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HomeMy WebLinkAboutPermit D07-371 - JOHNSON RESIDENCE - NEW HOUSEJOHNSON RESIDENCE 11866 44 PL S D07 -371 Parcel No.: 3347400785 Address: 11866 44 PL S TUKW Suite No: Tenant: Name: JOHNSON RESIDENCE Address: 11866 44 PL S , TUKWILA WA Cityf Tukwila Owner: Name: JOHNSON VERDAYNE +JALON D Address: 11744 44TH PL S , TUKWILA WA 98178 Phone: Contact Person: Name: VERDAYNE JOHNSON Address: 11840 44 PL S , TUKWILA WA 98178 Phone: 206 954 -8185 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Contractor: Name: OWNER AFFIDAVIT - JALON D JOHNSON Address: Phone: Contractor License No: doc: IBC -10/06 DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D07 - 371 Issue Date: 12/21/2007 Permit Expires On: 06/18/2008 Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF 2829 SF SFR WITH 820 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE INCLUDING INFILTRATION, SANITARY SIDE SEWER, WATER SERVICE INCLUDING 3/4" WATER METER, DRIVEWAY ACCESS, AND STREET USE. Value of Construction: $298,992.91 Fees Collected: $28,144.80 Type of Fire Protection: NONE International Building Code Edition: 2006 Type of Construction: VB Occupancy per IBC: 22 D07 -371 Printed: 12 -21 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Permit Center Authorized Signature: Signature: doc: IBC-10/06 City o...../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.ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 50 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: Y I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not pre - ume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or performance of w I - authorized to sign and obtain this development permit. Permit Number: D07 -371 Issue Date: 12/21/2007 Permit Expires On: 06/18/2008 Date: 1 p �) `1) Date: , !•— Print Name: \ C► 1() ►� V 01\ c c leTh This permit shall become null and void if the work 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. D07 -371 Printed: 12 -21 -2007 Parcel No.: 3347400785 Address: Suite No: Tenant: doc: Cond -10/06 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.ci.tukwila.wa.us 11866 44 PL S TUI{W • JOHNSON RESIDENCE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -371 ISSUED 09/20/2007 12/21/2007 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 mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: 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. 5: 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. 6: 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. 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: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 12: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 13: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila D07 -371 Printed: 12 -21 -2007 Permit Center. doc: Cond -10/06 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.ci.tukwila.wa.us 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431- 3670). 17: 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. 18: 19: ** *PUBLIC WORKS DEPARTMENT COND1TIONS * ** 20: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 21: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 22: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 23: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 24: Any material spilled onto any street shall be cleaned up immediately. 25: Work within the Public right -of -way, will require a copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 26: Work within the Public right -of -way, will require a bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 27: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 28: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 29: From October 1 through April30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 30: Owner /Applicant shall contact the local postmaster regarding location of mail box(es) installation. Location of mail box(es) installation shall be coordinated with Public Works. 31: Owner /Appicant shall pay entire amount of the King County Sewer Capacity Charge, prior to Public Works final for this Building Permit. 32: Prior to start of foundation work, Owner /Applicant shall complete and provide to Public Works an Elevation Certificate. D07 -371 Printed: 12 -21 -2007 33: ** *FIRE DEPARTMENT CONDITIONS * ** 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.ci.tukwila.wa.us 34: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 35: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 36: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 37: Adequate ground ladder access to rescue windows shall be provided. 38: Maximum grade for all projects is 15 %. 39: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 40: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond -10/06 * *continued on next page ** D07 -371 Printed: 12 -21 -2007 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: doc: Cond -10/06 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.ci.tukwila.wa.us �l I (,11/\ 6\\ f1SU Date: «a 0-4 D07 - 371 Printed: 12 -21 -2007 r I Tenant Name: CITY OF TUKWIL)' Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wwwatukwila.wa.us Site Address: 1(n X,x 4M +12L 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 ** Property Owners Name: � Ph w S D'1 Mailing Address: I ti 49 44 ec • Sv 'C'���r (5 �✓� qv" City CONTACT PERSON- who do we contact when your permit is ready to be issued Name: V- i%4Q/,l 7044' 5v A,1 Mailing Address: / /�to 4a -74 /6- S; - State zip E -Mail Address: F a x Number: Z49 - 7107 — W 4‘ 3 GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: �,,�`�� City Contact Person: et fr-T ir/1 L ._,DLI,'1 S� Day Telephone: E -Mail Address: i Fax Number: Contractor Registration Number: Expiration Date: ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name. / Mailing Address:4p 3 �g r % ?c /t &.' Contact Person: KR 5a » E -Mail Address: Company Name: kaki /* '4v,€,-/ - Mailing Address: "VS / f Zhd r7 V A/ 7214 klit 4 S If/Ze Contact Person: E -Mail Address: QAApplications\Fonns- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh King Co Assessor's Tax No.: 3 3y` ?goo 7k ENGINEER. OF RECORD All plans must be wet stamped by Engineer of Record Suite Number: Day Telephone: ilk 9J `- ' /kJ City City aa State ( Day Telephone: 31 - a "' 3 Fax Number: vLP td/k 44 9C,07-Z State/ 1 Zip Day Telephone: V Zs ye , s ^ - 4 9 00 Fax Number: S/ Z I' - elk 7 /v0 City Floor: New Tenant: ❑ .... Yes 0 ..No State State Zip Zip Page 1 of 6 Valuation of Project (contractor's bid price): $ 15 io 30 Existing Building Valuation: $ 'Mu 51 /15lL 74jrti1y resi Scope of Work (please provide detailed information): 1u1 c he ,Q /V65.1 - Will there be new rack storage? 0.... Yes Q:Wpplications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Provide All Bui lding Ar eas to "SquareTootage Below If yes, a separate permit and plan submittal will be required. idition #t xisting;`; tructure i O O c,2 e —3 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes [ " No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm Er None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes [g/Fio If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 Y PUBLIC WORKS PERMIT INRMATION - 206- 433 -0179 " ' ? Scope of Work (please provide detailed information): MAW S l /1 (e `rzuryw1 red 1cUrt,LC /Qkzd Call before you Dig: 1- 800 -424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. r District ..Tukwila 0... Water District #125 ❑ .. Highline ❑ ...Water Availability Provided e er District ...Tukwila ❑... ValVue ❑ .. Renton ❑ ...Sewer Use Certificate 0... Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. t otted with Application (mark boxes which apply): ...Civil Plans (Maximum Paper Size —22" x 34 ") ❑ ...Technical Information Report (Storm Dram e) ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ ...Bond — ❑ .. Insurance ` .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) r t4) 1NG / Q�/ — ❑...Hold Harmless —(ROW) Proposed Activities (mar xes that apply): / ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance Q ...Construction/Excavation/Fill - Right -of -way ✓ ✓ Non Right -of -way .Total Cut Total Fill 5 cubic yards cubic yards Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑,Curb Cut Frontage Improvements S.. Pavement Cut ...Traffic Control ❑ .. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water Permanent Water Meter Size..3 / ❑ ...Temporary Water Meter Size.. " ❑ ...Water Only Meter Size " ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public _ QAApplications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh WO # Private Private O Work in Flood Zone Storm Drainage ❑ ...Renton ❑ ...Seattle ❑ .. Grease Interceptor ❑ . Channelization Trench Excavation .. Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) Water ewer ❑ ...Sewage Treatment Monthly Service Billing to: C, �S Name: V ;1b hit i Day Telephone: ` Lb l — Mailing Address: I Isg 4b 4 4 121- $b • Tu kAA2 i t S / !.v s Cry City State Zip Water Meier Refund/Billing: V.( Name: ,fil , /Iti f (PC) 114/44A- Mailing Address: 30,,wJ ws' C✓b� Day Telephone: ,wit./ Cc0 a , C ity State Zip Page 3 of 6 Unit Type: Qty : Unit Type : . . Qty, ,, Unit Type: Qty Boiler /Compressor: Qty" Fumace<100K BTU I Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System i Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct I Generator Emergency 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Other Mechanical Equipment �/ Air Handling Unit <10,000 CFM Incinerator — Comm/Ind ANICA. PERMIT IATION 206 431 -367 MECHANICAL CONTRACTOR INFORMATION Company Name: 14eh / -� /714 X25 Mailing Address: 900/ I , C AM-4u j_ flvtayr0/ Alf i7 /4f/ City State Zip Contact Person: (/tGK / / rht -4-' Day Telephone: 2S3 9 zL 2711 E -Mail Address: Contractor Registration Number: Expiration Date: Valuation of Mechanical work (contractor's bid price): $ 9 Scope of Work (please provide detailed information): frov C&- .- a .O clu.ct 14. t 4 Ne,tArzA4.4,,.3 r'∎ V\ct S NY ) Sit15(( 1 tie siolte. Use: Residential: New ....X Replacement .... ❑ Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas ....Er- Other: Indicate type of mechanical work being installed and the quantity below: Q:\Applications\Fotms- Applications On Linen -2006 - Permit Application.doc Revised: 9 -2006 bh Fax Number: Page 4 of 6 Future Type: Qty Fixture Type: . - Qty Fixture Type Qty Fixture Type: Qty Bathtub or combination bath/shower ** �� Git Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic Floor drain Sinks er 1 Dental unit, cuspidor Shower, single head trap I Urinals .3 Dishwasher, domestic, with independent drain 1 Lavatory 5 Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent I Additional medical gas inlets/outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors I Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas PLUMBING AND GAS PIPINt'ERMIT INFORMATION - 206 -4 PLUMBING AND GO,S PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: \el (\ LID 4�l•(' 1 ft, $u • ° Ctacido �14 1 utiA c g, City V i giAA/L , IASOn Day Telephone: State Zip Contact Person: Y y p �� � q,.5 "� l�S E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Plumbing work (contractor's bid price): $ ' I Valuation of Gas Piping work (contractor's bid price): $ CJ t (P S E Scope of Work (please provide detailed information): (1.1)V k, QW r k(0v1(Q 15 'Y ( D (1� «S �/►� 1\1.U) ArMA,s4 , l � (rs 1ct 4 11 U Building Use (per Int'1 Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q: Appliations\rornu- Applications On Line'3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 5 of 6 'LIGATION NOTJ e to all p ermits in ;this appticatiori 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. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PE : I ' Yg Y THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Signature: �e Print Name: Q�G' dt t 3 b si)^ Date Application Accepted: Mailing Address: V 1 -k0 1 -V-k - QL 5 0 cAl?-0101- Q:\Applications\Fonns- Applications On Linel7 -2006 - Permit Application.doc Revised: 9 -2006 bh Day Telephone: - 'CO V.AA ( (,,Aft WriA City Date: 1. 1S' State Date Application Expires: osok- Zip Page 6 of 6 Parcel No.: Address: Suite No: Applicant: Receipt No.: R08 -01853 Initials: LAW User ID: 1632 Payee: TRANSACTION LIST: Type Method Descriptio Payment Cash ACCOUNT ITEM LIST: Description 3347400785 11866 44 PL S TUKW JOHNSON RESIDENCE VERDATNE JOHNSON BUILDING INVESTIGATION 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.ci.tukwila.wa.us 000/322.800 RECEIPT Amount Account Code 58.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $58.00 Payment Date: 05/29/2008 04:01 PM Balance: $0.00 Current Pints 58.00 Total: $58.00 D07 -371 ISSUED 09/20/2007 12/21/2007 3018 05/30 9711 TOTAL 58.00 doc: Receiot - Printed: 05-29 -2008 Parcel No.: 3347400785 Permit Number: D07 -371 Address: 11866 44 PL S TUKW Status: APPROVED Suite No: Applied Date: 09/20/2007 Applicant: JOHNSON RESIDENCE Issue Date: Receipt No.: R07 -02845 Initials: WER Payment Date: 12/21/2007 04:21 PM User ID: 1655 Balance: $0.00 Payee: JALON JOHNSON TRANSACTION LIST: Type Method Description RECEIPT Amount Payment Check 104 25,896.32 ACCOUNT ITEM LIST: Description BUILDING - RES CASCADE WATER ALLIANCE PLAN CHECK - WATER METER PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE SEWER - ALLENTOWN /RYAN STATE BUILDING SURCHARGE TRAFFIC CONCURRENCY TRAFFIC MITIGATION FEES WATER - ALLENTOWN /RYAN WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE 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.ci.tukwila.wa.us Account Code Current Pmts 000/322.100 2,613.04 401/386.550 5,297.00 000/345.830 10.00 000/342.400 23.50 000/342.400 300.00 402/379.004 10,189.20 000/386.904 4.50 104.367.121.00 300.00 104.367.120 1,013.88 401/379.004 5,555.20 401/379.002 60.00 401/342.400 15.00 401/386.520 490.00 401/343.405 25.00 Total: $25,896.32 Payment Amount: $25,896.32 6396 12/24 9710 TOTAL 26320.88 doc: Receiot -06 Printed: 12 -21 -2007 RECEIPT NO: R07 -02047 Initials: JEM User ID: 1165 Payee: JALON D JOHNSON SET ID: S000000855 SET NAME: Tmp set/Initialized Activities SET TRANSACTIONS: Set Member Amount 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. ci. tukwila. wa. us D07 -371 2,248.48 M07 -200 36.39 PG07 -248 52.00 TOTAL: 2,336.87 TRANSACTION LIST: Type Method Description Amount Payment Check 102 ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW SET RECEIPT TOTAL: Payment Date: 09/20/2007 Total Payment: 2,336.87 2,336.87 2,336.87 Account Code Current Pmts 000/345.830 1,786.87 000/322.100 250.00 000/345.830 300.00 TOTAL: 2,336.87 COMMENTS: . ✓tF'S (i e /lL 1 n AS' t1 4-J - Z D -g t3 _ /Z, L Yvd r — L i- Le-r\ ,) r A1(e ,`---- S A ' V' , f J J A A f`t CO el - t„ AS 1 S ' ,R' A c_./ Date Called: r Er .k,S A` c . Special Instructions: W pAc. , ., e- of A11 a.m. Requester: Phone .c kI 1 . {. oA S Are (.t)Life Project: . ✓tF'S (i e /lL Type of InspectiQn: A_ t o ; I K: J • 7 -- - , - A Address: ! L 1 Yco 41 a.,� -� — S ' Date Called: Special Instructions: Date Wanted: (., a.m. Requester: Phone .c _S-(332___ Dor - I INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Y- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. 'Inspector: (Date: 6 — 2 ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Project: /2 t Type off pspection: Address: 1 (r (D(p 44 Pb s . Date Called: f Special Instructions: / Date Wanted: 72- a.m. cpIri Requester: Phone No: IV 7- 3 INSPECTION RECORD Retain a copy with permit INSPECTION N.. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: I lnspecy r: tip (Date: ( El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: (Date: • COMMENTS: Type of Inspection: ... (_..).6 (-e—; l : "l < (, 1) J /i f ic-. ff o,) , I I c " - Tv p.m. Requester: 7 l Phone No: r 3 / / + 0 - OK t3 c - - t e r- 1 i Project =3 in/Saly A Type of Inspection: ... (_..).6 Address• //5'4 WS Date Called: Special Instructions: z, . Date Wanted: - - /Q terry' p.m. Requester: Phone No: r 3 / / + 0 - INSPECTION RECORD Retain a copy with permit INS ECTION N.. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Ei Corrections required prior to approval. J lnspecr: Date: ff El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: COMMENTS: k Type o s ecti `r Address: Date Called: Specia Instructions: jot_ Date Wanted: �ar�r v� p.m. b( �--G A- 0 A 0 s 0-(i i 1/,\ `. ` ‘ n (.vf ice.-;Ave ; t � S ) A (,6 j --`„ /- `TU (em) n u A -V - _ 1 t I i Projec Q /t/S Type o s ecti `r Address: Date Called: Specia Instructions: jot_ Date Wanted: �ar�r v� p.m. Requester: Phone N . Approved per applicable codes. INSPECTION RECORD Retain a copy with permit D 737/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Corrections required prior to approval. I 0 $58.00 REINSPECTION FEE REQUIR D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite'100. Call the schedule reinspection. (Receipt No.: 'Date: Date: COMMENTS: Type /— 706 S AA i !v ,, U ( Date Called: Special Instructions: % ( Date Wanted: a.m. I n —V Or -„,nT Requester: Phone No: t ''`e •- I '`- -5 e c/' 6--\ S /UO ( .e__AL , ii ) / kL ( r f e. - , ,) * Proj ectJ, _ r / h Type /— 706 S Address: 11 1/1/C_, 41 aL Date Called: Special Instructions: % ( Date Wanted: a.m. I n —V Or -„,nT Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D Approved per applicable codes. Inspector( INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. ) 'Date: $58.00 REINSPECTION FEE REQUIR Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 1 0. Call the schedule reinspedion. (Receipt No.: 'Date: • 0173 PERMIT NO. (206)431 -3670 Prof ct } 04, lSdoJ fi TYpe ��// _,[/ils - Ad re s Date Called: Special Instructions: Date red: _ l/ 49 Q p.m. (JJ Requester: Phone No 5 INSPECTION RECORD Retain a copy with permit ,1)07 - 3 7 / INSPECTION N PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ti proved per applicable codes. El Corrections required prior to approval. El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project_ a� NS' ik Ike S on: . Type of Inspection: ec ,� k , k Address: 0 ..a Date C fled: , te Special Instructions: Date Wanted: B f 2 a.m. Requester: Phone No: 4 AA■3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. adii- 37/ CITY OF TUKWILA BUILDING DIVISION g. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 pproved per applicable codes. Corrections required prior to approval. COMMENTS: CJ/ 6t- ►- 0\.- A �Lss I lnspewrtor: !Date: $58.00 REINSPECTION FEE RE UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: COMMENTS: Lt) r I)U.X /Lo F W,451 J aec-.s J ptiveN 1 J ' e .0 1 I . , b A ekAef 1 . '.✓ n� L'SJ-?S e4 cJ 1 A ' 1Y -J S -- F. F `f) ;� cam" I/A- rk � P Requester: Phone No 253' so32. ,fir /) CAD 61e ki 1 d F �,, I!'� m- r(..)._ !' �,/", 1t . -. 'r" , ,y,) mot „Titer 4r K w/f ` IA1 W Pl e __ /13 jC i 6 a f i- GA r i )1-_,e)- r-e-e__,:P- ,fi—il k zr-:_r /\NI f)l ,fJ- ) Proje��--cc'� c�a h►�SDm keti., Type of Inspection: - iL Am I 1L) Address: Date Called: Special Instructions: Date Wanted: Requester: Phone No 253' so32. INSPECTION RECORD 1 Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. Q (206)431 -3670 Approved per applicable codes. DO Corrections required prior to approval. 'Inspector: 1 Date: �/ �pd i(A El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 1Date: Pro' : h&JSOIJ R?-s, Type of Inspection: F live', . Ad re.s, I / AoGc' cic( PL 5 Date Called: tra efrr R. ..)1.--- i,( .) 4 — ' Special Instructions: _Date N3 gee,An rbtILT-it L I P /V - Wanted: ...) , 2, 7- 68 6 Requester: p NA .I\ ■ - A- 7, Ph o; Islo: -_,, - S 7 -Th MMENTSED !/- CO i bA k c 0: &I ..t ,, LA..), -vv Q e Ail sva ter F . cAcr 643 ,,./ nr--- ,Asm-{(t.t: 6r fle>e P A] tra efrr R. ..)1.--- i,( .) 4 — ' (,0 44,pt e rf, M 441 A--0 - A f 4 (A (? .. ---- A ) , Ali) Vi.f • ( f 5 c-kl cl ) f"ti p NA .I\ ■ - A- 7, '(-1,31 ■ iv? i k7-e.-C-Sj — 7 , reAf ft- tf-fA--" /1-5,i 9e r 94,42c_,. Ai" tiAl(s• it C-C---A -- 1 - A te" ,Thte_ii • --,----) A- ( c 4' 7 1?..A---/t--k 1 - AA ' 1 171. c .ki tcf v pi 5 - 1 --- c'l- pr r i,, „IS_ 6 ..5 -gt fr. / \ A : ( — /CA I T, fai'l 0-0A-1 nspect r: ) Date: ID Approved per applicable codes. INSPECTION RECORD 3 / INSPECTION NO. P 7 RMIT NO. CITY OF TUKWILA BUILDING DIVISION V- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2Q6)431-3670 Retain a copy with permit Corrections required prior to approval. ir OA rt 58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. !Receipt No.: COMMENT'S: �m iii 11 S � i �-? nef ;r, ) J AS`S r , f ■ . ^S n c-i , a S , , k () rye- - (_ i-t ; A) r- iit-it 't S a , - l 9 111-1-1 re �� L^ (44 . (i A jam,, I — M , �- 'i4 "Al ( r J f r. t J d 1 r K Gc ID (me fir /6 6, 1 J - t-f J f i)A 6i--P J \ I. )n-1 e1" 7 J' J 7 e-->c or c 1 ,J; ?> /9 DD wT1nS i ( " gs .S Lw(,.) er Surf ' `4 ti r\ ti3 r - tk ‘,M S j l /C1`e -, b Q ,C.:.& I Proj J d h 'N W Type of Inspection: Ks ( ( S fi► N5 /,5 1 12 , c iv Address: ( 1 CD(' Li L- ( PL $ Date Called: Special Instructions: Date Wanted: L( — 2__i O -d 0 .m' Requester: Phone No: _ Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 proved per applicable codes. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. I lnsp ctor: Do -37 :t PERRMIT NO. r (206)431 -3670 Corrections required prior to approval. (Receipt No.: 'Date: Project.,,- Type of Inspecti 1 p ste-o-Flit'&_.5 Date ailed: Address: 1 t R ( . 0 (. L Lfl PL. 5 Special Instructions: Date /Wanted: `'t ' 2.5 -68 % P.m. Requester: Phone No' aC —t a.Sy — 2,1 es ti) INSPECTION NO. INSPECTION RECORD Retain a copy with permit 0 I PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: C„9 � ' . k 1A-I� AS of I lnspec Date: 4 2s •- �( $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project' — .10(A A 5 0 1 ReslcAeL Type of Inspection; Address: . / t g 10 4 44 P e C Jot-XI Date Called: Special Instructions: Date Wanted t Requester: Phone No: 7-0 — Cf — El C5 El Approved per applicable codes. lInsp INSPECTION NO. INSPECTION RECORD Retain a copy with permit - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 COMMENTS: • :JUST' eei I Date: 2 / 72 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: !Date: Corrections required prior to approval. I Project: h*l { kes h Type of Inspection: /Zoo Sc c .( , -t Ad-dress: - tL 1 igigo 11 roes s ate Called: Special Instructions: j Date Wanted: Requester: Phone N o!! ?fib c G — /���()r rr s INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. 206)431 -3 El Corrections required prior to approval. i4 COMMENTS: (01 /. oAf I A/ Inspector 'Date _ Z2 - Ob/ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: To f-I ALfa n ReS: e9 c� Type of Inspection: N g o v S it Address: 1 1 86 -44 PL 5 ,, Ii i Date Called: / �-- Special Instructions: 4 Date Wanted: 2 t Oy ' p.m. Requester: Phone No INSPECTION NO. ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D0'7 -37I PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: 1\6J1\ A.re_A 1 71 _ I� (0,-se ( A-4( t P 4 - - JDate: 4 _ 2 ( , $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: IDate: Projects c J d AtTOn/ QC's . Type ofjnspection: f- p4r/NG V d e 6 / gioz Date Called: Special Instructions: Date Waned: / P.m. Requester: Phone No 0aG - 95 q-S f a< INSPECTION NO. (Inspector: INSPECTION RECORD Retain a copy with permit 7 3 7/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION TZ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Vol I ,9fo// (' O' ,p %45 C >� Date�W El $58. EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 1Date: COMMENTS: No di e 0 10)e, A 'A i-Dio.,4,07 A tt lic lko e 13 kme Joe ey, , (i iNslicAlt-4 • Date Called: - 'c'A"Yveci - Ara ne.f)._ bf ta-d-- __ " mri Or coirt--`1 ii Requester: Phone No: Project: 71 f`J \ ( 1 e S` A (--1%-c .- Type Inspestio_. \.. Address: Date Called: Special Instructions: Date Wanted: 7 ' a p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTI NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Approved per applicable codes. l Inspecte: IlL Corrections required prior to approval. $58.00 REINSPECTION FEE R QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: D 07 3 Date: COMMENTS: Type of nsp V Address: , &'( c PL JJ Called: — '� fi)tAAA ,3N IN oe6;i7 3 id:U -P 5`1 P 6 r its ( -v ..- p 1 e'' A)J1,S -0- col" S(As -a b 6 ✓1 ��- . (M1 Tt? 1ni? ee7- epoxy rt:)1,J - d f ,1 7ip Project: Type of nsp V Address: , &'( c PL JJ Called: — Special Instructions: Date Wanted: r/ 2 -d- 0d p.m. Requester: Phone No: co PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Approved per applicable codes. Corrections required prior to approval. InspeCiN 60 A Date: 2- - 06 9 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: !Date: COMMENTS: Type of Inspction:, (i)tA R i ()A )) kic,v5 kolA ,, ti' t Le*e_r7 iza-orA (-)r 4,r tkot r i t ) f ,f--0, Dr A S 6) r ot A r-- re c-dieti 0 IL_ (Ti c-; A#.