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Permit D12-220 - SIZZLER RESTAURANT - ENTRY
SIZZLER ' STAURANT 16615 SOUTHCENTER PY City *Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Inspection Request Line: 206 - 431 -2451 Web si te: http: / /www.Tukwila WA .gov DEVELOPMENT PERMIT Parcel No.: 5379200300 Address: 16615 SOUTHCENTER PY TUKW Suite No: Project Name: SIZZLER RESTAURANT Permit Number: D12 -220 Issue Date: 08/03/2012 Permit Expires On: 01/30/2013 Owner: Name: SIZZLING PLATTER OF WASH Address: 348 EAST 6400 S #200 , MURRAY UT 84107 Contact Person: Name: BRUCE HOESSLY Address: PO BOX 2597 , GIG HARBOR WA 98335 Phone: 253 - 606 -9498 Contractor: Name: SHARP CONSTRUCTION LLC Phone: 253 606 -9498 Address: PO BOX 2597 , GIG HARBOR WA 98335 Contractor License No: SHARPCL953D2 Expiration Date: 03/25/2013 Lender: Name: Address: DESCRIPTION OF WORK: 4' X 8' ADDITION TO FRONT OF BUILDING TO ENLARGE ENTRY AND AREA ON MANSARD FOR NEW SIGN. NO INTERIOR WORK. Value of Construction: $5,441.20 Fees Collected: $338.46 Type of Fire Protection: International Building Code Edition: 2009 Type of Construction: V -B Occupancy per IBC: 3 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D12 -220 Printed: 08 -03 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie The granting o construc to this per Signature. N N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: Date: Public: Non - Profit: Public: otto4IL ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. rmit does not pr erformance of w e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit and agree to the conditions attached Print Name: Z5 Cb Date: This permit shall become null and void if the wor1F is not commenced within 180 days from 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: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: 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. 5: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 6: Fire retardant treated wood shall have a flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service doc: IBC -7/10 D12 -220 Printed: 08 -03 -2012 for inspection at the factory. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: Manufacturers installation instructions shall be available on the job site at the time of inspection. 12: 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). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 14: 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. 15: 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. 16: ** *FIRE DEPARTMENT CONDITIONS * ** 17: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 18: If the added square footage is usable or habitable, an approved automatic fire sprinkler system will be required to be installed throughout the entire building. 19: 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. 2327). 20: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 21: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 22: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 23: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 24: ** *PLANNING DEPARTMENT CONDITIONS * ** 25: Signs are not approved as part of this permit. A separate sign permit is required. doc: IBC -7/10 D12 -220 Printed: 08 -03 -2012 CITY OF TUKe4 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http: / /www.TukwilaWA.gov Building Per. No. [� Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION King Co Assessor's Tax No.: Site Address: / G Suite Number: Floor: / New Tenant: ❑ Yes .No Tenant Name: /t 771 .4_. P.- 77 -1. .A4 )912,74 PROPERTY OWNER Name: foziee / L_ 14 Address: Re hgd) 7 / , Name: C Phone: 34e, ! ZS ^ 05.f-�ez��° �� 4��� � T! Email: 64,44.40//e.- w /0 Js' N e &:,-,,,i Address: Tukwila uB" siness License No.: GVT k. r WA A 4 AA %\ City: State: Zip: CONTACT PERSON — person receiving all project communication' Name: foziee / L_ 14 Address: Re hgd) 7 / , City: /^ . / - State: Zip: . C� ,LJCIt _ 0% gV3 C Phone: 34e, ! ZS ^ 05.f-�ez��° �� 4��� � T! Email: 64,44.40//e.- w /0 Js' N e &:,-,,,i GENERAL CONTRACTOR INFORMATION Company Name: 4 /le- Caere, Address7BA3K .4.---f7 City: y (� State: a " 1� Zip33c �(/a73 /� Phone —5, 404_ gv �5 /1-6 soi C rleriNo. • L 2 Exp Date: 3 Tukwila uB" siness License No.: GVT k. r WA A 4 AA %\ H:\Applications\Forms- Applications On Line \2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh ARCHITECT OF RECORD Company Name: �` �� �� SL fC� C�1J�-/ Architect Name: , Address: qs— . €.11 6, 6 ..��c.„_ 7-. Cityr7 State; l Zip:civ,5e 4 Phone: _524.02 Fax: X �, Q Z ` ��� 17^ Email': " � ZUii.✓Gtieoy/57 A.51t/UQic/ /'.rte .e' / ENGINEER OF RECORD Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: O's LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.09 ) Aaaress:I / / 1 . State: Zip: / Page 1 of 4 BUILDING PERMIT INFORMATIO* 206 - 431 -3670 Valuation of Project (contractor's bid price): $ TA/ W 0 Existing Building Valuation: $ .7 Describe the scope of work (please rovide detailed information): /SC. / A- ;,"- -7 2 icays --r i Will there be new rack storage? ❑ ....Yes..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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: Le 3'7 - 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: Will there be a change in use? ❑ Yes No If "yes ", explain: Handicap: FIRE PROTECTION/HAZARDOUS MATERIALS: yt ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) I V Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ 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 ropr On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:IApplications\Forrns- Applications On Line\2012 Applications'Permit Application Revised - 2- 7- I2.docx Revised: February 2012 bh Page 2 of 4 Existing Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s` Floor 1}- -- ✓ • v lv ✓/c t ! 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: Le 3'7 - 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: Will there be a change in use? ❑ Yes No If "yes ", explain: Handicap: FIRE PROTECTION/HAZARDOUS MATERIALS: yt ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) I V Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ 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 ropr On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:IApplications\Forrns- Applications On Line\2012 Applications'Permit Application Revised - 2- 7- I2.docx Revised: February 2012 bh Page 2 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 . ER OytUT 'i RIZED : ENT: / . .� Signature: � /�j</ � / Date: '1 Print Name: 6,_IGPL (6 . Day Telephone:�9- 49C�j, �i9 Mailing Address: HAApplications\Forms- Applications On Li rmit Application Revised - 2- 7- 12.docx Revised: February 2012 W / v,5h Page 4 of 4 PUBLIC WORKS PERMIT INFO TION - est-4 Scope of Work (please provide detailed information): Water District ❑ .. Tukwila ❑ ...Water Distri t # 125 ❑ .. Water Availability Provided Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Sewer District ❑ .. Tukwila ❑ ...Valley View ❑ .. Sewer Use Certificate ❑ ...Sewer Availability 'rovided Septic System: ❑ On -site Septic System — For on -site septic system, provi Submitted with Application (mark boxes which aoolv): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ .. Technical Information Report (Storm Drainage) ❑ .. 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 ❑ Non Right -of -way ❑ ❑ .. Total Cut ❑ .. Total Fill ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water cubic yards cubic yards ❑... Highline ❑ ... Renton 0... Renton ❑... Seattle copies of a current septic design approved b ing County Health Department. ... Geotechnical Report .. Maintenance Agree ❑... Ri ❑ ...Rig ork in Fl ... Storm Drain e ❑ .. Traffic Impact Analysis ) ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) Use - Profit for less than 72 hours ay Use — Potential Disturbance d Zone 0... Abandon Sep Tank ❑... Curb Cut 0... Paveme ' ( ut 0... Loop �'j ire Line ❑ .. Permanent Water Meter Size (1) WO # (2) ❑ .. Temporary Water Meter Size (1) :' " WO # (2) ❑ .. Water Only Meter Size WO # ❑ .. Sewer Main Extension P is ❑ Private ❑ ❑ .. Water Main Extension 1Y blic ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Li ❑ .. Water t .. Sewer Monthly Service Billin Name: 0... Grease Interceptor 0... Channelization ...Trench Excavation ... Utility Undergrounding " WO # . (3) " WO # (3) ❑ .. Deduct Water Meter Number of Public Fire Hydrant(s) ❑ .. Sewage Treatment " WO# " WO# Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplicationsworms- Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 5379200300 Permit Number: D12-220 Address: 16615 SOUTHCENTER PY TUKW Status: PENDING Suite No: Applied Date: 06/25/2012 Applicant: SIZZLER RESTAURANT Issue Date: Receipt No.: R12 -01978 Initials: User ID: Payee: WER 1632 Payment Amount: $338.46 Payment Date: 06/25/2012 02:31 PM Balance: $0.00 SHARP CONSTRUCTION LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5317 338.46 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $338.46 202.40 131.56 4.50 doc: Receiot -06 Printed: 06 -25 -2012 INSP- ECTION RECORD. Retain a copy with permit( 2 --22' O INSPECTION NO. CITY OF TUKWILA:BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -36 Permit Inspection Request Line (206) 431 -2451 PERMIT NO. 0 Project: -(-.'22.. . (-c7 %Qj%ur6:^r . Type f Inspection: 6u . t D 'A t \ Ts &j A�,:..- Address: (.(41 (S. _SC M D VA— Date Ca e �-42-- % Special Instruction: 1 : re_. o Date Wanted: 1 " - -. 