which anplvv): m ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements 0 ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) 0... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 0 ...Sewer Main Extension Public ❑ ...Water Main Extension Public WO # WO # WO # Private 0 Private 0 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:.Applications\Forns-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 l.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES - Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER-QR AUTHORIZED AGENT: Signature: jf/'cvur%r i24 Date: %f'-3/-- /y' Print Name: //$ / "1' J- < Day Telephone: ` --©G -- 6"y y — 3_.?.s-s— Mailing Address: Z.(ZZ C'> //6` /,i, A-G .SC" l'( -' A t ,1 7,57d-- G) City State Zip H: Wpplications\Fornu-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT I QUANTITY I PAID PermitTRAK $66.50 D14-0346 Address: 14415 TUKWILA INTERNATIONAL BLVD Apn: 0040000136 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R6080 R000.345.830.00.00 1.00 $66.50 $66.50 Date Paid: Thursday, September 03, 2015 Paid By: DAVID MALIK Pay Method: CREDIT CARD 06497D Printed: Thursday, September 03, 2015 12:47 PM 1 of 1 CSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $1,441.82 D14-0346 Address: 14415 TUKWILA INTERNATIONAL BLVD Apn: 0040000136 $1,441.82 DEVELOPMENT $926.20 PERMIT FEE R000.322.100.00.00 0.00 $921.70 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $469.53 FIRE R304.345.852.00.00 0.00 $272.60 PARK R104.345.851.00.00 0.00 $196.93 TECHNOLOGY FEE $46.09 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R4402 R000.322.900.04.00 0.00 $46.09 $1,441.82 Date Paid: Monday, February 02, 2015 Paid By: PARAS MALIK Pay Method: CREDIT CARD 025080 Printed: Monday, February 02, 2015 2:20 PM 1 of 1 L.11..l !SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT I QUANTITY I PAID PermitTRAK $599.11 D14-0346 Address: 14415 TUKWILA INTERNATIONAL BLVD Apn: 0040000136 $599.11 DEVELOPMENT $599.11 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R3441 R000.345.830.00.00 0.00 $599.11 $599.11 Date Paid: Friday, October 31, 2014 Paid By: PARAS D MALIK Pay Method: CREDIT CARD 005777 Printed: Monday, November 03, 2014 2:35 PM 1 of 1 CRWSYSTEMS INSPECTION RECORD ION NO. Retain a copy with permit PERMIT N. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: ,ev ro kt Type of Inspe ion: N Isla f ( )� `ttk( Address: q �(s TKL : f�( a, ate Called: Spe ial Instructions: /�M 1 - 1 AA KICZY y 5- , , 4& Date nted: (a ""(-r a.m. p.m. Requester: Phone No: Approved per applicable codes. EJ Corrections required prior to approval. 0 MENTS: Inspector: Date7_re REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit vrt.do)% PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: CAP- r d IA Typ of sp tian: w4( � t Ad ess: i f Ali rsj fi[ ��d Date Called: SpecialInstructions: � Date W�na.m. Rst _fy p.m. Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Caocae_eil covi-001„ Inspector: ate: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Dig o3Y6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: ,� C -i Iro �t Type of Inspection- Svc/7 • e C`e( f( tik ddress: I Lf is Tu.k TR r( et ✓d Date Callied: Special Instructions: API Date Wa ed: —IS- a.m. p.m. Requester: Phone No: LJ Approved per applicable codes. Corrections required prior to approval. COMMENTS: /4N, e C i'/L° Cp-- core .. ciao ve- lAtabi (e 6 '�" .s,�,� W " fit Ote .q t f, C�t 'l Cf- / cof/ r er itJ/S .., r,S 1 r'l cA.„d/ mott\fr,_,- Inspector: Date:47_� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ON NO. PERMIT NO. Dfy-Q3(46 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Gkevvb� Type of Irtspectipn: I(( sk ttt((� Atldtess(r Tad- -kt 1 f i (al Date Called: J Special Instructions: llO Date Wanted: T --G%- (r a.m. p.m. Requester: 1 Phone No: ElApproved per applicable codes. IX - Corrections required prior to approval. COMMENTS: rfrj Tv j wigkl.5-ctvd wgaSk t ® O p(,^oV _tea 0 C>titi 0l f, 1� ;Cr 64 /2-ficfc,),pfeed C) t14c1K 6 ucrr( &/ C)'Q C '[( it kc (d Inspector:�.— Date: q _ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1)/1/-03166 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje : evrapt, -Type of Inspection: u,4(( Ikzzitf*al Date Called: Address: i&pitry Tuic- -T-Kr( (k.-' Special Ins ctions: P4 IW1;15 es k'k Date 4,iant; 0(...) , r._ a.m. P.m. Requester: Phone No: EjApproved per applicable codes. COMMENTS,[( 5kea re„, acif*. eKkct,s- ( vet e.leerfcccri acfrrdoeff fcfpiA Corrections required prior to approval. C01( LIQ4VIC e ke (' . Inspector: Date8 -26 E REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit P i'-l- 03 y(,6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro e(t: € vro Pt Type of Inspectiooa tci-`\ il Address: r `l "IC- TuL . t1- r ar/0' ate Called: Special Instructions: 444 Date Wanted: e' - (5-- a.m. p.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: f? / Wf rod toi Tebit-ec" If- a k- u )a i rs nspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit \il-k-03L1& PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro ect: `. dnau 4dV 444 Type of Inspection: ars(Aided 6'pe_I'14 Date C Iled: Address: / iL& /I .1 n`J Special Instructions: Date Wanted: 7 - VHS -if a.m. p.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: // Date:7_f I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permit IN ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION - d3 , 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project i Type Af Inspectiop�n,: e-411't in Address: .01421 Date Called: Special Instructions: Ali Date Wanted:/ .7 r ! i a.m. p Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. OM M ENTS: ticiPr qt ox_ Inspector: Date:7- - REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. re INSPECTION RECORD Retain a copy with permit TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 o Proje Vr0 IA Type of I spection: t y f itt,,,k Address: 110.i.5— --*-.fir(e((it ate Called: Special Instructions. miRequester: Date Wanted %' 7 - (iv" a.m. p.m. Phone No: Approved per applicable codes. E] Corrections required prior to approval. CO MENTS: AT (1-- Inspector: Date: `S REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 r INSPECTION RECORD Retain a copy with permit INSON NO. PERMIT NO. DIH-1)34,6 CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Project. axt1 oIA jr Type off,In pection: l U Address: IH(1Tat._ k (6(tid Date Called:GY/Jr- Specialtructions: fpm Date Wanted: �...Z--�`� a.m. p.m. Re. e ter:, t ,' 'Pi c t of CA4( (c' Ph.ne No: *,, ,SDI a 8 as' Approved per applicable codes. COMMENTS: iyi. Corrections required prior to approval. Mdet-091,, �v�v;de crckA Pjgfc( c [/q f6— h<<,7� 3z'o Cif ( $9r vc‘ vIst --c-41-c6 Lei Inspector: r� Date: _) 13_ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 DIY -031,6 Projec • N brt 0 Type ���Inspection: f� I --'''���ll Address: 1 III/ () Talc -4(1(/ glV ate Called: Special Instructions: j/f� Date --Wanted f ` � a.m. p.m. Requester.�— Phone No: ❑ Approved per applicable codes. COMMENTS: Rrrequired prior to approval. f«boe-cle, K4-9' WAider itof S Gteotft-r' 4c__r_ �✓� FS 2S Co✓2v c v�d Inspector: j/ Date:7,_2__ r� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IINSPECTION RECORD io Retain a copy with permit IN ION NO. PERMIT NO. D/ 03916 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: � Type f Irti (1c 1 --1- Address: 1yyfJrt.( .4ti/g/vd Date Called: pecial Instructions: 04 Date Want: ' : 6 _ '. ii (T a.m. p.m. Requester: Phone No: EDApproved per applicable codes. El Corrections required prior to approval. COMMENTS: A 60 (-r14 wag Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit p(Y- 63`t PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type spection: , Address:( l* fli (,'�(l 6(Jo( Date ailed: Special Inllsttrructions: PiiiiRequester: Date W nted:'� �� a.m. p.m. Phone No: Alpproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: /tz r q ro tar wa [($ Inspector: Date& s2 j 1 g- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. !ct INS INSPECTION RECORD Retain a copy with permit ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P1 y-oj y,c 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Cikt 11 r0 l't Type of Inspection% l ""kt' (J- Aferil:(5— wver to Called: Special Instructions:Date Wanted: 6- 2 - fr a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: viol- b see fro /4„, g - i -r.3� Qc.®l ('r, (st(( V2,0'sfrc t-I Inspector: Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bly—o3 t(6 Project: ateuro G‘ Type qt_t nsppection: r rrcf t&E. ( cA:y Address: J igq(3-ram-mot'I0( d Oate Called: Special nstructions: P Date 1p/�niSest: �i li (� a.m. P• Requester: Phone No: apApproved per applicable codes. Corrections required prior to approval. COMMENTS: ]cvqGr/-r to cp .. Pit yr - - 'i)s (c - 6--/2-,r i 'tAc- t e I�'r'(c?' roe" l 3 rev j Sl apt Cs5 1't ues- Q e4 ate. Gtc S— cj t° o-P+ I L(off /I re-tile—‘1) v H VAL C S'(-t P' CC O firocr�-'q qt't / cS/ v ( � oil,. c 1 °-� o f a Co kA iP �. (j5 f 1 r.ejed-r-tc,a, f rigerr-tcm.r 1,- /km ct tow P0 1% z vkod(. e-- (6 r'o c 0 a f( (eci ee (i(( r ticc'fri spec=66, Inspecto�� Da REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1 'cc INSPECTION NO. INSPECTION RECORD Retain a copy with permit a!y-o3'{% PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: �/t`� v-0b ,4 Type of Inspectipn: VII( r "r'( I ( i - N Address:( �1 late Called: Special Instructions: �j�' f" Date Wanted p 6, - (1 - 15. a.m. p.m. Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: f//f- 11,45k.e9Arti-y Inspector: DateY-is- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. er6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 /y-039,6 Projgct Dirid IA e of �ns Typp(tio r kit i. Address: -%Itirti*- -Ted-`(grtial Date Called: Special Instructions: 4-41 Date Wanted: 6 — !/T- ` L c a.m. P.m. Requester: Phone No: EiApproved per applicable codes. L�J Corrections required prior to approval. COMMENTS: Csw-e.00( h 6skt,-I- Inspector: Date6_ fS REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ••„ rc INSPECTION RECORD Retain a ropy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P (L(-634k Pr,flkfct: ( Uktt) rcVt_ AIM GA Type of Inspection: (=r-tat,ti Address- i 1 c Mir rah T-0- ri 6ti/.4 Date Called: Special ins ctions: AN1 Date*anted : a.m. Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Frqiu ( v._ of 0 r._, Irrm (it,. de, D4 , 12, vctt, 1i ,t/ ,r- ez,c_i/L_ee-rd 6744' er-tc_14 ( ( i i •tr-,Li 5 5je-,c 5 +mi.." vj I la ef\A)Q±-14 tvLts s ly cid3i, (of ea-ct ( V-c-ccifrvci 3--)r-euk.s (26vv_C otri-rdt.'0 57i .-elz- ( Rd; •e-)c-I-ecr-r or- iiJcii (5 vieLite-tv h. 6 ttgliL. ev-s- 0 2-<-6 i k- lc' ( (1 pwr1/4Lier S'iwr st7(-1 5,D LS f - ( 6 -tut, Lia ..3«. ff-2-3- (--- ( f & c--i- cold 7/-vufs ipc., KeLi\ s(.4 0/,,,,_ t (v si--e( kQ-ct.i.." _() (i41,4f.A tt' , 1-utaa i fee-( i 6d f75 0 -1-'----5. 043 (c 1, ..1e( difrty i vre -ir- AkI( rad ns c : y_k___ Oat: 2, _ ( 5_ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter, Blvd.. Suite100. Call to schedule reinspection. ir-e eC;1-( I-1 agy. lipae4.7 0-1-( INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bra-�3�{b Project: c kevr ,1o(d Type of Inspectio 1,Ilct(R 5 : +" Address: 1 qq t y- TuK t `( 461d Date Called: Special Instructions: 444 Date Wanted: 6 -- (Z ` (3 a.m. p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: i jc / ( r� l /drlCe WWic% 7 Li1 � kt � W aiGt lit lam-.„ V,iJ C� 6((o , (v t LdI( r � f fi C(1( -erre,r e-0—(v14 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS T ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd,, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)(‘-i - 03 GIC Project: , -ev rapt, Type of inspection: 4.04e.7-5(cl6 Address,: ,— 1 I pi() TUI:t)( (4r *At' ( 6A/a Datealled: Special Instructions: tfm Date Wanted: 3--21- 15-• a.m. P.m. eqygr6 Phone No: Approved per applicable codes. Corrections required prior to approval, MMENTS: prov(t4evr bacvier tie- (...C....„ Inspector: r Date:3.-s 45_ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP ION NO. PERMIT NO. Do-I-03(tk CITY OF TUKVVILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: I • 4 i tre*1 ' t Type of inspealon: ± f e‘kA4-' Ai r-t Qb Address: 1 Lf Li 0- Tuic 3(4' ( kfite Date Called: I Special nstructions: Date Wanted: a.m. p.rn. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 0ate:5 t) _ 5— REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100, Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit J?