- R, ); 02AA .7.i-A-sfe( pr; I Special Instructions: i\ ispti Co ik () ,- ;: t 5,0-co , f , r u , ). ,, c „--,(_ (C... /-c Date Wanted: , — 1-- 1 a m' _ p.m. Requester: Project: Type of Inspction:, (i)tA R i ()A Address: Date Called: Special Instructions: i\ ispti Co ik () ,- ;: t 5,0-co , f , r u , ). ,, c „--,(_ (C... /-c Date Wanted: , — 1-- 1 a m' _ p.m. Requester: Phone No: veroArr .iott_50av INSPECTION RECORD Retain a copy with permit 1)07-3 71 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southc Blvd., #100, Tukwila, WA 98188 (206)431-36 Approved per applicable codes. Corrections required prior to approval. $58.00 REINSPECTION FEE\;EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter 131 d.. Suite 100. Call the schedule reinspection. l Inspe(Oi•: Date: e z i Receipt No.: 'Date: COMMENTS:: c __ < --- e_n : ----r ns r (a ICS r7 cf "I s L 4 r OA-1 \ 3 S /6. ' ' c' z I 1 r (9 , r . f ,r (i i,./ -((s ) /OA \ ( 4 i J `� e 6 `' U r . w , 6(,)e.4ki � A1Pt Ate.'/, S,A X0/1 l. .,r.)AO'✓i C/ O 1. -- IM n/I / f ` 1 7 t), X i/fi ear l s'e eir'f le ktf S P Jf i P , k J Project: J n I rJ5i N 1 2 e 5 �i� Type of Inspection: u �o� .R —�" o� 2 A ddress: 1 44 I L Da Called: Special Instructions: ,A4 ) o r 3 A Mt, vpfe. Jb i,/\ Date Wanted: : - (S - v� a.m. Requester: ,( INSPECTION RECORD Retain a copy with permit INSPECTIO N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. I lnsp cto D - 3'7C PERMIT NO. (206)431 -3670 orrections required prior to approval. I oate: z Is ' or $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: pros Type of Inspection: L G7/717 7o ti Gt4.0 , �D /ir/.SQnv Kos A //S C b 7 7 G Date Called: Special Instructions: 7't,. ck� e , 4 (Aa -6,V0 le bps: Z4'' 4. 3 O gc' D Wanted: // Z ,)4�' � p.m. Requester: 4q / S(A& GA. 6,AdE - Ohone No: El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit L PERMIT 7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION - 6300 Southcente Blvd.. #100, Tukwila, WA 98188 (206)431 -3 Corrections required prior to approval. COMMENTS: ftnsec(r: i 1 Date.2 CL El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: P /A- 1/rilPq-1 ilfpra dit Type of Inspection: c-ne:11/ - 61/4)/SAI 9 ("3/.‘c V 0 /74 ( -- LO iuot :Jur I 3 I -10 - 24 6 uS I Date Wanted: 1-75- PA •‘ it- e_ r t? • ( / Phone No 4 cS &e"-- n ca- N, ; iikir r-6,)`0A-2 s l ( - 0 Project: on kt ce___ j kjuro e.rk--A Type of Inspection: c-ne:11/ - 61/4)/SAI 9 Address: / / K/o 41 A L - PL ‹. Date Called: / Special Instructions: Date Wanted: 1-75- PA --- —a-m- P.m. Requester: Phone No '2V INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION (2- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 Approved per applicable codes. Corrections required prior to approval. l insp ctor: ukQ 'Date: or y El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project.. / Djlti.Soi'> Type of jn spection: �,1 / Lt/9/ / Q S • Address: /AEG ye(ot S Date Called: Special Instructions: Date Wanted: a.m. Requester: P n — 757 -s '3Z M757/ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION } -- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 25 - 7Y5 -4s8Q 4 to^ e 0 f LJ Inspect P 1 ■ I Date: Z - C , `/ ,�s ❑ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: P!ojes/..... / •.o4 0 / )x/ A‹ Type of la‘pectigir 60 7 1 Address: N ff ‘ 1 / ( 74 6 e- S Date Called: Special Instructions: I --- 2/9 "i Datante - y— oz, a,..;.1. VE. . Requester: Phone No: 1=I Approved per applicable codes. INSPECTION RECORD Retain a copy with permit De 7? 7 / INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r7-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 El Corrections required prior to approval. COMMENTS: !Inspect r: ) Date: I a I El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: wo-Q f5C 1 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Projev: )<A Add 4.4 pi 5. Specia Instructions: LV cc* e/zy4 tA 55 s11. k bt 7 / 6 Approved per applicable codes. COMMENTS: sp- ep-*03 -pt■fk_W INSPECTION RECORD Retain a copy with permit Type of Inspection: Date Called: 1 Date Wanted: a.m. P.m. Requester:V SCIt Phone No: EJ Corrections required prior to approval. tiw 11)- 4 G k i 'Inspector: oi rate: o y 1 n$60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be " at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: ' I Date: Pro je; of )(5) Type of Inspection: Addres/ ��� /� Date Called: i Special Instructions: f ar Date Wanted: 7v G15 a.m. p.m. Requester: Ar7L :1, Phone No: 1(4),A t3i.)N sic vta4 a- , a A.4r2.ww COMMENTS: 7 /Z-5 o C1-6 bif l u�� f ar 7v G15 e )(,)(-(-1 s e w 1(4),A t3i.)N sic vta4 a- , a A.4r2.ww c f /, •, f,.., j` Y ,i�t li r tl�, --ijsp ctor. V (!' b ` 'Date: S t1' INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- ID Approved per applicable codes. El Corrections required prior to approval. paid 9t 6300 SouthcenterElvdc r rie nspect ( Re t No.: y O T '� v >i� i rt e �3� `‘\ � t t? /'1 C) v.1) v- , , COMMENTS: � Type of Inspection: ?//yd 0 v. A S5C c al Date Called: // //c) iij J k� s q . -/i /05 ( /e ve 1)X q PV6/l,. Ta27 7 -Y` s ru6 16 I f ,--? ,e b (( • tivAr "i - f l fvwc U JAI?. -AM ?h.., T" Project: / � Type of Inspection: Ad ! `/i ti 0/ ) ( Date Called: // //c) Special I Date Wanted: a h 210E) a.m. p.m. Requester: Phone No () 0 Pt INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. EJ Corrections required prior to approval. 'Inspector: C 'Date: _ t (/ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Inspection: 6 Address: 115/6C 1k CI s • Date Called: 2-1 713 Special Instructions: Date Wanted: • i 1 ! ? I ik `! ,- j 1 , x ' 4 \,4,......, c 5, --', (, wei I rk ( i i L,,, ,, r- 1 1 IV LAN t.ti x _ _ 1 (`_ ( p ) < y �,9w -, co* k�4 (-T-2 f .�« A I-- ,, 3 ( i , Project: „16_664 -c , TOW- SO .. Type of Inspection: 6 Address: 115/6C 1k CI s • Date Called: 2-1 713 Special Instructions: Date Wanted: • i 1 ! a.m. p.m. Requester: A I L1/2, J JO LA., Su Phone No: t)o)-37 / INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 'Corrections required prior to approval. (Inspector: (A) 'Date: 2/-)74 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: • Project: N vitrr 5,-71.)4-;(, Type of Inspection: Address: 11 ° ( 1-1L4 Suite #: PL. 5 Co tact Person: V1 I2 D u it Special Instructions: Occupancy Type: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 206- 575 -4407 ,Approved per applicable codes. INSPECTION RECORD Retain a copy with permit - 003 -39 1 PERMIT NUMBERS ri Corrections required prior to approval. COMMENTS: SCR 1t. A 0Y- Inspector: lAirkAt0 7. Date: / z /08 Hrs.: ( rs.. /-01 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from' e City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 January 20, 2008 City of Tukwila Building Division Attn: Allen Johannessen, Plans Examiner Subject: Concrete Stem Wall Footing Height Greater than 4 Feet, Verdayne Johnson Single Family Residence, 118144th Place S., Tukwila, WA (D07 -371) Dear Mr. Johannessen: 66 � On Saturday, January 19, 2008 the stem wall forms were observed for the above new residence. Due to depth of cut in the footing area, some portions of the walls may be slightly over 4 feet in total height. This office has evaluated the situation and fmd that all stemwalls will receive backfill on both sides of the walls so that the differential between the inside and outside finished grade elevations will be less than one foot. As such, the walls as proposed will not be acting as retaining walls, only vertical extensions down to bearing soil. As such, the walls as proposed for construction are safe, and do not require additional evaluation. Note that the backfilling should be done evenly on each side of the walls to prevent unnecessary residual lateral stresses in the walls. Thank you, Bruce S. MacVeigh, P.E. Civil Engineer Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geotechnical 14245 59 Ave. S., Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same ,p(pIRc' S: 4124/ 81 � •N� j k ,t ' / re, is , j, Bar johnsonvl3 /0578 January 20, 2008 Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geotechnical 14245 59 Ave. S., Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same City of Tukwila Building Division Attn: Allen Johannessen, Plans Examiner Subject: Concrete Stem Wall Footing Height Greater than 4 Feet, Verdayne Johnson Single Family Residence, 11: - 44th Place S., Tukwila, WA (D07 -371) Dear Mr. Johannessen: On Saturday, January 19, 2008 the stem wall forms were observed for the above new residence. Due to depth of cut in the footing area, some portions of the walls may be slightly over 4 feet in total height. This office has evaluated the situation and fmd that all stemwalls will receive backfill on both sides of the walls so that the differential between the inside and outside finished grade elevations will be less than one foot. As such, the walls as proposed will not be acting as retaining walls, only vertical extensions down to bearing soil. As such, the walls as proposed for construction are safe, and do not require additional evaluation. Note that the backfilling should be done evenly on each side of the walls to prevent unnecessary residual lateral stresses in the walls. Thank you, Bruce S. MacVeigh, P.E. Civil Engineer &FIRM'S.: 4/24] G1 �G ' o johnsonv13 /0578 PIL Architects NW E CONY Plan M3012C3RS -4 y t of SFR y n?'ss'ansLaeral Analysis . <_ ` ' ` � `' Tt�is �atra�iiis�is approved for single STRUCTURAL CALCULATIONS FOR: CODE COMPLIANCE F.(u i ; ;'v. t E D NOT VALID WITHOUT A WET SIGNATURE EXPIRES 12 -02 -08 THOMAS J. PITZER, PE PITZER & ASSOCIATES, PLLC Structural Engineers 2722 Colby Ave, Suite 722 Everett, WA, 98201 Office: (425)308 -8070 Fax: (425)258 -3292 RECEIVED CITY OF TUKWILA SEP 2 0 2001 PERMIT CENTER use on DEC 14 2J0/ C. Of Tukvv :'a TI i'�';Pt TS iy I 7dDi r DIVISION y JOB # 07 -289 Date 8/23/2007 Eng TJP 1 Desc. Original Contract POI 31- I Lateral Analysis by: 8/23/2007 I� PITZER & ASSOCIATES, PLLC STRUCTURAL ENGINEERS 2722 Colby Avenue, Suite 722 Everett, WA 98201 Office: (425)308 -8070 Fax: (425)258 -3292 tommyt42k@hotmail.com 1.0 General Wind & Seismic Design Criteria Governing Code 2006 INTERNATIONAL BUILDING CODE (IBC). All references in the right margin are ASCE 7 -05 unless specifically noted otherwise.[Page numbers] Scope of Project A lateral analysis and design of a two story Single Family Residence in the City of Tukwila, WA. Design Criteria Roof Floors Snow Walls Dead Load Live Load RDL = 15 p RLL 25'psf Snow Load Reduction: Snow Load Reduction 2SL Version 2.1 Sredi: Wind Design Criteria Basic Wind Speed Wind Exposure Category Wind Importance Factor I Design Method Used Wind Speed Up Factor Kzt Seismic Design Criteria Seismic Importance Factor I Seismic Design Category Short Period Acceleration S 1- Second Acceleration S Seismic Force Resisting System Response Modification Factor R Deflection Amplification Factor C Method Used 2006 IBC Section 1605.3.2 fp. 283] 85 MPH 1609.3 [1292] B 1609.4 [1293] 1.00 Table 6 -1 [A77] Simplified 6.4.2 [A24] 1.00 6.5.7.2 [A26] 1.00 T 11.5.1 [A116] "D" 11.6 [A117] 1.50 F 22(1) [A210] 0.50 F 22(2) [A212] 4.13 T 12.2 -1 [Al20] 6.5 T 12.2 -1 [Al20] 4 T 12.2 -1 [Al20] Simplified 12.19.8 [A141] Client: Project: P&A#: Calculated By: Architects Northwest Plan M3012C3RS -4 07 -289 Tom Pitzer, PE Pitzer & Associates, PLLC 07 -289 2SL 5 GL IBC ver2.1.xmcd 8/23/2007 2.0 Table of Contents 1.0 General Wind & Seismic Design Criteria 2.0 Table of Contents 3.0 Wind Analysis 4.0 Wind Shear Forces and Uplift Forces 5.0 General Seismic Design Criteria 6.0 Seismic Analysis 7.0 Controlling Seismic Load Combinations 8.0 Shear Walls in the Front to Back Direction 9.0 Shear Walls in the Left to Right Direction 10.0 Rho Calculations 11.0 Overturning Moment Sample Calculation 12.0 Overturning in the Front to Back Direction 13.0 Overturning in the Left to Right Direction 14.0 Shear Wall Load Summary 15.0 Hold Down /Shear Wall Schedules /Shear Flow /Connection Schedules 16.0 Horizontal Diaphragm 17.0 Seismic Check 18.0 Height to Width Aspect Ratio 19.0 Alternative Basic Load Combinations 2SL Version 2.1 Page 2 Pitzer & Associates, PLLC 3.0 Wind Analysis Basic Wind Speed (MPH), h vs 85 (/609.3)[p. 293] Wind Exposure Category (WEC), NVEC 1 (1609.4)[p. 293] 10 a Wind Exposure, enter. (1)- exposure "B ", (2)- exposure "C ", (3)- exposure "D" Mean Roof Height (MRH), MRH 24 Pnet = K ZT I pnet30 Roof Pitch 8:12 Simplified Wind Design Pressures (Main Wind Force Resisting System) ps30 (Exposure B at h = 30 feet, K r =1.0 with Iw= 1.0)(psf) Roof Rise enter: (1)- Flat, (2)- 2, (3)- 3, (4), 4, (5) 6, (6), 7 to 12 ASCE 7 -05 Simple Wind Pressures ZoneA = 12.9 psf ZoneB = 8.8 psf ZoneC = 10.2 psf ZoneD = 7 psf ZoneE = 5.00 psf ZoneF = —7.8 psf ZoneG = 4.3 psf ZoneH = — 6.7psf Height & Exposure Adjustment Coefficient, X ASCE 7 -05 Figure 6 -2 jp. 38J Adjustment Factor PA := a. • I Kzt•ZoneA PB:_ X•I PC:= X•Iw•Kzt•ZoneC PD:= X.Iw•Kzt•ZoneD LHD :- 28 tt 2SL Version 2.1 (Equation 6 -1)[p. A24J i Wind Importance Factor, Iw Wind Importance: tiny: := 1.00 Topographic Factor, Kzt ASCE 7 - 05 Section 6.5.7.2 [p.26J Topographic .Kit j 0 Factor: Design Wind Pressures ASCE 7 -05 Fig 6- 1[p.77] Simplified Wind Design Pressures - combined windward & leeward pressures over projected area: PE := X•I PF:= X.I PG := X.1w•Kzt•ZoneG PH := X.Iw•Kzt•ZoneH Least Horizontal Dimension, (LHD) ASCE 7 -05 Figure 6- 2[p.37] Footnote 10 he = 18ff ASCE 7 -05 Fig 6 -2 [p.40] The smaller of: 10% of least horizontal dimension al := .1.LHD al = 2.8 ft Controls 0.4h a2:= .4.h a2 = 7.2 ft But not less than: 4% of least horizontal dimension a3:= .04 LHD a3 = 1 ft 07 -289 2SL 5 GL IBC ver2.1.xmcd 8/23/2007 3 feet a4 3•ft 2•al = 6 ft Page 3 Pitzer & Associates, PLLC 07 -289 2SL 5 GL IBC ver2.1.xmcd 3.0 Wind Analysis (cont.) Controlling Load Combination for Wind Loads D +L +(coW) Equation 16- 17[283] Load Duration Factor, C for Wind Loads NDS Section 2.3.2 [9] C CD:= 1.6 Diaphragm Sail Areas Roof Diaphragm: Front/Rear Direction (Longitudinal) Horizontal Vertical Efr := 558•ft Ftr := 58 .ft Cfr 48 ft Gfr - -558 ft 2 Dfr 129.ft fr 558 ft 2 Upper Floor D aphragm: Front/Rear Direction Horizontal Aft := 120.ft 2 Bf2i Cf2. 160•ft2 Df2 ='0 ft .f2 Shear Calculations 4.0 Wind Shear Forces and Uplift Calculations Shear Forces: Shear Forces Front/Back Direction Roof Diaphragm 2nd Floor Diaphragm Total Base Shear Uplift Forces: Total Uplift Opposing Dead Load 2SL Version 2.1 Vr.fr = 3263lb Vf.fr = 21841b � T am ! Side /Side Direction (Transverse) Horizontal Asr 18.ft 2 Dsr ,= 54 +- Vertical it Side /Side Direction Horizontal Shear Forces Side /Side Direction Roof Diaphragm 2nd Floor Diaphragm Total Base Shear Total Uplift Opposing Dead Load vr.ss = 111021b vf.ss = 11024 8/23/2007 Page 4 Pitzer 8, Associates, PLLC 07 -289 2SL 5 GL IBC ver2.1.xmcd 5.0 General Seismic Design Criteria Mapped Maximum Considered Earthquake Spectral Acceleration SS := 1.50 Figure 22- 1[110J S1:= .50 Figure 22- 2[210J Site Class D, (Assumed) Fa:= 1.0 Table 11.4 - 1[115] Fv:= 1.6 Table 11.4 -2 [115] a * S = F a SS Equation 11.4 -1 [115] SMS := Fa SS SMS = 1.50 • SM1 F v S1 Equation 11.4-2 [115] SM1 FvS1 SM1 = 0.80 Design Spectral Response Acceleration Parameters S = 2/3 *SMS Equation 11.4 -3 [115] SDS := 2 ISMS SDS = 1.000 S = 2/3 *S Equation 11.4 - 4[115] SD1 := ? •SM1 3 ) SD1 = 0.533 2SL Version 2.1 8/23/2007 Page 5 Pitzer & Associates, PLLC 6.0 Seismic Analysis Building Properties: Ar 2276•ft .= 1776-ft := 39 t.ft = 21i0•ft2 Ground Floor area in Square Feet Calculate Building Masses: Mass of High Roof and Tributary Walls Mass of Floor,Roof into Dlaphragm,Walls Mass of Entire Building Table 6 -1 [771 Seismic Base Shear, V VB = 17804 lb Vertical Distribution of Seismic Shear Forces: Check following calculations; If Ft is equal to VB then OK Roof Diaphragm Floor Diaphragm Total Base Shear 2SL Version 2.1 (• VB := R Mt Area of the Roof in Square Feet Area of the Upper Floor in Square Feet 07 -289 2SL 5 GL IBC ve2.1.xmcd Area of Low Roof into Upper Floor Diaphragm In Square Feet ASCE 7 0512.2 - 1 [1201 C 1.2•SDB.Il Fr:= R / I M C 1.2•SDS• I' Ff := R Mf Ft:= Fr+ Ff Equation 12.14 -11 [1411 ASCE 7- 0512.14 -12 [p.1411 Fr = 8194lb Ff = 11228 Ib Ft = 194221b Mr:= (ArRD) + (H2.0.5•L2b•WDL) Mf : (Af) + A + (Hi + H2)•0.5•(L1b + L2b) Mt := Mr + Mf Height of Rim Joist and/or pony wall Height of Second Story Walls Height of First Story Walls average Length of Wall on the Second Floor Length of Wall on the First Floor M 44386 lb Mf = 60818lb Mt = 1052041b 8/23/2007 Page 6 Pitzer & Associates, PLLC 7.0 Controlling Seismic Load Combinations D +L +S +E/1.4 Load Duration Factor, C for Seismic Loads CD:= 1.6 Seismic Load, E E= pQe +0.2SDSD Equation 12.4 -1 [126] Check Redundancy; Assume p = 1.5 initially, calculate "v" of walls, then find actual p. p•Fr Er:= 1.4 Er = 7609 lb Maximum Seismic Load, E 2SL Version 2.1 Section 12[126] Equation 16 -20 [283] NDS Section 2.3.2 [9] p• Ff Ef 1.4 Ef = 10426 lb E := no Fr Emf:= no• E = 24583 lb E 33684 lb 07 -289 2SL 5 GL IBC ver2.1.xmcd 8/23/2007 Table 12.2 - 1[120] no := 3 ASCE 7 - 05 12.3.4.20 26] p= 1.3 Summary of Lateral Forces Seismic ( Either Direction) Wind (Front/Rear) Wind (Side /Side) Er = 76091b Vr,fr = 32631b Vr.ss = 111021b Ef = 10426lb Vf.fr = 21841b Vr.ss = 11024lb ET:= Er + Ef ET = 18035 lb VT.fr = 5447lb VT.ss = 22126 lb Page 7 Pitzer & Associates, PLLC 0 8.0 Shear Wall Design in the Front to Rear Direction Shear Walls Second Floor: Earthquake distr.: Wind distribution: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: Shear per linear foot: 2SL Version 2.1 Wall Line - (1.2) 1,2:= 28.25.ft V 1,2e 500 "3r sq PTW1.2W := .500 V1.2e Er•TW1.2e v1.2e = 3805 lb V1.2w Vr.fr•TW1.2w v1.2 = 16321b VT1.2 = 3805 lb vT1.2 1/1.2: L1.2 v1.2 = 135 ft Wall Line - (2.2) L22 := 47.5 -ft 2. e .500 'TW2 2 . .500 V2.2e := Er• V2.2e = 3805lb V2.2w Vr.frTW2.2w V2.2w = 16321b Controlsi.2 = "Seismic Controls2,2 = "Seismic Controls3,2 = "Wind" Controls4,2 = "Wind" Controls5.2 = "Wind" VT2.2 = 3805 lb vr2.2 1/2.2 L2.2 lb v2.2 = 80 ft 07 -289 2SL 5 GL IBC ver2.1.xmcd v3.2= L3.2 lb v3.2 =0 ft Wall Line - (3.2) ?:L3.2';= 0•ft 1W 3.2e =`0 3:2w .0 V3.2e := Er•TW3.2e V3.2e = O lb V3.2w Vr.fr•TW3.2w V3.2w = O lb VT3.2 =0 VT4.2 =0 vr3.2 VT4.2 1 /422 = L4.2 lb v4 = 0 ft Wall Line - (4.2) V4.2e := Er V4.2e = O lb V4.2w = O lb VT5.2 = 0 VT5.2 v5.2 :- L5.2 lb v5.2 = 0 ft 8/23/2007 Wall Line - (5.2) ys V5.2e := Er•TW5.2e V5.2e = O lb V4.2w Vr.frTW4.2w V5.2w Vr.frTW5.2w V5.2w = O lb Page 8 Pitzer & Associates, PLLC 07 -289 2SL 5 GL IBC ver2.1.xmcd 8.0 Shear Wall Design in the Front to Rear Direction (cont.) Shear Walls First Floor: Wall Line - (1.1) Wall Line - (2.1) Ii Earthquake distr.: Wind distribution: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: Shear per linear foot: 2SL Version 2.1 V1.1e := Ef•TW1.1e V1.1e= 5213lb v1.1w= 1092lb vr1.1= 9017 lb VT1.1 v1.1 L1.1 lb v1.1 = V2.1e = Ef•TW2.1e V2,1e = 52131b V2.1w= 10921b VT2.1 = 9017 lb VT3.1 = 0 VT2.1 v2.1 L2,1 v2.1 = 188 ft Wall Line - (3.1) Wall Line - (4.1) 0'31 0 - T 0 1TW31w := 0 V3.1 a := TW3.1 e V3.1e = Olb V3.1 w = O lb VT3.1 v3.1 := L3.1 lb v3.1 =o V4.1e Ef•TW4.1e V4.1e = Olb V4.1w= Olb VT4.1 =0 VT5.1 =0 VT4.1 v4.1 L4.1 lb v4.1 =o Wall Line - (5.1) V5.1e Ef•TW5.1e V5.1e =0 V1.1w := Vf.fr V2.1w := Vf.fr•TW2.1w V3.1w := Vf.f - 1 W3.1w V4.1w := Vf.fr•TW4.1w V5.1w := Vf.fr•TW5.1w V5.1w= Olb Controlsl.l = "Seismic" Controls2.1 = "Seismic Controls3,1 = "Wind" Controls4.1 = "Wind" Controls5,1 = "Wind" VT5.1 v5.1 L5.1 lb v5.1 =o 8/23/2007 Page 9 Pitzer & Associates, PLLC 07-289 2SL 5 GL IBC ver2.1.xmcd 8/23/2007 9.0 Shear Wall Design in the Left to Right Direction Shear Walls Second Floor: Wall Line - (A.2) LA . 2 6-ft Earthquake distr.:17WA'26!= :122 Wind distribution: 1WA 2w := 122 Calculate VA.2e := Er•WA.2e Lateral Forces for earthquake: Shear per linear foot: 2SL Version 2.1 vA.2e = 928 lb Calculate VA.2w:= Vr.ss•TWA.2w Lateral Forces for wind: VA.2w = 13541b vrA.2= 1354 lb VTA.2 vA.2 := , LA.2 vA.2 = 226 - 1 ft b Wall Line - (B.2) „ 4 4-41 rA . 329 F1WB2w:r .329 VB.2e := Er•TVVB.2e VB.2e = 2503 lb V8.2w:= Vr,se.TWB.2w vB.2 = 3653 lb V13,2 = 3653 lb VTB.2 vB.2:= , Le.2 i lb vB.2 375 Wall Line - (C.2) LC .2 := 9-ft 11 /VC.2e:= .378 11 . 4 /C.2w != .378 Vc.2e:= Er Vc.2e = 2876 lb VC.2w := Vr.ss VC.2w = 4197lb vTc.2 = 4197 lb VTC.2 vC.2 := , LC.2 = 466 - lb vC.2 ft VTD.2 = 0 vD.2 := L D.2 v D.2 = 0 - - Wall Line - (D.2) ital 01 MP;4 777,7%f" erW, Va2e := Er.TWD,2e V02e = 0 lb VD.2w := Vr.ss.TWD.2w VD.2w = 0 lb vro.2 Wall Line - (E.2) ControlsAl = "Wind" Controlsa2 = "Wind" controlsa2 = "Wind" Controlsa2 = "Wind" ControlsE.2 = "Wind" VTE.2 = 1898 lb VIE.2 vE.2 , LE.2 lb vE.2 = 185 ft . 4444:414,4,444, 44.4, V :== Er.TVVE.2e 2 1301Ib VE.2w := Vr.ss.TWE.2w VE.2 = 18981b Page 10 • Pitzer & Associates, PLLC 9.0 Shear Wall Design in the Left to Right Direction (cont.) Shear Walls First Floor: Wall Line - (A.1) Earthquake distr.: ;;' Wind distribution: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: D Shear per linear foot: 2SL Version 2.1 VA.l a := Ef TWA.1 e VA,1e= 11471b VA.1w Vf.ss•TWA.1w VA•lw = 12131b vTA,1 = 2567 lb VTA.1 vA.1 LA.1 vA.1 = 233ft Wall Line - (B.1) t LB1 10.5.ft MB 1e .280 VB IW: VB.1e Ef•TWB.1e VB,1e = 29191b VB.1w := Vf.ss•TWB.1w VB.lw = 30871b vrB.1= 6739 lb VTB.1 v81 •- LB.1 vB.1 = ft 07 -289 2SL 5 GL IBC ve2.l.xmcd Wall Line - (C.1) .1 16.25-ft f?WC.1 a :_ `335 TWC.1w:= .335 VC.1 a Ef•TWC.1 e VC.1 e = 3493 lb VC.1w Vf.ss•TWC.1w VC.1w = 3693 lb ControlsA,1 = "Wind" ControisB,1 = "Wind" ControlsC,1 = "Wind" ControlsD,1 = "Wind" ControlsE,l = "Wind" vrC,1 = 7890 lb VTC.1 vC.1 LC.1 vC.l = vD.1= LD.1 vD.1 = 606 ft Wall Line - (D.1) Vnal = 2425 lb VTD.1 Vale := Ef•TWD.1e VD,1 = 22941b VD.lw Vf.ss TWD.Iw VD.1w = 2425 lb VTE.1 = 2505 lb VTE.1 vE.1 LE.1 vE.1 = 626 ft Wall Line - (E.1) Vale Ef•TWE.1e VE,1e= 573 1b 8/23/2007 VE.1w := Vf.ss•TWE.1w VE.1w = 606 Page 11 Pitzer & Associates, PLLC 10.0 Rho Calculations Shear Walls Second Floor FIB: Wall Line - (1.2) Wall Line - (2.2) 07 -289 2SL 5 GL IBC ver2.1.xmcd 8/23/2007 Wall Line - (3.2) V1.2e V2.2e V3.20 V4.2e V5.2e L 1.2 L 2 .2 L L4.2 L 5.2 r1.2 Ff r2 Ff r3.2:= Ff r4.2 = Ff r5.2: Ff 20.ft 20.ft 20.ft 20.ft 20.ft P1.2 2 P2.2 := 2 - P3.2 2 - P4.2 := 2 - P5.2. 2 r1.2 J Ab ft2 r2.2 J Ab.ft 2 r3.2•• Ab•ft r4.2 :, A r5.2 , A b ft2 • P1.2 = -1.6 P2.2 = -4.1 P3.2 = P4.2 = P5.2 =I Shear Walls First Floor FIB: Wall Line - (1.1) Wall Line - (2.1) Wall Line - (3.1) Wall Line - (4.1) Wall Line - (5.1) r1.1:= rA.1 :_ PA.1 = -0.6 V1.2e +V1.1e 10 L1.1 V2.2e + V2.1 a 10 L2.1 Ff r2.1 Ff r3.1 Shear Walls Second Floor S /S: Wall Line - (A.2) Wall Line - (B.2) VA.2e + VA.1 a 10 LA.1 rB.1 :_ Ff 2SL Version 2.1 Pmax= 1.1 V3.2e + V3.1e 10 L3.1 Ff Wall Line - (C.2) VB.2e + VB.1e 10 VC.2e + VC.1 a 10 Use P s 1.3 ASCE 7 -05 Section 12.3.4.2[126] Wall Line - (4.2) Wall Line - (5.2) r4.1:= V4.2e + V4.1 a 10 L4.1 PB.1 = 1.1 PC.1 = 0.8 PD.1 = 1.1 PE.1 = 1 V5.2e + V5.1e 10 L5.1 Ff r5.1 Ff 20.ft 20.ft 20.ft 20.ft 20.ft P1.1 : = 2- P2.1: = P3.1: = P4.1: = P5.1 2 r1.1•JAb•ft r2.1 J ft2 r3.1 i Ab ft 2 r4.1. y A r5.1..: Ab•ft P1.1 = -0.5 P2.1 = -0.6 P3.1 = P4.1 = II P5.1 =I Wall Line - (D.2) Wall Line - (E.2) VA.2e 10 VB.2e 10 VC.2e 10 VD.2e 10 VE.2e 10 LA.2 LB.2 LC.2 L D.2 LE.2 rA.2 Ff B.2 Ff rC.2 Ff rD.2 :- Ff rE.2 Ff 20.ft 20.ft 20.ft 20.ft 20.ft PA.2 = 2- - PB.2 : = PC.2 : = PD.2: = 2 - PE.2 : - rA.2•J B.2•JAb•ft rC.2•J rD.2 y ' Ab ft rE.2 JAb ft PA.2 = - 1.2 PB.2 =0.1 PC.2 = 0.5 PD.2 =1 PE.2 = -1.8 Shear Walls First Floor S /S: Wall Line - (A.1) Wall Line - (B.1) Wall Line - (C.1) Wall Line - (D.1) Wall Line - (E.1) VD.2e +VD.1e 10 LB.1 LC.1 LD.1 LE.1 VE.2e + VE.1e 10 Ff rC.1 Ff rD.1 Ff rE.1 Ff 20.ft 20.ft 20-ft 20.ft 20.ft PA.1: = 2 - PB.1: =2- PC.1 : = 2- PD.1 = 2- PE.1• -2 rA.1 J Ab ft 2 B.1 J Ab ft rC.1 • J Ab•ft rD.1 J Ab ft rE.1 J Ab ft Page 12 Pitzer & Associates, PLLC 07 -289 2SL 5 GL IBC ver2.1.xmcd 11.0 Overturning Force Sample Calculation The following example illustrates the calculations used to determine the overturning forces imposed on a shear wall under design forces. The shortest individual panel length on a grid line. Resistance to the applied design force comes from the dead load tributary to the wall. The following variables define the tributary width of the Roof and Floor loads that act at this level. Dead loads from the level above are neglected as they were already considered in the calculations for the wall above. The tension from the wall above is added directly to the tension of the wall being calculated. The level at which the design force is applied (top plate) was defined previously for the seismic mass. In the event that the plate height varies through sections of any given level, the height can be redefined to reflect the actual condition. In order for a wall section to experience uplift, adjacent walls must be lifted as well. Assuming a 45 degree angle of failure from the top plate, extending away from the shear panel, the equivalent length of wall to be lifted is assumed to be one half the height of the wall. We refer to this as the Uplift Section. 