'a.m. Requester: Approved per applicable codes.. LJ Corrections required prior to approval. COMMENTS: tit,re. a i are Inspector: Date: (-. REINSPECTION FEE REQUIRE6. Prior to next inspection. fee must be n. paid' at 6300 Southcenter Blvd:, Suite 100. Call to schedule reinspecton.. INSPECTION RECORD Retain a copy with permit INSP CTION N0. PERMIT NO. 'CITY OF'TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proj Type of nspection: /\(-- Add (i `� I S seta Date Call red `1 �r UFO SrMual Instructions: —77 Date Wanted: ----- 11- I Z -(3 � P.m- Requester: Phone _ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0K ( UFO - f ' _ 4 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 4 INSPECTION NO. INSPECTION RECORD Retain a copy with permit b12 -220 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: 517,7 -1F2- \ €S . Type of Inspection: 1:-OCTI4.3L Date Called: Address: Irr( .- IS S.C. P`1 _ Special Instructions: Date Wanted: l 0 -' 2.'S- 1 Z7 aim Requester: Phone No: /53- C_r66 c `r96 \pproved per applicable codes.. a Corrections required prior to approval. COMMENTS: Date: / -z ) NSPECTION FE REQUIRE Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: ( Sprinklers: Fire Alarm: Type,- of Insp etipr Address: / ,bb IC Suite #: S . (. \e J y / Contact Person: Special Instructions: Phone No.: 0--- Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: //2/ L/% Hrs.: /‘ _ / y / 1 i $100..00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 1 INSPECTION NUMBER INSPECTION RECORD RD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: 1 2..-Z__ 110 e_, Sprinklers: Type of Inspection: c.i./.-C. cl (‘-).4/_, Address: /L i f Suite #: ' , , tDK Contact Person Special Instructions: . y'L Permits: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4er743 5 cvR 14 60 ftxteA 0,,,,k/1511 5 Needs Shift Inspection: Sprinklers: Hrs.: Fire Alarm: Hood & Duct: • Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 4, ....( Date: /4//3 Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 C9Y9Tr FILE COPY Persret No. DESIGN August 1, 2012 RE: Sizzler Restaurant Renovation Tukwila, WA Permit # D12 -220 To whom it may concern: Responding to notes made July 2, 2012 by Dave Larson REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 2 2012 City of Tukwila BUILDING DIVISION (1) Attached is a cross section of accent boxes on the existing parapet wall. There will be (8) completed and only 3 are shown on the plans out of efficiency. (2) These boxes are non - combustible and therefore do not require sprinklers. The existing building is not sprinklered. (3) Lateral engineering is provided by Hodge Engineering Inc. If further questions arise, please do not hesitate to call me (253- 564 - 0275). Regards, Darren Dickerson, AIA Principal Coyote Design Architecture + Planning PLLC CQYQTt Dt li 2.24 CORRECTION RECEIVED AUG 012012 PERMIT CENTER 1320 Alameda Ave W Suite A Fircrest WA 98466 (253) 564 -0275 NON - COMBUSTIBLE PLYWOOD BOX COVERED W/ STUCCO 2X4 BOLTED TO EXISTING STRUCTURE METAL CAP 2X4 BOLTED TO EXISTING STRUCTURE EXISTING PARAPET WALL EXISTING FLAT ROOF EXISTING TILE ROOF El) SC PARALE:1 /4" APET ACCENT BOX DETAIL FO R T E' MEMBER REPORT Level, Roof. Ridge Beam 0 piece(s) 2 x 8 Hem -Fir No. 2 FILE COPY e Overall Length: 6' 1" 77, 1 4' 0 5' 6' All Dimensions Are Horizontal; Drawing Is Conceptual 1 PASSED REVIEWED FOR CODE COMPLIANCE APPROVED AUG 022012 City of Tukwila BUILDING DIVISION Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 647 0 2' 1367 Passed (47 %) -- 1.0 D + 1.0 S (Ali Spans) Shear (Ibs) 473 ® 10 3/4" 1088 Passed (43 %) 1.00 1.0 D + 1.0 S (All Spans) Moment (Ft -Ibs) 911 @ 3' 1/2" 1117 Passed (82 %) 1.00 1.0 D + 1.0 S (All Spans) Live Load Deft. (in) 0.057 0 3' 1/2" 0.192 Passed (1/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Deft. (in) 0.088 01 3' 1/2' 0.287 Passed (L/788) -- 1.0 D + 1.0 S (All Spans) • ()e8ecllon creme: IL ((/360) and Ti. (1/240). • Bracing (W): All compression edges (top and bottom) must be braced at S' 10 1/2" o/c unless detailed otherwise. Proper attachment and positloning of lateral bracing is required to achieve member stability. • Applicable calcutatlons are based on NDS 2005 methodology. Supports Searing Length toads to Supports (Ibs) Accessories To i Available Required Deed ( Snow ?btsl 1 - Stud wad - HF 3.50" 2.25 1.50" 237 433 433 1103 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 237 433 433 1103 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above it bypassing the member being designed. System : Roof Member Type : Flush Beam Building Use : Residentlal Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 Member Notes RIDGE AND HIP BEAMS Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to dreumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser fbdlities are third -party certl led to sustainable forestry standards. The product application, Input design Toads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Darren Dickerson Coyote Design Architecture,, Planning PLLC (253) 564 -0275 aarren@coyotedesignonline com SIZZLER RENOVATION 16615 SOUTHCENTER PARKWAY TUKWILA WA 98188 SUSTAINABLE FORESTRY INITIATIVE RECEIVED JUN 25 2012 PERMIT CENTER 5/21/2012 6:27:11 PM Forte v3.5, Design Engine: V5.5.3.2 Page 1 of 1 Tdbutery Dead Root Live Snow Loads location. Width (0.90) (narwnow: LOO) (1.00) Comments 1 . Unifonn(PSF) 0 to 6' 1" 4' 9" 15.8 30.0 30.0 Roof System : Roof Member Type : Flush Beam Building Use : Residentlal Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 Member Notes RIDGE AND HIP BEAMS Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to dreumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser fbdlities are third -party certl led to sustainable forestry standards. The product application, Input design Toads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Darren Dickerson Coyote Design Architecture,, Planning PLLC (253) 564 -0275 aarren@coyotedesignonline com SIZZLER RENOVATION 16615 SOUTHCENTER PARKWAY TUKWILA WA 98188 SUSTAINABLE FORESTRY INITIATIVE RECEIVED JUN 25 2012 PERMIT CENTER 5/21/2012 6:27:11 PM Forte v3.5, Design Engine: V5.5.3.2 Page 1 of 1 i FORTE' MEMBER REPORT Level, Roof: RAFTER 1 pieces) 2 x 4 Hem -Fir No. 2 0 24" OC 0 12 Member Cut Length: 5' 11 13/18" t. 1' All Dimensions Are Horizontal; Drawing Is Conceptual 4' 0 Design Results Actual 0 Laudon Allowed Restdt LDP Load: Combination (Pattern) Member Reaction (lbs) 313 0 1' 1 3/4" 2241 Passed (14 %) -- 1.0 D + 1.0 5 (All Spans) Shear (Ibs) 169 0 1' 6 13/16" 525 Passed (32 %) 1.00 1.0 D + 1.0 S (All Spans) Moment (Pt-Ibs) 185 0 3' 4 3/8" 374 Passed (49%) 1.00 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (In) 0.063 0 3' 3 3/8" 0.149 Passed (L/852) -- 1.0 0 + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.093 0 3' 3 7/16" 0.223 Passed (L/577) -- 1.0 0 + 1.0 Lr (Alt Spans) • Deflection aiterla: LL (1/360) and TL (1/240). • Overhang deflection criteria: 11(21/360) and TL (21/240). • Bradng (Lu): Alt compression edges (top and bottom) must be braced at 5' 10 5/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral tracing 15 required to achieve member stability. • A 15% increase In the moment capacity has beet added to account for repetitive member usage. • Ap iicable calculations lations are based on NDS 2005 methodology. Supports Dearing Length Loads to Supports Qbs) Accessories Total Available Required Daad Roof Snow Total 1 - Beveled Plate - HF 3.50" 3.50' 1.50" 108 205 205 518 Bioddng 2 - Beveled Plate - HF 3.50" 3.50" 1.50" 69 135 130 334 Blocking • Biocking Panels are assumed to carry no bads applied directly above them and the full bad is applied to the member being designed. [Loads., Location Spuudnp Deed (0.90) Roof Live (am►snow:1.00) Snow (1.00) Comments - Unifoml(PSF) 0 to 5' 7" 24" 15.0 30.0 30.0 Roof PASSED System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 4/12 Member Notes TVP. ROOF RAFTER Weyerhaeuser Notes Weyerhaeuser warrants that the string of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blockng Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation t compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forto Software Operator Job Notes Darren Dickerson Coyote Design Architecture + Planning PLLC (253) 564 -0275 derrenLdcoyotedesignontne com SIZZLER RENOVATION 15615 SOUTHCENTER PARKWAY TUKWILA WA 98188 SUSTAINABLE FORESTRY INITIATIVE 5/21/2012 6:29:57 PM Forte v3.5, Design Engine: V5.5.3.2 Page 1 of 1 al MEMBER REPORT Level, Roof. CEILING JOIST FORTE 1 piece(s) 2 x 6 Hem -Fir No. 2 @ 24" OC 0 Overall Length: 8' 1" 4' r6" All Dimensions Are Horizontal; Drawing is Conceptual fi 0 Design Results AcMai 0 Location Allowed Remit LDir Load: Combination (Pattern) Member Reaction (lbs) 283 @ 2 1/2" 2126 Passed (13 %) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 230 @ 9" 825 Passed (28 %) 1.00 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 514 @ 4' 1/2" 801 Passed (64 %) 1.00 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.115 @ 4' 1/2" 0.256 Passed (L/800) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.201 @ 4' 1/2" 0.383 Passed (L/457) — 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and 11 (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to echleee member stability. • A 15% increase In the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Length Loads to Supports (lbs) Accessories To Available Required Degd R°°( Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 121 162 283 Bloddng 2 - Stud wall - HF 3.50" 3.50" 1.50" 121 162 283 Blocking • Panels are assumed to carry no loads applied directly above then and the full load Is applied to the member being designed. Loads Location Sewing Dead (0.90) Rod Live (no i.naw: 1.00) Comments 1 - Unifonn(PSF) 0 to 8' 1" 24" 15.0 20.0 