(L 039C ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (208) 438-9350 Project- A-dd ' 1,, Type, of Inspection: Forr)+T ,OAtutrok Addroess: -r4y oud fliti.,ut Date Called: Special Instructions: Date Wanted: a.m. Requester- de C Phone No: 23 -6 T ElApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: fn. CD K f 9,..R , Pk v (r1 e --- Gle-tz-tgarIC---c(irk, S4 itk_Q--5Vtict'77/ se4 t'frt:cf, . k rpe(( 1Gv- re_rt,yr1( cs,, Inspector: y REINSPECTION FEE REQUIRED. Prior to next inspedion, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. BEAM CALCULATIONS DATE:. y',..7te PROJECT: BY: Bruce. S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 BEAM LOCATION: T " ' 3-s7es a h? Nek-) 7f SPAN = L FEET ---/Au_/,331 I EXPIRES: 4/24/ /7 S=bxd2/6 THEREFORE: is 2� ate7® Gur our ,sr/a f 7" 2 ''x /4f0 4LTL C/A.'AleFeP- s.4-!t )e) DL = /0 PSF LL = Z r PSF THEREFORE TL = 3 S' PSF w = TL x width contrib. area = 4 17 PLF MDES. (UNIF. LOAD) = W X : L2/8 ..m.740zie TYPE : /4 / z-Pb GRADE:. C/6"c74S, (Min. McAP. = S • Fb MCAP. — • 9 9 ' S" GREATER THAN MDES. Toro e NoraAS FT # FT # FT # IN# X FT # FT # FT # IN# Fb = a 7 s-PSI S Req'd = IN3) RECEIVED CITY.OF TUKWILA IN # JUN 12 2015 z7 IN #PERMIT CENTER _ 4 4 O IN # REQUIRED THEREFORE OKAY D14-ni+co .. DI H- 03'l6 CONVEINIENCE STORE ROOF UPGRADE TOP OF WALL CONNECTION DETAIL Existing Facility 14413 Tukwila International Blvd. Tukwila, WA 98168 Client: David Malik April 23, 2015 Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 maliktuk0l/1528 23'VA/Zits MOVED CM OF TUKWILA UUN '19 11 PERMIT CENTER �2� EXPIRES: 4/24/ 1,576. r'7.• ALiLeo�/ 77,ox 3ti „12,0elz S'c.E'ew 3 PAR Pig., - / 69 .\v/ O 7 76 /T /17CA7f } 3/111 e 72 P o.= IJUN .92015 PERMIT CEN -EE ' Zb r-f/9 '/ - g.SA-t , x/S aster" a t x le 4* . 4s-e' z. /,`," G C Are-L`l cf d c SS F /g /`F e'_-7 Ca e e".6". 7"e) Ste' ' ./P.E' ,r.�/e . a te ® . . ', ("S • ► ‘/E ) i 7 Q e, 4 ©dot /s cw, ›- ? 1-6 1.)..42) 'c o CAS "9 , "e, 8' ,' , ,"-F,,e'/ G.Q "2'2 //o Z/4".e Za.AZ S EXPIRES: 4/24//7 t P / 9 2 3S'Z z,3s2 � z i Spy z e3 I '/,'76 /6�6 V'1J ta&" IJUN25205 �¢¢ c_valey /S'ze? ///Y a p Pies 7.4 , L®' -0 z (�-¢k/0 -goff ¢D moo' 75' SPA3 9Z0 / // q‘ -f3F2 // =- zo 3 2a = Z C'o ass v /--1s / c A 3 6-� �v 7" r 0/lA Y 7o cis: ,CHEST /v) 7 Z x //, 8 5- c9© ftS< Gcvr PS/ /?v/- 7/ v /-1/ Z 57.5!, - 6) Zed Go 0 s 8. x /8,44 = 4, / 3 / 0, 0 7 //./ �.Qt ca ID »-2 = cat,/ c ��i9P, = igo ' c9 0 1.44 M,SHAPES Properties for designing Flange Web Elastic Properties Area Depth Thick -Thick - Axis X-X Axis Y-Y A d Width ness ness I S r I S r Designation bf tf tom, In.s In. In. In. In. In.' In.• In. In.' In.: In. M 14X 17.2 5.05 14.00 4.000 0.272 0.210 147 21.1 5.40 2.65 1.33 0.725 12X 13,35 3.47 12.0 3.065 0.225 0.177 71.9 1 12.0 4.55 0.980 0.639 0.532. M 10X 29..1. 8.56 9.88 5.937 0.389 0.427 131 26.6 . 3.92 11.2 3.76 1.14 X 22.9 6.73 9.88 5.752 0.389 0.242 117 .23.6 4.16 10.0 3.48 1.22 M 10X 9 2.65 10.00 2.690 0.206 0.157 38.8 7.76 3.83 0.609 0.453 0.480 M 8X 34.3 10.1 8.00 8.003 0.459 0.378 116 29.1 3.40 34.9 8.73 . 1.86 X 32.6 9.58 8.00 7.940.-0.459 0.315 114 28.4 3.44 34.1 8.58 1.89 M 8X 22.5 6.60 8.00 5.395 0.353 0.375 68.2 17.1 3.22 7.48 2.77 1.06 X 18.5 5.44 8.00 5.250 0.353 0.230 62.0 15.5 3.38 6.82 2.60. 1.12 M 8X 6.5 1.92 8.00 2.281 0.189 0.135 18.5 4.62 3.10 0.343 0.301 0.423 M 7X 5.5 1.62 7.00 2.080 0.180 0.128 12.0 3.44 2.73 0.249 0.239 0.392 M 6X 22.5 6.62 6.00 6.060 0.379 0.372 41.2 13.7 2.49 12.4 4.08 1.37 X 20 5.89 6.00 5.938 0.379 0.250 39.0 13.0 2.57 11.6 3.90 1.40 M 6X 4.4 1.29 6.00 1.844 0.171 0.114 7.20 2.40 2.36 .0.165 0.179 0.358 M 5X 18.9 5.55 5.00 5.003 0.416 0.316 24.1 9.63^ 2.08 7.86 3.14 1.19 M 4X 13.8 4.06 4.00 4.000 0.371 0.313 10.8 5.42 1.63 3.58 1.79 0.939 X 13 3.81 4.00 3.940 0.371 0.254 10.5 5.24 1.66 3.36 1.71 0.939 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 1.46 S SHAPES Properties for designing Flange Web Elastic Properties Area Depth Thick- Thick Axis X-X Axis Y-Y Designation A d Width Hess ness I ..S r I S r b7 ti tie In.* In. In. In. In. In.* In.* In. In! In.* In. S 24X120 35.3 24.00 8.048 1.102 0.798 3030 252 9.26 84.2 20.9 1.54 X105.9 31.1 24.00 7.875 1.102 0.625 2830 236 9.53 78.2 .19.8. 1.58 S 24X 100 29.4 24.00 7.247 0.871 0.747 2390 199 9.01 47.8 13.2 1.27 X.90,•" 26.5 24.00 7.124 0.871 0:624 2250 187 9.22 44.9 12.6 1.30 X 79.9 23.5 24.00 7.001 0.871 0.501 2110 175 9.47 42.3 12.1 1.34 ` S 20X 95 27.9 20.00 7.200 0.916 0.800 1610 161 7.60 49.7 ,13.8 1.33 X 85 ' 25.0 20.00 7.053 0.916 0.653 1520 152 7.79 46.2 13.1 1.36 S20X 75 22.1 20.00 6.391 .0.789 0.641 1280 128 7.60 29.6 9.28 1.16 X 65.4 • 19.2 20.00 6.250 0.789 0.500 1180 118. 7.84 27.4 8.77 1.19 S18X 70 20.6 18.00 6.251 0:691 0.711 926 103 6.71 24.1 7.72 1.08 X 54.7 16.1 18.00 6.001 0.691 0.461 804 89.4. 7.07 20.8 6.94 1.14 S 15X .50 .14.7 15.00 5.640 0.622 0.550 486 64.8 5.75 15.7 5.57 1.03 X. 42.9 12.6 15.00 5.501 0.622 0.411 447 59.6 5.95 14.4 ' 5.23 1.07 S 12X 50 14.7 12.00 5.477 0.659 0.687 305 50.8 4.55 15.7 5.74 1.03 X 40.8 12.0 12.00 5.252 0.659 0.462 272 45.4 4.77 13.6 5.16 1.06 S 12X 35 10.3 12.00 5.078 0.544 0.428 .229. 38.2 4.72 9.87 3.89 0.980 X. 31.8 9.35 12.00 5.000 0.544 0.350 218 36.4 4.83 9.36: 3.74 1.00 S 10X 35 10.3 10.00 4.944 0.491 0.594 147 29.4 3.78 8.36 3.38 0.901 X 25.4 7.46. 10.00 4.661 0.491 0.311 124. 24.7 4.07 6.79. 2.91 0.954 23 6.77 8.00 4 0.425 0.441 64.9 . 3.10 4:31. 2.07 0:798 5.41 8.0 .00 0.425 0.271 57.6 4.4 3.26 3.73 1.86 0.831 S 7X 20 - 5.88 . 7.00 3.860 0.392 0.450 42.4 ,12.1 2.69 3.17 1.64 0.734 X 15.3 4.50 7.00 3.662 0.392 0.252 36.7 10.5 2.86 2.64 1.44 0.766 S 6X 17.25 5.07 6.00 3.565 0.359 0.465 26.3 8.77 2.28. 2.31 1.30 0.675 X:12.5 3.67 6.00:"3.332..0.359.0.232 22.1 7.37. 2.45 1.82 1.09 0.705 S 5X 14.75 4.34 5.00 3.284 0.320 0.494. 15.2 .6.09 1.87 1.67 1.01 0.620 X 10 2.94 5.00 3.004 0.326 0.214 • 12.3 4.92 2.05 1.22 0.809 0.643 S 4X 9.5 2.79 4.00 2.796 0.293 0.326 6.79 3.39 1.56 0.903 0.646 0.569 ' X 7.7. 2.26 4.00 2.663 0.293 0.193 6.08 3.04 1.64 0.764 0.574 0.581 S 3X 7.5 2.21 3.00 2.509 0.260 0.349 2.93 1.95 1.15 0.586 0.468 0.516 X . 5.7 1.67 3.00 2.330 0.260 0.170 2.52 1.68 1.23 0.455 0.390 0.522 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 1-106 Nominal* Size In. X DIMENSIONS • Wall Thickness .5000 .3750 .3125 . 2500 . 1875 6X3 .5000 . 3750 .3125 .2500. '.1875 In. 6 X 2 .3750 .3125 .2500 .1875 5 X 3 .5000 .3750 .3125 .2500 .1875 5 X 2 .2500 -1875 4X2 3X2 .2500 -1875 .2500 .1875 1/2 3/S 5/16 1/4 3/16 1 56 , /16 1/4 • She 3/8 516 1/a 3/16 1/2 3/$ 5/16 1/4 3/16 1/4 3/16 . 1/4 . 1/4 3/16 1/4 3/16 STRUCTURAL TUBING Rectangular Dimensions and :properties Weight per Foot Lb. 27.68 21.94 18.77 15.42 11.86 24.28 19.39 16.65 13.72 10.58 16.84 14.52 12.02 9.31 20.88.. 16.84 14.52 12.02 9.31 10.50 8.14 10.50 8.14 8.80 6.86 7.10 5.59 Area In.' 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 2.74 3.09 2.39 3.09 2.39 2.59 2.02 2.09 1.64 PROPERTIES X-X AXIS Ix. ' In.4 , 33.4 28.6 25.4 21.6 17.2 25.8 22.7 20.3 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 2.21 1.86 sx 11.1 9.54 8.46 7.19 5.72 .8.60 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 rx In. 2.02 2.11 2.14 2.18 2.22 1.90 1.99 204 2.08 2.12 1.84 •1,89• 1.94 1:99 1.59 1.68 1.72 1.76 1.80 1.66 1.70 1.45 1.48 1.35 1.38. 1.0.3 1.06 Y-Y AXIS Iy ' Sy In! In.• 17.6 15.2 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 ry In. 1.47 1.53 1.56 1.59 1.62 1.09 1.15 1.18 1.21 1.24 .741. .770 .799 .827 1.06 1.12 1.15. 1.18 1.21 .789 .816 2.74 1.15 2.23 1.18 1.54 .770 1.29 .798 1.15 .977 .742 .771 *Outside utside .dimensions across flat sides. Shapes slb5 cted to Check combined alsaxial load and bendingnce mwith this not be eioompact under Specification n. Sect. Shapes subjectewith Specificatto axial ion Sec�.1.9.compression 2 Pression due to bending should be checked for compliance Shapes subjected to bending about the Y- Y-axis may not be compact under Specification Sect 1.5.1.4.1. AMERICAN INSTITUTE OF STEEL CONSTRUCTION z ' 79'W sk k N EXPIRES: 4/24/ ( 7 2a yivY�/S Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Ce11: 206-571-8794 July 23, 2015 City of Tukwila Attn: Building Official/Field Inspector Subject: Roof Mounted HVAC Unit - Roof Structure Evaluation (Preliminary), Existing Convenience Store Upgrade, 14413 Tukwila International Blvd. Tukwila, WA 98168 Dear Sir: Preliminary evaluation of the newly installed roof mounted HVAC unit indicates the roof structure is adequate to support its addition loading. Formal calculations will be prepared by the end of today. Thank you for your assistance. Sincerely, Bruce S. MacVeigh, P.E. Civil Engineer I -EXPIRES: 4/ 24/ / 7 1 z3 7,6_'f$_ malik27/1528 RECEIVED CITY OF TUKWILA JUL 2 4 2015 PERMIT CENTER=, )1\L\-.nqy Structural Calculations: Gravity & Lateral Load Design for New Addition Owner: r•r•,,..., .,^ PARAS, Inc. c/o David Malik 14413 Tukwila International Blv Tukwila, Washington 98168 Site Address: 14413 Tukwila International Blv Tukwila, Washington 98168 Designers: 702 Broadway, Suite 201 Tacoma, Washington 98402 253-274-0244 Engineer: Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, Washington 98168 206.571.8794 Job # 2014-M4-Malik REVIEWED FOR CODE PP Q1lEi� CE A JAN302015 OCT 3 1 2014 PERMIT CENTER 21 'e7'/4 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 253-274-0244. 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 2x12 @ 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 Fv 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 2014-M4-Malik.wsw 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 98168 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 Shearwall 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 Force/Length: 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 85mph Exposure Exposure B Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II - All others Regular Bearing Wall D D Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1:0.560g Ss:1.500g Fundamental Period T Used Approximate Ta Maximum T E-W N-S 0.112s 0.112s 0.112s 0.112s 0.157s 0.157s Elev: loft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E-W loads Eccentricity (%) 15 Loaded at 75% N-S loads 15 Response Factor R 6.50 2.00 Fa: 1.00 Fv: 1.50 1 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 Structural Data STORY INFORMAT ON Ceiling Level 1 Foundation Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft] Depth [in] Height [ft] shrinkage [in] length [in] 0.0 0.0 10.00 0.00 0.00 10.00 3.8 9.5 BLOCK and ROOF INFORMATION Block Face Type Roof Panels Slope Overhang [ft] Block 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 5.85 West Gable 90.0 1.00 2 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 SHEATHING MATERIALS 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 Gip — 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 Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" 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"; 6✓8d = 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 Group Species Grade b in d in Spacing in SG E 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 Wall 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 SHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] 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 Line 2 - - 14.00 17.00 3.00 - - 6.75 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 Line 3 - - 3.00 6.00 3.00 - - 6.75 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-1 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 Line B - - 48.25 58.25 10.00 - - 6.00 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 Line C - - 47.00 51.33 4.33 - - 8.00 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 - Leaenrf- 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 Loads WIND SHEAR LOADS (as entered or generate Level 1 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [Ibs,pif,psf] Start End Trib Ht [ft] 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 18.00 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 Leaend- Block - Block used in load 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 leeward side of the building for loads 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) Ioads.