2SL Version 2.1 L 2 TWallLine.1 Hm ots Hmots Hi The design force applied at the top plate of the shear wall is of interest. This is calculated as the unit force (plf) in the wall multiplied by its length, representing the design force applied. lb vWallLine.1 250• ft V vWallLine.1 •ws V = 1250 lb Tributary Width of Roof supported by the wall Tributary Width of Floor supported by the wall Tributary Width of Roof supported by the uplift section Tributary Width of Floor supported by the uplift section Height of Wall Hmots = 9 ft Length of wall resisting uplift during overturning Lo =4.5ft The dead load of the wall consists of contributions from the roof, floor, and wall. W (Hmots•ws + (Tfs + (Trsws•RD) W = 1233lb 2006 IBC Section 1604.4 [280] The dead load of the uplift section also consists of contributions from the roof, floor, and wall. P := (Lo•Tr2s + (Lo•Hmots•WDL) + (Lo•Tf2s•FDL) P= 1110Ib An overturning moment is calculated by summing all forces about the compression corner of the shear panel. The result is the tension force required to resist uplift. Note the tension that is applied from the wall above. Top story wall calculations do not have an overturning tension from above. ws [(V)•Hmots + TWallLine.2•ws] — 0.67. •W - 0.67•P•ws ws TWaUUne i ti TWailLine.1 = 1188 lb 8/23/2007 Although not shown on the following pages, these same equations follow each set of data for each wall. They were placed in a minimized area of the calculations to shorten the calculation package, note the arrow and text "Overturning Calculations ". At each of these locations, calculations (as above) are performed. Page 13 Pitzer & Associates, PLLC a a a a a a a a a a 12.0 Overturning Force in the Front to Rear Direction OVERTURNING F/B - Second Floor Line Width Length Wall Ht Roof Roof Adi Floor Overturning Calculations 2.2 'W2 = 3.5.1 L22 = 47.5 ft Overturning Calculations 3.2 Fw3 := 0 =f! Overturning Calculations 4.2 ,w42 = Overturning Calculations 5.2 5 2 Oft L5.2 = 0 Hmot := H2 L4 =0 • Overturning Calculations 5 Li = 28.2 ft Hmot H2 OVERTURNING F/B - First Floor Line Width Length 1 - 1 ■1;1 3.5 ft L1,1= 46.5 ft Overturning Calculations 2.1 w21 3 L2.1 = 48 ft Overturning Calculations 3.1 W3 _ .ft L3• 1 = 0 Overturning Calculations 4.1 w41 0 •ff L4.1 = 0 Overturning Calculations 5.1 xw5.1 0.8 L5.1 = 0 Overturning Calculations 2SL Version 2.1 07 -289 2SL 5 GL IBC ver2.1.xmcd Tributary Area of: T := 3 .ft Hmot H2 L3.2 = 0 Hmot H2 Hmot H2 fTr 041 .ft rTf:= 0•ft .ft Tributary Area of: Wall Ht Roof Roof Ad( Floor Hmot Hi Hmot H1 Hmot Hi Hmot H1 Hmot H1 ft iTr:= 0•ft •fE := , .3 ) .ft • Floor Adi Uplift Force Floor Ad( Uplift Force 8/23/2007 Page 14 Pitzer & Associates, PLLC 07 -289 2SL 5 GL IBC ver2.1.xmcd 8/23/2007 0 0 0 0 0 0 0 0 13.0 Overturning Force in the Left to Right Direction OVERTURNING UR - Second Floor Tributary Area of: Line Wdth Length Wall Ht Roof Roof Adi Floor A.2 WA 2 3.ft LA .2 = 6 ft H mot H2 Overturning Calculations B.2 wB: 75 LB = 9.8 ft Hmot H2 Overturning Calculations Hmot H2 Overturning Calculations D.2 WD.2 Oft LD.2 = 0 Hmot H2 Overturning Calculations C Y4ft LC2 =9ft E.2 WE2 ri2ft LE.2 = 10.3 ft Hmot 6.83•ft Overturning Calculations OVERTURNING UR - First Floor Line Width Length Wall Ht Al tWA1 = 3.ff LA.1 =11 ft Hmot =H1 Overturning Calculations B1;w01f,=10:. LB1 =10.5 Hmot : =H1 Overturning Calculations C 1,wc1. Overturning Calculations E.1 WE1 2.-ft LE1 = 4 ft Overturning Calculations 2SL Version 2.1 i .5 LC = 16.3 ft Hmot H1 Hmot 4 •ft Tr °34t Roof D 1 rw D.1 2 ft LD . 1 = 4 ft Hm ot := 4 •ft t r Overturning Calculations rTf2 = 8•ft 4.5.ft ,Tfi= 0 .ft 3•ft Tributary Area of: Roof Adi Floor •ft ft .ft ft Ott Floor Adi Uplift Force Floor Adi Uplift Force .ft 5 •t Page 15 Pitzer & Associates, PLLC 07 -289 2SL 5 GL IBC ver2.1.xmcd 8/23/2007 14.0 Shear Wall Load Summary 2nd Fl - F /R. Llne Total Shear Length Shear per foot Call -Out Uplift Force Call -Out (1.2) VT 2 = 38051 L1.2 = 28.2 ft V 1,2 = 1 35 pIf SW -1 Ro1,2 = "S" T1.2 = 313 lb N /A; T < 1000# (2.2) vT2.2 = 3805 lb L2.2 = 47.5 ft V2,2 = 8Opif SW -1 Ro2,2 = "S" T2.2 = -253 lb N /A; T < 1000 (3.2) VT3.2 = 0 l L3.2 = 0 V3.2 = O p1f Ro3.2 = "W" T3.2 = 0 (4.2) VT = O l L4.2 = 0 V4.2 = 0 pIf Ro4.2 = "W" T4.2 = 0 (5.2) VT5.2 = 0 lb L5.2 = 0 v5.2 = 0 pIf Ro5.2 = "W" T5.2 = 0 1st Fl - F /R Line Total Shear Length Shear per foot Call -Out Uplift Force Call -Out (1.1) vr1 1 = 90171b L1.i = 46.5 ft v1,1 = 194p1f SW -2 Ro1,1 = "S" T1.1 = 1151 lb T -1 (2.1) vT2 = 90 17l b L2 = 48 ft v2,1 = 1 88plf SW -2 Ro2,1 = "S" T2.1 = 628 lb N /A; T < 1000# (3.1) vi = O lb L3.1 = 0 v3,1 = 0 pif Ra3.1 = "W" T3.1 = 0 (4.1) vT4.1 = O 1 b L4.1 = 0 V4.1 = O plf Ro4.1 = "W" T4.1 = 0 (5.1) vi = O lb L5.1 = 0 V 5.1 = 0 pIf Ro5.1 = "W" T5.1 = 0 2nd Fl - S/S Line Total Shear Length Shear per foot Call -Out Uplift Force Call -Out (A.2) VTA .2 = 13541b LA = 6 ft vA.2 = 226 pIf SW - Ro = " T A.2 = 1156 lb T - 1 (B.2) VTB.2 = 3653 lb LB,2 = 9.8 ft vB.2 = 375 pIf SW -3 RoB,2 = "W" TB,2 = 2220 lb T -1 (C.2) VTC 2 = 4197lb LC,2 = 9 ft vC,2 = 466 pIf SW -2 RoC.2 = "W" TC.2 = 3022 lb T - 1 (0.2) VTD .2 = OIb LD.2 = 0 VD.2 = Opif RoD.2 = "W" TD.2 = 0 (E.2) vTE .2 = 1898l LE,2 = 1 0.3 ft v E,2 = 1 plf SW -1 RoE.2 = "W" TE.2 = 930 lb T - 1 1st Fl - S /S Line Total Shear Length Shear per foot Call -Out Uplift Force Call -Out (A.1) vTA,1 = 2567lb LA.1 = 11 ft VA,1 = 233 plf SW -2 RoA.1 = "W" TA.1 = 2734 lb T - 2 (B•1) vi = 6739 lb Lill = 10.5 ft vg 1 = 64 2p1f SW -5 Rog,1= "W" TB.1 = 7125 lb T - 3 (C.1) VTC,1 = 7890 lb LC,1 = 16.3 ft vC,1 = 486 p1f SW -3 RoC.1 = "W" TC.1 = 6680 lb T - 3 (D.1) VTD,1 = 24 Ib LD.1 = 4 ft vp = 606 pIf SW - 5 RoD.1 = "W" TD = 2234 lb T - 2 (E.1) vrE.1 = 2505 lb LE1 = 4 ft vE,1 = 626 SW-4 RoE.1 = "W" TE.1 = 3244 lb T - 2 2SL Version 2.1 Page 16 Pitzer Associates, PLLC 15.0 Shear Wall & Hold Down Schedules Shear Wall Requirements - Hem Fir values SW -1 Use 7/16" CDX w/ 8d @6 "Edge 8d @ 12" Field Capacity: S -(242 plf) W -(339 plf) SW -2 Use 7/16" CDX w/ 8d @ 4 "Edge 8d @ 12" Field Capacity: S -(349 plf) W- (489 plf) Holddown Requirements T -1 MSTC66 w/ (64)- 16d sinkers Capacity = 5660# 2SL Version 2.1 Z= T -2 STHD14 /STHD14RJ w/ (38)- 16d sinkers 6" stem wall Capacity: 4295# SW -3 Connector Spacing: Shear Walls 1 2 3 4 5 6 7 4 19 13 11 8 6 5 4 26 18 15 11 9 7 6 22 15 13 10 8 6 5 21 15 12 9 7 6 5 6 4 3 2 2 2 1 38 26 21 16 13 11 8 55 38 31 24 19 16 12 X 69 48 39 30 23 19 15, Use 15/32" CDX w/ 10d @ 4" Edge 10d @ 12" Field Capacity: S -(428 plf) W -(599 plf) T -3 HDU8 -SDS3 w/ (20)- SDS 1/4 "x 3" screws (2)- studs min SSTB28 w/ 25" min embed Capacity = 7180# Shear Flow Connectors Capacity (Hem -Fir) Simpson L50 Simpson LS50 Simpson A35 Clip Simpson H1 Truss Connector Simpson DTC Clip 1/2" Diameter Anchor Bolts (2x) 5/8" Diameter Anchor Bolts (2x) 5/8" Diameter Anchor Bolts (3x) 385-it = r520•lb � e 450•1t 430.Ib 1) -its 58•lb 06•lb 86-lb in 07 -289 2SL 5 GI_ IBC ver2.1.xmcd SW - 4 Use 15/32" CDX w/ 10d © 3" Edge 10d @ 12" Field Capacity: S -(558 plf) W -(781 plf) Simpson L50 Simpson LS50 A35 Clips H1 Clips DTC Clips 1/2" Anchor Bolts (2x) 5/8" Anchor Bolts (2x) 5/8" Anchor Bolts (3x) SW -5 Use 15/32" CDX w/ 10d @ 2" Edge 10d @ 12" Field Capacity: S -(716 plf) W -(1003 plf) Shear Wall Capacity SW -6 Use 15/32" CDX Both Sides w/ 10d @ 4" Edge 10d @ 12" Field Capacity S -(856 plf) W -(1198 plf) SW -7 8/23/2007 Use 15/32" CDX Both Sides w/ 10d @ 3" Edge 10d @ 12" Field Capacity: S -(1116 plf) W -(1562 plf) Page 17 Pitzer 8t Associates, PLLC 16.0 Horizontal Diaphragms Roof Diaphragm For the Roof Sheathing shown, calculate the minimum depth of the diaphragm: se CapUFL = 280 pif 1/2" OSB (48/24) Flooring w/ 8d Nails at 6" O.C. Edges 8d Nails at 12" O.C. Field "Any Case" HF #2 +CapLFL 280•plf 3/4" OSB (48/24) Flooring w/ 10d Nails at 6" O.C. Edges 10d Nails at 12" O.C. Field "Any Case" HF #2 2SL Version 2.1 Wall Line (1.2) (2.2) (3.2) D3.2: CapUFL V4.2 (4.2) D4.2 CapUFL V5.2 (5.2) 05.2 CapUFL Wall Line (1.1) (2.1) (3.1) (4.1) (5.1) Front / Rear Front / Rear 07 -289 2SL 5 GL IBC ver2.1.xmcd 8/23/2007 Minimum Depth V1.2 O 1 ' 2 CapUFL V2.2 02'2 CapUFL V3.2 V2.1 O 2.1: CapLFL V3.1 03.1 . CapLFL V4.1 04 CapLFL V5.1 05'1 CapLFL D1.2 =13.6ft D2.2 = 13.6 ft D3.2 =0 0 4.2 =0 O 5.2 = 0 Minimum Depth _ V1.1 D1 CapLFL O 1.1 = 18.6 ft 02.1 = 18.6 ft 0 3.1 = 0 4.1 = 0 D5.1 = 0 Wall Line (A.2) DA.2:= CapUFL (C.2) Main Floor Diaphragm For the Floor Sheathing shown, calculate the minimum depth of the diaphragm: Wall Line (A.1) (6.1) (C.1) (D.1) (E.1) Side/Side Minimum Depth VA.2 V8.2 (B.2) DB.2 CapUFL DC.2 CapUFL DC.2 = 15 ft DD.2• VD.2 (D.2) CapUFL VE.2 (E.2) 0 E.2 := VD.2 Side/Side Minimum Depth VA.1 DA _ CapLFL VB.1 08'1 CapLFL VC.1 0C'1 CapLFL VD.1 0D'1. CapLFL VE.1 0E'1 CapLFL DA.2 = 4.8ft DB.2 =13 0 D.2 = DE.2 = 6.8 ft DA.1 = 4.3 ft DB.1 =11ft DC.1 = 13.2 ft 0 0.1 = DE.1 = 2.2 ft Page 18 Pitzer & Associates, PLLC 07 -289 2SL 5 GL IBC ve2.1.xmcd a 17.0 Seismic Check Seismic Shear per linear ft: v 1,2e = 135 p1f v1.1e = 194plf vA.2e = 155 plf 2SL Version 2.1 v2.2e = 80plf v3.2e = 0 plf v4.2e = 0 plf v2.1e = 188p1f v3.1e =OpIf v4.1e =0pif vB.2e = 375 plf vC.2e = 320 plf vD.2e = 0 plf v5.2e = 0 plf v5.1e =0plf vE.2e= 127 Of vA.1 189p1f vB.1e= 626 pif vC.1e= 3 9 2 p 1 f vD.1e= 573 plf vE.1e= 469 8/23/2007 Page 19 Pitzer & Associates, PLLC 18.0 Height to Width Aspect Ratio h/w less than 2 is OK; Greater than 3.5 is unacceptable ;H2AR = H2 Height of Second Story Walls H2AR - 4.1 ft H2AR - 2.3 ft 2 3.5 H1AR H1AR -4.5ft =2.6ft 2 3.5 h/w 2w /h Vreqd SW H2AR 2 •w1.2 v1 .2e lb - w1.2 - 1.9 MV:= MV= 1.049 128 ft H1AR Hy Height of First Story Walls Grid Line w 1.2 „-, , iwt2:=wi.2 2.2 3.2 4.2 2.2 := w2:2 N3 W4.2 H2AR 2 w5.2 v5.2e 5.2 w5 2 == W5.2 --- = MV = H9AP MV = 0.000 My = 0 �a H1AR 2 w1.1 v1 ib 1.1 wl 1 = w1;; w1.1 - 2.6 MV := H 1AR MV= 0.778 MV - 249 ft SW -2 H1AR 2 •w2.1 v2.1e lb 2.1 W21 *-:;w2:4 - = 3 MV = H 1AR MV = 0.667 = 282 ft SW -2 H1AR 2 W3.1 v3.1e MV 3.1 W3 =W3'1 -. MV:= MV =0.000 -0 1_,_. < _.... _.,,,., w W3.1 H1AR 4.1 H1AR 2 •w4.1 v4.1e MV 1 W4 1 W4 w4.1 - MV = H 1AR MV = 0.000 MV - 0 5.1 W5 w �5. w1AR MV:= W MV= 0.000 vMVe = 0 5.1 H2AR 2H. wA.2 vA.2e lb A.2 = 2.7 MV := My = 0.741 - 209 - SW - WA.2 H2AR MV ft B.2 W 2 : WB.2 HER - 0.8 MV:= H ER MV = 2.407 v MV e - 156 ft WB.2 H2AR 2 'wC.2 VC.2e lb C.2 MV = 0.99 WC 2 = WC.2 wC.2 - 2 MV:= H2AR MV - 324 ft D.2 WD2' WD.2 wD.2 My:= H�Da MV =0.000 V -0 .83•ft 22H. :72 VE.2e lb E.2 WE 2,° 6 WE.2 .83. = 3.4 MV:= 6.83 ft MV= 0.586 MV - 217 ft SW -1 2SL Version 2.1 HiAR M vA.1e lb A.1 1 = w/ } wA.1 - 3 MV 2'wH1 MV = 0.667 MV - 283 ft SW-2 B.1 '1 B 1 w8.1 H1AR = 0.9 MV:= 2 -I MV = 2.333 vB.1e - 268 lb wB.1 H1AR MV ft H1AR 2•wc.1 vC.1e lb Cl . wC 1 = wC.1 - 1.6 MV := MV = 1.222 - 321 w H1AR ft C 1 1AR MV 2 'wD.1 vD.1e D.1 WD.t� ° wD.1' 4 ft Ib wD 1 = 2 MV = Oft my= 1.000 wE.1 4•ft MV MV - 573 ft 4-ft 2 •WE . 1 vE.le lb E.1 wE 1 MV := MV= 1.000 - 469 - ,_.._. .., ft H2AR - -2.3 MV:= w2,2 H2AR = w3.2 H2AR W4.2 MV= MV:= 07 -289 2SL 5 GL IBC ver2.l .xmcd 8/23/2007 H2AR 2•w2.2 H2AR 2 -w3.2 H2AR 2-w42 H2AR lb MV= 0.864 v MV e - 93 SW - 1 MV= 0.000 vMVe - 0 MV = 0.000 v AVe - 0 2006 IBC Table 2305.3.4[439] Page 20 Pitzer & Associates, PLLC 19.0 Alternative Basic Load Combinations D +L +(Lr) D +L +( S ) D +L +( R) D +L +(wW) D +L +(wW) +(S /2) D +L +S +(wW /2) D +L +S +E/1.4 0.9D +E/1.4 Earthquake Load, E E= pQe +0.2S E= pQe -0.2S EQ 16 -16 EQ 16 -16 EQ 16 -16 EQ 16 -17 EQ 16 -18 EQ 16 -19 EQ 16 -20 EQ 16 -21 EQ 12.14 -3 EQ 12.14 -4 Max Earthquake Load, Em Em= S2 +0.2S EQ 12.14 -7 Em= r1 0.2S EQ 12.14 -8 Special Seismic Loads 2006 IBC Section 1605.4 [283] 1.2D +f1 *L +Em EQ 16 -22 0.9D +Em 2SL Version 2.1 EQ 16 -23 07 -289 2SL 5 GL IBC ve2.1.xmcd 2006 IBC Section 1605.3.2 [283] ID Dead Load Live Load Live Roof Load L S L Snow Load Rain Load Wind Load Live Load Coefficient f1 R W 8/23/2007 Page 21 liJ t• - tr 7, - AI. 4o I o I A1 9 - t- - ( .‘Y -- (c) Ac.,2. uz, • In COMP s Crro u se- - 2 s t.( oC. • Pitzer & Associates 2722 Colby Ave Suite 722 Everett, WA 98201 Description General Information Wood Section Rectangular Column Column Depth Width Sawn Unbraced length for "y -y" axis sideways deflection Unbraced length for "x -x" axis sideways deflection Lu XX for Bending Loads Axial Load Eccentricity Applied Moment Max. Design Moment ®> ®tl® Summary Stress Details fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value Fc:X -X Fc : Y -Y F'c : Allowable F'c:Allow * Load Dur Factor F'bx F'bx* Load Duration Factor Computer Sheet 01 2 -2x6 5.50 in 3.00 in 0.000 in DL + LL 27.45 psi 240.36 psi 0.00 psi 1,060.73 psi 0.1142 1,425.77 psi 240.36 psi 240.36 psi 240.36 psi 1,060.73 psi 1,060.73 psi Total Column Height Load Duration Factor Fc Fb E - Elastic Modulus Hem Fir, No.2 18.10 ft 0.50 ft 18.10 ft Dead Load 170.00 lbs 0.00 in-# 0.00in-# Title : Plan M3012C3RS -4 Dsgnr: TJP Description : Scope : Rev: 580002 User. KW-0606556, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Timber Column Design Page 1 07- 289.ecw Calculations Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 18.10 ft 1.00 1,300.00 psi 850.00 psi 1,300 ksi Live Load 283.00 lbs 0.00 in-# 0.00 -# Using : 2 -2x6, Width= 3.00in, Depth= 5.50in, Total Column Ht= 18.10ft DL + LL + ST 27.45 psi 240.36 psi 558.81 psi 1,060.73 psi 0.5400 For Bending Stress Calcs... Max k *Lu / d Le : Bending (Lu -xx * NDS Table 3.3.3 factor) Rb: (Le d /b "2) ".5 Min. Allow k *Lu / d Cf:Bending For Axial Stress Calcs... Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d Job # 07 -289 Date: 4:11 PM, 23 AUG 07 Short Term Load 0.00 lbs 8,452.00 in-# 8,452.00 in-# DL + ST 10.30 psi 240.36 psi 558.81 psi 1,060.73 psi 0.5287 Column OK 50.00 33.30 ft 15.628 11.00 1.300 1.100 2.00 39.49 N617.: Pc.L Th .. WPUSTO Pzr 2-LA, NF 1>2 STUDS @.lLo'OL UPPER FLOOR PLAN .GALE. U. • 1 0 6 1 ,\ N'O G Z 7 T J E [CM 40)7. OM S ML=H FOR I . MA11DM11M . 01•11•1011Y MAAS FLOOR P NOTES: L GGM.ALTOO O HLL VWY ALL 401tl. 00O0100 000106 NOOK TO C0LO114GT101L 2. MONO. 0001Y NW OMN1 L 11OM A• MOM1W. MOM !. O001101C PWLO TO OE 1• 0190.. IY OL. 0110. 4. • 0061010 POOR LOAD 50100164 OT 011 ITEM 101.0. 0. NAM OOlOGT00 •S MALL 0! WV 01060*•GT0 N OCT1pLT !AMP ` OWL OQ .OTALLA M GKM 1100 NO ALL 06. 0040 • 142!1 ! POTALLID M CAW 1LGA11011•• Too 0 A ONO 01MII.. O10AILL TWO 24. ' OWL R' {AMP M 01*40 DNY•G 1510 L1.OT1 I •OTALL0 POR 00 0010O10LD /111• RV.00 6OJ•11O01.1101/10100 OP MTAl2. .. ~APO OTAPT1AT LLMOATI011 P'Q 1K. MG•O 1. OM MOOT N Pb1. *001101441.1010. O. M0: MCT N 000 VOIILATICM.DINLL. o7-2.8'3 AREA SUMMARY LOW. /LOP& WA MAN ROM 1000 K. 11104 FL004. ON St. moo 4604 201 Sr. TOTAL ?WOW AMA. BON S11. 01.4104 Me. WA •ANN.. 610 SP. • • A l NOTE : IRLL ' M L WALLS lb BE 2 kiG t 5T'3 er.1to 0C MAIN FLOOR PLAN •cxa I»••I'o .A VOL. udFf:RIRN1 CN 'tZ1c 1 117L =O-SLL L001/4 Fc h IRi ;T DLrLL A.L.IErN w& UN0f12_ rr 1.0Mo . FLOOR FRAMING NOTES. L *004 GT0R WALL YDS. ILL 14016OM W W W • S • 600TICW6 PRIOR 10110000.10* • ALL PLOW n oon 10Ra T.L.• aN cam. mums 10110 • . ALL WA. • 1! 0 M 4WD DN2.214 NAIL• • •.s 0 0 • 2• ruus •NP 4. 010310! MAID BLOWN• 0304 111►a•1► • 110410E .Nl! 100111 • ALL FLOW. 0401MT04•. • 110011 MADE!.. 1'10 AEOI! FR4Wf PLO0R • 4004 FLOOR 0110. 7P0O4 1KAPa• • 5.10 A•O.E MOW" FLOOR • WPM nova W.O. 1. WAR. P011A ARE WOOED. • P4U0N• AND 43•111641 FN1•115 AM PAWED. 4 • NW.. PONE LOAD 4TRORTm K 12) •w• Yl4O. ▪ 4 cwor•vr WM CONDOM IL WE 140:1 N rout ADOIIWLAI.WOW 10 1 01011• 111.04. 1 o I • l L GOMIIAGTOR NULL VEt►f ALL 40151 DI M0WM • [0101104! PRIER TO C0•ATRKTI04 1. MOO. • POOP AR N0F1 • N0TTO N MONIML Nab. • DO a MALLS TO x 216 6140•• A• 0* 4340. • • 1014A111610041 LOAD 111POR110 51(2) •1100 0340. • 540001114300 ...NLL 06 INN •E46O0•111m N •.AT0H 611101! .610.11 LIE 11141000401GOI MOOR NO N AU- 0091043* •11405 ![ NTAL.L 0 NW. L011AT10N WOW 11.• IS A COL. [4001 NKATEa TAW 2Y. ASIWl K LOTS N A011O1DAN(.441114.24 • •TALtm Pot 1W401010101 POW MM. l9MRAW4 OP WOA4 S. 50451 *TAP.. ILU N AT.O1 Pot IM RD.* T. •LE OE. N FOR AMT.. NOR{ • •EG *sr N raft YOITLATION 11.!040112. Bt&_ -st> DIIl41-10-AC6M 3/A" T36 CD)c W/ l° A" OC CVkNELEIX -rE) IOdQ. OC (14 NEL VELD) 10 A a 4. 00 C TCA)0W EWE) Nolt. SEE • WSW FOR I..ATL 1 •1ORMATNN I 6611@ 14Y DETAILS BEAM CALCULATIONS FILE COPY ry . FOR Pr rmit No. PLAN M3012C3RS -4 t. f , 727:7 7.7-10.0rBuILT IN , NOTE: This stamp applies to the members and assemblies described in these calculations only. And is only valid if it has a wet stamp. Architects Northwest Job No. F070118 RECEIVED CITY OF TUKWILA SEP 2 0 2007 PERMIT CENTER TUIKWILLA, WASHINGTO FOR VJ CUSTOM HOMES LOADING Roof 15 PSF Dead Load + 25 PSF Live Load = 40 PSF Floor 10 PSF Dead Load + 40 PSF Live Load = 50 PSF Ceiling 5 PSF Dead Load + 10 PSF Live Load =15 PSF Deck 5 PSF Dead Load + 60 PSF Live Load = 65 PSF Interior wall = 07 PSF Exterior wall =10 PSF DEFLECTION Roof = 1/240 Live Load, 1/180 Total Load Floor = 1/480 Live Load, 1/360 Total Load EVIEW::D FOR CODE COMPLIANCE DEC 1 4 2007 Cit. Of Tu w'sa FL?I3. DirG DIVISION ARUM ECTS NORTHWEST, Inc. 18915 142 Avenue NE Suite 100 Woodinville, WA 98072 (425) 485 -4900 FAX (425) 487 -6585 www.ArchitectsNW.com Roof Beam( 2006 International Building Code (05 NDS)1 Ver: 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08-16 -2007 : 2:33:13 PM Project: M3012C3RS -4 (F070118) - Location: R01 2-car garage door hdr Summary: 5.5 IN x 11.5 IN x 16.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 21.4% Controlling Factor: Section Modulus / Depth Required 10.44 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor. Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 CI =1.00 CF =1.00 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 8.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 99.85 S= 121.23 Area (Shear): Areq= 14.43 A= 63.25 Moment of Inertia (Deflection): Ireq= 277.72 1= 697.07 0.18 IN 0.24 IN = U787 0.42 IN = U452 1200 LB 890 LB 2090 LB 0.61 IN 16.0 FT 2.0 FT 5. : 12 240 180 25.0 PSF 15.0 PSF 4.0 FT 25.0 PSF 15.0 PSF 2.0 FT 1.15 14 PLF 16.0 FT 150 PLF 111 PLF 261 PLF 875 PS 170 PS 1300000 PS 470000 PS 625 PS 1005 PS 196 PS 8359 FT -LB 1881 LB N3 N3 N2 N2 N4 N4 Roof Beam( 2006 International Building Code (05 NDS)1 Ver. 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08-16 -2007 : 2:33:16 PM Project: M3012C3RS -4 (F070118) - Location: R02 rear coxed porch Summary: 3.5 IN x 7.25 IN x 7.5 FT /#2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 221.4% Controlling Factor. Section Modulus / Depth Required 4.04 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor. Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 CI =1.00 CF =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 3.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.03 IN 0.04 IN = L/2570 0.06 IN = U1482 328 LB 241 LB 569 LB 0.26 IN 7.5 FT 2.0 FT 6. : 12 240 180 25.0 PSF 15.0 PSF 2.5 FT 25.0 PSF 15.0 PSF 1.0 FT 1.15 6 PLF 7.5 FT 88 PLF 64 PLF 152 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1341 PS 207 PS 1067 FT -LB 478 LB 9.54 N3 30.66 N3 3.46 N2 25.38 N2 13.50 N4 111.15 N4 Multi- Loaded Beamf 2006 International Building Code (05 NDS) 1 Ver: 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08 -16 -2007 : 2:33:19 PM Project: M3012C3RS -4 (F070118) - Location: M01 Living front wdw hdr Summary: 5.5 IN x 7.5 IN x 6.5 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 24.8% Controlling Factor. Section Modulus / Depth Required 6.71 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL -2= Dead Load: wD -2= Beam Self Weight: BSW= Total Load: wT -2= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.00 FV: Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): keg= 1= 0.03 IN 0.05 IN = U1526 0.08 IN = U999 1040 LB 549 LB 1589 LB 0.46 IN 1040 LB 549 LB 1589 LB 0.46 IN 6.5 FT 0.0 FT 6.5 FT 1.00 360 240 320 PLF 160 PLF 9 PLF 489 PLF 750 PS 170 PS 1300000 PS 470000 PS 625 PS 750 PS 170 PS 2582 FT -LB 1303 LB 41.32 51.56 11.50 41.25 46.47 193.36 N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2006 International Building Code (05 NDS)1 Ver. 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08 -16 -2007 : 2:33:06 PM Project: M3012C3RS -4 (F070118) - Location: MO2 foyer beam Summary: 1.75 IN x 11.875 IN x 4.5 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate By: 506.3% Controlling Factor. Area / Depth Required 4.47 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor. Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For. 1.9E Microllam- iLevel Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 5.82 S= 41.13 Area (Shear): Areq= 3.43 A= 20.78 Moment of Inertia (Deflection): keg= 10.77 1= 244.21 0.00. IN 0.01 IN = L/9054 0.01 IN = U5443 675 LB 448 LB 1123 LB 0.86 IN 4.5 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 7.5 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 80 PLF 300 PLF 6 PLF 199 PLF 499 PLF 2600 PSI 285 PSI 1900000 PSI 750 PSI 2604 PSI 285 PSI 1263 FT -LB 651 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beamf 2006 International Building Code (05 NDS) 1 Ver: 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08 -16 -2007 : 2:33:08 PM Project: M3012C3RS -4 (F070118) - Location: M03 Living/Dining beam Summary: 3.5 IN x 9.25 IN x 9.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 47.3% Controlling Factor: Section Modulus / Depth Required 7.76 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor. Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For. 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.03 FV: Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 33.89 S= 49.91 Area (Shear): Areq= 16.28 A= 32.38 Moment of Inertia (Deflection): Ireq= 136.55 1= 230.84 0.09 IN 0.17 IN = U626 0.27 IN = U406 2430 LB 1317 LB 3747 LB 1.43 IN 9.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 8.0 FT 40.0 PSF 15.0 PSF 5.5 FT 1.00 80 PLF 540 PLF 10 PLF 293 PLF 833 PLF 2900 PSI 290 PSI 2000000 PSI 750 PSI 2985 PSI 290 PSI 8430 FT -LB 3147 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2006 International Building Code (05 NDS) I Ver: 7.01.12 By: Jeffrey DeRoulet . Architects Northwest Inc. on: 08-16 -2007 : 2:33:09 PM Project: M3012C3RS -4 (F070118) - Location: M04 kitchen beam Summary: 5.25 IN x 11.875 IN x 15.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 28.7% Controlling Factor: Moment of Inertia / Depth Required 10.92 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor. Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For. 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc .perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 7.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 82.18 S= 123.39 Area (Shear): Areq= 24.13 A= 62.34 Moment of Inertia (Deflection): lreq= 569.44 1= 732.62 0.16 IN 0.39 IN = U463 0.55 IN = L/328 3750 LB 1552 LB 5302 LB 1.35 IN 15.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 10.5 FT 40.0 PSF 15.0 PSF 2.0 FT 1.00 0 PLF 500 PLF 19 PLF 207 PLF 707 PLF 2900 PSI 290 PSI 2000000 PSI 750 PSI 2903 PSI 290 PSI 19884 FT -LB 4666 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam( 2006 International Building Code (05 NDS)1 Ver. 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08 -16 -2007 : 2:33:20 PM Project: M3012C3RS -4 (F070118) - Location: M05 dining/hall beam Summary: 3.5 IN x 11.875 IN x 9.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 62.1% Controlling Factor. Area / Depth Required 7.33 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL -2= Dead Load: wD -2= Beam Self Weight: BSW= Total Load: wT 2= Point Load 1 Live Load: PL1 -2= Dead Load: PD1 -2= Location (From left end of span): X1 -2= Properties For. 