Roof PASSED System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASO Member Pitch: 0/12 Member Notes TYP. CEILING JOIST Weyerhaeuser Notes Weyerhaeuser warrants that the siring of Its products will be In accordance with Weyerhaeuser product design alt rice and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The design of record, builder or framer Is responsible to assure that Cis calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design bads, dimensions and support information have been provided by Forte Software Opeator Forto Softwaro Operator Job Notes Darren Dickerson Coyote Design Architecture + Planning PLLC (253) 564-0275 darren @coyotedestgnonline coot SIZZLER RENOVATION 166t5 SOLJTHCENTER PARKWAY TUKWILA WA 98188 SUSTAINABLE FORESTRY INITIATIVE 5/21/2012 6:32:57 PM Forte v3.5, Design Engine: V5.5.3.2 Page 1 of 1 IFORTE` &awing is Conceptual MEMBER REPORT Lett, Wall: 7W. STUD 1 piece(s) 1 1/2" x 5 1/2" 1.3E Timberstrand® LSL @ 16" OC Wall Height: 19' Member Height: 18' 7 1/2" PASSED O.C. Spadng: 16.00" Design Results Athrat Allowed Iteadt LDF toed: Combination Slenderness 35 50 Passed (69%) -- -- Compression (lbs) 50 3593 Passed (1 %) 1.00 1.0 D + 1.0 S Plate Bearing (Ibs) 50 4177 Passed (1 %) -- 1.0 0 + 1.0 S Lateral Reaction (lbs) 172 -- -- 1.60 1.0 0 + 1.0 W Lateral Shear (Ibs) 164 3520 Passed (5 %) 1.60 1.0 D + 1.0 w Lateral Moment (ft -Ibs) 801 0 mld -span 1887 Passed (42 %) 1.60 1.0 D + 1.0 W Lateral Deflection (in) 1.31 © mid -span 1.86 Passed (1/171) -- 1.0 D + 1.0 w Bending/Compression 0.43 1 Passed (43 %) 1.60 1.0 D + 1.0 W • lateral deflection criteria: Wind (L/120) • Axial load eccentiidty for this design is 1/6 of applicable member side dimension. • Applicable calculations are based on NDS 2005 methodology. • A bearing area factor of 1.25 has been applied to base plate bearing capacity. • A 4% Increase in the moment capacity has been added to account for repetitive member usage. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Rr Max Unbraced Length Comments 1' System : Wall Member Type : Stud Building Code : IBC Design Methodology : ASD Lateral Connections Supports Plate Size Plate Material Oonnector Type /Model Quantity Nailing Top Dbl 2X Hem Fir Nails 8d x 2.5" Box (Toe) 3 20 Base 2X Hem Fir Nails Bd x 2.5" Box (Toe) 3 Lateral Load Location Dead Roof Live Snow 1- Uniform(PSF) Vertical Load Spadng (•90) (""" L0° (1.00) Comments 1 - Point(lb) N/A 20 30 30 Lateral Load Location Spacing Wind (1•60) Comments 1- Uniform(PSF) Full Length 16.00" 13.9 • ASCE/SEI 7 -05 Sec. 6.5.12.4.1: Exposure Category (B), Mean Roof Height (33 '), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (90 mph), Importance Factor (1), Occupancy Category (11), Hurricane Prone Region (No), Effective Wind Area determined using full member span and trib. width. • 2009 IBC Table 1604.3, footnote f: Deflection Oaks are performed usirq 70% of this lateral wind load. Member Notes 19' TALL WALL Weyerhaeuser Notes Weyerhaeuser warrants that the slang of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser et:pressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The produ l application, Input design bads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator ob Notes Danen Dickerson Coyote Design Architecture + Planning PLLC (253) 564-0275 darren@coyotedesignonlrne corn SIZZLER RENOVATION 16615 SOUTNCENTER PARKWAY TUKWILA WA 98188 SUSTAINABLE FORESTRY INITIATIVE 5/21/2012 6:36:00 PM Forte v3.5, Design Engine Ver: V5.5.3.2 Page 1 of 1 2009 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: BRUCE HOESSLY PLAN: SIZZLER VESTIBULE SITE CRITERIA DESIGN ROOF SNOW LOAD WIND SPEED (MPH) EXPOSURE (IBC) SEISMIC DESIGN CATEGORY SOIL PROFILE OCCUPANCY CATEGORY 30 PSF 85 MPH B D D 11 SLOPE PER OWNER SPECIAL SITE CONDRIONS PER OWNER GEOTECH REPORT PER OWNER SEISMIC SPECTRAL RESPONSE Si SEISMIC SPECTRAL RESPONSE Ss MULTIPLE SITES <15% NONE NONE 0.487g 1.422g NO FILE COPY p,.,M1..,,tls John Hodge, PE. 2615 Jahn Ave. N.W. Suite E6 Gig Harhor,WA 98335 Phone: (253) 857 -7055 Fax (253)857 -7599 PROJECT NUMBER 12.0409 DATE 7.19.12 REVIEWED FOR CODE APPR ®VIwDNCB AUG 022012 City of Tukwila BUILDING DIVISION SITE: 16615 SOUTHCENTER PARKWAY TUKWILA, WA 98188 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE CORRECTION ORIGINAL STAMP MUST 4., , , , BE RED TO BE VALID ,.,s3,, 4„.; .. --,—, „.0,,,,,,, D12.— 2 20 ,,,/,,,,,,..,....,,.,,:•, ..,.. 4,,,,..._„,, __,..., .,, n ti SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY RECEIVED `Y AUG 012012 PERMIT CENTER .- COPTRI RT@20I2 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL DO NOT ACCEPT COPY 1 of 14 Hodge engineering inc. Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering, gravity load engineering, or both as stated on the cover and full size engineering sheets. All engineered load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the plans examiner that the engineering was completed following the 2009 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering, gravity load engineering, or both. Lateral engineering involves determining what the seismic and wind loads are, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. LATERAL ENGINEERING: Lateral load modeling was completed with Wood Works Design Office 8 (www.woodworks - software.com 800 - 844 - 1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF &PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two- family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7 -05 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7 -05 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7 -05 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: If included in the scope of engineering gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2009 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Post and column calculations for typical members are also included. Loads to the foundation or soil have reinforced footings where required. Every attempt has been made to make the engineering calculations and specifications as clear as possible for the plans examiner, builder, and building inspector. 2 of 14 • re ,,,' r ,, - 1 .-•• ..,,,S-r..41a.n.i ,„,,,,, .., y - t , ' 4 kr,"4"--`-"'", 4 ". .....t......; L 1 ' 1 ' ., t'ul, •"4 J r, ...,. • '4. • ...... 4". t ,_•.• ie_,', ...._;,. . •... ,) 7'2:7:4 e ' , '', • ' . 1. .• -,, t.i. I I, I ,,, .1 ... , • 1 1 ' -‘4'..P.,„. . 7' . ' 141 , ,. -,,, . , 1 J 7-,:‘.4 .. ' ‘ t li ''': ' -''' I .' , 14 . , . 1. .4 _. . '. .7 U 11,,--4 • i ). i . el t : vf"'-'1;*".1. 40.,■-liid''' ..,....-,----- • 11, ..., ,.'-' :-?' : 1 ' tr • a, 4- 0 - . -.,---- ,,■1 I. • ,,,r,„,' ., 17--. ,!..rse..19•3.-_-2-7-_,' ...c---1,..s4no,,,ek.,---:- i ' ) • • ' t• ly. Itt, 1 . d - , ...- 4. ", -..- .4 -, ' .1 ' • t.: 4... : MI i I 'A:1*T! , II *; /''. . 13 - '' ) 'i'', ' '' i ', 1:1 . . r1r (V.,' .... ..-.- ,-=,. ,Irrai " ' ...,,, - A ,,, .• pon.-L............... • 7 7 '4 't • ' - . •Ik... i:e.f, ' I./ A. jv •, r _ ' Jeinali 1 ' . , 7 , :r. • 4ii ; , j f; , ,li i-.--c' r ' , ,n 1., ., 11', / I ,1 ■ I ' ' . a 4. 47-1 r 7_ • .., 4 .. • ,, c.,--,• i‘. -„,...-..---.,---.21 -,i,. • ii .,..•, :•,,-.,„ 1 ;.,4,i,,Iskitaclanleiffr kwy, Tukwila, WA ' ii... „_,;,........._..,...- ..; ui4,,z Jo-A •' ! ,.. - ,,, - ' . _ it . ...4..,, I , ' 44R-- ,1111 1 1,....k.4:474eplin,., r , , . i ) ,' ,a --; . 1411.71 i 'i ,". I I i,) , ■ Al ,,.1:1 . ' ' ' ''' '. 1 1.' 1 . , ' . .... 17 ,...g'''''C' • . • 1 ■ ' .;r..",! ' -11''''' ,1 . 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I_ — . _ ----- 4141 a: 45.1"10' im,,,,.....:11:-TIV n;ie- 1391, 3 of 14 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.453754 Longitude = - 122.262997 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.422 (Ss, Site Class B) 1.0 0.487 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.453754 Longitude = - 122.262997 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.422 (Ss, Site Class B) 4 of 14 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Level 1 of 1 to- 35.7 – 43.8 43.8 -35.7 July 19, 2012 12:58:43 15' 12' 6" Factored shearline force (Ibs) t t 11 • Factored holddown force (Ibs) 0--03) • C Compression force exists O–O • Vertical element required —•{� Loads Shown: V2' 6brces: W + 1.0E0' It -2'.6" 61.1 – 76.1 76.1 – 61.1 Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) 2' 6" 5' 7 "6" 10' 12' 6" 5 of 14 -5' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS ECT INFORMATION WoodWorks® Shearwalls 8.21 Project Information Company Wind Capacity Increase Shear C &C Panels 1.40 1.60 Project HODGE ENGINEERING 2615 JAHN AVE NW SUITE GIG HARBOR, WA 98335 (253) -857 -7055 E5 Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 - Jul. 19, 2012 15:08:40 Design Code Wind Standard Seismic Standard IBC 2009 ASCE 7 -05 All heights ASCE 7 -05 Wind Capacity Increase Shear C &C Panels 1.40 1.60 Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 Nail Withdrawal Modification Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T < =100F < =19% < =19% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 - Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 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: Designed capacity using flexible distribution Design Shearwall Force /Length: Based on wall rigidity /length Case 2 rigid diaphragm load distribution: 75% loads, torsional moment IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind ASCE 7 -05 general analytic method for all bldgs Seismic ASCE 7 -05 equivalent lateral force procedure Design Wind Speed 85mph Exposure Exposure B Enclosure Enclosed Structure Type Regular Design Category D Site Class D Topographic Information [ft] Shape Height Length - - - Site Location: - Spectral Response Acceleration S1: 0.487g Ss: 1.422g Fundamental Period T Used Approximate Ta Maximum T E -W N -S 0.182s 0.182s 0.182s 0.182s 0.218s 0.218s - - Response Factor R 6.50 6.50 Fa: 1. 