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 Wind Face Direction Level Magnitude [psf] Interior End Zone Block 1 West Windward 1 Block 1 East Leeward 1 Block 1 West Leeward 1 Block 1 East Windward 1 Block 1 South Windward 1 Block 1 North Leeward 1 Block 1 South Leeward 1 Block 1 North Windward 1 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft] Mag [Ibs,psf,psi] Width [ft] Start End Start End Line 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 Level 1 Force Building Dir Element 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 Wall Line Block 1 1 Block 1 3 Block 1 1 Block 1 1 Block 1 3 Block 1 3 Block 1 A Block 1 C 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 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 F# - refer to Plan View for floor area number Wall line - Sheariine 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 Profile Location [ft] Magnitude Trib If�,PffP I Width Start End Start End [ft] 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 7 WoodWorks® ShearwalIs 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 SEISMIC LOADS Level 1 Force Profile Location [ft] Dir Mag pbs,plf,pst] 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 Line 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) Ioads.The program applies a Toad 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 H/W-Cub Int Ext ASD Shear Force [pit] V [lbs] vmax v Int Allowable Shear [plf] Ext Co C Total V [Ws] Crit. Resp. 0.20 0.31 0.05 Line 1 Level 1 Ln1, Levl Line 2 Ln2, Levl Line 3 Ln3, Levl 2 3 2 Both Both Both 1.0 1.0 1.0 1.0 1844 72.8 72.8 2407 109.4 109.4 622 17.3 17.3 175 364 1.00 S 364 175 1.00 A 350 364 1.00 S 364 9221 7700 13104 East-West Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [plf] V [Ws] vmax v Int Allowable Shear [plf] Ext Co C Total V [Ws] Crit. Resp. 0.21 0.16 0.01 Line A Level 1 LnA, Levl Line B LnB, Levl Line C LnC, Levl r anand• 1 2 2 Both Both Both 1.0 1.0 1.0 1042 143.8 143.8 1471 59.0 59.0 225 3.6 3.6 686 1.00 S 686 364 1.00 S 364 364 1.00 S 364 4974 9070 22568 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 = Strongest 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 design Level 1 Line- Wall Positon Location [ft] X Y Load Case Shear Tensile ASD Holddown Force ribs] Dead Uplift Cmb'd Hold-down Cap [Ibs] Crit Resp. Line 1 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 HDSB 4055 0.22 1-1 L Op 2 0.00 13.88 Min 984 79 6 911 HD5B 4055 0.22 1-1 R Op 2 0.00 17.13 Min 952 178 6 780 HD5B 4055 0.19 1-1 Line 2 R End 0.00 35.88 Min 952 148 804 HD5B 4055 0.20 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 HDSB 4055 0.22 2-1 Line 3 R End 46.75 27.88 Min 1094 172 922 HDSB 4055 0.23 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 A-1 L Op 2 R Op 4 24.63 34.88 0.00 0.00 Min 1 1438 758 663 21 701 HD5B 4055 0.17 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 Line B R End 61.88 0.00 Min 1438 205 1233 HD5B 4055 0.30 B-1 B-1 L End L Op 1 0.12 7.54 28.00 28.00 Min Min 590 590 538 959 52 HD5B 4055 0.01 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 Leaend• Line -Wall: At wall or opening - Shearfine 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 Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or 8 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 shearfine force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored forASD by 0.60 Uplift - Uplift wind load component, factored forASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift 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 ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 10 WoodWorks® Shearwalls 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 [Ibs] —> <- 393 393 256 256 410 410 401 401 535 535 357 357 87 87 476 476 271 271 506 506 274 274 377 377 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 B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored sheariine force, includes perforation factor Co. -> Due to shearline force in the west -toast or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 11 1 WoodWorks® Shearwalls 2014-M4-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 Defl in Vn Ibs Nail slip en in Defl in Hold Defl 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 3 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 Line A 1 Both Ext 28.8 36.00 10.00 16.5 .000 .003 14 .000 .000 0.01 0.01 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 .024 .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 0.40 0.46 Line B 2 E->W Ext 239.6 3.75 10.00 16.5 .022 .029 60 .001 .008 0.49 0.55 8-1,1 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 Line C 2 Both 1 98.4 10.67 10.00 16.5 .003 .012 49 .001 .004 0.04 0.06 C-1 I ancnrr• Both Ext 6.1 62.00 10.00 16.5 .000 .001 3 .000 .000 0.01 0.01 Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B 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 / 0.60 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 dell = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 12 WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 HOLD-DOWN DISPLACEMENT ( flexible wind 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 Defl in Level 1 Line 1 1-1,2 S->N HD5B 1487 .054 .000 0.054 - - 0.068 0.04 0.16 0.26 N->S HD5B 1532 .056 .000 0.056 - - 0.068 0.04 0.16 0.26 1-1,3 S->N HD5B 1330 .048 .000 0.048 - - 0.068 0.04 0.16 0.08 Line 2 N->S HD5B 1364 .050 .000 0.050 - - 0.068 0.04 0.16 0.08 2-1,2 S->N HD5B 1531 .055 .000 0.055 - - 0.068 0.04 0.16 0.07 Line 3 N->S HD5B 1566 .057 .000 0.057 - - 0.068 0.04 0.16 0.07 3-1 Line A Both HD5B -49 .000 .000 0.000 - - 0.000 0.04 0.04 0.01 A-1,2 W->E HDSB 431 .008 .000 0.008 - - 0.068 0.04 0.12 0.33 E->W HDSB 1294 .043 .000 0.043 - - 0.068 0.04 0.15 0.43 A-1,5 W->E HD5B 1274 .042 .000 0.042 - - 0.068 0.04 0.15 0.40 Line B E->W HD5B 2089 .076 .000 0.076 - - 0.068 0.04 0.18 0.49 B-1,1 W->E HD5B 177 .003 .000 0.003 - - 0.068 0.04 0.11 0.14 E->W HD5B -455 .000 .000 0.000 - - 0.000 0.04 0.04 0.05 B-1,5 W->E HD5B -613 .000 .000 0.000 - - 0.000 0.04 0.04 0.06 E->W HDSB -166 .000 .000 0.000 - - 0.000 0.04 0.04 0.06 B-1,6 W->E HD5B -596 .000 .000 0.000 - - 0.000 0.04 0.04 0.04 Line C E->W HD5B -139 .000 .000 0.000 - - 0.000 0.04 0.04 0.04 C-1 I cncinrl• Both HDSB -1390 .000 .000 0.000 - - 0.000 0.04 0.04 0.01 Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline B 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) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D 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 Defl - Horizontal deflection = h/b x da (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 13 t WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE North -South Shearlines Line Lev Grp Sheathing [psi Force Cap Force/ Cap Force End Fastener Withdrawal [Ibs] 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 [pst] 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 I cnnnri• • Grp - Wall Design Group ( results 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 (Ibs] [sq.ft] Story Shear [Ibs] E-W N-S Diaphragm Force Fpx (Ibsj E-W N-S 1 All 46221 2232.0 46221 - 7111 23111 7111 23111 9244 18489 - - 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 712.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor. 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 15 R WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 SHEAR RESULTS ( flexible seismic design North -South Shearlines W Gp For Dir HAW -Cub Int Ext ASD Shear Force [plf] V pbs] vmax v Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 1 Ln1, Levl 2 Both 1.0 6276 247.8 247.8 260 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 [pit] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V pbs] vmax v Int Ext Co C Total V pbs] 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 S 260 6478 0.34 Line C LnC, Levi 2 Both 1.0 832 13.4 13.4 260 1.00 S 260 16120 0.05 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 lis ed in Sheathing and Framing Materials tables. For Dir- Direction of seismic force along shearline. H/W-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 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 = Strongest 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 sheartine. 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 design) Level 1 Line- Location [ft] Wall Posit'n X Y Line 1 1-1 L End 0.00 0.12 1-1 L Op 2 0.00 0.54 1-1 R Op 1 0.00 7.79 1-1 L Op 2 0.00 13.88 1-1 R Op 2 0.00 17.13 1-1 R End 0.00 35.88 Line 2 2-1 L End 46.75 0.12 2-1 L Op 1 46.75 2.88 2-1 R Op 1 46.75 6.13 2-1 R End 46.75 27.88 Line 3 3-1 L End 62.00 0.12 3-1 R End 62.00 35.88 Line A A-1 L End 0.12 0.00 A-1 L Op 4 0.54 0.00 A-1 R Op 1 21.38 0.00 A-1 L Op 2 24.63 0.00 A-1 R Op 4 34.88 0.00 A-1 L Op 4 36.37 0.00 A-1 R Op 4 46.63 0.00 A-1 L Op 4 48.13 0.00 A-1 R Op 4 58.38 0.00 A-1 R End 61.88 0.00 Line B B-1 L End 0.12 28.00 B-1 L Op 1 7.54 28.00 B-1 R Op 5 13.79 28.00 B-1 L Op 5 14.54 28.00 B-1 R Op 5 21.63 28.00 B-1 L Op 5 21.88 28.00 B-1 R Op 5 31.63 28.00 B-1 L Op 5 31.71 28.00 B-1 R Op 4 40.54 28.00 B-1 L Op 5 46.88 28.00 B-1 R Op 5 51.46 28.00 B-1 R End 61.88 28.00 Line C C-1 L End 0.12 36.00 C-1 R End 61.88 36.00 Tensile ASD Holddown Force [Ibs] Shear Dead Ev Cmb'd 5 75 3350 119 28 3259 3350 79 18 3289 3239 178 42 3103 3239 148 35 3125 23 47 3211 195 45 3062 3211 172 40 3080 1020 281 66 805 1020 281 66 805 36 1204 2699 1359 317 1658 2699 758 177 2118 663 663 663 663 2699 772 180 2107 2699 205 48 2542 878 538 126 466 878 959 224 143 491 550 515 702 690 626 878 1065 248 62 878 766 179 291 878 1053 246 71 878 749 175 304 134 967 134 967 Cap Crit Hold-down [Ibs] Resp. HD5B 4055 0.80 HDSB 4055 0.81 HD5B 4055 0.77 HD5B 4055 0.77 HD5B 4055 0.76 HD5B 4055 0.76 HD5B 4055 0.20 HD5B 4055 0.20 HD5B 4055 0.41 HDSB 4055 0.52 HD5B 4055 0.52 HD5B 4055 0.63 HD5B 4055 0.11 HD5B 4055 0.04 HD5B 4055 0.02 HD5B 4055 0.07 HD5B 4055 0.02 HD5B 4055 0.07 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 712.4.2.2 =-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 ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 712.4.2. 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 Line 1 1-1 1-1 1-1 Line 2 2-1 2-1 Line A A-1 A-1 A-1 Line B B-1 B-1 B-1 B-1 Position on Wall or Opening Right Opening 1 Left Opening 2 Right Opening 2 Location [ft] X Y 0.00 0.00 0.00 Right Opening 1 46.75 Right Wall End 46.75 Right Opening 1 Left Opening 2 Right Opening 4 Left Opening 1 Right Opening 4 Left Opening 5 Right Opening 5 21.25 24.75 58.25 7.67 40.42 47.00 51.33 7.67 14.00 17.00 6.00 28.00 0.00 0.00 0.00 28.00 28.00 28.00 28.00 Drag Strut Force ribs] —> <- 1337 872 1395 1337 872 1395 1177 1177 1570 1570 872 213 1162 524 979 530 728 872 213 1162 524 979 530 728 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 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 shearline 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 19 r WoodWorks® Shearwalls DEFLECTION ( flexible seismic design 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 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 Defl 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 Line B 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 Line C 2 E->W 1 125.5 10.67 10.00 16.5 .004 .015 63 .001 .009 0.12 0.15 C-1 i e tea. Both Ext 19.2 62.00 10.00 16.5 .000 .002 10 .000 .000 0.01 0.01 Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Sheariine B 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 - Wall height Defl - Horizontal sheatwall 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 - Unfacto►ed 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® ShearwaIls 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 Defl 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 HD5B 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 HD5B 26 .004 .000 0.004 - - 0.068 0.04 0.11 0.10 E->W HD5B 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 Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overtuming, 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 DA1. 5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D 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 Defl - Horizontal deflection = h/b x da (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 WoodWorks® Shearwalls 2014-M4-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 1 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 - Shearline 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 A WoodWorks® Shearwalls 2014-M4-Malik.wsw Oct. 21, 2014 09:46:07 23 Project: 2014-M4-MALIK Location: NEW ROOF BEAM Roof Beam [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 U1384 Dead Load 0.06 in Total Load 0.16 IN U833 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1489 Ib 1489 Ib 985 Ib 985 Ib 2474 Ib 2474 Ib 1.11 in 1.11 in BEAM DATA Span Length Unbraced Length -Top 10.8 ft 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. to Grain: Base Values Fb = 1050 psi Cd=1.15 CF=1.00 Fv = 140 psi Cd=1.15 E = 1300 ksi E_min = 470 ksi Fc - -L = 405 psi Controlling Moment: 6698 ft-lb 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: Fb' = Adjusted 1208 psi Fv' = 161 psi E' = 1300 ksi E_min' = 470 ksi Fc -1' = 405 psi Req'd Provided 66.57 in3 121.23 in3 23.05 in2 63.25 in2 150.64 in4 697.07 in4 6698 ft-lb 12199 ft-lb -2474 lb 6789 Ib Bruce S. MacVeigh, P.E. 14245 59th Avenue S Tukwila, Washington 98168 StruCalc Version 8.0.113.0 10/23/2014 10:22:10 AM page of LOADING DIAGRAM A 10.83 ft B ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 25 psf DL = 15 psf TW= 7 ft LL = 25 psf DL = 15 psf TW= 4 ft WALL = 0 plf 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 plf Beam Uniform Dead Load: wD_adj = 182 pif Total Uniform Load: wT = 457 pif r Projeect: 2014-M4-MALIK Location: NEW ROOF RAFTERS Roof Rafter [2009 International 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 DEFLECTIONS Center Live Load 0.17 IN L/774 Dead Load 0.11 in Total Load 0.28 IN U478 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 134 pif 179 Ib Upper Dead Load © A 83 pif 111 Ib Upper Total Load © A 217 plf 290 Ib Lower Live Load @ B 134 plf 179 Ib Lower Dead Load @ B 83 plf 111 Ib Lower Total Load @ B 217 plf 290 Ib RAFTER SUPPORT DATA A B Bearing Length 0.48 in 0.48 in RAFTER DATA Interior Span Length 10.75 ft Rafter Pitch 3 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Base Values Adjusted Fb = 850 psi Fb' = 1349 psi Cd=1.15 CF=1.20 Cr=1.15 Shear Stress: Fv = 150 psi Fv' = 173 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi Comp. -I- to Grain: Fc - I = 405 psi Fc -1' = 405 psi Controlling Moment: 779 ft-lb 5.375 Ft from left support of span 2 (Center Span) Created by combining all dead Toads 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: Req'd Provided Section Modulus: 6.93 in3 13.14 in3 Area (Shear): 2.45 in2 10.88 in2 Moment of Inertia (deflection): 17.93 in4 47.63 in4 Moment: 779 ft-lb 1477 ft-Ib Shear: 281 Ib 1251 Ib Bruce S. MacVeigh, P.E. 14245 59th Avenue S Tukwila, Washington 98168 StruCalc Version 8.0.113.0 10/23/2014 10:22:11 AM page /of LOADING DIAGRAM RAFTER LOADING Uniform Roof Loading Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 11.08 ft Eave Span: L-Eave-adj = 0 ft Rafter Live Load: wL-adj = 31 plf Eave Live Load: wL-Eave-adj = 31 plf Rafter Dead Load: wD-adj = 19 plf Rafter Total Load: wT-adj = 51 plf Eave Total Load: wT-Eave-adj = 51 plf • P roect: 2014-M4•MA L I K Location: Mansard Beams- (bottom member) Roof Beam [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: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 394 Ib 394 Ib Dead Load 785 Ib 785 Ib Total Load 1179 Ib 1179 Ib Bearing Length 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 #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 675 psi Fb' = 776 psi Cd=1.15 CF=1.00 Fv = 140 psi Fv' = 161 psi Cd=1.15 E = 1100 ksi E' = 1100 ksi E_min = 400 ksi E_min' = 400 ksi Fc -1= 405 psi Fc -1 = 405 psi Controlling Moment: 4643 ft-lb 7.875 ft from left support Created by combining all dead and live loads. Controlling Shear: -1061 Ib At a distance d from support. Created by combining all dead and live Toads. Comparisons with required sections: Read Provided Section Modulus: 71.78 in3 82.73 in3 Area (Shear): 9.89 in2 52.25 in2 Moment of Inertia (deflection): 179.47 in4 392.96 in4 Moment: 4643 ft-lb 5352 ft-lb Shear: -1061 Ib 5608 Ib 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 8.0.113.0 10/23/2014 10:59:28 AM page /of LOADING DIAGRAM 0 A 15.75 ft EI- ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 1 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 60 pIf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 15.75 ft Beam Self Weight: BSW = 10 pIf Beam Uniform Live Load: wL = 50 pIf Beam Uniform Dead Load: wD_adj = 100 pIf Total Uniform Load: wT = 150 pIf Protect: 2014-M4-MALIK Location: 6 x6 Facade Columns (typ) Column [2009 International Building Code(2005 NDS)] 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 = Dead Load: Vert-DL-Rxn = Total Load: Vert-TL-Rxn = 638 Ib 1427 Ib 2065 Ib COLUMN DATA Total Column Length: Unbraced Length (X-Axis) Lx: Unbraced Length (Y-Axis) Ly: Column End Condtion-K (e): Axial Load Duration Factor 10 ft 10 ft 10 ft 1.00 COLUMN PROPERTIES #2 - Hem -Fir Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Min. Mod. of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Fc = 575 psi Cd=1.00 Cp=0.75 Fbx = 575 psi Cd=1.00 CF=1.00 Fby = 575 psi Cd=1.00 CF=1.00 E = 1100 ksi E_min = 400 ksi Adjusted Fc' = Fbx' = Fby = 431 psi 575 psi 575 psi E' = 1100 ksi E_min' = 400 ksi dx = 5.5 in dy = 5.5 in A = 30.25 in2 Sx = 27.73 in3 Sy = 27.73 in3 Lex/dx = 21.82 Ley/dy = 21.82 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): Bending Stress Lateral Loads Only (X-X Axis): Allowable Bending Stress (X-X Axis): Bending Stress Lateral Loads Only (Y-Y Axis): Allowable Bending Stress (Y-Y Axis): Combined Stress Factor: Fc = 68 psi Fc' = 431 psi Mx -ex = 0 ft-Ib My-ey = 0 ft-Ib Mx = 0 ft-Ib My = 0 ft-Ib Fbx = 0 psi Fbx' = 575 psi Fby = 0 psi Fby = 575 psi CSF = 0.16 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 8.0.113.0 10/23/2014 11:08:10 AM page /of LOADING DIAGRAM 10ft 1 A AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 638 Ib PD = 1371 Ib CSW = 56 Ib PT = 2065 Ib Pro{jct: 2014-M4-MALIK Location: Facade footings Footing [2009 International Building Code(2005 NOS)] Footing Size: 1.5 FT x 1.5 FT x 12.00 IN Reinforcement in Long 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 F'c = 3000 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W= 1.5 ft L = 1.5 ft Depth = 12 in d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 6 in n= 6in FOOTING CALCULATIONS 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 lb vc2-a = 115905 Ib vc2-b = 150473 Ib vc2-c = 77270 Ib vc2 = 77270 Ib Short Direction: Bending Calculations: Factored Moment: Mu = 5999 Nominal Moment Strength: Mn = 223479 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 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 8.0.113.0 10/23/201411:10:41 AM page of LOADING DIAGRAM 12 in 6 in 1.5 ft T 3 in T FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate 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 Long Direction: Bending Calculations: in-Ib Factored Moment: in-Ib 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 in 6 in hvac roof EVALUATION NORMAL MOMENT LOAD ADDITIONAL LOAD CALCULATION ACCURATE ROOF WEIGHT Design Properties, Material Weights, and Job -Site Safety Trus Joist • Us' Joist Specifiers Guide 2025 • January 2004 Design Properties (i OO Load Duration) Depth '• Baslc:Prop'erties :` :ReactJOn Prtipeities 1 i" 31h"Intermediate ; End Reaction (Ibs) Reactlotl:; No Web With' Web' 1560 Stiffeners °';;_Stiffeners., 885 1 935 N`A 980`" 2,145 N A - 0 1,035! 2 410 N.A.; „ 238 t 885 4 1,935 2;295 5 980> 2,145 a2;505 2,410 2;765.. 1265 =3,000 ri 3,475 1 0 2 $r 3,565 r 851 1,860 885> 5 !.1,945 980: 2145` 2 505,7 454: 1,945 ; `; 5 1 035 2,410 ; ; r:r 2,765 i12 1 955 , , 1t080 2;460 2 815` 2 390 F 1265; 3 000 3,475 a66 7 2,190 980" 2,145 2 505 . . 6t8: 2 190 .b35+x 2,410 rr 2;765 405 330" 2190 1,080'a. 2,46a 2,815._ 7;252 2,710., ':.', 1;265°,r. , ..:3;000 Y. i •: 3;475•it 'i:. (1) Caution: Do not Increase Joist moment design properties by a repetitive member use factor. laximum, Joist'' fiesis[ive' Weigh Moment(1);4 (Ibg/tt) Joist: Ulf! >Maximum El x Vertical (in 2-Ibs) Shear (they 110 23 2,380 140 1,220 210 :2.6 4 .2,860' - 167 1,330 '•230 2:7• 3d75 ; i83 ;:103 110 12.5 z 3,01 5• 0 283 1 6 5 230: 3.0 4,015 31'0 1,655 `' I 035 360 • 3.0 6,180 419 1;705 210 3i• iA ` 4,2$0 i, °41 75$.. 360 3 3' , 7,335 560 2. 11 t,275 210` 3 3 4,895 230 : 3.'S_ r 5 440 360 ' • ,560::,; 4;5? x . 12,925 ,: General Notes • Design reaction includes all loads on the joist. Design shear is computed at the face of supports including all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with pending ICC ESR-1153 and these increases are reflected in span tables. • The following formulas approximate the uniform load deflection of a (inches): For TJI®110, 210, 230, and 360 Joists 22.5 wL4 2.67 wL2 = El + dx105 For TJI® 560 Joists 22.5 wL4 2.29 wL2 e- El + dx105 w = uniform load in pounds per linear foot L = span in feet d = out -to -out depth of the joist In inches El = value from table above WARNING Joists are unstable until braided laterally Bracing Includes • Blocking • Hangers • Rim Board • Sheathing • Rim Joist ' • Strut Lines Tye joistsare intended for dry -use applications eckof,con cerd of prop'er bracing during construction can result ih 'erfous accidents Untter,itormal conditions it the fotio;wing ljdidelines are observed; accidents will be avoided; i bba nd riifl joists at'tti entf supdors of the it Pyne)alied and ptopeflylaile5 li ed a iNaii or an exlstinpdeck, plust be estab *his°can also be accomplished,by a temporary or eee to tfie first 4Ffieelf )dints at the end of vim, ;'v:., u a : F•+ w:r v,:{ r ::1n;, X.c .e,..a.a Material Weights (Include TJI® weights in dead load calculations -see Design Properties table at left for joist weights) Floor Panels Southern Plne 2' plywood 1.7 psf Sr§' plywood 2.0 psf 3' plywood 2.5 psf 114" lywood 3.8 psf OSB 2.2 psi 34' OSB 2.7 psf 1' OSB 3.1 psf 11/2'OSB 4.1 psf Based on: Southem pine - 40 pcf for plywood, 44 pcf for OSB Woos s ingles .I psf Clay tile 9.0 to 14.0 psf Slate (343' thick) 15.0 psf Roll or Batt Insulation (1" thick): Rock wool 0.2 psf Glass wool . , 0 1 psf Floor Finishes Hardwood (nominal 1") 4.0 psf Sheet vinyl 0.5 psf Carpet and pad 1.0 psf 3' ceramic or quarry tile 10.0 psf Concrete: Regular (1') 12.0 psf Lightweight (1') 8.0 to 10.0 psf Gypsum concrete (Val 6.5 psf Ceilings Acoustical fiber tile 1.0 psf a ' gypsum board 2.2 psf 3' gypsum board 2.8 psf Plaster (1' thick) 8 0 psf (t il'i iirpGAi must be nailed o a ti ailed end wall or fit) 3' actt joist` Without tfitsi racing, buckling y probable unila ght contn,o}ien loads --like a tfaole0o eadt TJI® jots efiaf itionattoads tint flan tibm fue lgnmen 3/6 VDA IKIN DCG COMMERCIAL COOLING CAPACITY.• 34,600 — 71,000 BTU/H HEATING CAPACITY. 36,800 —110,400 BTU/H 3- TO 6- N PACKAGED A15 ELECTRIC UNITS 13 SEER/up TO 11.3 EER 80% AFUE rantents nenclature:i...... ......... .............,....: roduct Specifications 3i xpanded Cooling Data ;. 11 • :ata 19 imensfons 25 hang Diagrams } ... 29: ftces$ories 36 ■ Standard Features • Patented tubular heat exchanger • High -efficiency scroll compressor • High and low-pressure switches • Copper tube / aluminum fin coils • Contactor with lugs • High -capacity, steel -cased filter drier • 24-volt terminal strip • Convertible airflow orientation • Easy to service • Built-in filter rack with standard 2" filters • Bottom utility entry • Complies with California Low NOx emissions standards •. Units meet the performance outlined in Table 6.8.1A of ASHRAE Standard 90.1-2010 • AHRI Certified; ETL Listed • Cabinet Features • Heavy -gauge, galvanized -steel cabinet with UV -resistant powder -paint finish • Full Perimeter Rail • Sloped drain pan 'Gusus 4. Intertek • Complete warranty details available from your local dealer or at www.daikincomfort.com. SS-DCG3 www.daikincomfort.com • 6/15 Supersedes 6/14 DIMENSIONS (CONT.) 16 5.104 19.470 — 12.000—► ONDENSATE DRAIN BOTTOM EXIT 0 SUPPLY AIR DUCT 17.000 48.312 23.442 20.905 11.000 8.192 I 0 5.558 25.000 N A1R-DUCT--.� 74.061 BAS PAN VIEW (VIEWED FROM TOP) a o o• 0 0 0 e 0 0 0 0. 0 e o 0 t MODEL TONNAGES "A" "B" "C" 3 TON COMMERCIAL GAS. HT PUMP, AIR CONDITIONER 38.840 16.555 26.055 4 TON COMMERCIAL GAS, HT PUMP, AIR CONDITIONER 38.840 16.555 26.055 5 TON COMMERCIAL GAS, HT PUMP, AIR CONDITIONER 38.840 16.555 26.055 6 TON COMMERCIAL GAS, HT PUMP, AIR CONDITIONER 42.840 20.555 30.055 66 0 TSTAT WIRE ENTRANCE LEFT END VIEW -► 7.984 fe- • 5.872 -10 372 INE WIRE ENTRANCE I 8.555 t "A" 22 www.daikincomfort.com SS-DCG3 UNIT CLEARANCES Maintain an adequate clearance around the unit for safety, service, maintenance, and proper unit operation. Leave a total clearance of 75" on the main control panel side of the unit for possible removal of fan shaft, coil, electric heat, and gas furnace. Leave a clearance of 48" on all other sides of the unit for possible compressor removal or service access, and to ensure proper ventilation and condenser airflow. Do not install the unit Beneath any obstruction. Install the unit away from all building exhausts to inhibit ingestion of exhaust air into the unit's fresh -air intake. ELECTRICAL ENTRANCE LOCATIONS High -Voltage Entrance (Remove Plug • • .00 I I II ° 40 I I Low -Voltage Entrance 12%" 1 30'4" 1 CORNER & CENTER -OF -GRAVITY LOCATIONS Low -Voltage Entrance Power Thru the Curb 335" Dia. 4714" 734" Adr4llk UNIT 3-TON 4-TeN 5-ToN 6-TON WEIGHTS WEIGHTS WEIGH'iS WEIGHTS WEIGHTS Corner Weight (A) Corner Weight (B) Corner Weight (C) Corner Weight,(D) 100 170 105 170 11 18 1 1 10 115 195 120 195 130 2 30 215 Unit Shi..i : Weight Operating Weight 560 545 65 58 1 650 25 715 690 Not- "'^ culated without accessories nstalled. SS-DCG3 www.daikincomfort.com 23 • Western Woods Use Book 3.3 Western Lumber Design Values BASE VALUES FOR WESTERN DIMENSION LUMBER* Sizes: 2" to 4" thick by 2' and wider • Use with appropriate Adjustments in Tables 3.1A through 3.103 Grades described in Western Lumber Grading Rules, Sections 40.00, 41 00, 42.00 and 62.00, • Also Stress -Related Boards 6�� Table 3.4• BASE VALUES see Section 30.60 Extreme Tension Compression Species Fiber Stress in Bending Fb Parallel to Grain HorIYontal Shear Perpen- dicular Parallel to Grain 'Modulus of Elasticity or Group Grade .Single .. Ft Fr Fri Fe E � you las 5 Fir- � _. Select Structura 1450 1 00 95 625 1700 1,900,000 Larch No. 1 at S`1t. 1150 95 625 1500 1,800,000 Douglas Fir Western Larch •. No. 1 No. 2 No. 3 Construction Standard Utility tud 1000 875 500 1000 550 275 875 675 575 325 • 650 • 375 '175 :450 :: '`. 95 95 95 . ' '95 ' • 95. •95 ' ?,..,;... 95. '".'. • ." 625. 625 625 . 625 625 625 . ` .:825 .. 1450 1300 - 750 1600 1350 875 825 1,700,000 1,600,000 1,400,000 1,500,000 1,400,000 i 1,300,000 1,400,000.;. • Douglas Fir- Select Structural South No. 1 No.2 Douglas Fir South No. 3 Construction . Standard Utility Stud 1300 900 825'• 475 925 525 250 650 875 600 525 300 600 350 150 ,425 90 90 90 90 90 90 90 • •90 520 520 520 520 520 520 520 • 520- •:; 1550 1400 1300 j 750 1550 1300 875 . 825 :I. 1,400,000 i 1,300,000 1,200,000 1,100,000 1,200,000 1,100,000 1,000,000 .1,100,000:; Hem -Fir We3ternHemlock Noble Fir Ca1:7omia Red Fi: t3rand Fir Pacific s&!vetFir While Fir .. _ Select Structural No. 1 & Btr. No. 1 No. 2 No. 3 . Construction Standard Utility Stud 1400 1050 950 850 rig 975 550 250 675, 900 700 600 500 300 575 325 150 ' <:400' 75 75 75 75 75 75 75 75 ':75 ., 405 405 405 405 405 405. 405 405 405;-:. 1500 1350 1300 1250 725 1500 1300 .850 .;800. :... 1,600,000 1,500,000 1,500,000 1,300,000 1,200,000 1,300,000 1,200,000 1,100,000 1,200,000. Spruce -Pine -Fir (South) western Species: Engelmann Spruce sitlre Spruce Lodgepole Pine Select Structural No. 1 No. 2 No. 3 Construction Standard Utility ; . Stud 1300 850 750 425 850 475 ' 225 575: 575 400 325 200 375 225 : 100 • . • :• :: 250 '.:' 70 70 70 70 .70 70 - :. 70 .70'. 335 335 335 335 335 335' 335 '' . 1200 1050 975 550 1200 1000 650 :' . ;600.: 1,300,000 1,200,000 1,100,000 1,000,000 1000,000 .900,000 •335 . `900,000 • 1;000 000.'' Western Cedars MI Western Red Cedar Incense Coder Port Orford Cedar Alaska Cedar Select Structural No. 1 No. 2 No. 3 Construction Standard: Utility Stud, - . ;::..• :•:• 1000 725 700 400 800 450. 225 ; .550• 600 425 425 250 475 275 .• • 125 325 75 75 75 75 75 75 75, 75 425 425 425 425 425 425 425 425 1000 825 650 375 850 650 425 400 1,100,000 1,000,000 1,000,000 900,000 900,000 800,000 800,000 1 • 900,000' Western Woods .4ny of Me species In the first four species groups above plus any or all of the following; Idaho Wilke Pine Ponderosa Pine Sugar Pine Alpine Fir Mountain Hemlock Select Structural . No. 1 No. 2 No. 3 • Construction • Standard Utility _ �! tudd Est ` 875 650 650 375 ' 725 400 • ' 200 , . 50tS' 400 300 275 175 :•325 `'.-..'•..' •175 ' . : 75 '• -• �• s 5.• _ 70 70 70 70 .. 70 • •70 70 • .70 . • ,- .. 335 335 ' 335 335 335 335 335 • 335" 1050 925 875 500 1050 • 900 '600 • • 550 1,200.000 1,100,00r., 1,000,000 900,000 1,000,000 900,000 800,000 • 900,00'0 -Design values in pounds per square inch. City of Tukwila Department of Community Development 8/2/2016 DAVID MALIK 26220 116 AVE SE #201 KENT, WA 98030 RE: Permit No. D14-0346 CHEVRON 14415 TUKWILA INTERNATIONAL BL 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 9/8/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 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 9/8/2016, 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, W Rachelle Riple Permit Technician File No: D14-0346 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director March 22, 2016 David Malik 26220 116th Ave SE #201 Kent, WA 98030 RE: Request for Extension #1 Permit Numbers D14-0346 Dear Ms. Hall This letter is in response to your written request for an extension to D14-0346. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit for an additional 180 days, through September 08, 2016. If you should have any questions, please contact our office at (206) 433-7165. Sincerely, Rachelle Riple Permit Technician File: Permit No. D14-0346 W:\Permit CenterAExtension Letters\Permits\2015\EL15-0450 Permit Extension .docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 2/2/2016 D AVID MALIK 2th0 116 AVE SE #201 KEVT, WA 98030 REI: Permit No. D14-0346 ' CHEVRON 14415 TUKWILA INTERNATIONAL BL Dear Permit Holder: In rIviewing our current records, the above noted permit has not received a final in'spection by the City of Tukwila Building Div sion. Per the International Building Code, International Mechanical Code, Unform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these c des shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 189 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 day$. Your permit will expire on 3/8/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schLdule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. Allan Ekberg, Mayor Jack Pace, Director -or- rokKLutm i)luTTAagiz fixrPoio e 71) fiSoD � RECEIVED 71d�ACyYQ:( CITY OF TUKWILA MAR 112016 PERMIT CENTER 2) Submit a written request for perniit extension to the Permit Center at least seven(7) days before it is due to expire. Address i 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 our extension request is granted, you will be notified by mail. y In the event you do not call for an inspection and/or receive an extension prior to 3/8/2016, 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, Y2ik4ftg Orku) Racheelle Ripley Perm t Technician File No: DI4-0346 Request for Extension # Current Expiration Date: Extension Request: `1 11 Approved for days Denied (provide explanation) Signature/Initials 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 2/2/2016 DAVID MALIK 26220 116 AVE SE #201 KENT, WA 98030 RE: Permit No. D14-0346 CHEVRON 14415 TUKWILA INTERNATIONAL BL 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 3/8/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 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 3/8/2016, 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, Rachelle Ripley Permit Technician File No: D14-0346 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development November 20, 2014 DAVID MALIK 26220 116 AVE SE #201 KENT, WA 98030 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0346 CHEVRON - 14415 TUKWILA INTERNATIONAL BL Dear DAVID MALIK, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. Corrections have been requested as listed below: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. 1. The new addition shows the new walls and roof insulated per current code. However the floor slab shall also require minimum 24 inch wide R-10 insulation around the perimeter to conform to current prescriptive energy codes. "Additions, alterations, renovations or repairs to an existing building, building system or portion thereof shall conform to the provisions of WSEC as they relate to new construction." Provide a revised detail for floor insulation, to include a thermal break provided in the design detail per 2012 energy code. Another possible option would be to provide a building component performance approach. (WSEC C101.4.1, C101.4.3, TABLE C402.2, C402.2.6 Slabs on grade, & C402.1.3) 2. Specify type or source of air-conditioning that will be provided for the new addition. Also a fan shall be required in the new prep room. (2012 IMC 403.8.4 WSA) 3. In addition to plumbing and other mechanical equipment permits, the cooler shall require a separate mechanical permit for its relocation and installation complete with full specs for installation of the cooler and condenser units. 4. Provide details for the accessible barrier free features for the accessible bathroom to include signage, grab bar spacing/location dimensions, blocking details for grab bars sufficient to hold 250 lbs. vertical and horizontal forces and installation dimensions for all fixtures. Specify knee protection of pipes under the sink. (2009 ANSI Chapter 6) 5. Provide door specification to include ADA compliant door hardware specifications. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a' Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. Sincefely, JMA File 1 ' D14-034 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0346 DATE: 08/17/15 PROJECT NAME: CHEVRON ADDITION SITE ADDRESS: 14415 TUKWILA INTERNATIONAL BLVD L Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Bung dion Public Works Fire Prevention Structural El Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/18/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: DUE DATE: 09/15/15 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: � Plan Check/Permit Number: (:)/ ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: l f ° `#z Ci 2. 4 /z/7Lr Contact Person: �� �C �°I�CL/ /� j �L� Phone Number: 4 S 7 /— E 7?' Summary of Revision: ��rr G /41-L C rs I /YE 2 ,P5 F--/t70c-)'-17 RECEIVED CITY OF TUKWILA AUG 0 4 2015 PERMIT CENTER Sheet Number(s): /'`1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 Entered in TRAKiT on PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0346 PROJECT NAME: CHEVRON DATE: 1-28-15 SITE ADDRESS: 14415 TUKWILA INTERNATIONAL BL Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: ,iiuc,, 14' -`S Buil.ng .Division Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 1-29-15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 2-26-15 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 14-0346 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Chevron Project Address: 14415 Tukwila International Blvd Contact Person: 1DA-V 117 M A -LA EL Phone Number: Summary of Revision: I. PET#u. /rO o W p' (2• 0 ( N S C.ATI o R O won- �. Pr'D Cr1fl D UDC' ??— c7)t &1NA-t— )C,ICtlltC-. tiles ANICA _ r(Z& czoit 'Co f-24✓t pE /1.1F00-- J A--rco/Q 3. (%N .0 7 p)--0-1, N uomil i M PiitS �- . A-0A- i t.flN ` ar ..5 A-p o D .* fkA-72-Dw-rr,E so uLt A . tter _ CITY OF TuKWI A IJAP 2 a 2015 PEPOsT CENTER Sheet Number(s): ) fl4i -3 '1d Rev 1 SED "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on Vitt' C:\Users\jennifer-m\Desktop\Revision Submittal Form.doc Revised: May 2011 PERIVili COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0346 DATE: 10/31/2014 PROJECT NAME: CHEVRON SITE ADDRESS: 14415 TUKWILA INTERNATIONAL BLVD X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Ar COW' 1\ 7 Building Division C U' d H Public Works I1 itiJC. I1-77 -11 cPL /h° Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 11/04/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 12/02/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: PROJECT NAME: cif+ l'e:V 1/ PO Or) PERMIT NO: Dt vW() I SITE ADDRESS: I 415 TAW lla 11/I'-` l P ORIGINAL ISSUE DATE: 121 1C7- REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 q+ 15 r-2-K Summary of Revision: l,(, r eSt-eVt1 WIC-ip Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please print Tirupati Inc Page 1 of 2 Horne Inicio en .Espanol Contact Search L&I A-Z Index Help My Secure 1,&t Safety Claims & Insurance Workplace Rights Trades & Licensing Tirupati Inc Owner or tradesperson Malik, Paras Principals Malik, Paras, VICE PRESIDENT WA UBI No. 603 381 851 26220 116th Ave SE # 201 KENT, WA98030 206-841-3355 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. TIRUPI*862DG Effective — expiration 03/07/2014— 03/07/2016 Active. Meets current requirements. Bond ................ No bond accounts during the previous 6 year period. Insurance ............................ Atlantic Cas Ins Co $1,000,000.00 Policy no. L221000621 Received by L&I Effective date 03/07/2014 03/05/2014 Expiration date 03/05/2015 Savings (in lieu of bond) Received by L&I 03/07/2014 Savings account ID $12,000.00 Effective date 03/07/2014 Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp No active workers' comp accounts during the previous 6 year period. Workplace safety and health No inspections during the previous 6 year period. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603381851&LIC=TIRUPI*862DG&SAW= 02/02/2015 SOUTH I44TH STREET LANDSCAPE.SETBAGK BUILDING SETBACK 5 87 °35'33 E 1.13.36' EXISTING DRIVEWAY Nipt N81°35'337 W SITE PLAN SCALE 1" = 20'-0" SOUTH 14OTH ST SOUTH I44TH ST SOUTH 146TH 5T 42ND AVE. S SOUTH 140TH ST -SITE 14415 PAGIFIG. HWY S. SOUTH I48TH ST SITE PLAN SCALE 1" = 20'-0" SEPARATE PERMIT REQUIRED FOR: IEil/Mechanical tall Electrical E Iumbing ►.,Ili Gas. Piping Ciiy cf Tukwila II,if..1.?iNG DIVISION BUILDING . DATA: Project Name: Project Owner: Project Engineer: Project Designer: Parcel Number: Legal Description: Site Address: Gode: Tukwila Chevron PARAS, Inc. c/o David Malik 14413 Tukwila International Blvd.. Tukwila, Washington 1E3168. Bruce 5. MacVelgh; P.E. 14245.51th Avenue South Tukwila, Washington 18168 (206) 242-1665. Leonard 5. Bernhoft Mlke W. Foster, Jr. c/o Bernhoft Associates 102 Broadway, Suite 201 Tacoma, Washington 18402 (253) 274.-0244 004000-0136 NW Section 22, Township 23, Range 04, ADAMS HOME TRS PORTION OF LOTS 11 12- BEGIN INTERSEGTION OF WLY MARGIN OF PAGIFIG HIGHWAY SOUTH, STATE HIGHWAY NO. 1, AND N LINE OF BLOCK 2 TH 5-20-10-11 W Iq1.4 FT TO 5 LINE OF N 188 FT OF BLOCK 2 TH N 81-35-33 !Al 30 FT TH N 53-21-43 W 121.35 FT TH N OI-05-I5 E 120 FT TO N LINE OF BLOCK 2 TH 5 81-35=33 E I13.36 FT. TO POB - AKA PARCEL A OF GITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO 10-14 BLA REGORD I NS NO q I0116062'7 - LESS ST LESS RD PER SUP. COURT #04-2-22144-8 14413 Tukwila International Blvd. Tukwila, Washington g8168 2012 I BG, 2012 I RG, 2012 I PG, 2012 I MG 2012 IFG, 2012 WSEG, Zoning: NGG Building Gode Analysis: Building Occupancy Group: "M Occupanzy Group: Building Occupancy Use: Tukwila Ghevron "B" Occupancy Use: Office'Areas "M" Occupancy User Mercantile Group, Markets Allowable Building Area Calculation: Building Type V-B w/o Sprinkler System Occup. Base Frontage Base plus Building Building Group Area (5F) Increase Frontage Actual Ratio LML Mercantile Group, Markets .1,000 SF, • 0.30 = 2,100 .5F 11,100 SF • 2,206 .5F Frontage Calc: If= [ F/P-O.25] W/30 Frontage: Full Building Perimeter > 20 ft open space Max W. = 30, therefore w/30 =1.0 Frontage Galc: If= [ 10/164-0.25] 30/30 = 0.30 Building Areas: Existing Building, Area: • 1,736 sf New Addition Area: • 410. sf • Total Building Area: ti INDEX OF DRAWING DRAWING DRAWING DRAWING DRAWING DRAWING. DRAWING DRAWING DRAWING DRAWING 'i2RAk INGS: 2,206 sf #I: SITE PLAN #2: EXISTING FLOOR PLAN/ELEGTRIGAL #3: DEMOLITION PLANS: FLOOR PLAN #4: NEW FLOOR . PLAN #5: NEW ELEVATIONS #6: NEW ELEGTRIGAL PLAN #1: , : FOUNDATION PLAN ADDITION #8: • NEW ROOF. FRAMING PLAN #q: CONSTRUCTION DETAILS #10: GROSS-SEGTION 2,206/11,100 =0.11 Ratio < 1.0 OK ROOF FRAMING Gal:, COMPLIANCE APPROVED • •JAN...30.n015 i of Tllca BUILDING DIVISION. FILE COP' Permit No. Plan review —. - approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: Date: CORRETIN LTR#. City of Tukwila, BUILDING DIVISION REV. DATE MOWED IPA 2015 PEROT c * . , REVISION 1 01/14/2015 GORREGTION LETTER client PARAS, INC. C/0 DAVID MALIK TUKWILA CHEVRON 14415 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON (206) S41-3355 . ect L/; DDITION. IC HIGHWAY SOUTH SHINGTON Sheet Description VICINITY MAP SITE PLAN CODE INFORMATION drown by M. POSTER check by LSB /BSMAGVEIsH scale AS SHOWN dote 01/14/2015 discipline . Job number 2014-M4 Sheet Number EXIST. OFFICE 5'-5I EXISTING HARD CEILING EXIST. COOLER EXISTING PRE MFR. METAL PANEL CEILING EXIST. SALES EXISTIING SUSPENDED TILE GEIL 62'-0" / I EITING S HARD CEILING EXIST. TLT 5 EXISTING ELECTRICAL PLAN SCALE 1/4" = 1' 62'-0" EX ST. STORAGE SUSPENDED TILE CEILING • 4 RM #105 EXIST. OFFICE 51.0 SF RM#104 STOCKING AREA Q5.3 SF EXISTING MOP BASIN,- / • EXISTING HAND SINK EXISTING GREASE INTERCEPTOR EXISTING 3-COMPARTMENT SINK 4 4 4 4 ,. 4 4 4 •4 RM # 103 EXIST. COOLER 152.4 5F EXISTING HOT HATER HEATER ABOVE RM #102 EXIST. HG BATH 48.3 SF RM#101 EXIST. STORAGE 391.5 SF RM #100 EXIST. SALES 858.-7 SE 4 •4 4 . . . a 4 , 4 4 • 4•4 EXISTING CONCRETE SIDEWALfK 4 • 4- 4 4 a 4 4 Q. 44 4 62-O" 4„ . 4 4. EXISTING FLOOR PLAN EXISTING DAYLIGHT ZONE EXISTING 2`x4' TYPE IG RATED LAY -IN FLOUR. FIXTURE VI/ (3) T=8 TUBES, W/ ELEG. BALLAST, W/ DIFFUSER EXISTING 2'x2' TYPE IC RATED LAY -IN FLOUR. FIXTURE W/ (3) T-8 TUBES, W/ ELEG. BALLAST, HI DIFFUSER EXISTING HVAC SUPPLY GRILL EXISTING HVAG RETURN GRILL EXISTING THERMAL PROTECTED INCANDESCENT FIXTURE EXISTING 150 GPM EXHAUST FAN / REVIEWED FOR CODE COMPLIANCE APPROVED JAN 3 0 2015 City of Tukwila BUILDING DIVISION sEt0.8.2016 RECEIVED CRY OF TIJK I A JAN 28 2015 REV. DATE REVISION OI/14/2OI5 CORRECTION LETTER client PARRS, INC. C/O DAVID MALIK TUKWILA CHEVRON 14415 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON (206) 841-3355 r,ect DEL/ADDITION PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON Sheet Description EXISTING FLOOR PLAN EXISTING ELECTRICAL PLAN drown by M. FOSTER check by L5B /BSMACVEIGH stole AS SHOWN dote 01/14/2015 discipline Job number 2014-M4 Sheet Number 2 -- la SCALE 1/4" = 1' 2 REMOVE BRICK RM #IO5. EXIST. OFFICE • 51.0.SF o + OPP 6'-0" 11 0" 6'- 1 I/2" EXIST. RM # 104 34 / STOCKING AREA '15.3 5F / -REMOVE 4 RELOCATE EXISTING MOP BASIN / / e I/ EXIST I T EXISTING . . HAND SINK REMOVE 4 RELOCATE EXISTING GREASE I NTERGEPTOR REMOVE RELOCATE EXISTING 3-COMPARTMENT. SINK ROOF DEMOLITION PLAN SCALE 1/4" = 1' 62'-0" LEAVE ALL COLUMNS RM # 103 EXIST. COOLER 152.4 SF TO BE RELOCATED IN NEW ADDITION DEMOLITION PLAN SCALE 1/4" = 1' EXISTING HOT HATER HEATER ABOVE RM #IO2 EXIST. HG BATH 48.3 5F REMOVE EXISTINGO DOOR / REMOVE HALL •Oii :i••i REMOVE 4 RELOCATE HATER CLOSET, HOT HATER TANK 4 LAVATORY TO NEW LOCATION IN THE ADDITION REvlE,WEFOR CODE COMP APPROVED JAI 30 2015 City of Tukmila BUILDING DIVISION REV. DATE 01/14/2015 RECEV fJAN282015 REVISION CORRECTION LETTER client PARAS, INC. C/O DAVID MALIK TUKWILA CHEVRON 14415 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON (206) 541-3355 Protect . REMODEL/ADDITION 14415 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON Sheet Description DEMOLITION PLAN ROOF DEMOLITION PLAN drawn by M. FOSTER check by LSB /BSMACVEIGH scale . A5 SHOWN date 01/14/2015 discipline Job number Sheet Number 2014-M4 5 — of — is 2 "xSTUDS ©I6" O.G. 2"xl2" SINK BACKING: /A 2"x8' BLOCKING TYP. NAIL W/ 3-16d NAILS EACH SIDE OF STUD 3'-6" 2"x5TUD5 @I6" 0.0. VA 2"x8' BLOCKING TYP. NAIL VI/.3-16d NAILS EACH SIDE OF STUD I' r 3'-" 62'-0 53'-3 1/4" 8'-8 3/4" 7'_31I 46'-0 1 /4" 0 m \ \• 'J N RM #102: 1 NEW HO BATH 45.15 5F. I NEW 3Q6- NEW 2x6 HALL RM#104. NEW STOCKING AREA 10.0 5F. -EXISTING HOT HATER TANK RELOCATED EXIST. \.. 3Q • NEW 6x10 H.F #I BM: 16'-10" 13'-O" T EISST. J RM # 103 / RELOCATED COOLER 152.4 SF EXIST. COOLER RELOCATED TO TH15 LOCATION SIMPSON HUGS12 .HANGER_\. V NEW 6xIO H.F.#I BM.- ?aVide 2 frivita . vu ins g -wV4 ec{ nr cad, .f/ov aeram Ltorinkv (je'e lI oq.6 AM,d/ 2402.6) EXISTING. HAND SINK • GRAB -BAR. BACKING DETAIL SCALE 1/2" = 1' ELEVATION / `r \ 11/20/2014 . z• m ELEVATION 20'-7" EXIST. 5Q /1 / \ NEVI 6x10 H.F#I BM. - 1- / LEAV ALL COLUMNS NEW 6x10 H.F #I BM. *Separate Mechanical ermit shall be required for: Coolers, freezers, walk-in coolers and freezers, i.e. assembled and hardwired. *Self-contained "plugin" coolers or freezers (appliance type) shall not require a mechanical permit. RM #100 EXIST. SALES 1.242.0 SF RM #105 NEW OFFICE 50.0 SF RM #106 NEW PREP AREA 55.0 5F NEW SINK 3-COMPARTMENT1 NEW GREASE INTERCEPTOR \ EXIST. 3 • *D +6 NEW MOP BASIN Lr11,71 SIMPSON HUG68 HANGER NEW 6x8 H.F.#2 BM. RM#101 EXIST. STORAGE 3,11.5 5F 0 i d1 N 9 3'-V" 46'-1" 10'-0" 62'-0" NEW FLOOR PLAN SCALE 1/4" = 1' CEILING 6 11 14 10 . -yl-/ II ELEVATION ELEVATIONS: ADA ACCESSABLE BATHROOM SCALE 1/4" = 1' I I SIMPSON HUG68 HANGER NEW 6x8 H.F.#2 BM. RM#101 EXIST. STORAGE 3,11.5 5F 0 i d1 N 9 3'-V" 46'-1" 10'-0" 62'-0" NEW FLOOR PLAN SCALE 1/4" = 1' CEILING 6 11 14 10 . -yl-/ II ELEVATION ELEVATIONS: ADA ACCESSABLE BATHROOM SCALE 1/4" = 1' I I -2 - m CEILING 6 13 a 3 \ ...si X. i If) Q 12 . 6'-6" 1, ELEVATION 10'--O" A 11/20/2014 10'-0" 15'-3" 7'-6" / 2'-6" % -3 5'-O" II O i iU r RM # I O2 \ \ J J 2i1248.15 5F.mac/ -44'NEW HG BATH 'i NEW 306$ \\ IT Iq 5• GFM HWT/ 0 ADA BATHROOM PLAN SCALE 1/4" = 1' DE- comPoWce 3 JNI 3 0 24 r ciVTulw ille / \ 11/20/2014 Door Sc nedule ROOM NAME SIZE WIDTH HST. TYPE HARDWARE TYPE JAMB THRES- HOLD TRIM LOOK FIRE -RATED ASSEMBLY REMARKS 102 H.G. Bathroom 3'-0 S.G.. Birch :f Stained to match Pickering "Seattle Cherry" U510 Satin Bronze Finish W/ Corbin-Russwln Lever Handle Hood N/A Doug Fir - Stained to match Pickering "Seattle Cherry" Yes. Non -Rated Privacy Lockset 103 Cooler Entrance 3'-0II Insulated Metal / Door # Jamb Pointed N/Enamel U51O Satin Bronze 'Finish W/ Corbin-Russwin Lever Handle Hood N/A Doug Fir - Stained to match Pickering "Seattle Cherry" Yes Non -Rated Keyed Lockset OCCUPANT LOAD CALCULATIONS OCCUPANT LOAD CALCULATIONS TUKWILA CHEVRON RM. NO. Occupancy Use Group Square. Footage Load Factor Occupant Load RM-I OO Sales Area II }.A II 1,242 sf 30 sf / occup. 42 Occupants RM-IOI Existing Storage IIMII 391.3 sF. 300 sf / occup. 2 Occupants.. RM-102 Men HG Bath Rm MII 48.8 sF Accessory N/A RM-103 Existing Cooler. 152.4 sf Accessory N/A. RM-104 New Stocking Area 11141 ' 10.0 sf 300 sf / • occup. I Occupant RM-I05 Office 50.0 sf 100 sf / occup. 1Occupant RM-I O6 New Prep Area, 85.OsF 200 sf 'I occup. I Occupant • Occupant Load to be . assigned to the . "M". Occupancy areas. 41 Occupant SHEARHALL HOLDDOHN .SCHEDULE: SYMBOL HOLDDOHN DESCRIPTION SIMPSON #HD5B: H/5/8-.' TITEN HD ANCHOR.• H/ 4 I/2"EMBED''MIN (2) ' 3/4 MB g: STUDS. SHEARHALL NAILING SCHEDULE: SYMBOL SHEARHALL DESCRIPTION 1/2" COX PLYHD ONE. SIDE NAIL H/IOdNAILS c C' O.G.. PANEL EDGES NAIL H/,IOd NAILS 12 O.C: FIELD. 5/8"44 X 12 ABS @ 24 O.G. EXISTING PERIMETER HALLS i/2": GDX FLYHD; ONE: SIDE EXTERIOR NAIL H/ ad NAILS @ 4" O.G. PANEL EDGES ,NAIL H/ IOd .NAILS ©.12" O.G. FIELD EXISTING INTERIOR HALLS 5/8" GHB .TYPE-X, BOTH SIDES. NAIL H/ Sd NAILS: @ 4" O.G. PANEL EDGES NAIL W/ Sd NAILS. © 4" O.0 FIELD v ADA HANDICAP. PED BATHROOM NUMBER LEGEND: I LIGHT 2. 2630 MIRROR 3. 20"xI8" HALL HUNG LAVATORY LAVATORY BACK IS 4" HIGH ACCESSIBLE FAUCET. PROVIDE PIPE KNEE PROTECTION UNDER SINK. 4. I I/2"Px36" LONG GRAB BAR 5. SURFACE MOUNTED. SEAT COVER DISPENSER 6: GYPSUM WALLBOARD ON HALL 7: 6" DIAMETER ROUND DUCT VENTED DIRECTLY TO BLDG. EXTERIOR (INSULATED TO R4) TOILET ROOM EXHAUST FAN SEE SCHEDULE FOR CAPACITY 8. HALL WITHIN 2 FEET OF URINALS AND HATER CLOSETS SHALL HAVE A SMOOTH, HARD, NONABSORBENT SURFACE, TO A HEIGHT OF 4 FEET. ABOVE THE FLOOR, AND EXCEPT FOR STRUCTURAL ELEMENTS, THE MATERIALS USED IN SUCH HALLS SHALL BE : OF A TYPE THAT 15 NOT ADVERSELY AFFECTED BY MOISTURE.: a SANITARY NAPKIN .VENDOR tri col maw 10. SMOOTH HARD NONABSORBENT. SURFACE MATERIAL TO BE INSTALLED ON FLOOR W/ APPROVED MATERIAL EXTENDING UPWARDS A MIN. OF 6". ON HALL NOT REQUIRED TO BE NON -ABSORBENT MATERIAL TO A HEIGHT OF 48" INCHES. II: 3065 DOOR 12. SURFACE MOUNTED PAPER TOWEL RECEPTACLE 18"Wx23"Hxcl"T 13. PAPER. TOWEL DISPENSER • 14. LIGHT SWITCH W/ OCCUP.:SENSOR 15. SOAP DISPENSER 16. ' SURFACE MOUNTED DOUBLE ROLL -TOILET PAPER HOLDER 17. SANITARY NAPKIN DISPOSAL IS. I I/2"Nx42" LONG GRAB BAR Ia. ADA SIGN ® STRIKE SIDE 20.60" x 56" AGGESSIBLITY AREA 21. ELEVATION VIEW KEY 22. VERTICAL GRAB BAR I I/2"4)xIS" REV. DATE REVISION 01/14/2015 CORRECTION LETTER client PARAS, INC. C/O DAVID MALIK 11JKHILA CHEVRON 14415 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON. (206) 54I-3355 Project REMODEL/ADDITION 14415 PACIFIC HIGHWAY SOUTH TUKW Sheet Description NEN FLOOR PLAI$p V.8 20113 drawn by check by LSB /BSMACVEIGH scale date AS SHOWN ' 01/14/2015 discipline Job number 2014-M4 Sheet Number 4 -.of - N NEW METAL SHEETING SIDING TO MATCH EXISTING. MATERIAL NEW SECTION EXISTING LEFT ELEVATION SCALE 1/4" = 1'. FRONT ELEVATION SCALE 1/4" = 1' NEW METAL SHEET NO 2"x12" CEDAR TRIM 2"x12" CEDAR TRIM- NEW METAL SHEETING. NEW I "x6" CEDAR TRIM 2"xI2" CEDAR TRIM 2"xI2" CEDAR TRIM CEDAR TRIM SIDING TO MATCH EXISTING MATERIAL EXISTING NEW SECTION - RIGHT ELEVATION SCALE 1/4" = 1' NEW METAL SHEETING NEW I "x61t CEDAR TRIM MATCH EXISTING SIDING < NEW I "x6" CEDAR TRIM MATCH EXISTING SIDING MATCH EXISTING SIDING 2"xI2" CEDAR TR1M- 2"xI2° CEDAR TRIM < NEW I "x6" CEDAR TRIM - REAR ELEVATION SCALE 1/4" = 1' - C mt,nii ice - a Ear j -3 0 ?t15 BUILDING DIVISION Sid, OS. 201G !RECEIVED - ern, OF TLJKW1 A I JAN 28 2015 P fMI4 CEYd19.r REV. DATE REViSION 01/14/2015 CORRECTION LETTER client PARAS, ENO. C/O DAVID MALIK TUKWILA CHEVRON 14415 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON (2O6) 641=3355 Project ^1`101DEL/ADDITION IFIG HIGHWAY SOUTH Sheet Description ELEVATIONS drawn- M. FOSTER check by L5B /BSMACVEI6H - scale - A5 SHOWN 01/14/2015 - discipline job number EXISTING ELEGTRIGAL EXISTING DAYLIGHT ZONE EXISTING 2'x4' TYPE IG RATED LAY -IN. FLOUR. FIXTURE W/ (3) T-8 TUBES, W/ ELEC. BALLAST, H/ DIFFUSER EXISTING 2'x2' TYPE IG RATED LAY -IN FLOUR. FIXTURE H/ (3) T-8 TUBES, H/ ELEG. BALLAST, W/DIFFUSER EXISTING .HVAG SUPPLY GRILL EXISTING HVAG RETURN GRILL EXISTING THERMAL PROTECTED INCANDESCENT FIXTURE EXISTING 150 GFM EXHAUST FAN ELEGTRIGAL SYMBOLS EXIST. 8' FLUORESCENT FIXTURES. FIXTURE CONTAINS (2) T8 FLUORESCENT LAMPS UNLIMITED WATTAGE. NO REVISIONS TO EXISTING REQUIRED. INTERIOR SURFACE MOUNTED FIXTURE TO EE CONTROLLED BY OCCUPANCY SENSOR AT HALL SWITCH. USE (I) 25 WATT SPIRAL GFL LAMP WATT -STOPPER #PH-100. EXTERIOR SURFACE MOUNTED FIXTURE CONTROLLED WITH PHOTOSENSORS AND SHUT-OFF TIMER, IA COMBINATION LED GREEN EXIT AND EMERGENCY LIGHTING USE: MODEL # SI SGLI2GW (66-00261) 3 WATT LED FIXTURE. EXIT OS HALL MOUNTED OCCUPANCY SENSOR SWITCH. WATT -STOPPER #PW-100. GROUND FAULT GIRGUIT INTERRUPTER LEVITON MODEL # 68Qa-1, 2OA GFI IC- DUPLEX RECEPTACLE OUTLET LEVITON MODEL # GR20-I, 20A TOGGLE LIGHT SWITCH 47/ I RECESSED CEILING EXHAUST FAN USE: BROAN MODEL # HDSO " HEAVY-DUTY FAN " 1.5 SONES RATING, 50 CFM. I KVI "CADET" FORGED AIR HALL HEATER SIZE OF FIXTURE PER PLAN. 'I I' n SD SMOKE DEOR / GL USE: BOSGH MTECTODEL W# FGOPSOO-GEEMENT 62'-0" NEH WALLS LEGEND: HALL SYMBOL HALL MATERIAL DESCRIPTION NEW HALL CONSTRUCTION: FULL HEIGHT HALL FLOOR TO CEILING 2x6 HF #2 STUDS @ 16" O.G. W/ R-21 INSULATION 5/8" TYPE"X" GYPSUM WALLBOARD 1/2" GDX SHEATHING EXTERIOR SIDING EXISTING HALL CONSTRUCTION: FULL HEIGHT HALL FLOOR TO CEILING 2x6. HF #2 STUDS @ 16" O.G. H/ R-2I INSULATION 5/8" TYPE"X" GYPSUM WALLBOARD 1/2" GDX SHEATHING EXTERIOR SIDING NOTES: ALL WORK SHALL CONFORM TO LATEST EDITIONS OF NEG CODES. 2. INSTALLER SHALL VERIFY LOCATIONS OF ALL FIXTURES PRIOR TO INSTALLATION. 3. ELECTRICAL DRAWINGS ARE TO SHOW • • GENERAL LOCATIONS OF FIXTURES. 4. ALL EQUIPMENT SHALL BE UL LISTED, WHERE APPLICABLE. 5, MAXIMUM LIGHTING POWER CONTROLLED FROM A SINGLE SWITCH OR AUTOMATIC CONTROL SHALL NOT EXCEED THAT WHICH IS PROVIDED BY A 20 AMPHERE GIRGUIT LOADED TO NOT MORE THAN 8096. MAXIMUM NUMBER OF FLUORESCENT FIXTURES ON A SINGLE 20 AMPHERE CIRCUIT IS EQUAL TO I2Ov X 20 X .80/ 70W MAXIMUM 2-TUBE FLUORESCENT FIXTURES IS 21. 46'-0 I/4" / 8'-8 3/4" 50 GFM 25 W GFL i / NEH l 3Q6 GFI ELEG HOT WATER TANK EXIST. COOLER EXISTING PRE MFR. METAL PANEL CEILING SUSPENDED T-BAR CEILING SUSPENDED NEW ELECTRICAL W/ EXISTING REV. DATE REVISION 01/14/2015 CORRECTION LETTER 2012 WASHINGTON NON-RESIDENTIAL ENERGY CODE UNIT LIGHTING POWER ALLOWANCE: LPA Maximum Lighting Power Allowance : Table C405.5.2(2) Space -by -Space 2012 NREG New Sales Area areas: 1.68watts per 5f. Office Areas: O.ab watts per sf. Stocking Area areas: O.15 watts per sf. Storage Areas: 0.63 watts per sf: INTERIOR LIGHTING POWER ALLOWANCE TARGET: LIGHTING POWER ALLOWANCE RM Number RM # 100 RM # 100 RM#101 RM#102 RM # 103 RM. # 104 RM#105 RM.#106 Occupancy Use New Sales Area Exist. Sales Area Existing Storage HC Bath Rm Existing Cooler New Stocking Area• Office New Prep. Area Total Sci.. Feet TUKWILA CHEVRON Square Footage 400 sf N/A -Existing N/A -Existing 48.8sF 152.4.sf. QO.Osf 50.0 sf. 85.0 sf 826.2 sf Load Factor 1.68 watts / sf N/A -Existing N/A -Existing 0.18 watts / 5f 0.63 watts / sf 0.115. watts / sf 0.98 watts / SF O. watts / sf Total PROPOSED LIGHTING POWER ('INTERIOR) The existing 4 foot, 2-tube; T-8 fluorescent light fixtures arenot changing from the current layout. The existing ceiling lighting In the existing salesand existing storage areas not considered part of the new lighting budget • The only new fixtures are located In Room #IO2, #103, #104, #105 and #106 plus two new rows of fluorescent In new sales area: Target: Wattage 612.0 watts N/A- Existing N/A- Existing 47.8 watts 16.0 watts. 85.5 watts 41.0 watts 83.3 watts 1,033.8 ,watts PROPOSED: LIGHTING POWER ALLOWANCE Location RM#100 RM # 100 RM#101 RM#102 RM#103 RM#104 RM # 105 RM#106 EXIT SIGNS Fixture Description 2 T-8 Fluorescent 3 T-8 Fluorescent 3 T-8 Fluorescent I CFL bulb Surface I CFL bulb Surface 2 T-8 Fluorescent 2T-8 Fluorescent 2 T-8 Fluorescent Combo Led Green Total # F1xt. Quantity EXTERIOR LIGHTING SUMMARY: 2012 NREC TUKWILA CHEVRON Watts/Fixture .. 10 watts/fixt. : 126 watts/fixt.. 126 watts/fixt. 25 watts/fixt.. 25 watts/flit 10 watts/fuxt. 10 watts/fuxt. 70 watts/fuxt. 3 .watts/fixt Total TRADABLE MAXIMUM ALLOWED LIGHTING WATTAGE. Tradable Surfaces Uncovered Parking Areas, Bldg Grounds Bldg Grounds Building Exits Entrances Building Exits it Entrances Building Exits Description Parking Lots Walkways < 10 ft Landscaping Main Entries Other Doors Entry Canopies Allowed Watts per 'ft2or per If O.I. watts/sF:• • 0,8 watts/If 0.05 watts/sf 30.0 watts/If of door width 20.0 watts/If of door width 0.4 watts/sf (Zone #3.) Proposed: Watts 100 watts N/A Existing N/A existing 25 watts 50 watts 10 watts 10 watts. 70 watts 6 watts 1 11 watts Area (ft2), perimeter (If) or # of items .N/A N/A N/A 5 If 3 If N/A Total Allowed Notts Allowed Watts x ft2 (or x If) 0 watts. 0 watts 0 watts 150 watts 60 watts 0 watts. • .••210 watts TRADABLE PROPOSED LIGHTING WATTAGE: Surface Fixture Description Number of Fixtures Watts/Fixture Watts Proposed 0 watts Soffits Canopies Recessed Flood 0 N/A. Total Proposed Watts NON -TRADABLE MAXIMUM ALLOWED LIGHTING WATTAGE: (Zone #3.).; Non -Tradable Surfaces Description Allowed Watts per ft2or per If Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Building Facade (by perim.) Building perlin. 0,1 watts/sf 1120sf 1112 watts Total Allowed Watts 112 watts NON -TRADABLE PROPOSED LIGHTING WATTAGE: Surface Fixture Description Number of Fixtures Watts/Fixture Watts Proposed Building Facade (by perim.) Building perim.: 25 watts 25 watts Total Proposed Watts 25 watts client PARAS, INC. C/O DAVID MALIK TUKWILA CHEVRON 14415 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON (206) 841 3355 Project REMODEL/ADDITION I -0 drawn by .,,L,,.:.r_•;. w M: FOSTER check by LSB /BSMAGVEIGH scale AS SHOWN date 01/14/2015 discipline Job number 2014-M4 Sheet Number 6 -of - 1O GENERAL NOTES: THESE GENERAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS. ANY DISCREPANCIES FOUND AMOUNG THE DRAWINGS; THESE GENERAL. NOTES AND SITE CONDITION SHALL BE REPORTED TO THE ENGINEER: ANY WORK DONE BY THE CONTRACTOR. AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE • ALL DIMENSIONS AMOUNG ALL DRAWINGS PRIOR TO • PROCEEDING WITH ANY WORK • OR FABRICATION, • THE CONTRACTOR 15 RESPONSIBLE. FOR ALL BRACING. AND • SHORING DURING CONSTRUCTION: STANDARDS: ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE (IBG) AS AMENDED AND. ADOPTED BY LOCAL GOVERNING MUNICIPALITY. DESIGN CRITERIA: VERTICAL .LOADS:. ROOF: FLOOR: LATERAL FORCES: DEAD LOAD LIVE LOAD. DEAD LOAD LIVE LOAD 12 PSF 25 PSF (SNOW), 12 PSF .. 40 PSF I. LATERAL FORCES ARE TRANSMITTED FROM THE ROOF DIAPHRAGM TO THE SHEARWALL. THE LOADS ARE THEN TRANSFERED TO THE FOUNDATION WHERE ULTIMATE DISPLACEMENT. IS RESISTED BY PASSIVE PRESSURE OF EARTH AND / OR SLIDING FRICTION. OVERTURNING IS RESISTED.BY DEAD LOAD OF THE STRUCTURE, 2.WIND: DESIGN HIND SPEED = 85 MPH, 3 SECOND GUST 3.SEISMIC: ZONE D, SEISMIC DESIGN CATEGORY D-I SOIL BEARING PRESSURE: 1500 PSF, SOIL SITE CLASS-D ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR. STRUCTURAL BACKFILL. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c=2000 P5I) OR "STRUCTURAL BACKFILL". AREAS DESIGNATED "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED HELL GRADED. BANKRUN MATERIAL. MAXIMUM DENSITY AS DETERMINED BY ASTM D-1551-18. CONTRACTOR SHALL EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONGEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED WITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM ENGINEER. A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUITABLITY OF BEARING PRIOR TO PLACEMENT OF REINFORCING STEEL. PROVIDE DRAINAGE AROUND ALL WORK TO AVOID HATER SOFTENED FOOTINGS. CONCRETE: CONCRETE SHALL SE MADE WITH PORTLAND GEMENT ASTM G-ISO TYPE I OR TYPE -II, COARSE AND FINE AGGREGATE ASTM G-33, GLEAN HATER AND POTABLE, AND TYPE -A (HATER REDUCING), TYPE-D (WATER REDUCING AND RETARDING) OR TYPE-E (HATER REDUCING AND ACCELERATING) ADMIXTURE ASTM G-4cI4-80 AND SHALL BE READY MIXED PER ASTM G-a4 UNLESS OTHERWISE APPROVED. MATERIALS: ITEM MINIMUM F'c NORMAL SLUMP 28 DAYS INCHES* MAXIMUM FOOTINGS . . 2,500 PSI SLABS .2,500 PSI ALL OTHER CONCRETE . 2,500 PSI 5 CONCRETE MIX - 5:1/2 SACK MIN. DESIGN MIX 5 5 * AT CONTRACTOR'S OPTION, CONTRACTOR MAY USE MASTER BUILDERS SYNERGYZED PERFORMANCE SYSTEMS USING POZZOLITH ADMIXTURES TO PRODUCE FLOWABLE CONCRETE. MAXIMUM SLUMP SHALL NOT EXCEED 1". MASTER BUILDERS CONCRETE TRCHNICIAN SHALL ASSIST IN DETERMINING PROPORTIONS FOR SPS CONCRETE AND SHALL OBTAIN APPROVAL OF ENGINEER PRIOR TO EMPLOYING THIS PROCEDURE. PLACE CONCRETE PER AGI 304 AND CONFORM TO ACI 604 (306) HINTER CONCRETE AND ACI 605 (305) FOR HOT WEATHER CONCRETING. USE INTERIOR MECHANICAL VIBRATORS WITH /000 RPM MINIMUM FREQUENCY. DO NOT OVER -VIBRATE CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION JOINTS OR EXPANSION JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING, EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVEN DAYS AFTER POURING. NON -SHRINK GROUT: MAKE FROM ONE PART ASTM C-I50 TYPE-1 PORTLAND GEMENT, ONE PART FINE SAND ASTM G-33, AND ONE PART "MASTER -FLOW 713" BY MASTER BUILDERS OR EQUAL. MIX DRY AS GAN BE. WORKED, OR MIX TO A FLUID CONSISTENCY AND PACK OR POUR SOLID TO FILL SPACE UNDER PLATES OR SHAPES. USE "EMBECO 636" FOR NONEXPOSED WORK. MATERIAL REINFORCEMENT (CONCRETE): ALL REINFORCING. SHALL CONFORM TO ASTM A-615, GRADE 40 FOR #5 AND SMALLER, GRADE 60 FOR #6 AND LARGER. DETAIL, FABRICATE AND PLACE PER ACI 515 AND ACI 318. SPLICES SHALL BE 24" DIAMETERS OR 18" MINIMUM FOR CONCRETE. WELDED HIRE FABRIC. SHALL CONFORM. TO ASTM A-82 AND A-I85. LAP ONE FULL MESH ON SIDES AND ENDS. PLAGE'AT MIDDEPTH OF SLAB, OR AS SHOWN. STRUCTURAL STEEL: MACHINE BOLTS (M.B:) AND ANCHOR BOLTS (A.B.) ASTM A-307. DRILLED IN ANCHORS: "PARABOLT" BY USM, INC., MILLY FASTENER DIVISION, "RAWL• BOLT", OR APPROVED EQUAL. EMBED BOLT INTO CONCRETE -1" DIAMETER MINIMUM, EXCEPT AS SHOWN, CARPENTRY: .PLYWOOD (STRUCTURAL): .SHALL BE GROUP I OR GROUP II. SPECIES; CD GRADE EXPOSURE -I CONFORMING TO •• •. PS-I-83. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. FRAMING LUMBER: CONFORM TO HEST COAST LUMBER INSPECTION BUREAU (WGLIB).OR WESTERN WOOD PRODUCTS • ASSOCIATION '(WWPA). EACH PIECE SHALL BEAR THE WWPA GRADE •TRADEMARK. SPECIES AND GRADE:. . BEAMS AND HEADERS:. "DOUG FIR / LARCH" No: 2 BLOCKING: "DOUG FIR. / LARCH" No: 3 OR "HEM FIR" No: 2 EXTERIOR STUD WALLS: "DOUG FIR / LARCH" No. 2 OR "HEM FIR" No...2 THE MINIMUM GRADE OF ALL OTHER STRUCTURAL FRAMING: "DOUG FIR" No. 2 OR "HEM FIR" No. 2 GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING' PER 2012 IBC TABLE 2304 .-(1.1 OR MORE, AS. OTHERWISE SHOWN. ALL HOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE. PRESSURE TREATED .MATERIAL. PROVIDE GUT HASHERS HERE BOLT HEADS, NUTS AND LAG SCREW HEAD BEAR ON HOOD. FRAMING CONNECTORS: ALL FRAMING CONNECTORS SHALL BE ICBO APPROVED. TYPE OF . CONNECTORS SHALL CONFORM TO THOSE CALLED OUT ON DRAWINGS OR •AN APPROVED EQUAL. CONTRACTORS GALLED OUT ARE SIMPSON STRONG TIE CONNECTORS AS MADE BY SIMPSON STRONG TIE COMPANY ING, SUBSTITUTION: SUBSTITUTIONS MAY BE ALLOWED ONLY IF THEY MEET THE REQUIREMENTS OF THE GENERAL NOTES AND. SPECIFICATIONS AND APPROVED BY THE ENGINEER. . N 62'-0" 53'-3 I/4" R-10 RIGID INSULATION . 18" VERTICAL 4 6" HORIZONTAL • INSTALLATION, PROTECT. W/METAL FLASHING ABOVE GRADE. 5/8"49x12" A.B. W/ 3"x3"x1/4". GALV. HASHER © 48 0.G. it 12" FROM CORNERS (TYP) HDSB HDSB { { (2) #4 DOWELS x 30" 6" EMBED © FOUNDATION 5/8"4'x12" A.S. W/ 3"x3"x1/4" GALV. WASHER @ 45" O.G. 4 12" FROM CORNERS (TYP) NEW 4" GONG. SLAB -12"xl8" DEEP THICKENED EDGE FOOTING (TYP.) H/(3) #40 BARS CONTINUOUS (I #4 @ TOP 42 #4 BOTTOM) HD5B 8'-13 3/4" N I2"x18 DEEP --' THICKENED EDGE FOOTING TYP. HD5B (V 5'-0" EXISTING SI { T EX. 12"x6" GONG FTC. W/ 6" GONG. STEMWALL EX. 12 "x6" GONG FTC. H/ 6" GONG. STEMHALL EXISTING GONG. SLAB FLOOR EX. 12"x6" GONG FTC. W/ 6" GONG. STEMHALL (2) #4 DOWELS x 30" 6" EMBED @ FOUNDATION EX. 12 "x6" GONG FIG. W/ 6" GONG. STEMHALL J 6 an.c C EXISTING SIDEWALK 62'-0" FOUNDATION PLAN SCALE 1/4" = 1' REVIEWED FOR ODE COMPLIANCE APPROVED DM 3 () 20i`3 CIty of DIVISION BUILDING RECEIVED errY 4F lJKW1.14 I UAH 2 8 2015 REV, DATE REVISION OI/I4/20I5 CORRECTION LETTER client PARAS,' INC. C/0 DAVID MALIK TUKWILA CHEVRON 14415 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON (206) 641-3355 Sheet DescrIpti FOUNDATION PL NOTES 4.8. ma drown by . . , M. FOSTER check by LSB /BSMAGVEIGH scale AS SHOWN • • • date 01/14/2015 discipline Job number 2014-M4 Sheet Number 7 — of I0 53'-•3 1/4" a'-8 3/4" n 2"x6" FRAMED HALL ON TOP OF EXISTING ROOF FRAMING. TRIM OVERHANG TO HALL LINE.. (HATCHED HALL AREAS) FASTEN DOUBLE BOTTOM PLATE OF NEH HALL TO EXISTING DOUBLE TOP PLATES HI SIMPSON SDWF-2716-TUW SPACED © 32" O.G. 2 "x6" FRAMED HALL ON TOP OF EXISTING ROOF FRAMING. TRIM OVERHANG TO HALL LINE, (HATCHED HALL AREAS) FASTEN DOUBLE BOTTOM PLATE OF NEH WALL. TO EXISTING DOUBLE TOP PLATES W/ SIMPSON SDWF-2116-TUW SPACED 32" O.G. r 1r --1r -+r r r-t r —J r L L r LJ LJ r r r r r r r r sal fr" r {- SIMPSON H2.5A CLIPS (TYP) 6xIO H.F.#I BEAM bx10 H.F.#I BEAM r x10 H r J EMI J J OE EN 6xIO H.F.#I BEAM r r r r 2x5 H.F,#2 CEILING JOISTS :i 16" 0.G. 2x8 LEDGER H/ (3) 16d NA LS @ EA. HALL STUD-\ J J J J J J r - _ I 6xIO H.F.#I BEAM WE MI NEW CEILING FRAMING PLAN SCALE 1/4" = 1' PRE-ENGINEERED MANSARD TRUSS SISTERED TO EACH MAIN TRUSS TOP CHORD MEMBER. //A%% //%//%%//%%/%/%////),1%//1 F.#I BRAM SIMPSON .H-I CLIPS (TYP) @ . EACH TRUSS r 4 J r 1 I r Er r r ;\s \ 2x8 BLKG. (TYP) J J J 1 J J • • • • SIMPSON H-3 CLIPS-' J J J J J J 6x8 H.F #2 BEAM 2 "x6 FRAMED HALL ON TOP OF EXISTING ROOF. FRAMING. TRIM OVERHANG TO HALL LINE. (HATCHED HALL AREAS) FASTEN DOUBLE BOTTOM PLATE OF NEW HALL TO EXISTING DOUBLE TOP PLATES H/ SIMPSON SDWF-2-116-TUW SPACED © 32" O.G. 2x6 BLKG. (TYP) %/%i'%%`//%////%// %//// %%%/%%%%/// v/// /iY/,7////. %%/%/'./%//%/%%%%.%//%% /,, rr r SIMPSON H-I CLIPS (TYP) ® EACH END OF TRUSS 6x10 H.F.#I BE M EXISTING ROOF SLOPE BELOW • 1/2:12 1/2:12 b • • • • • • • • . • r NNW 6x10 H,F.#I BEAM • • • . . • • • • • • L EXIS-ING ROOF SLOPE BELOW PRE-ENGINEERED MANSARD TRUSS END NAILED TO EACH MAIN TRUSS TOP CHORD MEMBER H/ (3) 16d NAILS. L L L L L TOP CHORD MEMBER. SISTERED TO EACH MAIN TRUSS PRE-ENGINEERED MANSARD TRUSS • . . • • • • • • • • • • / / / / / EXISTING ROOF SLOPE BEL EXISTINS ROOF SLOPE BEL ///2"xb" TOP CHORD BEARING TRUSSES 24" O.G. PRE-ENG'RD DOUBLE PITCH H/FLAT BOTTOM 1 Li r 1 L L L JL L JL I I L L L LJL JL JL • /7/1 //(...(A :r::1.1"07/i;'//_. 4;1 ir///J_' Li#7.0' ',w,';E %///t •glV/////' ://// //' /. 6x8 H NEk ROO NEk ROO NEW ROOF PLAN SCALE 1/4" = 1' 5 2"x6" FRAMED HALL ON TOP OF EXISTING ROOF FRAMING. TRIM OVERHANG TO HALL LINE. (HATCHED HALL AREAS) FASTEN DOUBLE BOTTOM PLATE OF NEH HALL TO EXISTING DOUBLE TOP PLATES HI SIMPSON SDWF-2116-TUN SPACED @ 32" O.G. J • • , .• •; • J , J J J J , J , J J n 2"x6" FRAMED HALL ON TOP OF EXISTING ROOF.. FRAMING. TRIM OVERHANG TO HALL LINE..: (HATCHED WALL. AREAS) FASTEN DOUBLE BOTTOM PLATE OF NEW HALL TO EXISTING DOUBLE TOP PLATES W/ SIMPSON SDWF-2116=TUW SPACED ©32" O.G. PRE-ENGINEERED MANSARD TRUSS END NAILED . TO EACH MAIN TRUSS. TOP CHORD MEMBER W/.: (3) 16d NAILS. TOP CHORD MEMBER. SISTERED TO EACH MAIN TRUSS PRE-ENGINEERED MANSARD TRUSS JAB 3 0 215 Oty FIECEWED CITY OF T1.116. MLA liAN 28'2015 REV. DATE REVISION 01/14/2015 CORRECTION LETTER client PARAS, INC. G/O DAVID MALIK TUKWILA CHEVRON 14415 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON (206) 541-3355 Project REMODEL/ADDITION 14415 PACIFIC HIGHWAY SOUTH •` Sheet Description. ft FRAMING PLAN LING FRAMING PLAN drown by M. FOSTER check by LSB /BSMAGVEIGH scale AS SHOWN dote 01/14/2015 discipline Job number. 2014-M4 Sheet Number 8 8 — of — 10 1/2" GDX OR 1/16" 055 SHEATHING NAILED © 6" O.G. SUPPORTED EDGE 4 12" O.G. ® FIELD MEMBERS TYVEK HOUSE WRAP PER. MFR. METAL FLASHING OVER INSULATION R-I0 RIGID INSULATION AT FOUNDATION. 24" TOTAL LENGTH REQUIRED 2x6 WALL W/ STUDS @. 16" 0.G. R 21 INSULATION 5/8" GYPSUM WALLBOARD 5/8"Wx12" A.B; W/ 3"x3"x1/4". GALV; WASHER 24" O.G. P.T. 2x6 SILL PLATE GRADE NOTE: NAIL IA1/ 8d HOT -DIPPED GALVANIZED NAIL © ALL PRESSURE TREATED . PLATES 1/2" GDX PLYWOOD SHEATHING. W/ 8d NAILS @ 6" O.G. e EDGES $ 8d NAILS 0 12" O.G. FIELD MEMBERS 12 - 11/2. SIMPSON H2.5A CLIPS DETAIL SCALE 3/4" = 1'-0". 2"x6" TOP CHORD BEARING MANSARD TRUSS. 2' TOP CHORD TO TOP CHORD SISTERED SPLICE f>C PRE-ENG. TOP CHORD BEARING TRUSSES © 24". 0.G. TYPIGAL . 2 "x6" DF #2 STUDS © 16" O.G. T 4 T SIMPSON 517WF-2116-TUW SPACED © 32" O.G. R-4a INSULATION 2x6 GLG. JST. 0 16" 0.G. 5/8" GYPSUM WALLBOARD SIMPSON H2.5A CLIPS R-21 INSULATION 2x6 HALL W/ STUDS 0 16" O.G. 5/8" GYPSUM WALLBOARD 4" GONG. SLAB (3) #4 BARS CONTINUOUS (I) #4 BARS @ TOP (2) #4. BARS BOTTOM "TORCH -DOWN" ROOFING MEMBRANE <•-- I "x6" CEDAR TRIM -2"xI2" CEDAR TRIM METAL FLASHING PRE-ENG. MANSARD TRUSS © 24" 0.G, TYPICAL METAL . WALL SHEEETING I/2': GDX SHEATHING HI 8d NAILS © 6". 0.G. © EDGES $ 8d NAILS 0 12" O.G. FIELD MEMBERS TYVEK HOUSE: WRAP. PER MFR. +—METAL FLASHING 2"xI2" CEDAR :TRIM 2"x6" HANGER © BOTTOM OF NOTCHED MANSARD TRUSS 2'.'x6" LEDGER H/ (2) 0.220" x 4" SONS HOOD SCREWS. © EACH STUD (16" O.G.) 1/2" CDX OR 1/16" 055 SHEATHING NAILED W/ 8d © 6" 0.0. SUPPORTED EDGES $ 12" O.C. 6 FIELD MEMBERS 1/2" CDX OR 1/16" OSB TYVEK HOUSE WRAP PER MFR. #40 DOWEL X GI" © 32" O.G. ROD EPDXED INTO EXISTING FOUNDATION MIN. EMBED 3" NEW 4" GONG. SLAB NEW *4 BAR CONTINUOUS a "TORCH -DOWN" ROOFING MEMBRANE I"x6" CEDAR TRIM 2"xI2" CEDAR TRIM METAL FLASHING PRE -ENS. MANSARD TRUSS 24" O.G. TYPICAL METAL HALL SHEEETING 1/2" GDX SHEATHING W/ 8d NAILS © 6" O.G. @ EDGES 4 8d NAILS © 12" O.G. FIELD MEMBERS TYVEK HOUSE WRAP PER MFR.. METAL FLASHING % 2"xI2" CEDAR TRIM I I -I I EXISTING HALL SYSTEM: 2x6 WALL HI STUDS © 16" O.G. R-2I INSULATION 5/8" GYPSUM WALLBOARD 5/8"G'x12" A.B. W/ 3"x3"x1/4" GALV. WASHER © 24" O.G. P.T. 2x6 SILL PLATE EXISTING CONG. SLAB EXISTING CONG. FOOTING 4 STEM. HALL 2"x6" TOP CHORD BEARING MANSARD TRUSS. 2' TOP CHORD TO TOP CHORD SISTERED SPLICE 1/2 GDX PLYWOOD SHEATHING W/ 8d NAILS © 6" O.G. © EDGES 8d NAILS ©12" O.G. FIELD MEMBERS 12 1/2 1 X. SIMPSON H2.5A CLIPS N N / ./ 2"x6" HANGER 0 BOTTOM OF NOTCHED MANSARD TRUSS 2 "x6" LEDGER W/ (2) . 0.220" x 4" SDWS HOOD SCREWS © EACH STUD (16" 0.C.) 1/2" GDX OR 1/16" 0513 SHEATHING NAILED W/ 8d © 6" O.C.. SUPPORTED EDGES $ 12" O.C. © FIELD MEMBERS TYVEK HOUSE WRAP PER MFR. PRE-ENG. TOP CHORD BEARING TRUSSES © 24" O.G. TYPICAL 2"x6" DF #2 STJDS © 16" O.C. SIMPSON SDWF-2116-TU1A1 SPACED © 32" D.G. 2x8 SOLID BLOCKING GUT BACK EX. PLYWD AS NEEDED EXISTING ROOF SYSTEM DETAIL SCALE 3/4" = 1'-0" EXIST. ACOUSTIC CEILING 2x8 SOLID BLOCKING GUT BACK EX. PLYWD AS NEEDED R 21 INSULATION 2x6 HALL W/ STUDS © 16" O.G. 5/8" GYPSUM WALLBOARD 3 DETAIL SCALE , 3/4" 1'-0 F OR CODS .COMPLIANCE. J1302.3 YBkilLOIN FIEGEIVED MTV OF TUKWILA 1JAN 28.2015 REV, DATE REVISION 01/14/2015 CORRECTION LETTER client PARAS, INC. C/O DAVID MALIK TUKWILA CHEVRON 14415 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON (206) 841-3355 drawn by '"-"'"-\n. --1.4.u. -- . M. FOSTER check by LSB /BSMACVEIGH scale • AS SHOWN date 01/14/2015 discipline Job number 2014-M4 Sheet Number C O — of — 10 "TORCH -DOWN" ROOFING MEMBRANE I "x6" CEDAR TRIM 2"x12" CEDAR TRIM METAL FLASHING PRE -ENS. MANSARD TRUSS @ 24" O.G. TYPICAL METAL HALL SHEEETING 1/2" GDX SHEATHING W/ 2 "x6'.' TOP CHORD BEARING MANSARD TRUSS. 2' 8d NAILS @ 6" O.C. © EDGES ad NAILS ©12" O.G. FIELD MEMBERS TYVEK HOUSE WRAP PER MFR. METAL FLASHING 2"x12" GEDAR TRIM 2"x6" HANGER @ BOTTOM OF. NOTCHED . MANSARD TRUSS 2"x6" LEDGER W/ (2) 0.220" x SDSCWS EACH STUOOD (16 O.G.) 1/2". GDX OR -1/16" 05E3 SHEATHING NAILED W/ ad @ 6" O.G. SUPPORTED EDGES $ 12" O.G. © FIELD MEMBERS TYVEK HOUSE WRAP PER MFR. EXISTING GONG. SIDEWALK -III 2. 1/2 TOP CHORD TO TOP CHORD `S.ISTERED. SPLICE SIN1PSON H2.5A CLIP,S' 1/2" GDX OR 1/16" O5B SHEATHING NAILED W 8d @ 6" O.G. SUPPORTED EDGES 4 12" O.G. ® FIELD MEMBERS 1/2" GDX PLYWOOD SHEATHING W/ 8d NAILS @ 6" O.G. © EDGES $ 8d NAILS © 12" O.G. FIELD. MEMBERS 12 1/2 2' SPLICE TOP CHORD TO TOP CHORD SISTERED SPLICE SIMPSON H2.5A CLIPS " PRE-ENG. TOP CHORD BEARING EXISTING RIDGE BEAM TRUSSES @ 24" O.G. TYPICAL 2 "x6" DF #2 STUDS @ 16" O,G.. SIMPSON SDWF-2116-TUW SPAGED @ 32" O.G. -2x8 SOLID BLOCKING GUT BACK EX, PLYWD AS NEEDED EXISTING ROOF SYSTEM EXISTING RODFINS-- EXISTING ROOF RAFTERS T-BAR CEILING EXISTING ROOT= RAFTERS EXIST. ACOUSTIC CEILING . 2x8 SOLID BLOGKING GUT BACK EX. PLYWD AS NEEDED 2x6 HALL W/ STUDS ©16" O.G. 5/8" GYPSUM WALLBOARD R-2I INSULATION 5/8"0xl2" A.B. W/ 3"x3"x1/4" GALV. WASHER.© 24 O..C. P.T. 2x6 SILL PLATE EXISTING GONG SLAB EXISTING GONG. SLAB FLOOR 2x6 HALL W/ STUDS © 16" D.G. 5/8" GYPSUM WALLBOARD R-21 INSULATION 5/8"c17x12" A.B. W/ 3"x3"xl/4" SALV. WASHER @ 24" O.G. P.T. 2x6 SILL PLATE PRE-ENG. TOP CHORD BEARING TRUSSES @ 24" O.G. TYPICAL 2"x6" DF #2 STUDS 16" O.G. R 41 INSULATION SIMPSON SDWF-2116-TUW SPACED © 32" O.G. joi7 V99W99999V9V9 L.2x6 GLG: JST. @ 16" . O.G. 5/8" GYPSUM WALLBOARD Ca 11-. 1=I I III_ 11 EXISTING GONG. FOOTING I 4 STEM HALL TYPICAL CROSS SECTION SCALE = 1/2" = 1'-0" EXISTING GONG. FOOTING ,=11 $ STEM HALL . 7 II I SIMPSON H2.5A CLIPS R-21 INSULATION 2"x6" TOP CHORD BEARING MANSARD .. TRUSS. "TORCH -DOWN ROOFING MEMBRANE Mlt 2'Ix"12' GtDAR TRIMM • METAL FLASHING PRE-ENG. MANSARD TRUSS © 24" O.G. TYPICAL E--METAL WALL SHEEETI NG . I/2" GDX. SHEATHING W/ 8d NAILS @ 6" D.G. © EDGES .8d NAILS @ 12" O.G. FIELD MEMBERS —TYVEK HOUSE WRAP PER MFR. 2x6 WALL W/ STUDS © 16" O.G. 5/5" GYPSUM WALLBOARD R-21 INSULATION 2x6 HALL W/ STUDS © 16" O.G. 5/8" GYPSUM WALLBOARD 5/8"dPx12" A.B. W/ 3"x3"x1/4" GALV. WASHER © 24" O.G. P.T. 2x6 SILL PLATE #44) DOWELS X 1" © 32" O.G. NEW 4" GONG SLAB (I1I I II I I II I II I II I II I I I1-11 it l lm-,,,i` I;I I (3) #4 BARS CONTINUOUS - (I). #4 BARS © TOP (2) #4. BARS # BOTTOM 1 INSPECTION FOR VERIFICATION OF DRILLED HOLES AND HOLE PREPARATION FOR EPDXY SHALL BE REQUIRED PRIOR TO INSTALLATION OF EPDXY AND RE -BAR (OR BOLTS IF APPLICABLE). INSPECTION SHALL BE INCLUDED WITH FOUNDATION OR CONCRETE INSPECTION. • .r *---METAL FLASHING. 42"x12 CEDAR TRIM_' 2 "x6" HANGER.. ©. BOTTOM OF NOTCHED MANSARD. TRUSS 2"x6" LEDGER W/ (2) . 0.220" x 4" SOWS HOOD SCREWS ©. EACH STUD (16" O.G.) I/2". CDX OR 1/16" OSB SHEATHING NAILED W/ 8d ©.6" O.G. SUPPORTED EDGES 6 12" O.G. @ FIELD MEMBERS TYVEK HOUSE WRAP PER MFR. METAL FLASHING OVER. INSULATION R 10 RIGID INSULATION AT FOUNDATION 24" TOTAL LENGTH REQUIRED GRADE rill I-11. CODE COMPLIANCE. UcE 3 ;, 30 :15 City oi RECEIVED c1iv OF IJAN2S2015 REV. DATE REVISION 01/14/2015 CORRECTION LETTER client PARAS, INC. C/O DAVID MALIK TUKWILA CHEVRON 14415 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON (206) 841-3355 Project REMODEL/ADDITION 14415 PACIFIC HIGHWAY SOUTH. TU Sheet Description GROSS SECTION t o.8' a 5 drawn by M.. FOSTER:.... •.::: . check by L5B /BSMACVEIGH scale A5 SHOWN date 01/14/2015 discipline Job number. 2014-M4 Sheet Number HO 10 — of — i0