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.00 Fd: Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 7.92 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear. V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 20.49 S= 82.26 Area (Shear): Areq= 25.64 A= 41.56 Moment of Inertia (Deflection): !rep= 64.70 I= 488.41 0.02 IN 0.04 IN = L/2718 0.06 IN = U1866 597 LB 298 LB 895 LB 0.34 IN 3513 LB 1506 LB 5019 LB 1.91 IN 9.0 FT 0.0 FT 9.0 FT 1.00 360 240 40 PLF 15 PLF 13 PLF 68 PLF 3750 LB 1552 LB 8.0 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2903 PSI 290 PSI 4957 FT -LB 4958 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2006 International Building Code (05 NDS)1 Ver: 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08 -16 -2007 : 2:33:11 PM Project: M3012C3RS -4 (F070118) - Location: M06 family /stair beam Summary: 3.5 IN x 11.875 IN x 12.5 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 126.2% Controlling Factor. Section Modulus / Depth Required 8.79 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Uve Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Uve Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total, Maximum Load: wT= Properties For. 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.00 FY': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 6.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 36.37 S= 82.26 Area (Shear): Areq= 12.52 A= 41.56 Moment of Inertia (Deflection): Ireq= 197.94 I= 488.41 0.11 IN 0.15 IN = U1026 0.25 IN = L/592 1625 LB 1191 LB 2816 LB 1.07 IN 12.5 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 6.5 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 80 PLF 260 PLF 13 PLF 190 PLF 450 PLF 2900 PSI 290 PSI 2000000 PSI 750 PSI 2903 PSI 290 PSI 8799 FT -LB 2421 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam( 2006 International Building Code (05 NDS)1 Ver. 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08 -16 -2007 : 2:33:22 PM Project: M3012C3RS -4 (F070118) - Location: M07 family /nook beam Summary: 3.5 IN x 11.875 IN x 16.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 139.8% Controlling Factor: Moment of Inertia / Depth Required 8.87 In Center Span Deflections: Dead Load: DLD- Center= 0.14 IN Live Load: LLD - Center= 0.19 IN = U991 Total Load: TLD- Center= 0.33 IN = L/575 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1640 LB Dead Load: DL-Rxn-A= 1192 LB Total Load: TL- Rxn -A= 2832 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.08 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 625 LB Dead Load: DL- Rxn -B= 447 LB Total Load: TL- Rxn -B= 1072 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.41 IN Beam Data: Center Span Length: L2= 16.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 16.0 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 40 PLF Dead Load: wD-2= 15 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT 2= 68 PLF Point Load 1 Live Load: PL1 -2= 1625 LB Dead Load: PD1 -2= 1191 LB Location (From left end of span): X1 -2= 3.0 FT Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd =1.00 CF =1.00 FY': Fit= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 8182 FT -LB 3.04 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear. V= 2767 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 33.82 N3 S= 82.26 N3 Area (Shear): Areq= 14.31 N2 A= 41.56 N2 Moment of Inertia (Deflection): Ireq= 203.69 N4 I= 488.41 N4 Multi- Loaded Beam( 2006 International Building Code (05 NDS)1 Ver. 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08 -16 -2007 : 2:33:25 PM Protect: M3012C3RS -4 (F070118) - Location: M08 family/hall Summary: 3.5 IN x 9.25 IN x 3.5 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 144.7% Controlling Factor. Section Modulus / Depth Required 5.91 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD- Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor. Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: #2- Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =1.20 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 1.505 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) Controlling Shear. At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): wL -2= wD -2= BSW= wT 2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left-1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B-1 -2= C-1 -2= TRL- Left-2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B-2 -2= C-2 -2= Fb= Fv= E= E -Min= Fcj,erp= Fb'= Fit= M= 2 Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= V= 0.00 0.01 0.01 1187 LB 579 LB 1766 LB 0.81 IN 978 LB 471 LB 1449 LB 0.66 IN 900 180 1600000 580000 625 3.5 FT 0.0 FT 3.5 FT 1.00 360 240 120 PLF 45 PLF 7 PLF 172 PLF 625 LB 447 LB 1.5 FT 400 PLF 150 PLF 400 PLF 150 PLF 0.0 FT 1.5 FT 1.5 FT 260 PLF 98 PLF 260 PLF 98 PLF 1.5 FT 3.5 FT 2.0 FT 1080 IN IN = L/6453 IN = L/4251 PS PS PS PS PS PS 180 PS 1835 FT -LB 1210 LB • 20.39 N3 49.91 N3 10.09 N2 32.38 N2 13.03 N4 230.84 N4 Page: 14 Multi- Loaded BeamE 2006 International Building Code (05 NDS)1 Ver: 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08-16 -2007 : 2:33:25 PM Project: M3012C3RS -4 (F070118) - Location: M08 family/hall Multi- Loaded Beam( 2006 International Building Code (05 NDS)1 Ver. 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08 -16 -2007 : 2:33:26 PM Project: M3012C3RS -4 (F070118) - Location: M09 garage above floor beam Summary: 3.5 IN x 11.25 IN x 10.5 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 107.9% Controlling Factor: Section Modulus / Depth Required 8.24 In Center Span Deflections: Dead Load: DLD- Center= 0.09 IN Live Load: LLD - Center= 0.11 IN = U1126 Total Load: TLD- Center= 0.21 IN = L/610 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1785 LB Dead Load: DL- Rxn -A= 1508 LB Total Load: TL- Rxn -A= 3293 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.25 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1785 LB Dead Load: DL- Rxn -B= 1508 LB Total Load: TL- Rxn-B= 3293 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.25 IN Beam Data: Center Span Length: L2= 10.5 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 10.5 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: Li 240 Center Span Loading: Uniform Load: Live Load: wL -2= 340 PLF Dead Load: wD -2= 275 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT -2= 627 PLF Properties For. 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2921 PSI ;Adjustment Factors: Cd =1.00 CF =1.01 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 8645 FT -LB 5.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 2766 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 35.52 N3 S= 73.83 N3 Area (Shear): Areq= 14.31 N2 A= 39.38 N2 Moment of Inertia (Deflection): Ireq= 163.37 N4 I= 415.28 N4 Multi- Loaded Beamf 2006 International Building Code (05 NDS)1 Ver: 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08 -16 -2007 : 2:33:28 PM Project: M3012C3RS -4 (F070118) - Location: M10 garage beam Summary: 5.25 IN x 18.0 IN x 20.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 57.3% Controlling Factor. Section Modulus / Depth Required 15.11 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor. Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right. Live Load: Right Dead Load: Load Start: Load.End: Load Length: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =0.96 FV: wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left -1 -2= TRD- Left -1 -2= TRL- Right -1 -2= TRD - Right -1 -2= A -1 -2= B-1 -2= C -1 -2= Fb= Fv= E= Fcj,erp= Fb'= Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 8.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 0.22 IN 0.37 IN = LJ643 0.59 IN = L/406 5292 LB 3601 LB 8893 LB 2.26 IN 4578 LB 2368 LB 6946 LB 1.76 IN 20.0 FT 0.0 FT 20.0 FT 1.00 360 240 0 PLF 0 PLF 30 PLF 30 PLF 3570 LB 3016 LB 4.25 FT 400 PLF 150 PLF 400 PLF 150 PLF 4.25 FT 20.0 FT 15.75 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2772 PSI 290 PSI M= 41631 FT -LB 8851 LB 180.21 N3 283.50 N3 45.78 N2 94.50 N2 1509.54 N4 2551.50 N4 Multi- Loaded Beard* 2006 International Building Code (05 NDS)1 Ver: 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08 -16 -2007 : 2:33:30 PM Project: M3012C3RS -4 (F070118) - Location: M11 middle garage beam Summary: 5.25 IN x 18.0 IN x 20.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 56.2% Controlling Factor: Section Modulus / Depth Required 15.14 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL-Rxn-A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor. Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead. Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =0.96 FV: wL -2= wD -2= BSW= wT 2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL - Left-2 -2= TRD- Left -2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C-2 -2= Fb= Fv= E= Fc_perp= Fb'= Fv'= 0.21 IN 0.38 IN = L/629 0.60 IN = L/403 5833 LB 3642 LB 9475 LB 2.41 IN 4628 LB 2343 LB 6971 LB 1.77 IN 20.0 FT 0.0 FT 20.0 FT 1.00 360 240 200 PLF 75 PLF 30 PLF 305 PLF 2923 LB 2269 LB 4.5 FT 200 PLF 75 PLF 200 PLF 75 PLF 4.5 FT 20.0 FT 15.5 FT 175 PLF 185 PLF 175 PLF 185 PLF 2.0 FT 4.5 FT 2.5 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2772 PSI 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 41918 FT -LB 8.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear. V= 9048 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 181.45 N3 S= 283.50 N3 Area (Shear): Areq= 46.80 N2 A= 94.50 N2 Moment of Inertia (Deflection): Ireq= 1518.50 N4 I= 2551.50 N4 Multi- Loaded Beam' 2006 International Building Code (05 NDS)1 Ver. 7.01.12 By: Jeffrey DeRoulet , Architects Northwest Inc. on: 08 -16 -2007 : 2:33:31 PM Project: M3012C3RS -4 (F070118) - Location: M12 front garage beam Summary: 5.25 IN x 18.0 IN x 20.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 97.4% Controlling Factor. Section Modulus / Depth Required 13.89 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked):. BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: Li Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead. Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right-Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =0.96 FV: wL -2= wD -2= BSW= wT 2= PL1 -2= PD1 -2= X1 -2= TRL- Left -1 -2= TRD- Left-1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B-1 -2= C -1 -2= TRL - Left -2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B-2 -2= C-2 -2= Fb= Fv= E= Fcj,erp= Fb'= 0.20 0.26 0.46 3632 2806 6438 1.64 3391 2617 6008 1.53 20.0 0.0 20.0 1.00 360 240 200 75 30 305 563 338 11.0 150 170 150 170 0.0 11.0 11.0 90 125 90 125 11.0 20.0 9.0 2900 290 2000000 750 2772 Fv'= 290 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 10.4 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear. V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 143.63 S= 283.50 Area (Shear): Areq= 28.78 A= 94.50 Moment of Inertia (Deflection): Ireq= 1172.39 I= 2551.50 5564 LB IN IN = L/922 IN = U522 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI M= 33182 FT -LB N3 N3 N2 N2 N4 N4 Footing Design ( 2006 International Building Code By: Jeffrey DeRoulet , Architects Northwest Inc. on: 0 Project: M3012C3RS -4 (F070118) - Location: FTG 01 . Summary: Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover. Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear. Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter. Punching Shear. Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear. Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5 Controlling Reinforcing Steel: Selected Reinforcement: #4 Bars Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: (05 NDS)1 Ver. 7.01.12 8-16 -2007 : 2:33:04 PM PL= PD= PT= Pu= Qs= F'c= Fy= W= L= Depth= d= m= n= Qu= Qe= Areq= A= 5292 LB 3601 LB 8893 LB 12788 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 3.0 FT 3.0 FT 10.00 IN 6.25 IN (Wood) 4.00 IN 4.00 IN 988 PSF 1375 PSF 6.47 SF 9.0 SF Bearing= 12788 LB Bearing - Allow= 47600 LB Vu1= 4174 LB vc1= 19125 LB Bo= 41.00 IN Vu2= 11752 LB vc2 -a= 65344 LB vc2 -b= 88188 LB vc2- 43563 LB vc2= 43563 LB Mu= 57548 IN -LB Mn= 170825 IN -LB a= 0.41 IN As(1)= 0.26 IN2 .4): As(2)= 0.72 IN2 As -regd= 0.72 IN2 © 9.00 IN. O.C. E/W / (4) Min. As= 0.79 IN2 Ld= 15.00 IN Ld -sup= 15.00 IN Footing Design f 2006 International Building Code By: Jeffrey DeRoulet . Architects Northwest Inc. on: 0 Project: M3012C3RS -4 (F070118) - Location: FTGO2 Summary: Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. EN V/ (4) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover. Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear. Allowable Beam Shear. Punching Shear Calculations (Two way shear): Critical Perimeter. Punching Shear. Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear. Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: (05 NDS)1 Ver. 7.01.12 8 -16 -2007 : 2:33:04 PM PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bo= Vu2= vc2 -a= vc2 -b= vc2-c= vc2= 5833 LB 3642 LB 9475 LB 13703 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 3.0 FT 3.0 FT 10.00 IN 6.25 IN (Wood) 4.00 IN 4.00 IN 1053 PSF 1375 PSF 6.89 SF 9.0 SF Bearing= 13703 LB Bearing - Allow= 47600 LB Vu1= 4473 LB vc1= 19125 LB 41.00 IN 12592 LB 65344 LB 88188 LB 43563 LB 43563 LB Mu= 61664 IN -LB Mn= 170825 IN -LB a= 0.41 IN As(1)= 0.28 IN2 As(2)= 0.72 IN2 As -regd= 0.72 IN2 #4 Bars @ 9.00 IN. O.C. ENV / (4) Min. As= 0.79 IN2 Ld= 15.00 IN Ld -sup= 15.00 IN s Footing Design f 2006 International Building Code ( By: Jeffrey DeRoulet , Architects Northwest Inc. on: 0 Project: M3012C3RS -4 (F070118) - Location: FTGO3 Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover. Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear. Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Ld= Development Length Supplied: Ld -sup= Note: Plain concrete adequate for bending, therefore adequate development length not required. 05 NDS)1 Ver. 7.01.12 8-16 -2007 : 2:33:05 PM PL= PD= PT= Pu= Qs= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bo= Vu2= vc2 -a= vc2 -b= vc2-c= vc2= 3632 LB 2806 LB 6438 LB 9178 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 2.5 FT 2.5 FT 10.00 IN 6.25 IN (Wood) 4.00 IN 4.00 IN 1030 PSF 1375 PSF 4.68 SF 6.25 SF Bearing= 9178 LB Bearing - Allow= 47600 LB Vu1= 2677 LB vc1= 15938 LB 41.00 IN 8107 LB 65344 LB 88188 LB 43563 LB 43563 LB Mu= 34419 IN -LB Mn= 169665 IN -LB a= 0.49 IN As(1)= 0.15 IN2 ACI- 10.5.4): As(2)= 0.60 IN2 As - reqd= 0.60 IN2 #4 Bars @ 7.00 IN. O.C. E/W / (4) Min. As= 0.79 IN2 15.00 IN 12.00 IN November 28, 2007 Verdayne Johnson 11840 44` P1 S Tukwila WA 98166 RE: CORRECTION LETTER #2 Development Permit Application Number D07 -371 Johnson Residence -11866 44 P1 S Dear Mr. Johnson, This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Brandon Miles at 206 431 -3684, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete 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, please contact me at (206) 431 -3670. Sincerely, ifer arshall 't Technician encl File No. D07 -371 P:1Pennit CenteriComction Letters \ 2007\1207-371 Correction Ur #2.DOC jem City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director DATE: CONTACT: RE: ADDRESS: ZONING: November 27, 2007 V. Johnson D07 -371 118XX44PLS LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. 1. The site plan does not reflect the bay window and gas insert which is show on the south elevation. Both the window and gas insert extend into the side setback. Either remove the bay window and gas insert or reposition the house on the site. October 15, 2007 Verdane Johnson 11840 44" P1 S Tukwila WA 98166 City of L uk vila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D07 -371 Johnson Residence - 118XX 44 Pi S Dear Mr. Johnson, This letter is to inform you of corrections that must be addressed before your development permit(s) 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, Fire and Planning Departments. At this time the Public Works Department has no comments. Building Department: Fire Department: Planning Department: Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete 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 messeneer service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D07 -371 P:\Pemut Center\Correction Letters \2007\1:007-371 Correction Ltr #1.DOC wer . Allen Johannessen at 433 -7163, if you have questions regarding the attached memo. Al Metzler at 206- 575 -4407, if you have questions regarding the attached memo. Brandon Miles at 206 431 -3684, if you have questions regarding the attached memo. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 tise Building Division Review Memo Date: September 28, 2007 Project Name: Johnson Residence Permit #: D07 -371 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan 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). Of applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Civil site plans have a note "No footing drains required". Because of prior project experience with the soil conditions in the general vicinity of the proposed home construction indicating a crawl space footing drains shall be required. Footing drains shall be run to a separate designed drainage field or dispersion pit. Top of the dispersion pit shall be at an elevation that is below the grade level of the crawl space and shall allow any water overflow to travel away from the building. A geotech analysis report may be required to show the ground soil conditions shall be sufficient to handle footing drains and assure seasonal high water table shall not impact the footing drain field and to assure that water shall not back up into the crawl space. Otherwise it is recommended for the residence to be slab on grade construction with no crawl space. However another alternative is to show the crawl space fmish grade even with the exterior finish grade with a foundation extending below finish grade. In either case top of foundation or finish grade at the building perimeter shall be elevated to ensure proper drainage away from building to a storm water drainage system or culvert. 2. If the plan design is to be changed to a slab on grade construction, all plan sheets with details and elevations shall show consistency with slab on grade construction. 3. All engineered structural plan sheets and civil engineered sheets shall be wet stamped and signed by the specific design professionals preparing those sheets. Should there be questions concerning the above requirements, contact the Building Division at 206-431-3670. No further comments at this time. FIRE DEPARTMENT REVIEW COMMENTS Project Name: Johnson Residence 118XX 44 PI S Permit File No.: D07 -371 Date: October 10, 2007 Reviewer: Al Metzler Fire Protection Project Coordinator (206)575 -4407 1. Provide a site plan to scale that shows the exact location of the nearest fire hydrant to the house via the path of vehicular travel. DATE: CONTACT: RE: ADDRESS: ZONING: October 3, 2007 Verdayne Johnson D07 -371 118XX 44 PL S LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. 1. Staff is unable to determine if the home will meet the front setback requirements. The home on the site plan does not exactly match the home shown in the plans. The proposed home foundation appears to jog in the front of the home; however, the site plan does not show this jog. Update the site plan to accurately reflect the proposed home being constructed. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME - 3 ° kiS &PJ ( -FA) PERMIT # b 3 / 1 (� 1t1'__ 4 11- P L. s If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 o D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume Enter total fill volume 50 cubic yards 50 cubic yards / D • 3; a°o /2 COO Sod •bo f A. $ 3oo Use the following table to estimate the grading plan review and permit fee. nd fill volumes. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 1 $250 (1) $ ( TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 550 ?-°— The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. (4) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1s 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance /Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 $ 3a = ( (7) $ 23 (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2007 — 1231.2007 Total Fee 0.75 $600 $5297 $5897 1 $1100 $13,242.50 $14,342.50 1.5 $2400 $26,485 $28,885 2 $2800 $42,376 $45,176 3 $4400 $84,752 $89,152 4 $7800 $132,425 $148,015 6 $12500 $264,850 $277,350 Approved 09.25.02 Last Revised Jan. 2006 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($50) C. Water Meter - Permanent* (00 O D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ t oo (9) 10. ADDITIONAL FEES i A. Allentown Water (Ordinance 1777) $ 4 555 2 B. Allentown Sewer (Ordinance 1777) $ /0 /89 C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E..— ish- C/SckpE At..1A-7 ` $ -54211 , ' F. Transportation Mitigation $ 1 SS SS G. Other Fees $ '3 0b 25 /�� Tot A through G $ 2 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 23 119 2.8- ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. 0.75" 2.5" $300 $1,000 Temporary Meter 3 Tukwila City Bulletin W.S.E.C. Section 502.1.6 Moisture Control PERMIT NO. ? 7 Project JOhHJ, A vapor retarder is a layer of material placed over the warm side of insulation to limit the transport of water and water vapor movement through exterior walls, ceilings and floors. To meet energy code requirements, vapor retarders need to be rated at not more than 1.0 perm dry cup or less. Components of a house that require a vapor retarder are: • Floors - Floors between heated and unheated spaces are required to have an installed vapor retarder. Floor decking of % inch tongue and groove exterior plywood and exterior grade O.S.B. both meet the vapor retarder requirements. • Walls - Walls separating heated from unheated space are required to have an installed vapor retarder on the side (warm side in winter). • Ceilings - Ceilings where there is an average of less than 12 inches of ventilated area above the insulation, an installed vapor retarder is required. Construction documents shall specify the proposed method for providing a vapor retarder in each of the above building components. *Please check which type of insulation method will be used for the project and return this bulletin with the permit application. Recognized method are as follows: n Kraft or Foil Faced Insulation: Facing material must be stapled directly to the face of the studs. (i.e. to 2x edges not the side of studs) O 4 -Mil or thicker Polyethylene or craft faced material: Polyethylene of craft faced material shall be stapled to the framing, with seams overlapped 6- inches and taped. Electrical boxes and other penetrations to be tight fitted and sealed around openings. X Vapor retarding paint: Vapor retarding paint listed to provide transmissivity of not more than 1.0 perm dry cup rating. (See Affidavit attached to bulletin) If vapor retarding paint is specified as a vapor retarder for walls and ceilings, the following conditions shall be required for the builder: ♦ Complete Contractor's affidavit and submit with building permit application. (A form is included with the permit packet) 9 A red stamped copy of the affidavit shall remain with the permit at the job site and shall be kept available for building final inspection. Tukwila doe. A-001 C on 10/19/2007 Revised FILE COPY RETURN THIS FORM WHEN COMPLETED AFFIDAVIT FOR CONTRACTOR VAPOR RETARDER VERIFICATION Project Address \ 1( ( 99t PL S (Building Contractor) C.A. 1 0 Y1 30\1 , states as follows: [please print] Contractor Registration No. 1. 1 understand it shall be my responsibility to verify and guarantee that the vapor retarder applied on this building shall meet industries standards and the Washington State Energy Code which requires vapor retardant primer with not less than (1.0) perm dry cup rating. 2. I hereby agree that the vapor retarding paint must be installed in accordance with the coverage requirements and manufacture's recommendations in order to provide the vapor retarding performance of the manufacturer's listing. 3. I understand that quality control of the painted vapor retarder is not a required inspection under the Washington State Energy Code and therefore the City of Tukwila shall be held harmless for improper installation of the vapor retarder. 