00 Fv: 1.51 6 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 19, 2012 15:08:40 Structural Data STORY INFORMATION 7 of 14 Story Elev [ft] Floor /Ceiling Depth [in] Wall Height [ft] Ceiling Level1 Foundation 22.00 3.00 2.00 0.0 10.0 19.00 7 of 14 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 1 Story N -S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 1.00 Extent X,Y = 7.50 10.00 South Gable 90.0 1.00 Ridge X Location, Offset 4.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 24.00 2.00 West Side 30.0 1.00 7 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 19, 2012 15:08:40 Wall t Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply y Grp Surf Material Thick Orient Size Type Edg Fld Blkg Species G Spc Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem -Fir - 0.43 16 1,3 Legend: Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg - Edge or field nail spacing; Blkg - Blocked; G - Specific gravity; Spc - Wall stud spacing Notes: 1. Capacity has been reduced according to IBC specific gravity adjustment. 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. 8 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 19, 2012 15:08:40 N 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 1 0.00 0.00 10.00 10.00 7.00 7.00 19.00 Wall 1 -1 Seg 1 0.00 0.00 10.00 10.00 7.00 7.00 - Opening 1 - - 6.50 9.50 3.00 - - 8.00 Line 2 Level 1 Line 2 Seg 1 7.50 0.00 10.00 10.00 7.00 7.00 19.00 Wall 2 -1 Seg 1 7.50 0.00 10.00 10.00 7.00 7.00 - Opening 1 - - 6.75 9.75 3.00 - - 8.00 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 7.50 7.50 3.50 3.50 19.00 Wall A -1 Seg 1 0.00 0.00 7.50 7.50 3.50 3.50 - Opening 1 - - 1.75 5.75 4.00 - - 10.00 Line B Level 1 Line B Seg 1 10.00 0.00 7.50 7.50 3.50 3.50 19.00 Wall B -1 Seg 1 10.00 0.00 7.50 7.50 3.50 3.50 - Opening 1 - - 1.75 5.75 4.00 - - 10.00 Legend: Type - Seg = segmented, prf = perforated, NSW = non- shearwall; Location - dimension perp. to wall; FHS - length of full- height sheathing; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 9 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 19, 2012 15:08:40 Loads WIND C &C LOADS Block Building Face Level Magnitude [psf] Interior End Zone Block 1 West 1 14.1 17.4 Block 1 East 1 14.1 17.4 Block 1 South 1 14.1 17.4 Block 1 North 1 14.1 17.4 10 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 19, 2012 15:08:40 Flexible Diaphragm Wind Design North -South Shearlines W Gp For Dir Ld. Case Shear Force [pH] V [Ibs] vmax V /FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 1 Lnl, Levl 1 Both 1 906 58.1 58.1 339 1.00 S 339 2370 0.17 Line 2 Ln2, Levl 1 Both 1 406 58.1 58.1 339 1.00 S 339 2370 0.17 East -West W For Shear Force [pH] Allowable Shear [pH] Crit. Shearlines Gp Dir Ld. Case V [Ibs] vmax V /FHS• Int Ext Co C Total V [Ws] Resp. Line A Level 1 LnA, Levl 1 Both 1 640 182.7 182.7 339 1.00 S 339 1185 0.54 Line B LnB, Levl 1 Both 1 640 182.7 182.7 339 1.00 S 339 1185 0.54 Legend: W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along shearline; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal, all other results are for this load case; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V /FHS /Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3 -6, and IBC eqn. 23 -4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V /FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; 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 - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp /FHSNcap = design shear force /unit shear capacity ' Notes: V /FHS shown is shear force for use in shearwall design. Vmax shown is V /FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 11 of 14 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 19, 2012 15:08:40 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Notes: Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.95; Ev = 0.190 D unfactored; 0.133 D factored; total dead load factor: 0.6 - 0.133 = 0.467 tension, 1.0 + 0.133 = 1.133 compression. North -South Shearlines Building Area Mass [Ibs] [sq.ft] Story Shear [Ibs] E -W N -S Reliability Factor p E -W N -S Levell Structure 5647 75 5647 - 824 824 824 824 - - 1.30 1.30 Notes: Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.95; Ev = 0.190 D unfactored; 0.133 D factored; total dead load factor: 0.6 - 0.133 = 0.467 tension, 1.0 + 0.133 = 1.133 compression. North -South Shearlines W Gp For Dir H/W Fact. Int Ext Shear Force [plf] V [Ibs] vmax V /FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 1 Lnl, Levl 1 Both 1.0 .68 375 53.5 53.5 165 1.00 S 165 1158 0.32 Line 2 Ln2, Levl 1 Both 1.0 .71 375 53.5 53.5 172 1.00 S 172 1203 0.31 East -West W For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax V /FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both 1.0 1.0 375 107.1 107.1 242 1.00 S 242 - 0.44 Line B LnB, Levl 1 Both 1.0 1.0 375 107.1 107.1 242 1.00 S 242 - 0.44 Legend: W Grp - Wall group as listed in Materials table; For Dir - force direction, always both" ; H/W factor - Factor due to shearwall height -to -width ratio for interior and exterior wall sheathing; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V /FHS /Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3 -6, and IBC eqn. 23 -4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V /FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; 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 and H/W factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp /FHSNcap = design shear force /unit shear capacity Notes: V /FHS shown is shear force for use in shearwall design. Vmax shown is V /FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 12 of 14 w Posts /Studs Analysis and Design ASD Method Member # 101 Location : Studs Sits on Sill Plate ? ' No 1 Yes ** Dimension Lumber ** Nominal Size : (1) 2 x 6 Species = Hem -Fir Grade = No.2 Height (H) = 19 ft - 0 in Unbraced Length (11) = 19 ft - 0 in Unbraced Length (12) = 0 ft - 6 in Setup 1 (pressed -down buttons are selected) Repetitive Use ? I No Incised for PT ? No it Flat Use : • No Yes Moisture Content : `19% •i >19% Temperature (° F) : <-7i 100 -125 Set Duration Factors CD = 1.15 (P) Yes Set Effective - Length Factor Set Deflection Limit K = 1.00 A /H= 120 Section Properties Post/Stud breadth (b) = 1.5 depth (d) = Area (A) = Section Modulus (S) = Moment of Inertial (I) = Reference Adjusted (P) Adjusted (P +w) 5.5 8.3 7.6 20.8 in in inA2 inA3 inA4 Design Values (psi) Fb Fc // E 850 1300 1300000 218 1300000 1461 220 1300000 Sill PL 1.5 5.5 8.3 H Version: 3.1 Designed on: July 19, 2012 wwpa.org Developed by: Forum Engineers How to Enter Data Print ** Dimension Lumber ** Sill Plate Nominal Size : 2 x 6 Species or Symbol = Douglas Fir -Larch Grade = No.2 Bearing at < 3" of Sill End? No P= w= lu = for P only, fc (psi) = for P + w, fc (psi) = & 1.60 (P +w) (1.3/2) fb (psi) = (fc / F'c)2 + fb / [F'b (1 - fc / Foe)] = Order Pro Version 112.5 lb = DL + SL 17.4 plf = Wind 1 ft - 0 in 14 < 218 = Fc // 14 < 220 = Fc // 810 < 1461 = Fb 0.59 < 1.00 OK Mid -H Deflection due to w, A (inch) = 1.32 < H / 120 OK Sill PL F� d Emin 625 470000 781 470000 781 470000 Adjustment Factors Sill PL Bending Comp // E Comp - Wet Service CM = 1.00 1.00 1.00 1.00 Temperature Ct = 1.00 1.00 1.00 1.00 Beam Stability CL = 1.00 N/A N/A N/A Size CF = 1.30 1.10 N/A N/A Flat Use Cfu = 1.00 N/A N/A N/A Incising ti = 1.00 1.00 1.00 1.00 Repetitive Member Cr = 1.15 N/A N/A N/A Column Stability (P) Cp = N/A 0.13 N/A N/A Column Stability (P +w) Cpw = N/A 0.10 N/A N/A Bearing Area Cb = N/A N/A N/A 1.25 13 of 14 Hodge engineering inc. Hod•e use onl Date of Request Support # Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253 - 857 -7599 Client Request for Engineering Support Client Information *Company: *Contact: *Phone: Fax: *Hodge Engineering Proj #: Mobile: Architect / Plan # Email Address: *Site Address: are re Project Information Description of Problem: Mailing Address: Billing Address: I authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2615 Jahn Ave NW Suite E5 Gig Harbor, WA 98335 Tel: 253 - 857 -7055 Fax: 253 - 857 -7599 www.hodcleenc*Oadlilia.com 43q.com July 10, 2013 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Bruce Hoessly Sharp Construction LLC PO Box 2597 Gig Harbor, WA 98332 RE: Request for Extension #2 Development Permit D12 -220 Sizzler —16615 Southcenter Py Dear Mr. Hoessly, This letter is in response to your written request for an extension to Permit Number D12-220. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending your permit an additional 180 days from the date of expiration, January 24, 2014. If you should have any questions, please contact our office at (206) 431 -3670. File: Permit No. D12 -220 W:\Permit Cente%Extension Letters\Permits\2012\D12 -220 Permit Extension #2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206 - 431 -3665 Sharp Construction June 18, 2013 Building Official City of Tukwila 6300 Southcenter Blvd. Suite #100 Tukwila, WA 98188 RE: Permit No. D 12 -220 Sizzler Restaurant 16615 Southcenter PY Tukwila, WA Dear Building Official, Box 2597'; Gig Harbor, WA 983`3, 5 2`53 16 61' 9498 Fax: 253- 851 -8049 In regards to the above Permit Number and Location, Sharp Construction LLC has been notified that this project, due to the Landlord's delay, will be put on hold while the Landlord is finalizing his finances. We have been informed that the work for this project is still set for completion; therefore we are requesting a Permit Extension. If you have any questions, please give me a call at any time. Bcst regards, Brucc C Hoessly Sharp Construction LLC 253 -606 -9498 CC: Bill Rambo Permit Technician o/5 40-tele%40/ o t.4kp 4, 7-.2-9- 13 Q)(4- 61lt4hq January 16, 2013 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Bruce Hoessly Sharp Construction LLC PO Box 2597 Gig Harbor, WA 98332 RE: Request for Extension Development Permit D12 -220 Sizzler —16615 Southcenter Py Dear Mr. Hoessly, This letter is in response to your written request for an extension to Permit Number D12 -220. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending your permit an additional 180 days from the date of expiration, July 29, 2013. If you should have any questions, please contact our office at (206) 431 -3670. File: Permit No. D12 -220 W:IPermit CenterlExtension Letters1Permits120121D12 -220 Permit Extension.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206 - 431 -3665 Shar-pRy> onstruction ,J f December 14, 2012 Building Official City of Tukwila 6300 Southcenter Blvd. Suite #100 Tukwila, WA 98188 RE: Permit No. D12-220 Sizzler Restaurant 16615 Southcenter PY Tukwila, WA Dear Building Official, A,983 g5 2253 6,"0�4'9 ;8 Fax`r253 85;18049 In regards to the above Permit Number and Location, Sharp Construction LLC has been notified that this project, due to the Landlord's delay, will be put on hold until February, 2012. The work for this project is still set for completion; therefore we are requesting a Permit Extension. If you have any questions, please give me a call at any time. Best regards, Brucc C Hoessly Sharp Construction LLC 253 - 606 -9498 CC: Jennifer Marshall Pcrmit Technician t -3o -1 3 agg 11-tee-fel 4904 0111VI O/ l520/3 12 -03 -2012 City of Tukwila ,Jirn- Haggerton, Mayor Department of Community Development Jack Pace, Director BRUCE HOESSLY PO BOX 2597 GIG HARBOR WA 98335 RE: Permit No. D12 -220 SIZZLER RESTAURANT 16615 SOUTHCENTER PY TUKW Dear Permit Holder: 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 01/30/2013. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 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 01/30/2013, 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, er Marshall t Technician File: Permit File No. D12 -220 6300 Southcenter Boulevard, Suite #100 • .Tukwila, Washington 98188• Phone 206-431 -3670 • Fey 206431 -3665 July 9, 2012 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Bruce Hoessly PO Box 2597 Gig Harbor, WA 98335 RE: Correction Letter #1 Development Permit Application Number D12 -220 Sizzler Restaurant — 16615 Southcenter Py Dear Mr. Hoessly, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Dave Larson at 206 431 -3678 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, 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) 431-3670. encl File No, D 12 -220 AA W: \Permit Center \Correction Letters\2012\D12 -220 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: July 2, 2012 Project Name: Sizzler Permit # D12 -220 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculation sheets shall be stamped and signed. 1. Please provide cross - section plans for the accent boxes and infill between these boxes for the new signage. A note at the top of page a -102 says that there will be two at each corner and a total of 8. I only see 3 on the plan. Also the connection to the existing roof says to use A -35's at 12 inches on center. What will these anchors attach to in the existing building? Is there a roof on these boxes or walls only. If no roof, are they to be built with pressure treated lumber? 2. Is this building sprinklered? If the accent boxes have lids, you may be creating combustible concealed spaces that may need protection. 3. Lateral wall bracing method is not clear for the entry expansion. Walls are too high for generic wall bracing methods of the IBC. STHD14's are specified on page A -101. Please provide method of lateral bracing design. Should there be questions concerning the above information please contact the Building Division at 206- 431 -3670. 06 -03 -2013 City of Tukwila Jim Ilagger•ton,llvlayor 2 Department 'of Community Development Jack Pace, Director BRUCE HOESSLY PO BOX 2597 GIG HARBOR WA 98335 RE: Permit No. D12 -220 SIZZLER RESTAURANT 16615 SOUTHCENTER PY TUKW Dear Permit Holder: 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 07/29/2013. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 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 07/29/2013, 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, --&50 "4,1_ Bill Rambo Permit Technician File: Permit File No. D12 -220 6300 •outhcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206 -431 -3665 LitiTCO PLAN REVIEW/ r RANG SLIP ACTIVITY NUMBER: D12 -220 DATE: 08 -01 -12 PROJECT NAME: SIZZLER RESTAURANT SITE ADDRESS: 16615 SOUTHCENTER PY Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPART ENTS: uilding Division Public Works n Fire Prevention Structural n Planning Division Permit Coordinator 1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 08-02 -12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08 -30-12 Approved n Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 PEmTcoofw COPY • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -220 DATE: 06 -25 -12 PROJECT NAME: SIZZLER RESTAURANT SITE ADDRESS: 16615 SOUTHCENTER PY X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPA TMEN S: 0102-12 Ann ui ding Division up Fire Prevention �M �/4- ublic Structural 1'17 AJC 01•otn'11- i] • Planning Division Permit Coordinator WI DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 06-26-12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: DATE: No further Review Required APPROVALS OR CORRECTIONS: Approved Approved with Conditions n Notation: DUE DATE: 07 -24 -12 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: I 1 t Departments issued corrections: Bldg !1 Fire ❑ Ping ❑ PW ❑ Staff Initials: GM- Documents /routing slip.doc 2 -28 -02 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: hop: / /www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: r 1 ' `2. Plan, eck/Permit Number: D12-220 • ❑ 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: Sizzler Restaurant Project Address: Contact Person: 16615 Southcenter Py Summary of Revision: Phone Number: 2 (D(J/9 —1497 O G -X • V-- A i coo AUG o i Z012 PERMIT CENTE$ Sheet Number(s): "Cloud" or highlight all areas of revision Including date of revision Received at the City of Tukwila Permit Center by: S-- Entered in Permits Plus on \ applications \forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: Contractors or Tradespeople Pri er Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name SHARP CONSTRUCTION LLC UBI No. 602442792 Phone 2536069498 Status Active Address Po Box 2597 License No. SHARPCL953D2 Suite /Apt. License Type Construction Contractor City Gig Harbor Effective Date 3/22/2005 State WA Expiration Date 3/25/2013 Zip 98335 Suspend Date County Pierce Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company fated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status SHARPBD981D6SHARP BLDNG a DEVELOPMENT INC Construction Contractor General Unused 3/26/2002 4/15/2006 Expired Business Owner Information Name Role Effective Date Expiration Date HOESSLY, BRUCE CHARLES Partner /Member 03/22/2005 Bond Amount FAIN, CHARLES Partner /Member 03/22/2005 03/25/2011 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 3 American Contractors Indem CO 100179220 10/30/2011 Until Cancelled 11 -2- 12825 -9 PIERCE $12,000.00 10/28/2011 2 DEVELOPERS SURETY Et INDEM CO 740918C 03/15/2006 Until Cancelled 10/30/2011 $12,000.0003/14 /2006 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date. 2 WEST AMERICAN INS CO BLW53337591 03/15/2011 03/15/2013 11 -2- 12825 -9 PIERCE $1,000,000.0002 /22/2012 1 CAS INS CO BH053337591 BH053337591 03/15/2005 03/15/2011 $1,000,000.00 01/26/2010 Summons /Complaint Information Cause County Complaint Judgment Status Payment Paid By 12-2- 12591- 1SEA STATE OF WASHINGTON InterPlead: No KING Date: 04/18/2012 Amount: $6,000.00 Bond(s): 740918C Date: Amount: $0.00 Dismissed Date: Amount: 11 -2- 12825 -9 PIERCE Date: 08/25/2011 Date: Dismissed Date: https://fortress.wa.gov/In i /bbi p /Pri nt.aspx 08/03/2012 C:1 Users\ Darren \Documents \Sizzler\Sizzler.pin NOTE ON LATERAL Exrpoomucma .:. at A!t * titisr+; . is : ttiS with iSeititOrzsiArtis1W hill t itli iaas a .. >1 eargitpux# bta .Eae ;swim* Aga P• .fit a u}etroi¢ ass. w Prig Oit iS�Tll:bt iliix pew .dkx 4ffiek?� sTitA?s)Si �Jid Ceii Gtt DRAWING INDEX A -001 SITE PLAN AND NOTES A -101 PROPOSED PARTIAL FLOOR PLAN A -102 STRUCTURAL PLANS /DETAIL A -201 BUILDING ELEVATIONS /SECTIONS SITE ADDRESS 16615 SOUTI— ICENTER PARKWAY TUKWILA, WASHINGTON 98155 KING COUNTY PARCEL # LEGAL DESCRIPTION, MC MICKEN HEIGHTS DIV 01 UNREC LOT 9 LESS FOR LY NLY POLG DESC LW — BEG AT PT 258.19 FT N OF SE COR LOT 10 4 TPOB TN S 59 -25 -14 W 184.14 FT TO ELY MGN PSN #1 4 TERM SP LN AND LOT 10 LESS POR LY SLY FOLG DESC LN —BEG AT PT 20 FT N OF SE COR LOT 10 TN N S9 -21 -31 W 16331 FT TO ELY MGN PSN 01 * TERM SD LW OCCUPANCY A -2 TYPE OF CONSTRUCTION TYPE V —B PROJECT DESCRIPTION ADDITION TO EXISTING ENTRY VESTIBULE FOR NEW SIGNAGE AND ADDITION OF NON — STRUCTURAL ACCENTS TO EXISTING PARAPET AND A NEW MAIN SIGN. ALL SIGNAGE TO BE DESIGNED BY OTHERS AND CONFORM TO CITY OF TUKWILA SIGN REGULATIONS AND CODES BUILDING AREA EXISTING BUILDING = 6,131.5 SQUARE FEET (I STORY) ADDITION TO VESTIBULE = 34.06 SQUARE FEET TOTAL WORK AREA = 34.06 SQUARE FEET VICINITY MAP 110 SCALE PLANNING APPROVED INo changes can be made. to these plans without approval from the Planning Division of DCD hipproved B :i t y: V s. . -'ate: SEPARATE PERMIT REQUIRED FOR: dti I�t3lf�,�ila�t PARKING REQUIREMENTS Cl) SPACE PER 100 SQ. FT. 6,1315/I00 = C62) SPACES (12) SPACES PROVIDED ( r EXISTING DUMPSTER AREA EXISTING SIZZLER RESTAURANT &,13 -1.S SQUARE FEET PROJECT: 1- 6 "X4' -ro 1 '2" (34.0(0 SQ. FT.) ADDITION -O =EXISTING ENTRY YESTIEULE L S OO° 34' 40" 238.79' 0 83' -3" +/- SOUTHCENTER PARKWAY SITE PLAN ---- - - - - -- F sa,. E COPY Permit No. ►ry - 20 Plan ! Pview approval is subject to errors and omissions. fppik, r4:t of construction documents does not authorize c'ts , a1arjon .` y adopted code 6r ordinance. Receipt Cc and 6.c L ions is acknowledged: r l SCALE: 1" = 20' • REVISIONS No changes shall be made to the scope of lifor €c without prior approval of ► kwila Building Division. ^ , lovis ons will require a new plan submittal and may include additional plan review fees. By Data: City Of TUkwita BUILDING DIVISION OM. MINIMINNID REVIEWED FOR CODE COMPLIANCE APPROVED , AUG 0 2 2012 City of Tukwila BUILDING DIVISION 0 10' 20 Architecture: +:. Planning t.L L C. 253.564.0275: •Www.coyotedesignoullne:com. CONSULTANTS Z es°D ›, . 2 ;.:). 0 g g 1 .1 C 1 ) C ) 0, c 0 J 0 � �N N 4 . ii2 ivi . 0 in .c . 41k M M U) Cir 2 � �d W �, WtO 5/30/201 MARK DATE DESCRIPTION MODEL FILE: DRAWN BY: Darren Dickerson,AlA CHK'D BY: COPYRIGHT © Coyote Design Architecture + Planning PLLC SHEET TITLE SITE PLAN /NOTES RECEIVED JUN 25 2012 PERMIT CENTER A -001 C: \Users \Darren\Documents \Sizzler \Sizzler. pin NEW PARAPET ACCENTS (2) AT EACH CORNER. SEE ELEVATIONS FOR DETAILS EXISTING PARAPET RENDERING NO SCALE EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING LINE OF EXISTING ROOF OVERHANG ENLARGED VESTIBULE MAIN FLOOR NOTES 1. ALL NEW EXTERIOR WALLS TO BE 2X6 HF (U.N.O.) 2. ALL NEW INTERIOR WALLS TO BE 2X4 NF 3. HEADERS ACCORDING TO PLAN • 4. PROVIDE SOLID BLOCKING AT BEARINGS WALLS FRAME ALL DOOR AND WINDOW OPENINGS AT 7 -10' ABOVE SUBFLOOR (U.N.10.) CONTRACTOR TO VERIFY 5. PROVIDE (2) 2X POSTS IN WALLS UNDER POINT LOADS FROM ABOVE AS INDICATED ON PLAN CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO COMMENCING WORK SLAB ON GRADE (STAINED CONC FINISH) STI -ID14 STHD14 4X10 PIG WINDOW W /6XSDFHDR STHD14 STHD14 7 -6' +/- ADDITION PROPOSED PARTIAL FLOOR PLAN SCALE: 1 /4" = 1' -0" 0 2' 4' 8' REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 2 2012 City of Tukwila BUILDING DIVISION i' Arch`i.t0.0tur€ : ±. Pl.anning t }•L L G 253.564:;0275' www:ooyote iesignonitrie:corn CONSULTANTS IMI >I co ZCU 00 .v 00 0 0 O M W = i � O A 0 .,.' = O N 4 to CO N — in F- o lir 2 U, Lei 2 r• 0. W = r 1.- 5/30/201 MARK DATE DESCRIPTION PROJECT NO: MODEL FILE: DRAWN BY: Darren Dickerson, AIA CHK'D BY: COPYRIGHT © Coyote Design Architecture + Planning PLLC SHEET TITLE PROPOSED PARTIAL FLOOR PLAN RECEIVED JUN 25 2012 PERMIT CENTER A -101 0 1. a) N 0 0 ADHERED STONE:YEt\1E :. 1# i3UILDING PAPER OVER--.. .• 1/2" CDX OR 06E3 EQUIP. NAILED 6?" O.C. AT PANEL EDGES ES AND 12" O.C. IN FIELD TYP. 2X6 - P.t'PLATE W/ /8" A.}3. (-I" MN. EMI=3EI) (2) A.B. PER PLATE SECTION -12" MIN. FROM END OF PLATE - 3 "X3X1 /4" PLATE WASHER 4" CONC SLA5 OVER 4" GRAVEL FILL 2X6 HFSTIIDS -�'tl5 O.L. 5/8' ANCHOR BOLT L)1/ 'T' MIN. EMBED - (2) A.B. PER PLATE SECTION -12° MN. FROM END OF PLATE - 3 °X3'XV4' PLATE WASHER (2) a4 HORIZ. BAR MIDDLE 1/3 OF FTG OPTIONAL THICKENED SLAB FOUNDATION FOUNDATION NOTES MATERIALS 1. CONCRETE COMPRESSIVE STRENGHT(S) PER 2009 I.B.C. 2. REINFORCING BARS: ASTM - A615 GRADE 40 (U.N.0) 3. WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED 4. ALL FRAMING HARDWARE TO BE SIMPSON OR APPROVED EQUAL 5. PROVIDE MIN. 6 MIL. VAPRO BARRIER UNDER SLAB(S) AND OVER GRANULAR FILL ulazzzatilacaaual DOWEL INTO EXISTING FND W/ (2) #4 BARS EPDXY W/ MIN. 6" EMBED. FOLLOW ALL MANUF. AND JURISDICTIONAL REQUIREMENTS FOR EPDXY USE Arch it ctu re: ±:. Pla:rning, P.LLCG 253,564:4)275: CONSULTANTS SLAB ON GRADE REQUIREMENTS 1. ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL A MINIMUM OF 12" BELOW GRADE 2. STEP FOOTINGS AS REQUIRED BY GRADE 3. PROVIDE POSITIVE DRAINAGE FOR FOOTING AND DOWNSPOUT DRAINS 4. RUN 4" DIAMETER FOOTING DRAIN CONTINUOUS AT FND PERIMETER AND UNDER SLABS) e 8' O.C. 5. STUB TIE CONCRETE PORCH SLABS INTO FOUNDATION WALL W/ #4 BARS e 24" O.C. (SEE PLANS) 6. INSULATE ACCORDING TO APPROPRIATE CODE(5) 1. GRANULAR FILL TO BE COMPACTED TO 90% OF MAXIMUM a THERE SHALL BE A MN. OF (2) ANCHOR BOLTS PER FOUNDATION SILL PLATE. SEE ENGINEERING SIZE AND SPACING OF ACCHOR BOLTS WHEN CONCRETE 15 CAST AGAINST AND PERMANENTLY TO THE EARTH PROVIDE 3" MN. COVER FROM THE REINFORCING STEEL 10. D.S. = DOWNSPOUT STUB OUT. VERIFY WITH ROOF PLAN (1F APPLICABLE) CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO COMMENCING WORK STHDl4 STHDl4 STHD14 STHDl4 FOUNDATION DETAIL PARTIAL FOUNDATION PLAN SCALE: 11/2 " = 1' -0" SCALE: 1/4" = 1' -0" ROOF FRAMING NOTES SNOW LOAD = 30 P.S.F. HEATED (LDF =1.00) ROOF DEAD LOAD =15 P.S.F. (METAL) SHADED AREAS DENOTE OVER FRAMING. SEE PLAN FOR FRAMING MATERIAL /SPACING DENOTES SOLID BEARING UNDER CON- CENTRATED LOADS N TRIMMER STUD U.N.O. BLOCK AT RIM JOIST IN FOUNDATION PLAN ALL RAFTERS TO BE PER FRAMING PLAN PROVIDE ROOF VENTILATION PER IBC (SEE TABLE) ROOF OVERHANG PER PLANS PROVIDE SIMPSON H1 OR H2.5 FRAMING ANCHOR AT EVERY TRUSS AND EVERY RAFTER 4-O' FROM CORNERS VENTED BLOCKING OVER SUPPORTS PLATE HEIG-IT(S): MAIN FLOOR U.N.O. = 19' -0" CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO COMMENCING WORK ROOF VENTING VENTILATION REQUIRED: ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CRO55 VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED Wrf-1 CORROSION- RESISTANT WIRE MESH, WITH I/8' MINIMUM TO I/4' MAXIMUM OPENNC 5 ROOF AREA L OCATION f . VESTIBULE E ROOF AREA TO BE VENTED 14 -g6; ..„ &GIFT. TOTAL NET FREE VENTILATING AREA (1/300 025; Sa -r 50% OF VENTING REQUIRED io FAYE i 0121 SaFT `BIRD" 13 LOCKING TYPE OFTION5 ?+ OF VENTED e.LOCKCa REQUFRI=23 IT 24' 1-10L*'_-SL032.8 &GI Ft PER BLOCK.? 4 • ea) t t -IDLES e co492 SQFT. PER BLOCK) i 3 (V2.5' POLES CO5i2 era FT. ER BLOCK) 2 (.3)2.54 POLES (.C163:50,. E - °ER BLOCK) : 2 - (2) 21 -4OLE5 (.0136 sa Fl: PER BLOCK) 2 1 (: ' 3' MOLES `1104 5G2 Ft PERSLOCK) I MIN. I/16" ROOF SHEATHING W/ SPAN RATING OF 24/16 NAILED 6" O.G. AT PANEL EDGES AND 12" O.C. IN FIELD 2X4 H.F. RAFTERS e 24" O.C. W/ 2X6 1-1.F. CEILING JOISTS TYP. 5/3O/2O1 DATE DESCRIPTION 2X8 H.F. RIDGE 2X8 N.F. HIPS TYP. VENT TYPE OPTIONS STAI'V4RP ROOF JACK (-34": FT- PER JAC{ MANSF- R1PGE VE141 (..12$SQ. Ft PER `IF.1 1) PROJECT NO: MODEL FILE: DRAWN BY: CHK'D BY: COPYRIGHT © Coyote Design Architecture + Planning PLLC Darren Dickerson, 414 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 2 2012 SHEET TITLE STRUCTURAL PLANS VENT CLEARANCES: WHERE EAVE OR CORNICE VENTS ARE INSTALLED, NSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR A MINIMUM OF A 1' AIR SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AT THE LOCATION OF THE VENT. I " 1 ROOF JACK VENT LOCATIONS ROOF FRAMING PLAN SCALE: 1/4" = 1' -0" RECEIVED JUN 2 5 2012 PERMIT CENTER. C:\ Users\ Darren \Documents \Sizzler\Sizzler.pin 6ittimle "1'401 tw w��l'�► +113 w-tc s19n NEW 24 GA COPPER METAL ROOF OVER 30* FELT ON 0S5 AND RAFTERS PER ROOF FRAMING PLAN) STUCCO OVERIS* BUILDING PAPER OVER 1/2" CDX OR OSB EQUIV. NAILED 6" O.C. AT PANEL EDGES AND 12" O.C. IN FIELD TYP. 2X6 LSL OR LVL STUDS e 16" O.C. TOP OF PLATE NEW SIGNAGE (DESIGN BY OTHERS) NOT TO EXCEED HEIGHT OF ORIGINAL PARAPET AND PER CITY OF TUKWILA CODES AND REGULATIONS NEW ARCH ADDITION TO EXISTING PARAPET: - FRAMED U/ 2X I-4.F. - ANCHOR TO EXISITNG FRAMIN IU/ ABS a IT O.C. - SHEATHED W/ 1/2" CDX/O513 NAILED 6' O.G. AT PANEL EDGES AND 12" O.C. N FIELD - 15# BUILDING PAPER - STUCCO FINISH PER MANUF. NEW PARAPET ACCENTS eve EACI -I CORNER TOTAL OF (S ). - FRAMED W/ 2X N.F. - ANCHOR TO EXISITNG FRAMIN W/ A35 e 12" O.C. - SHEATHED W/ 1/2" CDX/05B NAILED 6' O.C. AT PANEL EDGES AND 12" O.C. IN FIELD -IS* BUILDING PAPER - STUCCO FINISH PER MANUF. EXISTING POLE AND SIGN TO BE REMOVED O' BLDG. 4' HDR PER PLANS PROVIDE CRICKET FOR ROOF DRAINAGE EXISTING PARAPET ATTACH NEW TO EXISTING W/ A3512" O.C. I- 12 41—' NEW WINDOW EXISTING ROOF (OPEN TIMBER FRAMING) EXISTING WALL EXISTING SLAB NEW SIGNAGE AT NORTH AND SOUTH BY OTHERS) PER CITY OF TUKWILA CODE RIGID STEEL AWNING DIESIGN BY OTHERS L rJ ADHERED STONE VENEER SECTION BB SCALE: 1/4" = 1' -0" TOP OF PLATE EXISTING FOUNDATION 0 2' 4' 8' 7 -6" +/- 24 GA COPPER METAL ROOF OVER 30* FELT ON 055 AND RAFTERS (PER ROOF FRAMING PLAN) STUCCO OVER150 BUILDING PAPER OVER 1/2" CDX OR OSB EQUIV. NAILED 6" O.C. AT PANEL EDGES AND IT O.C. IN FIELD TYP. 2X6 LSL OR LVL STUDS e 16" O.C. EXISTING ROOF (TILE) \3 SECTION AA SCALE: 1/4" = 1' -0" 0 2' 4' 8' �1 EAST ELEVATION / SCALE: 1 /4" = 1' -0" ELEVATION NOTES PROVIDE CONTINUOUS METAL GUTTERS (MATCH EXISTING) PROVIDE ROOF VENTING PER I.R.C. PROVIDE GALVANIZED SHEET METAL FLASHING AND COU•TERFLASHING e ALL ROOF PENETRATIONS PROVIDE WEATHERSTRIPPING e ALL DOORS AND WINDOWS AND CAULK ALL JOINTS /PENETRATIONS IN EXTERIOR WALLS CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO COMMENCING WOR iituttg, Mo1 i�hts fdrMit7 4.?rIY.joY 4I PaInI 0 2' 4' 8' W SIGNAGE AT NORTH AND SOUTH BY OTHERS) PER CITY OF TUKWILA CODE RIGID STEEL AWNING DIESIGN BY OTHERS REVIEWED =OR CODE COMPLIANCE APPROVED AUG 0 2 2(12 NORTH ELEVATION SCALE: 1 /4" = 1' -0" 0 2' 4' 8' 1 rchitecture ±.: Planning: 253.564:;0275 wvO:coyatdclOsl:gnlonl(irie*ri CONSULTANTS Z 411 co m g 2 cog- 0 CO CI W Q, 0 1. 