4. By choosing to use perm rated paint as a vapor retarder, I understand and hereby agree to accept responsibility for the performance of the vapor retarder when failure thereof is related to poor workmanship or improper application or both. I have read the declarations stated above and accept the conditions stated therein. Contractor (p • time) A I0 J 0� 1150Y\ Signature (/►,� C � / � AV) Title Date l a-a \ 'off Tukwila doc. A-002 Created on 10/19/2007 Revised CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit CenterBuilding Division: 206.431 -3670 Public Works Department: 206 - 433 -0179 Planning Division: 206 - 431 -3670 PERMIT NO.: U — ( ONE COPY FOR JOB SITE ONE TO REMAIN IN PERMIT FILE ACTIVITY NUMBER: D07 -371 DATE: 11 -28 -07 PROJECT NAME: JOHNSON RESIDENCE SITE ADDRESS: 11866 44 PL S Original Plan Submittal X Response to Correction Letter # 2 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: 11 uit ing Division P bl Work o ,6 *01 Comments: APPROVALS OR CORRECTIONS: Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete u Incomplete n DATE: DATE: I/ /nom I1 -44-'1 P a nning y Permit Coordinator DUE DATE: 11-29-07 Not Applicable E Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU NG: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DUE DATE: 12 -27-07 Approved n Approved with Conditions' v Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: `PERMIT COORD COPY `" PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -371 DATE: 10 -24 -07 PROJECT NAME: JOHNSON RESIDENCE SITE ADDRESS: 118XX 44 PL S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: I Bui g DUsion Public Works ❑ Complete TUES/THURS ROUTING: Please Route Documents/routing slip.doc 2 -28-02 APPROVALS OR CORRECTIONS: Permit Center Use Only CORRECTION LETTER MAILED: EIILb Departments issued corrections: Bldg ❑ 1 Fire Prevention Structural Incomplete Structural Review Required Fire ❑ hti 104(4 Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-25-07 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 11 -22 -07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: PIngX PW ❑ Staff Initials: DEPARTMENTS: B vo Public Works_ Complete Comments: We •26 .o1 g ' APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -371 DATE: 09 -20 -07 PROJECT NAME: JOHNSON RESIDENCE SITE ADDRESS: 118XX 44 PL S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ TUES/THURS ROUT G: Please Route Structural Review Required REVIEWER'S INITIALS: f'O1 Fire Prevention El PM 4 4 ' .1.4 t ( ' Plann n vision ❑ Permit Coordinator ri DUE DATE: 09-5-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 10-23-07/ Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 10` IS `, Departments issued corrections: Bldg Fire PingX PW ❑ Staff Initials: t/l/N REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: U t iil 01- ❑ 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: Johnson Residence Project Address: i X 11866 44 P1 S J / G Contact Person: V e rd� n� vahrl,scr) Phone Number: aG0 q9 Summary of Revision: 0'2- a( or) Oph»Ste') 0 513 - 7 g'7s 3 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.ci.tukwila.wa.us ?'JET s I L s E. P L Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 201 \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: D07 -371 7D i_ 1\1 ' 7a) Steven M Mullet, Mayor Steve Lancaster, Director CIT O T omAntA NOV 2 8 2007 talirb.il CENTER Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: PO 7 77 / Date. Project Name: 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.ci.tukwila.wa.us ❑ Response to Incomplete Letter # L" Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner 4 7,./,‘,/Smoc/ ,P#_ Project Address: / /8XX ¢4"-L!1 PL S Contact Person: Phone Number: (>'6) Z 4Z- 7665 Summary of Revision: 1G 571 L y z- P,eE F OEJ/ .Q'iP l7 ,P' L JZ mP 1 < . S� %.Pew, P174W S//cE is A8 RECEIVED CITY OF Tl1KWILA Sheet Number(s): // `Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: W . Entered in Permits Plus on I () —.)- —() \Annlirtntinnc \fromc- nnnlicnfinnc nn linr\mvicinn cnhmittnl Steven M. Mullet, Mayor Steve Lancaster, Director OCT 2 20071 PER MD CENTER Parcel No.: 3347400785 Permit Number: D07 -371 Address: 11866 44 PL S TUKW Issue Date: 12/21/2007 Suite No: Permit Expires On: 06/18/2008 Applicant: JOHNSON RESIDENCE DESCRIPTION OF WORK: CONSTRUCTION OF 2829 SF SFR WITH 820 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE INCLUDING INFILTRATION, SANITARY SIDE SEWER, WATER SERVICE INCLUDING 3/4" WATER METER, DRIVEWAY ACCESS, AND STREET USE. Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: PERM Work Order Number: 5204e07 Connection Charge: Y $60.00 $0.00 $0.00 Installation: Y $490.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $600.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y TOTAL WATER FEES: $5,897.00 doc: WTRMTR City of,. Department of Publtc Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -433 -0179 Fax: 206 -431 -3665 Web site: http://www.citukwila.wa.us WATER METER INFORMATION METER #1 $5,297.00 METER #2 METER #3 $0.00 $0.00 D07 -371 Printed: 01 -22 -2008 Residential Sewer Use G :tificatian Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type c . Property Street Address / di�� // � -' 0 City State ZIP 14,1/74/ Jh2l� . Owner's N me //to 4 A . Owner's Mailing Address 7 141°7 1f /Jj/ City State ZIP rues Owrer's Phone Number (with Area Code) Property nta IViimb re (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Equivalent (RCE) only) 1.0 Ple$e check appropriate box: Single- family (free standing, detached Multi - Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3 -Plex (0.8 RCE per unit) ❑ 4 -Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 — If Multi - family, will units be sold individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No x 0.64= 1.6 2.4 3.2 For King County Use Only Account # No. of RCEs Monthly Rate 6 Month Rate v /' -, ( - Sew r District Date of Sewer Connection Subdivision Name Subdivision Number King County Side Sewer Permit Number 33V-7 —7 Required: Property Tax Parcel Number Lot Number Block Number Building Name Please report any demolitions of pre- existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre- existing building? ❑ Yes ❑ No Was building on Sanitary Sewer? ❑ Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No Department of Natural Resources and Parks Wastewater Treatment Division RECEIVED CITY OF TUKWILA SEP 2 0 20n7 PERMIT CENTER �J L7 Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitatl sewageTacilities hall be subject to a capacity cf arge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206- 684 -1740. I certify that the information given is correct I der tand that the capacity charge levied will be based on this information and any deviation will require resubmission •, �'ct data for etermination of a revised capacity charge. Signature of Owner /Representative Date ` Print Name of Owner /RepresentativVt VCh yd1 Z �h S 0-1 1057 (Rev. 10/04) White - King county Yellow - Local Sewer Agency Pink - Sewer Customer STATE OF WASHINGTON) COUNTY OF KING ) ss. CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206 - 431 -3670 Public Works Department: 206 - 433 -0179 Planning Division: 206 -431 -3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION LVt h print] 1. I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. 13 , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I ht otherwise have under state law in any decision to engage an unregistered contractor to perform construction wo \applications\8 -2004 affidavit in lieu of contractor registration AP PERMIT NO.: D)? ' 3 7 I Wy , states as follows: Signed and sworn to before me this /r0 day of r' f m her NOtARY 'UBLIC in and for the State of Washington, Residing at Name as commissioned: (U/ My commission expires: , County. 79-aierk 05-A to 18.27.090 Exemptions. This chapter shall not apply to: 1. 2. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district or other municipal or political corporation or subdivision of this state; 3. Officers of the court when they are acting within the scope of their office; 4. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 5. Any construction, repair or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 6. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of the structure; 7. Any construction, alteration, improvement or repair of personal property, except this chapter shall apply to all mobile, manufactured housing. A mobile /manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 8. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 9. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor, 10. Any work or operation on one undertaking or project by one or more contractors, the aggregate contract price of which for labor and materials and all other items is less than $500.00, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in all instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into \applications' -2004 affidavit in lieu of contractor registration contracts of amounts less than $500.00 for the purpose of the evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 11. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except then any of the above work is performed by a registered contractor; 12. An owner who contracts for a project with a registered owner; 13. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but his exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 14. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 15. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 16. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 17. Contractors on highway projects who have been prequalified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of transportation to perform highway construction, reconstruction, or maintenance work. CITY OF TUKWIL4`®' Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 STATE OF WASHINGTON) ) COUNTY OF KING ) AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO.: PD1 SS. hmo, states as follows: Permit Center/Building Division: 206-431-3670 Public Works Department: 206 - 433 -0179 Planning Division: 206-431-3670 [please print] 1. I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit I have read or am familiar with RCW 18.27.090. 3. 1 understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I might otherwise have under state law In any decision to engage an unregistered contractor to perform construction wo i F. 1' q ♦ : u A ti I u) ' 2 " .• 7, '012. 1t t t %OP WAS . ��rt r ■applications\8 -2004 affidavit in lieu of contractor registration DEC 17,2007 12:17A CITY OF TUKWILA 2064313665 APP (CANT Signed and sworn to before me this _ 1 8 day of W_,( l ,� ' edYY1 er N Name as commissioned: My commission expires: for State of C n a Washington, 0 / -u/- County. ae page 2 18.27.090 Exemptions. This chapter Shall not apply to: 1. 2. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district or other municipal or political corporation or subdivision of this state; 3. Officers of the court when they are acting within the scope of their office; 4. Public utilities operating under the regulations of the 'utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 5. Any construction, repair or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 6. The safe or installation of any finished products, materials, or articles of merchandise which are not actually fabricated Into and do not become a permanent fixed part of the structure; 7. Any construction, alteration, improvement or repair of personal property, except this chapter shall apply to all mobile, manufactured housing. A mobile/manufactured home may be Installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 8. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 9. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 10. Any work or operation on one undertaking or project by one or more contractors, the aggregate contract price of which for labor and materials and all other items is less than $500.00, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in ail instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into 1applications\8.2004 affidavit in lieu of contractor registration contracts of amounts less than $500.00 for the purpose of the evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 11. My construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except then any of the above work is performed by a registered contractor. 12. An owner who contracts for a project with a registered owner, 13. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but his exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of setting the improved property; 14. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 15. A ' licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 16. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 17. Contractors on highway projects who have been prequarified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of transportation to perform highway construction, reconstruction, or maintenance work. DEC 17,2007 12:18A CITY OF TUKWILA 2064313665 page 3 C. am. PO BOX 88924 TUKWILA, WA 98138 -2924 OFFICE (206) 767 -4943 SHEET # DESCRIPTION � • Al COVERSHEET , z ;l r : • ' ,, u: i tir Sf ntir i �\ s A2 SCHEDULE SHEET ., : 1 fiL-, I .:; of f'iii;; ,. I . .. A3 t f~:�- Y n its ;. ,�. ;, �:. DETAIL SHEET v I ,� :. , .,, < A4 ''', ' r7 so, ''. r '_;,,',`, L A FOUNDATION PLAN $ MAIN FLO � FRAM . l & , FN A5 MAIN FLOOR PLAN 4 UPPER FLOOfi2= ••I.N.G PLAN A6 UPPER FLOOR PLAN AI ROOF FRAMING PLAN AS ELEVATIONS RECEIVED CITY OF TUKWILA AGI ELEVATIONS SEP 2 0 2007 1 1 2 7 1 11 A I-r r+r r,' - A I O BUILDING SECTIONS SI LATERAL - ENGINEERS DETAILS AND NOTES S2 LATERAL - SMEAR WALLS, HARDWARE $ STRUCT. NOTES FLOOR AREA, FT MINIMUM FLEX DIAMETER MAXIMUM LENGTH FEET MINIMUM SMOOTH DIAMETER BEDROOMS MAXIMUM ELBOWS 1 50 41NCH 2 oR LESS 3 10 4 50 5 10' -O" 6 100' -0" 1 50 8 NO LIMIT 6 INCH MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MN. MAX. MIN. MAX. MIN. MAX. <300 50 75 65 15 8o 120 15 143 110 165 125 188 140 210 501 -1000 55 55 10 103 85 128 100 150 115 175 130 115 145 218 1001 -1500 60 1O 15 115 10 135 105 158 120 160 135 203 150 225 1501 -2000 65 18 80 120 15 145 110 165 125 188 140 210 155 235 2001 -2500 70 105 85 128 100 150 115 175 130 115 145 218 160 240 2501-3000 75 113 4 10 135 105 158 120 180 135 205 150 225 165 248 3001 -3500 80 120 15 145 110 165 125 188 140 210 155 255 110 255 3501 -4000 85 128 100 150 115 115 150 115 145 218 160 240 115 265 4001 -5000 4 15 145 110 165 125 188 140 210 155 233 170 255 185 278 5001 -6000 105 158 120 180 155 205 150 225 165 248 180 270 1 215 6001 -7000 115 175 130 115 145 218 160 240 115 263 110 285 205 308 7001 -8000 125 IBS 140 210 155 255 110 255 185 278 200 300 215 525 8001-1000 135 205 150 225 165 248 180 210 115 215 210 515 225 338 >1000 145 218 160 240 115 265 1 285 205 508 220 350 235 353 FAN TESTED CFM 0.25" W.G. MINIMUM FLEX DIAMETER MAXIMUM LENGTH FEET MINIMUM SMOOTH DIAMETER MAXIMUM LENGTH FEET MAXIMUM ELBOWS 1 50 41NCH 25' -O" 4INCH 10 5 50 5INGI-f 10' -O" 5INGH 100' -0" 3 50 6 INCH NO LIMIT 6 INCH NO LIMIT 3 80 4 INCH 2 N/A 4 INCH 20' -0" 3 80 51NCH I5 5INCH 100 -O" 5 80 6 INCH 4 iO' -O" 6 INCH NO LIMIT 3 100 5 I NGH 2 N/A 5 INCH 50' -0" 3 100 6 INCH 45' -O" 6 INCH NO LIMIT 5 125 6 INCH 15 6 INCH NO LIMIT 5 125 1 INCH 10' -0" 7 INCH NO LIMIT 3 SWAN SF LOAD WIND P (MPH) DESIGIN CATEGORY SUBJECT TO DAMAGE FROM DE - j - jp ICE BARRIER L.AYMENT REQUIRED FLOOD HAZARDS AIR IOZINS INDEX MEAN ANNUAL TEMP WEATHERING FROST L NE 17EPTI -1 TERMITE 25Ib 55 D(IBC) 122(IRG) MODERATE 18" SLIGHT TO MODERATE 0.20 NO R -30 R -21 R -21 EQUIVALENT FLUID PRESSURE = 35 P.G.F. (UNRESTRAINED WALLS) 50 P.G.F. (RESTRAINED WALLS) OPTION 10 6LAZIN6 AREA_ % of FLOOR 6LAZIN6 U- FACTOR 4 DOOM U- FACTOR 2 CEILING 3 VAULTED CEILING 141 4 WALL- EXT. Bii.OYV GRADE 5 FLOOR 6 SLAB ON GRADE VERTICAL II OVERHEAD IY. 4R-4 OCCUPANCIES ONLY 0.35 058 0.20 R -38 R -30 R -21 R -21 R-I0 R -50 R -IO TABLE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING NOTE: I. FOR EACH ADDITIONAL ELBOW SUBTRACT IO'-O" FROM LENGTH. 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WITH FANS OF THIS SIZE. WHOLE HOUSE VENTILATION SPECIFICATIONS FROM THE 2006 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (VIAQ). SOURCE SPECIFIC VENTILATION REQUIREMENTS. I. MINIMUM EXHAUST FAN REQUIREMENTS: A. BATHROOMS, LAUNDRIES AND POWDER ROOMS - 50 CFM ® 025" W.G. B. KITCHENS - 100 CFM @ 0.25" W.G. (RANGE HOOD OR DOWN DRAFT EXHAUST FAN RATED AT MIN.. 100 •FM @ 0.10" W.G. MAY BE USED FOR EXHAUST FAN REQUIREMENTS,) 2. EXHAUST DUCT REQUIREMENTS: A. INSULATE TO R-4 (MIN..) IN UNCONDITIONED SPACES. B. EQUIP WITH A BACK DRAFT DAMPER. C. TERMINATE OUTSIDE THE BUILDING,. D. COMPLY WITH TABLE 3-3 ON THIS SHEET. PRESCRIPTIVE REQUIREMENTS FOR: OPTION I. INTERMITTENT WHOLE HOUSE VENTILATION USING EXHAUST FANS (VIAQ 503.4.1) OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOMS (AT FLOW RATES SPECIFIED IN TABLE 3.2 ON THIS SHEET, USING THE FOLLOWING METHODS: I. ROOM OUTDOOR AIR INLETS SHALL COMPLY WITH THE FOLLOWING: A. HAVE CONTROLLABLE AND SECURE OPENINGS. B. BE SLEEVED OR DESIGNED SO AS TO NOT COMPROMISE THE THERMAL PROPERTIES OF THE WALL OR WINDOW IN WHICH THEY ARE PLACED. C. PROVIDE A MINIMUM OF FOUR SQUARE INCHES OF NET FREE AREA OF OPENING FOR EACH HABITABLE AREA. D. PROVISIONS SHALL BE MADE TO ENSURE AIRFLOW BY THE INSTALLATION OF DISTRIBUTION DUCTS, TRANSOMS, OR UNDERCUTTING DOORS A MINIMUM OF )g ABOVE THE FINISHED FLOOR COVERINGS. NOTE: OUTDOOR AIR INLETS ARE NOT REQUIRED, IF THE HOME HAS A DUCTED FORGED AIR SYSTEM THAT COMMUNICATES WITH ALL HABITABLE ROOMS AND HAS INTERIOR DOORS UNDERCUT A MINIMUM OF ABOVE THE FINISH FLOOR COVERINGS. 2. WHOLE HOUSE EXHAUST FANS SHAW A. BE SIZED ACCORDING TO TABLE 3-2 ON THIS SHEET. B. BE FLOW RATED AT 025" Kb. STATIC PRESSURE. C. SOUND RATED AT 1.5 SONES MAXIMUM. 3. WHOLE HOUSE EXHAUST FAN CONTROLS: A. BE CONTROLLED BY A 24 -HOUR CLOCK TIMER. B. PROVIDE CAPABILITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL. C. THE 24 -HOUR CLOCK TIMER SHALL BE READILY ACCESSIBLE. D. AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL TIMER SHALL BE SET TO OPERATE THE WHOLE HOUSE FAN FOR AT LEAST S HOURS A DAY. E. A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS "WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS) ". 4. WHOLE HOUSE EXHAUST DUCTS: A. BE SIZED ACCORDING TO TABLE 3-3 ON 11415 SHEET. B. BE INSULATED TO A MINIMUM R-4 IN UNCONDITIONED SPACES. C. TERMINATE OUTSIDE THE BUILDING. ENER GODS 2006 WASHINGTON STATE ENERGY CODE (W.S.E.C.) TABLE 6 -1 PRESCRIPTIVE REQUIREMENTS [o,1] FOR GROUP R OCCUPANCY CLIMATE ZONE I 0. NOMINAL R- VALUES ARE FOR. WOOD FRAME ASSEMBLIES ONLY OR ASSEMBLIES BUILT IN ACCORDANCE WITH SECTION 601.1 OF THE W.S.E.C. I. MINIMUM REQUIREMENTS FOR OPTION IV LISTED. 2. REQUIREMENT APPLIES TO ALL CEILINGS EXCEPT SINGLE RAFTER OR JOIST VAULTED CEILINGS COMPLYING WITH NOTE 3. 3. REQUIREMENT APPLICABLE ONLY TO SINGLE RAFTER OR JOIST VAULTED CEILINGS WHERE 50T1.4 (a) THE DISTANCE BETWEEN THE TOP OF THE CEILING AND THE UNDERSIDE OF THE ROOF SHEATHING IS LESS THAN 12 INCHES AND (b) THESE IS A MINIMUM I -INCH VENTED AIRSPACE ABOVE THE INSULATION. OTHER SINGLE RAFTER OR JOIST VAULTED CEILINGS SHALL COMPLY WITH THE "CEILING" REQUIREMENTS. THIS OPTION IS LIMITED TO 500 SQUARE FEET OF CEILING AREA FOR ANY ONE DWELLING UNIT. 4. BELOW GRADE WALLS SHALL BE INSULATED EITHER ON THE EXTERIOR TO A MINIMUM LEVEL OF R -IO, OR ON THE INTERIOR TO THE SAME LEVEL AS WALLS ABOVE GRADE. EXTERIOR INSULATION INSTALLED ON BELOW GRADE WALLS SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR ITS INTENDED USE, AND INSTALLED TO THE MANUFACTURERS SPECIFICATIONS. SEE SECTION 602.2 OF THE W.S.E.G. 5. FLOORS OVER CRAWL SPACES OR EXPOSED TO AMBIENT AIR CONDITIONS. 6. REQUIRED SLAB PERIMETER INSULATION SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR ITS INTENDED, AND INSTALLED ACCORDING TO THE MANUFACTURERS SPECIFICATIONS. CLZ SECTION 602.4 OF THE W S.E.C. W. DOORS, INCLUDING ALL FIRE DOORS, SHALL BE ASSIGNED DEFAULT U- FACTORS FROM TABLE IO -6C. OF THE W.S.E.G. 10. WHERE A MAXIMUM GLAZING AREA IS LISTED, THE TOTAL GLAZING AREA (COMBINED VERTICAL PLUS OVERHEAD) AS A PERCENT OF GROSS CONDITIONED FLOOR AREA SHALL BE LESS THAN OR EQUAL TO THAT VALUE, OVERHEAD GLAZING WITH U- FACTOR OF U =0.40 OR LESS IS NOT INCLUDED IN GLAZING AREA LIMITATIONS. II. OVERHEAD GLAZING SHALL HAVE U- FACTORS DETERMINED IN ACCORDANCE WITH NFRC 100 OR AS SPECIFIED IN SECTION 502.1.5 OF THE W.S.E.C. 12. LOG AND SOLID TIMBER WALLS WITH A MINIMUM AVERAGE THICKNESS OF 5.5 INCHES ARE EXEMPT FROM THIS INSULATION REQUIREMENT. THE FOLLOWING WALLS ARE CONSIDERED TO MEET R -2I WITHOUT ADDITIONAL DOCUMENTATION PER SECTION 602.2 OF THE W.S.E.C.: A. 2x6 FRAMED AND INSULATED WITH R -2I FIBERGLASS BATTS. B. 2x4 FRAMED AND INSULATED WITH R -I5 FIBERGLASS BATTS PLUS R-4.0 FOAM SHEATHING. C. 2x4 FRAMED AND INSULATED WITH R -I3 FIBERGLASS BATTS PLUS R-5.0 FOAM SHEATHING. ME I GAL GENERAL SOLID FUEL. BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM BEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF CHAPTER 24 OF THE 2006 INTERNATIONAL RESIDENTIAL CODE. HEATING EACH DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 68 DEGREES FAHRENHEIT AT A HEIGHT OF 3' -0" ABOVE THE FLOOR AND TWO FEET FROM EXTERIOR WALLS IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE 15 AS SET FORTH IN THE N.S.C. DEFINITION OF BUILDING ENVELOPE FROM THE WASHINGTON STATE ENERGY CODE: THE ELEMENTS OF A BUILDING, WHICH ENCLOSE CONDITIONED SPACES THROUGH WHICH THERMAL ENERGY MAY BE TRANSFERRED TO OR FROM THE EXTERIOR EXCEPT AS EXEMPTED BY THE N.S.E.C. I. FUEL BURNING APPLIANCES LOCATED WITHIN THE BUILDING ENVELOPE SHALL OBTAIN AIR FROM OUTDOORS, MEETING THE PROVISIONS OF CHAPTER 24 OF THE 2006 IRC. 2. FUEL BURNING APPLIANCES LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL MEET THE PROVISIONS OF CHAPTER 24 OF THE 2006 IRG. 3. DUCTWORK LOCATION AND SOURCE OF COMBUSTION AIR SHALL MEET THE PROVISIONS OF CHAPTER 16 OF THE 2006 IRC. ALL WARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED PER CHAPTER M1402 OF THE 2006 IRC. APPLIANCES INTENDED FOR INSTALLATION IN CLOSETS, ALCOVES OR CONFINED SPACES SHALL BE SO LISTED AND INSTALLED PER SECTION MI1102.2 OF THE 2006 IRG. NO WARM AIR FURNACE SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AND ELECTRIC HEATING FURNACES. NO WARM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OR ALCOVE WITH A SPACE LESS THAN 12" WIDER THAN THE FURNACE OR A CLEARANCE OF 5" ALONG THE SIDES, BACK AND TOP. LIQUEFIED PETROLEUM SAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GASES MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 15" ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE ALL FLOOR OR CEILING SEPARATING A RESIDENCE (GROUP 5, DIVISION 5 OCCUPANCY) FROM A GARAGE (GROUP M, DIVISION I OCCUPANCY), PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LESS THAN O.OIa" (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARAGE WARM AIR FURNACE INSTALLATIONS IN ATTICS OR CRAWL SPACES SHALL COMPLY WITH MI402 OF THE 2006 IRG. EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH CHAPTER 15 OF THE 2006 IRG. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BIN GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING', MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS PER CHAPTER 10 OF THE 2006 IRC. A TYPE B OR BW GAS VENT SHALL TERMINATE PER. CHAPTER 24 OF THE 2006 IRC. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2'-0" ABOVE THE HIGHEST POINT WERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2'-O" HIGHER THAN ANY PORTION OF THE BUILDING WITHIN IO' -0" OF THE VENT PER SECTION 16042.4 OF THE 2006 IRG. VENT CONNECTORS SHALL BE INSTALLED WITHIN THE SPACE OR AREA IN WHICH THE APPLIANCE IS LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OR VENT IN SUCH A MANNER AS TO MAINTAIN THE CLEARANCE TO COMBUSTIBLES PER. SECTION MI503 OF THE 2006 IRC. HEATING EQUIPMENT ALL HEATING EQUIPMENT SHALL MEET THE REQUIREMENTS OF THE Ia87 NATIONAL APPLIANCE ENERGY CONSERVATION ACT (NAECA) AND BE SO LABELED. EQUIPMENT SHALL ALSO COMPLY WITH SECTION 1411 OF THE W.S..S. HVAC EQUIPMENT FOR LOW -RISE RESIDENTIAL SHALL BE SIZED NO GREATER THAN 200% OF DESIGN LOAD DUCTWORK. I. DUCT SYSTEMS OR FACTORY BUILT AIR DUCTS SHALL BE OF METAL AS SET FORTH BY TABLE 1601.1.1 (I) $ 1601.1.1 (2) OF THE 2006 IRG. 2. RECTANGULAR, FLAT, OVAL AND ROUND DUCT JOINTS AND SEAMS SHALL BE AIRTIGHT PER SECTION MI6OI.3.I OF THE 2006 IRG. 3. INSTALLATION OF DUCTS SHALL COMPLY WITH SECTION MI6OI.3 OF THE 2006 IRG. 4. DUCT INSULATION SHALL BE INSTALLED IN ACCORDANCE WITH SECTION MI6012.1 OF THE 2006 IRG. 0 ,� 9 DDI-3/1) TABLE 3 -2 VENTILATIONS RATES FOR ALL GROUP R OCCUPANCIES FOUR-STORIES AND LESS* MINIMUM AND MAXIMUM VENTILATION RATES: CUBIC FEET PER MINUTE (CFM) FOR RESIDENCES THAT EXCEED 8 BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LISTED FOR BEDROOMS BY AN ADDITIONAL 15 CFM PER BEDROOM. THE MAXIMUM CFM IS EQUAL TO 1.5 TIMES THE MINIMUM. INSULATION AND MO ISTURE PROTECTION GENERAL UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY CODES. INSULATION BAFFLES TO MAINTAIN I Yx" CLEAR SPACE ABOVE INSULATION. BAFFLES TO EXTEND 6" ABOVE BATT INSULATION. BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION. INSULATE BEHIND BATHTUBS, SHOWERS, PARTITIONS AND CORNERS. FACE STAPLE BATTS. FRICTION FIT FACED BATTS. USE 4 MIL (0.004 ") POLYETHYLENE VAPOR BARRIER AT WALLS. USE PVA PAINT WITH A DRY CUP PERM RATING OF ONE (MAX..) R -IO INSULATION UNDER ELECTRIC WATER HEATERS. INFILTRATION CONTROL I. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOORS, AND ROOF, AND ALL OTHERS SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, bASKETED OR WEATHER- STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL SE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED "FIRE- RATED" AND MUST MEET THE ABOVE REQUIREMENT. B. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 283.13. SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER- STRIPPED, CAULKED AND MORE TIGHTLY FITTING. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER N.S.E.C. PIPING FOR HOT WATER / STEAM SYSTEMS OF PIPING FOR CONTINUOUSLY CIRCULATING HOT WATER SERVICE IS REQUIRED TO BE INSULATED PER THE W.S.E.C. SERVICE WATER PIPING SHALL BE INSULATED TO A MINIMUM OF R -3. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS. INSET STAPLED BATTS WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 8" O.G. AND GAPS BETWEEN THE FACING AND THE FRAMING SHALL NOT EXCEED I /I6" A GROUND COVER OF 6 MIL (0.006 ") BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION NALL. THE NET FREE VENTILATING AREA FOR ATTIC. VENTILATION MAY BE 1/300 OF THE AREA OF THE VENTILATED SPACE PROVIDED THAT A VAPOR BARRIER HAVE A PERM RATING NOT EXCEEDING ONE IS INSTALLED ON THE WARM SIDE OF THE INSULATION. REVISIONS No changes s h a ll be ma to the scoop of work without prior approval of Tukwila Building Division. N°' TE: Revisions will require a new plan suhrnittal ii f1 may Include additional plan r "./!1w fires I DOORS, WINDOWS AND SKYLIGHTS GENERAL THE REQUIRED EXIT DOOR MAY HAVE A MAXIMUM 7 5 /4" STEP TO A MINIMUM 36" DEEP LANDING. OTHER EXTERIOR DOORS MAY HAVE A MAXIMUM (2) '7 a /4" STEPS TO A MIN.. 36" DEEP LANDING. ALL GLAZING SHALL MEET THE REQUIREMENTS OF THE W.S.E.C. TABLE 6 -I UNLESS NOTED OTHERWISE. ALL SKYLIGHTS AND SKYWALLS SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERWISE. ALL BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.1 SQUARE FEET. MINIMUM NET CLEAR OPERABLE WIDTH OF 20" AND A MINIMUM NET CLEAR OPENING HEIGHT OF 24 ", MAXIMUM FINISHED SILL HEIGHT OF 44" ABOVE FLOOR. WINDOWS WITH A SILL OF MORE THAN 72" ABOVE FINISHED GRADE TO BE A MINIMUM OF 24" ABOVE ADJACENT FINISHED FLOOR. SITE BUILT AND MILLWORK SHOP BUILT WOODEN SASH SHALL BE MADE WEATHER- STRIPPED, CAULKED AND BE MADE TIGHTLY FITTING. SLIDING GLASS DOORS TO PERMIT MAXIMUM INFILTRATION OF O. CFM PER SQUARE FOOT OF DOOR AREA. SEE PLANS FOR, GLAZING MANUFACTURER AND MODEL NUMBERS. SAFETY GLAZING LOCATIONS PER 2006 IRC SECTION R3OS.4 I. GLAZING IN SWINGING DOORS EXCEPT JALOUSIES. 2. GLAZING IN FIXED AND SLIDING PANELS OF SLIDING DOOR ASSEMBLIES AND PANELS IN SLIDING, AN 151 -FOLD CLOSET DOOR ASSEMBLIES. S. G,LAZING IN STORM DOORS. 4. GLAZING IN ALL UNFRAMED SWINGING DOORS. 5. GLAZING IN DOORS AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, AND SHOWER. GLAZING IN ANY PART OF A BUILDING WALL ENCLOSING THESE COMPARTMENTS WHERE THE BOTTOM EXPOSED EDGE OF THE &LAZING IS LESS THAN 60 INCHES MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE. 6. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE NEAREST VERTICAL EDGE IS WITHIN A 24 INCH ARC. OF THE DOOR IN A CLOSED POSITION AND WHOSE BOTTOM EDGE 15 LESS THAN 60 INCHES ABOVE THE FLOOR OR WALKING SURFACE. .7. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL, OTHER THAN THOSE LOCATIONS D=GGRIBED IN ITEMS 5 AND 6 ABOVE, THAT MEETS ALL OF THE FOLLOWING CONDITIONS: EXPOSED AREA OF AN INDIVIDUAL PANEL 15 LARGER THAN a SQUARE FEET. 72. EXPOSED BOTTOM EDGE IS LESS THAN IS" ABOVE THE FLOOR. 7.3. TOP EDGE MORE THAN 36" ABOVE THE FLOOR. 1.4. ONE OR MORE WALKING SURFACES WITHIN 36" HORIZONTALLY OF THE PLANE OF THE GLAZING. S. ALL GLAZING IN RAILINGS REGARDLESS OF AN AREA OR HEIGHT ABOVE A WALKING SURFACE. INCLUDED ARE STRUCTURAL BALUSTER PANELS AND NONSTRUCTURAL !NFU - PANELS. q. GLAZING IN WALLS AND FENCES ENCLOSING INDOOR AND OUTDOOR SWIMMING POOLS, HOT TUBS, AND SPAS WHERE THE BOTTOM EDGE OF THE GLAZING 15 LESS THAN 60" ABOVE A WALKING SURFACE AND WITHIN 60" HORIZONTALLY OF THE WATER'S EDGE. THIS SHALL APPLY TO SINGLE GLAZING AND ALL PANES IN MULTIPLE GLAZING. 10. GLAZING ADJACENT TO STAIRWAYS, LANDINGS AND RAMPS WITHIN 36" HORIZONTALLY OF A WALKING SURFACE WHEN THE EXPOSED SURFACE OF THE GLASS IS LESS THAN 60" ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE. II. &LAZING ADJACENT TO THE STAIRWAYS WITHIN 60" HORIZONTALLY OF THE BOTTOM TREAD OF A STAIRWAY IN ANY DIRECTION WHEN THE EXPOSED SURFACE OF THE GLASS IS LESS THAN 60" ABOVE THE NOSE OF THE TREAD. IRG SECTION 8305.4 EXCEPTION ' SAFETY GLAZING IN ITEMS 10 $ II IS NOT REQUIRED WHEN A SOLID WALL OR PANEL EXTENDS FROM THE PLANE OF THE ADJACENT WALKING SURFACE TO 34 INCHES TO 36 INCHES ABOVE THE FLOOR AND THE CONSTRUCTION AT THE TOP OF THAT WALL OR PANEL IS CAPABLE OF WITHSTANDING THE SAME HORIZONTAL LOAD AS THE PROTECTIVE BAR. SCREENS NEED NOT Be PROVIDED AT SKYLIGHTS WHEN FULLY TEMPERED GLASS 15 USED AS SINGLE GLAZING OR IN ALL PANELS INSULATION UNIT AND ALL OF THE FOLLOWING CONDITIONS ARE MET. I. THE GLAZING AREA DOES NOT EXCEED 16 SQUARE FEET. 2. THE HIGHEST POINT OF GLASS IS NOT MORE THAN I2' -0" ABOVE ANY WALKING SURFACE OR ACCESSIBLE AREA. 3. THE NOMINAL THICKNESS OF EACH PANE DOES NOT EXCEED 5 4". GENERAL CODE CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN MADE. IT IS THE CONTRACTORS RESPONSIBILITY TO IDENTIFY ALL DISCREPANCIES TO THE ARCHITECT AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINGS. NOTE: PLANS ARE DONE TO THE 200E, I.R.C. BUILDING CODE ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION SHALL BE FOLLOWED I. 2006 INTERNATIONAL RESIDENTIAL CODE (IRG) WITH WASHINGTON STATE AMENDMENTS (NSA) EXCEPT CHAPTERS II AND 25 THROUGH 42 ARE NOT ADOPTED. WAC5I -5I 2. 2006 INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE AMENDMENTS (NSA) WAC51 -50 3. 2006 INTERNATIONAL MECHANICAL CODE (IMC) WITH WASHINGTON STATE AMENDMENTS (WSA) WAG 51-52 4. 2006 INFORM PLUMBING CODE (UPC) WITH WASHINGTON STATE AMENDMENTS, EXCEPT CHAPTERS 12 AND 15 ARE NOT ADOPTED. WAG 51-56 AND 51-57 5. 2006 INTERNATIONAL FUEL GAS CODE (IFGC) WITH WASHINGTON STATE AMENDMENTS (WSA) 6. 2006 WASHINGTON STATE ENERGY CODE (WSEC). WAG 51 -11 7. 2006 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (WSVIAQC). WAG 5I -I3. BUILDING CONSTRUCTION TYPE: V-B OCCUPANCY GROUP: R -3 SITE WORK GENERAL ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. ALL BACK FILL MATERIAL SHALL SE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH THE DIRECT LOAD PATH OF COLUMNS. CARPENTRY CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GENERAL ALL FRAMING SHALL COMPLY WITH THE APPROPRIATE SECTION(S) OF THE 2006 IBC /IRG. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 8" MINIMUM CLEARANCE BETWEEN WOOD AND EARTH. 12" MINIMUM CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. 18" MINIMUM CLEARANCE BETWEEN FLOOR JOISTS AND EARTH. LOADING ROOF FLOOR CEILING DECK EXTERIOR CANTILEVERED BALCONY INTERIOR PARTITION EXTERIOR PARTITION 15 PSF DEAD LOAD 10 P5F DEAD LOAD 5 P5F DEAD LOAD 5 P5F DEAD LOAD 10 PSF DEAD LOAD WOOD BEARING ON OR INSTALLED WITHIN )Y OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2x THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. ANCHOR BOLTS PER SHEAR WALL SCHEDULE AND FOUNDATION PLAN. '7" MINIMUM EMBEDMENT. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY. FILE COPY Permit Na Plan review approval is steed to errors and omissions. Approval of construction documenta does not authorize the violation of any adopted code orb. Receipt of 1. • • COPP contacts is acknoveledged �... 41, By Date : City of Tukwila sHEEPNEY2T + 25 PSF LIVE LOAD + 40 PEP LIVE LOAD + 10 P5F LIVE LOAD + 40 PSF LIVE LOAD 4. 60 P5F LIVE LOAD 40 PSF = 5Q PSF = IS PSF = 45 PSF 70 PSF 7PSF = IO PSF SEPARATE PERMIT REQUIRED FOR: � �I echanicall MC. / Electrical E I umbing Gas Piping City of Tukwila BUILDING DIVISION Dol Q � w w N U W w Q W N co 1- CO c0 1 LL1 Li if Z '9 I Q n r r F- co Ce 0 co F N Z = W U c) it w 0 U a c� a 0 n ,- c 0) co co c9 w U- J J 0 I- ILI Q W i N 0 z DESIGNED BY: I.O. DRAWN BY: JOE DATE 5/8/01 DATE: 5/2/01 PROJECT MANAGER: KAHSOON WONG REVISED BY: DATE: TDD 8/2/07 LATERAL BY: DATE: P$ A 8/23/07 LATERAL JOB NUMBER: 01 -281 Al AI ANW FIFE OFFICE JOB NUMBER: F010115, GLAZING SCHEDULE ROOM # OF MIDS. 6 WND. H. MANUF. FRAME _ TYPE WOW. TYPE MODEL NO. a(9 GAS LO-E U -VAL. (1) AREA UA MAIN FLOOR POWDER 1 2.00 2.00 MILGARD VINYL FIXED 53201/2" 0.58 ARGON YES 0.31 4.00 1.24 NOOK 1 3.00 5.00 MILGARD VINYL S. HUNG 5220 1/2" ARGON YES 0.35 15.00 5.25 NOOK 3 2.00 2.00 MILGARD VINYL FIXED 53201/2" ARGON YES 0.35 12.00 4.20 KITCHEN 1 4.00 4.00 MILGARD VINYL SLDR. 51201/2" ARGON YES 0.35 16.00 5.60 DEN 1 5.00 5.00 MILGARD VINYL SLDR. 51201/2" ARGON YES 0.35 25.00 8.75 DEN I 6.00 5.00 MILGARD VINYL SLDR. 5120112" ARGON YES 0.35 30.00 10.50 FOYER 1 1.00 5.00 MILGARD VINYL FIXED 53201/2" ARGON YES 0.31 5.00 1.55 LIVING 2 3.00 6.00 MILGARD VINYL S. HUNG 5220 112" ARGON YES 0.35 36.00 12.60 LIVING 3 2.00 2.00 MILGARD VINYL FIXED 5320112" ARGON YES 0.31 12.00 3.72 DINING 2 1.00 6.00 MILGARD VINYL FIXED 53201/2" ARGON YES 0.31 12.00 3.72 DINING 3 1.67 1.67 MILGARD VINYL FIXED 53201/2" ARGON YES 0.31 8.37 2.59 FAMILY 2 3.00 2.00 MILGARD VINYL FIXED 53201/2" ARGON YES 0.31 12.00 3.72 UTILITY 1 2.00 2.00 MILGARD VINYL CASE 5521 112" ARGON YES 0.33 4.00 1.32 UPPER FLOOR BEDRM 2 1 5.00 4.00 MILGARD VINYL SLUR. 5320 1/2" ARGON YES 0.35 20.00 7.00 BEDRM 3 1 5.00 4.00 MILGARD VINYL SLDR. 5120 112" ARGON YES 0.35 20.00 7.00 BEDRM 4 1 3.00 4.00 MILGARD VINYL S. HUNG 5220 1/2" ARGON YES 0.35 12.00 4.20 BEDRM 4 1 5.00 4.00 MILGARD VINYL SLDR. 5120 1/2" ARGON YES 0.35 20.00 7.00 FOYER 1 2.00 3.00 MILGARD VINYL FIXED 53201/2" ARGON YES 0.31 6.00 1.86 BONUS 1 7.00 5.00 MILGARD VINYL DBL. CASE 5521 1/2" ARGON YES 0.33 35.00 11.55 BONUS 2 2.00 2.00 MILGARD VINYL FIXED 5320 1/2" ARGON YES 0.31 8.00 2.48 LOFT 1 4.00 4.00 MILGARD VINYL SLDR, 5120 1/2" ARGON YES 0.35 16.00 5.60 STAIRWAY 2 4.00 4.00 MILGARD VINYL SLDR. 51201/2" ARGON YES 0.35 32.00 11.20 BATH 2 1 2.00 3.00 MILGARD VINYL S. HUNG 5220 1/2" ARGON YES 0.35 6.00 2.10 MSTR BATH 1 4.00 4.00 MILGARD VINYL SLDR. 5120 112" ARGON YES 0.35 16.00 5.60 MSTR BEDRM 4 2.00 2.00 MILGARD VINYL FIXED 5320 1/2" ARGON YES 0.31 16.00 4.96 MSTR BEDRM 1 5.00 3.50 MILGARD VINYL SLDR. 5120 1/2" ARGON YES 0.35 17.50 6.13 MSTR BEDRM 1 2.50 3.00 MILGARD VINYL S. HUNG 5120 1/2" ARGON YES 0.35 7.50 2.63 MSTR BEDRM 4 2.00 4.00 MILGARD VINYL S. HUNG 5220 1/2" ARGON YES 0.35 32.00 11.20 MSTR BEDRM 1 3.00 4.00 MILGARD VINYL S. HUNG 5220 1/2" ARGON YES 0.35 12.00 4.20 HALL 2 3.00 4.00 MILGARD VINYL S. HUNG 5220 1/2" ARGON YES 0.35 24.00 8.40 WND. TOTAL: 491.37 167.86 DOORS WITH MORE THAN 50% GLASS NOOK 1 3.00 6.67 SIMPSON WOOD DOOR 6001 3/4" AIR YES 0.36 20.01 7.20 SIMPSON WOOD DOOR 6001 3/4" AIR YES 0.36 SIMPSON WOOD DOOR 6001 3/4" AIR YES 0.36 DOORS WITH MORE THAN 50% GLASS-TOTAL: 20.01 7.20 AVG. U -VALUE (VERTICAL GLASS): 0.34 SKYLIGHTS AND SKYWALLS MSTR BA 1 2.00 3.00 MILGARD ALUM SKYLIGHT 780 3/4" AIR NO 0.54 6.00 3.24 2.00 2.00 MILGARD ALUM SKYLIGHT 780 314" AIR NO 0.54 MILGARD ALUM SKYLIGHT 780 3/4" AIR NO 0,54 GLAZING % = AVG. U -VALUE = (1) U- VALUES ARE NFRC CERTIFIED TOTAL 1 = WSEC TABLE SKYLIGHT AVG. U-VALUE (OVERHEAD 517.38 S.F. TOTAL: GLASS): = = 6.00 3.24 0.54 AREA UA I 517.381 178.31 TOTAL 1 TOTAL 2 16.82% HEATED AREA UA TOTAL (TOT. 2) 3076.00 S.F. 178.31 UA 0.34 U -VALUE AREA TOTAL (TOT. 1) OR OBTAINED FROM 517.38 A 10-6A, B, C, D OR E VENTILATION SCHEDULE 2006 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE SYMBOL LOCATION MINIMUM FAN REQUIREMENTS A Bath, Powder, Laundry Min. 50 cfm @ 0.25" WG (VIAQ Table 3-1) 4 - B Kitchen Min. 100 cfm @ 0.25" WG (VIAQ Table 3 -1) (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) C Whole House Fan MIN. CFM = 125 MAX CFM = 188 (VIAQ Table 3 -2) (based on 3,076 s.f. floor area & 5 bedrooms) *flow rating @ 0.25" WG *whole house fans located 4 ft. or less from interior grille to have a sone rating of 1.5 or less measured @ 0.1" WG *whole house fan is required only when using OPTION 1 (VIAQ 303.4.1) *Ali fans to vent to outside *AII other requirements of 2006 WSEC / 2006 VIAQ must be met MAIN ROOF VENTILATION Standard Truss/ Scissor Truss Roof Framing Assembly: UPPER ROOF Roof Area : 1889 s.f. Ventilation Required: 1889 s.f. x 144 s.i. / s.f. / 300 = 906.72 s.i. Req'd Provide between 50% & 80% of total required ventilation @ min. 3 ft. above eave rents. Remainder to be installed at eave vents. Upper Roof Ventilation: 7 "x7" Attic Roof Jack = 49 s.i. each - 25% screen reduction = 36.75 s.i. each. Upper Ventilation MIN. Req'd = 906.72 s.i. x 0.5 / s.i. of each rent = 13 vents Upper Ventilation MAX Req'd = 906.72 s.i. x 0.8 / s.i. of each vent = 19 vents Provide: 13 -7 "x7" roofjacks. Ventilation = 477.75 s.i. Ventilation area remainder for eave vent = 428.97 s.i. Eave Ventilation: Birdblocking = 4.71 s.i. / I.f. - 25% reduction = 3.53 s.i. / I.f. Eave Ventilation Req'd = 428.97 s.i. / s.i. per I.f. = 121.44 I.f. Provide : 122 I.f. birdblocking. Ventilation = 430.97 s.i. Total Ventilation Provided = 908.72 s.i. IS GREATER THAN : 906.72 s.i. Req'd LOWER ROOF VENTILATION Standard Truss / Scissor Truss Roof Framing Assembly: LOWER ROOF Roof Area : 306 s.f. Ventilation Required: 306 s.f. x 144 s.i. I s.f. 1 300 = 146.88 s.i. Req'd Provide between 50% & 80% of total required ventilation @ min. 3 ft. above eave vents. Remainder to be installed at eave vents. Upper Roof Ventilation: 7 "x7" Attic Roof Jack = 49 s.i. each - 25% screen reduction = 36.75 s.i. each. Upper Ventilation MIN. Req'd = 146.88 s.i. x 0.5 / s.i. (leach vent = 2 vents Upper Ventilation MAX Req'd = 906.72 s.i. x 0.8 / s.i. of each vent = 3 vents Provide: 2 -7 "x7" roofjacks. Ventilation = 73.50 s.i. Ventilation area remainder for eave vent = 73.38 s.i. Eave Ventilation: Birdblocking = 4.71 s.i. I I.f. - 25% reduction = 3.53 s.i. I I.f. Eave Ventilation Req'd = 428.97 s.i. / s.i. per I.f. = 20.77 I.f. Provide : 21 I.f. birdblocking. Ventilation = 74.18 s.i. Total Ventilation Provided = 147.68 s.i. IS GREATER THAN : 146.88 s.i. Req'd FOUNDATION VENTILATION Crawlspace Area: '1272 s.f. Ventilation Required: 1272 s.f. 1 300 = 610.56 s.i. Req'd Use: 14" x 7" Foundation Vents Vent Area = 98 s.i. - 25% reduct.,1 /4 "mesh = 73.5 s.i. Vents Required = 610.56 s.i. I Vent Area = 8.31 s.i. Provide : 9 14" x 7" Vents, Area = 661.5 s.i. Ventilation Provided = 661.50 s.i. is Greater than 610.56 s.i. Req'd Use: 9 14" x 7" Foundation Vents * FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNSc * INSTALL 6 MIL BLACK POLYETHYLENE VAPOR RETARDER GROUND COVER , ...c wi P * LOCATE ONE VENT WITHIN 3 FEET OF EACH CORNER OF THE BUILDING, EXCEPT ONE SI ig - • 4. L .... OF THE BUILDING SHALL BE PERMITTED TO HAVE NO VENTS. ' '.. !3Y FH °f r RAI I I ' " ArA' 1 _ ARE F'U' +; ,rnI4L L 2006 WASHINGTON STATE ENERGY CODE CHECKLIST CHAPTER 6 PRESCRIPTIVE - CLIMATE ZONE 1 PROPOSED INSULATION OPTION NUMBER IV CEILINGS R-38 MAX GLAZING PERCENTAGE ALLOWED UNLIMITED VAULTED CEILINGS R -30 PROPOSED PERCENTAGE GLAZING 16.82% ABOVE GRADE WALLS R -21 MAX VERTICAL U -VALUE ALLOWED 0.35 BELOW GRADE WALLS (INTERIOR) R -21 PROPOSED VERTICAL U -VALUE 0.34 FLOORS OVER UNHEATED SPACES R -30 MAX OVERHEAD U -VALUE ALLOWED 0.58 SLAB PERIMETER R -10 PROPOSED OVERHEAD U -VALUE 0.54 DUCTS IN UNHEATED SPACES R-8 MAX DOOR U -VALUE ALLOWED 0.20 OPTION 4. WHOLE HOUSE VENTILATION USING A HEAT RECOVERY VENTILATION SYSTEM (VIAQ 303.4.4) I PROPOSED DOOR U -VALUE 0.20 [ X PVA PAINT 2006 RESIDENTIAL WSEC CHAPTER 9: HEATING SYSTEMS SIZING PRESCRIPTIVE HEATING SYSTEM SIZING: FLOOR ELECTRIC RESISTANCE (BASEBOARD / UNIT HEATERS): CONDITIONED SQUARE FOOTAGE X .005882 = 18.09 MAXIMUM KW OUTPUT OTHER FUELS: CONDITIONED SQUARE FOOTAGE X20 = 61520 MAXIMUM BTU OUTPUT U LU I U ce `9 Z • F U •11n)N:6 �] 'pu bk...it E R i RECEIVED CITY OF TUKWILA SEP 2 0 /001 PERMIT CENTER ; Oz p - zWO c:>- ¢ 1-m II w 7V f/lO���pdT¢?¢Z �-'J L '� m 8 n Zw ~ �� : QN WoF�nQ OH :z� =p'o I wr� 'z 1 4 ,- LoI= x r� ¢ o¢x w¢�no :o= azwr��al�o_wa¢ V J F- U LU F- M U I..f� I 2 0 V � U W coU W C\IC.0 T co co ,c2 cc us W C 9 I..Gr UI o C) U"1 Z } N- N- 7 rn C;5" is) U LL LL 0 tY i v N 0 m z DESIGNED BY: I.O. DRAWN BY: JGE DATE: 5/5/01 DATE: 5/2/01 PROJECT MANAGER: K AHSOON INONG REVISED BY: DATE: 1I717 5/2/01 LATERAL BY: DATE: 1=4A 8/23/01 LATERAL JOB NUMBER: O'1 -2SQ A2 Rio ANW FIFE OFFICE JOB NUMBER: FO1OII5 REVI5ED GARAGE WHOLE HOUSE VENTILATION VAPOR RETARDER FLOOR I x I I I' OUTDOOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL FRESH AIR INLETS. I 14 MIL POLY I FACE STAPLED BACKED BAITS X PLYWOOD W/ EXT. GLUE I I MOTORIZED DAMPER WALL I I AUTOMATIC FLOW- REGULATED DEVICE OPTION 3. WHOLE HOUSE VENTILATION USING A SUPPLY FAN (VIAQ 303.4.3) INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER VIAQ TABLE 3-6 I 14 MIL POLY [I FACE STAPLED BACKED BAITS I X I PVA PAINT BACK -DRAFT DAMPER SELECTION: I I CALIBRATED MANUAL VOLUME DAMPER I I MANUAL VOLUME DAMPER CEILING I I OPTION 4. WHOLE HOUSE VENTILATION USING A HEAT RECOVERY VENTILATION SYSTEM (VIAQ 303.4.4) I 4 MIL POLY I I FACE STAPLED BACKED BATTS [ X PVA PAINT IF VENTILATION SPACE AVERAGE 12" ABOVE INSULATION I X I NOT REQUIRED U LU I U ce `9 Z • F U •11n)N:6 �] 'pu bk...it E R i RECEIVED CITY OF TUKWILA SEP 2 0 /001 PERMIT CENTER ; Oz p - zWO c:>- ¢ 1-m II w 7V f/lO���pdT¢?¢Z �-'J L '� m 8 n Zw ~ �� : QN WoF�nQ OH :z� =p'o I wr� 'z 1 4 ,- LoI= x r� ¢ o¢x w¢�no :o= azwr��al�o_wa¢ V J F- U LU F- M U I..f� I 2 0 V � U W coU W C\IC.0 T co co ,c2 cc us W C 9 I..Gr UI o C) U"1 Z } N- N- 7 rn C;5" is) U LL LL 0 tY i v N 0 m z DESIGNED BY: I.O. DRAWN BY: JGE DATE: 5/5/01 DATE: 5/2/01 PROJECT MANAGER: K AHSOON INONG REVISED BY: DATE: 1I717 5/2/01 LATERAL BY: DATE: 1=4A 8/23/01 LATERAL JOB NUMBER: O'1 -2SQ A2 Rio ANW FIFE OFFICE JOB NUMBER: FO1OII5 REVI5ED GARAGE WHOLE HOUSE VENTILATION OPTION 1. WHOLE HOUSE VENTILATION USING EXHAUST FANS (VIAQ 303.4.1) 125 MIN. CFM EXHAUST FAN FLOW RATING PER VIAQ TABLE 3-2 I x I I I' OUTDOOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL FRESH AIR INLETS. X OUTDOOR AIR INLETS NOT REQUIRED. HOME HAS A DUCTED FORCED AIR HEATING SYSTEM THAT COMMUNICATES WITH ALL HABITABLE ROOMS AND HAS INTERIOR DOORS UNDERCUT A MINIMUM OF 1/2 INCH ABOVE THE FINISH FLOOR COVERING. OPTION 2. WHOLE HOUSE VENTILATION INTEGRATED WITH A FORCED AIR HEATING SYSTEM (VIAQ 303.4.2 INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER VIAQ TABLE 3-5 I I I MOTORIZED DAMPER I I MANUAL DAMPER MEETING VIAQ TABLE 3-2 FLOW RATES: CFM I I AUTOMATIC FLOW- REGULATED DEVICE OPTION 3. WHOLE HOUSE VENTILATION USING A SUPPLY FAN (VIAQ 303.4.3) INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER VIAQ TABLE 3-6 I 1 BACK -DRAFT DAMPER SELECTION: I I CALIBRATED MANUAL VOLUME DAMPER I I MANUAL VOLUME DAMPER I I AUTOMATIC FLOW - REGULATING DEVICE I I OPTION 4. WHOLE HOUSE VENTILATION USING A HEAT RECOVERY VENTILATION SYSTEM (VIAQ 303.4.4) U LU I U ce `9 Z • F U •11n)N:6 �] 'pu bk...it E R i RECEIVED CITY OF TUKWILA SEP 2 0 /001 PERMIT CENTER ; Oz p - zWO c:>- ¢ 1-m II w 7V f/lO���pdT¢?¢Z �-'J L '� m 8 n Zw ~ �� : QN WoF�nQ OH :z� =p'o I wr� 'z 1 4 ,- LoI= x r� ¢ o¢x w¢�no :o= azwr��al�o_wa¢ V J F- U LU F- M U I..f� I 2 0 V � U W coU W C\IC.0 T co co ,c2 cc us W C 9 I..Gr UI o C) U"1 Z } N- N- 7 rn C;5" is) U LL LL 0 tY i v N 0 m z DESIGNED BY: I.O. DRAWN BY: JGE DATE: 5/5/01 DATE: 5/2/01 PROJECT MANAGER: K AHSOON INONG REVISED BY: DATE: 1I717 5/2/01 LATERAL BY: DATE: 1=4A 8/23/01 LATERAL JOB NUMBER: O'1 -2SQ A2 Rio ANW FIFE OFFICE JOB NUMBER: FO1OII5 REVI5ED GARAGE c w I U e w 0 z FRAMING $ FOUNDATION DIMENSION SHEAR WALL PER PLAN SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER FLAN Z - FLASHING WOOD TRIM OPTIONAL SO" MAX. SLAB TO GRADE S" MIN. WOOD TO GRADE L A (I) #4 BAR CONT. MAX 6" BELOW TOP OF FND. WALL ; I 1 \ / / 1 / / /r / / / / / \e�tglf, • ZN - 1 TIGHTLINE, \\ . \\ � \ 4 11; = STORM DRAIN/ ° • c O IF REQUIR \ j /\ //� . - II4 W 3" CLR. 4" DIA PERF. FOUNDATION DRAIN \ , ti l� \ �f� \ 4 BAR VERTICAL @ 24" o.C. �\ /\�'' ! etl � ° \ \# HORIZONTAL @ 24 „ O.G. / S ” GARAGE FND. NALLL x STUDS PER PLAN MUDSILL / A. BOLTS PER FOUNDATION PLAN 4" GONG. SLAB OVER 6 MIL. BLACK V. B. OVER 4" GRANULAR FILL 4" HOOK (2) #4 BAR CONTINUOUS SCALE : 1" = 1' -0" -1w-v FLR. JSTS. PER PLAN I6d TOE-NAIL 611 O.G. • z N - o o O� (V w X E7 IL I I6d 4" D.G. 2X STUDS PER PLAN GATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.$0. PLYWOOD SUBFLOOR GLUED $ NAILED MUDSILL / A. BOLTS PER FOUNDATION PLAN 1 BAR VERTICAL @ 24" O.G. $ HORIZONTAL 0 24" O.G. 6 MIL. BLACK V. B. 2 S" FNL7. WALL @ GARAGE (HANDRAIL GRIP SIZE PER IRG 8311.5.6.3) I 1/4" DIA. MIN. HANDRAIL, CONT. FOR FULL LENGTH OF STAIR X I 44r . . 4 115 • °' a • a .. • 36" MIN. STAIRWAY WIDTH PER IRG 8311.5.1 10" MIN. TREAD , i , 2X4 THRUST BLOCK 4 (3) Sd TOE NAIL STRINGER TO THRUST BLOCK INTERIOR STAIR FINISH PER PLAN INSULATION PER PLAN 2X STUD WALL PER PLAN SHEATHING WEATHER RESISTANT BARRIER METAL LATH CULTURED STONE TYPE "N" MORTAR JOINT TYPE "N" MORTAR SEATING BED L 4" 8' k 4" jir JOIST OR BLOCKING c FLOOR BELOW FRAMING $ FOUNDATION DIMENSION S EARfEDW L PER PLAN I6d @ 4" O.G. INSTALL 1/2" G.W.S. 4" GONG. SLAB OVER 6 MIL. BLACK V.B. OVER 4" GRANULAR FILL 4 Al) #4 BAR CONT. \ / \ MAX. 6" BELOW TOP \\/ /0 WALL BITUMINOUS DAMPPROOFING TOP OF FTG. TO FIN. GRADE (2) *4 BAR CONTINUOUS SCALE : 1" = I' -O" NOTE: SPACING BETWEEN INTERMEDIATE GUARDRAIL MEMBERS TO BE SUCH THAT A SPHERE OF 4" DIA. SHALL NOT PASS THROUGH ANY OPENING HANDRAILS PER IRG RSII.5.6 BALUSTERS TO CONFORM TO IRG 8312.2 I 11 li 1� BEAM 4 , PER PLAN BELOW STAIR INSTALL 1/2" G.W.B. ® CEILING 4 WALLS (3) 2X12 STRINGERS FIRE BLOCKING @ MID -SPAN NOTE: GREATEST AND LEAST TREAD $ RISER SHALL NOT VARY MORE THAN 3/S (PER IRO 8311.5.3.1 $ 83113.32) NOT TO SCALE NOT TO SCALE L. I GHTV' E I GHT VENEER 0/ SHEATHING FRAMING FOUNDATION DIMENSION FINISH PER ELEVATION OVER 15 L. BUILDING PAPER I OVER SHEATHING PER PLAN I6d g 4" O.G. Z - FLASHING WOOD TRIM OPTIONAL I6d TOE -NAIL 0 6" O.G. S" MN. a SHEAR WALL PER PLAN SCHEDULE 5" CLR. 4" DIA PERF. FOUNDATION DRAIN TIGHTLINE STORM DRAIN IF REQUIRED , BITUMINO S /� \W, DAMPPROOF I NG TOP OF FTG / \/ \ \ p TO FIN. GRADE - • 5 S" FNi7. NALL (2) 2X4 MAILERS STEM WALL BEYOND (2) #4 TOP BARS THICKENED SLAB INTO ADJACENT STEM WALL GE SLAB (2) 2X4 FLR ,=n PER PLAN 41. • • ...Q (2) #4 BARS CONTINUOUS • a BATT INSULATION PER PLAN 2X4 INFILL FRAMING 5 /8" TYPE "X" G.W.B. f -fit iil` - 111 111111 - 111-1 '— III ----- III -1 � 1' - 1 I I 111 - 111 � TURN DOWN SLAB INTO 1 1 C FOOTING •I I I -1 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 5/4" T.$6. PLYWOOD SUBFLOOR GLUED $ NAILED MUDSILL / A. BOLTS PER FOUNDATION PLAN (I) #4 BAR CONT MAX. 6" BELOW TOP OF FND WALL Z #4 BAR VERTICAL @ 24" O.G. cv $ HORIZONTAL 0 24" O.G. 6 MIL. BLACK V. B. 2 / / / / / / / / /j \� \ (2) *4 %i \ %i \% BAR \ CONTINUOUS 4" HOOK �/,\ 7 \ J/ 4 f e a' 4",1" SCALE : I" = 1 CRICKET 2 X 6 BUILT -UP CURB SKYLIGHT SIZE PER PLAN W/ 4" MIN. CURB FLASHING AS RECOMMENDED BY MANUFACTURER (2 LAYERS LAMINATED GLASS 0 +12' -0" A.F.F./ 2 LAYERS TEMPERED GLASS @ -12'-0" A.F.F.) RAFTERS OR TRUSS BEYOND /S; SCALE : I" = I' -O" FINISHED GRADE z I T T 7 \•- r0711111711 T T T T Y -Y T a T T T rd T ■T T T T rd Y FM T w'wNiNNi IpwNNwMvig SHEAR WALL PER PLAN $ SCHEDULE BATT INSULATION PER PLAN — 5/4 " T.46. PLYWOOD SUBFLOOR GLUED $ NAILED I Zra N BATT INSULATION PER PLAN TRUSS PER PLAN SIMPSON HI CLIP 0 EACH TRUSS 1 - 1/4" BLOCKING W/ (4) I6d TOE NAILS TO BEAM BOTTOM OF SEAM SIMPSON "PB" OR "MA6" OR APPROVED EQUAL A55 @ 24" D.G. (BIRD BLOCKING TO TOP PLATE) BATT INSULATION PER PLAN SHEAR WALL PER PLAN 3" CLR. (I) #4 BAR CONT- MAX. 6" BELOW TOP OF FND WALL ///� / " ..;. G; i • — III — III _I � —I -11 —I�I- i I 1II,;, III I � I \ A \A \ /\ \ / °4 4 4L- ae 1 FOOTING PER PLAN TJI FLR. JSTS. PER PLA I6d @ 4" O.G. - • - BEAM PER PLAN 2x4x12" CLEAT w 7(( I6d NAILS INTO NAIIL S NTO COLUMN T. POST PER PLAN r 6 MIL. BLACK V. B. • 4 GONTI NUOUS FOOTING MAI 11 MAW v .n�I'"p • e. L : 6 MIL. BLACK V. B. i s - . •1 ,,4" 5" (4I I NTERIOR STEM ,MALL / \ /� 2) #4 BAR CONTINUOUS I /16" PLYWOOD SHEATHING NAILED w/ Sd NAILS ® 4" O.G. $ SUPPORTED PANEL EDGES ROOFING MATERIAL PER ELEVATION OVER BUILDING PAPER $ SHEATHING EXTEND 12" ABOVE INSULATION WITH 11/2" CLEAR AIRSPACE VENTED 2X BLOCKING W/ (5) 2" DIA HOLES PER 24" O.G. (BLOCKING TO TOUCH TOP PLATE) FASCIA BOARD PER PLAN 5" CONTINUOUS METAL GUTTER -Sd NAILS 0 4" O.G. (SHTG ' TO BIRDBLOCKING) OVERHANG PER PLAN FLR. JSTS. PER PLAN FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN BATT INSULATION PER PLAN SCALE : I" = I' -O" 3/4" T. PLYWOOD SUBFLOOR GLUED 4 NAILED SCALE : I" = 1' -0" rii%%111111 WAVAWASW 2x P. T. SILL FL. W/ ANCHOR BOLTS $ 2 "x2 "X3/16" WASHERS PER SHEAR WALL SCHED. 12" MAX. $ 4 1/2" MIN. FROM ENDS. $ 1" EMBEDMENT. (ELSEWHERE USE 5/5" DIA. X 10" A. B. W/ 2 "x2 "x3/I6" WASP I =RS @ 48" O.C.) #4 BAR VERTICAL g IS" O.G. HORIZONTAL 0 10" O.G. 1 1 111 - 111 11 11 — I 11 — 111- IIII,,hii —( # BAR CONTINUOUS SCALE . I" = 1' -0" I cc 5 tu EL BATT INSULATION PER PLAN 4 BLOCKING TO TOP PLATE) — P IMPSON H-1 CLIP 2 X STUDS PER PLAN BATT INSULATION PER FLAN SHEAR NALL PER PLAN SCHEDULE .7 Li; C ; WAVAWAll WISWAWM in BOTTOM OF BEAM (2) SIMPSON A24 FRAMING ANCHORS @ EACH POST 1111.1,11 11 P.T. 4x4 POST Y PC44 2X6 SIM:5 EA. CORNER_ a CONTINUOUS CLEAR COVER FLR. PER PLAN BATT INSULATION PER PLAN 5/4" T.$6. PLYWOOD SUBFLOOR GLUED NAILED PER PLAN ) //16" PLYWOOD SHEATHING NAILED kv/ 5d NAILS 4" 0.G. $ SUPPORTED PANEL EDGES ROOFING MATERIAL PER ELEVATION OVER BUILDING PAPER AND SHEATHING PER PLAN ROOF FRAMING MEMBERS PER PLAN 110-7.1.• 11P-M. 110.-M —N 4 rthfithfffL EHE BEAM PER PLAN EACH SIDE P. T. POST PER PLAN • 11F111 PER PLAN 2x6 TRIM. TS M 6Kr STONE P.T. BEAM PER PLAN POST BASE PER PLAN / 1_) ROCK VENEER COLUMN BASE VENTED 2X BLOCKING TO TOUCH TOP PL.) FINISH PER ELEVATION OVER 15 1_13. BUILDING PAPER ON SHEATHING PER PLAN T.O.PL. 7 RECEIVED CITY OF TUKWILA PERMIT CENTER z it :411 :2 7i :0 H :: (-) z not 07 - 1 xi ;hi wi j l 7c7 c IzC 2: I 1- n - - I — I -t 6 k ZLI umi t:1 8 0 :( ZE )L19 .,: co mi x 6°I L n_ —05 j ,, c 9) , Z o o v 1: 0 _ --(j i ; I =M I Cl) LLI 0 CV co co op LU ID co LU 14 404.50. U- LL 411‘111111111111 6') co 0 co CD co 0 CO Er CPJ ILI ce 4: PROJECT MANAGER: REVISED BY: DATE: LATERAL BY: DATE1 F4A 5/23/07 LATERAL JOB NUMBER: AS A10 AN W FIFE OFFICE JOB NUMBER: F0101 15 FOOTING SGHEPULE SYMBOL FOUNDATION NOTES �� ■ i _36 56" DIAMETER X 12" THICK CONC. FOOTING WITH S - #4 BARS E.W. POST 4 CONNECTION PER PLAN 0 50 SO" DIAMETER X 12" THICK CONG. FOOTING WITH 3 - #4 BARS E.W. POST 4 CONNECTION PER PLAN 0 24 24" DIAMETER X S" THICK GONG. FOOTING WITH 2 - #4 BARS E.W. POST . CONNECTION PER PLAN 0 IS IS" DIAMETER X S" THICK GONG. FOOTING WITH 2 - #4 BARS E.W. POST 4 CONNECTION PER PLAN 9 \ GI' - o" OVERALL FOOTPRINT LINE OF FLOOR ASV. SOFFIT, VENT 4 INSUL. DBL. JSTS. 2x10 F.J. I' -O" D.S. S. IS" r I I' -4" 8' -O" 14' -0" 2' -O" la" 4'-0" STUB OUT #4 BAR 24" IS" O. AS 10' -10" ;I in 0 1 10' -10" 0 16" 0.G. 50"x50" FTNG. 5 BIM. 51' -0" 45' -0" 11' -2" 6 - 2 " 16" O.G. I8" S' -8" 2' -4" P.T. 4x4 POSTS TYP. W/ PB44 OR (2) SIMPSON A24 FRAMING ANCHOR 0 EA. POST • a En En 1- LINE OF FLOOR ASV. SOFFIT, VENT 4 INSUL. 0 ( s) • 13'_8" DBL. JSTS. 2x10 F.J. 0 16" O.G. NEC 250.50. A concrete encased grounding electrode is required in ' all new concrete footings. The electrode shall consist of at least 20 feet `of /2" or - larger reinforcement bar or #4 copper wife, located near the bottom TM of the building footing. (NOTE: 20 ''foot rebar shall be one continuous,_ piece tied along side any 'vicinity footing rebar and shall protrude 8" mn. above top of foundation wall near location of power panel.) 14' -0" 14' -0" ED 0-1 GYL SWAGE 6 MIL (BLACK) V.B. D.S. AS l I i �f 1 2x10 F.J. 16" O.G. --- 0 11` -0" D.S.. • 6' -4" 10' -3" 10' -0" Q' -6" 10 DBL. JSTS. DBL. JSTS. 6' -0" 1. 6' -O" 5.0.G. 16" O BLOCK OUT • FOR FURN. ROVIDE MIN. . • I8 "X24" CRAWL SPACE ACCESS INSUL. $ W.S. • D.5. 1 10 -3" • L .5S"• STUB OUT #4 BAR 24" 18"-O.G. . 56 "= I FTGO 11 51-AS ON GRADE 4" GONG. OVER . 6 MIL (BLACK) V.5. OVER 4" GRANULAR FILL SLOPE 4" TO 0.1-f. DOORS I FTGOII D.S. 40' -O" . . L 36" S 40 - 0" TGOA (FTGO I - k I . • 1'. 10' -0" D.S. SO" . EL 4:-SLAB = '0' -0" EL @ T.O.W. - 5' -1" .4 SCALE: 1/4" = 1' -0" • EL . @ 'SLAB = O' Q" EL 0• T.O.W. I TGO � r -- 1 L- • - NOTE: SEE 'S' SHEETS FOR LATERAL INFORMATION $ ENGINEERING DETAILS 10' -O" 1�. r: QUNATQN PLAN FOUNDATION NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS $ CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FOOTINGS TO REST ON UNDISTURBED SOIL. 3. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 4. SOFFIT, VENT $ INSULATE CANTILEVERED AREAS. 5. STEP FOUNDATION PER SITE CONDITIONS. 6. 1,500 P.S.F. ASSUMED SOIL BEARING CAPACITY SHALL BE VERIFIED IN FIELD. 7. SEE SHEET Al FOR ADDITIONAL NOTES. S. SEE SHEET A2 FOR FOUNDATION VENTILATION CALCULATION. 0 1 O 9 cD N ic. •• OI THE ; ,'; ,ii'r . • ANY M4 AN:; li1;r; I'i'U • =r• • BYIb. ;ri�11 /`di■ � `;5 • • wr I'l1NISIH,•h.- I, . •,I, • ' ;,I , • )r I ihl,. ,, I , r, i IOrtte : ,icp1' -. CAI I rail nE s c,r, ) IT) r � Ui Il l.: l'[AN ( 7 • d s yl GAL RECEIVED CITY OF TUKWILA SEP 2 0 2007 PERMIT CENTER W - o k� ry I N I- W F- O4a0j OF- WQ < O O O W z a O O ¢ W �T ¢ U - h, .0,- - " _0":6,w I z¢wa Z � ° oe - w �� w r °o C I J 'I1J &W?V z �' ~Ec7 O?¢? wO :}N0 °mo�o�o ° ,_a 0. UP w w 1W ¢ 0W (nWZJF ° - - m )-- wr�woz zl W Ili wL�a }1YUwFrrroO ao¢z_wa�ao�� azw�� >waw¢¢ U W 0 0 z coU NcoII -- coco ¢ N w 0 U Z111/4 co </% 4 11111111111114 LATERAL BY: DATE: Fa A 8/25/07 LATERAL JOB NUMBER: D`1 -28Q A4 AlO ANW FIFE OFFICE JOB NUMBER: Fo -10 s e— U I U ce 1< ce 0 z 25 OVERALL FOOTPRINT REVISED GARAGE I DESIGNED BY: DATE: 1.0. 5/8/01 DRAWN BY: DATE: .JGE 5/2/01 PROJECT MANAGER: KAHSOON WONG REVISED BY: DATE: TDD 8/2/07 9 \ GI' - o" OVERALL FOOTPRINT LINE OF FLOOR ASV. SOFFIT, VENT 4 INSUL. DBL. JSTS. 2x10 F.J. I' -O" D.S. S. IS" r I I' -4" 8' -O" 14' -0" 2' -O" la" 4'-0" STUB OUT #4 BAR 24" IS" O. AS 10' -10" ;I in 0 1 10' -10" 0 16" 0.G. 50"x50" FTNG. 5 BIM. 51' -0" 45' -0" 11' -2" 6 - 2 " 16" O.G. I8" S' -8" 2' -4" P.T. 4x4 POSTS TYP. W/ PB44 OR (2) SIMPSON A24 FRAMING ANCHOR 0 EA. POST • a En En 1- LINE OF FLOOR ASV. SOFFIT, VENT 4 INSUL. 0 ( s) • 13'_8" DBL. JSTS. 2x10 F.J. 0 16" O.G. NEC 250.50. A concrete encased grounding electrode is required in ' all new concrete footings. The electrode shall consist of at least 20 feet `of /2" or - larger reinforcement bar or #4 copper wife, located near the bottom TM of the building footing. (NOTE: 20 ''foot rebar shall be one continuous,_ piece tied along side any 'vicinity footing rebar and shall protrude 8" mn. above top of foundation wall near location of power panel.) 14' -0" 14' -0" ED 0-1 GYL SWAGE 6 MIL (BLACK) V.B. D.S. AS l I i �f 1 2x10 F.J. 16" O.G. --- 0 11` -0" D.S.. • 6' -4" 10' -3" 10' -0" Q' -6" 10 DBL. JSTS. DBL. JSTS. 6' -0" 1. 6' -O" 5.0.G. 16" O BLOCK OUT • FOR FURN. ROVIDE MIN. . • I8 "X24" CRAWL SPACE ACCESS INSUL. $ W.S. • D.5. 1 10 -3" • L .5S"• STUB OUT #4 BAR 24" 18"-O.G. . 56 "= I FTGO 11 51-AS ON GRADE 4" GONG. OVER . 6 MIL (BLACK) V.5. OVER 4" GRANULAR FILL SLOPE 4" TO 0.1-f. DOORS I FTGOII D.S. 40' -O" . . L 36" S 40 - 0" TGOA (FTGO I - k I . • 1'. 10' -0" D.S. SO" . EL 4:-SLAB = '0' -0" EL @ T.O.W. - 5' -1" .4 SCALE: 1/4" = 1' -0" • EL . @ 'SLAB = O' Q" EL 0• T.O.W. I TGO � r -- 1 L- • - NOTE: SEE 'S' SHEETS FOR LATERAL INFORMATION $ ENGINEERING DETAILS 10' -O" 1�. r: QUNATQN PLAN FOUNDATION NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS $ CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FOOTINGS TO REST ON UNDISTURBED SOIL. 3. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 4. SOFFIT, VENT $ INSULATE CANTILEVERED AREAS. 5. STEP FOUNDATION PER SITE CONDITIONS. 6. 1,500 P.S.F. ASSUMED SOIL BEARING CAPACITY SHALL BE VERIFIED IN FIELD. 7. SEE SHEET Al FOR ADDITIONAL NOTES. S. SEE SHEET A2 FOR FOUNDATION VENTILATION CALCULATION. 0 1 O 9 cD N ic. •• OI THE ; ,'; ,ii'r . • ANY M4 AN:; li1;r; I'i'U • =r• • BYIb. ;ri�11 /`di■ � `;5 • • wr I'l1NISIH,•h.- I, . •,I, • ' ;,I , • )r I ihl,. ,, I , r, i IOrtte : ,icp1' -. CAI I rail nE s c,r, ) IT) r � Ui Il l.: l'[AN ( 7 • d s yl GAL RECEIVED CITY OF TUKWILA SEP 2 0 2007 PERMIT CENTER W - o k� ry I N I- W F- O4a0j OF- WQ < O O O W z a O O ¢ W �T ¢ U - h, .0,- - " _0":6,w I z¢wa Z � ° oe - w �� w r °o C I J 'I1J &W?V z �' ~Ec7 O?¢? wO :}N0 °mo�o�o ° ,_a 0. UP w w 1W ¢ 0W (nWZJF ° - - m )-- wr�woz zl W Ili wL�a }1YUwFrrroO ao¢z_wa�ao�� azw�� >waw¢¢ U W 0 0 z coU NcoII -- coco ¢ N w 0 U Z111/4 co </% 4 11111111111114 LATERAL BY: DATE: Fa A 8/25/07 LATERAL JOB NUMBER: D`1 -28Q A4 AlO ANW FIFE OFFICE JOB NUMBER: Fo -10 s e— U I U ce 1< ce 0 z 25 OVERALL FOOTPRINT AREA SUMMAR`( LOWER FLOOR: N/A MAIN FLOOR: 1300 S.F. UPPER FLOOR: 1521 S.F. BONUS OOM: 241 S.F. TOTAL FINISH>+D AA: 3076 S.F. UNFINISHED AREA: N/A GARAGE: 520 S.F. 2 ' -4 4' -S" (4)2x6 PROVIDE MIN. 22 "x30" ATTIC ACCESS I NSUL. $ W.S. STR A CARPET 5' -6" 12" •I 4" MSTR E3Er7RM CARPET EXTEND HDR OVER SW NAIL SHTG TO HDR W/ IOd 4" O.G. EA. WAY (2) 2x6 56"x 60" sHOwER 19' -0" I I' -2" BONUS CARPET 12' -4" 16' -5" (5) 2x6 4 ° 4 ° SLDR. EGRESS I1 SE RM S CARPET 10' -4" SEPRM 2 CARPET 12' -2" WHOLE HOUSE FAN w /AUTOMATIC TIMER $ MANUAL OVERRIDE (5) 2x6 (2) 2x6 4 2°2°FIX LINE OF WALL BELOW LINE OF ROOF BELOW 4 ° SLDR S.G. 4 2' -2' 2' -2" 3 ° 4 ° S .H. S.G. 11' -4" FURRED D TO S' -I" 4' -10" FURRED �� DOWN ' I I7' -O" (4)2 ° 2' FIX 2 2 10' -0" LINE OF WALL BELOW 0 N 2 f 2° u SCALE: I/4" = 1' -0" NOTE: ALL TALL WALLS TO BE (2)2x6 HF #2 @ 16" O.G. R FLOOR LAN 85' -0" DO NOTE: SEE 'S' SHEETS FOR LATERAL INFORMATION ENGINEERING DETAILS FLOOR PLAN NOTES : 2. 5. LINE OF ROOF BELOW • CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS CONDITIONS PRIOR TO CONSTRUCTION. WINDOWS $ DOORS ARE SHOWN 4 NOTED AS NOMINAL SIZES. k r..,- y a -rl A ' . c> rr,i)l,r t of I'' hli hinry r-, , -MP Js . . UCT�c)N - • , OF i III Sf P ANS 1Y •. ' ANY F +E r,v I, • F'ROfi•fil �n O BY FI1LkAL LAW. VIOL AT 1 \:; ARE! PUN'SF'A,i ± BY F iNkS UP • z TOSI50,000 PER OFFE•NSE ; c • CAI l Tf+F.I)F.SiGPJ R t0 . . .� "� • OEi iAIN LEGAL (,OPIE S • Q 1 �P • • Of f 115 PLAN .• I, 4 : GAL EXTERIOR WALLS TO BE 2x6 STUDS 0 16" 0.G. U.N.O. 4. • INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. S. SMOKE DETECTORS *SHALL SE IIOV INTERCONNECTED w/ BATTERY BACKUP *SHALL SE INSTALLED ON EACH FLOOR AND IN ALL BEDROOMS *SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING CHANGE GREATER THAN 24 ". *SHALL BE LISTED IN ACCORDANCE WITH UL217 4 INSTALLED PER THE HOUSEHOLD FIRE WARNING EQUIPTMENT PROVISIONS OF NFPA72. 6. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. R.505 .6 7. SEE SHEET Al FOR ADDITIONAL NOTES. ,. SEE SHEET A2 FOR VENTILATION SCHEDULE. RECEIVED CITY OF TUKWIL4 SEP 2 0 2007 PERMIT CENTER DF III w I-~ N T 5o (flI • w »� r--ww F OZOO JwOO w & )U U �z U1-wD z aw cnaw a j wet V U Litz z - a D 0 0 FZ:TEUZZ H - OI--H_z <w j Q w 2 w - Z O O�ZJ��ZLi ~ D D 2 QQ s I -m d��n d U D b Z w w w Ww��O (n�� �v� <JWUH w : ow-J F=- LLI T dE - ccn �i::iz wrn F"'WI-JwOZ Z�U U > H z U D z �_`) )Z Z OUwU <211=1 zw� >� a ¢ ¢ U co w u_ m II-- m co 0 5 S3 cau) LLJ r w O U- CC 1114 44414> LT_ LL LL U LL LL a m istiolti w O O kr) V LLI 0 Q tl W DESIGNED BY: DATE: I.0. 5 /S /0 I DRAWN BY: DATE: DOE 5/2/01 PROJECT MANAGER: KAHSOON WONG REVISED BY: DATE: TDD 8/2/07 LATERAL BY: DATE: P zt A 8/23/07 LATERAL JOB NUMBER: 07 -289 ANW FIFE OFFICE JOB NUMBER: Fo10 I I S PROVIDE MIN. 22 "x30' ATTI ACCESS INSUL $ W.S. COMMON TRUSSES 0 24" O.C. RIDGE r.11=0 ■1 HIPMASTER / A I T. k Ca N V ' II 1y I,M 711:- COMMON II STUB TRUSS OMMON TRUS OMMON TRUSS • 7 gill Miling STUB TRUSSES O '4" O.G. 0 FRAME —OVER IN/ 2x10 024' O.G. I 0 D.S. D.S. I' —O" 0.H. O.H. D.S. mo o SCALE: I/4" = 1' -0" fl? @ 18' -7/6 A.M.F. RAM NS FLAN D.S. 0.H. D.S. END JACKS 0 24" O.G. q' A.M.F. TRUSSES SHALL BE DESIGNED TO NOT ALLOW LIMITED STORAGE PER R5015 2006 IRO. WEBS SHALL SE CONFIGURED SO THAT ALL OPENINGS ARE SMALLER THAN 24" WIDE x 42" HIGH PER THE ABOVE TRUSS LAYOUT. fil? @ 18' -7/8" A.M.F. I'—on 0.H. D 1' -0" I, I, 0.H. 4 „f fit @ S'- 2 —I/4” A.M.F. Do/ L571 NOTE: SEE '5' SHEETS FOR LATERAL INFORMATION $ ENGINEERING DETAILS ROOF FRAM I NG NOTES: END JACKS @ 24" O.G. D.S 1 0.H. PROVIDE MIN. 22 "x30" ATTIC AGGESS INSUL. $ W.S. 2' -0" 0 END JACKS @ 24" O.G. I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS $ CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL BEAMS $ HEADERS TO BE 4x10 DF #2 2x4 WALLS $ 6x8 DF #2 OR 4xI0 DF #2 CST 2x6 WALLS U.N.O. 3. PROVIDE VENTED BLOCKING OVER SUPPORTS. 4. BEARING WALLS ARE SHADED. 5. WINDOW HEADERS @ S' —O" ABOVE FINISHED FLOOR 0 MAIN FLOOR U.N.O. WINDOW HEADERS 0 6' —S" ABOVE FINISHED FLOOR UPPER FLOOR U.N.O. 6. ALL TRUSSES: * SHALL GARRY MANUFACTURER'S STAMP. SHALL BE INSTALLED 4 BRACED TO MANUFACTURERS SPECIFICATIONS. * SHALL HAVE DESIGN DETAILS $ DRAWINGS ON SITE FOR FRAMING I NSPEGTI ON. * SHALL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERS CALCULATIONS. * TRUSS HANGERS SHALL BE SPECIFIED BY THE TRUSS ENGINEER. 7. ■ INDICATES PO I NT LOAD SUPPORTED BY (2) STUDS, U.N.O. 8. INSTALL SHEAR WALLS 4 /OR BLOCKING IN ROOF STRUCTURE BEFORE INSTALLING FINISH ROOFING. Q. SEE SHEET Al FOR ADDITIONAL NOTES. 10. SEE SHEET A2 FOR ROOF VENTILATION GALGULATION(S). S° MAP IS / ; \ '', 1 ( ••• OF nfl 1,AN;ISr •, • ANY' i.11ANSI:,I'iUHHII i) . 81' E ;if 4A1;A.; "/ tN`.. • Akf PON SHA jL hr IrJ1 5 UF • ( 1Jrr r :f! �._ r; of I'I l)I; , rnrl • ▪ (1) itcrrtc L)y iinnr.rS_ Tc) 5150,0n0 PP - FL -NSE • CA. I 11-IL (k SIuPJf k 10 • • v r • ON rA'N I !;AL (.nPILS ' of THIS PLAN '•{ {� f: `GAL S RECEIVED CITY OF TUKWILA SEP 2 0 2007 PERMIT CENTER . 1, 4 'Ithi l" cn c w - rc - w Li I- O O Z O O J II U O W z - w� Oo im U r W ° Z 4 w � w a 1:i Q�I¢O Ind 0~F f-N - ° 1-1-zw D Qa d 0. o I- EF ° Ow = I L' - La :::‹ d a ~ w f - w.�� r w N Q OE-� ~ y fnll'� Z� (n p O � q Q U W 2 r Q � H ‹0‹,,,,c,, ~ WU co 1- o F- U F- azw��m u_ < 2 0 U z co ce)U .1- CV CO I— rn c 4 ¢ Cr) c� L!J >< Q � u_ LL C n° n uJ ▪ - co co F- co ca oa co co .—. ao W N co co L11 Ili v • w L- u- O J co w O O ks) v } i v N 0 cn z DESIGNED BY: 1.0. DRAWN BY: JGE DATE: 5/8/01 DATE: 5/2/01 PROJECT MANAGER: KAHSOON WONG REVISED BY: DATE: TDD S/2/07 LATERAL BY: DATE: PA 8/23/07 LATERAL JOB NUMBER: 07 -2Sq A� AlO ANW FIFE OFFICE JOB NUMBER: FOIOI I S i nftautrammarsommmInvoonk • S Et-EVAT ION NOTES: I. VERIFY SMEAR WALL HALMS I SOLI:70MS PER PLAN PRIOR TO INSTALLiN'S SIPIN&. 2. MASONRY I WOOD FRAME CHIMNEYS ARE TO 113E C.ONSTRIZTFD PER 1 RG. CHAPTER 10. 5. CAULK ALL EXTERIOR .JOIN'S 1 PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT PLASHINS AT EXTERIOR WALL COPE PER I.R.G. R703.5 5. PROVIDE FLASHINS AT ROOF PEiE7RAT1OH5 PER IR.G. R403.2 I R405.2.1 6. PROVIDE WEATHER 5TR1PP1N5 AT ALL EXTERIOR 16ARASE- INTER.I0R POORE.. 7. PKaV1PE G * T1NJOUr' 6U1"1 4 pcmsecvrs a ALL EAVES, TV?. b. ADDRESS OR HOUSE MASER TO lae POSTED MD PLAINLY VISIBLE FROM THE STREET 1=R0'NTA6E. 4. PROVIDE STAIRWAY ILLUMINATION PER IAL. n0S6 10. stae veer Al FOR ADDITIONAL NOTES. rlI Itkl. .11111 i fail i•. �1111 11,1i1t.. l�111111I11iIwn11f111 tt Am. 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ECT uANA KA+14500N PIONS REVISED St DATE: TDD 8/2/07 LITERAL Err: DATE: Pt A 8/,25/07 LATERAL .1:03 wuUeER 01 -289 roioi is 0-10°- 5 :77 2r; 41 gi REVISED GAR SE VJ GUSTOM HOMES PLAN MSO123RS4 o-", •, C M • N ti tts k ra�1f :�s1r�B ' •1�{ $�� f � r=-:7-.--N. ' Ii , I s te er.: E r4 - I a1Sffi i1 firms ~•rir=5 raj 1111111 i�l,rw' l�n1' 1 1 1 1 111 .g i 1111111 II I /V' } ARCHITECTS NORTHWEST 4803 PACIFIC HWY E SUITE 1 -B FIFE, WA 98424 OFFICE: (253) 896 -1370 FAX: (253) 896 -1393 TOLL FREE: 1-888-896-1370 WWW.ARCHiTECTSNW.COI ANN V PAYMENT OF USE FEE IS DUE TO ARCHITECTS NORTHWEST. INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM TRESS PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS 'HEREOF WITHOUT WRITTEN PERIMSSI FROM ARCHITECTS NORTHWEST. INC. iS STRICTL. PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE. AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. "" EGISTERED 17ECT /0 f I 1£ ® UPPER SUBFLOOR AA iir -i "`rte r COMPOSITION SHINGLES OVER 1/2" GDX OR O.S.B. OVER 15Ib FELT OVER TRUSSES MANUFACTURED TRUSSES 24" O.G. j )f t % ! *� l �_lj��l ° I eld :ti2':. ^ii.! :ii_� : ��! : ��! • ��! :ii�� :ii�� :i��� . ��� :VA! :ie�� : ii�! :ii�! :ii�! .ii�! . ��! :ii�! :ii�! .ii�! :ii!s A. :i�, :ii�� :ii�� :ii�� :ii�� :i��� :i� � : ��� :ii�� :ii�� :ii�� :ii�� T. � ��� I ::'ll i I r 1 GY�IL S GI�i ICI - Ijl ' � ?�j�� POSTS BEAMS ��???�� �`�� � � PER PLAN f ��• �� ♦♦ i- T T T ♦T♦ T T T T T♦ ■' T T T T T T T T T T Y Y Y Y T T T T T T r T T Y T Y Y T Y Y Y T T T T T T T T T T T T -v- 1 Y Ii A_A i ��_�_��_�...4 ,.A tAAAAAA�___����_�__�+4 AL. AAAA_AA___�_��_� ,AA 3/4 T. $ G. PLYWOOD • OVER ER 117 /S" T.J.I . FLOOR JOISTS — Y �1�g MAIN iii -P4 LIVING BONUS 5/4" T. G. PLYINOOO - - OVER 2x10 F: J. @ 16' iZ -30 INSULATION BEAM PER PLAN . DINING 5 /S" TYPE 'X' G.W.S. TYP. GARAGE-1 . GARAGE 4" CONC. OVER 6 MIL (BLACK) V.S. OVER . 4" GRANULAR FILL • SLOPE 4 TO D.H. DOORS. • BEAM PER PLAN BEAM PER .PLAN . . t4& Appazu .51 ye xt kldwit WO or DAI ovv patilcv filaeht taniinew leime . foot' 116s ono, be plwtA at ti derlio 11** yhtial, mu/wok tel^ tisits4k 59a.c AMd mrct 414e. rM d 441 wAAMwu041 R -3S INSULATION TYP. 6UNG•CTON A If SCALE: 1/4 ^ I' -all INISH PER ELEVATION OVER 1/2" GDX OR 0.5.5. OVER 15Ib FELT OVER END JACKS 0 24" 0.G. 2x6 STUDS 16" 0 -0. IN/ R -2I INSULATION TYP. Ds 0 • 3/4' T� G PLYIND 0/ 1 17/8" g16" 0.G. .. /4"T.GP0O/ 2 2 16" x10 F -J. g 16" O.G. c? IN/ R -30 INSUL. a t kr kr f t AV t t t t t t AlinA ■11 tit _., E. PA 1 190 PA PAO 11 I MOLE 111 OM PA PA UPI ONII■ _a NM IMPAIPA .1.PA1PAMPA S "WA V:VAV4V:V.V:V:ViV:T.V:T.V.V:V i g UPPER SCALE: 1/4" = I -0' MANUFACTURED TRUSSES 24" 0.G. IM/ R -38 INSULATION TYP. EUILDINO SE 2x4 STUDS 16 D.G. W/ R -2I I NSULATION TYP. SUBFLOOR T.@ MAIN SUBFLOOR (T i cp 9 L 2x6 STUDS 16" D.G. BEAM PER PLAN f _ 0 UPPER SUBFLOOR 1:F_ ® MAIN SUBFLOOR • I f.l'lnnur:r '. '• • ANt P1f ANS I;, I'riUi! ;Ili +) • �� �1 \ t flinetir,:;;1 by ' ',L • t 1U ?`11111 rr p j CA. lllf I ? %��N� i< ir1 r • �• /.N'It,. • .C ,} - / GA F • ur iItl; IAN e . 4ry�Q L 5 ` 4 � . CITY OF RECEIVED SEP 2 0 2007 PERMIT CENTER' 11. L J> - • I— w L, Uzao Jd V ) U }Z (i W �ma UZa o w v,ap o x a c ~ � w z ❑ - F - z x' - Ozz0 - --- p I - Z O o W E W ° o 1- a oN�� ° O Lr_2WU)} cn - pD1< <Z mO °Q W t -: b_ U U;aU)a U _ V,Q II UJ Z o fn�'QU) Yd �pV) zu ' F wT I- QI- v <: 0 s U A Y Q t O a azw���awaw¢Q U I— cJ CV co co rn ui r, r co cC L1n C U- 2 0 U Z 0) I— U w E 0 Ix I m Q CJ U Ce r M M w I-- co co O —C)C) R co Lo }� co 7 = ww U BULL 50� O 0 m 0 1:::: . co } DESIGNED BY: 1.0. DRAWN BY: JOE DATE: 5 /8 /OI DATE: 5/2/01 PROJECT MANAGER: KAHSOON WONG REVISED BY: DATE: TDD 8/2/07 LATERAL BY: DATE: P$ A 5/23/07 LATERAL JOB NUMBER: 01 -289 Al2 Rio ANW FIFE OFFICE JOB NUMBER: F010 I I S SHEAR WALL AB O PER PLAN RIM JO1S r il `�� d BASE PLATE NAILING PER SW ABOVE IP ECK 1 NG PER STRUGT. NOTES FOR SIMPSON FOR SIMPSON A35 A35F General Structural Notes GENERAL: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE !IBC), 2006 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION_ DESIGN LOADS: ROOF 15 PSF DEAD LOAD 25 PSF LIVE LOAD OO O PSF DEAD LOAD 40 PSF LIVE LOAD WIND SPEED: 85 MPH WIND EXPOSURE: PER CALCULATION PACKAGE SOILS: 1500 PSF DESIGN BRG NSPEGTI NO SPECIAL INSPECTIONS ARE REQUIRED. NOT BUILDING DEPARTMENT FOR INSPECTI REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS: EXTEND FOOTING TO UNDISTURBED SOIL OF 1500 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE I' -6" MIN BELOW OUTSIDE FINISHED GADE. R COMPACTED FILL: SHOULD CONSIST OF PREDOMINATELY WELL- GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL. SHOULD BE PLACED IN MAX S" LOOSE LIFTS AND COMPACTED TO A MIN OF GSPERCENT OF THE MAX DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D -1557 TESTING PROCEDURES. CONCRETE: f'c = 3000 PSI. MIN 5 -I/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER X14 LS SACK OF CEMENT. MAXIMUM +`` AN � RIM JOIST CONN. S �y 1 DETAILS A or B . r I SIMPSON A3 PER SW SG , SIMPSON A35 PER SW SCH. 4 M, 14 ii. FOUNDATION PER PLAN LOOK JOIST PER PLAN ' .B. PER SW SGH. V 1 , II k : , 1: I p , SLUMP IS 4 ". SEGREGATION OF MA r IALS TO BE PREVENTED_ T R REINFORCING STEEL. #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND *4 BARS SHALL BE GRADE 40, PER ASTM A -6I5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185 AND SHALL BE 6X6 - W1.4 X WI.4_ LAP ONE FULL MESH AT SPLICES. TIME FRAMING: 4x 4 GREATER) S DF #2 OR BETTER, U.N.O. STUDS: HF #2 / STUD, U.N.O. OTHER LUMBER: HF #2 OR BETTER, U.N.O. 2x_ TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER ", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN FOR WESTER WITH -TIE THE R T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 23O4.Q .I, J.N.O. SON NAIL STRONS SHALL BE COMM APPRO WIRE NAILS, U.N.D. M CONNECTIONS TO SIMPG O D EQUAL. ALL WOO IN CONTACT WITH CONCRETE OR MAS ONRY TO BE PRESSURE TREATED. FOUNDATION SILL PLATES SHALL BE 2x_ MINIMUM, J.N.O. ANCHOR BOLTS SHALL BE MINIMUM I/2 "0 AND SPACED AT 45 "o /c WITH 7" MINIMUM EMBEDMENT INTO CONCRETE. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN SEVEN BOLT DIAMETERS FROM EACH END OF THE PIECE. ALL FASTENERS AND CONNECTORS FOR PRESSURE TREATED WOOD TO BE HOT DIPPED GALVANIZED STEEL. THE COATING WEIGHTS FOR ZING ; DATED FASTENERS TO BE IN ACCORDANCE WITH ASTM A -153. 3HEARNALL SHEATHING: APPLY I/2" GDX TO 2x STUDS SPACED AT 1"0 /c MAX, BLOCK PANEL EDGES, 8d AT 6 "0% AT ALL EDGES, AND Sd AT 12 "0% AT INTERIOR SUPPORTS, ROOF DIAPHRAGM: APPLY 1/2" GDX PLYWOOD (48/24) ON ROOF, NAIL ad AT 6 "o /c AT SUPPORTED EDGES AND ad AT 12 "0% AT INTERIOR SUPPORTS, BLKG NOT REQ'D. FLOOR DIAPHRAGM: APPLY 3/4" T4G STUDD -I -FLOOR IN/2x FLOOR FRAMING MEMBERS, GLUE AND IOd AT 6 "o% AT ALL SUPPORTED EDGES, AND 10c1 AT 12 "o /c AT INTERIOR. SUPPORTS, U.N.O. MISCELLANEOUS: THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMP R TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE - FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MFTR'S RECOMMENDATIONS. ° ° ° E3 C FLOOR D ,.. I AI TO FOUNDATION FLOOR DIAPHRAGM AFHRAGM TO FOUNDATION ® MANUFACTURED TRUSS 111 1111 1 1' DIAPHRAGM EDG 1 NAILING 1 111 TIGHT FI 51MPSON A35 PER SW SGH. ROOF SHEATHING PER NOTES SHEAR WALL DBL TOP PLATE M=11 ^ MFG. TRUSS I - LL HEIHT TIHT FIT I .. TRUSS BLKG PER MFG. OR FIELD BUILD w/ / L r �� /�'♦ Alliallii°41 �� ® FRAMING PER PLA [(2) -2X MIN UNO] MSTG STRAP PER SCHEDULE W/ EUAL NUMBER OF NAILS SHEAR NALL FRAMING AND TO DBL JST RIM JOIST # FLOOR FRM'G PER PLAN DBL JST PER PLA 4 0 HOLDDOWN VENTED BLOCKINTO �r� SIMPSON HI or H3 PER SW SGH. 11 . IIll ' i ' % oi I ■1 It ��� .I . .� — 11 I •' ' • I I f , 2x4's TPSQ I ■I Ill Il /li�,�1 II!i'�� 1 ■I ' ALL CORNERS OF PLATE CONNECTION PER SW SCHEDULE MI SHEARWALL EDG NAILING WALL COVERING PER PLAN / �5 ROOF DIAPHRAGM TO 51^1 W/H3 ( MSTG STRAP TO DSL JST CONN (5) INT SHEARWALL PERPENDICULAR TO TRUSSES GENERAL STRUCTURAL NOTES HEARWALL PER PLAN S - Z - ARV ALL SCf- H (I ,0) MARK (25) 'HEATHING- APPLY TO 2X HF STUDS 16" oc UNO BELOW EDGE NAILING (6) (I3) FIELD NAILING (2) BASE PLATE CONN. (5) (12) ROOF /TOP PL, FLOOR/TOP FL, ANGHORS FLOOR/SILL PL CONNECTION (6,7) SILL PLATE W/ s „ PLATE WASHERS (4,10) SW CAP - ACITY (LB) (I I) ER PLAN r CROSS-SECTION ROOF SHEATHING SHEATHING PER PLAN WALL FRAMING PER PLAN SHEATHING PER SW -3 FOR FULL LENGTH OF SW BELOW BOTH TRUSSES ' , j��,,• a lof i! • • • • • i • ��� aiM r pl , MSTC STRAP EACH EN OF SHEARWALL IN/EQUAL NUMBER OF NAILS TO WALL FRAMING AND JOISTpO NOT NAIL INTO END GRAIN ; SW -1 1/2" GDX ONE FACE Sda6"oc Sdg12 "oc 16dg6" w /2x BTM PL ,435 24" oc 5/8 "dia. 48" oc w/ 2x BTM. PLATE 242 ∎ � 1 i , �. Tr IGHT FIT SOLID ELK'S BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAi� ``` S" THICK GONG STEM WALL #5 TIES g 2" O.G. TOP W/ BALANCE a 8" O.G. W/STANDARDOHOOK INTO FOOTING CONCRETE FOOTING (2)-#4 CONTINUOUS v ° I OP OF SLAB PER PLAN DIMENSION SW °2 1/2" GDX ONE FAGS Sd�4 "oG Sd�l2 "OG I6d06" w /2x BTM PL A55 @ 15" 00 5 /8 "dla. 0 38" oc w/ 2x $TM. PLATE 34ci 4 d ° VARIES ° SW_3 1/2" GDX ONE FACE (Q, I0d @4 "oc I Ode 12 oc. I6d ®4" w /2x BTM PL A55 @ I3 oc 5/S "dia. c� 16" oc w/ 2x S. PLATE 428 S 5 1 SW -4 1/2" GDX ONE FAGE(Q, IDdc3 "oc I Odc� 12 oc I6dg4" vg/5x BTM PL A55 0 10" oc 5 /Voila. g 12" oc w/ 2x BTM_ PLATE 558 ° .,k :w "• •... , `` `...... ° d ad "" .. TRUSS (MONO) . • " ",.. "., PER PLAN " •. ...... ``` ".•., •• ". 2X CONTINUOUS SOLID $LK'G W/ 6d 4" o/c. ��� x BLKG A ° v Q =I I . AS REQ'D PER PLAN MIN) — SW 5 I/2" CPX ONE FACE(G) d�2 "o 10 G IOdc'l2 "oG 2 rowsl6d�6" N1/5X $TM PL A35 g T. ac 5/8 "dia. IQ" oc w /3x PT PL 716 " ►�. ��' �� ; II , � I 1 I 1 =1 I =III - (28 SW I/2 GDX EA FACE(q) I EA FACE 10d012 "oc EA FACE 3 rowsl6d�4 v..4/2x BTM PL ,435 6" oc „ 5/S dia. 16 oc w /3x PT PL 856 ° ° III IIII I =111- �'' I %- �� .. ( ; u .. SW -7 „ I/2 GDX EA FACE(Q) IOd05 oc EA FACE 10c1012 "oc EA FACE 3 rowsl6d�4 " w /3x BTM PL. A35 @ 5" oc 5/Voila. @ 12" oc w /3x PT PL 1116 a v . - -I/2" CLR TYP n MFG'D TRUSS (TYP) DIAPHRAGM EDGE NAILING PER S W SGHED I1/1/16d SHEARNALL $ HOLDOWN NOTES (U.N.O.) (I) ALL STUDS AND BLOCKING SHALL. BE HF#2. ALL TOP AND (8) NAILING CRITERIA 15 BASED ON IBC TABLE BOTTOM PLATES SHALL BE HF*2. ALL SHEATHING EDGES SHALL 2304.q.I FOR GD PLYWOOD AND HF#2 FRAMING. BE BACKED WITH 2X OR WIDER FRAMING UNO (SEE NOTE 2) q SINGLE 3X NOMINAL MEMBER AT SILL PLATE ANC REVEIVING EDGE NAILIING FROM SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICAL jj r PANELS. ING PANELS. (2) LOCATE HOLDOWN (SIMPSON UNO) AT END OF SHEAR WALL (10) ALL MACHINE BOLTS (MB) SHALL BE ASTM A307 (3) CONSTRUCT CRIPPLE WALL SAME AS SHEAR WALL (5W) ABOVE, OR BETTER. HILTI KKK BOLTS OF THE SAME AND GABLE END SAME AS SHEAR WALL (5W) BELOW DIAMETER SHOWN ABOVE MAY BE USED (4) DEEPEN FOUNDATION AS REQ'D FOR HOLD DOWN EMBEDMENT. IN EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED (5) THREADED ROD AND COUPLER AS REQ'D. A MINIMUM OF Su INTO EXISTING CONCRETE. (6) COMMON NAILS 54:1=0.151"x21/2", IOd= 0.148 "x3 ", (II) SW CAPACITY I5 FOR SEISMIC DESIGN. MULITPLY BY 1.4 FOR WIND DESIGN. 124= 0.145'x31/4', I6d= 0.162ux31/2" (12) ROWS CONSIST OF 2 -I6d NAILS A A JST ° d ° d. ° a v S" 6 OG 6d PER SW (BOTH TRUSSES) SGHED BASE JOIST PER PLAN PLATE NAILING WALL FRAMING PER. PLAN FM ° a d ° a 3" CLR] TYP SW PER SCHEDULE RAISED STEM WALL (section below el) Cs) I NT SHEARwALL PARALLEL TO TRUSSES CANTILEVERED Sw CONCRETE STEM WALL CENTERED ON FOOTING ^ _d \ ° : \2 a \ \ ,\ . dam\ >\ \e /� �� < - ! y - - 7 111l H e...s\ f p\ /® ! . � \\ .. PI � �. \/ � \\ vz y % 'el- % ®. \ % \ ! V .25 -./ ) .^ \\ ) 115:4111111 I (7) INSTALL HI'S ON ALL TRUSSES/RAFTERS A35(F)'S AT 24" OC RS GABLES AND RIM JOIST (OR SOLID BLKG) TO TOP PLATE (SILL PLAT NAIL NAILS SHALL BE STAGGERED WHERE NAILS ARE AT FDN) UNO; A35(F) REQ'D AT ROOF SOLID BLKG AGED 2" OC -s TO 5W TOP PLATE WHEN SPECIFIED SPACING 15 LESS THAN 24' OC j . 1 : 1° . H25 AS ALTERNATE ON ALL TRU55E5/RAFTERS. CONNECTORS PER �S r/ .� le de 8" MIN 8" MIN . • • - • �,. SIMPSON STRONG -TIE UNO. jGj • • • • ',...\.''.•• H,;Nr3n ) j l •- • r • rti�; • 8Y `, �! T 2hL` ^ r. :1N ,�hi , >N5 •. n [ I #3 TIES ®2" O.G. TOP W/ BALANCE 0 S O.G. -1/2" CLR TYP *4 g EA CORNER W/STANDARD HOOK INTO FOOTING . :_ • TOP OF SLAB - R PLAN DIMENSION VARIES ' � �L�0Y `41 �l E ~ SC '' ' ' ai� :��iNis;a� : �,v, iv:., Lit ® MODEL ANCHOR BOLT THRU BOLTS OR NAILS EMBEDMENT LENGTH MII EDGE DIST,41�aE • • ( " �cn, - _ >^t,F _ :i rr;F r ; G '� _S STHDB STRAP (24) I6d S" J' I I/,2 TO S150 33,; OFrH_r,SE •: y cn,' rHr �rsir,ti!.zt, •. OrjinN� ;aLcc; s ,• •.. Of- T ,, 1- LAN . �• ' • ••••••• ,, � � 1 S r"� ° J ° 16" q AS REQD 4 PER PLAN STHDSRJ STRAP (24) 164 8 ; „-jr I I / / 1 - ° STHDIO STRAP (28) I6d 10” I I/2,, � ‘/),., N'''' \\ 28'MIN ' v � // STHDIORJ STRAP (28) I6d IO I 1/2" STHD 14 STRAP (38) 164 14 1/2" CITY RECEIIVED TUKVVILA SEP 2 0100/ PERMIT CENTER / \ / \ / \ \ \ \ \\ N� \/ \/ \ / / � \ � STHDI4R J STRAP (38) I6d 14" I I/2" P{-ID5 -5D55 5/5 PIA (14) SDSI /4x3 II P1-06 -SPS3 - f /S" PIA (IS) SDSI /4x3 14" . g 12" CONCRETE FOOTING (2) - #4 CONTINUOUS °• • t 8 I" DIA (30) SDSI/4x5 S" MIN HDIOA SSTB 2S 4 - 7/S" DIA 4X4 MIN 25" MIN I -3/4" MSTC40 STRAP (25) 166 in DBL. STUD CENTER on RIM JOIST • ° 5" CLR LR MSTG66 STRAP (64) I6d DBL. STUD CENTER on RIM JOIST "� 1--.4-2 de MIN.--1 - 16 C ) SECTION OF RAISED STEM wALL I 2 ALT. ANCHOR BOLT DESIGN I " D I I J 14 SHEAR WALL AND HOLD DOWN SCHEDULE DATE /REVISI ❑NS 8/23/2007 CHKED BYr TJP DRAWN BY TJP P & A JOB M 07 -289 SHEET N❑, \ / aJ C/) CL W z H z W I— L) N H- 0 W o o CO z & ID 0 L CO ^ >- ) CU d' _N� U �F- W Cl1F I t CU ~ W (U (/) W CU CU co co In Cu L() Cu X M � C ) C ) L 0 CO z 0 DRAWING TITLE' PROJECT NAME1 i Q,) c.; 0 NOTE: ALL TALL STUDS TO BE (2)2x6 HF #2 0 16" O.G. FOUNl7ATION (HARDIAIARE) SCALE: E: I /8 " = l'-0" 4 "" MEM MEM MIM MEM SW -I I SVV -I I E XTEND HDR OVER SW NAIL SHTG TO HDR W/ 10d: 0 4" O.G. EA. WAY I SW -I I SA SST ISW -II I SW -I I I SW -I I SCALE: VS" = I' -O" • UPPER FLOOR SMEAR V1ALLS $ HARDIAIARE S.W GONT. THRU RETURN I S{^t- I I SW -I NOTE: ALL TALL STUDS TO BE (2)2x6 1-1F #2 @ 16" O.G. BLOCKED DIAFRAGM 5/4" T& GDX W/ IOd @ 4" O.G. (PANEL EDGE) IOd @ 12" O.G. (PANEL FIELD) IOd @ 4" O.G. (BOUNDARY EDGE) ROOF FRAMING SCALE: I /S" = I' -O" MAIN FLOOR SHEAR WALLS $ HARD ■/ •RE SCALE: I /S" = I' -O" BLOCKED DIAFRAGM 11111111._ Amino' IJHH E_E I 1 I II pI !4 II FA.1_1 ° ___ s l - — .��I�r I Irl I ICI � 1�1► �■I■■itm mimmmm i■ 1 1■ II�1 ■1 ■1■1L i�i �1 _ I_6P . MI PM 1 • r■II I raw 1)01.—sei x EXTEND HDR OVER SW NAIL SHTG TO HDR W/ IOd 4" O.G. EA. WAY Y I N,1\11P is 4/ ••()fR' IHOr)llCtti1N54°. • ANY MFA'JS IS PRO' nrtl'r n •• BY f FUr i'AL LA 'L A; . ;N'.; • ARE P!JN'Sf!hd' E BY f ALA UP •. •' ( .UUr,cI of P,,l,Ii::.hlriq 'dome UE'a[)ners j, • TO S F Y1,Onr) PER OF F E N:;E CAI I IHE UF SIGNFFR 10 OBTAIN LE.CAL COPIES OF TNl; PLAN GAL S CITY OF RECEIVED SEP 2 0 /007 PERMIT CENTER FO aobwwUp W W Q a(/7 C/)UN �} I- ZJYZ -"�U WI- OdmQ�rZ(n� UI=W Z I1!Q Ww �UNOW�N� -OC7 a�W1 =U)Z- cn �2 UWw ❑I- _� ~oII- -l-z <Wa -' l - F O O � =W 01 I - z v ~ ) C/)- OO a w 45 a - � O Q W H LL� a 0 W W �WQO °v)WZJ2 LLZUU)ii <iW fn(f) O��zQ F x I z I- Z�(/]w� W _ }� U W Z I- � O O� W U azwl- 3M7,,_dkQQ um) 1 U F- F- n W r I- co cn 0 5 g 213 a L L 1 U 4. CC LL U. 7 0J DESIGNED BY: I.O. DRAWN BY: JGE DATE: 5/6/O DATE: 5/2/01 PROJECT MANAGER: K I -4500N INONG REVISED BY: DATE: TPP 8/2/01 LATERAL BY: DATE: P.4 A 8/25/07 LAIkXAL JOB NUMBER: 0'7 -2& 52 52 ANW FIFE OFFICE JOB NUMBER: F01011S Grab Tensile Strength (Am D4751) 200 psi mmn Grab Tensile Elongation (ASTM D4632) •• •: 30° %o max - Mullen Burst Strength (ASTM D3786 -80a) 400 psi min. - AOS (ASTM D4751) . ' 20.45(11.S. standard slave size) AOS (ASTM D4751) .30.108 Sieve size (0.60 -0.15 mm) for silt film 513:42.O1sieve size (0.30 -0.15 mm).for other fabrics ' Water Pemtlttivity(ASTM D4449 : •0:02sec minimum .. - Grab Tonsiie Strength (ASTM D4632):': . f8ddbs. min. for extra strength fabric ' .100 min. for standard strength fabric • Grab Tensile Elongation (ASTM D4632) '30°% max. - Ultraviolet Resistance (ASTM D4355) 70% min. i . FIGURE C.3.1.E SILT FENCE i JOINTS IN FILTER FABRICS1W L SE SPLICE!] AT POSTS USE STAPLES, WIRE FLINGS. OR EQUIVALENT TO ATTACH FABRIC TO POSTS. II I I I I! { - n= u u- u- ,._:. -- = II =- 14- 11= 11= 11= 11= 11_II,� Il i1= 11 =l =1 = ? F POSY SPACING A WY EEJNCREASED 70 Ef IF Wan BACKING IS USED NOTE FILTER FABRIC FENCES SHALL BE INSTALLED . ALONO CONTOUR WILE Nsv POSSWLE FIGURE C.3.IF SILT FENCE INSTALLATION AND MAINTENANCE i . Reinforce • • r ( 146 _ 1,33 C I 1'5 2k2'aY14 Qe.W1FEOR EQUIVALENT. IF STANDARD STRENGTH FABRIC USED LUNP,t UAS 45x.4' TRENCH BACKFILLTRENCH Wirth NATIVE SOL:OR3t4'•1.5 WASHED SD GRAVE, 27c4 .WOOD POSTS, STEEL FENCF POSr3:REBAFi aREQUIVALENt 45.-e Cid I 1 3 'g . FC.TEFt FABRIC t ..��.. ..j _ i. 1 ' s i L �.... ` 1 ., K ... .�... _.... _-".•. _. ,. - ....- . {.,... -�..` • I • za .r • l i i i r. i ! i { • t I SILT FENCE Purpose Use of a silt fence reduces the transport of coarse sediment from a constmation site by providing a temporary physical barrier to sedim and reducing the runoff velocities of overland flow. Conditions of Use Silf fence maybe used downslope of all:disturbed areas.. Silt•fence is.not:intended to treat concentrated flows, nor is it intended to treaisnbstantial antountsof overland flow. . Design and•installation Specifications . 1. See Figure C.3.1.E and Fgure C.3.1Ffor details: • 2. The geotextileirsed must meet the standards listed below. A copy of the at,anufactur es fabric apecifieatiansmustbe available onsite. 3. Standard strength fabric requites wire•backing to increase the strength of the fence. Wire backing or closer post spacing may be required for extra strength fabric if field performance warrants a stronger fence. 4. Where the fence is installed, the slope shall be no steeper than 2H:1 V. 5. Ira typical silt fence (per Figure C.3.1.E) is used, the standard 4 x 4•trench may not be reduced as long as the bottom 8 inches of the silt fence is well buried and secured in a.trench:that•stabilizes the fence and does not allow water to bypass or undermine the silt fence. • Maintenance Standards 1. Anydamage shall - be repaired immediately. ' 2. If concentrated flows are evident uphill of the fence, they must be intercepted and conveyed to a sediment trap or pond 3. It is important to check the uphill, side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing ebannelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment. 4. Sedimentniust be removed when the sediment is 6 inches high. S. If the filter fabrio:(geotextile) has deteriorated due to ultraviolet breakdown, it shailte replaced. • &r1 l it/v/7 1. ; n /S1.a'X,,i9CCF-T !l/'1<!. , ; # ..5727 • f • I f 1. 1 ,- ..__ - ..,...4.._ _- I.._.. -, ! ,_ _ w.. i ! • ,9 oZi! $" /P FOP ,64D , 114 7 %VV Md VIE 3 - 1 , too.e. T re .6 JE Ez9 U4L 7V a) N /6J / ry "Tee/ R.4 Z' .4 2. 'NL W7S / FIGURE C,3.1.A STABILIZER CONSTRUCTION ENTRANCE INSTALL DRIVEWAY OULVERT IF .THERE IS A ROADSIDE DITCH PRESENT, AS PER KING COUNTY .ROAD STANDARDS • 4 " -8- QUARRY .SPAU S .CEOTEXTILf 12` tON. - THICKNESS AS PER KING COUNTY ROAD STANDARDS. DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R -O-W PRIOR •TQ INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAUACING OF THE ROADWAY iT I5 RECOLLIENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD PROVIDE FULL WIDTH OF INGRESS /EGRESS AREA Cut Fill = Total = 50 CY 50 CY 100 CY STABILIZED CONSTItdl • e Purpose • •. , Construction entrances are stabilized to reducc.the •amount of sediment transported onto paved roads by motor vehicles or runoff by constructing •a•stabilized<pad•ofquery/spells at - the entrances to. construction E!tC • . . . .. Application.. - • . Construction entrances shallbe'stabilized ivhereirei• trout: vri.1.1 beleaving a construction site and traveling 'on paved roads or other paved areas within-1,000 Of site: ' ' ' Deslgn•and'lnstaliation Spociffdatlons 1. See Figure. C.3.1.A for detail . • 2. ' Aseparation geotextile shalt lupine tigder tie ipalls lo prevent •6ne e:clitMnt'ixompumping up into the rock pad The geotektile shAm.mcet elie follovuing standards: 3. Hog fuel (wood based mulch) may be substituted for fir combined•with c)trsrty spells in areas that will not be used for permanent roads: The effectiveness of hog fuel i lf�igTly variable, used successfully on many construttiensitcs. It:geserally requires /acre- malukpance than quarry slaps. Hog fuel is not recommended for entrance stabilization in urban areas. . T'fre•inspectAr may at any time require the use of quarry spells of the hog fuel is nat tracked onto pavement or item hog fuelis being Carried onto pavement Hog faCl i,4prQbiibited permanent roadbeds because organics:in the subgrade soils cause difflcnitics•vntli:cvlupaction. 4. Whenever possible, the entrance shall be constructed . a froth, compacted iabtpade. This can substantially increase the effectivenessof the pariandreducethezteedformaint nee • Maintenance . . 1. Quarry spells (or hog fuel) shall be added if thepad is no longer in•acc"ofdance with the specifications. 2. If the entrance is not preventing sediment fret being - tracked onto then alternative measures to -keep the streets free of sediment shall be used. .This mayinrludcstreetsweeping, an increase in the dimensions of the entrance, or.the instaI1a On of a wheel wash, If washing is used, it shaIl-be done on an area covered with crushed rock"; and wash watershATl drain to a sediment trap or pond .. 3. Any sediment Li tracked onto pavement Shall be removed immediately by sweeping. The • sediment collected by sweeping shall be removed or stabilized onsite. The pavement shall not be cleaned by washing down the street, except' when sweeping isaneffective.and there•is a threat to public safety. If it is necessary to wash the streets, a small sump must be constructed. The sediment would then be washed into the sump where it can be. controlled and discharged appropriately. • 4. Any quarry spells that are loosened from the pad and end up on the roadway shall be removed, immediately. . NENTRANCE Impervious Area Information Existing impervious surface 0.00 Ac. (0 SF) (Excludes ex. driveway to rear house. Approx. 12' wide x 130' deep) New impervious surface 0.064 Ac. (2,775 SF) Net new impervious surface 0.064 Ac: (2,775 SF) Earthwork Volume Estimate: No substantial earthwork will occur on this site. The site is already cleared due to common site regrading related to short plat requirements. The project will not significantly alter site topography. Resulting "cut" and "fill" volumes will are: Construction Sequence: 1. Flag limits of clearing, located at property /driveway easement lines. 2. Install silt fence along downhill portions of above identified limits. 3. Perform site brush, stump and debris removal, as required. 4. Construct house foundations. 5. install buried utilities to house. 6. Perform fine site grading. 7. Install driveway. 8. Re- vegetate disturbed areas of the site. 9. Remove any remaining erosion control measures. FLOOD ELEVATION INFORMATION The Allentown area is subject to potential flooding. City of Tukwila Public Works.Policy Bulletin.A8.prescribes the use of the following elevation f ** the maximum flood in the location of the proposed short plat: - Maximum Flood Elevation: 10.40 NGVD 1929 Datum 13.90 NAVD 1988 Datum SiTE ELEVATION REFERENCE A local bench mark for use in determining the finished floor for the new residences_and other..construction for this project.is designated on this plan set. The project bench mark is described as follows: PK nail marked "WCCS Point ID 830" 117 feet SSE of south project property corner, - Elevation = 13."57 NAVD 1 788$. The Datum used for this plan set is NAVD 1988. This information provided from surveyor prepared topographic map of site. D7 OW : 4124/ 0 /S° oar 2& iciov /07 C. RECEIVED CITY OF TUKWII.A NOV 2 8 2007 PtHivili GO\i i ER These plans have been reviewed by the Public Works Department for conformance, with current City standards. Acceptance is subject to errors and emissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Firm] acceptance is subject to field inspection by the Public Works utilities inspector. Date: By CORRECTION r • ION LT R # • �•-- 'nrn •vii) cu a) TEs 0) tv zs tv 0 Q tit a a 0 C co y=+ - a to� 0)C co c0 00 2 00 � a CC a 1 o f tzr .!l G OCT 2 4 2UL PERMIT CENNTEf: w lr 00 U-1 J F- C e AOS (ASTM DA751) • • 30-100 sieve size (0.80-0.15 mm) for silt film 50.100 sieve slzo (0.30.0.15 mm) for other fabrics Water Permittivity (ASTM D4491) 0.02 sect minimum. Grab Tensile Strength (ASTM 04832) 180 lbs min. for extra strength fabric 100Ibs min, for standard strength fabric Grab Tensile Elongatlon(ASTM 04632) • 30% Max. Ultraviolet resistance (ASTM D4355) 70% min. SILT FENCE INSTALLATION AND MAINTENANCE Dig trench Reinforce SILT FENCING Bruce S. MacVeigh, P.E. Civil Engineer Toe- In•fabric Monitor. Stake Purpose Silt fencing catches sediment that has been mobilized by water flowing over the site. Fabric used in the construction of silt fencing has openings specifically sized to allow water to flow through while retaining the majority of panicle sizes. , Application - Silt fencing shall be used to protect the perimeter of the site. It can be placed parallel to topographic contours. Silt fencing is not suitable for placement in drainage channels or•for other concentrated flows. 'Design Specifications • As shown in Figure C.3.B (p. C.-30), silt fence must be towed -in to a shallow trench, and then staked and rein orced to function properly. The silt fence, which can be found at many construction supply stores. must meet the following standard specifications: • Maintain and clean Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geotechnical 14245 59 Ave. S., Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same February 22, 2006 Subject: Geotechnical Evaluation for On -Site Infiltration, New Residence at 118XX 44th Place S., Tukwila, WA (Parcel No.: 334740 -0785) 1. The purpose of this evaluation is to determine if on -site stormwater infiltration is feasible for the above project. 2. The site is located in the area of Tukwila known as Allentown, and is located in a very flat low lying area of the Duwamish River Valley. 3. On January 31, 2006 two soil logs were excavated on site. They were located about 20 feet in from the front property line, and about 10 feet in from each of the two side property lines. Maximum depths of about three feet were possible due to the water and mud located at the surface which continued to rush in and fill the holes. Water was found at the surface and the area was overall very boggy, as noted by backhoe maneuvering difficulties. Soils encountered were a fuse river silt, with organics in the top 6" or so. 4. Based upon this information and from knowledge of other similar sites in the area, this office has determined that the site is not suitable for infiltration. It is evident that the water table during wet months is high enough to make sub- surface infiltration unfeasible. 4. Questions relating to this evaluation may be directed to this office. johnsonvOla10578 P/L /S / F7/7U/e DR/ YW/] ' ��/SE/'/E// PA V4 Tom FDA J SEC 776/V //, _ L ROCK CONSTRUCTION ENTRANCE r f o ::.:....> Tn iv::+�• p � 0 8' 9 %4. ; • • �v• 10' ROCK CONSTRUCTION ENTRANCE NEER 12205 ST s itar Sr I , CRSTOiI ST S BA1 ` 5100 o ff j • S HATeC 5 FOIifTAI 5 �l LEO iC _�} • 5___ �'vr S \ /` �!r!rrr� i }.. pee s • ADD 8 "P,d £7-h l/L D F. PF 7YP /C'AL, SS 17lo// I74' "B /tj /P/ V • �-; • /X. a - 5 2 1 Z , /Z «,A b S () WC 72 /Pt/ C/L 34 SF I .414 EN 7 C23 "Ch i t .73/Pe A//UFNEW 2Ya" CL "S "A,t'-• 3 r / e1e 7G a, "' L3ASE e40 U/eS E. • 5ez. LTA /VATIC- C ;S"yw 25' Length may be modified by ODES Inspector as site conditions warrant. z1 Purpose Rock construction entrances help prevent transport of sediment away from the site on the t or undercarriages of vehicles. Application Rock construction entrances shall be provided at all ehuanceways to a cleared construction site from a private or public road. Design Specifications Rock pads are normally 12 feet by S0 feet and 1 foot deep; however, for,small site projects, the pad may be reduced to 12 feet by 25 feet (see Figure C.3.4, p,C -29), or as approved by the DDP.S Inspector, provided no sediment is leaving the site. Rocks used for pad construction will be 4 to 6 Inches In diameter. Cementite" must be placed beneath the rock to prevent fine sediments from being "pumped" up through the rock by heavy vehicles. All vehicles must use the rock pad to leave the site. Maintenance Construction entrances must be inspected regularly, and rock must be replaced as needed. APAgedlloar 0 _ • LS /7- H14- IP /M• ...<5741/ #/#249 .- Z • FL /., DS TNl�VE) .f8A I C FL, /4.,5 W61/L . 9) x /Ss 4b SF g/ x 20' = 84 SF 8S�Z0'- /40 SF ,10 7 42 pyc. -: :Z " • L, '11. 2. 'LAWN' ,rDR , . 'D //J'" AJM /1.' 3' 4 i� /t' Yde R D d/ a (/3d, W t : <. z5 z/ LF' x :;12." AD c,;7 /'% po p. - // / /e "zit fiVlit/) /D, /L • 7E ./.Z" fSO = 2/, L/ CgX, " SA YYC UT 1 7412 SEAL 8/ • ATeD//7 4 7,/ _ //,, ovE/v A/ " T SECT / 2N (Au i 0. Z%z tt CL "gwA,C... • 2 7 ■ 3. • r{ Cl27C ` . I G � CDU SF '��/ / SQL. BA s• /`7/a T' . 9S"% (�K REFE,4ENcE.) utirlyeit i> AL7ERNATE .577E 7g/1 EX, ..C.57.14 •/' /II El. /1,d B V D ' S S ) i° A5' b y p:i D �\ r. . . PERFORATED TIGHTLINE CONNECTION cags2 FwYT,P.. 2 ' " o a o o a q 4 Q Q° ° p Q o p4°t] Q oQ t] ° Q - O ap .• en ° p o ° q° Q ° � Q L 7 c e Q a °6 e° a Qa12 . Q ,. °Z filter fabric 4e pert pipe 1 - 3 /4 ° washed rock 18" min es 'A" TYPr 24" min-�I TRENCH X- SECTION NTS `061 PLAN VIEW OF ROOF NTS /D» 2D► 36 Olt 40 I I 2�/ t 1 random fill T2//9� /3.� • /.F /2''I(N W) . w /D �3 Z !/si4,77 ,EX. D ./.E 12 rt 13 %6 '? : W : Maximum Flood Elevation: 10.40 NGVD 1929 Datum 13.90 NAVD 1988 Datum slope -- - s /17 A - :twe Fiez fJ ' /!1/G 2/A717 - - .4ZL P/L S Pte!/ 2 i 2 /l/E( / 9 V R4D.J 1./S -- /'9/1i/.. C' F'Ade t m'E EX./9P - N,T, S) FLOOD ELEVATION INFORMATION The Allentown area is subject to potential flooding. City of Tukwila .P Works Policy Bulletin A8 prescribes the use of the following elevation for the maximum flood in the location of the proposed short plat: SITE ELEVATION. REFERENCE A local bench mark for use in determining the finished floor for the new residences and. other. construction for this project is designated on this plan set. The project bench mark is described as follows: PK nail marked "WCCS Point ID 830" 117 feet SSE of south project property corner, Elevation =13.57 NAVD 198&. The Datum used for this plan set is NAVD 1988. This information provided from surveyor prepared topographic map of site. to road drainage system 2' X 10' level trench w /pert pipe 47c°,77 /e"...5-- •/ 2 d, P'T ' 1c, S`- 4 rJ co i=v13 106 �g p4. �a6 PERFORATED TIGHTLINE CONNECTION Perforated ttghtline connections convey flows directly to a downstream drainage system such as a ditch or roadway pipe system. They are a last resort, and are appropriate on sites so small or constrained that dispersion will be ineffective or will create problems on neighboring properties. Perforated tightline connections are intended to provide for some infiltration during drier periods (late spring through early fall). During the wet winter months, these BMPs may provide little to no flow control or water quality benefits. Typical Uses: Flows from impervious surfaces on small urban lots where vegetated flowpaths are not available for surface dispersion and where infiltration is not feasible. Design Specifications Connection to a storm drainage system with perforated pipe can be used for all types of impervious surface. Figure C.21 (p. C -24) provides details on perforated tightline connections. Perforated tightline connections must be placed using the following constraints: • The perforated stub -out connection shall be placed in native soil to maximize infiltration and dispersion of water. • • Setbacks from features other than septic systems shall be as listed in Reference Section B. Note: To facilitate maintenance, the perforated pipe portion of the system may not be located under impervious or heavily compacted (e.g., driveways and parking areas) surfaces. • Runoff discharge toward landslide hazard areas must be evaluated by a geotechnical engineer or a qualified geologist. The perforated portion of the pipe may not be placed on or above slopes greater than 20% or above erosion hazard areas without evaluation by a geotechnical engineer or qualified geologist and DOES approval. • For sites with septic systems, the discharge point must be downgradient of the drainfield primary and reserve areas. This requirement can be waived by DOES permit review staff if site topography will clearly prohibit flows from intersecting the drainfield. See Reference B for a summary of SKCDPTH onsite sewage system requirements. ' /eh, // a , 12, •-7.P " i W / TES• / !SW.) a" = /7/ 97 /4' (N) ¢" .r /Z, 07 a .4 .7 7YPf i v/f 7 F ,e / /�l - -7-_ 1 /5.4 , ' /E t% t/ • SY)1 '` w //, S2 (/P/) W L SP4CC SAC T /DN /V.7; /7' DN , &/ % / /N. r 'P S / TOTAL 1,470 CY 7YR YARD E. "DEDP �L . = /i. � TYP /cA L IMPERVIOUS AREAS NEW-HOUSE, LOT 1 1,250 SF NEW PAD, LOT 1 500 SF NEW HOUSE, LOT 2 1,600 SF NEW PAD, LOT 2 500 SF NEW DRIVEWAY, LOT 2 1,560 SF I TOTAL NEW IMPERV. 5,410 SF RECEIVED APR 2 8 2006 o f � V OP EARTHWORK VOLUMES __ CUT 45 `,2 CY (6" TOPSOIL REMOVAL) FILL 1 CY (30" FILL, NET 24" ELEV. INCREASE) RECEIVED HAY 0 2 2006 , TUKWiL PUBLIC WORKS co 0- a) 2 E a ct cz e D 5 -it �z s z r-11 � 0 U 0 cv c o c o G 0 - h- o� 0c." = 03 c' >+ Q .) 03 - "2 (7) co a) a.1 > o -} 0o z (n w 0 oa z cr 0 pc, 0 C- of