0 A m 0 . N _ = ti Na =�� 15 7.„ 0 . M M cn co 2 W 'ye ,.1.° IR 2 12 = , '' 5/30/201 MARK DATE DESCRIPTION MODEL FILE: DRAWN BY: Darren Dickerson,AlA CHK'D BY: COPYRIGHT © Coyote Design Architecture + Planning PLLC SHEET TITLE ELEVATIONS /SECTIONS RECEIVED JUN 25 2012 PERMIT CEN i "ER I A -201 rains \GiN RING IS i o 1021S SOUTI IG NTE1R FAIR< Salsa EXISTING V D1 ENLARGED VESTIBULE 4 5T1-I1D 14 5UJ1 ST-I14 51-1-11D14 SJ1 5T1-1D14 2 TYPICAL AT ALL STI-4D LOCATIONS STI5LIL AT NG FN Di 2x' 1-1F#2 FULL I -1E ICd 1T STUDS 6 16" oc MAX SPACING RI\G DO NOT SCALE( 1/2 " = 1') 2009IBC SHEARWALL / ANCHOR SCHEDULE LABEL APA RATED SHEATHING (1) (2) (4) (14) (21) NAIL SIZE & SPACE @ EDGES (4) (5) STUD AND BLOCKING SIZE@ ADJOINING EDGES (3)(6) (15)(16) RIM JOIST OR BLOCK CONNECTION 2X BOTTOM PLATE ATTACHMENT SILL PLATE ATTACHMENT CAPACITY (PLF) SEISMIC/WIND TO TOP PLATE O (8) NAILING TO WOOD BELOW (9) ANCHOR BOLT TO CONCRETE BELOW (10) (12)(17)(20) MASAPAZ ANCHOR OPTION SILL PLATE SIZE @ FOUNDATION (19) HDUEI HF MEMBER 5655# HDU8 - DF MEMBER 7870# 7/16" OSB ONE SIDE 8d @ 6" O.C. 2x 16d @ 4" O.C. 16d @ 6" 0.C. 5/8" @ 48" O.0 60" O.C. 2x 240/335 911Q 7/16" OSB ONE SIDE 8d @.4" O.C. 2x LTP4 @ 32" 0.C. 16d @ 4" O.C. 5/8" @ 36" 0.0 48" O.C. 2x 350/440 MSTC48B3 7/16" OSB ONE SIDE Sd @ 3" O.C. 3x LTP4 @ IT O.C. (2) ROWS 16d @ 6" O.C. 5/8" @ 12" O.0 16" O.C. 2X 450/730 5/8" @ 30" O.0 32" O.C. 3x 7/16" OSB ONE SIDE 8d @ 2" O.C. 3x LTP4 @ B" O.C. (2) ROWS 16d @ 4" O.C. 5/8" @ 8" O.C. 12" O.C. 2X 560/820 5/8" @ 24" O.0 24" O.C. 3x 8 ORE 5/8 "GW GWB ONE SIDE 8d @ 7" O.C. 2x 16d @ 4° O.C. 16d @ 8 "o.c. 5/8" @ 60" o,c. 60" o.c. 2x 75/145 7/16" OSB BOTH SIDES 8d @ 3" O.C. 3x LTP4 @ 8" O.C. 16d @4 "O.C. & LTP5 @ 12" O.C. 5/8" @ 15" O.0 12" 0.C. 3x 900/1460 SHEARWALL NOTES: (1) INSTALL PANELS HORIZONTALLY OR VERTICALLY - DO NOT BREAK AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" O.C. UNLESS NOTED OTHERWISE. (7) BASED ON 0.131" x 1 -1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" x 2 -1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 16d @ 4" O.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS 1/4' x3" x 3 ", EMBED ANCHORS A MINIMUM OF 7" INTO THE CONCRETE. MAX 1/2" FROM SHEATHING SIDE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT- DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) WHEN USING 3X PLATES FRAMING SHALL BE NAILED USING 4" X .148" 20d BOX NAILS. (13) 1%2" PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 746" OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" O.C. MAX. (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGI1VEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (17) DOUBLE 2X PLATES MAY BE USED IN LIEU OF A SINGLE 3X PLATE PROVIDED HOT DIPPED (2) 8d NAILING @ 6" ON CENTER IS STAGGERED BETWEEN THE TWO PLATES. TOP MUD SILL MAY BE HEM -FIR. (18) WHERE NOTED 2X SILL PLATES MAY BE USED FOR SW3, SW4, AND SW6 WALLS INSTEAD OF 3X. SHEAR LOAD TO THE CONTINUOUS MUD SILL IS LESS THAN 350 PLF. SHEARLOAD TO THE WALLS IS GREATER THAN TO THE MUD SILL. (19) TWO MA6 MAY BE USED EQUAL SPACED TO REPLACE 5/8" ANCHOR BOLTS (20) USE 5/8" GWB FOR SW5 WHERE SPECIFIED BY DESIGNER. (21)SHEARWALL DESIGNATED WITH AN ASTERISK ( *) MAY BE SHEATHED WITH 7/16 SMART PANEL OR 5/16 HARDIE PANEL HOLD DOWN SCHEDULE SIMPSON PRODUCT MODEL NUMBER (1,2,3) CAPACITY# FASTENERS ANCHOR BOLTS NAILS SCREWS HDU2 -2215# N/A (6)-SDS %"x 2%' TO (2) STUDS MIN. %" NUT WASHER NUT 8" EMBED HDU5 ;= 4065# N/A (14 )-SDS 1/4 "x 21/2" TO (2) STUDS MIN. %" NUT WASHER NUT 8" EMBED HDUEI HF MEMBER 5655# HDU8 - DF MEMBER 7870# N/A (20)-SDS 1/4'x 21/2" TO (3) STUDS MIN. SSTB28 OR SB 7/8 "x24 UNO HDUI4 - 10305# N/A (36)-SDS 1/4 "x21/2° TO 6X6 MIN. PER PLAN STHD10 /STHDIORJ -1435# (2) STUDS W/ (20) 16d N/A N/A STHD14 %STHDI4RJ - 3500# (2) STUDS W/ (24) 16d N/A N/A 18" END LENGTH + CLEAR SPAN - CS14 - 2490# (30) 10d N/A N/A MSTC48B3 (2) STUDS W/ (38) 16d HOLD DOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON "Z- MAX:',. TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON - SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) (5) HDU2 MAY BE USED IN PLACE OF STHDIO/STHDIORJ (6) HDU5 MAY BE USED IN PLACE OFSTHDI4 /STHDI4RJ. REV' 4' w ;D JR CODE COMPLIANCE APPROVED AUG 0 2 201 city of Tukwila .Ela 2.1 BUIUDtN C /1SION I . i LEGEND POINT LOAD KEY FoR ENGINEE USE ONLY R I MEMBER R1 DEAD 1000 TOTAL 3000 I—� LIV I 20001 BEAM DESIGNATOR', FOR PLAN REVIEW USE ONLY . (1R1) BEAM SIZE/TYREI 4'x8' DF"2 3 -I /8'x6° GLIB 3- 1/2'x9 -1/2' PSL SEE 8WEA LIALL �DD� DESIGNATOR NOLDDOWN /STRAP DESIGNATOR SEE HOLDOWN/61RAP SCHEDULE THDI4 C814,---0 I • 5TI SRJ DETAIL CALL -OUT SEE 'DI' SWEETS FOR 'I OoRREePONDING.DETAIL a, D1 CORRECTION LTR #� RECEIVED AUG 012012 / PERMIT CENTE bIz2a COPYRIGHT ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 12 0 a) ,,, a no aom .a- W o�w cr ti J 12 ° o.Sl .- 0p 83 ,0 •§.. V Q 501,2 mml el) om'°,00cm a I— 151(02o�n i s o 9:2141"i y o >°o 5y a.t1 0 0_ \ W IX >- Cr o N a) O ■ IX W m 2 z 0 LU a W G 0 Cam z— °o co cri N W < W ix W Q ix 19r1 et 'n t W N Z IM La La z C7 W m 0 W M a W a RECEIVED AUG 012012 / PERMIT CENTE bIz2a COPYRIGHT ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 12 0 ,/16' OSB UNO STAGGER SHEATHING I /8' GAP REQUIRED BETWEEN SHEETS 0 ad NAILS 6 61 0.C. AT 'BIRD BLOCKING' SHEATHING BREAK 03 EXTEND WALL SHEATHING TO TOP OF DOUBLE TOP PLATE ® SIMPSON 141 (UN.0) HURRICANE TIE TYPICAL EACH TRUSS/RAFTER TO TOP PLATE INTERSECTION ®MFR TRUSSES a 24' O.C. W/ PLAN ROOF SHEATHING NAIL W/ Sd 6 6' O.C. FOR PANEL EDGES AND 12 O.G. IN FIELD ® SHEATH ALL GABLE ENDS OTOE NAIL BIRD BLOCKING W (2) 861 NAILS ROOF SHEATHING 01/2' MIN FROM CORNER © ONE *4 REBAR IN SHEAR CONE (12' MINIMUM REBAR LENGTH) "if^ 04411111 II®5TRUCTUR4L 2X RIM OR 1-3/4' LVL ®FLOOR FINISH 3/4' T4G SUB FLOOR W /10d NAILS 30* FELT EA. COURSE OSB SHEATHING UN.O. MANUFACTURED TRUSSES (OR 2X RAFTERS 4 CLG. JSTS.) BLOWN-IN INSUL (PER ARCH) 1/2' GWB CEILING OG.I. GUTTER ON 5/4X8 FASCIA (PER PLAN) ()SIDING (PER ARCH) 15* BLDG PAPER (OR TYVEK) 1/16' SHEATHING (PER PLAN) 2X6 HF *2 STUDS 6 16'O.C. BATT INSUL (PER ARCH) 1/2' GWB WALLS ®OSB SHEATHING W/ LONG DIMENSION PARALLEL TO STUDS Sd NAILS ID 6'O.C. AT EDGES AND 8d NAILS 6 12' O.C. IN FIELD UN.O. ON SHEAR WALL SCHEDULE OMUD SILL TO STUD WALL (2)16d THRU NAIL TIP (3) 16d THRU NAIL FOR 51113 4 SW4 SHEAR WALLS ®2X6 PT MUD SILL WITH ANCHOR BOLTS PER SHEAR WALL TABLE (MIN OF 2 PER PLATE4 WITHIN 12' OF ANY CORNER) MIN 5' FROM EDGE O CRAWL SPACE @SLAB ON GRADE DOWN TURNED FOOTING OPTION C. DROPPED FLOOR JOISTS P.T. 2x12 HF LEDGER W/ 5 /81x6' AB EPDXY WITH SIMPSON SET. LUS2I0 JOIST WGR (UN.0) 30' MIN REBAR LENGTH ® NOTE: I- IOLDOWNS AT CORNER ARE SPACED I -1/2' FROM EDGE. SPACE 1/2' WHEN 2x 15 FLAT. y 0 CLEAR SPAN IT MAXIMUM. FOR TYPE RJ HOLDOWN 0' FOR NON RJ HOLDOWNS BUILDER TO DETERMINE IF STHD OR STIND/RJ IS APPROPRIATE. DO NOT SCALE 'r() \),c° 0 M RE HEWED FOR COD `?:COMPLIANCE A ` PROVED AUG 0 2 2012 Citytof Tukwila BUILDIG DIVISION W O 0 z m ° o m N W Off"' W Z 3M JECT NUMBER a a to co 00 0 Ti• 0 0 TYPICAL WALL SECTION AND S- EARUJ4LL NAILING Di RELEASE DATE cv ai ti \kc.° INSIDE OUTSIDE CORNER GYPSUM WALL BOARD INSTALLED W/5d COOLER NAILS 6 8' O.C. OR TYPE S/UJ SCREWS 6 16' O.C. 016d NAIL e 12' O.C. (UNO.) O Sd NAIL € I2'O.C. ON ALL FRAMING MEMEBERS NOT AT PANEL EDGES (UN.0) ® ORIENTATION OF CORNER STUD MAY VARY ® Sd NAIL 9 6' O.C. ALL FRAMING MEMBERS AT PANEL EDGES 4 12' O.C. ON ALLFRAMING MEMBERS NOT AT PANEL EDGES ® 8d NAIL 6 6' O.C. (ALL PANEL EDGESXUN.0) RECEIVED AUG 01 2012 PERMIT CENTER TABLE R1023.5 FIGR602.I0.5 OUTSIDE CORNER DETAIL ENGINEERING SHEET PREPARED BY INSIDE /OUTSIDE CORNER COPYRIGI -4T ©2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION, AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK, AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND /OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTORS CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2009 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2009 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 40 PSF EXTERIOR BALCONIES 40 PSF FIRE ESCAPES 40 PSF GUARD RAILS AND HAND RAILS 200 PSF GUARD RAIL INFILL COMPONENTS 50 PSF PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES WIND: IBC "METHOD 1- SIMPLIFIED PROCEDURE" PER ASCE 7 -05. SEISMIC: SEISMIC IMPORTANCE FACTOR, Ie = 1.00 BUILDING OCCUPANCY CATEGORY PER ASCE 7 -05 TAC. 1-1 = II SITE CLASS PER TABLE 1613.5.2 = D SEISMIC DESIGN CATEGORY = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS / RESPONSE MODIFICATION FACTOR R = 6.5 3. SOIL SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION: .35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING] ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EA tH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS 0 ER- EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c =2000 PSI) OR COMPACTED STR CTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL- GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4 ".ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DENSITY AS DETERMINED B Y ASTM D -1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEAR ING CAPACITY THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH TABLE 1613.5.2 HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTIO N THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IRC(R401.3) EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SEIVE) DOES NOT EXCEED 5 %, WITH A MAXIMUM DUST RATIO oPASING U.S. NO. 200 SIEVE 2/3 MAX. /o PASSING U.S. N0. 400 SEIVE 4. CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE &SHEETS (IBC 2304:12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C -150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN. CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5 ". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE - APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE ITEM DESIGN f'c (PSI) MAX. W /C RATIO MIN. (2) FLYASH (PCY) AGGREGATE GA SIZE GA NOTES MIN. CEMENTITOUS (1) MATERIAL (SACKS /YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - - 3/4 - - 5 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 3 -1/2" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI 5 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 - - 5 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. REINFORCING STEEL SHALL CONFORM TO ASTM A- 615, GRADE 40 FOR #4 BAR AND SMALLER AND GRADE. 60 FOR #5 AND LARGER. PLACE PER ACI 315 AND ACI 318. LAP SPLICES SHALL BE 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. PROVIDE BARS I N ; FOOTING AND WALLS -1907 . CORNER BARS AT ALL HORIZONTAL RS F00 ING D ( ) CRACKS: SLAB CRACK CONTROL IS REQUIRED AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-82 AND A -185. LAP ONE FULL MESH ON SIDES AND ENDS. PLACE AT MID DEPTH OF SLAB, OR AS SHOWN. CONCRETE COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" STEEL ITEMS MACHINE BOLTS °(M.B.):' 'ASTM °A -307, GRADE A" ANCHOR BOLTS (A.B.) :'' ASTM F1554, GRADE 36, CLASS 2A NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2 -1/2 10d 0.148 3 16d : 0.162 3 -1/2 20d - 0.192: 4 FASTENER TYPE :• • DIAMETER (IN.) LENGTH (IN) EQUIVALENT SPACING (IN.) 8d COMMON WIRE:,. 0.131 2 -1/2 8d "DIPPED. GALV. BOX" 0.131, 24/2 8d "SHINY BOX 0.113 2 -1/2 4-1/2 2 -1/2 12 GA. STAPLES 0.1055 1:7/8* 5-1/2 4 14 GA. STAPLES o.oso 1 -1/2* 15 GA. STAPLES 0.072 i-1 /2* 2 -1/2 10d COMMON WIRE 0.148' 10d "HOT DIPPED GALV ;! BOX" 1.0d "SHINY BOX" 0.131`. 4-1/2 2 -1/4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS. 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PS195 AND/OR P52 92 .. -ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RA TING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16) FLOORS (20" O.C. UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT. ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE- LAMINATED MEMBERS: PER ANSI /AITC A1.90.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F -V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV =240 PSI, E= 1.8X10 ^6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA -EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU(WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR - LARCH" NO. 2 (Fb =900 PSI, Fv =180 PSI) OR "HEM -FIR" NO. 1 (Fb =975 PSI, Fv =150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR - LARCH" NO. 1 (Fc=1000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 4. INTERIOR NON - BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 5. 2X & 3X T &G DECKING: "DOUG FIR - LARCH" COMMERCIAL (Fb =1650 PSI, E =1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2) 16d NAILING AT 6" ON CENTER STAGGERED. ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4' T &G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 16" OSB NAILED WITH 8d @ 6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) 2X, 4X, 6X OR GLULAM (FIR) SBX SPECIFIED MEMBER TRUS JOIST BOISE CASCADE LOUISIANA PACIFIC ROSEBURG FOREST PRODUCTS GEORGIA PACIFIC 2x SCL 2x TIMBERSTRAND Fb =1700 PSI E =1300 KSI Fv =400 PSI NONE 2x GANGLAM Fb =2250 PSI E =1500 KSI Fv =275 PSI BEAMS AND COLUMNS 6X OR GLULAM (FIR) 1 -3/4" SCL 1 -3/4" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI 1-3/4" VERSALAM Fb =2800 PSI E =2000 KSI Fv =285 PSI 1 -3/4" LP LVL Fb =2950 PSI E =2000 KSI Fv -290 PSI 1 -3/4" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 1 -3/4" G -P -LAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 34/2" SCL 3 -1/2" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI 3 -1/2" VERSALAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 3 -1/2" LP LVL Fb =2950 PSI E =2000 KSI Fv =290 PSI 3 -1/2" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 2 -PLY G -P -LAM* Fb =3100 PSI E =2000 KSI Fv -285 PSI 5-1/4" SCL 5-1/4" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 'PSI 5-1/4" VERSALAM Fb =3100 PSI E =2000 KSI Fv -285 PSI • 5-1/4" LP LVL Fb -2950 PSI . E =2000 KSI Fv =290 PSI 5-1/4" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 3 -PLY G -P -LAM* Fb =3100 PSI E =2000 KSI Fv =285 PSI 7 „ SCL 7" PARALLAM Fb =2900 PSI E =2000 KSI ' Fv =290 PSI -. 7" VERSALAM • • Fb =3100:. PSI : E =2000 KSI Fv =285 PSI '. 7" LP LVL Fb =2950 PSI E =2000 KSI Fv =290 PSI • 7" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 4 -PLY G -P -LAM* Fb =3100 PSI E =2000 KSI Fv =285 PSI RIM BOARD OR RIM JOIST APA / EWS PERFORMANCE RATED RIM (PRR -401) 1 -1/8" MINIMUM THICKNESS * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's.MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: (2304.11): WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THANE INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE- TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE - TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. APPLICATION SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) 2X, 4X, 6X OR GLULAM (FIR) SBX GALV (G60) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) 2X, & 4X (CEDAR) NONE GALV (G90) BEAMS AND COLUMNS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) 6X OR GLULAM (CEDAR) NONE GALV (G90) (2) 16d TOP PLATE TO TOP PLATE FACE NAIL (2) 16d @ 16" O.C. PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED; OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED.. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES 'SHOULD ' -BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM x3 x U 3 3 .229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS. FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN THE LENGTH AND. AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS-14 UNLESS NOTED OTHERWISE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS ITEM TYPE CONNECTION RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR (3) 8d & H1(U.N.0.) @ 24" 0.C. CEILING JOIST TO TOP PLATE TOE NAIL (3) 8d CEILING JOIST TO PARALLEL RAFTER FACE NAIL (3) 16d CEILING JOIST: LAP OVER PARTITION FACE NAIL (3) 16d COLLAR TIE FACE NAIL (3) 16d BLOCKING TO RAFTER TOE NAIL (3) 8d RIM BOARD TO RAFTER END NAIL : (2) 16d TOP PLATE TO TOP PLATE FACE NAIL (2) 16d @ 16" O.C. TOP PLATE @ INTERSECTIONS FACE NAIL (4) 16d TOP PLATE LAP FACE NAIL (8) 16d STUD TO STUD FACE NAIL (2) 16d @ 24" O.C. HEADER TO HEADER FACE NAIL 16d @ 16" O.C. EACH EDGE TOP OR BOTTOM PLATE TO STUD END NAIL (2) 16d STUD TO SOLE PLATE TOE NAIL & END NAIL (3) 8d & (2)16d BOTTOM PLATE TOP FLOOR JOIST AT BRACED PANEL TOE NAIL & FACE NAIL 16d @ 16" O.C. & (3)16d @ 16" O.C. JOISTS AT TOP PLATE, SILL OR GIRDER TOE NAIL (3) 8d BRIDGING TO JOIST TOE NAIL (2) 8d EACH END BLOCKING AT JOISTS TOE NAIL (3) 8d BLOCKING TO TOP PLATE TOE NAIL (3) 8d RIM JOIST TO JOIST FACE NAIL (3) 16d RIM JOIST TO SILL OR TOP PLATE TOE NAIL 8d @ 6" O.C. CONTINUOUS HEADER TO STUD TOE NAIL (4)8d BUILT -UP CORNER STUDS FACE NAIL 16d @ 24" O.C. BUILT -UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP &BOTTOM) (2)16d @ 16" O.C. RAFTERS TO 2x RIDGE BEAM TOE NAIL & FACE NAIL (4) 16d & (3)16d JACK RAFTERS TO HIP TOE NAIL & FACE NAIL (4) 16d & (3)16d LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED. PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT. DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE- ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IRC SECTION R802.10.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I JOISTS: SHALL BE APA EWS PERFORMANCE RATED I- JOISTS (PRI). I- JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. SPAN TABLE IRC R802.5.1(3) MEMBER FLOOR CEILING RAFTERS (30# L.L.) TILE COMP /SHAKE JOISTS (10# D.L.) (40 #L.L.) (L/360 L.L.) (200# L.L.) (L/240 L.L.) (L/240 L.L.) (20# D.L.) (10# D.L.) NO. 2 H.F. SPACING O.C. MAXIMUM MAXIMUM NO. H.F. SPACING MAXIMUM MAXIMUM MEMBER (EXT. ADH @ EXT. CONDITIONS) SPAN SPAN MEMBER O.C. SPAN SPAN E =1.8 Fv = 285 12" 10' 14' -10" 12.E 12' -2" 13' -7" 2 X 6 16" 9' -1" 12' -10" 2 X 6 16" 10'-6" 11' -9" 24" 7' -11" 10'-5" 24" 8' -7" 9' -7" 12" 13' -2" 181-8" 12" 15'-4" 17' -2" 2 X 8 16" 12' -0" 16' -2" 2 X 8 16" 13'4" 14' -11" 24" 10' -2" 13' -2" 24" 10' -10" 12' -2" 1.2" 16' -10" 22' -11" 12" 18' -9" 21' -0" 2 X 10 16" 15' -2" 19' -10" 2 X 10 16" : 16'-3" 18' -2" 24" 12'-5" 16' -2" 24" 13'-3" 14' -10" 12" 20'-4" 26' -7" 12" 21' -9" 24'-4" 2X12 16" 17'-7" 23' -0" 2X12 16" 18' -10" 21' -1" 24" 14'4" 18' -10" 24" 15' -5" 17'-3" LUMBER SPECIES MEMBER SPECIES POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO.2 DOUGLAS FIR SILLS, PLATES, BLOCKING, ETC. NO. 2 HEM FIR STUDS STUD GRADE HEM FIR STUDS OVER 10' HIGH N0.2 HEM FIR R VI POST AND BEAM DECKING ING P.T. #2 FIR CO E 1 OSB SHEATHING ` PER PLAN sAP GLU -LAM BEAMS Fb2400, DRY ADH AUG (EXT. ADH @ EXT. CONDITIONS) " PSL MATERIALS* Fb = 2900 E = 2.0 Fv = 290 City BUILDI -�• LVL MATERIALS ** Fb =2600 E =1.8 Fv = 285 ALL GLB BALANCED WEST SPECIES 24F -1..8E W.S. EWED FOR COMPLIANCE PROVED 02 2012 Of Tukwila G DIVISION RECEIVED AUG 012012 PERMIT 44NTER G� 2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 'Oct rineering o a w =m71 C =2.1OCl 8i.:4§.§.4 ! wm e $a Z` I I- coNO`"oc c c a c Oyc data ` o m a - ii7E2 21 h .635 .5' • 1 i 11'61 i W 2 cn C9 Z W W Z C3 Z W G� 2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL