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Home My WebLink AboutPermit D07-203 - TULLY HOMES - LOT 1TULLY HOMES LOT 1 3520 S 116 ST D07 -203 Parcel No.: 0733000005 Address: 3520 S 116 ST TUKW Suite No: Tenant: Name: TULLY HOMES - LOT 1 Address: 3520 S 116 ST , TUKWILA WA Cityf Tukwila Owner: Name: HAGGARD WILLIAM J Address: 11532 40TH AV S , SEATTLE WA 98158 98168 Phone: Contact Person: Name: DAVID TULLY Address: 13217 4 AV SW , SEATTLE WA 98146 Phone: 206- 244 -3282 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: TULLY HOMES INC Address: 13217 4TH AVE SW , SEATTLE WA 98146 -3338 Phone: (206)244 -3282 Contractor License No: TULLYHI965KS doc: IBC -10/06 DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D07 - 203 Issue Date: 07/18/2007 Permit Expires On: 01/14/2008 Expiration Date: 05/10/2008 DESCRIPTION OF WORK: NEW 2950 SQ FT SFR WITH 706 SQ FT ATTACHED GARAGE Public Works permitted activities include land altering, TESC, connected to existing 3/4" water meter, storm drainage including infiltration w /overflow to Public drainage system, driveway access, undergrounding of power, and Street Use. Valley View Sewer Dist. Value of Construction: $303,535.46 Fees Collected: $6,447.65 Type of Fire Protection: International Building Code Edition: 2003 Type of Construction: V -B Occupancy per IBC: 22 D07 -203 Printed: 07 -18 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Flood Control Zone: N Hauling: N Land Altering: Y Landscape Irrigation: N Moving Oversize Load: N Sanitary Side Sewer: N Sewer Main Extension: N Private: Storm Drainage: Y Street Use: Y Profit: N Water Main Extension: N Private: Water Meter: Y I hereby certify that I have read and governing this work will be complie Print Name: AU , Y doc: IBC -10/06 City 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 Permit Center Authorized Signature: PINt Number: 0 Start Time: Volumes: Cut 100 c.y. Start Time: Permit Number: D07 -203 Issue Date: 07/18/2007 Permit Expires On: 01/14/2008 Size (Inches): 0 End Time: Fill 100 c.y. End Time: Public: Non - Profit: N Public: /10/U Date: V4 1 1,1 1°1 permit and know the same to be true and correct. All provisions of law and ordinances er specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the pe ormance of work. I am authorized to sign and obtain this development permit. Signature: Date: 1-1 // /)`? 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 -203 Printed: 07 -18 -2007 Parcel No.: 0733000005 Address: Suite No: Tenant: doc: Cond - 10/06 3520 S 116 ST TUKW TULLY HOMES - LOT 1 1: ** *BUILDING 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 PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -203 ISSUED 06/07/2007 07/18/2007 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: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: 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. 12: 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. 13: 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. 14: 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. 15: 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. D07 -203 Printed: 07 -18 -2007 19: ** *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 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 18: 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. 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: 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) 22: Maximum grade for all projects is 15 %. 23: Adequate ground ladder access to rescue windows shall be provided. 24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 25: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 26: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 27: 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. 28: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Public Works Project Inspector for prior approval. 29: 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. 30: 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. 31: Any material spilled onto any street shall be cleaned up immediately. 32: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 33: 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. doc: Cond -10/06 D07 -203 Printed: 07 -18 -2007 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: OWNER SHALL SIGN WITH NOTARY A HOLD HARMLESS AGREEMENT FOR WORK WITHIN THE PUBLIC RIGHT -OF -WAY. 35: 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. 36: The Land Altering Permit Fee is based upon an estimated 100 cubic yards of cut and 100 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. 37: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. 38: From October 1 through April 30, cover any slopes and stockpiles that are 3H: 1V 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. 39: Coordinate with property owner(s) of parcel adjacent to and North of new Lot 1, ref. water meter and water service line across new Lot 1. Re -route water line and provide draft Private Waterline Easement as applicable. doc: Cond - 10/06 * *continued on next page ** D07 -203 Printed: 07 -18 -2007 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 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: VA efr D07 -203 Printed: 07 -18 -2007 SITE LOCATION Site Address: 3520 S. 116th Street Tenant Name: Property Owners Name: Tully Homes, Inc Mailing Address: 13217 Fourth Avenue SW Name: David Tully CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tulcwila.wa.us Mailing Address: 13217 4th Ave SW E -Mail Address: dave©tullyhomes.com Company Name: Tully Homes, Inc. Mailing Address: 13217 4th Ave SW Contact Person: David Tully E - Mail Address: dave @tullyhomes.com Contractor Registration Number: TULLYH1965KS Company Name: Designs Unlimited Mailing Address: 19613 81st Ave S Suite F Contact Person: Vern Rockwell E -Mail Address: Company Name: Hodge Engineering Inc Mailing Address: 260 Jahn Ave NW Contact Person: John Hodge 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 ** E -Mail Address: Q:MpplicationsWorrns- Applications On Line U-2006 - Permit Application.doc Revised: 9-2006 bh Building Permit No. b ` T Mechanical Permit No. t ` [ 3 Plumbing/Gas Permit No. Public Works Permit-No. Project No. (For office use only) King Co Assessor's Tax No.: 073300 -0005 Suite Number: Floor: Seattle City New Tenant: ❑ Yes ❑..No WA State 98146 -3338 Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Day Telephone: (206) 244 -3282 Seattle WA 98146 -3338 City State Zip Fax Number: (206) 244 -3282 GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Seattle WA City State Day Telephone: (206) 2443282 Fax Number: (206) 2443282 Expiration Date: 05/10/2008 98146 -3338 Zip ARCHITECT OF RECORD — All plans must be wet stamped by Architect of Record Kent WA 98032 -1158 City State Zip Day Telephone: (253) 872 -2580 Fax Number: (253) 872 -3649 ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record Gig Harbor WA City State Day Telephone: (253) 857 -7055 Fax Number: (253) 857 -7599 98335 -8902 Zip Page 1 of 6 BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): New single family residence with crawl space foundation and attached 3 car garage. Will there be new rack storage? ❑ Yes ❑ .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 2,148 *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 11 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If "yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety Data Sheets. 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. Q:\Applications\Fomis- Applications On Line\3 -2006 - Permit Application.doc Revised: 9-2006 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1" Floor 1,306 VB R - 3 2n Floor . 1,644 VB R - 3 3 Floor Floors thru Basement Accessory Structure* Attached Garage 706 VB R - 3 Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): New single family residence with crawl space foundation and attached 3 car garage. Will there be new rack storage? ❑ Yes ❑ .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 2,148 *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 11 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If "yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety Data Sheets. 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. Q:\Applications\Fomis- Applications On Line\3 -2006 - Permit Application.doc Revised: 9-2006 bh Page 2 of 6 PUBLIC WORKS PERMIT INFORMATION — 206 - 433 -0179 Scope of Work (please provide detailed information): Curb cut, underground utilities (phone, cable power, sewer, downspout/footing drain) possible new water meter. Water District Tukwila 0... Water District #125 ❑ ...Water Availability Provided ewer District .. .Tukwila $1... ValVue ❑ ...Sewer Use Certificate El... Sewer Availability Provided Sukmitted with Application (mark boxes which apply): �( .Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) r- ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ✓ $1 ...Construction /Excavation/Fill - Right -of -way Non Right -of -way ✓ l Total Cut C v O .Total Fill itO cubic yards cubic yards Q: Applications\Fomta- Applications On Line 3 -2006 - Permit Application.doc Revised: 9-2006 bh Call before you Dig: 1- 800 - 424 -5555 ❑ .. Highline ❑ .. Renton $I ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities $( .. Curb Cut 0/Frontage Improvements ❑ .. Pavement Cut Traffic Control ❑ .. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection " Irrigation ((��,,�� (( 1 Domestic Water $I ...Permanent`�V$tei Meter Size... 3/4 " WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑ ...Sewer Main Extension Public Private ❑ ...Water Main Extension Public Private ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ Work in Flood Zone •0 .. Storm Drainage Please refer to Public Works Bulletin #1 for fees and estimate sheet. ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Grease Interceptor ❑ .. Channelization $( .. Trench Excavation . Utility Undergrounding ❑...Deduct Water Meter Size ❑ ...Traffic Impact Analysis ❑...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) FINANCE INFORMATION Fire Line Size at Property Line .. .Water ❑...Sewer Monthly Service Billing to Name: Tully Homes, Inc. Mailing Address: 13217 4th Ave SW Water Meter Refund/Billing: Name: Tully Homes, Inc. Mailing Address: 13217 4th Ave SW Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: Seattle City Day Telephone: Seattle City (206) 244-3282 WA 98146 -3338 State Zip (206) 244-3282 WA 98146 -3338 State Zip Page 3 of 6 Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace<100K BTU 1 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 3 Thermostat 1 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct 1 Emergency Generator 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 MECHANICAL PERMIT INFORMATION — 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Sunrise Energy Services Mailing Address: 811 West Stewart Avenue Contact Person: E -Mail Address: Contractor Registration Number: SUNRIES096K3 Valuation of Mechanical work (contractor's bid price): $ q00 Scope of Work (please provide detailed information): New house - gas furnace & hot water heater, gas fireplace, venting for bath fans, range hood & dryer Use: Residential: New .... Commercial: New .... ❑ Fuel Type: Electric ❑ Gas.... Other: Indicate type of mechanical work being installed and the quantity below: Q: Applications\Fonns- Applications On Line 3 -2006 - Permit Application.doc Revised: 9 -2006 bh Replacement .... ❑ Replacement .... ❑ Puyallup WA City State Day Telephone: (253) 445 -0622 Fax Number: (253) 445 -0628 Expiration Date: 01/03/2009 98371 -5163 Zip Page 4 of 6 Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower 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 Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain Lavatory Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent Additional medical gas inlets/outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors 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 PIPING PERMIT INFORMATION — 206 -431 -3670 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: Zip City Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Building Use (per Intl Building Code): Occupancy (per Intl Building Code): Utility Purveyor: Water: Tukwila Sewer: Val - Vue Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q:1 Appsatons\Fonms- Application on liul3-2006 - Permit Application.doc Revised: 9-2006 bb State Page 5 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in this application 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 PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR t 1JTHORIZED AGENT: r Signature: Print Name: David Tully Mailing Address: 13217 4th Ave SW Date Application Expires: Date Application Accepted: Q:\ApplicationsWorms- Applications On Line\3 -2006 - Permit Applicuion.doc Revised: 9-2006 bh City Date: 4/7/ Day Telephone: (206) 244-3282 Seattle WA 98146 -3338 State Zip Staff Initials: Page 6 of 6 Parcel No.: Address: Suite No: Applicant: Receipt No.: R07 -02466 Initials: LAW User ID: 1632 Payee: TRANSACTION LIST: Type Method Description Payment Check 7277 ACCOUNT ITEM LIST: Description 0733000005 3520 S 116 ST TUKW TULLY HOMES - LOT 1 TULLY HOMES WATER CONNECTION WATER INSTALLATION (DEP) 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 401/379.002 401/386.520 RECEIPT Permit Number: Status: Applied Date: Issue Date: Payment Amount: $550.00 Payment Date: 11/13/2007 08:56 AM Balance: $0.00 Amount 550.00 Current Pmts 60.00 490.00 Total: $550.00 D07 -203 ISSUED 06/07/2007 07/18/2007 4922 11/13 9710 TOTAL 550.00 don: Reneint -06 Printed: 11- 13 -20n7 Doc: RECSETS -06 RECEIPT NO: R07 - 01422 Initials: WER User ID: 1655 Payee: TULLY HOMES SET ID: 0718 SET TRANSACTIONS: Set Member Amount D07 -203 4,203.05 M07 -131 167.25 TOTAL: 4,370.30 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: hilp://www.dtukwila.waus TRANSACTION LIST: Type Method Description Payment Check 5243 ACCOUNT ITEM LIST: Description BUILDING - RES MECHANICAL - RES PLAN CHECK - WATER METER PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC CONCURRENCY TRAFFIC MITIGATION FEES WATER INSPECTION FEE WATER TURN -ON FEE SET RECEIPT TOTAL: Payment Date: 07/18/2007 Total Payment: 4,370.30 SET NAME: TULLY HOMES, LOT 1 Account Code Current Pmts 000/322.100 000/322.100 000/345.830 000/342.400 000/342.400 000/345.830 000/386.904 104.367.121 00 104.367.120 401/342.400 401/343.405 TOTAL: Amount 4,370.30 4,370.30 2,647.74 167.25 10.00 37.00 200.00 -50.00 4.50 300.00 1,013.81 15.00 25.00 4,370.30 0470 07/20 9716 TOTAL 4370.30 Parcel No.: Address: Suite No: Applicant: Initials: JEM User ID: 1165 Payee: ACCOUNT ITEM LIST: Description 0733000005 3520 S 116 ST TUKW Receipt No.: R07 -01423 TULLY HOMES - LOT 1 DAVID TULLY TRANSACTION LIST: Type Method Description Payment Cash TRAFFIC MITIGATION FEES 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 104.367.120 RECEIPT Permit Number: Status: Applied Date: Issue Date: Payment Amount: $.07 Payment Date: 07/18/2007 04:13 PM Balance: $0.00 Amount .07 Current Pmts .07 Total: $.07 D07 -203 ISSUED 06/07/2007 07/18/2007 0461 07/20 9716 TOTAL 0.07 doc: Receipt-06 Printed: 07 -18 -2007 Doc: RECSETS -06 RECEIPT NO: R07 -01065 Initials: WER User ID: 1655 Payee: TULLY HOMES SET ID: S000000784 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 P 7 77;? PA777;?dt 2,244.53 M07 -131 34.31 TOTAL: 2,278.84 TRANSACTION LIST: Type Method Description Payment Check 5238 ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW SET RECEIPT TOTAL: Payment Date: 06/07/2007 Total Payment: 2,278.84 Amount 2,278.84 2,278.84 Account Code Current Pmts 000/345:830 1,755.34 000/322.100 250.00 000/345.830 23.50 000/345.830 250.00 TOTAL: 2,278.84 9094 06/07 07 TOTAL 2278 =84 Project: / ga 6—T- Type of InsRection: / Address* '33 CI 5 1/ 4 %5 - i Date Called: Special Instructions: Instructions: DateWanted) /2 pgie -7 („iaa Requester: Phone No: // INSPECTION RECORD INSP ION NO Retain a copy with permit 66 22 e 3 CITY OF TUKWILA BUILDING DIVISION PERMIT NO. 1Z-- 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)43 1 -3670 Ell s Approved per applicable codes. Corrections required prior to approval. COMMENTS: P ecir7 &-.71/y / .00 REINSPECTION F REQU D. Prior to inspection, fee must be paid at 6300 Southcenter lvd., Suite 100. Call the schedule reinspection. 'Receipt No.: !Date: PICt-2.1//, //air Type of Inspection: / , ,_ /ZM./P/ lin 1 ,2 A-S' Date Called: Address: 25- 2 ...s //t ....s-i Special Instructions: Date Wanted; i /2- /7/ ET-1._ Requester: Phone No _a6 - - •/ 6)43. INSPECTION RECORD Retain a copy with permit INSPE' ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 do7-zo3 PERMIT NO. (206)431 -36X0 COMMENTS: ( Irt,rf Date: z /742 yec $58.00 REINSPECTION FEE REQ IRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. I eceipt No.: 'Date: Approved per applicable codes. E1 Corrections required prior to approval. Proj ec i // /161 fc Type of Inspection: /= /Bore Tvs. v Address: 3526 S / / 4 s-f -- Date Called: Special Instructions: Date Wanted: /7 /6-7 / a:m Requester: Phone No . 2 - 0 6 - . 7 " - ' 400 / INSPECTION NO. INSPECTION RECORD Retain a copy with permit A: 7-263 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (z+= 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Ap proved per applicable codes. 0 Corrections required prior to approval. COMMENTS: J Recipt No.: 'Date: Date: / 7 $ , f 0 REINSPE ION FE RE IRED. Prior to inspection, fee must be at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Prqu:- / 2/ / // 47(' S id !.2 Type of spec o �'` Zvi --16 41 • Address: 2526 S / /G-Ji Date Called: Special Instructions: Date Wagte� �a,- �mT - Pr Reques r: Phone No: N a - 22y - yoos INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Date / 7 7 $58.00 REINS ION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: roved per applicable codes. ['Corrections required prior to approval. MENTS: b 5- 726 (W ) 1,3 Project: 1/ / viii/ Type of Inspection: . `C / �� Address: 3 5 ,Sl //b V: Date Calle • : Special Instructions: Date Wanted: //9-2-7-7 p ? Requester: Phone No: 2---(9O —7'7 //ss —76?2.5--- INSPECTION NO. INSPECTION RECORD Retain a copy with permit NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 MMENTS: pproved per applicable codes. Corrections required prior to approval. $58.00 REINSPE N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 So hcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: ►".-� ^x..yA� i.3.w.r�+.. ^�2 " 11,,�_;`_,�:._b. °_..'__ _� • u eel-_-41. " z.' Pro a / Z/ / /�j /7 / Type of Inspection: V 4jr9 / /- ..L__ tiS Address: 3 3c o 5 Date Called: Special Instructions: Date Wanted Requester: Phone No: 26 — 779 y INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit .. . ,ax_d t..t...1 a tea' .y is 4 N. ' '�'. pproved per applicable codes. Corrections required prior to approval. OMMENTS: $58.00 REINS CTION FEE REQUIRED. Prior to inspection, fee must be paid at 630 outhcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project; // 2( / / /hlcs tJJ Type of Inspection: ,L \, Address: 5 520 S // 6 3-/ Date Called: - Special Instructions: Date Wanted: / U/7 5 6- 7 a.rn. Requester: Phone No 206 -? - ' )o /0 INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 roved per applicable codes. El Corrections required prior to approval. .00 REI ' ECTION FEE REQUIRED. Prior to inspection, fee must be paid at 630 ' Southcenter Blvd., Suite 100. Call the schedule reinspection. C MENTS: Date: (Receipt No.: 'Date: RDA= / / Type /7 /76/1-75 of Ipspection: _ 6,.. / \J Address: 352 5 // Date Called: Special Instructions: Date Wanted / 6...7 Requester: Phf No:. 06- 775- 9065 ffL INSPECTION RECORD Retain a copy with permit INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-6 0 tri CO MENTS: Inspecto : bfit4A,4 M 47/r) n (1 .00 REINSPECTION F REQUIRED. rior to inspection. fee must be id at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Approved per applicable codes. El Corrections required prior to approval. 4 COMMENTS: y 5 d e rl' — A.m //s -/> (- ei1j5, -/,.'� v 2_) / /ii y6" oil/2_ iii? 3 - a Tb % NS› // 4 %f II MGTE: srrDiv L //t✓ /-44,- f;ms ---/./ /(, G- a.m. m. Requester: Ph e .:40 ‘ 2 /00 Pr t / /�j /-/onf� s. Lv/.i- Type of Ins ection: . ` 4 /7 /816 v Address: 3 -s /a s-f" Date Called: - Special Instructions: II \ , Date Wanted': / 6/23./0 a.m. m. Requester: Ph e .:40 ‘ 2 /00 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. or: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. Date: 9 0 z c 3 PERMIT NO. 3 $58.00 REINSPECTION F E REQUI' '. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., S e 100. Call the schedule reinspection. (Receipt No.: !Date: Pr 'e 7/ // 4(4 1122--- TYPe /ev t / / k Ad re ss: / .41 Date Called: ------ Special Instructions: Date Wanted: : > / a. m. Req lJ uester: Phone No: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: .00 REINSPECTION FEE EQUI . Prior to inspection, fee must be d at 6300 Southcenter Bl d.. S e. 100. Call the schedule reinspection. JRec pt No.: jDate: INSPECTION RECORD Retain a copy with permit PERMIT PType z 1 - ,I< u ( cs 2 of Inspection: w41 ft /Slb.44 - AN,c v Address: 3 526 S i $ C, s-{ Date Called: Special Instructions: Date Wanted: i cJ 1 ID/ In - P.m Request r: Phon No: _ INSPECTION RECORD Retain a copy with permit IN ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 COMMENTS: L_ & _gy,, 5 O (•6itc . Approved per applicable codes. Corrections required prior to approval. Ins or: n $58. �� EINSPECTION F E REQUIRE . Prior to inspection, fee must be pai . t 6300 Southcent Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: Date: 03 - 7 - ( /o/flo COMMENTS: Type Inspe ion: aJ She , th s (9 / „'rt g h (4s per' /vt--/ 11,e ",,. Id boa 1� /4 /( /%v , , XI fie s • r _., /- /---2, rhA-#-V,,, . ,t;', J "0.01S - 4...4 Li A — 6) Date Wantgd: 10 I i 3 I (.7") 4 1kto' - 4' 7 c ' ' Requester Phone No: Prg'ect: 1 z� I I�1 I � �5 L �- Type Inspe ion: aJ She , th s Address: 320 5 i IC. Date Called: Special Instructions: / Pc 1 / Date Wantgd: 10 I i 3 I (.7") p.m. Requester Phone No: INSPECTION RECORD Retain a copy with permit Da7 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BU 6300 Southcenter Blvd., #100, T kwila, WA 98188 LDING DIVISION (206)431 -6 ❑ Approved per applicable codes. Corrections required prior to approval. or: • '0 REINSPECTION FEE F QUIRED. for to inspection, fee must be aid at 6300 Southcenter Blvd.. Suite 100 Call the schedule reinspection. 'Receipt No.: �-S ee Date: / /v? 'Date: • Project: �� . �of �d / Type of ns e /ct /ion: �' 4/0 p afrfi� /�/cL 7 I�a . r c Add gs o S / /� Date Called: Special Instructions: Date Wanted: rn„ f 2 / -� pm. Requester: Phone No: 7d 779 4 /(1OS .. INSPECTION RECORD Retain a copy with permit INSPECTION O. PERMIT NQ. CITY OF TUKWILA BUILDING DIVISION 1/rI1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 COMMENTS: Date: Approved per applicable codes. El Corrections required prior to approval. 8 ® $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: Do7 2a7 Prot_ / 2 / / f(/ I / oniF5 La// Type of Inspection: 1 c.,) 0!/ -t, J /4/,( Address: 32) s //6 S/ Date Called: _.--, Special Instructions: Date Wanted: r p m. ( m. Requester: _ ` " Phone Np: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 `/Approved per applicable codes. Corrections required prior to approval. COMMENTS: Op . REINSPECTION FEEEtEQUIR Prior to inspection, fee must be d at 6300 Southcenter Blvd., Sul a 100. Call the schedule reinspection. 'Date: Rec ipt No.: 4, PERM NO. (206)431 -3670 �..._.35� �c �aLa ate` t...�•.. Project!- // ?//4 / /c9n /,_j / 9 jjype of Ipection: ' / L&>,,LC"77( LJ4, 4/4 A 3 O s //(/ S"r Date Called: Special Instructions: D nted �� —d � (4. ..m.. `per Requester: Phone No: .fb 7'' - «o 5 Inspector: i ' No.: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 pproved per applicable codes. E1 Corrections required prior to approval. Data -: ) EINSPECTION FEE EQUIRED. Prior to inspection. fee must be 6300 Southcenter vd.. Suite 100. Call the schedule reinspection. 'Date: PERMIT NO. Pro'e • / 7 /// / mG S Type of spection:, F " 5 \ Address: / .. 52 5 / /Gs Date Called: Special Instructions: Date anted: o f .fir p.m. Requester: Phone No a Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PE (206)431 -367 Corrections required prior to approval. 4)4 ! F-- vd f.,v // )7 ) /e/1( 41 n) 76/ CO MMENTS: Inspect I Dat .00 REINSPECTION F REQUIRED. Prior to inspection, fee must be id at 6300 Southcenter B d., Suite 100. Call the schedule reinspection. eipt No.:,, Date: COMMENTS: /2! 1/4) 7 C-LAA 11- ) " ' i i (2 M il 11 Addre�� 01/1/6) , I t � ...� / r),/0/0 is 1. n rve ii I, tvio,/,)-2 .cLA„,b_i Proje Type of Inspection: i Addre�� ...� / Date Ca lled: 1. , 3/ Specia I nstructions: • i Date Wanted: 11 .. / a.m. p.m. Requester: Phone No: Li) (u ` tA 50) 5 tAiN f INSPECTION RECORD Retain a copy with permit INSPECTION NO. PE IT O: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. I lnspector: Corrections required prior to approval. 'Date: $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: Pro'ect: tA Type of Inspection: �� / A S sD- S / `}./ S-{ f Date lc) 510 - 7 Special Instructions: ` Date Wanted: i / 1 Requester: Ph Ia6 (1 - )9 -1 005 - INSPECTION RECORD Retain a copy with permit J l7"i2 03 INSPECTION NO. PE IT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. COMMENTS:. — i POJ 144107 V 1AJ sw f � ( (Aro q c 'Inspector: L 'Date: 1 ) 4 ( c 2 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: Ie i _.9 Project T Type of Inspection: Address: D l 5t., Date Called: Special Instructions: D �e �- 1 Date Wanted: a a.m. Requester: Phony Nol; i INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval. COMMENTS: 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 /u. //q - tot I Type of Inspection: a . -- r) Address: ,-35 ,- I /eo Date Called: / 09//9/6 "7 Special Instructions: Date Wanted: (29/a 7 a.m. Requester• Phon No: 7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval. COMMENTS: 16-47 ito (Inspector: 6/L (Date: W $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: �^ 1, �H Ty of Inspe �L Add 35 ress: Sa�11( • Date Ca led: 91( /07 Special Instructions: Date Wanted: q / i Requester: _\- I T � P e No: 4 ) - - 7 7 — 1 0 0 5 ' c; )//9( 4) t V< ) S7 U r f ,� S PI/ 3 r, ,A,A 0 e , `1 / mil/ ' cc A, c r 5 L ,( IV k/ Al i r` 4/ 0 7 1 6 '` we 4 (64./ /1/ p ck ., .6,{"J, 9/1 /G'I `( /--' /Ii(6 5 S al )6 M P . protect: �^ 1, �H Ty of Inspe �L Add 35 ress: Sa�11( • Date Ca led: 91( /07 Special Instructions: Date Wanted: q / i Requester: _\- I T � P e No: 4 ) - - 7 7 — 1 0 0 5 ' <<) i 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: 64. I Date: $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 V_ /1„ plikt _ t / Tf of In pecton: CG 4— Acig . 30• i t V13 Date Called ` 1 / 07 Special Instructions: Date Wante. / "] C a m� 1 I P.m. Requester: P McOl T 71 y El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit VO7 0 3 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. COMMENTS: O e f..>4 c vz� Inspector: 'Date: $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: // _ f T O Type of Inspecti `� c1 Address: . a0 ,5 11U - Date Called: 1.)9J0--7 Special Instructions: Date Wanted: Gbi ?� 407 a. Requester: Phone No: 7 9 . )06, - 7 005 I INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Sou thcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: or. 'Inspector: A } 'Date: 8 / 2 74 4 LI $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: S, Ut_ ,,., ,,,, , ‘.. ae S Type of Ir)ns-Pection: Address: ;as z 0 S . 11 L Suite #: Sr Contact Person: - �,c,< IA j o� Special Instructions: Phone No.: 2O - ? - 116O5- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT PERMIT NUMBERS 444 Andover Park East, Tu ila, Wa. 98188 206- 575 -4407 Approved per applicable codes. n Corrections required prior to approval. COMMENTS: Inspector: 0/ 12 Date: /2 Hrs.: / $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from 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 Hodge engineering inc. 9 9 RE: 3520 S. 116 Tukwila, WA Hodge Eng. Project 7.0495 Designs Unlimited plan 71031 RBC @ C & D Shearwalls To Whom It May Concern: Permit Application #D07 -203 10/16/07 S7.0940 De)7&-zo CITY O FE j uKW OCT lg 2007 PERMIT CENTER I have provided the lateral and gravity load engineering for the Designs Unlimited plan 71031 for 3520 S. 116 in Tukwila. My engineering includes the note "RBC per plan if specified" on detail 3/D1 for the connection of the bird block to the double top plate of the stud wall below. The "D" shearwalls of the 71031 plan are on the front wall of the house where the RBC is not applicable — the specified RBC is not required — there are no bird blocks for the "D" walls in question. The RBC specification is only specified on "C" and "D" shearwalls bearing truss tails and bird blocking between. Please contact me with any questions regarding this roof boundary clip. RECEIVED OCT 2 3 2007 D EPARTMENT This letter is the professional opinion of the engineer of record and regards his engineering only. This letter does not allow the builder to disregard Code requirements. Any schedule or cost impact is the responsibility of the builder or owner. The Building Inspector has the final authority to allow field changes to approved building plans. This letter may be signed electronically in accordance with WAC 196 -23 -070 and Chapter 19.34 RCW Hodge `+ inc. engineering RE: 3520 S. 116 Tukwila, WA Hodge Eng. Project 7.0495 Designs Unlimited plan 71031 RBC @ C & D Shearwalls To Whom It May Concern: I have provided the lateral and gravity load engineering for the Designs Unlimited plan 71031 for 3520 S. 116 in Tukwila. My engineering includes the note "RBC per plan if specified" on detail 3/D1 for the connection of the bird block to the double top plate of the stud wall below. The "D" shearwalls of the 71031 plan are on the front gable end wall of the house where the RBC is not applicable - the specified RBC is not required — there are no bird blocks on gabled ends. The RBC specification is only specified on "C" and "D" shearwalls bearing truss tails and bird blocking between. See the shearwall table. See attached plan view of the area in question Please contact me with any questions regarding this roof boundary clip. th is letter i e pr i n t allow the i1 th Wider or ow wilding plans This 10/11 S7 -094 John Ho 10/11/07 S7.0940 so' al opinion of the engineer of record and regards his engineering only. This letter rider to disregard Code requirements. Any schedule or cost impact is the responsibility er. The Building Inspector has the final authority to allow field changes to approved tter may, be signed electronically in accordance with WAC 196 -23 -070 and Chapter Hodge Engineering, Inc. John E. Hodge P. E. 2601 Jahn. Ave NW Ste. Al Gig Harbor, WA 9 ( 857 Fax ( 857-7599 0140101 % �2 ....--r ...=. �• °°' J 2006 IBC LATERAL ANALYSIS ONLY John Ho 2601 Hodge, FOR: DESIGNS UNLIMITED �,, �, Gig Harbor, WA 98335 / P (253)857 -7055 PLAN: 071031 . �,F* o ^ ___ _ Fax: (253)857 -7599 - \ REVIEWED FOR CODE COMPLIANCE APPROVED SITE CRITERIA GROUND SNOW LOAD , WIND SPEED (MPH) EXPOSURE (IBC) SEISMIC DESIGN CATEGORY SOIL PROFILE OCCUPANCY CATEGORY 25 PSF 85 MPH B D D II JUL 16 2001 . , • C IA', 4; r %'" °�'' � 1 . Vor -. . r ltk t • r,« Ci Of Tukwila • .t5�•• i a :� _ c� v� .+r.0-. -11.11,,.. t .�$' ■ilia■ 00 D ®® arir.. SITE: 3520 S. 116TH TUKWILA, WA PROVIDED: GEOTECH REPORT PRO SPECIAL SITE CONDITIONS PER OWNER: NONE S LOPE: LESS THAN 10% PER OWNER SLOPE: SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED M.arr r I S � •L.• 0 NONE 0 LATERAL ENGINEERING ONLY RECEIVED 0 0 R N < Y -. - 7 2007 I � �wrr , v 1 ' 17 ■■ ST s .e C 7. ' I , , ' , .., v . I "' ► ; LOOe - , :‘ . +` `- ' - i ` ,` + '1 ' :> "':� , � : ; -: ; -.= '9 t9 PERMIT CENTER ExR41.�:.Z� k ; = I ;1`'C ` , 1 1 �' ) 1 1 ABOVE ONL I 1 . DO NOT ACCEPT COPY ' DATE PLAN NAME ENGINEERING REPORT 5-8-07 071031 7.0495 r • • D d • � \�% -7 ,/ / / / / / !, engineering inc • a v t „ ' A • Upon receipt of payment this engineering is licensed by Hodge Engineering Inc. to you the purchaser for your one time use only according to the terms set out below and by any additional agreements between you and Hodge Engineering Inc. Please read the following terms and conditions carefully and if you do not agree you should not use this engineering. By using the engineering herein for your structure, you agree to be bound by the terms listed below and in Hodge Engineering's service agreement. License - Hodge Engineering hereby agrees to grant you, upon receipt of payment and your ... ....... acceptance of the terms of this agreement, a nonexclusive license to use the enclosed engineering, subject to the terms and restrictions as set out in this license agreement. Copyright - The material contained herein is copyrighted by Hodge Engineering Inc. You may not copy or otherwise reproduce the content or any portion thereof except as expressly provided by Hodge Engineering Inc. You may, however, make copies as required for your subcontractor's use provided that you reproduce all copyright notices and other proprietary legends on such copies. Restrictions on Use and Transfer - This engineering may only be used by the license purchaser in connection with a single site. You may not distribute copies of the engineering to others. The license may not be assigned, sublicensed or otherwise transferred by you without the prior written consent of Hodge Engineering Inc. Limited Warranty -Bodge Engineering will use the degree of care and skill ordinarily exercised for similir.projects by members of the engineering profession in this area No other warranty either expte sed.or implied is made in connection with the engineering or engineering services. For any dispute, claim, or action arising out of the engineering, Hodge Engineering shall have liability limited to the amount of the engineering fee. Defect:-- If any conflict or defect in this engineering is discovered the user must immediately notify Hodge Engineering Inc. so that it can be addressed. Except as expressly provided above Hodge Engineering makes no warranties either expressed or implied with respect to the engineering, or its fitness for a particular purpose. Your use of this engineering acknowledges that you have read this nonexclusive license agreement and agree to its terms. Hodg engineering inc. NONEXCLUSIVE LICENSE AGREEMENT Thank you for choosing Hodge Engineering Inc. for your engineering needs. Hodge Engineering, Inc. John E. Hodge P. E. 2601 Jahn Ave NW Ste. Al Gig Harbor, WA 9 ( 8 57 - 7 0 55 Fax ( 8 57 - 7599 4.24.2006 Horn e engmneering�inc. Engineering Instructions and Notes All structural members are shown on the engineering S pages. The enclosed engineering calculations document the analysis used to determine the structural members of the S pages. The engineering calculations are not required to be referenced for construction. Contractor shall verify all notes, dimensions and conditions prior to construction. Contractor shall provide temporary bracing as required until all permanent connections have been installed. Engineer and designer shall be notified by the contractor of any discrepancies at the time they are noted. (IBC 2301.2) There are three methods for the design of wood based structural elements. These methods are allowable stress design (ASD), load and resistance factor design (LFRD), and conventional light - frame wood construction. This engineering uses allowable stress design in accordance with the provisions of Sections 2304 (General Construction Requirements), 2305 (General Design Requirements for Lateral- Force - Resisting Systems), and 2306 (Allowable Stress Design) of the 2003 IBC. The provisions of conventional light -frame wood construction (IBC 2308) do not apply unless noted otherwise. This engineering report contains the results of the lateral engineering calculations (and gravity load if noted) for the proposed structure. Lateral load modeling was completed with Wood Works Design Office (www.woodworks- software.com 800 - 844 - 1275). Wood Works was developed based on the American Forest & Paper Association's National Design Specification (NDS) for Wood Construction. The AF &PA is the same professional organization that produces the Allowable Stress Design (ASD) manual for engineered wood construction, National Design Specification (NDS) for wood construction, Wood Frame Construction Manual (WFCM) for one -and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Gravity load calculations (if completed) were accomplished on Wood Works Sizer wood database to determine member size. Any member to member connections that are not common are detailed on the prints. Scope of Services: Hodge Engineering Inc. provides engineering to resist lateral loads (and gravity if noted) in accordance with the 2003 IBC. This engineering is for the structure and foundation only. Foundations are engineered to support the structure with an assumed 1500 psf soil bearing. No soils report has been provided to Hodge Engineering Inc. unless specifically noted on the engineering S sheets. Special foundations for steeply sloped lots or with poor soil bearing are not provided unless noted otherwise. It is the client's responsibility to notify the engineer about special site conditions. Gentle slopes not requiring a geotechnical report by the jurisdiction are accommodated by the step footing and pony wall details of the S sheets. Architectural Revision: The architectural plans are used as the basis for engineering. The architectural plans usually do not meet all engineering criteria and require modification. It is the client's responsibility to identify these changes on the engineering plans and to notify their architect and get any plan changes necessary prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. Where required by the building official, the classification and investigation of the soil shall be made by a registered design professional (1802.1). Site grading. The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than 5 percent for a minimum of 10 feet F(1803.3) Compacted fill material shall not be used unless allowed by a soils engineering report (1803.5) Hodge Engineering, Inc. John E. Hodge P. E. 2601 Jahn Ave NW Ste. At Gig Harbor, WA 98335 (253) 857 Fax ( 857 Hodge engineering�inc. Materials Lumber shall conform to DOC PS 20 Manufactured I- Joists shall conform to ASTM 5055 Structural glued - laminated timber shall conform to AITC A190.1 and ASTM D 3737 Preservative- treated wood shall conform to applicable AWPA standards Trusses, truss drawings and truss engineering shall be provided by the manufacturer. Metal plate connected Wood trusses shall be manufactured as required by TPI 1. Floor and roof sheathing shall be per IBC tables of section 2304. Fastening shall be per the 2003 IBC fastening schedule table 2304.9.1. Plywood APA Rated Roof: 15/32 CDX or OSB PI = 24/0 Floor: % T &G CDX or OSB — PI = 48/24 Concrete Minimum specified compressive 28 strength (Table 1904.2.2(2)) Air entrainment per 1904.2.1 2,500 psi for basement walls and foundations not exposed to the weather, damp proof walls below grade 2,500 psi for slabs and interior slabs on grade, except garage floor slabs 3,000 psi for vertical concrete surfaces exposed to the weather 3,000 psi for driveways, curbs, walks, patios, porches, carport slabs, steps and other flatwork exposed to the weather and garage floor slabs. Reinforcing Steel ASTM A -615 Grade 40 for #4 and smaller ASTM A -615 Grade 60 for #5 and larger CODE CRITERIA Building Codes Seismic Zone Response Mod Factor Soil Profile Wind Zone Design SOILS CRITERIA Soils Consultant Soils Report # Bearing Pressure Bearing Depth Minimum uniformly distributed Live Loads Attics with Storage 20 psf Attics without Storage 10 psf Decks 40 psf Exterior Balconies 60 psf Fire Escapes 40 psf Guardrails and Handrails 200 psf Guardrails in -fill Components 50 psf Passenger Vehicle Garages 50 psf Rooms other than Sleeping ,Rooms 40 psf Sleeping Rooms 30 psf Stairs, 40 psf 2006 International Building Code D 6.5 D Speed and Exposure on engineering calculation cover and S sheets ASD, ASCE -7 None provided by builder unless noted on S sheets If provided to Hodge Engineering report # will be noted on S sheets 1500 psf assumed unless noted otherwise 12" 4.24.06 Hodge Engineering, Inc. John E. Hodge P. E. 2601 Jahn Ave NW Ste. Al Gig Harbor, WA 9 ( 8 57 - 7 0 55 Fax ( 857 -7599 Level 1 of 2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lateral analysis.wsw WoodWorks® Shearwalls 7.01 Apr. 9, 2007 11:03:41 65' 62.5' fi0' 57.5' 55' 52.5' 50' 47.5' 45'. 42:5' 40' 37.5' 35' 32.5' 30' 27.5' 25' 22.5' _ 20' 17.5' 15' 12.5' 10' 7.5' 5 ' 2.5' 0 ' -2.5' -5' -7.5' -10' - 12.5' - 12.5' -10' -7.5' -5' -2.5' 0' 25' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' 50' 52.5' 55' 575 60' 62.5' 65' 3520 S. 116th Tukwila, WA 5 of 19 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lateral analysis.wsw WoodWorks® Shearwalls 7.01 Apr. 9, 2007 11:03:41 1 62.5' 17.5' 15' :._12.5: 10 7.5' . 5 2.5 =mom slim.= 0 A -1 _2.5' .5+ _.7.5' _ -12.5 Levet 2 of 2 1 60' 57.5' 55' 52.5' 50' .....47.5'. 42.5' 40' 37.5' 35' 32.5' 30' 27.5' 25' 22.5' - .- 20' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' 50' 52.5' 55' 57.5' 60' 62.5' 65' 3520 S. 116th Tukwila, WA 6 of 19 IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Design Code Wind Standard Seismic Standard IBC ASCE 7 All heights ASCE 7 Wind Capacity Increase Shear C &C Panels 1.40 1.60 Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 Duration Factor 1.60 Nail Withdrawal Modification Temperature Moisture Content Range Fabrication Service T< =100F Dry Dry Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 3.33 Wind 3.5 Maximum Height -to -width Ratio Plywood Fiberboard Lumber Gypsum Seismic Wind Seismic Blocked Unblocked 3.5 - - - 2.0 1.5 Length - Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold - down Forces: Based on applied shearline force N -S 0.167s 0.167s 0.201s Seismic Materials: Include gypsum on exterior walls Case 2 rigid diaphragm load distribution: 75% loads, torsional moment IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Project Wind ASCE 7 General analytic method for all bldgs Seismic ASCE 7 Equivalent lateral force procedure Design Wind Speed 85mph Exposure Exposure B Enclosure Enclosed Use Group I Design Category D Site Profile Class D Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1: 0.600g Ss:1.400g Fundamental Period E -W T Used 0.167s Approximate Ta 0.167s Maximum T 0.201s N -S 0.167s 0.167s 0.201s - - Response Factor R 6.50 6.50 Company Project Hodge Engineering Inc. 2601 Jahn Ave. NW Suite A -1 Gig Harbor, WA 98335 253- 857 -7055 071031 2006 IBC Exposure B Seismic Zone D WoodWorks® Shearwalis SOFTWARE FOR WOOD DESIGN lateral analysis.wsr COMPANY AND PROJECT INFORMATION Wood Works® Shearwalls 7.01 Project Information May. 8, 2007 07:18:04 3520 S. 116th Tukwila, WA 7 of 19 WoodWorks® Shearwalls lateral analysis.wsr May. 8, 2007 07:18:04 STORY INFORMATION Structural Data BLOCK and ROOF INFORMATION 3520 S. 116th Tukwila, WA 8 of 19 Block Dimensions [ft] Floor /Ceiling Depth [in] Face Type Roof Panels Slope Overhang [ft1 Block 1 2 Story E -W Ridge 10.0 8.00 Levell 2.83 Location X,Y = 10.00 0.00 North Side 30.0 1.00 Extent X,Y = 39.50 47.50 South Side 30.0 1.00 Ridge Y Location, Offset 23.75 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 34.38 13.71 West Gable 90.0 1.00 Block 2 1 Story E - W Ridge Location X,Y = 0.00 3.75 North Side 30.0 1.00 Extent X,Y = 10.00 22.00 South Side 30.0 1.00 Ridge Y Location, Offset 14.75 0.00 East Joined 90.0 1.00 Ridge Elevation, Height 18.18 6.35 West Gable 90.0 1.00 WoodWorks® Shearwalls lateral analysis.wsr May. 8, 2007 07:18:04 STORY INFORMATION Structural Data BLOCK and ROOF INFORMATION 3520 S. 116th Tukwila, WA 8 of 19 Story Elev [ft] Floor /Ceiling Depth [in] Wall Height [ft] Ceiling 20.67 0.0 Level2 12.67 10.0 8.00 Levell 2.83 10.0 9.00 Foundation 2.00 WoodWorks® Shearwalls lateral analysis.wsr May. 8, 2007 07:18:04 STORY INFORMATION Structural Data BLOCK and ROOF INFORMATION 3520 S. 116th Tukwila, WA 8 of 19 Wall - Grp Surf Sheathing [In] Material Thick Orient Fasteners Size Type Spcg [in] Edg Fid B1kq Framing Members [in] Species G Spc Apply Notes 1 Ext Struct Shthg 19/32 Vert 10d Nail 2 6 yes Hem -Fir 0.43 16 1,2 2 Ext Struct Shthg 7/16 Vert 8d Nail 4 8 yes Hem -Fir 0.43 16 1,2,3 3 Ext Struct Shthg 7/16 Vert 8d Nail 4 8 yes Hem -Fir 0.43 16 1,2,3 WoodWorks® Shearwalls lateral analysis.wsr May. 8, 2007 07:18:04 p Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wall ;; Spcg - Edge or field nail spacing; Blkg - Blocked; G - Spec lc gravity; Spc - Wa stud spacing 3520 S. 116th Tukwila, WA 9 of 19 North -South Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ftl FHS [ft] Height [ft] Line 1 Level 1 Line 1, Level 1 Seg 2 0.00 3.75 25.75 22.00 22.00 9.00 Wall 1 -1 Seq 2 0.00 3.75 25.75 22.00 22.00 Line 2 Level 2 Line 2, Level 2 Seg 2 10.00 4.75 46.25 41.50 37.50 8.00 Wall 2 -2 Seg 2 10.00 25.75 46.25 20.50 18.50 Opening 1 25.75 27.75 2.00 4.00 Wall 2 -1 Seq 2 10.00 4.75 25.75 21.00 19.00 Opening 1 23.75 25.75 2.00 4.00 Level 1 Line 2, Level 1 Seg 2 10.00 2.00 46.25 44.25 15.50 9.00 Wall 2 -1 Seq 2 10.00 2.00 3.75 1.75 0.00 Wall 2 -2 Seg 2 10.00 25.75 46.25 20.50 15.50 Opening 1 28.25 30.75 2.50 4.00 Line 3 Level 1 Line 3, Level 1 NSW 22.25 46.25 47.50 1.25 0.00 9.00 Wall 3 -1 NSW 22.25 46.25 47.50 1.25 0.00 Line 4 Level 2 Line 4, Level 2 NSW 29.75 2.00 47.50 45.50 0.00 8.00 Wall 4 -1 NSW 29.50 4.75 7.00 2.25 0.00 Level 1 Line 4, Level 1 Seq 2 29.75 2.00 47.50 45.50 23.25 9.00 Wall 4 -2 Seg 2 29.75 5.50 25.75 20.25 20.25 Wall 4 -1 Seg 2 29.75 2.00 5.00 3.00 3.00 Wall 4 -3 NSW 32.75 46.25 47.50 1.25 0.00 Line 5 Level 2 Line 5, Level 2 NSW 36.25 0.00 7.00 7.00 0.00 8.00 Wall 5 -1 NSW 36.25 0.00 7.00 7.00 7.00 Levell Line 5, Level 1 Seg 3 36.25 0.00 46.25 46.25 5.00 9.00 Wall 5 -1 Seg 3 36.25 0.00 5.00 5.00 5.00 Line 6 Level 2 Line 6, Level 2 Seq 2 49.50 0.00 46.25 46.25 35.75 8.00 Wall 6 -1 Seg 2 49.50 0.00 46.25 46.25 35.75 Opening 1 14.75 18.50 3.75 4.00 Opening 2 23.00 27.75 4.75 4.00 Opening 3 31.50 33.50 2.00 4.00 Levell Line 6, Level 1 Seg 2 49.50 0.00 46.25 46.25 27.75 9.00 Wall 6 -1 Seg 2 49.50 0.00 46.25 46.25 27.75 Opening 1 4.25 9.00 4.75 4.00 Opening 2 14.50 18.50 4.00 4.00 Opening 3 23.00 27.75 4.75 4.00 Opening 4 35.00 40.00 5.00 4.00 East -West Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) Y [ft] Start End [ft] [ftl [ft] Line A Level 2 Line A, Level 2 Seq 2 0.00 36.25 49.50 13.25 7.00 8.00 Wall A -1 Seg 2 0.00 36.25 49.50 13.25 7.00 Opening 1 39.50 45.75 6.25 4.00 Level 1 Line A, Level 1 Seg 1 1.20 10.00 49.50 39.50 12.75 9.00 Wall A -2 Seg 1 0.00 36.25 49.50 13.25 7.00 Opening 1 39.50 45.75 6.25 4.00 Wall A -1 Seg 1 2.00 10.00 29.75 19.75 5.75 Opening 1 13.00 27.00 14.00 4.00 Line B Level 2 Line B, Level 2 Seg 2 5.33 10.00 49.50 39.50 13.25 8.00 Wall B -1 Seg 2 4.75 10.00 29.50 19.50 13.25 Opening 1 16.75 23.00 6.25 4.00 Wall B -2 Seg 2 7.00 29.50 36.25 6.75 0.00 Opening 1 30.00 35.75 5.75 4.00 WoodWorks® Shearwalls lateral analysis.wsr May. 8, 2007 07:18:04 SHEARLINE. WALL and OPENING DIMENSIONS 3520 S. 116th Tukwila, WA 10 of 19 WoodWorks® Shearwalls lateral analysis.wsr May. 8, 2007 07:18:04 SHEARLINE, WALL and OPENING DIMENSIONS ( continued) Level 1 Line B, Level 1 wall B -1 Opening 1 Wall B -2 Opening 1 Line C Level 1 Line C, Level 1 Wall C -2 Opening 1 Wall C -1 Line D Level 2 Line D, Level 2 Wall D -1 Opening 1 Opening 2 Opening 3 Lovell Line D, Level 1 Wall D -i Opening 1 Wall D -3 Opening 1 Wall D -2 Opening 1 Seg Seg Seg 2 2 2 Seg 2 Seg 2 Seg 2 Seg 2 Seg 2 Seg 2 Seg 2 Seg 2 Seg 2 4.24 0.00 3.75 0.00 1.00 5.00 29.75 30.25 25.75 0.00 25.75 10.00 18.50 25.75 0.00 46.25 10.00 46.25 10.00 13.00 21.25 37.25 46.58 10.00 46.25 10.00 14.25 46.25 32.75 37.25 47.50 22.25 23.50 49.50 10.00 9.00 36.25 35.50 49.50 29.75 23.75 10.00 49.50 10.00 8.00 6.50 5.25 49.50 19.75 5.25 10.00 49.50 39.50 49.50 39.50 18.00 5.00 24.25 3.00 45.00 7.75 49.50 39.50 22.25 12.25 18.25 4.00 49.50 16.75 45.00 7.75 32.75 10.50 31.25 7.75 0.00 0.00 0.00 24.50 14.50 10.00 23.75 23.75 17.25 8.25 9.00 0.00 9.00 4.00 4.00 9.00 4.00 8.00 4.00 4.00 4.00 9.00 4.00 4.00 4.00 Type - Seg = segmented, prf = perforated, NSW = non- sheanaall,; Location - dimension peril. to wall; FHS - length of full -height sheathing; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 3520 S. 116th Tukwila, WA 11 of 19 North -South Shearlines W Gp For Dir Ld. Case Shear Force [pit] V fibs] V/L V /FHS Int Allowable Shear [pit] Ext Co C Total V fibs] Crit. Resp. Line 1 Levell Lnl, Levl 2 Both 1 641 29.1 29.1 495 1.00 S 495 10885 0.06 Line 2 Level 2 Ln2, Lev2 2 Both 1 3755 90.5 100.1 495 1.00 S 495 18554 0.20 Wall 2 -2 2 Both 1 1852 - 100.1 495 1.00 495 9153 0.20 Wall 2 -1 2 Both 1 1903 - 100.1 495 1.00 495 9400 0.20 Level 1 Ln2, Levi 2 Both 1 5248 118.6 338.6 495 1.00 S 495 7669 0.68 Wall 2 -1 2 Both 1 - 495 1.00 495 0.0 - Wall 2 -2 2 Both 1 5248 - 338.6 495 1.00 495 7669 0.68 Line 4 Ln4, Levl 2 Both 1 1225 26.9 52.7 495 1.00 S 495 11503 0.11 Wall 4 -2 2 Both 1 1067 - 52.7 495 1.00 495 10019 0.11 Wall 4 -1 2 Both 1 158 - 52.7 495 1.00 495 1484 0.11 Line 5 Ln5, Levl 3 Both 1 922 19.9 184.3 495 1.00 S 495 2474 0.37 Line 6 Level 2 Ln6, Lev2 2 Both 1 3755 81.2 105.0 495 1.00 S 495 17688 0.21 Level 1 Ln6, Levl 2 Both 1 4373 94.6 157.6 495 1.00 S 495 13730 0.32 East -West W For Shear Force [plf] Allowable Shear [pit] Crit. Shearlines Gp Dir Ld. Case V [lbs] V/L V /FHS Int Ext Co C Total V fibs] Resp. Line A Level 2 LnA, Lev2 2 Both 1 152 11.5 21.7 495 1.00 S 495 3463 0.04 Level 1 LnA, Levl 1 W ->E 1 4439 112.4 348.2 1133 1.00 S 1133 14442 0.31 1 E - >W 1 4586 116.1 359.7 1133 1.00 S 1133 14442 0.32 Wall A -2 1 W ->E 1 2437 - 348.2 1133 1.00 1133 7929 0.31 1 E ->W 1 2518 - 359.7 1133 1.00 1133 7929 0.32 Wall A -1 1 W ->E 1 2002 - 348.2 1133 1.00 1133 6513 0.31 1 E ->W 1 2068 - 359.7 1133 1.00 1133 6513 0.32 Line B Level 2 LnB, Lev2 2 Both 1 3185 80.6 240.4 495 1.00 S 495 6556 0.49 Wall B -1 2 Both 1 3185 - 240.4 495 1.00 495 6556 0.49 Wall B -2 2 Both 1 - 495 1.00 495 0.0 - Line C Level 1 LnC, Levl 2 W ->E 1 2400 48.5 98.0 495 1.00 S 495 12122 0.20 2 E ->W 1 2582 52.2 105.4 495 1.00 S 495 12122 0.21 Wall C -2 2 W - >E 1 1421 - 98.0 495 1.00 495 7174 0.20 2 E ->W 1 1528 - 105.4 495 1.00 495 7174 0.21 Wall C -1 2 W ->E 1 980 - 98.0 495 1.00 495 4948 0.20 2 E - >W 1 1054 - 105.4 495 1.00 495 4948 0.21 Line D Level 2 LnD, Lev2 2 Both 1 2631 66.6 110.8 495 1.00 S 495 11751 0.22 Lovell LnD, Levi 2 Both 1 3767 95.4 218.4 495 1.00 S 495 8535 0.44 Wall 0-1 2 Both 1 1801 - 218.4 495 1.00 495 4082 0.44 Wall 0-3 2 Both 1 1965 - 218.4 495 1.00 495 4453 0.44 Wall D -2 2 Both 1 - 495 1.00 495 0.0 - WoodWorks® Shearwalls lateral analysis.wsr May. 8, 2007 07:18:04 SHEAR RESULTS Flexible Diaphragm Wind Design W Grp - Wall group as listed in Materials table; For Dir - force direction, always both "; H/W factor- Factor due to shearwall height -to -width ratio for interior and exterior wall sheathing; V - Factored shear force applied to entire line and amount taken by each wall; V/L - Diaphragm shear force = factored shearline force divided by length of shearline; Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS* - Design shear force = factored shear force per unit full height sheathing, lnt* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor and HM/ factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp/FHSNcap = design shear force /unit shear capacity 3520 S. 116th Tukwila, WA 12 of 19 Line North-South Shearllnes Lev Grp Sheathing [psf] Force Cap Force/ Cap Force End Fastener Withdrawal [Ibs] Cap Force /Cap Int End Int Service Cond Factors Temp Moist NNN N N (+1 N (+1 N N N 1-1 , -I N '-1 .-I .-/ N 1-1 N M v In (O 17.4 98.0 0.36 15 13 68 0.23 0.18 1.00 1.00 17.4 98.0 0.36 15 13 68 0.23 0.18 1.00 1.00 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 17.4 48.0 0.36 1.00 1.00 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 17.9 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 East -West Sheathing [pst] Fastener Withdrawal [ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force /Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17.4 112.0 0.16 12 9 89 0.13 0.11 1.00 1.00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 B 1 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 C 1 2 17.4 48.0 0.36 1.00 1.00 D 1 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 oodWorks® Shearwalls lateral analysis.wsr May. 8, 2007 07:18:04 DDING by SHEARLINE Wind Suction Design Gip - Wall Design Group, results for design groups for rigid, flexible design listed for each wall; Sheathing: Force - Unit area end zone C &C load, Cap - Out - of -plane bending capacity of exterior sheathing assuming continuous over 3 studs; Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone; Cap - Factored withdrawal capacity of individual fastener according to NDS 11.2-3 3520 S. 116th Tukwila, WA 13 of 19 North -South Shearlines W Gp For Dir H/W Fact Int Ext Shear Force [pif] V [Ibs] V/L V /FHS Int Allowable Shear [plt] Ext Co C Total V pbs] Crit Resp. Line 1 Level 1 11498 0.358 0.141 0.64 -1.45 Levell 43243 1988 Lnl, Levi 2 Both 1.0 1.0 436 19.8 19.8 0.43 353 1.00 S 353 7775 0.06 Line 2 15803 - - 1.00 1.00 Level 2 Ln2, Lev2 2 Both 1.0 1.0 3993 96.2 106.5 353 1.00 S 353 13252 0.30 Wall 2 -2 2 Both 1.0 1.0 1970 - 106.5 353 1.00 353 6538 0.30 Wall 2 -1 2 Both 1.0 1.0 2023 - 106.5 353 1.00 353 6715 0.30 Level 1 Ln2, Levl 2 Both 1.0 1.0 4905 110.9 316.5 353 1.00 S 353 5478 0.90 Wall 2 -1 2 Both 1.0 1.0 - 353 1.00 353 0.0 - Wall 2 -2 2 Both 1.0 1.0 4905 - 316.5 353 1.00 353 5478 0.90 Line 4 Ln4, Levi 2 Both 1.0 .67 638 14.0 27.4 236 1.00 S 236 7863 0.12 Wall 4 -2 2 Both 1.0 1.0 555 - 27.4 353 1.00 353 7156 0.08 Wall 4 -1 2 Both 1.0 .67 82 - 27.4 236 1.00 236 707 0.12 Line 5 Ln5, Levi 3 Both 1.0 1.0 462 10.0 92.3 353 1.00 S 353 1767 0.26 Line 6 Level 2 Ln6, Lev2 2 Both 1.0 .94 4056 87.7 113.4 331 1.00 S 331 12551 0.34 Level 1 Ln6, Levl 2 Both 1.0 .94 4622 99.9 166.5 334 1.00 S 334 9723 0.50 East-West W For H/W Fact. Shear Force [pit] Allowable Shear [plt] Crit Shearlines Gp Dir Int Ext V [Ibs] V/L V /FHS Int Ext Co C Total V ribs] Resp. Line A Level 2 LnA, Lev2 2 Both 1.0 .81 517 39.0 73.9 287 1.00 S 287 2176 0.26 Level 1 LnA, Levl 1 Both 1.0 .61 4973 125.9 390.1 494 1.00 S 494 7406 0.79 Wall A -2 1 Both 1.0 .72 2730 - 390.1 494 1.00 584 4428 0.67 Wall A -1 1 Both 1.0 .61 2243 - 390.1 494 1.00 494 2978 0.79 Line B Level 2 LnB, Lev2 2 Both 1.0 1.0 3820 96.7 288.3 353 1.00 S 353 4683 0.82 Wall B -1 2 Both 1.0 1.0 3820 - 288.3 353 1.00 353 4683 0.82 Wall B -2 2 Both 1.0 1.0 - 353 1.00 353 0.0 - Line C Level 1 LnC, Levl 2 Both 1.0 1.0 1732 35.0 70.7 353 1.00 S 353 8658 0.20 Wall C -2 2 Both 1.0 1.0 1025 - 70.7 353 1.00 353 5124 0.20 Wall C -1 2 Both 1.0 1.0 707 - 70.7 353 1.00 353 3534 0.20 Line D Level 2 LnD, Lev2 2 Both 1.0 .75 3712 94.0 156.3 265 1.00 S 265 7913 0.59 Level 1 LnD, Levl 2 Both 1.0 .89 4357 110.3 252.6 314 1.00 S 314 5856 0.80 Wail D -1 2 Both 1.0 .89 2084 - 252.6 314 1.00 314 2675 0.80 Wall D -3 2 Both 1.0 1.0 2273 - 252.6 353 1.00 353 3181 0.71 wall D -2 2 Both 1.0 1.0 - 314 1.00 353 0.0 - WoodWorks® Shearwalls lateral analysis.wsr May. 8, 2007 07:18:04 SEISMIC INFORMATION Flexible Diaphragm Seismic Design Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.93; Ev = 0.19 D SHEAR RESULTS W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along shearline; Ld. case- Critical l oad case: ASCE 7 All heights Case 1 or 2, ASCE 71ow rise T= Transverse, L = Longitudinal, all other results are for this bad case; V- Factored shear force applied to entire line and amount taken by each wall; V/L -Diaphragm shear force = factored shearline force divided by length of shearline; Following values marked with * means that value for shearline is the one for wall with critical design response online; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int"- Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co*- Perforation factor, C- Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; TOW- Combined unit shear capacity inc. perforation factor; V- Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vappffg62'6c€ =1 16th Tukwila, WA 14 of 19 Building Mass ribs] Area [sq.ft] Story Shear pbs] E-W N-S Shear Ratio Rmax E -W N-S Reliability Factor p E -W N-S Level2 66814 1687 11498 11498 0.358 0.141 0.64 -1.45 Levell 43243 1988 4305 4305 0.353 0.286 0.73 0.43 Structure 110057 - 15803 15803 - - 1.00 1.00 WoodWorks® Shearwalls lateral analysis.wsr May. 8, 2007 07:18:04 SEISMIC INFORMATION Flexible Diaphragm Seismic Design Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.93; Ev = 0.19 D SHEAR RESULTS W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along shearline; Ld. case- Critical l oad case: ASCE 7 All heights Case 1 or 2, ASCE 71ow rise T= Transverse, L = Longitudinal, all other results are for this bad case; V- Factored shear force applied to entire line and amount taken by each wall; V/L -Diaphragm shear force = factored shearline force divided by length of shearline; Following values marked with * means that value for shearline is the one for wall with critical design response online; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int"- Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co*- Perforation factor, C- Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; TOW- Combined unit shear capacity inc. perforation factor; V- Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vappffg62'6c€ =1 16th Tukwila, WA 14 of 19 WoodWorks® Shearwalls lateral analysls.wsr May. 8, 2007 07:18:04 design shear force /unit shear capacity 3520 S. 116th Tukwila, WA 15 of 19 7.0495 Designs wall Line 1 Design Criteria: * IBC 2006 * 2500 psi concrete * Design V ASD = 2116 lbs seismic R =6.5 * Alternate Basic or Basic Load combination Selected Wall Solution: Model (Type 1W H IT IDesign Shear Uplift Axial Load (Sill A.B. 'End A.B. SW18x8 wood 118" 93.25" 13.5" 11058 lb 7238 lb 1000 lb 12 - 5/8" 12- ssTB28 SW18x8 =wood 118" 193.25" 13.5" 11058 lb 17238 lb 11000 lb 12 - 5/8" 12- SSTB28 Actual Shear & Drift Distribution: Model Allow. V D allow 1k RR V dist 'Shear Check ID actual SW18x8 11106 lb 1 0.31" 13625 10.50 11058 lb 11058 <= 1106 = YES 10.292" SW18x8 11106 lb 10.31" 13625 10.50 11058 lb 11058 <= 1106 = YES 10.292" 2 - SW18x8 are OK along the same wall line Legend for Shear & Drift Distribution: Allow. v = Maximum allowable shear D allow = Drift at maximum allowable shear k = stiffness = Maximum allowable shear / Drift at maximum allowable shear RR = relative stiffness = k / sum k ✓ dist = Distributed Design Shear = Design Shear x RR Shear Check verifies that the distributed shear is less than the allowable shear D actual = Drift at the distributed design shear Notes: * See current catalog for SSTB allowable loads and installation. * Using actual wall ht dimension (H), specify proper concrete curb height to attain overall header rough opening height above slab. uplift is reduced for axial load. However combined effect of axial and lateral forces on the wall is not considered. see Allowable vertical Loads at: www.strongtie.com/oroducts/strongwall/allowable vertical.html Disclaimer: It is the designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Co., Inc. at 1- 800 -999 -5099. 3520 S. 116th Tukwila, WA 17 of 19 • DESIGNS UNLIIVIITED STOCK PLANS • CUSTOlvf DESIGN Gravity Load Analysis Plan— 242/A/3 (2950A/3) Beam Calculations using Beam Chek 2.3 Software and /or TJBeam 6.01 Software 06/24/03 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 16 2001 C Of TukwiI i N B ILD N DM �Jo1 - 103 FILE COPY RECEIVED JUN - 7 2007 PERMIT CENTER • M:\MSOFFICE \WINWORD \OFF1 E \FORM 19813.81 st Ave S • Suite F' Kent, WA 98032 ' [d 3) 87 -258 Fax: [253) 872-3649 • • Email: designstudio @designsunlimited.com * �v 031038 - 242/C BEDROOM - 2 WINDOW HDR Choice 14x 8 H F #2 Conditions NDS 91 Min Bearing Area Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 990 BEAM -1 Prepared by: C. SWEI Date: 6/17/03 Registration # 8101 - 1456 BeamChek 2.3 Lu = 0.0 Ft R1= 2.4 in R2= 2.4 in DL Defl 0.01 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 5.0 ft Reaction 1 990 # Reaction 1 LL 6.17 # Reaction 2 990 # Reaction 2 LL 31 # Maximum V 990 # 1238'# Max V (Reduced) 751 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 609 # 609 # Section (in Shear (in TL Defl (in) LL Defl 0.02 0.17 OK 14% 30.66 13.44 OK 44% 25.38 15.02 OK 59% 0.04 0.25 OK 15% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) 405 405 Base Values Base Adjusted 850 1105 75 75 1.3 1.3 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 390 = A Uniform LL: "244 Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 990 BeamChek automatically added the beam self - weight into the calculations. > L+ 031038 - 242/C MASTER BATH WINDOW HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 594 BEAM -2 Prepared by: C. SWEI Date: 6/17/03 Registration # 8101 - 1456 BeamChek 2.3 4x 8 HF #2 Lu = 0.0 Ft NDS '91 Min Bearing Area R1= 1.5 in R2= 1.5 in DL Defl <0.01 in. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 3.0 ft Reaction 1 594 # Reaction 1 LL 6.17 # Reaction 2 594 # Reaction 2 LL 18 # Maximum V 594 # 446 '# Max V (Reduced) 355 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 366 # 366 # Section (in') Shear (in TL Defl (in) LL Defl <0.01 0.10 OK 3% 30.66 4.84 OK 16% 25.38 7.10 OK 28% 0.00 0.15 OK 3% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 390 = A Uniform LL: 244 Uniform Load A R2 = 594 SPAN = 3 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek automatically added the beam self- weight into the calculations. PLAN 2950A/3 BEAM #3 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 2958 BeamChek v2006 licensed to: Designs Unlimited Reg # 8101 -1456 4x 12 DF -L #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area MASTER BEDROOM WINDOW HEADER Prepared by: JM Date: 4/17/07 R1= 4.7 in R2= 4.7 in DL Defl 0.04 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 8.0 ft 9.57 # 77 # 5917 '# L/240 L / 360 Reaction 1 LL. Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 1828 # 2958 # 2958 # 2265 # L / 937 L / >1000 Reaction 2 LL Reaction 2 TL 1828. # 2958 # Section (in Shear (in TL Defl (in) LL Defl 73.83 71.72 OK 97% 39.38 18.87 OK 48% 0.10 0.40 OK 26% 0.06 0.27 OK 24% E (psi x mil) Fc l (psi) Base Values 900 Base Adjusted 990 180 180 1.6 1.6 625 625 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Fb (psi) Uniform LL: 457 Fv (psi) Uniform TL: 730 = A Uniform Load A SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 2958 031038 - 242/C MASTER BDRM WINDOW HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 73 Lu = 0.0 Ft 4x 8 HF #2 NDS 91 Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 2.0 ft 6.17 # 12# 36 '# L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) 29 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 73 # Reaction 1 LL 73 # Reaction 2 LL 73 # 42 # 42 # Section (in S R1= 0.2 in R2= 0.2 in DL Defl <0.01 in. hear (in TL Defl (in) 30.66 0.40 OK 1% 25.38 0.58 OK 2% 0.00 0.10 OK 0% <0.01 0.07 OK 0% Fb (psi) BEAM -4 Prepared by: C. SWEI Date: 6/17/03 LL Defl Fv (psi) E (psi x mil) Fc I (psi) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress, Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 67 = A Uniform LL: 42 Uniform Load A R2 = 73 SPAN = 2 FT Uniform and partial uniform loads are lbs per lineal ft. BearnChek automatically added the beam self - weight into the calculations. Registration # 8101 - 1456 BeamChek 2.3 L 031038 - 242/C BEDROOM - 3 WINDOW HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 182 BEAM -5 Prepared by: C. SWEI Date: 6/17/03 Registration # 8101 - 1456 BeamChek 2.3 4x 8 H F #2 Lu = 0.0 Ft NDS '91 Min Bearing Area R1= 0.5 in R2= 0.5 in DL Defl <0.01 in. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 5.0 ft Reaction 1 182 # Reaction 1 LL 6.17 # Reaction 2 182 # Reaction 2 LL 31 # Maximum V 182 # 228'# Max V (Reduced) 138 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 104 # 104 # Section (in Shear (in TL Defl (in) LL Defl 30.66 2.48 OK 8% 25.38 2.77 OK 11% 0.01 0.25 OK 3% <0.01 0.17 OK 2% Base Values 850 Base Adjusted 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 L Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Uniform TL: 67 = A Uniform LL: 42 Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 182 BeamChek automatically added the beam self - weight into the calculations. 031038 - 242/C STAIR WINDOW HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 128 Lu = 0.0 Ft 4x 8 HF #2 NDS 91 Min Bearing Area • R1= 0.3 in R2= 0.3 in BEAM -6 Prepared by: C. SWEI Date: 6/17/03 BeamChek 2.3 DL Defl <0.01 in. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 3.5 ft Reaction 1 128 # Reaction 1 LL 6.17 # Reaction 2 128 # Reaction 2 LL 22 # Maximum V 128 # 112 Max V (Reduced) 84 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 73 # 73 # Section (in Shear (in TL Defl (in) LL Defl <0.01 0.12 OK 1% 30.66 1.21 OK 4% 25.38 1.67 OK 7% 0.00 0.17 OK 1% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) 405 405 Base Values 850 Base Adjusted 1105 .75 75 1.3 1.3 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 67 = A Uniform LL: 42 Uniform Load A R2 = 128 SPAN = 3.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek automatically added the beam self- weight into the calculations. Registration # 8101 - 1456 L'• 031038 - 242/C BEDROOM - 4 WINDOW HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 151 4x 8 HF #2 Lu = 0.0 Ft NDS'91 Min Bearing Area R1= 0.4 in R2= 0.4 in DL Defl <0.01 in. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 3.5 ft Reaction 1 151 # Reaction 1 LL 6.17 # Reaction 2 151 # Reaction 2 LL 22 # Maximum V 151 # 132 It Max V (Reduced) 99 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 88 # 88 # Section (in Shear (in TL Defl (in) Fb (psi) BEAM -7 Prepared by: C. SWEI Date: 6/17/03 LL Defl 30.66 1.43 OK 5% 25.38 1.97 OK 8% 0.00 0.17 OK 1% <0.01 0.12 OK 1% Fv (psi) E (psi x mil) Fc L (psi) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 80 = A Uniform LL: 50 Uniform Load A R2 = 151 SPAN = 3.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek automatically added the beam self - weight into the calculations. Registration # 8101 - 1456 BeamChek 2.3 l L • 031038 - 242/C ENTRY WINDOW ABOVE HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 159 4x 8 H F #2 Lu = 0.0 Ft NDS '91 2 Min Bearing Area R1= 0.4 in R2= 0.4 in DL Defl <0.01 in. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 3.0 ft Reaction 1 159 # Reaction 1 LL 6.17 # Reaction 2 159 # Reaction 2 LL 18 # Maximum V 159 # 119'# Max V (Reduced) 95 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 94 # 94 # Section (in Shear (in TL Defl (in) 30.66 1.30 OK 4% 25.38 1.90 OK 7% 0.00 0.15 OK 1% <0.01 0.10 OK 1% Fb (psi) BEAM -8 Prepared by: C. SWEI Date: 6/17/03 LL Defl Fv (psi) E (psi x mil) Fc l (psi) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 100 = A Uniform LL: 63 Uniform Load A z R2 = 159 SPAN = 3 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek automatically added the beam self - weight into the calculations. Registration # 8101 - 1456 BeamChek 2.3 031038 - 242/C BONUS WINDOW HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 151 NDS'91 Min Bearing Area Section (in Shear (in TL Defl (in) Fb (psi) Fv (psi) BEAM -9 Prepared by: C. SWEI Date: 6/17/03 4x8 HF #2 Lu = 0.0 Ft R1= 0.4 in R2= 0.4 in DL Defl <0.01 in. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 3.5 ft Reaction 1 151 # Reaction 1 LL 6.17 # Reaction 2 151 # Reaction 2 LL 22 # Maximum V 151 # 132'# Max V (Reduced) 99 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 88 # 88 # 30.66 1.43 OK 5 25.38 1.97 OK 8% 0.00 0.17 OK 1% LL Defl <0.01 0.12 OK 1% E (psi x mil) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 80 = A Uniform LL: 50 Uniform. Load A SPAN = 3.5 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 = 151 BeamChek automatically added the beam self - weight into the calculations. Fc l (psi) Registration # 8101 - 1456 BeamChek 2.3 031038 - 242/C BATH WINDOW HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads R1 = 172 4x 8 H F #2 Lu = 0.0 Ft NDS 91 Min Bearing Area BEAM - 10 Prepared by: C. SWEI Date: 6/17/03 BeamChek 2.3 R1= 0.4 in R2= 0.4 in DL Defl <0.01 in. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 4.0 ft Reaction 1 172 # Reaction 1 LL 6.17 # Reaction 2 172 # Reaction 2 LL 25 # Maximum V 172 # 172 Max V (Reduced) 120 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 100 # 100 # Section (in Shear (in TL Defl (in) 0.00 0.20 OK 2% LL Defl 30.66 1.87 OK 6% 25.38 2.41 OK 9% <0.01 0.13 OK 1% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 80 = A Uniform LL: 50 Uniform Load A SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 172 BeamChek automatically added the beam self - weight into the calculations. Registration # 8101 - 1456 031038 - 242/C KITCHEN WINDOW HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Pt loads: R1 = 2519 4x8 HF #2 Lu = 0.0 Ft NDS'91 Min Bearing Area Section (in Shear (in TL Defl (in) LL Defl R1= 6.2 in R2= 4.2 in DL Defl 0.02 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 4.0 ft 6.17 # 25 # 1778 '# L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) 1206 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 2519 # Reaction 1 LL 1692 # Reaction 2 LL 2519 # 1150 # 1150 # 30.66 19.31 OK 63% 25.38 24.11 OK 95% 0.04 0.20 OK 19% 0.02 0.13 OK 17% B = 990 Fb (psi) Base Values 850 Base Adjusted 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 799 = A 0.33 BEAM - 11 Prepared by: C. SWEI Date: 6/17/03 Fv (psi) E (psi x mil) Fc i (psi) Uniform LL: 575 Point TL Distance Uniform Load A SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 1692 BearnChek automatically added the beam self - weight into the calculations. Registration # 8101 - 1456 BeamChek 2.3 031038 - 242/C NOOK DOOR HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 425 BEAM - 12 Prepared by: C. SWEI Date: 6/17/03 Registration # 8101 - 1456 BeamChek 2.3 4x 8 HF #2 Lu = 0.0 Ft NDS '91 Min Bearing Area R1= 1.0 in R2= 1.0 in DL Defl 0.03 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 8.0 ft Reaction 1 425 # Reaction 1 LL 6.17 # Reaction 2 425 # Reaction 2 LL 49 # Maximum V 425 # 849'# Max V (Reduced) 361 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 250 # 250 # Section (in Shear (in TL Defl (in) LL Defl 30.66 9.22 OK 30% 25.38 7.21 OK 28% 0.07 0.40 OK 17% 0.04 0.27 OK 15% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 100 = A Uniform LL: 63 Uniform Load A R2 = 425 SPAN = 8 FT Uniform and partial uniform Toads are Ibs per lineal ft. BeamChek automatically added the beam self - weight into the calculations. PLAN 2950N3 BEAM #13 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Pt loads: R1 = 5380 BeamChek v2006 licensed to: Designs Unlimited Reg # 8101 -1456 Section (in B =594 Min Bearing Area NOOK BEAM Prepared by: JM Date: 4 /18/07. 5 -118x 12 GLB 24F -V4 DF /DF Lu = 0.0 Ft R1= 8.3 in R2= 9.7 in DL Defl 0.10 in Suggested Camber .0 .15 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 10.5 ft 14.94 # 157 # 16477 '# L/240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 3199 # 5380 # 6317 # 5106 # L / 498 L / 822 Reaction 2 LL Reaction 2 TL 3934 # 6317 # Shear (in TL Defl (in) LL Defl 123.00 82.38 OK 67% 61.50 31.91 OK 52% 0.25 0.53 OK 48% 0.15 0.35 OK 44% Fb (psi Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 312 2.0 Fv (psi) E (psi x mil) Fc l (psi) Uniform TL: 390 = A Point TL Distance Par Unif LL Par Unif TL Start End 454 H = 806 H Uniform Load A B SPAN = 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 6317 2.0 10.5 031038 - 242/C FAMILY WINDOW HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads 3 -118x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl Section (in R1= 5.6 in R2= 5.6 in DL Defl 0.07 in Suggested Camber 0.10 in 8.0 ft Reaction 1 6.83 # Reaction 2 55 # Maximum V 7247'# Max V (Reduced) L / 240 TL Actual Defl L / 360 LL Actual Defl Shear (in TL Defl (in) BEAM - 14 Prepared by: C. SWEI Date: 6/17/03 LL Defl 42.19 36.23 OK 86% 28.13 23.24 OK 83% 0.24 0.40 OK 61% 0.18 0.27 OK 66% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values Base Adjusted 2400 2400 190 190 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 899 = A Uniform LL: 655 Uniform Load A 3623 # Reaction 1 LL 3623 # Reaction 2 LL 3623 # 2944 # L / 394 L / 544 R1 = 3623 R2 — 3623 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek automatically added the beam self - weight into the calculations. Registration # 8101 - 1456 BeamChek 2.3 2621 # 2621 # • 031038 - 242/C DINING ROOM WINDOW HDR Choice 14x 8 HF #2 Conditions NDS '91 Min Bearing Area Data Attributes Actual Critical Status Ratio Values Adjustments Loads /\ R1 = 440 BEAM - 15 Prepared by: C. SWEI Date: 6/17/03 Registration # 8101 - 1456 Lu = 0.0 Ft R1= 1.1 in R2= 1.1 in DL Defl 0.01 in BeamChek 2.3 Beam Span Beam Wtperft Beam Weight Max Moment TL Max Defl LL Max Defl 5.0 ft Reaction 1 440 # Reaction 1 LL 6.17 # Reaction 2 440 # Reaction 2 LL 31 # Maximum V 440 # 551 '# Max V (Reduced) 334 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 163 # 163 # Section (in Shear (in TL Defl (in) LL Defl <0.01 0.17 OK 4% 30.66 5.98 OK 19 %. 25.38 6.68 OK 26% 0.02 0.25 OK 7% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) 405 405 Base Values Base Adjusted 850 1105 75 75 1.3 1.3 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 170 = A Uniform LL: 65 Uniform Load A R2 = 440 SPAN = 5 FT Uniform and partial uniform Toads are Ibs per lineal ft. BeamChek automatically added the beam self - weight into the calculations. 031038 - 242/C LIVING ROOM WINDOW HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 720 4x 8 HF #2 Lu = 0.0 Ft NDS'91 Min Bearing Area BEAM - 16 Prepared by: C. SWEI Date: 6/17/03 R1= 1.8 in R2= 1.8 in DL Defl <0.01 in. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 3.5 ft 6.17 # 22 # 630 '# L / 240 L / 360 Reaction 1 Reaction 2 Maximum V 720 # Max V (Reduced) 471 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 720 # Reaction 1 LL 720 # Reaction 2 LL 455 # 455 # Section (in Shear (in TL Defl (in) LL Defl 30.66 6.84 OK 22% 25.38 9.42 OK 37% 0.01 0.17 OK 5% <0.01 0.12 OK 5% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 405 = A Uniform LL: 260 Uniform Load A R2 = 720 SPAN = 3.5 FT Uniform and partial uniform loads are lbs per lineal ft. BearnChek automatically added the beam self - weight into the calculations. Registration # 8101 - 1456 BeamChek 2.3 031038 - 242/C ENTRY DOOR/WINDOW HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 528 4x 8 HF #2 Lu = 0.0 Ft NDS'91 Min Bearing Area Section (in BEAM - 17 Prepared by: C. SWEI Date: 6/17/03 BeamChek 2.3 R1= 1.3 in R2= 1.3 in DL Defl 0.02 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 6.0 ft Reaction 1 528 # Reaction 1 LL 6.17 # Reaction 2 528 # Reaction 2 LL 37 # Maximum V 528 # 793 Max V (Reduced) 422 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 195# 195 # Shear (in TL Defl (in) LL Defl Registration # 8101 - 1456 30.66 8.61 OK 28% 25.38 8.44 OK 33% 0.04 0.30 OK 12% 0.01 0.20 OK 7% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 170 = A Uniform LL: 65 Uniform Load A SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 528 BeamChek automatically added the beam self - weight into the calculations. PLAN 2950A/3 BEAM #18 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 1075 BeamChek v2006 licensed to: Designs Unlimited Reg # 8101 -1456 Min Bearing Area GARAGE DOOR HDR Prepared by: JM Date: 4/18/07 3 -118x 13 -1/2 GLB 16F -V2 HF /HF Lu = 0.0 Ft R1= 2.1 in R2= 2.1 in DL Defl 0.10 in Suggested Camber 0.15.in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 16.5 ft Reaction 1 LL 619 # Reaction 2 LL 10.25 # Reaction 1 TL 1075 # Reaction 2 TL 169 # Maximum V 1075 # 4433 W Max V (Reduced) 928 # L / 240 TL Actual Defl L / 819 L / 360 LL Actual Defl L / >1000 619 # 1075 # Section (in Shear (in TL Defl (in) LL Defl 94.92 33.24 OK 35% 42.19 7.14 OK 17% 0.24 0.83 OK 29% 0.14 0.55 OK 25% Fb (psi) Fv (psi) E (psi x mil) 1600 Base Values Base Adjusted 1600 195 195 1.4 1.4 500 500 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 75 Uniform TL: 120 = A Uniform Load A SPAN = 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 1075 Fc L (psi) 031038 - 242/C LAUNDRY WINDOW HDR Choice Conditions Data Values Adjustments Loads R1 = 264 NDS '91 BEAM - 19 Prepared by: C. SWEI Date: 6/17/03 Registration # 8101 - 1456 Min Bearing Area 4x 8 H F #2 Lu = 0.0 Ft R1= 0.7 in R2= 0.7 in DL Defl <0.01 in. BeamChek 2.3 Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 3.0 ft Reaction 1 264 # Reaction 1 LL 6.17 # Reaction 2 264 # Reaction 2 LL 18 # Maximum V 26411 198'# Max V (Reduced) 158 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 98 # 98 # Attributes Section (in Shear (in TL Defl (in) LL Defl Actual Critical Status Ratio 30.66 2.15 OK 7% 25.38 3.16 • OK 12% 0.00 0.15 OK 1% <0.01 0.10 OK 1% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) 405 405 Base Values 850 Base Adjusted 1105 75 75 1.3 1.3 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 170 = A Uniform LL: 65 rn orm Load - A SPAN = 3 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek automatically added the beam self - weight into the calculations. 031038 - 242/C KITCHEN HDR Choice 14x 8 HF #2 Conditions NDS'91 Min Bearing Area Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 1360 BEAM - 20 Prepared by: C. SWEI Date: 6/17/03 Lu = 0.0 Ft R1= 3.4 in R2= 3.4 in DL Defl 0.01 in Registration # 8101 - 1456 BeamChek 2.3 Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 5.38 ft 6.17 # 33 # 1828 '# L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl L / >1000 1360 # Reaction 1 LL 1360 # Reaction 2 LL 1360 # 1055 # L / 982 1075 # 1075 # Section (in Shear (in TL Defl (in) LL Defl 0.05 0.18 OK 29% 30.66 19.85 OK 65% 25.38 21.09 OK 83% 0.07 0.27 OK 24% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 500 = A Uniform LL: 400 Uniform Load A R2 = 1360 SPAN = 5.375 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek automatically added the beam self- weight into the calculations. 031038 - 242/C GARAGE DOOR HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads / \ R1 = 500 NDS '91 Min Bearing Area Fb (psi) BEAM -21 Prepared by: C. SWEI Date: 6/17/03 R1= 1.2 in R2= 1.2 in DL Defl <0.01 in. Section (in Shear (in TL Defl (in) LL Defl Fv (psi) E (psi x mil) Fc± (psi) Uniform TL: 368 = A Uniform LL: 294 Uniform Load A SPAN = 2.67 FT Uniform and partial uniform loads are lbs per lineal ft. 0 R2 = 500 BeamChek automatically added the beam self - weight into the calculations. Registration # 8101 - 1456 BeamChek 2.3 4x8 HF #2 Lu = 0.0 Ft Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 2.67 ft 6.17 # 16 # 333 '# L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) 273 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 500 # Reaction 1 LL 500 # Reaction 2 LL 500 # 393 # 393 It 30.66 3.62 OK 12% 25.38 5.47 OK 22% 0.00 0.13 OK 2% <0.01 0.09 OK 3% Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 PLAN 2950N3 BEAM #22 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 7185 BeamChek v2006 licensed to: Designs Unlimited Reg # 8101 -1456 GARAGE BEAM Prepared by: JM Date: 4/18/07 8 -314x 18 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area R1= 11.1 in 11.1 in DL Defl 0.07 in Suggested Camber 0.10 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 19.0 ft 38.27 # 727 # 34127 W L / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 5457 # 7185 # 7185 # 6050 # L / 788 L / >1000 Reaction 2 LL Reaction 2 TL 5457 # 7185 # Section (in Shear (in TL Defl (in) 472.50 185.59 OK 39% 157.50 37.81 OK 24% 0.29 0.95 OK 30% 0.22 0.63 OK 35% Fb (psi) Uniform LL: 574 Fv (psi) LL Defl E (psi x mil) Fc i (psi) Base Values 2400 Base Adjusted 2207 240 240 1.8 1.8 650 650 Cv Volume 0.919 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 718 = A Uniform Load A SPAN = 19 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 7185 PLAN 2950N3 BEAM #23 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads 88 176 88 Pt loads: R1 = 4348 B =151 C = 302 D = 151 BeamChek v2006 licensed to: Designs Unlimited Reg # 8101 -1456 5 -1 /8x 18 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area R1= 6.7 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 19.0 ft 22.42 # 426 # 20133'# L/240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 2782 # 4348 # 4348 # 3635 # L / 766 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 2782 # 4346 # Section (in Shear (in TL Defl (in) 276.75 103.79 OK . 38% 92.25 22.72 OK 25% 0.30 0.95 OK 31% 0.19 0.63 OK 31% H Fb (psi Base Values Base Adjusted 2400 2328 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 0.970 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 250 6.21 9.54 12.88 GARAGE BEAM Prepared by: JM in R2= 6.7 in DL Defl 0.10.in Suggested Camber 0.16 in Fv (psi) 38 38 LL Defl E (psi x mil) Uniform TL: 313 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start • End H = 140 I =140 Uniform Load A B D SPAN = 19 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/18/07 R2 = 4346 Fc L (psi) 0 6.21 12.88 19.0 031038 - 242/C FAMILY HDR Choice Conditions Data Values Adjustments Loads R1 = 1648 NDS'91 Min Bearing Area BEAM - 24 Prepared by: C. SWEI Date: 6/17/03 R1= 4.1 in R2= 4.1 in DL Defl <0.01 in. Attributes Section (in Shear (in TL Defl (in) LL Defl Actual Critical Status Ratio Fb (psi) Fv (psi) E (psi x mil) Fc (psi) 405 405 Uniform TL: 818 = A Uniform LL: 654 Uniform Load A R2 = 1648 SPAN =4 FT Uniform and partial uniform loads are lbs per lineal ft. BearnChek automatically added the beam self - weight into the calculations. Registration # 8101 - 1456 BeamChek 2.3 4x 8 HF #2 Lu = 0.0 Ft Beam Span Beam Wtperft Beam Weight Max Moment TL Max Defl LL Max Defl 4.0 ft 6.17 # 25 # 1648 '# L / 240 L / 360 Reaction 1 1648 # Reaction 2 1648 # Maximum V 1648 # Max V (Reduced) 1150 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 1 LL Reaction 2 LL 1309 # 1309 # 30.66 17.90 OK 58% 25.38 23.01 OK 91% 0.03 0.20 OK 16% 0.03 0.13 OK 20% Base Values Base Adjusted 850 1105 75 75 1.3 1.3 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 . • 031038 - 242/C ENTRY BEAM Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 1582 4x 10 HF #2 Lu = 0.0 Ft NDS '91 Min Bearing Area Section (in R1= 3:9 in R2= 3.9 in2 DL Defl 0.02 in Beam Span Beam Wt. per ft Beam Weight Max Moment TL Max Defl LL Max Defl 6.5 ft Reaction 1 1582 # Reaction 1 LL 7.87 # Reaction 2 1582 # Reaction 2 LL 51 # Maximum V 1582 # 2571 '# Max V (Reduced) 1207 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 1154 # 1154 # Shear (in TL Defl (in) 49.91 30.25 OK 61% 32.38 24.14 OK 75% 0.07 0.32 OK 20% 0.05 0.22 OK 22% Fb (psi) BEAM - 25 Prepared by: C. SWEI Date: 6/17/03 BeamChek 2.3 LL Defl Fv (psi) E (psi x mil) Fc ± (psi) Base Values Base Adjusted 850 1020 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 479 = A Uniform LL: 355 Uniform Load A SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 1582 BeamChek automatically added the beam self- weight into the calculations. Registration # 8101 - 1456 031038 - 242/C ENTRY BEAM Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Pt loads: i R1 = 2343 (4)1 -3/4x 9 -1/4 1.9E TJ Microllam® LVL Lu = 0.0 Ft Min Bearing Area R1= 3.6 in R2= 5.4 in DL Defl 0.26 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 11.21 ft Reaction 1 2343 # Reaction 1 LL 16.64 # Reaction 2 3508# Reaction 2 LL 186 # Maximum V 3508 # 10759 Max V (Reduced) 3429# L / 240 TL Actual Defl L / 470 L / 360 LL Actual Defl L / >1000 381 # 381 # Section (in Shear (in TL Defl (in) 99.82 42.97 OK 43% 64.75 17.74 OK 27% 0.29 0.56 OK 51% 0.03 0.37 OK 7% Fb (psi) Fv (psi) Base Values 2900 Base Adjusted 3004 290 290 2.0 2.0 650 650 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.036 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Point TL B = 366 C = 2149 D = 1579 Uniform TL: 85 = A Distance 2.0 8.0 8.0 H BEAM - 26 Prepared by: C. SWEI Date: 6/19/03 LL Defl E (psi x mil) Uniform LL: 68 Par Unif TL H = 80 Uniform Load A SPAN = 11.21 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 3508 BeamChek automatically added the beam self - weight into the calculations. Fc (psi) Registration # 8101 - 1456 BeamChek 2.3 Start End 0 7.71 031038 - 242/C FAMILY ROOM BEAM Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads H R1 = 2149 BEAM - 27 Prepared by: C. SWEI Date: 6/19/03 Registration # 8101 - 1456 BeamChek 2.3 3 -118x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area R1= 3.3 in R2= 3.0 in DL Defl 0.07 in Suggested Camber 0.10 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 8.9 ft 6.83 # 61 # 4496 '# L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 2149 # Reaction 1 LL 1924 # Reaction 2 LL 2149# 1764 # L / 569 L / 880 1410 # 1230 # Section (in Shear (in TL Defl (in) 42.19 22.48 OK 53% 28.13 13.92 OK 50% 0.19 0.44 OK 42% 0.12 0.30 OK 41% Fb (psi) Fv (psi) Base Values 2400 Base Adjusted 2400 190 190 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 405 = A Par Unif LL Par Unif TL Start End 82 LL Defl E (psi x mil) Uniform LL: 260 H = 102 Uniform Load A SPAN = 8.9 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 1924 BeamChek automatically added the beam self - weight into the calculations. Fc L (psi) 0 4.0 031038 - 242/C PORCH HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 414 4x 8 HF #2 Lu = 0.0 Ft NDS'91 Min Bearing Area BEAM -28 Prepared by: C. SWEI Date: 6/17/03 R1= 1.0 in R2= 1.0 in DL Defl <0.01 in. Registration # 8101 - 1456 BeamChek 2.3 Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 5.71 ft Reaction 1 414 # Reaction 1 LL 6.17 # Reaction 2 414 # Reaction 2 LL 35 # Maximum V 414 # 591 '# Max V (Reduced) 327 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 247 # 247 # Section (in Shear (in TL Defl (in) LL Defl 0.01 0.19 OK 8% 30.66 6.42 OK 21% 25.38 6.53 OK 26% 0.02 0.29 OK 8% Fb (psi) Fv (psi) E (psi x mil) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 139 = A Uniform LL: 87 Uniform Load A R2 = 414 SPAN = 5.71 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek automatically added the beam self- weight into the calculations. Fc l (psi) 031038 - 242/C PORCH HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 269 4x 8 HF #2 Lu = 0.0 Ft NDS '91 Min Bearing Area Section (in R1= 0.7 in R2= 0.7 in DL Defl <0.01 in. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 3.71 ft Reaction 1 269 # Reaction 1 LL 6.17 # Reaction 2 269 # Reaction 2 LL 23 # Maximum V 269 # 250'# Max V (Reduced) 181 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl . L / >1000 160 # 160 # Shear (in TL Defl (in) Fb (psi) BEAM - 29 Prepared by: C. SWEI Date: 6/17/03 LL Defl 30.66 2.71 OK 9% 25.38 3.63 OK 14% 0.00 0.19 OK 2% <0.01 0.12 OK 2% Fv (psi) E (psi x mil) Fc I (psi) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 139 = A Uniform LL: 87 Un torm Load A SPAN = 3.71 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 269 BeamChek automatically added the beam self- weight into the calculations. Registration # 8101 - 1456 BeamChek 2.3 031038 - 242/C PORCH HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 =911 BEAM - 30 Prepared by: C. SWEI Date: 6/17/03 Registration # 8101 - 1456 BeamChek 2.3 4x 10 HF #2 Lu = 0.0 Ft NDS'91 Min Bearing Area R1= 2.2 in R2= 2.2 in DL Defl 0.10 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 12.0 ft 7.87 # 94 # 2734 '# L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl L / >1000 911 # Reaction 1 LL 911 # Reaction 2 LL 911 # 794 # L/611 540 # 540 # Section (in Shear (in TL Defl (in) LL Defl 49.91 32.16 OK 64% 32.38 15.88 OK 49% 0.24 0.60 OK 39% 0.14 0.40 OK 35% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) 405 405 Base Values Base Adjusted 850 1020 75 75 1.3 1.3 CF Size Factor Cd Duration 'Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 144 = A Uniform LL: 90 Uniform Load A R2 = 911 SPAN = 12 FT Uniform and partial uniform Toads are lbs per lineal ft. BeamChek automatically added the beam self - weight into the calculations. 031038 - 242/C ENTRY HDR Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Pt bads: R1 = 485 C = 159 B = 159 4x 8 H F #2 Lu = 0.0 Ft NDS '91 Min Bearing Area H BEAM - 31 Prepared by: C. SWEI Date: 6117/03 R1 1.2 in R2= 0.9 in DL Defl 0.03 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 6.65 ft Reaction 1 485 # Reaction 1 LL 6.17 # Reaction 2 366 # Reaction 2 LL 41 # Maximum V 485 # 661 '# Max V (Reduced) 403 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 133 # 133 # Section (in Shear (in TL Defl (in) 30.66 7.18 OK 23% 25.38 8.06 OK 32% 0.04 0.33 OK 13% 0.01 0.22 OK 5% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Base Values Base Adjusted 850 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 50 = A Point TL Distance Par Unif TL Start End 1.6 4.9 LL Defl Uniform LL: 40 H = 80 Uniform Load A R2 = 366 SPAN = 6.65 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek automatically added the beam self- weight into the calculations. 0 Registration # 8101 - 1456 BeamChek 2.3 2.0 s • 9 031038 - 242/B GARAGE SHOP BEAM Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Pt loads: R1 = 3169 6 -3/4x 12 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area Section (in') Shear (in TL Defl (in) BEAM 32 Prepared by: C. SWEI Date: 7/09/03 LL Defl Registration # 8101 - 1456 BeamChek 2.3 R1= 4.9 in R2= 8.2 in DL Defl 0.28 in Suggested Camber 0.41 in Beam Span Beam Wtperft Beam Weight Max Moment TL Max Defl LL Max Defl 11.5 ft 19.68 # 226 # 20732 '# L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Defl L / 486 LL Actual Defl L / >1000 3169 # Reaction 1 LL 5331 # Reaction 2 LL 5331 # 5261 # 230 # 230 # 162.00 103.66 OK 64% 81.00 41.53 OK 51% 0.28 0.57 OK 49% <0.01 0.38 OK 2% Base Values 2400 Base Adjusted 2400 190 190 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Fb (psi) Fv (psi) Uniform TL: 50 = A E (psi x mil) Fc I (psi) Uniform LL: 40 Point TL Distance Par Unif TL Start End B = 7538 H 7.5 H = 80 Uniform Load A B R2 = 5331 SPAN = 11.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek automatically added the beam self - weight into the calculations. 0 2.0 031038 - 242/B GARAGE SHOP BEAM Choice Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Pt loads: R1 = 423 BEAM 32a Prepared by: C. SWEI Date: 7/09/03 Registration # 8101 - 1456 BeamChek 2.3 4x 10 HF #2 Lu = 0.0 Ft NDS'91 Min Bearing Area Section (in') R1= 1.0 in R2= 1.0 in2 DL Defl 0.02 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 8.5 ft 7.87 # 67 # 756''# L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) 357 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 423 # Reaction 1 LL 401 # Reaction 2 LL 423 # 170 # 170 # Shear (in TL Defl (in) LL Defl 49.91 8.89 OK 18% 32.38 7.13 OK 22% 0.04 0.43 OK 9% 0.02 0.28 OK 6% Base Values 850 Base Adjusted 1020 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Point TL Distance Par Unif TL Start End B = 172 H Fb (psi) Uniform TL: 50 = A 6.75 Fv (psi) E (psi x mil Uniform LL: 40 H = 80 Uniform Load A B SPAN = 8.5 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 401 Fc I (psi) BeamChek automatically added the beam self- weight into the calculations. 0 2.0 031038 - 242/C GARAGE 3 -CAR DOOR HDR Choice 14x 8 HF #2 Conditions NDS '91 Min Bearing Area Data Attributes Actual Critical Status Ratio Values Adjustments Loads /\ R1 = 1204 Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 8.0 ft 6.17 # 49 # 2408 '# L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 1204 # Reaction 1 LL 1204 # Reaction 2 LL 1204 # 1022 # L / 501 L/818 737 # 737 # Section (in R1= 3.0 in R2= 3.0 in DL Defl 0.07 in Shear (in TL Defl (in) BEAM - 33 Prepared by: C. SWEI Date: 6/17/03 Lu = 0.0 Ft LL Defl 30.66 26.15 OK 85% 25.38 20.44 OK 81% 0.19 0.40 OK 48% 0.12 0.27 OK 44% Fb (psi) Fv (psi) E (psi x mil) Fc ! (psi) 405 405 Base Values Base Adjusted 850 1105 75 75 1.3 1.3 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 295 = A Uniform LL: 184 Uniform Load A R2 = 1204 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek automatically added the beam self - weight into the calculations. Registration # 8101 - 1456 BeamChek 2.3 PLAN 2950N3 BEAM #34 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads R1 = 2065 BeamChek v2006 licensed to: Designs Unlimited Reg # 8101 -1456 3RD CAR GARAGE BEAM Prepared by: JM Date: 4/18/07. 4x 12 DF -L #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 3.3 in R2= 3.3 in DL Defl 0.03 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 8.0 ft 9.57 # 77 # 4131 '# L / 240 L / 360 Reaction 1 LL 1267 # Reaction 1 TL 2065 # Maximum V 2065 # Max V (Reduced) 1581 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 1267 # 2065 # Section (in Shear (in TL Defl (in) 73.83 50.07 OK 68% 39.38 13.18 OK 33% 0.07 0.40 OK 18% 0.04 0.27 OK 16% Fb (psi) Uniform LL: 317 Fv (psi) LL Deft E (psi x mil) Fc I (psi) Base Values 900 Base Adjusted 990 180 180 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.100 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 507 = A Uniform Load A SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 = 2065 05/09/07 City of Des Moines Community Development RE: Duplex Permit #B2006 -0361 In response to the comments dated April 11, 2007 for the above project and permit number, please find that the following corrections have been made to the plans: SOUND Item 3) Refer to sheet 2 with cloud and delta S03. Item 4) Refer to sheet 9 with cloud and delta S2. Item 5) Refer to sheet 12 with cloud and delta S05. STRUCTURAL Item 6) Refer to sheet 7 with cloud and delta S06. Item 10) Refer to sheet 3 with cloud and delta S10. Item 11) Refer to sheet 3 and S1 with cloud and delta S 11 and revised calculation. Item 12) Refer to sheet 3 and S1 with cloud and delta S12. FIRE DEPARTMENT REQUIREMENTS Item 1 thru 4- This information is shown on plan with cloud and delta F1. Please contact our office for any additional questions or informations you may have. Sincerely, Nestor Madej a Designs Unlimited (253) 872 -2580 ext. 108 Legal Description: Lot 1 of City of Tukwila Haggard Short Plat No. L06 -071 as recorded under King County Recording No. XXXXXXXX Records of King County, Washington. Being a portion of Government Lot 6, Sectionl0, Township 23 North, Range 4 East, W.M. Subject to a private easement for sanitary sewer and water over, under and across the South 20 feet of said Lot 1; Subject to a private easement for sanitary sewer and water over, under and across the South 20 feet of Lot 2 of said Short Plat; Being a portion of Government Lot 6, Section10, Township 23 North, Range 4 East, W.M. J N.W CORNER SEC. 10 -23 -4 SET 'X' IN FND. CONC. TON, FEB. 03 CONCRETE STA 0 +51.01 PER R.O.S.150/79 S. 88'1527' 89 ter $81'5 "E 919;94' N 50' L efr •.�-- 35a S • l st O730 1 1 CHAIN UNK FNC. 2.0 S CHAIN LINK FNC. ON .LINE • .•• 3.1' 3.4' 11,1• iM N 81'5114131 E(R) 8.3' 6.5' 50 1 B.S.B.L. (TYP, ) 2. . 50' EXIST. 2" IP 0.34' S & 0.16V. A•Kral 1i=4 '1;1 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 -rVLLY ko ( Ler )) PERMIT # b 07 - Zo ( @ 3szo S . 11 44 4 % 5r j 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 / / /Z000 3� o 00 A. Total Improvements g Oeo 3. Calculate improvement-based fees: C. 2.0% of amount over $100,000, but 2.bb less than $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume / cubic yards Enter total fill volume /00 cubic yards $ Zoo %' Use the following table to estimate the grading plan review and permit fee. Use the ereater of the excavation and fill volumes. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 1 $ 13 5n (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 4 13 ..; $250 (1) 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 lst 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 Oa' 6. Permit Issuance/Inspection Fee (B+C-I-D) $ Z 00 Pavement ee (6) 7 t F (. St $ , (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 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 $ 3? .% (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2007 —12.31.2007 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 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* 50 fraillasterte. m ) D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A 1 so Total A through E $ " (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ ./ E. Duwamish ( � w mor es) $ i/ F. Transportation Mitigation ee ,g_ ) $ 012, 13 88 v G. Other Fees(Cbot IC Total 3t'fb °r Total A through G $ � S- $ 13 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ i;6 S$ 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. Approved 09.25.02 Last Revised Jan. 2006 (cicc ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE 0.75" 2.5" $300 $1,000 Temporary Meter 3 TO: FILE Okthl FROM: PUBLIC WORKS DEPT. — David McPherson, Development Engineer DATE: October 31, 2007 SUBJECT: Tulley (SFR) a.k.a. Lot 1 of Haggard — 2 Lot Short Plat 3520 South 116 Street Water Meter Fees Building Permit No. D07 -203 MEMORANDUM Attached to the plan sheets submitted by the applicant under Building Permit No. D07 -203, is a plan sheet Approved under demolition permit no. MIO2 -142. The house that was demolished; shared a 2 -inch water service line and water meter with a house that remains on Lot 2 of the Haggard — 2 Lot Short Plat. Public Works has determined the following. 1. A $600.00 water meter installation fee does apply to Building Permit No. D07 -203. 2. The City of Tukwila - Duwamish single family assessment fee, does not apply to Building Permit No. D07 -203. 3. The Cascade Water Alliance (RCFC) fee for a single family 3 /4 -inch water meter, does not apply to Building Permit No. D07 -203. 9, TO: FILE DATE: October 22, 2007 Building Permit No. D07 -203 MEMORANDUM FROM: PUBLIC WORKS DEPT. — David McPherson, Development Engineer SUBJECT: Tully (SFR) a.k.a. Lot 1 of Haggard — 2 Lot Short Plat 3520 South 116 Street Water Meter Fees The water meter fee and water assessment fees for Building Permit No. D07 -203 shall be revised. The plan sheets submitted and Approved by Public Works on 7/13/07 do not show the water meter location or the water service connection line, for the proposed new single family residence at 3520 S. 116 Street. Attached to the plan sheets submitted by the applicant under Building Permit No. D07 -203, is a plan sheet Approved under demolition permit no. MIO2 -142. The demolition permit shows three existing water meters, however, only two have been verified in the field. 1. A water assessment fee applies to Building Permit No. D07 -203, for the new water connection. The Duwamish single family connection fee is $4,055.34 until January 31, 2008. 2. A Cascade Water Alliance (RCFC) fee applies to Building Permit No. D07 -203, for the new water connection. 3. A $600.00 water meter installation fee applies to Building Permit No. D07 -203, for the new water connection. $50.00 has already been paid towards this fee. E� SIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -203 DATE: 06 -07 -07 PROJECT NAME: TULLY HOMES LOT 1 SITE ADDRESS: 3520 S 116 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Bu • i i • I i ision Public Works V \ M 1_I4)-6 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUESITHURS ROJJTING: Please Route Documents/routing slip.doc 2 -28-02 1 APPROVALS OR CORRECTIONS: Fire Prevention Planning Division Structural ❑ Permit Coordinator X Incomplete Structural Review Required DUE DATE: 06 -12 -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: 07 -10 -07 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Part A: (To Be Completed by Applicant) Purpose of Certificate: 0 Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: 0 Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: Tully Homes, Inc. Phone: (206) 244 - 3282 Property Address or Approximate Location: 3520 S 116th Tax Lot Number. 073300 - 0005 • Legal Description(Attach Map and Legal Description if necessary): Legal Description & Map attached. Part B: (To Be Completed by Sewer Agency) 1. ® a. Sewer Service will be provided by side sewer connection only to an existing 6 a size sewer 0 feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and/or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. 0 a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ /Oip.0, a. District Connection Charges due prior to connection: ?2%'.00 GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $426848 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required l4 May be Required RECEIVE c. Other. JUN -7 201 PERMIT CEN1 CERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY Residential: $50 14816 Military Road South P.O. Box 69550 NT Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 Commercial: $100 �C! Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date signature. By (7 President Title 2/21/07 Date ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. Iacknowledge that Ihave received the Certificate ofSewer Availability/Non AvailabilityandthisAttachment, and fully understand the terms and conditions herein. Applicant's Signature 2/21/07 Date Parcel No.: 0733000005 Permit Number: D07 -203 Address: 3520 S 116 ST TUKW Issue Date: 07/18/2007 Suite No: Permit Expires On: 05/06/2008 Applicant: TULLY HOMES - LOT 1 DESCRIPTION OF WORK: NEW 2950 SQ FT SFR WITH 706 SQ FT ATTACHED GARAGE Public Works permitted activities include land altering, TESC, connected to existing 3/4" water meter, storm drainage including infiltration w /overflow to Public drainage system, driveway access, undergrounding of power, and Street Use. Valley View Sewer Dist. 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): N TOTAL WATER FEES: $600.00 doc: WTRMTR City of T ukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 -431 -3665 Web site: http://www.ci.tulcwila.wa.us WATER METER INFORMATION METER #1 Work Order Number: 5204107 METER #2 METER #3 Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: PERM $0.00 $0.00 $0.00 D07 -203 Printed: 11 -13 -2007 License Information License TULLYHI965KS Licensee Name TULLY HOMES INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602343568 Ind. Ins. Account Id 99486701 Business Type CORPORATION Address 1 13217 4TH AVE SW Address 2 City SEATTLE County KING State WA Zip 981463338 Phone 2062443282 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 5/10/2004 Expiration Date 5/10/2008 Suspend Date Separation Date Parent Company Previous License TULLYH'003K2 Next License Associated License Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #1 COLONIAL AMERICAN CAS & SUR CO LPM4066246 05/07/2004 Until Cancelled $12,000.00 05/10/2004 Business Owner Information Name Role Effective Date Expiration Date TULLY, DAVID PRESIDENT 05/10/2004 Look Up a Contractor, Electric; an or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= TULLYHI965KS 07/18/2007 PROJECT DESCRIPTION: NEW SINGLE FAMILY RESIDENCE WITH CRAWL 5F'ACE FOUNDATION AND ATTACHED 3 CAR GARAGE. INDEX TO ORAUJINGS COVER SWEET — C SITE PLAN 4 DRAINAGE PLAN 0 ELEVATIONS PLAN — 1 MAIN FLOOR PLAN - 2 UPPER FLOOR PLAN — 3 FOUNDATION PLAN — 4 UPPER FLOOR FRAMING ZING — ROOF FRAMING PLAN — 6 EUILDING SECTION PLAN — 1 SUILDING DETAILS — Al GENERAL NOTES — X42 GENERAL NOTES — A3 MAIN FLOOR LATERAL ENGINEERING — L -1 UPPER FLOOR LATERAL ENGINEERING — L -2 LATERAL ENGINEERING DETAILS - D -1 LATERAL ENGINEERING DETAILS (STRONG -WALL) - SUJ1 COPY OF RECORDED SORT PLAT - 1 OF 2 COPY OF RECORDED S1 —I01RT PLAT - 2 OF 2 PROPOSED NEW SINGLE FAMILY RESIDENCE 3520 S. 116th STREET, TUKWILA, WA 98168 1 SEPARATE PERMIT REQUIRED FOR: 1 NlechanLcal 1 Electrical 1if lumbing V Ga is Piping City of Tukwila BUILDING DIVISION Date: PUB COPY Permit No. -770 clty of Tukwila BUILDING DIVISION 08 Plan review approval Is subject to errors and omi Approval cr' censt action documents does not authorise the violate:1 c, "• 4717 accep ed code or ordinance. Receipt of approved L j c , end conditions Is acknot vledged; j BIEVESEMS No elimtrtsw chal5 be made tm to cco C.? E. W: 4s rzltbout eprrovzil of NOTE: Revisions will require a new p!an sou r tml pp artd may include additional plan review tees. S3U ILD INCA FLOOR AEA FIRST FLOOR - 1306 S.F UPPER FLOOR - 1644 S.F. GARAGE — 106 S.F. PORCH — 106 S.F. VICINITY MAP These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions 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. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: Dr2 • _-- cul..3,11 F12gs91A6cizvn ci MALI* u9yfel} An0 171 ...., A '-^,-,.., 1 . � , , y ` 1 \`1 4 111 1 �• — , 1l r S �' y4 \\ �ti, .- as3 1 1 ' 1i 3 i \\ ti \�1 \\ 5' \ .4 \ \o `\\ i �; c3l�rtir --a ` %iN 1,, �\\ \ \\ \\ \,. -% \'\% '�4 1 \ \1 \ \ NTS RECEIVED JUN -- 7 2007 PERMIT CENTER z 3 0 lx 0 �- 20 3 613311 13,11' so - SITE PLAN SCALES P 7 loll � m UTILITY EASEMENTS SCHEDULE bG G 0 1'1 NEB"i \ X ? Gp \Pv P 1. _.r 3528 S. 116th St. (LOT 2) qpW9i welL1Afrfieti W/bv?(ft" 1 •rf• A�� ''!i PROPOSED PO ABbt~ OAR, E1.1~ GTR1G1 ONO SEWER; SANITARY SEWER EASEMENT RECORDED UNDER RECORDING NO. 20010122001159 WATER: WATER EASEMENT RECORDED UNDER RECORDING NO. 20010201001682 UTILITIES; UTILITIES EASEMENT (STORM SEWER, POWER, PHONE, CABLE) RECORDED UNDER RECORDING NO. 2001040900181 E pgFM E ly �g) �t A �' E lo vgA SITE ADDRESS: 3520 S. 116TH STREET TAX PARCEL NO.: 013300 - 0005 OWNER: TULLY HOMES, INC. 13211 FOURTH AVENUE SW BURIEN, WA 98146 PHONE: (206) 244 -3282 FAX: (2O6) 244 -2951 VERTICAL DATUM 3 MAYO 88 SITE BENCHMARK - TOP OF HYDRANT a 21.02' REQUIRED BUILDING SETBACK LINES (BSBL); FRONT YARD a 20' SECOND FRONT YARD 9 10 REAR YARD a 10' SIDE YAW = 5' LOT COVERAGE: LOT AREA a 8380 HOUSE FOOTPRINT AREA a 2148 PERCENTAGE OF LOT COVERAGE a 26% OG'� \1�� y1 ��, , G`p1 �� \b \Ir l 11 �'! P \ �l �o � \D) yOG I� \1S 1 6¢N 1 P� $ e \ 3 g9 \ 6 11 P q G P \P�� • • • '1 p,, l 1, LEGAL DESCRIPTION: LOT 1 OF TUKWILA SHORT PLAT LO6 - 011 AS RECORDED UNDER KING COUNTY RECORDING NUM RECORDS OF KING COUNTY, WASHINGTON. BEING A PORTION OF GOVERNMENT LOT 6, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. . Y.0 \ b, � S N� \� o \(o \ .� a � 1y \3 0 4: 5¢1�pgED \�• P l'hcsc 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 Jcsigner. Additions, deletions or revisions to these drawings aftcr this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: B / 3 /en R 20010213900010, SUBJECT TO A PRIVATE EASEMENT FOR SANITARY SEWER AND WATER OVER, UNDER AND ACROSS TI-4E SOUTH 20 FEET OF SAID LOT b AND TOGETHER WITH A PRIVATE EASEMENT FOR SANITARY SEWER AND WATER OVER, UNDER AND ACROSS THE SOUTH 20 FEET OF LOT 2 OF SAID SHORT PLAT; BEING A PORTION OF GOVERNMENT LOT 6, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. RECEIVED JUN -7 2007 PERMIT CENTS[ 0 co z 9 AL g 1 .1' T.O. SUBFLOOR T.O. PLATE cA T.O. SUBFR 4 to O \ T.O. PLATE an T.O. PLATE T.O. SUBFLR FIGIR T.O. PLATE OPTIONAL 3 -CAR GARAGE BEYOND T.O. SUBFLOOR FINISH GRADE 6" LAP SIDING 4" CON RE PATIO E [ 4:121 12 16:12 SCALE : I /4" • 1' -0" 24 "x24" SKYLIGHT MIER T1QN L PROVIDE CONTINUOUS METAL GUTTERS TYPICAL. 2. PROVIDE ROOF VENTS PER IRC SECTION 8806.1 TYPICAL. 3. PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTER FLASHING AT ALL ROOF PENETRATIONS INCLUDING CHIMNEYS_ 4. REFER TO SECTION 81001 IRC. FOR CHIMNEY CONSTRUCTION. 5. PROVIDE WEATHER - STRIPPING AT ALL DOORS AND WINDOWS. CAULK ALL JOINTS AND PENETRATIONS IN EXTERIOR WALL. 6. BRICK TO BE SUPPORTED BY STEEL LINTELS AND SHALL NOT BEAR ON WOOD FRAMING. 1. FINISHED EXTERIOR GRADE TO SLOPE AWAY FROM BUILDING AT A SLOPE OF AT LEAST 2 % FOR A MINIMUM OF 5 FEET. S. POST APPROVED NUMBERS OR ADDRESS ON THE DWELLING. ADDRESS SHALL BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET FRONTING THE DWELLING. SCALE : 1/4" • I' -O" GROUND SNOW LOAD WIND SPEED (M_P.H.) SEISMIC DESIGN CATEGORY DECAY TERMITE FROST LINE DEPTH WEATHERING WINTER DESIGN TEMP. ICE SHIELD FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP. 25 85 DI/D2 SLIGHT SLIGHT/MOD 12" MOD 26 NO FCC 11ABO 50 50 _ .ARIUM1„DPT.0 a, TT; 1 LI BC HE L. OF ITOM LEV \\_ COMP. -\\ SHINGLES 4" CONCRETE 6 PATIO OPTIONAL FIREPLACE 12 6 LANDING \" T.O: SUBI =LOOP ;EFT ELEY GUTTE COMP. -\ SHINGLES 1 18:12] 16 :121 16:121 OPTIONAL FIREPLACE -/ � 1a 12 1x4 CORNER TRIM OPTIONAL FIREPLACE BEYOND BRACKET (OPT.), SEE DETAIL f *IS ON SHT. 2 0 5/8 1x4 CORNER TRIM COMP. SHINGLES 1 5:121 3 GUTTER 6" LAP SIDING t_O. PLATE TAPERED II COLU DTL. *19 = ON SHT. 2 O 6► OPT. STONE NEER PORCH � - ll BRACKET (OPT.), SEE DTL. *18 ON SHT. 2 6" LAP SIDING COMP. SHINGLES TAPERED COLUMN, DETAIL *1*19 ON SHT. 2 OPTIONAL STONE VENEER 2x10 BARGE TRIM W/ 1x3 SHAKEMOLD SMOOTH PANEL HARDIE T.O. PLATE 0 T.O. PLATE 6 PORCH 1x3 BATTS fp 16" D.C. 0/ IHARDIE PANEL SIDING, TYPICAL TAPERED COLUMN, SEE DTL. *19 ON SNT. 2 0 1 8:12 I OPTIONAL --s FIREPLACE T.O. LAND'G 6 PORCH FIN. GRADE • IS:121 •a 12 "x12" VENT 164404 $0,11}91044 • OPTIONAL 3 -CAR GARAGE - Y SCALE : 1/4" • 1' -O" •. .s • - ►,. 1F,F)) SCALE : 1/4" • 1' -0" I' I\ I `. • • OPTIONAL STONE VENEER HT C a T • REVIEWED LIANCE CODE C APPROVED JUL 16 2001 City Of Tukwila B I DIN DIVISION A • r • - g% i 4 6" LAP SIDING: 12 14 T.D. SUBFLR \ T.O. PLATE \ O RECEIVED JUN -7 2007 PERMiI CENTL 0 3) T.D. SUBFLOOR 1 FINISHED I I GRADE 4" CONCRETE PATIO eitiOnSitgkIk glaamitrAlk c H i Edi4 21Pr En gitoR ivhb b904 app DRAFTER Phil M. DATES 3/19/200'1 FILE *: 011031 PROJ ' 011031 0 U 0 DOOR POUCH 'A ® 82E8 DOOR TYPE OPENING WIDTH (STUD TO STUD) OPENING HEIGHT (TOP OF SUBFLR TO NOR) EXTERIOR DOOR WIDTH + 2" 84" INTERIOR DOOR WIDTH + 2" 83" BIPASS HALF JAMB DOOR WIDTH S1" BIFOLD HALF JAMB DOOR WIDTH + I -1/4" 32" O O O OPTIONAL FIREPLACE O O I II 1' -O 4' -3 1/2" PROVIDE MIN. 18' x24" CRAWL SPACE ACCESS 36' I.C$.O. APPROVED - =, DIRECT VENT FIREPLACE W/ 20" D. FLUSH HEARTH. MIN. 6 SQ IN. O.S. COMB. AIR. SEE NOTE +22 dtr- 4' -O" 3060 JP 13' -4" 3' -4 1/2" 13' -4" I � F F TL J Q OPT. DEN S.H. 3060 S.H. 4' -O" WALL 7 A 2665 2668 1 cri • " 1 1 - O" 9 ti 4' -6" +36 SHELF HANDRAIL a 36" AB OVE NOSING O ❑S 011 ENTRY LINE OF WALL ABOVE (2) 1040 SIDELIGH 3010 ABOVE DR. 11 1/2" 1 fi 0 Ira' -4" 11' -O" 12' -2" S' -2" OPTIONAL FIREPLACE OPTIONAL FIREPLACE 36 DIRE 20" ' I:C.5.O. APPROVED T VENT FIREPLACE W/ . FLUSH HEARTH. MIN. IN 03. COMB. AIR SEE NOTE *22 FAMIL 36 DIRE 20" 6 D IN ING CARPET I3'-4" HANDRAIL ABOVE NO 4' - 3 1/2" OPT. +34 HGT. RAIL ' I.C.B.0. APPROVED T VENT FIREPLACE W/ . FLUSH HEARTH. MIN. IN 0.. COMB. AIR SEE NOTE "22 L CARPET +36 SHELF r ENTY 306 • S.H. 30 (2) 1040 SIDELIGH 3010 ,A DR 4' -6" 1' -O" 4050 SLDR z 4" ' ONC. PATIO 0 90610 . .a.o. W/ / 9010 FIXE ABV. SLID. 20 SOLAR BOVE - OPT. +36 SHELF 1 I I 1 LILEOF LABOLE _ OPT. DESK +36" ISLAND WHOLE HOUSE FAN CONNECT TO APPROVED 24 HR TIMER FAN V.T.O. 0 SEE NOTE 91, 18 5 3 11 0x36" HIGH (MIN.) PIPE BOLLARD 3' -11" FAN V.T.O. 50 SEE NOTE PANTRY 5 SHELVES 4' -5 1/2" S 1/2" GARAGE I SEE NOTE • 12 I LINE OF WALL ABOVE 16080 3' - 1/2" 13 5' -10" 6 16' -3" R.O. S 1/2" 19' -S" 1' -S 1/2" 39' -6" Ell 39' -6" SCALE : 1/4" ■ 1' -0 [IN 1 MAIN: 1306 S. GARAGE: 460 S.F. 8R A R C SCALE : 1/4" 1' -0" alt 5' -0" LINE OF WALL ABOVE 2630 4' - 2 1/2" FIXED 44' -6" OVERALL 2' -6" J ARE F OO TA M SUMMA MAIN FLOOR UPPER FLOOR TOTAL FINISHED AREA GARAGE 1306 SF. 1644 S. 2590 SF. 460 SF. aumg EMMA TION ALL GLAZING TO BE IN COMPLIANCE WITH THE LATEST WASHINGTON STATE ENERGY CODE. TOTAL FINISHED AREA TOTAL GLAZING AREA GLAZING PERCENTAGE 2590 S.F. 458 SF. 11.68 % IOC L WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS 2. ALL HEADERS TO BE 4x10. D.E. •2 UNLESS OTHERWISE NOTED, CHECK PLAN. EQUIVALENT PARALLAM BEAM MAY BE SUBSTITUTED IN PLACE OF BEAMS 4 HORS. 3. BOTTOM OF HEADERS TO BE 1 11 -1/2" THIS FLOOR UNLESS NOTED OTHERWISE. 4. ALL EXTERIOR WALLS 2x6 W/ R -21 INSULATION UNA. 5. ALL FRAME NAILING TO SATISFY CHAPTER 6 IRC BLOCK ALL PLYWOOD EDGES. ALL EXTERIOR SHEATHING NAILED W/ lOd a 6" 0.G. (EDGE) AND 12" 0.C. (FIELD), UNA., TYP. 6. PROVIDE DOUBLE JOISTS OR BLOCKING WHERE PARTITIONS OCCUR ABOVE. ,. PROVIDE SOLID BLOCKING OVER SUPPORTS. S. PLATE HEIGHT 9' -0" THIS FLOOR UN.O. 9. FIRE BLOCKING 2 ALL PLUMBING PENETRATIONS 10. ALL STORAGE AND SPACES UNDER STAIRCASES TO BE FINISHED WITH 5/8" TYPE "X" GYPSUM BOARD. 11. FINISH ALL CEILINGS WITH 5/8" GYPSUM BOARD 12. AT GARAGE USE 5/8" TYPE "X" GYP. BD. AT ALL COMMON WALLS, ALL CEILING AND ALL EXPOSED BEAMS. 13. PROVIDE 26 -GAUGE GALVANIZED SHEET METAL FLASHING ABOVE WINDOWS AND DOORS. (TYP.) LAP BUILDING PAPER OVER 14. HOLD SIDING 6" ABV. FINISHED GRADE, TYP. 15. FASTEN MULTI -LAM 2X BEAMS PER IRC STANDARDS, CHAPTER 6, TABLE R6023(U, TYPICAL DIRECTION. 16. ALL VOIDS TO BE FIRE/DRAFT BLOCKED FER IRC SECTION R602.6. 17. IS. I. INSTALL WATER HEATER PER 1931 NAECA. PROTECT FROM IMPACT PER 2003 [MC. THE PILOTS, BURNERS, HEATING ELEMENTS, AND SWITCHES SHALL BE A MIN. OF IS" ABOVE THE GARAGE FLOOR PER 2003 STRAP THE WATER HEATERS AT POINTS WITH IN THE UPPER 1/3 AND LOWER V3 OF ITS VERTICAL DIMENSION. LOWER POINT SHALL BE MINIMUM 4" ABOVE CONTROLS. FURNACE TO BE PLACED IS" ABV. FLOOR ON 1 HOUR FURNACE PLATFORM W/ (2) 3/4" LAYERS PLYWOOD. THE PILOTS, BURNERS, HEATING ELEMENTS, AND SWITCHES SHALL ALSO BE A MIN. OF IS" ABOVE THE GARAGE FLOOR PROTECT FROM IMPACT PER 2003 I.M.C. 20. DOOR BETWEEN HOUSE AND GARAGE TO BE 20 MIN RATED, SOLID CORE, TIGHT FITTING, WITH SELF CLOSURE. 2I. ALL SMOKE DETECTORS TO BE 110 VOLT WITH BATTERY BACKUP, INTERCONNECTED. 22. INSTALL DIR VENT FRPL. PER TERMS OF LISTING AND MFGRS SPECS. PER IRC RI001. 23. PROVIDE CONT. HANDRAIL AT STAIRS A MIN. OF 1 I/2" FROM WALL, REFER TO DETAIL 13 ON SHEET NO. A3. 24. LIGHTING CONTROLS FOR INTERIOR STAIRWAYS MUST BE PROVIDED AT THE TOP AND BOTTOM OF THE STAIR 25. WALLS W/ GREATER THAN 350 PLF REQUIRE A MINIMUM OF A 3x MEMBER AT ABUTTING PANEL EDGES AND SILL PLATES. FOR WALLS BETWEEN 350 AND 600 PLF, ANCHOR BOLT SPACING HAS BEEN DECREASED BY 1/2 (USE 2x SILL PLATE). PER IRC 8403.1.6. 26. TUBS AND SHOWERS: • FIRE BLOCKING BETWEEN STUDS. • LIMIT SHOWER FLOW TO 25 G.P.M. • WATERPROOF WALL TO WITHIN 10" ABOVE DRAIN INLET. • VAPOR BARRIER BEHIND GYPSUM BD. • ALL GLAZING WITHIN 10" ABOVE DRAIN INLET TO BE SAFETY GLASS. 2T. E DENOTES EGRESSABLE WINDOW W/ A MIN. 5:1 SQ. FT. NET CLEAR OPENING t 44" MAX. ABV. FIN FLR MIN. EGRESSABLE WIDTH IS 20 ", MIN. HEIGHT IS 24 ". 2.3.W DENOTES SAFETY GLAZING REQUIRED IN THE FOLLOWING AREAS; A GLAZING LESS THAN 60" ABOVE TUB OR SHOWER B. ALL TUB t SHOWER DOORS 4 ENCLOSURES EXCEPT GLASS BLOCK. GREATER THAN 3" SPHERE UNLESS DECORATIVE GLASS. D. ALL WINDOWS WITHIN 24" OF A DOOR SWING. LESS THAN 60" ABOVE FLOOR E. FIXED AND SLIDING PANELS OF SLIDING DOORS. F. ALL UNFRAMED SWINGING DOORS. G. GLAZING LESS THAN 3' INORIZ OF STAIR OR LANDING LESS THAN 60" ABOVE FIN. FLR H. GLAZING LESS THAN 60" ABOVE STAIRS. O N GARAGE: SOS SF. OPT. STONE VENEER a' -o" R.O. O. I' -O" 10' -0" 4050 SLDR PANTRY 5 SHELVES HrB. OPT I ON,AL KITCN WASH. O a 1O' -O" 6 3/4 "x12 " GLIB 24F -V4 'F/DF UPSET FLUSH SoSO 0.HD. 1' -S 1/2" 50 ovERALL EX.TIEHM: C SCALE : V4" 1' -0" 1 GARAGE: 106 S.F. REC JUN - 7 2007 PERMIT CENTEI @s 2oaa I© tEz 1 tfl rib 2 peW Eng SO RAY; grqpg nin } LO � w BS DRAFTER Phil M. DATE: 3/19/200'1 FILE 'z 01I031 PROJ 0' 01103I Doof touc1-1 SPAM ene DOOR TYPE OPENING UJIDTI-4 (STUD TO STUD) OPENING HEIGHT (TOP OF SUUBFLR TO HDR) EXTERIOR DOOR WIDTH + 2" 84" INTERIOR DOOR WIDTH + 2" 83" BIPASS HALF JAMB DOOR WIDTH 81" BIFOLD HALF JAMB DOOR WIDTH + 1 -1/4" 82" r O 0 i SCALE : 1/4" 1' -0" 0 O �r L LINE OF ROOF BELOW 5' -O" HANDRAIL 34' ABC VE NOSING R45 6068 81 -FOLD 9' -7" 151:D1RM-4 3050 5.H. 3050 S.H. / 3' -4 1/2 " 13' -4" CARPET 4 -O" t'sIER +36 RAIL ABOVE FINISH FLOOR 0 110 SD INTERCONNETED O 110 5P co OPEN TO BELOW 0 " TYP. 3' -3" 3036 FIX LINE OF WALL BELOW FlAn 16 -4" 11' -O" 12' -2" MASTS R .a ? CARPET �C1 Y 1/2" CARPET - - Ae ° 0 - 3054 S.H. 3054* S.H. 13' -4" 1' -0" TY 1' -0 1/2" 3' -9" 3036 FIX 2268 1/2" g' - +32 SHELF 31 , I 3' -5" 2' -4" S 1/2" 1' -2 1/2" , ber 51DIRM— 4 CARPET 2'-1 1/2" 51 36"x42" SH• R VENT THRU RO 068 BI -FOL 5' -I" 6068 BI -FOLD 3' -3 1/2" 1 1 0 SD 3' -1 1/2" BONUS 3' -4 1/2" 19' -5" LINE CF ALL BELOW PL ELEV. "B" ONLY 3050 S.H. 3050 S.H. 5050 SLDR F ,• V.T.o. LINE OF WALL BELOW j LINE OF ROOF BELOW O c'4 SCALE : 1/4" . 1' -0" 39' -6" ROTES 1 WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS 2. ALL HEADERS TO BE 4x10. DP. "2 UNLESS OTHERWISE NOTED, CHECK PLAN. EQUIVALENT PARALLAM BEAM MAY sE SUBSTITUTED IN PLACE OF BEAMS 4 HDRS. 3. BOTTOM OP HEADERS TO BE T THIS FLOOR UNLESS NOTED OTHERWISE. 4. ALL EXTERIOR WALLS 2x6 W/ R - 2I INSULATION UN O. 5. ALL FRAME NAILING t0 SATISFY CHAPTER 6 IRC BLOCK ALL PLYWOOD EDGES. ALL EXTERIOR SHEATHING NAILED W/ IOd m 6" O.C. (EDGE) AND 12" O.C. (FIELD), L NA., TYP. 6. PROVIDE DOUBLE JOISTS OR BLOCKING WHERE PARTITIONS OCCUR ABOVE. 1. PROVIDE SOLID BLOCKING OYER SUPPORTS. a PLATE HEIGHT 8' -P' THIS FLOOR UN.O. 9. FIRE BLOCKING 2 ALL PLUMBING PENETRATIONS 10. ALL STORAGE AND SPACES UNDER STAIRCASES TO BE FINISHED WITH 5/8" TYPE "X" GYPSUM BOARD. 11. FINISH ALL CEILINGS WITH 5/8" GYPSUM BOARD 12. AT GARAGE USE 5/8" TYPE "X" GYP. BD. AT ALL COMMON WALLS, ALL CEILING AND ALL EXPOSED BEAMS. 13. PROVIDE 26 -GAUGE GALVANIZED SHEET METAL FLASHING ABOVE WINDOWS AND DOORS. (TYP.) LAP BUILDING PAPER OVER 14. HOLD SIDING 6" A5V. FINISHED GRADE, TYP. 15. FASTEN MULTI -LAM 2X BEAMS PER IRC STANDARDS, CHAPTER 6, TABLE R6O23(1), TYPICAL DIRECTION. 16. ALL VOIDS TO BE FIRE/DRAFT BLOCKED PER IRC SECTION R602.8. 11. INSTALL WATER HEATER PER 1987 NAECA PROTECT FROM IMPACT PER 2003 INC. THE PILOTS, BURNERS, HEATING ELEMENTS, AND SWITCHES SHALL BE A MIN. OF 18" ABOVE THE GARAGE FLOOR PER 2003 I.M.C. la STRAP THE WATER HEATERS AT POINTS WITH IN THE UPPER 1/3 AND LOWER 1/3 OF ITS VERTICAL DIMENSION. LOWER POINT SHALL BE MINIMUM 4" ABOVE CONTROLS. FURNACE TO BE PLACED 18" AM/. FLOOR ON 1 HOUR FURNACE PLATFORM W/ (2) 3/4" LAYERS PLYWOOD. THE PILOTS, BURNERS, HEATING ELEMENTS, AND SWITCHES SHALL ALSO 5E A MIN. OF IS" ABOVE THE GARAGE FLOOR PROTECT FROM IMPACT PER 2003 LM.G. 19. 20. DOOR BETWEEN HOUSE AND GARAGE TO BE 20 MIN RATED, SOLID CORE, TIGHT FITTING, WITH SELF CLOSURE. 21 ALL SMOKE DETECTORS TO BE 110 VOLT WITH BATTERY BACKUP, INTERCONNECTED. 22. INSTALL DIR VENT FRPL. PER TERMS OF LISTING AND MFGRS SPECS. PER IRC R1001. 23. PROVIDE CONT. HANDRAIL AT STAIRS A MIN. OF 1 1/2" FROM WALL, REFER TO DETAIL 13 ON SHEET NO. A3. 24. LIGHTING CONTROLS FOR INTERIOR STAIRWAYS MUST BE PROVIDED AT THE TOP AND BOTTOM OF THE STAIR 25. WALLS W/ GREATER THAN 350 PLF REQUIRE A MINIMUM OF A 3x MEMBER AT ABUTTING PANEL EDGES AND SILL PLATES. FOR WALLS BETWEEN 350 AND 600 PLF, ANCHOR BOLT SPACING HAS BEEN DECREASED BY 1/2 (USE 2x SILL PLATE). PER IRC R403.1.6. 26. TUBS AND SHOWERS: • FIRE BLOCKING BETWEEN STUDS. ► Limit SHOWER FLOW t0 25 G.P.M. • WATERPROOF WALL TO WITHIN 10" ABOVE DRAIN INLET. • VAPOR BARRIER BEHIND GYPSUM SD. + ALL GLAZING WITHIN 10" ABOVE DRAIN INLET TO BE SAFETY GLASS. 21. OOFF DENOTES EGRESSABLE WINDOW W/ A MIN. 5.1 ea FT. NET CLEAR OPENING 4 44" MAX ABV. FIN FLR. MN. EGRESSABLE WIDTH IS 20 ", MIN. HEIGHT IS 24 ". 28.W DENOTES SAFETY GLAZING REQUIRED IN THE FOLLOWING AREAS: A. GLAZING LESS THAN 6o" ABOVE TUB OR SHOWER B. ALL TUB 4 SHOWER DOORS 4 ENCLOSURES EXCEPT GLASS BLOCK. GREATER THAN 3" SPHERE UNLESS DECORATIVE GLASS. D. ALL WINDOWS WITHIN 24" OP A DOOR SWING. LESS THAN 60" ABOVE FLOOR E. FIXED AND SLIDING PANELS OF SLIDING DOORS. F. ALL UNFRAMED SWINGING DOORS. G. GLAZING LESS THAN 3' HORIZ. OF STAIR OR LANDING LESS THAN 60" ABOVE FIN. FLR H. GLAZING LESS THAN 60" ABOVE STAIRS. 1644 S.F. ECEIVED JUN — 7 2007 PERMIT CENT EF, DRAFTER- Fill M. DATE: 3/19/22001 FILE 011031 FROJ + 011031 0 0 FUMATION NOTES I. WRITTEN OVER SCALED 2. ALL FOOTINGS DEPTH 3. STEP FOUNDATIONS CONDITIONS 4. ALL CONCRETE FIRM UNDISTURBED 2,000 PSF TO SOILS 5. ALL WOOD OR MASONRY WEATHER 6. VERIFY CONDITIONS. 1. PROVIDE REQUIRED. CONNECTIONS BEEN INSTALLED. 8- PROVIDE AT PARTITIONS 9- PROVIDE WITH I /4" MESH AS 10. ■ DENOTES 2X4 PONY (2) 2x4 STUDS UNLESS 11. CRAWL SPACE BELOW FLOOR BEAMS VAPOR 12" AT SEAMS FOUNDATION TYPICAL. 12. ALL BEAMS FOR LUMBER NOTED 13. ALL POSTS BEAM SPLICES) OTHERWISE. 14. ALL ISOLATED 24 "x24 "x10" BOTTOM OTHERWISE. 15. FOUNDATION MINIMUM IRG R602.II.1. 16. FLOOR FRAMING FLOOR JOISTS NOTED OTHERWISE, DIMENSIONS TAKE PRECEDENCE DIMENSIONS. TO HAVE A MINIMUM OF 12" BELOW FINISHED GRADE. PER SITE FOOTINGS TO REST ON EARTH WITH MINIMUM BEARING PRESSURE (REF R REPORT WHEN REQUIRED). IN CONTACT WITH CONCRETE OR EXPOSED TO EARTH OR TO BE PRESSURE TREATED. ALL DIMENSIONS AND FIELD TEMPORARY BRACING AS UNTIL ALL PERMANENT AND STIFFENING HAVE DOUBLE LVL /JOIST OR BLOCKING ABOVE. 15 "x1" FOUNDATION VENTS CORROSION RESISTANT WIRE REQUIRED PER CODE. BEARING POINT IN WALL, PROVIDE MIN. 6 INDICATED POINT NOTED OTHERWISE. TO BE A MINIMUM OF 18" JOIST AND 12" BELOW OR GIRDERS WITH MIN. 6 MIL BLACK BARRIER GROUND COVER LAPPED AND EXTENDED UP WALL TO SILL PLATE TO BE 4x10 'OF (SEE SHEET A2 STRENGTH VALUES). UNLESS OTHERWISE. TO BE 4x4 (4x6 AT TYPICAL UNLESS NOTED TYP • ISOLATED BEAM RUNS. SPREAD FOOTINGS TO BE THICK WITH (2)'4 BARS EACH WAY, UNLESS NOTED ANCHOR BOLTS REQUIRE A OF 0.229 "x3 "x3" PLATE WASHERS. TO BE 91 TJI 110 SERIES * 16" O.C., TYPICAL UNLESS PLAN SHOWS DIRECTION. KOTE REFER TO TINE BUILDING SECTION SWEET FOR FLASHING NOTES AND DETAILS a , bAMON VENT CALM 1306 SF/ 150 = S.11 5F. FDN. VENT READ. 105 / 144 x 15 = 541 S.F. PER VENT. all S.F. / .541 = 16 FDN. VENTS READ. FCOTIE ear 4DUL 0 0 30" C 0 - 36" 24" DIAMETER X 8" THICK CONCRETE FOOTING WITH (2) '4 BARS EACH WAY. 30" DIAMETER X 10" THICK CONCRETE FOOTING WITH (3) 0 4 BARS EACH WAY. I 36" DIAMETER I THICK CONCRETE FOO TING WITH (3) BARS EACH WAY. 24 "x8" THICK CONTINUOUS CONCRETE FOOTING WITH (3)'4 BARS D • 5' -2" TYP. 11 >/ / 6' -81/2" 44' -6" OVERALL STONE VENEER, TYPICAL 0 EXTE 5 ,_ 0 11 - 1 "x15" FOUNDATION VENTS, TIM_ I IL - -- 2' -2" '- 11 1 SCALE : 1/4" ■ 1 -0 3' -5" I3'-4" I 7 '-8 I/2 '1 .p IO' -O `mss " $ T IO' -2" O CRICKET, TYP. CONTINUOUS FOOTING OPT. STONE VENEER — S TONE VENEER, TYP. I' -O" S' -O" I0' -0" 5O' -6" OVERALL 3' -5" 3' -9" v 3'- 31/2" 2' -2" 6' -6" LT. SCALE : V4" • I' -0" Ath Al I� f /2" .. �_, /2" 8' 1 J ::i - lid . :I ► F I r li �� lam STU-OUT +'4 � a 1" O, / / - 0 rt 'rIIN. 18 "x E ACC 1/2 2'- STONE - P R 4" S Y p O 2 1/2" l J } 0 0 8 O OPTIONAL FIREPLACE CANT. 1 "x15" SCREENED FOUNDATION VENTS, TYP. OPTIONAL FIREPLACE CANT. 11 -x10D -0' 24" X 10" HI CONCRE (3) 4' -2 4x1 7 11 STUB -OUT +4 REBAR a 18 O.C., TYP. 1 /4" ■ 1' -0" 13 II -4" CONTI E OOTI 10 L 4'- x1 .1 L AI 1/2 OF 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 1 A" or larger reinforcement bar or #4 copper wire, located near the bottom of the building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power paneL) 1 ®MIIIIIIi ®11a11!1•1•1311111a .■.■1r.r.I 1 ID 4' -2" 4 Mg MP 6 NIL ESLACK VA 1/2' +/ 5 1/ 24 "r36 " "10" THICK — CONC. FTC. W/ C3) 14 EACH W- 4 -4" 4' -9 1/2" / 3 -3 /2" 24 C PROVIDE MIN 1S "x24" CRAWL SPACE ACCESS a- 1 -11' 0 1.2" r- - PORCH CONCRETE SLAE J SLOPE AWAY FROM HOUSE (r DN 21R-n_ UKB Tll 1' -O" // 6' -6" 1' -O" 9' -0" x 3' -O" x 4" CONCRETE SLAB - SLOPE AWAY FROM HOUSE GAAWL I FL )0R REGISTER AS .31 -IOUNN 1 11 / 1/2" 39' 39 1 -6" -6" 1 1 1 - 0" 1 -0" 4" PLATE LOCATION � 2 1/2" � 1' -2 1/2" PATIO 5' -6 1/2" FACE, OR BARB Pi 3 "0x36" HIGH (MIN) PIPE BOLLARD 111101,WR r ri M i r�. - -w mmovamiwzm IER 5 44 INKOZ v -0" x10 STUB -OUT *4 REBAR IV 18" O.C. DF v z W U ILO J /\ 3 -4 ZNI CONTINUOUS FOOTING R.O. 12' -2" 6 -0" /2"g-4 I, SLAM ON GRADE 4" CONC. SLAB OVER 6 MIL. BLACK V.B. OVER 4" COMPACT FILL SLOPE 4" TO O.N.D. CRICKET, TYP. L- 1 1' -8 1/2" w. STONE VENEER, TYPICAL r:l \ REVIEWMP FOR CODE C � ®VE® APP JUL 16 20 City Of Tukwila 6UILD DIVISI ON RECEIVED JUN —7 2007 PERMIT CENTEF i zli kl:il 2 geW n � ag � 3�a p-tot HIP; DRAFTER Phu M. DATE: 3/19/2001 FILE ': 011031 PROJ ': 011031 O U J L JL P 1 63/4 "x18 "GLB 24F -v4 DF/DF 6 c>6 r 04 1/4 • 1 11 P } V • i " I x 1 .Q % 56 T C14 6E� r3$_ HDR 1 SCALE : 1/4" = I' -O" • ELEv. "E3" ONLY SCALE SCALE : 1/4" • I' -0" J L J n e J�L 1• I BEAM 1,21 "..jj 8 3/4 "x 9' GLB 24F -v4 DF/DF E\ 4x10 14.F_ o \q/ 6 3/4" x 16" GLB 24F -V4 DF/DF 6� ocr h Pla tF _ I�m � IL m 1 I x 1 " 5 I /S" x 18" GLB 1 414 24F -v4 DF/DF UPSET INTO WALL ABOVE 4 BOTTOM OF JOISTS 4ke, POST CCT4 G4p BEAM *34 _ 4x12 DF'2 SCALE : 1/4" = 1' -O" HDR Lltia U_T-D)_P)EliA FRI r ELEv. "B" ONLY BEAM '14 3 I /8 "x 9" GLB 24F -v4 DF/DF BEAM *21 aS[B �� - 11 r D SCALE : 1/4" = I' -O" BEA 1 '16 5E411 96 HCsR _� H)✓ I B 1 = I BEAM '30 _ _ I _ 4x10 14.F. 0 2 �4 C f4 _ _ OPT IONAL SOLARIUM � y !BEAM 0131 1 5 1/8 "x 12 "1 GLB 24F1V4 DF/DF] A PL BEAM '25 4x10 1-1.F..2 BEAM 0 11 LEV. "B" ON Y L J L J L F1L IF J 1 1 1 7 1 \/ • 1 L J I'LJ L J L - J L J � 5 /S" x 18" 6E GLB AT'f 241 X13 -V4 OF/DF UPSET INTO WALL ABOVE 4 BOTTOM OF JOISTS BEAM '1S _ 3 13 1//2 "GLB 24F -V4 OF/DF PL BEAM •11 C 'NEU REVIEWED FOR APPROVE COMPLIANCE VE® R . 16 2.007 Cifil Of Tukwila BUI DIN DIVI ION RECEIVED JUN -7 2007 PERMIT CENT: 200a Inca DRAFTER: Pill M. DATE: 3/19/2001 FILE ' 011031 PROJ ' 011031 F A INC © 1. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS 2. PLATE HEIGHT 8' -1" THIS FLOOR UNLESS NOTED OTHERWISE. 3. ALL HEADERS TO BE 4x10. DF. '2 UNLESS OTHERWISE NOTED, CHECK PLAN. EQUIVALENT PARALL4M BEAM MAY BE SUBSTITUTED IN PLACE OF BEAMS 4 HORS. 4. BOTTOM OF HEADERS TO BE T' -1/2" THIS FLOOR UNLESS NOTED OTHERWISE. 5. ALL EXTERIOR WALLS 2x6 WITH R -2I INSULATION UNLESS NOTED OTHERWISE. 6. ALL FRAME NAILING TO SATISFY SECTIONS R5O2, R6O2 4 R8O2 I.R.G. BLOCK ALL PLYWOOD EDGES AND NAIL WITH IOd AT 6" O.C. TYPICAL ALL EXT. WALLS. T. PROVIDE DOUBLE JOISTS OR BLOCKING WHERE PARTITIONS OCCUR ABOVE. 6. PROVIDE SOLID BLOCKING OVER SUPPORTS. 9. FIRE BLOCKING AT ALL PLUMBING PENETRATIONS 10. ALL STORAGE AND SPACES UNDER STAIRCASES TO BE FINISHED WITH 5/8" TYPE "X" GYPSUM BOARD. 11. ■ DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS W/ PC OR EPC POST CAP. UNLESS NOTED OTHERWISE. 12. FINISH ALL CEILINGS WITH 5/8" GYPSUM SOARD. 13. AT GARAGE USE 5/8" TYPE "X" GYP. BD. AT ALL COMMON WALLS, ALL CEILING AND ALL EXPOSED BEAMS. 14. FASTEN MULTI -LAM 2X BEAMS PER IRC STANDARDS, CHAPTER 6, TABLE R6O23(I), TYPICAL 15. HANGERS AT POSITIVE CONNECTIONS TO BE SIMPSON OR EQUAL. 16. ALL VOIDS TO BE FIRE/DRAFT BLOCKED PER IRC SECTION R6026. 11. PROVIDE CONT. HANDRAIL AT STAIRS A MIN OF 1 1/2" FROM WALL, RJR TO DETAIL 14 ON SHEET NO. A1. 18. FLOOR FRAMING TO BE 11 -1/S TJI 110 SERIES FLOOR JOIST'S m 16" 0.C, TYPICAL UNLESS NOTED OTHERWISE, PLAN SHOWS DIRECTION. KO REFER TO TI-IE BUILDING SECTION SHEET FOR FLASHING NOTES AND DETAILS J L JL P 1 63/4 "x18 "GLB 24F -v4 DF/DF 6 c>6 r 04 1/4 • 1 11 P } V • i " I x 1 .Q % 56 T C14 6E� r3$_ HDR 1 SCALE : 1/4" = I' -O" • ELEv. "E3" ONLY SCALE SCALE : 1/4" • I' -0" J L J n e J�L 1• I BEAM 1,21 "..jj 8 3/4 "x 9' GLB 24F -v4 DF/DF E\ 4x10 14.F_ o \q/ 6 3/4" x 16" GLB 24F -V4 DF/DF 6� ocr h Pla tF _ I�m � IL m 1 I x 1 " 5 I /S" x 18" GLB 1 414 24F -v4 DF/DF UPSET INTO WALL ABOVE 4 BOTTOM OF JOISTS 4ke, POST CCT4 G4p BEAM *34 _ 4x12 DF'2 SCALE : 1/4" = 1' -O" HDR Lltia U_T-D)_P)EliA FRI r ELEv. "B" ONLY BEAM '14 3 I /8 "x 9" GLB 24F -v4 DF/DF BEAM *21 aS[B �� - 11 r D SCALE : 1/4" = I' -O" BEA 1 '16 5E411 96 HCsR _� H)✓ I B 1 = I BEAM '30 _ _ I _ 4x10 14.F. 0 2 �4 C f4 _ _ OPT IONAL SOLARIUM � y !BEAM 0131 1 5 1/8 "x 12 "1 GLB 24F1V4 DF/DF] A PL BEAM '25 4x10 1-1.F..2 BEAM 0 11 LEV. "B" ON Y L J L J L F1L IF J 1 1 1 7 1 \/ • 1 L J I'LJ L J L - J L J � 5 /S" x 18" 6E GLB AT'f 241 X13 -V4 OF/DF UPSET INTO WALL ABOVE 4 BOTTOM OF JOISTS BEAM '1S _ 3 13 1//2 "GLB 24F -V4 OF/DF PL BEAM •11 C 'NEU REVIEWED FOR APPROVE COMPLIANCE VE® R . 16 2.007 Cifil Of Tukwila BUI DIN DIVI ION RECEIVED JUN -7 2007 PERMIT CENT: 200a Inca DRAFTER: Pill M. DATE: 3/19/2001 FILE ' 011031 PROJ ' 011031 WOO[ FICA ® NOTES I. SHADED AREAS DENOTE DUMMY FRAMING OVER ROOF FRAMING BELOW. 2. ■DENOTES SOLID BEARING UNDER CONCENTRATED LOADS. 3. SEE FLOOR PLANS FOR STRUCTURAL BEAMS AND HEADERS. 4. ALL RAFTERS TO BE: 2x12 HF +'2 AT 24" O.G. TYPICAL U.N.O. 5. ALL TRUSSES TO BE AT 24" O.C. TYPICAL UN.O. 6. PROVIDE ROOF VENTS PER SEC. RSO6 IRC. 1. ROOF PITCH TO BE 6 :12, TYPICAL UNLESS OTHERWISE NOTED. 8. 18" O.H. TYPICAL * EAVES 4 12" O.H. TYPICAL 4 GABLE ENDS, RAKES. 9. APPROVED ANCHORS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSS (PER TRUSS MANUF.) WHERE APPLICABLE. PROVIDE "SIMPSON" 1-11 FRAMING ANCHORS AT EVERY RAFTER/TRUSS AT EACH END AND AT GABLE END TRUSSES. 10. VENTED BLOCKING OVER SUPPORTS. II. CHIMNEY HEIGHT TO BE 2' -0" MIN. ABOVE ANY PORTION OF BUILDING WITHIN IO' -O" PER IRC SECTION RI0016 12. 'BRACING: (STICK FRAMED AREAS ONLY) • (2) 2x4 UP TO 10' LONG. ▪ (2) 2x6 10' TO 14' LONG. • (3) 2x6 OVER 14' LONG. 13. PLATE HEIGHTS: • LOWER FLOOR 9' -0", TYP. UNA. • MAIN FLOOR S' -1 ", TYP. UN.O. 14. TRUSSES: • CARRY MFGR. STAMP. • DO NOT ALTER WITHOUT BUILDING DEPARTMENT APPROVAL. • INSTALL AND BRACE PER T'IFGR SPEC. • NON - BEARING WALLS SHALL BE HELD DOWN FROM THE TRUSS BOTTOM CHORDS WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC). I. CONTRACTOR TO VEf2IFY LOCATION OF ALL ROOF SUPPORT BRACING OR POSTING AND PROVIDE ADEQUATE BEARING TO FOUNDATION. 16. HANGERS AT POSITIVE CONNECTIONS TO BE SIMPSON OR EQUAL. 11. ATTACH ROOF SWEATING W/ NO. 8 SCREWS • 6" O.C. ON EDGES AND 12" O.C. AT INTERIOR SUPPORTS. 6" O.C. AT GABLE END TRUSS. PER IRC RSO43. TRUSS FRAMING NOTES • TRUSS ENGINEERING: PER IRC 1?.E02.10.1 TRUSS ENGINEER OF RECORD WHO WILL REVIEW, APPROVE AND NOTE ON THE DOCUMENTS THAT THEY HAVE FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE ENGINEER- APPROVED DOCUMENTS WILL THEN BE FORWARDED TO THE BUILDING OFFICIAL FOR REVIEW AND APPROVAL 'PRIOR TO FRAMING INSPECTION'. CITY APPROVED DOCUMENTS SHALL BE ON THE JOB SITE AT INSPECTIONS. TRUSS ENGINEERING SHALL INCLUDE SPECIFIC TRUSS BRACING REQUIREMENTS. NOTE REFER TO THE BUILDING SECTION SHEET FOR FLASHING NOTES AND DETAILS J I 15 CAI RIDGE 1 1 FI EQL OCKINc A NID RAFT atom PER IRC SECTION 86028 FIREBLOCKINCs SHALL BE PROVIDED TO CUT OFF ALL CONCEALED VERTICAL AND HORIZONTAL DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1) IN CONCEALED SPACED OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: A) VERTICALLY AT THE CEILING AND FLOOR LEVELS. B) HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEEL. 2) AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR IN SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3) IN coNcEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SECTION 831122. 4) AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5) FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES SEE IRC SECTION 81003.19 6) FIREBLOCKING OF CORNICES OF A TWO FAMILY DWELLING 15 REQUIRED AT THE LINE OF DWELLING UNIT SEPERATION. FIREBLOCKING MATERIALS SHALL CONSIST OF MATERIAL LISTED IN IRC SECTION R602.8.1. LOOSE FILL INSULATION MATERIAL SHALL NOT BE US>±D AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. PER IRC SECTION R5O2.12 DRAFTSTOPPING: WHEN THERE IS USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SF. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APROX EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE AND A CEILING MEMBRANE BELOW DR4FTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: I) CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2) FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPING MATERIALS SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION 8502.12.1 O Ds0 2x6 TRUSSES 24 "O:C. EKTEH 9 W TRUSS PROFILE "A" U 3-CAR OPT I OWN a�f HDR 2x6 TRUSSES • 24 "OO. SCALE : 1/4" , 1' -0" DSO DSO VENT A T ION COAL COLA TIONS A NID AT LEAST 50% 4 NOT MORE THAN &O% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (MIN. 3' ABOVE EAVE OR CORNICE VENTS) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPERATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS $HALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH Vs" MIN. 4 1 MAX OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. I" SPACE BETWEEN INSULATION AND ROOF SHEATHING • VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND - DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD ISE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6" VERTICALLY ABOVE THE HEIGHT OF NON - COMPRESSED INSULATION, 4 12" VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) 1644 SQ. FT. OF ATTIC AREA/300.5134 SQ. FT. OF VENTILATION REQUIRED (190 SQ. INCHES) HIGH VENT • 395 Sq. In. LOW VENT • 395 Sq. In. NOTE: EAVE VENTING PROVIDED I3Y (3) -2" DIAMETER "BIRD HOLES" PER EAVE BLOCK ( Sq. In. PER BLOCK). NOTE: UPPER ROOF VENTING PROVIDED BY 1 "0" ROOF VENTS. (49 * IN. PER VENT) -'o GABLE END S 1 1 II ABL = END SS ‘k.'LxV FEIL IDE M "ATT ESS ATHE IPPI R CO * 24 "O.C. SEAM 0 9 TRUSSES • 24 "O.C. BLE BE 1/2" G RAKE OPTIONAL FIREPLACE DSO --p _ 1 2x6 TRUSSES ui• m 24 "0.C. NN RAKE OPTIONAL FIREPLACE In d URI DSO 2x6 TRU$$E$ 1 111 24 "O.C. 011 L U W DS SCALE : 1/4" • I' -O" 2x6 TRUSSES G OPTIONAL SOLARIUM GUTTER ` -� HDR DS RECEIVED JUN -7 2007 PERMIT CENTrw 0 12 ilwow 1101 0411 4t6f rE Ew 1 2 pew Egg i RAW; W9 Oftg � w Id- DRAFTER: PHI M. DATE: 3/19/2001 FILE 011031 PROJ ' 011031 0 0 0 U 1 MINE NOTES ANID Dung L R -1038 FLASHU.6: *MOVED CORROSIVE RESISTIVE FLASHING SHALL BE PROVIDED N SUCH A MANNER AS TO PREVENT WATER INTO THE WALL CAVITY CR FE TR4TICN OF U14TER TO 1.E SUILDNG STRUCTURAL FRAMING ca1FCNENTS. THE FLASHNCx SHALL EXTEND TO THE SURFACE CF THE EXTERIOR WALL FINISH AND SHALL 5E 1STALLED TO MEANT NT IU4TER FROM REENTERING THE EXTERIOR DATER ENVELOPE USE APPROVED CORROSION RESISTANT FLASHING N ALL OF THE FOLLOWING AREAS: E AT THE TOP CF ALL EXTERIOR WINDOW AND DOOR OPENINGS 14 SUCH A PLANNER TO 5E LEAK PROOF, EXCEPT THAT SELF FLASHING WINDOWS CONTINUOUS LAP OF NOT LESS THAN 11y" OVER 11E SHEATHING MATERIAL AROUND THE FE RPETER CF THE OFi511K NCLUD1 THE CORNERS PO NOT REWIRE FLASHING. 2. AT THE INTERSECTION OF CHM'PE 'S AND OTHER MASCN;Zr CONSTRUCTION UN FRAME OR STUCCO WALLS, UTH PROJECTING LIPS CN 50T14 SIDES UNDER STUCCO COPINGS 3. UNDER AND AT THE ENDS CF MASONRY, WOOD OR METAL COPINGS AND SILLS 4. =maw ABOVE ALL FROJECTNG WOOD TRIM B. WERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR A SEMSLY CP WOOD CONSTRICTION 6. AT WALL. MD ROOF NTERSECTIONS. 1. AT SUILTN CUTTERS FER IRO SECTILN 121038. SHEAR U14LL 1301701 PLATE NAILING 4 ALL NAILING AT PRESSURE TREATED PLATE MEMBERS SHALL 5E HOT DIFFED ZINC COATED GALV STEEL CR STARLESS STEEL NAILS FER IRO 3133 F,491EN RS FOR PRESSURE PRESERVATIVE 4 FIRE RETARDANT TREATED WOOD SHALL EE 140T DIPPED GALV. STEEL, STAINLESS STEEL, SILICON, BRONZE, CR COFFER FER IRO 3203.1 FIELD CUT END, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED WOOD SHALL ESE RETREATED N THE FIELD IN ACCORDANCE WITH AIWA M4. CA4CRETE CA* OT 5E POURED DIRECTLY AGAINST WOAD, WOOP SIDINGS, CR MANLFACTURED SIDING PRODUCTS. CONCRETE CAN EE POURED AGAINST WOOD IN SUCH A MANOR AS TO PREVENT WHEN FLASHING 4 FELT PAPER HAVE 8EE4 APPLIED OVER THE WOOD. WITH WOOD SIDING A r VERTICAL CLEARANCE N4S TO 5E MAINTAINED SEMEN THE SIDING 4 THE CONCRETE. WITH MAMFACTURED SIDING, THE MIN. VERTICAL PISTANCE OF 1' HAS TO BE MANTANED CR AS STATED IN THE MAN F 'S INSTALLATION GUIDE. • I SIDING r �I FER FLAN TUCK COt2ROSICH RESISTANT METAL FLASHING UNDER SIDING GAP (VARIES) PER TYPE CF SIDING r MN SEE SIDING SPECIFICATIONS A , • L SLOPE CONCRETE mar FROM EIIILONG • WOOD il /CONCRETE (I/4" FER FOOT MAX. SLOPE FOR LANDINGS) C ORROSION RESISTANT METAL 26 GA FLASHING OVER 6+ FELT INSTALLED EETUEEN CONCRETE AND W M. EXTELD FLASHING UP WALL FRAMING 4 ONTO CONCRETE FCWDATICNL 81038 FLASHING DETAIL • DOOR HEADER 4 3 SU58HEATHING 15. BUILDING PAPER • � _ El ii 1 II • SIDING PER FLAN :� - FINISH FLOOR PER PLANS • — INSULATION 5 /S" GWB. ALL WALLS TYP. 3DlRh — FLOOR JOISTS PER PLAN • Z- FLASHING 1 .... • DETAILS 6 DOOR OPENING DOOR WRAPPING TYPICAL FLASHING OVER GRADE s CRAWL SPACES F. I 6 MIL SLACK VAPOR !BARRIER • .41 ROCFIIM SIBS.EATH SIDING FER FLAN 1 O 3 -5/5. PER FLAN i 11 46..... 4101 1! g 1 4 Z- FLASHING P 1 41 T.O. PLAT ACCENT TRIM 1 r 11"A Imp SIDING 2x6' STUDS • 16' 0.D. ■1 FER FLAN 1/16' OSB SHEATHING 1 " IIV VAPOR SARRIER I" CLEARS& Z- FLASHNG / IRM SUBSHEATHING D IN INC ,-1 11 i 2x4 W NAEATH'G ( INSULATI 1 « N' 1 SIDING PER PLAN l► 41 / . ` I I' CLEARANCES ,ri' Z- FI -AMINA ,� 1 1 ACCENT TRIM IN �� S THING Uf3.3HEA 4 .,_ � TYPICAL FLASHING DETAILS 6 WALLS L IV ING 1 =SAM PER PLAN N t COMPOSITION SHINGLES • 30* PELT INTERWOVEN • SOLID SHEATHING R-30 BLOWN —// z. 1S 2x4 WALLS o 16" O.C., 1/2" SHEATHING (R -3) W/ z ��'— R -21 BATT. INSULATION 7 eLI • R -3S BATT OR BLOU.N -IN INSULATION MIN. • GAS HEAT 1 5/8" GYPSUM WALL BOARD * CEILING • ALL CONelragra 3 SIDING PER ELEVATIONS • 15. BUILDING PAPER • 1/2" COX PLYWOOD SHEATHING (OR EQUAL) El SIR. BI»f • �� ■ :� - FINISH FLOOR PER PLANS • — INSULATION 5 /S" GWB. ALL WALLS TYP. 3DlRh — FLOOR JOISTS PER PLAN • R -30 BATT INSULATION MIN. OVER UNHEATED AREAS • T.O. SUBFLR . UPPED 1 84 1 OVER GRADE s CRAWL SPACES F. I 6 MIL SLACK VAPOR !BARRIER • 1 O 3 -5/5. 1 4 1 2x10 FLOOR JOISTS 6 16" O.C. T.O. PLAT BLOCKING I 2x RAFT RS —I I D IN INC ,-1 n 2x4 W NAEATH'G ( INSULATI 1 « AM PER PLAN :-EAM PER PLAN L IV ING PER PLAN ELeinflmel • PORCI - HALL BEYOND 1� KITCHEN BEYOND ENTRY B !BEYOND _ :r „ .� , ...1 M AIN T.O. SUBFLR L Ii 3- R - INS. MIN. 11 !., : I i — � � — I .. ie .. _ � a ROOF CONTECCEDRI COMPOSITION SHINGLES • 30* PELT INTERWOVEN • SOLID SHEATHING • RAFTERS/TRUSSES /CEILING JOISTS PER PLAN • R -3S BATT OR BLOU.N -IN INSULATION MIN. • GAS HEAT • 5/8" GYPSUM WALL BOARD * CEILING • ALL CONelragra SIDING PER ELEVATIONS • 15. BUILDING PAPER • 1/2" COX PLYWOOD SHEATHING (OR EQUAL) • 2x6 STUDS AT 16" O.C. • R -21 BATT INSULATION WITH V$. FACE STAPLED. • IFL oR CONSTRUCT FINISH FLOOR PER PLANS • 3/4" T 4 PLYWOOD GLUED AND NAILED • FLOOR JOISTS PER PLAN • R -30 BATT INSULATION MIN. OVER UNHEATED AREAS • POST AND BEAM SUPPORT BELOW JOISTS • OVER GRADE s CRAWL SPACES 6 MIL SLACK VAPOR !BARRIER • 0 O 0) R -30 BLOWN INSULATION INSULATION BAFFLE CRAUJL SPACE k T.O•UP EE R 2x4 WALLS 16" O.C., I/2" SHEATH'G (R -3) W/ R -2I BATT. INSULATION T.O. SUMFLOOR UPPER \ O 0) T.O. PLATE 6 MAIN c o ▪ _1 TOP OF gUBL MAIN FINISHED GRADE • f3lp 2X8 FLOOR JOISTS • 16' O.C. E3U SCALE : 1/4" z 1' -0" R -30 BLOWN INSULATION 5/8" GM. ALL WALLS TYP. HANDRAIL SCALE : 1/4" ■ 1' -0" 12 R -19 INS. MIN. 2x8 FLOOR JOISTS 6 16" oz. 12 D alECTil ENTRY +4ALL BEYONC H 6 MIL BLACK VAPOR BARRIER 6 MIL BLACK — VAPOR BARRIER itILMVISMEZ 2x10 FLOOR JOISTS * 16" O.C. 5/8" GLIB "X" +� CLG. LINE OF SUBFLR !:- • 4sEcr t .IT 12 ONUS 1 R -19 INS. MN. GAGE 3" CONC. SLAB/ LOPE TO DOOR r 3 1 6:12 1 1 0) *6 ' • � �: r .s T.O. UPPER T.O. SUBFLR _0 \ T.O. PLATE \ 40 MAIN TOP OF SUBFLOOR TOP OF PLATE * UPPE FIN. GRADE \ CONCRETE STEP 1 6:12 1 1 2XIO FLOOR JOISTS • I6" O.C. W/ R -19 0 INSULATION, MIN. LINE OF SUBFLOOR 3" CONC. SLAB/ LOPE TO DOOR I OPTIONAL Si-10P 2x4 WALLS • 16" O.C., 1 /2" SHEATHING (R -3) W/ R -21 BATT. INSULATION EAM PER PLAN i to 0 0' T.O. UPPER TOP OF • SURF MAIN T D. SU5FLR. UPPER \ T.D. PLATE Sl MQ5' \ MAIN t t 16:121 2x4 WALLS * 16" O.C., I/2" SHEATHING (R -3) W/ (_ R -21 BATT. INSULATION ST B ARD - RI.JSSE 24 C.C. MEANT PER PLAN 2X10 FLOOR JOISTS 16" O.C. W/ R -19 INSULATION, MIN. LINE OF SUBFLOOR 3" CONC. SLAB/ LOPE TO DOOR OPTIONAL 3 - CAS CIARACGE RECEIVED JUN - 7 2007 PERMIT CENTEh 2005 IIPPW gqq o 4 " 2/rE OP: ERIN gnng ;MP Indio an t DRAFTER: FhII M. DATE: 3/19/2001 FILE •: 011031 PROJ +: 011031 PDF created with pdfFactory trial version iaTCTY: 13" S' ta° 3 STfil'Y: l , ` Al w I 24° 3'TORT: 2 ' 1 o in" N . MIN ca4T. HANDRAIL ]r I I L NG COMP. S HINGLES 0/ 15 B. FELL COMP. SHINGLES O 1 5 LB. FELT O/ 1/2 CDX PLYWOOD OR CEDAR SHAKES 0/ 30 L. _ LT INTERWOVEN O/ 1Xb SP • D DER P LAN V!'CDX PLYWD SFEATI414 2x STUD W 41.1 . RT ., 9 ,. � ` _ R JUN - 7 2007 'BALUSTERS to coNFoRI-t 26 GAL 9 x 4 N m iC to IRO SEc. . 115 / I/2" CDX PLYWOOD 0/ 2x RAFTERS OR TRUSSES ++ 24" D.G. � r , o �_ �� 1� 1u, 2x6 LEDGER W (3) 16d NAILS + EA 511D A _ - _ ' SHEATHING O/ 2X RAF - 001-IRE R TRUSSES a 24" O' ANCHOR �� \ � INSULATION BAFFLE EXTEND 12 ABY. INSUL. ` 1/2 CLR AIRSP $UXT>ND ��` _ I A BB .. NSU GOhP SHPYal.ES 0/ 6 LB FELT 0/ Vl CDX PLYWOOD 0l 2x RAFTERS OR TRJSSEs ' - / �� ` z 0 , T ,fir 11/2" C AI AC ` LR P E �� MIN. ` ,--- / / / „ / - D 2X BLOCKINCs , ` W/ TOENAIL PER ��` , p �� C c 2X4 HF+1 FLAT EACH POST ► TED 2X BLOCKING ` W/ TOENAIL PER , IRO 8$06.1 R -38 INSULATION ► or _��' IRO 8806.1 5 I CONTINUOUS � METAL GUTTER IIEULATICN BAFFLE / ID<T 12"11” ARM Heti ' 10 I LATER I/2• GUS. BELOW STAIRS K ;r . R -30 INSULATION f X a z TIER• II 5 CONTINUOUS META GU TTER Ur CLR AI 1 (F MATED BELOW (3) 2X12 STRIN STRINGERS HURRICANE CANE TIE PER TRUSS MANUF. SPECS. EACH TRUSSES - EIRE BLOCKING • MID - SPAN 4 • WALL " 5 CCPlTN10!!S / '� AL OTTER ,-- / 2x B IRD BIJGYs / ALONG STRINGER BETWEEN STUDS AND AT TOP AND BOTTOM OF STAIRS 2X FACIA BOARD 2 x@ RCM + 24' 0 0 J W/ SIcAT CUT TO FIT top RATE T r c OVERHANG SEE PLANS �1 ► 4 - YE R SEE - � 4 O EE 2X FACIA BOARD ANC PL AN r I - NOTE SP BETWEEN MTER'$HIAM GUARDRAIL ING 4 " maim AA 5 a 4 m NOT PASS T ANY OPENNG. A — MANUFACTURED TRUSSES 2x6 O MS + 16' le, 1 i - T NOTE: ROOF SHtNG Ed COMMON NAILS a " G Pinar a valla� TO TOP CHORD CF SDS V4'x3' S01 I • 24" O.C. ° 2X6 STUDS • 16 O:C. R -21 GATT INSULATION / ` / ' 8-21 GATT K°ALATION AS � ►�� 2x� Ta- 5T BLOCK • • . 3 TA3LE 6 -I 0R 6.2 FINISH PER ELEVATION O/ I / 1 ' GYPSUM WALL B O A R D iz _ , . - :Ulli ;,;11;- c 'TIM ; ' A E. C M r 3 ; - : . A ; -TTS OVER 500$F 0.C. /-� 1 J018T$ PET FLAN 0 OVERFRAMING PROVIDE 2X4 HF"'2 POST DOWN TO TRUSS 0 4' O.C. MOTES: PER IRO SECTION 9036, 831151 ALL NTERIOR AND EXTERIOR StAIR1U4Y8 SHALL EE PROVDEp WITH 4 moms TO WIMNATE TIE STAIR NCWDNG LANDNGS / TREAD& MEMOIR STAIRWAYS SHALL EE PROVIDED WITH AN ARTFICIa1 LIGHT SOIRO(5 LOCATED N 1 THE MEDIATE AMITY OF THE LANDNG OF THE STAIRWAY. ExTERIOR STAIRWAYS SHALL BE FRO PE P WITH A LIGHT SOURCE LOCATED N THE !MEDIATE ADM CF THE TOP CF THE LAWNS CF THE STARPoU4Y. IJGHTNG CON1RCLS SHALL BE ACCESSIBLE AT THE TOP 4 80TTO11 OF EACH STAIRWAY WITHOUT AT ANY STEPS. 4 OR MOPE RISERS TO HAYS AT LEAST at HANDRAIL RLPNNG CGNTINIJOUB THROUGH FULL LENGTH 1I4 CF STAIR 34' MR 14T,38 MAX I EIGFR. aD SWILL RETURN TO UI4L1. OR NB!!EL POST OR VOLUTE. HANDRAIL MST BE Mad ENbU6I4 TO RESIST A 200 La Pt. LOAD N k41 DIRECTION. HANDRAIL TO BE KEW CH AT LEAST ONE SIDE OF STAIR NAND GRAD PORTION OF HANDRAILS SHALL PAW CIRCULAR CROSS SECTION dr I'4' MK 4 2 MAX EDGES SHALL DAVE A MR WOW CF 1.0. ALL RE JIRED GUARDRAILS TO 36' MN N FIEK,NT. 15 LB. BLDG. PAPER OR AIR INFILTRATION BARRIER 0/ SHEATHING PER PLANS 1011 p13'TW UV TION FIRST 500 * ` FINISH PER ELEV • ION 0/ FINISH 15 L. BLDG. APER OR A IR INFILTRAT '% BARRIER 0/ SHEATH • PER PLANS ! F CELL TS ' �' IV (2) Mr.a t i - - R -38 N3ILA Mt{�NlIVAN %1■ ?3:�� ' (� (F HEATED BELOW) 12' GYPSUM UI4U. EDARP i'{'.I• •ii ■ �:•7 1i E3 i �'•1�3i EI6Ti:A _�� 3rli . t . M MI f 7: ��1 \` .� M 1(� ; ° R -2I BATT 14511ATION 5/8' F HEATED 6ELCW ( F FEATED BELOW) I/2" GYF5(I1 WALL BOARD BEAM PE 2 PLAN FACIA P ROOF C5 NOTE: ALL OVERFRAMING TO BE 2x6" HF 2 FOR ALL SPANS UP TO 10 -0 ". FOR ALL SPANS OVER 10' -O" USE 2x8" 14F+'2. NOTE' U 5I2E 1ST. OR FROM ALTiRIATNE • ••• ME Ib REFERS NM FIBERGLASS - M U-021. IVALET DENSITY BATT • - n. 2x STUD WALL 14 UJDOD STAIR D ET,4IL ,1 oll 1 5 TOP PLATE TO TRUSS CONNECTION CA ; o" J . TOP PLATE TO RAFTER CONNECTION SCAL � 11 LOWER ROOF / UPPER WALL CONNECTION 1" a SCALE " 18 ROOF OVER FRAME DETAIL NSrA l . iaTCTY: 13" S' ta° 3 STfil'Y: l $" 3 STORY: 24° 3'TORT: 2 ' i STORr: E2° 6 "" 3 STfil'Y: l $" 3 STORY: 24° 3'TORT: 2 ' S 11 ]r t1 1 STOW: 11tl 61: 6° 2X 16 D NAILS +6' 0.C. NAIL 3/4' TAG PLYWOOD (GLUED 4 ED) SOLID ELOCKh 2X TRH BOARD E <IEE21OR PLYWOOD CANTILEVERED JOIST DETAIL SCAL 1 a 1 DECK JOISTS PER FLAN LU max Lorna' AX (EACH JOIST) PI 2X LEDGER UV (3) 10d NAILS 32" O:C. CAA BE E T . T0 DEP1H JOISTS DECK LEDGER DETAIL FLOOR MI5 PER FLAN 3/4' 'PG PLYWOOD (GLUED 4 NAILED) SCAL 1" a 1 -0 -- - --1I� C P TONE - CENTERED ON FINISHED WALL UEATI-ER RESISTANT - CAP W/ LATH L. PL MORTAR SETTNG BED - 2X6 PEATE= STUD WALL PER FLAN SNEATHNCs I MORTAO CULTURED STONE' KR MANUFACTURER CULTURED STONE- MORTAR JOINT INSULATION (F REQUIRED) R -2I MN BATT IIEILATION 112' CDX PLYWOOD elf-A114116 FFR ELEVATIONS In' GYPSUM WAIL 60ARD 6 1 CULTURED STONE 4 BRICK VENEER DETAIL CORRUGATED METAL TIES + 16 EACH WAY + BRICK 4 all BELOW TO PON 32110C Ip GROUT 'BELOW FLASHING - UEEPHOLE PER 810316 LINE OF TD. SLAB • PORCH 2 E -TIGHT LINE STOW DRAIN F REQJIRED -4" 4 FERF. FDN. DRAIN SCALE 111 11.011 MIN, FOIPIDATION DIE°15 MENV 49 MOWED Fa1DATION DRAN EXTERIOR PONY WALL DETAIL STORY: 1 / H L* CJ" 3&OX IS" S ' IO R -2I MN BAIT NEILATIGN 1/2' CDX F1.111000 SIDSIDING PER ELEYA� STUB OUT •4 24" * IS" O.C. FINISH PER ELEVATION 0/ 15 L. BLDG. PAPER OR AIR INFILTRATION BARRIER 0/ SHEATHING PER FLAN WATERPROOF . MEMBRANE 4" CONC. SLAB J HOOK BAR - PER IRO 443.13 E Co 4" F PREFG FON. DRAIN 2 STORY: IS" fir'' 3" 3 STORY: 1r P," EC)" I • ' b" f STORY: II MIN. FOINPATION DIMENSIONS "A" tla" II l IIIMO T�T�- �T T�� JOISTS PER PLAN - X6 ASSURE TREATED SILL PLATE W/ I/2" DIAMETER q ANCHOR BOLTS AT 4' -0" O.C. I . AND 12" MAX FROM ENDS, OR PER SWEAREIUALL SCHEDULE* • 6 : 1' MIN. EMBEDMENT N - 6 MIL BLACK vISOLIEE YAK* BARRIER , ._ 1__-_1 I —I lU4LL 5143 (SIZE 4 EPACI PER FLAN II PONY 1U4LL FRAMNG 4 SPEAR HALM TO MATCH 111411. FR61114 ABOVE STEPPED FOOTING DETAIL GYP31.1M WALL BOARD FER 2X6 STUDS * 16' O.C. R -21 BATT. INSULATION i STOW; 12 6" btl 3 STOW: 24y $a ' !O' MIN F0NNDATION DIMENSIONS ..•,.a +7.. I. >P AGE CE SCAL I III ■ I' SCALE 11 1/2" • I - 0 FRAMING AND FOUNDATION NNW . PAPER OR AIR INFILTRATION BARRIER 0/ SHEATHING PER PLAN 2X4 PRESSURE TREATED SILL PLATE W/ 1/2" DIAMETER ANCHOR BOLTS AT 4 -0" O.C. AND 12" MAX. FROM ENDS, OR PER SHEARWALL SCHEDULE* 1" MIN. EMBEDMENT 4" CONC. SLAB STUB OUT '4X2 1S" 0,C- (I) +4 CONT. TO Z J HOOK BAR E PER IRO 40313 perm 11011 1 STORY: IT' �' a" 2 1 TORY: }5 R' 3 STORY: IS" S" 10 MN. FOUNDATION DIMENSIONS 3/4" T4G PLYWOOD �1 SUBU EXT. GLUED AND NAILED. k W' r FIN -am i �� ittaitAtti X FLR JETS OR T-11. PER PLANS 2X RIM A 4X BEAM - SEE PLAN Z ° - rAa - 4X4 POSTS - SEE PLAN E 2X6 STUDS AT 16" O.C. R -30 BATT. INSULATION =6 MIL VAPOR BARRIER -(2) +4 CONT. BOTTOM " 1W u0" 13TCY: 12" a' 6" � 2 STOW: lay l Sy 3 STORY: 24° V" lO" 4" CONC. SLAB 0/ 6 MIL. VAPOR BARRIER 0/ 4" GRANULAR FILL (2) •4 CONT. BOTTOM THICKENED GLA13 GYPSUM BOARD 25<4 P1'. SILL PLATE W/ 1/211 d X 10" ANCHOR BOLTS PER SHEAR WALL SCHEDULE (0 48" O.C. ELSEWHERE) 4 12" MAX. FROM ENDS 1" MIN. EMBEDMENT SCALE % 1" a 1' -0 FINISH PER ELEVATION 0/ 15 LB. BLDG. PAPER OR AIR INFILTRATION BARRIER 0/ SHEATHING PER PLAN 2x6" BOTTOM PLATE Z- FLASHING W000 TRIM OPTIONAL CD `• (1) +"4 BAR Z CONT. TOP 4" 4 PERF. FDN. DRAIN (2) +4 CONT. SOT. 2X6" WALL STUDS + I6' ac. UV R -21 BAT? INSULATION (I -BATED SPACES) R -30 BATT INSULATION 3/4" T4G PLYWOOD $UIBFLOOR GLUED AND NAILED l 44■444 FLOOR JOISTS PER PLAN �: ►`'` 2X6 PRESSURE TRF -ATED SILL PLATE W/ 1/2" DIAMETER ANCHOR BOLTS At 4 -0" O.C. AND 12' MAX FROM ENDS, OR PER SI- EARWALL SCHEDULE* 1" MIN. EMBEDMENT J HOOK BAR PER IRC 40313 111E1 MIL. BLACK VAPOR BARRIER I�a MR FOWDATICN DMENSICNS "A" °es 301 l•tK F011k:ATION PM 51.PPORTIM BI.1CK VENEER NOTE: ENGINEERED CONC. WALL REQ. IF BACICFILL AG NST WALL EXCEEDS 4' -O" IN HEIGHT 1 FoUNDATIoN FoUNDATIoN CRAUJL SPACE SCALE 1" a 1 -0" FINISH PER ELEVATION 0/- 15 LIB. BLDG. PAPER OR AIR INFILTRATION BARRIER 0/ SHEATHING PER PLANS Z- FLASHING W000 TRIM OPTIONAL 2 E 2 (I) +4 BAR E CONT. TOP K TIGHT LINE Miff I I STORM DRAIN d IF REQUIRED - I — I I r - 1 I r====I I 4" ¢ PEW: FDN. DRAIN " "511 U" Mitt FOUNDATION PIMENSICNB d 1 1 1 A .1 .4 =1 I STEMUJALL 6 GARAGE SLAT 2x STUDS PER PLAN * 16" O.C.) 1/2" GYPSUM WALL BOARD PER FLAN 2X4 PRESSURE TREATED SILL PLATE W/ I/2" DIAMETER ANCHOR BOLTS AT 4' -O" O.C. AND 12" MAX. FROM ENDS, OR PER $I4EARWALL SCHEDULE* 1" MIN. EMBEDMENT .4" CONC. SLAB 0/ 6 MIL. VAPOR BARRIER 0/ 4" GRANULAR FILL • •- , 4 E III - ` III • I -- - ._.I 1 I — u.,.yr BAR o "" 1•.^.. FER IRO 40313 I- (2) +4 CONT. BOTTOM "A" "i3' I, g MN FOUNDATION DMENSIONS :..•, 411. r. 7 C. 4:1,447 111 II SCALE 0 11 r 2 X 6 BUILT -UP CURB CRICKET - 2X4 UNPILE FRAMI 1 5/8" TYPE 11X1' G.W.B. PLIGHT TO CONFORM W/ IRO SECTION 1R.308b SKYLIGHT SIZE PER PLANS W/ 4" MIN. CURB FLASHING AS RECOMMENDED BY MANF. (LOWER PANEL AND UPPER PANEL TO BE SAFETY GLASS) \ � \ \\ RAFTERS OR TRUSSES \ BEYOND (2) 2X4 WHEN THE SKYLIGHT IS 12' ABOVE THE WALKING SURFACE, THE UPPER AND LOWER PANES ARE TO BE LAMINATED GLASS. SKYLIGHT DETAIL SCALE 1 • I — O I J Z E E cv 3/4" T 4G PLYWOOD SUBFLOOR EXT. GLUED AND NAILED -1 1 , , (3) *4 BARS CONTINUOUS EACH WAY 0 ISOLATED FOOTINGS R -30 BATT. INSULATION MIN. r , T T T - T Y Y r h it TY 2X SOLID BLOCKING • 1 � - 2X FLOOR JOISTS OR T.J.I '5 PER PLANS METAL POST BASE P1544 * 4X4 POST P1346 * 4X6 POST 4 s PER PLAN 7 BEAM PER PLAN METAL POST TO BEAM CONNECTOR PC44 + 4X4 POST PC46 a 4X6 POST POST PER PLAN ILDING PAPER 90+ FELT 4 BEAM TO ISOLATED FOOTING SCALE in a 1 12 MIN. FOUNDATION DIMENSIONS JION 1 SCAL 1 . PORCH SLAB 0 RAISED FOUND WOW G g 1 RWE r 141 b910 ri9 q- 0-1a3g DRAFTER PHI M. DATE: 3/19/2001 FILE 0 : 011031 PROJ 011031 cr3 3 STfil'Y: l $" 3 STORY: 24° S' l" 2X 16 D NAILS +6' 0.C. NAIL 3/4' TAG PLYWOOD (GLUED 4 ED) SOLID ELOCKh 2X TRH BOARD E <IEE21OR PLYWOOD CANTILEVERED JOIST DETAIL SCAL 1 a 1 DECK JOISTS PER FLAN LU max Lorna' AX (EACH JOIST) PI 2X LEDGER UV (3) 10d NAILS 32" O:C. CAA BE E T . T0 DEP1H JOISTS DECK LEDGER DETAIL FLOOR MI5 PER FLAN 3/4' 'PG PLYWOOD (GLUED 4 NAILED) SCAL 1" a 1 -0 -- - --1I� C P TONE - CENTERED ON FINISHED WALL UEATI-ER RESISTANT - CAP W/ LATH L. PL MORTAR SETTNG BED - 2X6 PEATE= STUD WALL PER FLAN SNEATHNCs I MORTAO CULTURED STONE' KR MANUFACTURER CULTURED STONE- MORTAR JOINT INSULATION (F REQUIRED) R -2I MN BATT IIEILATION 112' CDX PLYWOOD elf-A114116 FFR ELEVATIONS In' GYPSUM WAIL 60ARD 6 1 CULTURED STONE 4 BRICK VENEER DETAIL CORRUGATED METAL TIES + 16 EACH WAY + BRICK 4 all BELOW TO PON 32110C Ip GROUT 'BELOW FLASHING - UEEPHOLE PER 810316 LINE OF TD. SLAB • PORCH 2 E -TIGHT LINE STOW DRAIN F REQJIRED -4" 4 FERF. FDN. DRAIN SCALE 111 11.011 MIN, FOIPIDATION DIE°15 MENV 49 MOWED Fa1DATION DRAN EXTERIOR PONY WALL DETAIL STORY: 1 / H L* CJ" 3&OX IS" S ' IO R -2I MN BAIT NEILATIGN 1/2' CDX F1.111000 SIDSIDING PER ELEYA� STUB OUT •4 24" * IS" O.C. FINISH PER ELEVATION 0/ 15 L. BLDG. PAPER OR AIR INFILTRATION BARRIER 0/ SHEATHING PER FLAN WATERPROOF . MEMBRANE 4" CONC. SLAB J HOOK BAR - PER IRO 443.13 E Co 4" F PREFG FON. DRAIN 1 STOW: 11tl 61: 6° MIN. FOINPATION DIMENSIONS "A" tla" II l IIIMO T�T�- �T T�� JOISTS PER PLAN - X6 ASSURE TREATED SILL PLATE W/ I/2" DIAMETER q ANCHOR BOLTS AT 4' -0" O.C. I . AND 12" MAX FROM ENDS, OR PER SWEAREIUALL SCHEDULE* • 6 : 1' MIN. EMBEDMENT N - 6 MIL BLACK vISOLIEE YAK* BARRIER , ._ 1__-_1 I —I lU4LL 5143 (SIZE 4 EPACI PER FLAN II PONY 1U4LL FRAMNG 4 SPEAR HALM TO MATCH 111411. FR61114 ABOVE STEPPED FOOTING DETAIL GYP31.1M WALL BOARD FER 2X6 STUDS * 16' O.C. R -21 BATT. INSULATION i STOW; 12 6" btl 3 STOW: 24y $a ' !O' MIN F0NNDATION DIMENSIONS ..•,.a +7.. I. >P AGE CE SCAL I III ■ I' SCALE 11 1/2" • I - 0 FRAMING AND FOUNDATION NNW . PAPER OR AIR INFILTRATION BARRIER 0/ SHEATHING PER PLAN 2X4 PRESSURE TREATED SILL PLATE W/ 1/2" DIAMETER ANCHOR BOLTS AT 4 -0" O.C. AND 12" MAX. FROM ENDS, OR PER SHEARWALL SCHEDULE* 1" MIN. EMBEDMENT 4" CONC. SLAB STUB OUT '4X2 1S" 0,C- (I) +4 CONT. TO Z J HOOK BAR E PER IRO 40313 perm 11011 1 STORY: IT' �' a" 2 1 TORY: }5 R' 3 STORY: IS" S" 10 MN. FOUNDATION DIMENSIONS 3/4" T4G PLYWOOD �1 SUBU EXT. GLUED AND NAILED. k W' r FIN -am i �� ittaitAtti X FLR JETS OR T-11. PER PLANS 2X RIM A 4X BEAM - SEE PLAN Z ° - rAa - 4X4 POSTS - SEE PLAN E 2X6 STUDS AT 16" O.C. R -30 BATT. INSULATION =6 MIL VAPOR BARRIER -(2) +4 CONT. BOTTOM " 1W u0" 13TCY: 12" a' 6" � 2 STOW: lay l Sy 3 STORY: 24° V" lO" 4" CONC. SLAB 0/ 6 MIL. VAPOR BARRIER 0/ 4" GRANULAR FILL (2) •4 CONT. BOTTOM THICKENED GLA13 GYPSUM BOARD 25<4 P1'. SILL PLATE W/ 1/211 d X 10" ANCHOR BOLTS PER SHEAR WALL SCHEDULE (0 48" O.C. ELSEWHERE) 4 12" MAX. FROM ENDS 1" MIN. EMBEDMENT SCALE % 1" a 1' -0 FINISH PER ELEVATION 0/ 15 LB. BLDG. PAPER OR AIR INFILTRATION BARRIER 0/ SHEATHING PER PLAN 2x6" BOTTOM PLATE Z- FLASHING W000 TRIM OPTIONAL CD `• (1) +"4 BAR Z CONT. TOP 4" 4 PERF. FDN. DRAIN (2) +4 CONT. SOT. 2X6" WALL STUDS + I6' ac. UV R -21 BAT? INSULATION (I -BATED SPACES) R -30 BATT INSULATION 3/4" T4G PLYWOOD $UIBFLOOR GLUED AND NAILED l 44■444 FLOOR JOISTS PER PLAN �: ►`'` 2X6 PRESSURE TRF -ATED SILL PLATE W/ 1/2" DIAMETER ANCHOR BOLTS At 4 -0" O.C. AND 12' MAX FROM ENDS, OR PER SI- EARWALL SCHEDULE* 1" MIN. EMBEDMENT J HOOK BAR PER IRC 40313 111E1 MIL. BLACK VAPOR BARRIER I�a MR FOWDATICN DMENSICNS "A" °es 301 l•tK F011k:ATION PM 51.PPORTIM BI.1CK VENEER NOTE: ENGINEERED CONC. WALL REQ. IF BACICFILL AG NST WALL EXCEEDS 4' -O" IN HEIGHT 1 FoUNDATIoN FoUNDATIoN CRAUJL SPACE SCALE 1" a 1 -0" FINISH PER ELEVATION 0/- 15 LIB. BLDG. PAPER OR AIR INFILTRATION BARRIER 0/ SHEATHING PER PLANS Z- FLASHING W000 TRIM OPTIONAL 2 E 2 (I) +4 BAR E CONT. TOP K TIGHT LINE Miff I I STORM DRAIN d IF REQUIRED - I — I I r - 1 I r====I I 4" ¢ PEW: FDN. DRAIN " "511 U" Mitt FOUNDATION PIMENSICNB d 1 1 1 A .1 .4 =1 I STEMUJALL 6 GARAGE SLAT 2x STUDS PER PLAN * 16" O.C.) 1/2" GYPSUM WALL BOARD PER FLAN 2X4 PRESSURE TREATED SILL PLATE W/ I/2" DIAMETER ANCHOR BOLTS AT 4' -O" O.C. AND 12" MAX. FROM ENDS, OR PER $I4EARWALL SCHEDULE* 1" MIN. EMBEDMENT .4" CONC. SLAB 0/ 6 MIL. VAPOR BARRIER 0/ 4" GRANULAR FILL • •- , 4 E III - ` III • I -- - ._.I 1 I — u.,.yr BAR o "" 1•.^.. FER IRO 40313 I- (2) +4 CONT. BOTTOM "A" "i3' I, g MN FOUNDATION DMENSIONS :..•, 411. r. 7 C. 4:1,447 111 II SCALE 0 11 r 2 X 6 BUILT -UP CURB CRICKET - 2X4 UNPILE FRAMI 1 5/8" TYPE 11X1' G.W.B. PLIGHT TO CONFORM W/ IRO SECTION 1R.308b SKYLIGHT SIZE PER PLANS W/ 4" MIN. CURB FLASHING AS RECOMMENDED BY MANF. (LOWER PANEL AND UPPER PANEL TO BE SAFETY GLASS) \ � \ \\ RAFTERS OR TRUSSES \ BEYOND (2) 2X4 WHEN THE SKYLIGHT IS 12' ABOVE THE WALKING SURFACE, THE UPPER AND LOWER PANES ARE TO BE LAMINATED GLASS. SKYLIGHT DETAIL SCALE 1 • I — O I J Z E E cv 3/4" T 4G PLYWOOD SUBFLOOR EXT. GLUED AND NAILED -1 1 , , (3) *4 BARS CONTINUOUS EACH WAY 0 ISOLATED FOOTINGS R -30 BATT. INSULATION MIN. r , T T T - T Y Y r h it TY 2X SOLID BLOCKING • 1 � - 2X FLOOR JOISTS OR T.J.I '5 PER PLANS METAL POST BASE P1544 * 4X4 POST P1346 * 4X6 POST 4 s PER PLAN 7 BEAM PER PLAN METAL POST TO BEAM CONNECTOR PC44 + 4X4 POST PC46 a 4X6 POST POST PER PLAN ILDING PAPER 90+ FELT 4 BEAM TO ISOLATED FOOTING SCALE in a 1 12 MIN. FOUNDATION DIMENSIONS JION 1 SCAL 1 . PORCH SLAB 0 RAISED FOUND WOW G g 1 RWE r 141 b910 ri9 q- 0-1a3g DRAFTER PHI M. DATE: 3/19/2001 FILE 0 : 011031 PROJ 011031 cr3 USE LIVE LOAD ATTICS WITH STORAGE ' 20 ATTICS WITHOUT STORAGE I, 10 DECKS 40 EXTERIOR BALCONIES 60 FIRE ESCAPES 40 GUARDRAILS AND HANDRAILS 200 GUARDRAILS IN -FILL COMPONENTS' 50 PASSENGERS VEHICLE GARAGES 50 ROOMS OTHER THAN SLEEPING ROOM5 40 SLEEPING ROOMS 30 STAIRS 40 SUBJECT To DAMAGE FROM GROUND SNGW LOAD WIND SPEED (MPH) SEISMIC DESIGN CATEGORY WEATHERING FROST LINE DEPTH TERMITE DECAY WINTER DESIGN TEMP. ICE SHIELD REQUIRED FLOOD HAZARD AIR FREEZING INDEX MEAN ANNUAL TEMP. VARIES' 85 C71 OR D2 2 MODERATE 12" ct 1,000 ft ELEV. SLIGHT t0 M012. SLIGHT TO MOD. 25 NO VARIES 100 TO 250 50 GENERAL NOTES C ODE INTERNATIONAL RESIDENTIAL CODE REQUIREMENTS ARE TO BE FOLLOWED PER THE 2006 EDITION. BUILDING CONSTRUCTION TYPE: VN OCCUPANCY GROUP: R-3 CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD AND PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS NAVE BEEN INSTALLED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY ALL DESCREPANCIES TO THE DESIGNER AT THE TIME THEY ARE NOTED. 1. GROUND SNOW LOAD SHALL SE PER "SNOW LOAD ANALYSYS FOR WASHINGTON' SECOND EDITION (1995), PUBLISHED BY THE STRUCTURAL ENGINEERS ASSOCIATION OF WASHINGTON, AS SET FORTH IN KING COUNTY PUBLIC RULE 16 -04 -500. THE MINIMUM ROOF SNOW LOAD SHALL BE 25 POUNDS PER SQUARE FEET. 2. SEISMIC DESIGN CATEGORY SHALL SE D1 FOR AREAS OF UNINCORPORATED KING COUNTY TO THE EAST OF THE SNOQUALMIE RIVER AS IT TRAVERSES FROM THE KING COUNTY - SNOHOMISH COUNTY LINE TO THE CITY LIMITS OF SNOQUALMIE, EAST OF THE TOWN OF SNOQUALMIE, EAST OF THE SNOQUALMIE PARKWAY AND THE ECHO LAKE - SNOQUALMIE CUT -OF SE AS THEY RUN FROM THE CITY LIMITS OF THE TOWN OF SNOQUALMIE TO STATE HIGHWAY 15 AND TO THE SOUTH OR EAST OF STATE HIGHWAY 18. ALL OTHER PORTIONS OF UNINCORPORATED KING COUNTY SHALL BE SEISMIC DESIGN CATEGORY D2. (REGISTERS MUST BE DESIGNED TO D2 CRITERIA.) 3. THE FROST LINE DEPTH SHALL BE CONSIDERED TO BE 12 INCHES FOR SITES UP TO AN ELEVATION OF 1,000 FEET ABOVE SEA LEVEL. FOR SITES OVER 1,000 FEET ABOVE SEA LEVEL A SPECIFIC SITE ANALYSIS MAY BE REQUIRED. 4. FLOOD HAZARD WITHIN KING COUNTY VARIES. SEE THE FLOOD HAZARD CODE PROVISIONS OF KCC 21A.24. FOUNDATION UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER 16 PROVIDED, FOUNDATION DESIGN 15 BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 2500 PSF. TWO STORY PERIMETER FOOTINGS SHALL BEAR 1' -6" (MINIMUM) BELOW FINISHED GRADE.ONE STORY PERIMETER FOOTINGS SHALL BEAR 12" MIN. BELOW FINISHED GRADE.SEE DETAILS ON SHEET *2. SEE TABLE R403.I 2006 IRC. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. FOUNDATION VENTS 5HALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS.PROVIDE " INK. STEEL WASHER AT ALL ANCHOR BOLTS PER 2006 IRC, SECTION R602.II(1). � C„ 3'x j' y CONCRETE DESIGN CRITERIA FOR 2006 INTERNATIONAL RESIDENTIAL CODE TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA MINIMUM CLASS AND USE Fc SLUMP SACKS /C.Y. A - FOOTINGS AND FOUNDATIONS 2500 3 -4 5 1/2 - SLABS ON GRADE 2500 3 -4 5 1/2 CONCRETE COVER OF REINFORCING (PER IRC SECTION 402) 3" CONCRETE CAST AGAINST AND PERMANTENTLY EXPOSED TO EARTH. 1 -1/2" CONCRETE EXPOSED TO EARTH OR WEATHER. 1 -1/2" BEAMS AND COLUMNS NOT EXPOSED TO EARTH OS WEATHER. 3/4" SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER. L AIR ENTRAINING AGENT (5% To 1%) TO BE USED IN ALL CONCRETE FLATWORK EXPOSED TO WEATHER. 2. POSSOLITI -I 300 SERIES (4 OZ. PER 100# OF CEMENT) TO BE USED IN ALL CONCRETE. 3. MIX MAY BE DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF SECTION 403 OF THE IRC. 4. WATER - - CEMENT RATIO PER IRC, SECTION 402. 5. PER IRC TABLE R402.2, UNDER THE COLUMN FOR MODERATE WEATHERING POTENTIAL, BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS AND OTHER VERTICAL CONCRETE WORK EXPOSED TO WEATHER, AND PORCHES, CARPORT SLABS AND STEPS EXPOSED TO WEATHER, AND GARAGE FLOOR SLABS CONC. SHALL BE AIR ENRAINED, TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL NOT BE LESS THAN '% OR MORE THAN 1%. REINFORCING STEEL ASTM 4615 GRADE 40, REINFORCING STEEL DETAILS SHALL BE PREPARED SY AN EXPERIENCED APPROVED RETAILER AND CONFORM TO STANDARD PRACTICE OUTLINED IN ACI REPORT 318. LAP COLUMN VERTICALS. CLASS "A" CONCRETE AND MASONRY COLUMN AND WALL VERTICALS 32 DIAMETERS. LAP ALL OTHER REINFORCING 24 DIAMETERS. SPLICES AT TENSION REGIONS SHALL NOT BE PERMITTED. FRAMING ALL FRAMING TO COMPLY WITH IRC CHAPTER 6. NAIL SIZES AND SPACING TO CONFORM TO IRC, TABLE R602.3(I) 4 TABLE R603.3(4). ALL WOOD IN CONTACT WITH CONCRETE TO F3E PRESSURE TREATED. 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH 18" MIN. CLEARANCE BETWEEN FLOOR JOISTS AND EARTH 12" MIN. CLEARANCE BETWEEN FLooR BEAMS AND EARTH LUMBER STRENGTH (UNITS IN P51 STUDS: HEM - FIR #3 STUD GRADE JOIST, RAFTERS (2X10): HEM - FIR 4 *2 (2X12): BMS, HORS., LINTELS, GIRDERS (4X10): 4" NOMINAL DOUG -FIR 4 1 6" NOMINAL DOUG -FIR #1 GLUED LAMINATED TIMBERS: DOUG -FIR LARCH (24F -V3) MICRO -LAM LVL PLYWOOD Fv 95 85 FB 150 115 1015 980 1000 1350 165 2400 255 2500 TABLE R3O1. MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS ON POUNDS PER SQUARE FOOT) FOR 51: 1 POUND PER SQUARE FOOT = 0.0119kN /m, SQUARE INCH = 645mm, 1 POUND = 4,45N A. ELEVATED GARAGE FLOORS SHALL BE CAPABLE OF SUPPORTING A 2,000 -POUND LOAD APPLIED OVER A 20 SQUARE INCH AREA. B. NO STORAGE WITH ROOF SLOPE NOT OVER 3 UNITS IN 12 UNITS. C. INDIVIDUAL STAIR TREADS SHALL BE DESIGNED FOR TINE UNIFORMLY DISTRIBUTED LIVE LOAD OR A 300 POUND CONCENTRATED LOAD ACTING OVER AN AREA OF 4 SQUARE INCHES, WHICHEVER PRODUCES THE GREATER STRESSES. D. A SINGLE CONCENTRATED LOAD APPLIED IN ANY DIRECTION AT ANY POINT ALONG TI-1E TOP. E. SEE SECTION 8502.2.1 FOR DECKS ATTACHED TO EXTERIOR WALLS. F. GUARD IN -FILL COMPONENTS (ALL THOSE EXCEF'T THE HANDRAIL), BALUSTERS AND PANEL FILLERS SHALL BE DESIGNED TO WITHSTAND A HORIZONTALLY APPLIED NORMAL LOAD OF 50 POUNDS ON AN AREA EQUAL TO 1 SQUARE FOOT. THIS LOAD NEW NOT BE ASSUMED TO ACT CONCURRENTLY WITH ANY OTHER LIVE LOAD REQUIREMENT. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH FLAT GUT WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO SE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2 X THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. BETWEEN SUPPORTS PROVIDE BLOCKING OR APPROVED BRIDGING AT 5' -0" 0.C. FOR FLOOR JOISTS, I0' -O" FOR ROOF JOISTS. TYPICAL SILL BOLTS TO BE 1/2" DIAMETER AT 4' -O" O.G. OR PER 51-IEAR WALL SCHEDULE* MINIMUM 1" EMBEDMENT. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE "STRONG TIE CONNECTORS" AS MANUFACTURED BY SIMPSON COMPANY OR APPROVED EQUAL. PLYWOOD WALL AND ROOF SHEATHING SHALL BE 1/2" CDX OR 1/16 0.S.B. EXTERIOR GRADE, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 10 PENNY 6 6" D.C. e PANEL EDGES AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 24/0. PLYWOOD FLOOR SHEATHING SHALL BE 3/4" CDX TAG (OR EQUAL), UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 10 PENNY AT 6" O.C. 6 PANEL EDGES AND 10" O.C. IN FIELD SPAN INDEX 51-MALL BE 40/20. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. ALL EDGES OF PLYWOOD IN FLOOR, ROOF AND WALLS SHALL BE SUPPORTED. PLYWOOD EDGES AT FLOOR AND ROOF SHALL BE SUPPORTED AT EDGES WITH CLIPS, BLOCKING OR OTHER APPROVED METHODS. PLYWOOD EDGES AT WALLS SHALL BE SUPPORTED SY FRAMING MEMBERS 08 BLOCKING. OSB SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. STRUCTURAL GLUED - LAMINATED LUMBER E 1,200,000 1,200,000 1,300,000 1,300,000 1,100,000 1,600,000 1,6 00,000 2,000,000 SHALL BE DOUGLAS FIR FABRICATED TO THE REQUIREMENTS OF U.S. PRODUCT STANDARD PS 56. LUMBER SHALL BE OF SUCH GRADE TO PROVIDE NORMAL WORKING STRESS VALUES OF 2400 P5I IN BENDING± 1100 PSI IN TENSION± 1600 PSI IN COMPRESSION PARALLEL TO GRAIN± 560 PS1 IN COMPRESSION PERPENDICULAR TO GRAIN AND 165 PSI HORIZONTAL SHEAR (COMBINATION 24F -V3). LAMINATED MEMBERS TO BE AITC CERTIFIED. USE WATERPROOF GLUE. WOOD TRUSSES TRUSSES SHALL BE DESIGNED BY A REGISTERED WASHINGTON STATE ENGINEER AND FABRICATED FROM ONLY THESE DESIGNS. TRUSSES TO BE STAMPED BY THE MANUFACTURER OR BY A QUALITY CONTROL AGENCY SUCH AS THE WASHINGTON STATE TRUSS FABRICATORS COUNCIL. ROOF TRUSS DESIGN SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. NON- BEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT T1-4E TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. APPPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO THE MAIN GIRDER TRUSS. ALL ROOF TRUSSES SHALL SE FRAMED AND TIED INTO THE FRAME WORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL NAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. D IAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL TRUSSES. TRUSSES SHALL BE DESIGNED FOR UNIFORM LOADING AS FOLLOWS: TOP CHORD BOTTOM CHORD TILE ROOF 5/5" FORE CLAY 35 PSF OF TRIBUTARY AREA 5 PSF OF TRUBUTARY AREA 45 P5F TOP CHORD AND 5 PSF BOTTOM CHORD (OR EQUIVALENT) PER IRC SECTION RI001.5 FIREPLACES MASONRY FIREPLACES AND CI- IIMNEYS ARE TO BE CONSTRUCTED TO CONFORM TO ALL APPLICABLE PORTIONS OF THE IRC AND IMC. FLUE LINER MINIMUM FLUE AREA PER IRC TABLE R1001.11(1). CHIMNEYS SI -(ALL SUPPORT ONLY TI -IEIR OWN WEIGHT UNLESS SPECIFICALLY DESIGNED TO SUPPORT ADDITIONAL LOADS. ALL FIREPLACES ARE TO BE PROVIDED WITH TIGHTLY FITTING FLUE DAMPERS, OPERATED WITH A READILY ACCESSIBLE MANUAL OR APPROVED AUTOMATIC CONTROL, AND AN OUTSIDE SOURCE OF COMBUSTION AIR, MINIMUM DUCT SIZE OF 6 SQUARE INCHES IN AREA, PROVIDED WITH READILY OPERABLE DAMPER LOCATED IN FRONT PART OF FIREBOX. PREFABRICATED FIREPLACES, CHIMNEYS AND RELATED COMPONENTS TO BEAR U.L. OR ICC SEAL OF APPROVAL AND TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. HEARTHS TO EXTEND 20" IN FRONT OF AND 12" BEYOND EACH SIDE OF FIREPLACE OPENINGS. DOORS AND WINDOWS DOORS TO THE EXTERIOR SHALL HAVE MAX. 1 3/4" STEP TO MIN 36" DEEP X ( 12" + OPERABLE DOOR WIDTH) MIN. LANDING ALL GLAZING TO BE PER WSEC TABLE 6 -1 UNLESS NOTED OTHERWISE. ALL SKYLIGHTS AND SKYWALLS TO BE SAFETY LAMINATED GLASS UNLESS NOTED OTHERWISE. FRENCH DOORS TO BE DOUBLE GLAZED NON TESTED ASSUMED U VALUE OF .90, UNLESS NOTED OTHERWISE, WITH SAFETY GLAZING. FACTORY BUILT WINDOWS TO BE CONSTRUCTED TO PERMIT MAXIMUM INFILTRATION OF 0.5 CFM PER LINEAL FOOT OF OPERABLE SASH PERIMETER AS TESTED BY STANDARD ASTM E 253.13. SITE BUILT AND MILL WORK SHOP BUILT WOODEN SASH ARE EXEMPT FROM INFILTRATION CRITERIA ABOVE± BUT MUST BE MADE TIGHTLY FITTING AND WEATHER STRIPPED OR CAULKED. SLIDING GLASS DOORS TO PERMIT MAXIMUM INFILTRATION OF 0.5 CFM INFILTRATION PER SQUARE FOOT OF DOOR AREA. EACH LIGHT SHALL BEAR THE MANUFACTURER'S LABEL DESIGNATING THE TYPE AND THICKNESS OF GLASS. IDENTIFICATION OF GLAZING, IN HAZARDOUS LOCATIONS SHALL BE IN ACCORDANCE WITH IRC, SECTION (B) 308.4 PROVIDE SOLID CORE DOORS e ENTRY AND FROM GARAGE TO LIVING AREAS ( AS WELL AS ANY OTHER DOORS TO THE EXTERIOR: PROVIDE SELF - CLOSURE DEVICE ON DOOR TO GARAGE, PER IRC. SEE PLANS FOR: - MAXIMUM GLAZING AREA. - GLAZING MFG. AND MODEL NUMBERS. - WEIGHTED UA CALCULATION FOR SUS - STANDARD GLAZING. SAFETY GLAZING LOCATIONS AS PER IRC SECTION (B) 305.4: 1. INGRESS AND EGRESS DOORS 2. SLIDING GLASS DOORS, SWINGING GLASS DOORS 3. SHOWER AND BATHTUB ENCLOSURES 4. GLAZING W/ THE EXPOSED EDGE WITHIN A 24" ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION, 4 SOTTOM EDGE 15 LESS THAN 60" ABOVE THE WALKING SURFACE 5. GLAZING GREATER THAN 9 S.F. LESS THAN 15" ABOVE FINISHED FLOOR 6. GLAZING IN GUARDRAILS 1. GLAZING IN STAIRWELLS AND WITHIN 5' OF TOP / BOTTOM OF STAIRS. INSULATION UNLESS NOTED OTHERWISE, INSULATION TO BE PER WSEG TABLE 6 -1 INSULATION BAFFLES TO MAINTAIN In ABOVE INSULATION BAFFLES TO EXTEND 6" ABOVE BATT INSULATION. BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION. INSULATE BEI -MIND TUBS /SHOWERS, PARTITIONS AND CORNERS. FACE STAPLE BATTS FRICTION NT FACED BATTS USE 4 MIL POLY VAPOR RETARDER AT WALLS USE PVA PAINT WITH A DRY CUP PERM RATING OF 1 MAX. REVIEE COMPLIANCE APPROVED JUL 1 2001 City Of Tukwii IOC ILDING DM - WALLS BETWEEN HOUSE AND GARAGE HAVE TO HAVE R -21 U.N.O. - FLOORS ABA( CRAWL SPACES, GARAGE, OR AT CANTILEVERS OVER GRADE HAVE TO HAVE R -30 UN.O. - ALL ATTIC. AT CEILINGS HAVE TO HAVE R -35 (MIN.) U.N.O. - DUCTS IN UNHEATED SF'ACES HAVE TO HAVE R -5 - GAS WATER HEATERS SHALL MEET REQUIREMENTS OF 2003 UPC AND BE 50 LABELED. MISCELLANEOUS NOTES 1. GUARDRAILS TO BE 36" MIN. ABOVE FINISH FLOOR. 2. HANDRAILS TO BE 34" - 35" ABOVE NOSING, WITH HANDGRIP of 1 1/2" - 2" IN 3. OPEN GUARDRAILS SHALL HAVE INTERMEDIATE RAILS OR ORNAMENTAL PATTERN SUCH THAT A SPHERE 4" IN DIAMETER CANNOT PASS THROUGH. 4. ONE I-40UR FIRE SEPARATIONS BETWEEN GARAGE AND DWELLING: INSTALL 5 /S" TYPE ON ALL WALLS AND CEILINGS, BEARING WALLS. STAGGER JOINTS FROM PLYWOOD BELOW WHERE APPL (CABLE. 5. BEDROOM EMERGENCY EGRESS WINDOWS: MINIMUM NET CLEAR OPENING OP 5.1 SQ. Ft, WIDTH OF 20" AND MINIMUM 24 ". MAXIMUM FINISHED SILL HEIGHT OF 44" ABOVE 6. EACH SLEEPING ROOM SHALL BE PROVIDED W/ A SMOKE DETECTOR (INTERCONNECTED) PER SECTION (F) 8313.1. SMOKE DETECTORS SHALL SE PROVIDED W/ A BATTERY BACK -UP. PER SEC. (F) 8313.1 AND, LOCATED PER SECTION (F) 8313.1. 1. ANCHORED VENEER SHALL BE PROVIDED WITH 022 GA. X 3/4" CORROSION RESISTANT ANCHOR TIES. THE ANCHOR TIES SHALL BE SPACED A MAX. OF 24" 0.C. AND SUPPORT NO MORE THAN 2 SQ. FT. OF VENEER. IN SEISMIC ZONE 3 4 4 THE EXTENDED LEG OF THE ANCHOR TIE SHALL LOOP AROUND A #9 GA. CONT. INORZ. JOINT REINFORCEMENT WIRE. RECCE JUN -7 2007 PERMIT GENIE DRAFTER Phil M. DATE: 3/19/200'1 PILE 011031 PROJ 011031 0 0 OPTION GLAZING Ip AREA ' ° �° oF rLooR BLAZING U- EAGtOR DOORS 9 U -VALUE 2 CEILING: VAULTED CEILING3 12 WALL GR WALL -INT. GRADE RADE ¢ WALL-EXt. GRADE 5 1=LOOR 6 5LAB GRADE PERT. OYERHD. 11 1. IO% 032 0.58 020 R -38 R -30 R -15 R -I5 R •IO R -30 R -I0 II: 15% 035 0.58 020 R -38 R -30 R -2I R -2I R -I0 R -30 R -10 III. 25% 0.40 0.58 0.20 R--3S/ R -30/ R -21 R -I5 R -I0 R -30/ R -1O GR. R -I AND U =0.031 U =0.034 U= 0.05 - I U =0.029 R -2 OCCUP. ONLY IV. UNLIM. GR. 0.35 0.58 0.20 R -38 1 R -2I R •21 R -1O R •30 R -10 R -3 AND R 4 OCCUP. ONLY Y. UNLIM. GR. 035 0.5S 0.20 R -38/ R -30/ R -2I/ R -15 R -I0 R-39)/ R -I0 R -I AND U =0.031 U =0.034 U.0.0 51 U =0.029 R -2 OCCUP. ONLY * REFERENCE CASE WASHINGTON STATE ENERGY CODE CLIMATE ZONE 1 2006 WSEC: EFFECTIVE 1 -1 -01 TABLE 6 -I - PRESCRIPTIVE REQUIREMENTS FOR GROUP R OCCUPANCY 0. NOMINAL R- VALUES ARE FOR WOOD FRAME ASSEMBLIES ONLY OR ASSEMBLIES BUILT IN ACCORDANCE WITH SECTION 6 01.1. I. MINIMUM REQUIREMENTS FOR EACH OPTION LISTED. FOR EXAMPLE, IF A PROPOSED DESIGN HAS A GLAZING RATIO TO THE CONDITIONED FLOOR AREA OF 13%, IT SHALL COMPLY WITH ALL THE REQUIREMENTS OF THE 15% GLAZING OPTION (OR HIGHER). PROPOSED DESIGNS WHICH CANNOT MEET THE SPECIFIC REQUIREMENTS OF A LISTED OPTION ABOVE, MAY CALCULATE COMPLIANCE BY CHAPTERS 4 OR 5 OF THIS CODE. 2, REQUIREMENT APPLIES TO ALL CEILINGS EXCEPT SINGLE RAFTER OR JOIST VAULTED CEILINGS COMPLYING WITH NOTE 3. 'ADV DENOTES ADVANCED FRAMED CEILING, 3. REQUIREMENT APPLICABLE ONLY TO SINGLE RAFTER OR JOIST VAULTED CEILINGS WHERE BOTH (a) THE DISTANCE BETWEEN THE TOP OF THE CEILING AND THE UNDERSIDE OF TIE ROOF SHEATHING 15 LESS THAN 12" AND (b) THERE IS A MINIMUM 1" VENTED AIRSPACE ABOVE THE INSULATION. OTHER SINGLE RAFTER OR JOIST VAULTED CEILINGS SHALL COMPLY WITH THE "CEILING" REQUIREMENTS. THIS OPTION IS LIMITED TO 500 SQ. FT. 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 -10, 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 ACCORDING TO THE MANUFACTURER'S SPECIFICATIONS. SEE SECTION 602.2 5. FLOORS OVER CRAWL SPACES OR EXPOSED TO AMBIENT AIR CONDITIONS. &. REQUIRED SLAB PERIMETER INSULATION SHALL BE WATER RESISTANT MATERIAL, MANUFACTURED FOR ITS INTENDED USE, AND INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. SEE SECTION 602.4. 1. INT. DENOTES STANDARD FRAMING 16" O.0 WITH HEADERS INSULATED WITH A MIN. OF R -10 INSULATION S. THIS WALL INSULATION REQUIREMENT DENOTES R -I9 WALL CAVITY INSULATION PLUS R -5 FOAM SHEATING 9. DOORS, INCLUDING ALL FIRE DOORS, SHALL BE ASSIGNED DEFAULT U- FACTORS FROM TABLE 10 -6C 10. WHERE A MAX. GLAZING AREA 15 LISTED, THE TOTAL GLAZING AREA (COMBINED VERTICAL PLUS OVERHEAD)AS A PERCENT OF GROSS CONDITION FLOOR AREA SHALL BE LESS THAN OR EQUAL TO THAT VALUE. OVERHEAD GLAZING WITH U- FACTOR OF U =O.4O OR LESS IS NOT INCLUDED IN GLAZING AREA LIMITATIONS. 11. OVERHEAD GLAZING SHALL NAVE U- FACTORS DETERMINED IN ACCORDANCE WITH NFRC 100 OR AS SPECIFIED IN SECTION 502.1.5. 12. LOG AND SOLID TIMBER WALLS WITH A MIN. AVERAGE THICKNESS OF 3.5" ARE EXEMPT FROM THIS INSULATION REQ. INTEGRATED WHOLE HOUSE VENT SYSTEM SPECIFICATIONS FOR THE 2006 VENTILATION AND INDOOR AIR QUALITY CODE FOR THE INTERMITTENTLY OPERATED INTEGRATED FORCED AIR VENTILATION SYSTEM. A SOURCE SPECIFIC VENTILATION REQUIREMENTS 1. EXHAUST FAN REQUIREMENTS: A - BATHROOMS, LAUNDRIES, AND POWDER ROOMS - 50 CFM. 025" W.G. • - KITCHENS - 100 CFM e 0.25" W.G. RANGE I-100DS AND DOWN DRAFT RANGES MAYBE RATED AT 100 CFM ' 0.25" W.G. 2. EXHAUST DUCT REQUIREMENTS A - BE INSULATED TO R -4 IN UNCONDITIONED SPACES. B - BE EQUIPPED WITH A BACKDRAFT DAMPER C - TERMINATE OUTSIDE THE BUILDING - COMPLY WITH TABLE 3 -3 B WHOLE HOUSE VENTILATION REQUIREMENT. OUTDOOR AIR SHALL BE SUPPLIED To ALL HABITABLE ROOMS THROUGH THE FORCED AIR HEATING SYSTEM USING THE FOLLOWING METHOD: 1. FRESH AIR INLET DUCT SHALL COMPLY WITH THE FOLLOWING: A - BE SIZED ACCORDING TO TABLE 3 -5. • - BE DUCTED FROM THE EXTERIOR AND CONNECTED TO THE RETURN AIR STREAM FOUR FEET UPSTREAM OF THE FURNACE BLOWER. C - BE INSULATED TO R -4 WHEN LOCATED WITHIN HEATED AREAS. D - BE PROTECTED FROM THE ENTRY OF INSECTS, LEAVES AND OTHER MATERIAL. E - NOT RECEIVE FRESH AIR FROM THE FOLLOWING AREAS: 1) WITHIN TEN FEET OF AN APPLIANCE VENT OUTLET, UNLESS THE VENT OUTLET 15 THREE FEET ABOVE THE FRESH AIR INLET. 2) WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES, OR FLAMMABLE VAPORS, 3) A HAZARDOUS OR UNSANITARY LOCATION. 4) A ROOM OR SPACE HAVING FUEL BURNING APPLIANCES THEREIN. 5) CLOSER THAN 10' FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING 15 AT LEAST THREE FEET ABOVE TI-1E FRESH AIR INLET 6) ATTICS, CRAWL SPACES, OR GARAGES. 1 2. THE INLET DUCT SHALL BE EQUIPPED WITH ONE OF THE FOLLOWING: A - THE INLET DUCT SHALL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL TIMER, OR B - A FIXED DAMPER INSTALLED AND SET TO MEET MEASURED FLOW RATES AS SPECIFIED IN TABLE 3 -2, OR C - AN AUTOMATIC FLOW REGULATING DEVICE WITH FIELD MEASURED MINIMUM NEGATIVE PRESSURE OF 01 INCHES WATER GAUGE AT THE POINT WHERE THE OUTSIDE AIR DUCT IS CONNECTED TO THE RETURN AIR PLENUM. 3. VENTILATION SYSTEM CONTROLS: ,4N AUTOMATIC CONTROL SUCH AS A CLOCK TIMER SHALL BE INSTALLED IN A READILY ACCESSIBLE LOCATION. THE TIMER SHALL BE CAPABLE OF CONTINUOUS OPERATION AND HAVE AN AUTOMATIC AND MANUAL CONTROL. AT THE TIME OF TI-4E FINAL INSPECTION, THE TIMER SHALL BE SET TO OPERATE THE WHOLE HOUSE FAN AND MOTORIZED DAMPER FOR A MINIMUM OF EIGHT HOURS. THE INTEGRATED VENTILATION SYSTEM SHALL DEMONSTRATE COMPLIANCE WITH VIAQC SECTION 302.22 BY EITHER ON SITE FLOW TESTING OR AN ENGINEERED DESIGN. DEMONSTRATION OF COMPLIANCE SHALL SE MADE AVAILABLE FOR THE INSPECTOR BEFORE A CERTIFICATE OF OCCUPANCY WILL BE ISSUED NOTE: THE GOVERNING BUILDING DEPARTMENT RECOMMENDS THE INSTALLATION OF A CENTRALLY LOCATED WHOLE I- -LOUSE EXHAUST FAN WITH A MINIMUM SONE RATING OF 1.5 AND SIZED ACCORDING TO TABLE 3 -2 AND CONNECTED TO THE AUTOMATIC CONTROL TIMER THIS WILL FACILITATE FRESH AIR DISTRIBUTION AND REDUCE THE POSSIBILITY OF MOISTURE LADEN AIR BEING DRIVEN INTO THE BUILDING CAVITIES. INTERIOR DOORS SHOULD BE UNDERCUT ONE HALF INCH ABOVE THE FINISHED FLOOR. BASIC MCkANICAL SOLID FUEL BURNING APPLIANCES SOLID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM HEATERS / FIREPLACE STOVES, FACTORY BUILT FIREPLACES, AND FIREPLACE INSERTS. UNLESS OTHERWISE ADOPTED BY CITY OF SEATTLE, ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF IMC. HEATING EACH DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 65 F AT A HEIGHT OF 3' ABOVE THE FLOOR IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE 15 AS SET FORTH IN SECTION 302.1, WASHINGTON STATE ENERGY CODE 4 IRC. DEFINITION: BUILDING ENVELOPE. THE ELEMENTS OF A BUILDING WHICH ENCLOSE SEC 201, CONDITIONED SPACES THROUGH WHICH THERMAL ENERGY MAY BE W.S.E.C. TRANSFERRED TO OR FROM THE EXTERIOR, EXCEPT AS EXEMPTED BY THE PROVISIONS OF SECTION 101.3.1. A - FUEL BURNING EQUIPMENT LOCATED WITHIN THE BUILDING ENVELOPE (CONSTRUCTED UNDER THE WASHINGTON STATE ENERGY CODE) SHALL OBTAIN COMBUSTION AIR FROM OUTDOORS, MEETING THE PROVISIONS OF SECTION 103, UMC. B - TO MEET THE PROVISIONS OF SECTION 806.1 U.M.G.. FUEL BURNING EQUIPMENT LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL EE VENTED C - DUCTWORK, LOCATION AND SOURCE OF COMBUSTION AIR, REFERENCE IMC. ALL WARM -AIR FURNACES SHALL SE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS, IMC. APPLIANCES INTENDED FOR INSTALLATION IN CLOSETS, ALCOVES OR CONFINED SPACES SHALL BE SO LISTED. IMC. NO WARM -AIR FURNACES 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 FURNACES, ENCLOSED FURNACES AND ELECTRIC HEATING FURNACES.IMC. NO WARM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OR ALCOVE LESS THAN 12" WIDER THAN THE FURNACE OR FURNACES INSTALLED THEREIN WITH A MINIMUM CLEAR WORKING SPACE LESS THAN 3" ALONG THE SIDES, BACK AND TOP OF THE FURNACE. IMC. LIQUEFIED PETROLEUM GAS- BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER- THAN -AIR GAS MIGHT COLLECT. APPLIANCES 50 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. IMC. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS 5HALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18 INCHES ABOVE THE FLOOR LEVEL. IMC. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEARATING A RESIDENCE (GROUP R, DIVISION 3 OCCUPANCY) FROM A GARAGE (GROUP U, DIVISION I OCCUPANCY), PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LESS THAN 0.019 INCH (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARAGE.IMC. WARM -AIR FURNACE INSTALLATIONS IN ATTICS OR CRAWL SPACES SHALL COMPLY WITH IMC. EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH IMC. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL SE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE PROV. OF IMC. A TYPE B OR SW GAS VENT SHALL TERMINATE PER IMC. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS TI-IAN 2 FEET AB0VE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT IMC. 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 IMC. DUCTWORK 4 - DUCT SYSTEMS SHALL BE OF METAL AS SET FORTH IN TALES OR FACTORY -MADE AIR DUCTS COMPLYING WITH IMC. FURNACE AIR DUCTS IN THE GARAGE THAT PASS TIHROUGI-4T THE LIVING /GARAGE COMMON WALL SHALL BE NO. 26 GAGE STEEL OR THICKER B - JOINTS AND SEAMS SHALL 5E SUBSTANTIALLY AIRTIGHT (RECTANGULAR DUCTS), (FLAT, OVAL AND ROUND DUCTS) PER IMC AND WSEC SEC. 503.10.2 . C - INSTALLATION OF DUCTS SHALL COMPLY WITH IMC. D - DUCT INSULATION SHALL SE INSTALLED IN ACCORD. WITH TABLE 5 -11 W /SEC.. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN 1 DECKS, IN ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF R00F RAFTERS, AND AT EXTERIOR WALLS. 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 WALL. THE NET FREE VENTILATING AREA FOR ATTIC VENTILATION MAY BE 1/300 OF THE AREA OF TI-4E VENTILATED SPACE PROVIDED A VAPOR RETARDER HAVING A PERM RATING NOT EXCEEDING 1 15 INSTALLED ON THE WARM SIDE OF THE INSULATION. THE VAPOR BARRIER BEHIND THE BATHTUB MUST HAVE A FLAME - SPREAD OF NOT GREATER THAN 25 AND A SMOKE DENSITY OF NOT GREATER THAN 450. IRC SEC. 8318.1. HEATING EQUIPMENT EQUIPMENT SHALL COMPLY WITH SECTION 1411 OF THE 2006 WSEC, REQUIRED HEATING SYSTEM EFFICIENCIES ARE DETERMINED BY THE TYPE OF GLAZING INSTALLED. FOR A BREAKDOWN OF REQUIRED HEATING SYSTEMS FOR EACH TYPE OF GLAZING, SEE 'WSEC TABLE 6 -2' IN GENERAL NOTES. GA5 I-IVAC UNITS SHALL BE ISOLATED FROM LIVING AREAS, SET ON TOP OF AN 18" HIGH - 1 I-10UR PLATFORM, AND HAVE COMB. AIR DUCT AND EXHAUST FLUE PER ALL APPLICABLE CODES. HVAC EQUIPMENT FOR LOW -RISE RESIDENTIAL SHALL BE SIZED NO GREATER THAN 200% OF DESIGN LOAD. WATER TANK TO BE LABELED PER 2003 UPC. APPLIANCES DESIGNED TO 3E FIXED IN POSITION SHALL 5E SECURELY FASTENED IN PLACE R -10 INSULATION UNDER ELECTRIC WATER HEATERS 2.5 GPM FLOW RESTRICTORS ON SHOWERS, TUBS AND LAVATORIES. FIREPLACES - (SITE BUILT AND ZERO - CLEARANCE) MANUFACTURERS INSTALLATIONS INSTRUCTIONS TO BE ON SITE FOR FRAMING INSPECTION FIREPLACES SHALL BE PROVIDED WITH: A - TIGHTLY FITTING FLUE DAMPERS, OPERATED WITH A READILY ACCESSIBLE MANUAL OR APPROVED AUTOMATIC CONTROL. B - AN OUTSIDE SOURCE FOR COMBUSTION AIR. MINIMUM DUCT SIZE OF 6 SQUARE INCHES, WITH READILY OPERABLE DAMPER. OUTLET MUST BE INSIDE FRONT OF FIREBOX. C - TIGHTLY FITTING GLASS OR METAL DOORS WITH A FLUE DRAFT INDUCTION FAN. SOLID FUEL - BURNING APPLIANCES/WOODSTOVES SHALL BE PROVIDED WITH: A - OUTSIDE SOURCE COMBUSTION AIR DUCTED DIRECTLY TO THE APPLIANCE. B - OUTSIDE SOURCE COMBUSTION AIR SHALL BE PROVIDED PER SPECS. C - TIGHTLY FITTING GLASS OR METAL DOORS MANUFACTURER'S INSTALLATION INSTRUG TO BE ON SITE FOR FRAMING INSPECTION I CODE COMPLIANCE APPROVED JUL 1 2007 WATER HEATERS WATER HEATERS ARE REQUIRED TO MEET TIE REQUIREMENTS OF 2006 IPC STANDAR Of Tukwila BE LABELED AS SUCH. IN ADDITION, ELECTRIC WATER HEATERS INSTALLED IN UNHEAT D City SPACES SHALL BE PLACED ON ,AN INCOMPRESSIBLE SURFACE OR FLOOR INSULATED C L ®AN MINIMUM OF R -10. GAS WATER HEATERS WILL BE MOUNTED ON AN IS" HIGH PLATFORM WITH COMB. AIR DUCT AND EXHAUST FLUE TO OUTSIDE PER APPLICABLE CODES. APPLIANCES DESIGNED TO BE FIXED IN POSITION SHALL BE SECURELY FASTENED IN PLACE. SUPPORTS FOR APPLIANCES SHALL BE DESIGNED AND CONSTRUCTED TO SUSTAIN VERTICAL AND HORIZONTAL LOADS WITHIN THE STRESS LIMITATIONS SPECIFIED IN THE BUILDING CODE. STRAP THE WATER HEATERS AT POINTS WITHIN THE UPPER 1/3 AND LOWER I/3 OF ITS VERTICAL DIMENSION LOWER POINT SHALL BE MINIMUM 4" ABOVE CONTROLS PIPING INSULATION PIPING FOR HOT WATER /STEAM SYSTEMS OF PIPING FOR CONTINUOUSLY CIRCULATING HOT WATER SERVICE SYSTEMS 15 REQUIRED TO BE INSULATED PER SEC. 5013.11, T,45LE 5 -12, WSEC.. SERVICE WATER PIPING TO BE INSULATED WITH R -3. SKYLIGHTS: PER IRC SECTION R300.& SCREENS NEW NOT BE PROVIDED AT SKYLIGHTS WHEN 50TH PANES ARE FULLY TEMPERED GLASS PER SECTION R308.G , IF ALL OF THE FOLLOWING CONDITIONS ARE MET. A - THE GLAZING AREA DOES NOT EXCEED 16 SQUARE FEET. B - THE HIGHEST POINT OF THE GLASS IS NOT TO SE MORE THAN 12' ABOVE ANY WALKING SURFACE OR ACCESSIBLE AREA. C - THE NOMINAL THICKNESS OF EACH PANE DOES NOT EXCEED 3/16". - SCREENS ARE REQUIRED FOR ALL GLAZING AND SKYLIGHTS LOCATED MORE THAN 12' ABOVE ANY WALKING SURFACE OR ACCESSIBLE AREA. PLUMBING WATER CLOSETS AND ASSOCIATED FLUSHOMETER VALVES THAT DO NOT USE MORE THAN 1.6 GALLONS PER FLUSH. SPECIFY NON - REMOVABLE TYPE BACKFLOW PREVENTION DEVICE AT ALL I-105E 5I55 INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE OR THE THERMOSTATIC MIXING VALVE TYPE AT THE SHOWERES AND TUB - SHOWER COMBINAITON SHOWER SHALL BE FINISHED WITH A SMOOTH, HARD NONABSORBENT SURFACE TO A HEIGHT OF NOT LESS THAN 10 INCHES ABOVE THE DRAIN INLET. WHEN GYPSUM BOARD IS USED AS A BASE FOR TILE OR WALL PANELS AT SHOWERS, WATER RESISTANT GYPSUM SACKING BOARD SHALL BE USED. WATER RESISTANT GYPSUM BACKING BOARD SHALL NOT BE USED OVER A VAPOR BARRIER. EXCNED JUN -7 2007 PER MiT CENTER DRAFTER Phil 11. DATE: 3/19/2001 FILE Pt o1I o31 FRO.I 011031 200& IBC SHEAR WALL SCHEDULE LEG ND WALL TYPE MINIMUM SHEATHING SHEATHING NAILING ANCHOR BOLTS - 1" EMBED L\ 1/16" I O_ .B. EDGES BLOCKED Sd e 4" O.C. EDGES S" O.C. FIELD 5/8" e 48" O.G. WASHER 3/I6 OR MA4 6 32" 0_C_ (RI) n //1611 0.5.8. EDGES BLOCKED Sd e 3" O.C. EDGES 6" O.C. FIELD (2) 2x AT ADJOINING PANELS 1Od a 6" O.G. STUD TO STUD STAGGERED 5/8" , 24" O_G. WASHER 3/16 "x2 "x2 OR MA4 0 16" Q_C. ,A / /16" 0.5.5. EDGES BLOCKED Sd 6 2" O.C. EDGES 6" O.C. FIELD (2) 2x AT ADJOINING PANELS 0 6 O.C STUD TO STUD STAGGERED RBC 9 45" D.G. 9 ROOF 5/8" a IS" O.C. WASHER 3/16 11 x2 11 x2" OR MA4 a 12" O.G. OR n 19/32" O.S.B_ EDGES BLOCKED IOd e 2" D.G. EDGES 6" O_C. FIELD 4x AT ADJOINING PANELS STAGGER SHEAR NAILING RBc 51 24" O.C. 51 ROOF 5 /8" a6 12 0_C. WASHER 3/16"x2 OR MA4 e 8" O.C. DESIGNATED SHEAR WALLS SMART PANEL NA L 6 'O C EDGE AN T FIELD 1/2" BE OLTSHEATHED UB SUBSTITUTED FOR 5/8" BOLTS WITH SAME SPACING 1. SOLE PLATE AND TOP PLATE NAILING PER NAILING SCHEDULE (TABLE 2304.9.1) I TOP PLATE TO RAFTER WITH SIMPSON H1 OR AS SPECIFIED. 2. ANCHOR BOLTS SHALL INCLUDE HOT DIPPED GALVANIZED STEEL PLATE WASHERS A MINIMUM OF 3/16 "x2' x2 BETWEEN THE SILL PLATE AND NUT, THERE SHALL BE A MIN. OF (2) BOLTS PER SILL PLATE LOCATED WITHIN 12" BUT NOT CLOSER THAN 4" OF EACH END. (IBC 23053.10) 3, SILL PLATES RESISTING A DESIGN LOAD GREATER THAN 350 PLF HAVE NAD THE BOLT SPACING REDUCED TO AVOID USING 3X SILL PLATES. PER IBC 23053.10 EXCEPTION NAIL SIZE INFORMATION Sd = 0.131 "dia. x 2 -1/2" long UNLESS NOTED OTHERWISE 10d = 0.148" di& x 3" long I6d = 0.162" dia. x 3 -1/2" Tong HOT DIPPED GALVANIZED NAILS AT CONNECTIONS TO PRESSURE TREATED PLATE NOLDOWN SCHEDULE DETAIL CALL -OUT! �7 SEE "D' S1 -EETS FOR CORRESPONDING DETAIL MARK SIMPSON (PRODUCT) CAPACITY ATTACHMENT NOTES STHDSRJ STUDS OR STHD8 RJ (OR PND 2 SUBSTITUTION) 2,210 W/ 24x16d TO (2) STUDS USE RJ FOR RIM JOIST 10d e 6" 0.C. STUD TO STUD STHD14RJ STHD14 OR STHD14 RJ (OR PI-1D 5 SUBSTITUTION) 5025* W/ 3Sx16d TO (2) STUDS USE RJ FOR RIM JOIST 10d e 6" O.G. STUD TO STUD -IDUS HDUS W/ (2 )2 EMBERS (20) SDS 1 /4'3 WOOD 1 / 8 " DIA. ANCHOR SS PER SIMPSON 1 NOR "3" BOLT HDUII HDUII TO 4X6 MEMBER 9695# (30) SDS 1 /4 "x3" WOOD SCREWS (30) SDS 1 /4"x3" WOOD SCREWS 1" DIA. ANCHOR "J" BOLT 15" PENETRATION HOOKING (2) *4 1" DIA. ANCHOR "J" BOLT 15" PENETRATION HOOKING (2) #4 ----- 1-11-IDQ14 HHDQ14 TO 4X8 MEMBER 12,350* STRAP SCHEDULE STRAPS NOT REQUIRED FOR BALLOON FRAMING CS14 C514 STRAPS 2490* CAPACITY TO (1) STUD W/ (34) 10d EACH LENGTH = CLEAR SPAN + 38" ST6236 SUB ACCEPTABLE I b MSTC6653 MSTC6653 3520* CAPACITY TO (2) STUDS W/ (38) 10d EACH FACE (14) IOd BOTTOM (4)10d 5. BRACED WALL PANEL TOP AND BOTTOM PLATES SHALL BE FASTENED TO JOISTS, RAFTERS, OR FULL DEPTH BLOCKING. BOTTOM PLATE FASTENING TO JOIST OR BLOCKING BELOW SHALL NOT BE LESS THAN (3) 16d NAILS. BLOCKING SHALL BE NAILED TO THE TOP PLATE BELOW WITH NOT LESS THAN (3) 8d TOENAILS PER BLOCK JOISTS PARALLEL TO THE TOP PLATES SHALL BE NAILED TO THE TOP PLATE WITH NOT LESS THAN 8d TOENAILS e 6" 6. FLOOR SHEATHING: 23/32" TiiG 055 W/ 10d e 6" o.c. AT PANEL EDGES AND 12" o.c. IN FIELD UNLESS NOTED OTHERWISE MFR TRUSSES a 24" D.G. w/ 1/16 "0513 ROOF SHEATHING w/ Sd e 6" D.G. AT PANEL EDGES AND 12" O.C. IN FIELD (TYPICAL) 1. PROVIDE SOLID BLOC = INCA AT ALL BEARING LOCATIONS 53.01 JLA NOTE: ALL MANUFACTURED FLOOR JOISTS BY OTHERS ALL MANUFACTURED ROOF TfRUSSES 8Y OTHERS ALL FOOTINGS TO BEAR ON UNDISTURE3ED SOIL III ■I ■I�I�I�I ■I■i ■I■ ■I ■I STRAP DETAILS (2) CSI4'S Provide minimum 1 -5/ end distance Equal number o specified nails In each end FLOORING_ 3/4" T4G (OR SIMPSON WSNTL2 S CR E W5 ) AT PANEL EDGES AND 12" o.c. IN FIELD 8 GLUED TO TJI. 6 Di r TI-416 FNG INEFIRING 15 LICENSED FOB SING 320 S. 11 &T1 I TU <J, I I A, WA T� III ENGINEERING 15 I A D \I \ LIVI \G VILY n 9 MAIN N I ❑ 5TND14s) ST1- 1D14RJ 5TI- I1D14RJ D ST1-11714RJ S /S" A S. • 12" O.G. UNDEIR "D" WALLS O O DO NOT SGALE(1 /4" -1' ) OT AFFLICA5LE TO ANY OTI I=IR SITE - \TRY 0 PORC \oo SJJ1SxS E L4T PATIO PWDR �r E L1SE ONLY AT: /KIT PLEASE CALL KEVIN BOURN 6 SIMPSON (206)255 -2081 BUILDER TO CONFIRM FIT BEFORE FTG POUR SSW are required to be anchored into footing. Anchor bolts and stem wall Should be adjusted as needed for grade and w a l l heights STHD EDGE DISTANCE 1 -1/2" MIN. SHEATH ALL EXTERIOR WALLS A5 U UNLESS NOTED OTHERWISE. BUILDER TO DETERMINE IF STHD OR STHD /RJ 15 APPROPRIATE. ADJUST CRAWL SPACE VENTS TO SE 12" MINIMUM AWAY FROM HOLDOWNS UTIL AS REQUIRED D 4 GARAGE 5„18)x0 EXTEND HEADER OVER 51EEARWALL5 2X SOLID SLOCKINC 24" O.G. W/ OSS SHEATHING:, NAILED W /Sol • 4" O.G. AT FANEL EDGES S" O_G- IN FIELD FOR i�IC�ID D I AF -- 1FRAGM (TYF W -IEEE SHOWN) (2) ROWS 1C,d SINKER m 3"0C TYP @ GARAGE OPENINGS 14EADER EXTENDED OVER 51- IEARWAL_L INSTALL. LSTA -24 STRAP BACKSIDE f _ e L C ; E I EC JUN-72007 PERMIT CENTEh LATERAL ENGINEERING ONLY GRAVITY LOAD ENGINEERING (5EAMS, FOUNDATION, ETC.) 5Y OT1 --4ERS PERMITTING JURISDICTION TAKES ALL RESPONSIBILITY FOR ENGINEERING SI -IEETS Not' RED STAMPED LATERAL ENGINEERING ONLY 200? COPYRIGI4 ©2001 1-ODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL Egio 614 Any variations from conditions and dimensions shown on the engineering shall be reported to the designer and engineer for resolution prior to proceeding: otherwise the contractor shall be solely responsible for costs of any necessary remedial work. SEISMIC DESIGN CATEGORY John Hodge, P.E. 2601 Jahn Ave. N.W. Suite A-1 Gig Harbor, WA 98335 Phone: (253) 857 -7055 Fax: (253) 8577599 DESIGNS UNLIMITED PROJECT NUMBER 7.0495 PLAN NAME/ NUMBER Architectural plans carry all dimensions. This engineering is not to be scaled DO NOT SCALE SITE INFORMATION ADDRESS /LOT 3520 S. 116TH TUKWILA, WA GROUND SNOW LOAD 25 PSF WIND EXPOSURE /GUST B S5mph D 1Q PROJECT INFO CLIENT 071031 BUILDING CODE 2006 IBC RELEASE DATE 5-8-07 Lasi PREPARED BY AM 0 ENGINEERING SHEET Qui 1 :.: , • LEG ND POINT LOAD KEY � ENGINR EE USE ONLY MEMBER RI DEAD 1000 TOTAL TOTAL 3000 I 20001 BEAM DESICzNATORI FOR PLAN REVIEW USE ONLY (RI) BEAM SIZE/TYPE 4 DP2 3- 1/8 GLB 3- !/2"x9 -I/2" P5L 51- 1EARWALL DESIGNATOR! SEE S1- ARWALL SCHEDULE HOLDDOWN /STRAP DESIGNATOR SEE I- IOLDOLLW5TS4P SCHEDULE, G514 5.).114r)14 DETAIL CALL -OUT! �7 SEE "D' S1 -EETS FOR CORRESPONDING DETAIL D2 10210e. ALM NOTE: ALL MANUFACTURED FLOOR JOISTS BY OTHERS ALL MANUFACTURED ROOF TfRUSSES 8Y OTHERS ALL FOOTINGS TO BEAR ON UNDISTURE3ED SOIL III ■I ■I�I�I�I ■I■i ■I■ ■I ■I STRAP DETAILS (2) CSI4'S Provide minimum 1 -5/ end distance Equal number o specified nails In each end FLOORING_ 3/4" T4G (OR SIMPSON WSNTL2 S CR E W5 ) AT PANEL EDGES AND 12" o.c. IN FIELD 8 GLUED TO TJI. 6 Di r TI-416 FNG INEFIRING 15 LICENSED FOB SING 320 S. 11 &T1 I TU <J, I I A, WA T� III ENGINEERING 15 I A D \I \ LIVI \G VILY n 9 MAIN N I ❑ 5TND14s) ST1- 1D14RJ 5TI- I1D14RJ D ST1-11714RJ S /S" A S. • 12" O.G. UNDEIR "D" WALLS O O DO NOT SGALE(1 /4" -1' ) OT AFFLICA5LE TO ANY OTI I=IR SITE - \TRY 0 PORC \oo SJJ1SxS E L4T PATIO PWDR �r E L1SE ONLY AT: /KIT PLEASE CALL KEVIN BOURN 6 SIMPSON (206)255 -2081 BUILDER TO CONFIRM FIT BEFORE FTG POUR SSW are required to be anchored into footing. Anchor bolts and stem wall Should be adjusted as needed for grade and w a l l heights STHD EDGE DISTANCE 1 -1/2" MIN. SHEATH ALL EXTERIOR WALLS A5 U UNLESS NOTED OTHERWISE. BUILDER TO DETERMINE IF STHD OR STHD /RJ 15 APPROPRIATE. ADJUST CRAWL SPACE VENTS TO SE 12" MINIMUM AWAY FROM HOLDOWNS UTIL AS REQUIRED D 4 GARAGE 5„18)x0 EXTEND HEADER OVER 51EEARWALL5 2X SOLID SLOCKINC 24" O.G. W/ OSS SHEATHING:, NAILED W /Sol • 4" O.G. AT FANEL EDGES S" O_G- IN FIELD FOR i�IC�ID D I AF -- 1FRAGM (TYF W -IEEE SHOWN) (2) ROWS 1C,d SINKER m 3"0C TYP @ GARAGE OPENINGS 14EADER EXTENDED OVER 51- IEARWAL_L INSTALL. LSTA -24 STRAP BACKSIDE f _ e L C ; E I EC JUN-72007 PERMIT CENTEh LATERAL ENGINEERING ONLY GRAVITY LOAD ENGINEERING (5EAMS, FOUNDATION, ETC.) 5Y OT1 --4ERS PERMITTING JURISDICTION TAKES ALL RESPONSIBILITY FOR ENGINEERING SI -IEETS Not' RED STAMPED LATERAL ENGINEERING ONLY 200? COPYRIGI4 ©2001 1-ODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL Egio 614 Any variations from conditions and dimensions shown on the engineering shall be reported to the designer and engineer for resolution prior to proceeding: otherwise the contractor shall be solely responsible for costs of any necessary remedial work. SEISMIC DESIGN CATEGORY John Hodge, P.E. 2601 Jahn Ave. N.W. Suite A-1 Gig Harbor, WA 98335 Phone: (253) 857 -7055 Fax: (253) 8577599 DESIGNS UNLIMITED PROJECT NUMBER 7.0495 PLAN NAME/ NUMBER Architectural plans carry all dimensions. This engineering is not to be scaled DO NOT SCALE SITE INFORMATION ADDRESS /LOT 3520 S. 116TH TUKWILA, WA GROUND SNOW LOAD 25 PSF WIND EXPOSURE /GUST B S5mph D 1Q PROJECT INFO CLIENT 071031 BUILDING CODE 2006 IBC RELEASE DATE 5-8-07 Lasi PREPARED BY AM 0 ENGINEERING SHEET Qui 1 :.: , • 2006 ISO S4 -4E,41R W4LL SCHEDULE WALL TYPE MINIMUM 5I-1EATI -41NG SHEATHING NAILING ANGI -40R BOLTS - - I" EMBED A 1/16" 0.5.B. EDGES BLOCKED Sd a 4" O.G. EDGE5 8" O.C. FIELD 5/5" a 48" O.G. WA51 -4ER 3/16 "x2 "x2" OR MA4 e 32" O.C. - 1/16" O_S$_ EDGES BLOCKED Sd is 3" 0.C. EDGES 6" O.G. FIELD (2) 2x AT ADJOINING PANELS 10d g 6" O.C. STUD TO STUD STAGGERED 5/0" e 24" O.G. WASHER 3/16 "x2 "x2" OR MA4 e 16" O.C. ,L, - 1/16" 0.55. EDGES BLOCKED ad 0 2" O.C. EDGES 6" O.C. FIELD (2) 2x AT ADJOINING PANELS lod m 6" O.G. STUD TO STUD STAGGERED RBc 9 48 O.C. 9 ROOF 5/8" ° 18" O.G. O R MA4 3 / 1 2 " 0 .C. " A 19/32" O.SB_ EDGES BLOCKED 10d 2" O.C. EDGES 6" O.G. =1ELD 4x AT ADJOINING PANELS STAGGER SHEAR NAILING RBC g 24" O.C. a ROOF 5 /S" a 12 O. WASHER 3/16 "x2 "x2" OR MA4 e S" O.C. * 5HEAR WALLS DESIGNATED WITH AN ASTERISK MAY BE SHEATHED WITH 1/16" SMART PANEL NAIL 6 "O.C. EDGE 12 "O.C. FIELD4 1/2" BOLTS SUBSTITUTED FOR 5/8" BOLTS WIN SAME SPACING 1. SOLE PLATE AND TOP PLATE NAILING PER NAILING SCI -1EDULE (TABLE 2304.9.1) TOP PLATE TO RAFTER WITH SIMPSON Hl OR AS SPECIFIED. 2. ANCHOR BOLTS SHALL INCLUDE HOT DIPPED GALVANIZED STEEL PLATE WASHERS A MINIMUM OF 3/16 "x2 "x2" BETWEEN THE SILL PLATE AND NUT, THERE SMALL BE A MIN. OF (2) BOLTS PER SILL PLATE LOCATED WITHIN 12" BUT NOT CLOSER THAN 4" OF EACH END. (IBC 23053.10) 3. SILL PLATES RESISTING A DESIGN LOAD GREATER THAN 350 PLF HAVE HAD THE BOLT SPACING REDUCED TO AVOID USING 3X SILL PLATES. PER 113C 23053.10 EXCEPTION NAIL SIZE INFORMATION ad = 0.131 "dia. x 2 - 1/2" long UNLESS NOTED OTHERWISE IOd = 0.148" dia. x 3" long 16d = 0.162" dia. x 3 - 1/2" Ton I-10T DIPPED GALVANIZED NAILS AT CONNECTIONS TO PRESSURE TR ATED PLATE - OLDOLUN SCHEDULE MARK SIMPSON (PRODUCT) CAPACITY ATTACHMENT NOTES STHDSRJ STHDS OR STUDS RJ (OR PHD 2 SUBSTITUTION) 2,210 W/ 24x16d TO (2) STUDS USE RJ FOR RIM JOIST 10d e 6" O.C. STUD TO STUD STHDI4RJ ---- STHD14 OR ST1-1D14 RJ (OR PHD 5 SUBSTITUTION) 5�02a HDUS W/ (2) 2x MEMBERS -T150* W/ 38x16d TO (2) STUDS (20) SIDS 1 /4 "x3" WOOD SCREWS 1.15E RJ FOR RIM JOIST 10d a 6" O.C. STUD TO STUD 1 / $ " DIA. ANCHOR 55TB PER SIMPSON OR "J" BOLT 15" PENETRATION HDUS HDUII HDUI1 TO 4X6 MEMBER 9,69x# 1-1HDQ14 TO 4X8 MEMBER 12 350* (30) SDS 1 /4 "x3" WOOD SCREWS (30) SIDS 1 /4 "x3" WOOD SCREWS 1" DIA. ANCHOR "J" BOLT 15" PENETRATION HOOKING (2) *4 1" DIA. ANCHOR "J" BOLT 15" PENETRATION HOOKING (2) *4 14HDQ14 STRAP SCHEDULE STRAPS NOT REQUIRED FOR BALLOON FRAMING C514 C514 STRAPS 2490* CAPACITY TO (1) STUD W/ (34) IOd EACH LENGTH = CLEAR SPAN + 38" ST6236 SUB ACCEPTABLE MSTC6653 MSTC66133 3S20* CAPACITY TO (2) STUDS W/ (38) IOd EACH FACE (14) 10d BOTTOM (4) 10d 5. BRACED WALL PANEL TOP AND BOTTOM PLATES SHALL BE FASTENED TO JOISTS, RAFTERS, OR FULL DEPTH BLOCKING. BOTTOM PLATE FASTENING TO JOIST OR BLOCKING BELOW SHALL NOT BE LESS THAN (3) 16d NAILS. BLOCKING SHALL BE NAILED TO THE TOP PLATE BELOW WITH NOT LESS THAN (3) ad TOENAILS PER BLOCK JOISTS PARALLEL TO THE TOP PLATES SHALL BE NAILED TO THE TOP PLATE WITH NOT LESS THAN ad TOENAILS e 6" 6. FLOOR S1- EATI -11Na 23/32" T4G 0S5 Wu/ 10d e 6" O.C. AT PANEL EDGES AND 12" o_c_ IN FIELD UNLESS NOTED OTHERWISE MFR TRUSSES e 24" O.C. w/ 1/16"055 ROOF SHEATHING w/ ad e 6" O.C. AT PANEL EDGES AND 12" O.C. IN FIELD (TYPICAL) 1. PROVIDE SOLID BLOCKING AT ALL BEARING LOCATIONS 53.01 JLA T -IS EN INE RING IS L_ ICS 320 5_ i1T1 TUKWILA, WA T IS EN INEERING 15 NOT DO NOT SC 4LE(1 /4" =1' ) a 0514 TO SE,4M M BA. W.I.C. SHEATH ALL EXTERIOR WALLS AS NS :D 1"OR S f NGL_ usE ONLrmil" 4T; AFFL I CAS I F TO ,ANY OT�IE BATH DDD DD L._ 0514 C514 TO BEAM TO BEAM UNLESS NOTED OTHERWISE. v INSTALL SIMPSON HURRICANE TIE 1-41 AT EACH TRUSS /RAFTER TO PLATE INTERSECTION. C514 70 BEAM SITE SIMPSON ;41 MFR_ TRUSSES g 24" O.C. w/ -t/16" OSB ROOF 51- IEATI -4INCz w /8d e 6" O.G. AT PANEL EDGES AND 12" O.G. IN FIELD (TYPICAL) TYP. TRUSS TO PLATE CONNECTION LATERAL ENGINEERING ONLY RECEIVED JUN -7 2007 PERAT CENTER PERMITTING JURISDICTION TAKES ALL RESPONSIBILITY FOR ENGINEERING 51 -IEETS NOT RED STAMPED coPYRIGI -!T 2001 1-4ODGE ENGINEERING, INC_ DO NOT ACCEPT FOR PERMIT UNLE55 AN ORIGINAL RED SEAL 2007 Architectural plans carry all dimensions. This engineering is not to be scaled DO NOT SCALE Any variations from conditions and dimensions shown on the engineering shall be reported to the designer and engineer for resolution prior to proceeding: otherwise the contractor shall be solely responsible for costs of any necessary remedial work. SITE INFORMATION J� ADDRESS /LOT 3520 a 116TH TUKWILA, WA GROUND SNOW LOAD 25 PSF WIND EXPOSURE /GUST B 85mph SEISMIC DESIGN CATEGORY D John Hodge, P.E. 2601 Jahn Ave. N.W. Suite A-1 Gig Harbor, WA 98335 Phone: (253) 857-7055 Fax: (253) 857 -7599 PROJECT INFO CLIENT DESIGNS UNLIMITED PROJECT NUMBER 7.0495 PLAN NAME / NUMBER 071031 BUILDING CODE 2006 IBC RELEASE DATE 5 -8 -07 ENGINEERING SHEET -2 PREPARED BY AM r J TABLE 2304.9.1 (FASTENING SCHEDULE) 1LO! JEN JOIST TO SILL OR GIRDER (3) Sd COMMON TOENAIL BRIDGING TO JOIST (2) Sd COMMON TOENAIL EACH END 2" SUBFLOOR TO JOIST OR GIRDER (2) 16d COMMON BLIND AND FACE NAIL 50LE PLATE TO JOIST OR BLOCKING 16d AT 16" O.C. TYPICAL FACE NAIL SOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANEL (3) 16d AT 16" BRACED WALL PANELS TOP PLATE TO STUD (2) 1601 COMMON END NAIL STUD TO SOLE PLATE (4) Sd COMMON TOENAIL STUD TO 50LE PLATE (2) 16d COMMON END NAIL DOUBLE STUDS 16d AT 24" D.C. FACE NAIL DOUBLE TOP PLATES 16d AT 16" O.C. TYPICAL FACE NAIL DOUBLE TOP PLATES (S) 16d COMMON LAP SPLICE BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE (3) Sd COMMON TOENAIL RIM JOIST TO TOP PLATE Sd AT 6" O.C. TOENAIL CEILING JOISTS TO PLATE (3) Sd COMMON TOENAIL CONTINUOUS HEADER TO STUD (4) Sd COMMON TOENAIL RAFTER TO PLATE (3) Sd COMMON TOENAIL (SEE SECTION 2308.10.1, TABLE 2308.10.1) RAFTER TO PLATE (3) 3" x 0.131" NAILS (SEE SECTION 2308.10.1, TABLE 2305.10.1) RAFTER TO PLATE (3) 3" 14 GAGE STAPLES (SEE SECTION 2308.10.1, TABLE 2308.10.1) COLLAR TIE TO RAFTER (3) IOd COMMON FACE NAIL JOIST TO BAND JOIST (3) 16d COMMON FACE NAIL SPAWN TAI L ES BASED ON 1U1JPA, 4th EDITION (SIMPLE UNIFORM LOADING) JOISTS FLOOR CEILING RAFTE=RS TILE COMP/ (10* D.L.) (40* LL.) (20* LL.) (30* LL.) SHAKE (L/360 L.L.) (L/240 LL.) (L/240 FOR LL.) (IS" DL.) (10* DL.) NO. 2 DF. SPAC'G MAX. MAX. NO. 2 DF. SPAC'G MAX. MAX. MEMBER O.C. SPAN SPAN MEMBER O.C. SPAN SPAN 2 X 6 12" 10 2 X 6 12" 11 13' -5" 16 9' -9 12' -10 16 10 1 -0" 11-11 24" 8' -1" 10' -5" 24" 5 9' -5 2 X 5 12" 14' -2" I5' -5" 2 X 5 12" 14' -7" 11' -2" 16" 12' -1" 16' -2" 16" 12' -1" 15' -0" 24" 10' -3" 13' -2" 24" 10' -2" 12' -3" 2 X 10 12" 11 22 -11" 2 X 10 12" 11' -11" 21' -2" 16" 15' -5" 19' -10" 16" 15' -6" 15' -5" 24" 12' -7" 16' -2" 24" 12' -8" 15' -O" 2 X 12 12" 20' -7" 26' -1" 2 X 12 12" 20' -9" 24' -S" 16" 11 23' -0" 16" 1S' -0" 21' -4" 24" 14' -1" 1S' -10" 24" 14' -8" 17' -5" DOUBLE TOP PLATE (2) 16d-1 SIMPSON ST12 STRAP TIE EITHER SIDE OR TOP PLATE OVER 1.1,07 JEH 1.1.0 - I JEH FLOOR FINISH 3/4" TAG SUB FLOOR FL. JOISTS PONY WALLS OVER 6' REQUIRE ENGINEERING FOR ADDITIONAL STORY 1.1.01 JEH SIMPSON ST15 STRAP TIE W/(14) -16c1 OR TOP PLATE OVER UN_O. INSIDE CORNER DETAIL "SIMPSON" I-11 e EACH TRUSS U.N.O. EITHER SIDE (2) 166 TOENAILS Sd a 6" D.C. SI -IEATI -LING BREAK e BIRD BLOCK BEVELED 2X VENTED BLOCKING RISC PER PLAN IF SPECIFIED SEE 514EARWALL SCHEDULE FOR NAILING PATTERNS BEAM PER PLAN DOUBLE 2 X STUDS, MINIMUM FOR 6' OPENING OR LARGER UN.O. SEAM AND DEADER END SUFFORT GYPSUM WALL BOARD INSTALLED IN ACCORDANCE WITH IRC CI- 4APTER 1 ( INTERIOR) le.d NAIL AT 12" O.C_(U_N_OJ Sd NAIL AT 4" O_C. ALL 1= RAMING MEMBERS AT PANEL EDGES (U.N.O.) ORIENTATION OF CORNER STUD MAT VARY S" O.G. ON ALL (UN.O.) FRAMING MEMBERS NOT AT PANEL EDGES CRAWLSPACE PRE - MANUF. TRUSS 1/2" NOM RATED SHEATI-IING- SEAM FRAMING TO WALL DO NOT CUT SEAM - CUT TOP PLATE EADER PER PLAN (6) 16d (2) I6d 6 12" OC PLYWOOD FILLER 2x CRIPPLES (A5 REQUIRED) ROOF E/E CONNECTION ORIENTATION OF CORNER STUD MAY VARY GYPSUM WALL BOARD INSTALLED IN ACCORDANCE WITH IRC CHAPTER 1 (INTERIOR) Sd NAIL AT 4" 0.0 ALL FRAMING MEMBERS AT l &d NAIL AT 12" PANEL EDGES AND S" O.GXUN.O.) CC. ON ALL FRAMING MEMBERS NOT AT PANEL EDGES (TYFJ( UN.O.) OUTSIDE CORNER DETAIL R602.10.5 up to 3/4' ga p RBC PER PLAN IF SPECIFIED PROVIDE MST60 BETWEEN PONY WALL AND SHEAR WALL ABOVE WHEN FOUNDATION HOLDOWN IS SPECIFIED RIM JOISTS BATT INSULATION SPEC (SEE ABOVE) FOUNDATION DRAIN 4 ROOF DRAIN PER PLAN PONY WALL FRAMING 4 5HEAR NAILING TO MATCH WALL FRAMING ABOVE PONY uJALL CRAWL S ACE 12.21.06 JEH 2x STUDS 16" o/ 1 /2" DRYWALL 16 GAUGE STRAPPING M AROUND WATER HEATER TO 2x10 51-IAPED SPACERS WITH (5) -16d NAILS URE SHAPED 2x10 SPACER TO 2x4 CLEATS WITH (5) -16d NAILS SHAPED 2x10 SPACERS WILL BE CUT TO INSURE A TIGHT FIT TO WATER HEATER PROTECT APPLIANCES FROM VEHICLE IMPACT J , GARAGE FINISH FLOOR 2x4 CLEAT VENT FLUE PLATFORM MUST BE ANCHORED TO WALL WATER 1- 1E,4TER STRAFFINC `c...._____/ '2" DRYWALL ALTERNATE BRACING BY DESIGNER 15 ACCEPTABLE 1.1.0 JEH 1.1.01 JEH SIDING MATERIAL PER PLAN SHEARWALL NAILING AS SPECIFIED ON SHEAR SCHEDULE 055 SHEATHING W/ LONG DIMENSION PARALLEL TO STUDS TYPICAL S1- EARWALL NAILING MIN 3 "x11 NET I -IEADE 1- LEADER PER PLAN i" ANCHOR BOLT FRONT ELEVATION EXTENT OF HEADER SINGLE PORTAL FRAME (ONE BRACED PANEL) 6' TO 15 FASTEN TOP PLATE TO 1- LEADER W/ TWO ROWS OF 160 SINKER NAILS AT 3" O.C. TYP. LSTA24 OPPOSITE SINEATI -IINCY STHD14 OR PI-1D5 MIN. 2 "x2 "x PLATE WASHER 16d NAILS RIM TO TOP PLATE Sd NAILS a 6" O.C. AT EDGES 4 SEAMS AND Sd NAILS ' 12" O.G. IN FIELD UN.O. ON SHEAR WALL SCHEDULE SOLID BLOCKING WALL FRAMING 3/4 SUB FLOOR (2) 16d THRU NAIL TYP (3) 16d T1-IRU NAIL FOR BBC SHEAR WALLS FLOOR JOIST TO SILL AND BOTTOM PLATE W /(2) Sd THRU NAIL 2x MUDSILL RIM JOIST CONTINOUS SHEATHING TOP PLATE TO SILL PLATE OR NAIL — SHEATHING AT BREAK TO SAME MEMBER PER THE SCHEDULE BOTTOM OF 51-1EATHING NAILING 4 L540 6 24" O.G. TO NAIL TO MUD SILL PER SHEAR WALL SCHEDULE EXTENT OF HEADER-- DOUBLE PORTAL FRAME (TWO BRACED PANELS) r:===- LSTA - SIMPSON STI -ID- SINGLE PORTAL FRAME FASTEN 51-IEATI -ZING TO HEADER W/ 8D COMMON OR GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SI -TOWN AND 3" O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP. MIN. (2 2x4 MW. WIDTH = 16" FOR ONE STORY STRUCTURES MIN. WIDTH = 22 -1/2" FOR USE IN THE FIRST OF TWO STORY STRUCTURES. MIN. (2) 2x4 1/16" OSB SHEATHING IM TYPICAL PORTAL FRAME CONSTRUCTION FOR A PANEL SLICE (IF NEEDED). PANEL EDGES SI -TALL BE BLOCKED, AND OCCUR W1TI -TIN 24" OF MID - HEIGHT. ONE ROW OF TYP. 51 -IEATI -LING TO FRAMING NAILING IS REQUIRED_ IF 2x4 BLOCKING IS USED, THE 2x4'5 MUST BE NAILED TOGETHER -- WITH 3 16D SINKERS_ A 5+- 1EAT1NINCz FILLER IF NEEDED MIN, 2x4 FRAMING T LSTA24 OR P STl-1 l4 AFA PORTAL FRAME - COMfi L T E S WITH AFA PORM TT-100 SECTION A--A SIDE ELEVATION �(2) ROWS 16d SINKER e 3 "0.C. (2) ROWS 16d SINKER e 3 "O.C. INSTALL LSTA24 BACKSIDE 3" O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP. HEADER EXTENDED OVER SHEARWALL 2006 IBC GENERAL STRUCTURAL NOTES All gravity load resisting and lateral load resisting structural members are shown on the engineering S pages. The enclosed engineering calculations document the analysis used to determine the structural members of the S pages. The engineering calculations are not required to be referenced for construction, and are not required to be onsite. Contractor shall verify all notes, dimensions and conditions prior to construction. Contractor shall provide temporary bracing as required until all permanent connections have been installed. Engineer and designer shall be notified by the contractor of any discrepancies at the time they are noted. (IBC 2301.2) There are three methods for the design of wood based structural elements. These methods are allowable stress design (ASD), load and resistance factor design (LFRD), and conventional light frame wood construction. This engineering uses allowable stress design in accordance with the provisions of Sections 2304 (General Construction Requirements), 2305 (General Design Requirements for Lateral - Force- Resisting Systems), and 2306 (Allowable Stress Design) of the 2003 IBC. The provisions of conventional light frame wood construction (IBC 2308) do not apply unless noted otherwise. Engineering notes and details take precedence over other notes and details when in conflict. Wood shall not be used to support masonry or concrete unless specifically noted otherwise on the S- sheets (IBC 2304.12). SOIL AND FOUNDATION All footings to bear on undisturbed soil or approved compacted filL Compacted fill material shall not be used unless allowed by a soils engineering report (1803.5) Where required by the building official, the classification and investigation of the soil shall be made by a registered design professional (1802.1). Unless a soils investigation is provided foundation design is based on an assumed average soil bearing of 1500 PSF. Organic silt, organic clays, peat or unprepared fill shall not be assumed to have a bearing capacity (1804.3) This engineering is based on Site Class D soils in accordance with Table 1615.1.1 Site grading: The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than 5 percent for a minimum of 10 feet (1803.3) Expansive soils shall be removed. PROTECTION AGAINST DECAY (2304.11): Wood joists or the bottom of a wood structural floor without joists shall not be closer than 18 inches, or wood girders closer than 12 inches to the exposed ground in crawl spaces. Wood framing members, including wood sheathing, which rest on exterior foundation walls shall not be less than 8 inches from exposed earth. Sills in contact with concrete shall be preservative - treated wood. Clearance between wood siding and earth shall not be less than 6 inches. Posts shall be preservative - treated unless supported by a pedestal greater than 8 inches from exposed ground. MATERIALS Lumber shall conform to DOC PS 20 Manufactured I- Joists shall conform to ASTM 5055 Structural glued - laminated timber shall conform to AITC A190.1 and ASTM D 3737 Preservative- treated wood shall conform to applicable AWPA standards Trusses, truss drawings and truss engineering shall be provided by the manufacturer. Metal plate connected wood trusses shall be manufactured as required by TPI 1. Floor and roof sheathing shall be per IBC tables of section 2304. Fastening shall be per the 2003 IBC fastening schedule table 2304.9.1. Simpson Zmax, hot dipped zinc nails and washers shall be used for all pressure treated woods other than chromated copper arsenate and sodium borate. Metal connectors, anchors, and fasteners will corrode and lose load carrying capacity when installed in corrosive environments or exposed to corrosive materials. There are many environments and materials which may cause corrosion including: Ocean salt air, preservative - treated wood, fumes, fire - retardants, dissimilar metals, fertilizers, etc. The many variables present in a single building environment make it impossible to accurately predict if, or when, significant corrosion will begin or reach a critical level. This relative uncertainty makes it crucial that designers /owners /contractors identify the risks to all those involved. As a minimum contractors shall use Simpson ZMAX galvanized fasteners or an approved barrier when a corrosive environment exists. Structural Design Chapter 16 Analysis procedure used ASCE 7 Building Classification: Category II Special Inspections: Special inspections are not required for building components unless directed by the building official. 1704.1(3) Concrete Chapter 19 All concrete materials and workmanship shall be per ACI 318. Air Entrainment per IBC Section 1904.2.1 is required for all concrete exposed to the weather. (5 - 7 %) Air entrainment for 3000 psi concrete. Minimum specified compressive 28 day strength (Table 1904.2.2) 2,500 psi for basement walls and foundations not exposed to the weather 2, 500 psi for slabs and interior slabs on grade, except garage floor slabs 3, 000 psi for vertical concrete surfaces exposed to the weather 3,000 psi for driveways, curbs, walks, patios, porches, carport slabs, steps and other flatwork exposed to the weather and garage floor slabs. Concrete cast against soil shall have minimum concrete cover of 3". Concrete exposed to earth with rebar #5 and smaller shall have a minimum of 1 -1/2" cover (Table 1907.7.1) The thickness of concrete floor slabs supported directly on the ground shall not be less than 3 -1/2 ". A 6 -mil polyethylene vapor retarder with joints lapped not less than 6 inches shall be placed between the base course and the concrete floor slab. All basement walls below finished grade shall be damp proofed outside by approved methods and materials. .1D1 AM JUN -7 2007 PERMIT 0EN I L LATERAL ENGINEERING ONLY PERMITTING JURISDICTION TAKES ALL RESPONSIBILITY FOR ENGINEERING SHEETS NOT RED STAMPED EXPIRES: 12/10 957 1 COPYRIGHT ©2. HODG-E ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 2007 1 3 Architectural plans carry all dimensions. This engineering is not to be scaled DO NOT SCALE Any variations from conditions and dimensions shown on the engineering shall be reported to the designer and engineer for resolution prior to proceeding: otherwise the contractor shall be solely responsible for costs of any necessary remedial work. SITE INFORMATION J ADDRESS /LOT 3520 S. 116TH TUKWILA, WA GROUND SNOW LOAD 25 PSF WIND EXPOSURE /GUST B 85mph SEISMIC DESIGN CATEGORY D •1 I: 0 John Hodge, P.E. 2601 Jahn Ave. N.W. Suite A•1 Gig Harbor, WA 98335 Phone: (253)857-7055 Fax: (253)857 -7599 1 ,: :1 PROJECT INFO CLIENT DESIGNS UNLIMITED PROJECT NUMBER 7.0495 PLAN NAME/ NUMBER 071031 BUILDING CODE 2006 IBC RELEASE DATE 5 -8 -07 ENGINEERING SHEET D -1 PREPARED BY AM 41•. ° . 0 SEE SHEET SW2 FOR STACKED STRONG -WALL REQUIREMENTS. SEE SHEET SW2 FOR STACKED STRONG -WALL REQUIREMENTS. o �V 1 ■1 �� iii lil TOP OF CONCRETE STRONG —WALL TEMPLATES SEE SHEET SW2 FOR STACKED STRONG -WALL REQUIREMENTS. PRE - INSTALLED HDQ8 HOLDOWN NUT AND PLATE WASHER ALL THREAD ROD OUPLER NUT WITNESS HOLES VISIBLE FOR INSP. STANDARD WALL SILL �I ■_ ■_ ■_ ■ ■_)_� ■_ ■_ ■_ ■i■�' ■_ ■__■ ■Irk !.IiIiiii :Iii iii :imnistili STANDARD STRONG -WALL MO ELS NUMBER OF HOEDOWN ASSEMBLED MODEL W (in) H (in) T (in) MUDSILL ANCHOR WALL NO. ANCHORS BOLTS WEIGHT (Ihs) SW18x8 18 93 1/4" 3 1/2 2- -5/8'0 2- SSTB28 85 SW24x8 24 93 1/4' 3 1/2 2 -5/8 "0 2- SSTB28 91 SW32x8 32 93 1/4" 3 1/2 2 -5/8 "4 2- SSTB28 116 SW48x8 4-8 93 1/4" 3 1/2 3 -5/8 "4 2- SSTB28 149 SW18x9 18 105 1/4" 3 1/2 2 -5/8 "o 2- SSTB28 94 SW24x9 24 105 1/4" 3 1/2 2 -5/8"4 2- SSTB28 101 SW32x9 32 105 1/4" 3 1/2 2 -5/8 "0 2- SSTB28 128 SW48x9 48 105 1/4" 3 1/2 3-5/8"0 2- SSTB28 165 SW24X10 24 117 1/4' 3 1/2 2 -5/8 "0 2- SSTB28 111 SW32x10 32 117 1/4' 3 1/2 2 -5/8 "0 2- SST528 134 SW48x10 48 117 1/4" 3 1/2 3 -5/8 "0 2- 55TB26 171 SW24x12x6 24 141 1/4" 5 1/2 2 -5/8 "4 2- SSTB28 167 SW32x12x6 32 141 1/4" 5 1/2 2 -5/8 "0 2- 55TB28 201 SW48x12x6 48 141 1/4" 5 1/2 3 -5/8 "0 2- SSTB28 256 VIEW A -A SEE SHEET SW2 FOR STACKED STRONG -WALL REQUIREMENTS. CUTOUT SUBFLOOR TO ACCEPT (2) 3.5x6.5x3/8 BEARING PLATES SEE SHEET SWO FOR ALLOWABLE OPENINGS ALL THREAD RO COUPLER NUT WITNESS HOLES VISIBLE FOR INSP. Amy► AUWAMMIL/ //dam /MS ALL THREAD ROD COUPLER NUT WITNESS HOLES VISIBLE FOR INSP. PRE - INSTALLED HDQ8 HOLDOWN 551628 SEE DETAIL RAISED FLOOR WALL SILL NOTE: ALL NECESSARY HARDWARE, FOR PANEL INSTALLATION IS PRE -- ATTACHED OR FROVIDED. EXCEPT FOR TEMPLATE AND ANCHOR BOLTS. RAISED FLOOR STRONG -WALL MODELS MODEL W H (in T FASTENERS IN FA U STENERS IN ANCDHOR MAX. WEIGHT SET UP (in) (in) BOTTOM OF WALL TOP OF WALL BOLTS (lbs) SW18x8 -RF 18 93 1/4 3 1/2 13 -SOS 1/4x6 9 -SOS 1/4x6 2 SSTB28 85 SW24x8 -RF 24 93 1/4' 3 1/2 16 -SOS 1/4x6 12 -SOS 1/4x6 2- SSTB28 91 SW32x8 -RF 32 93 1/4" 3 1/2 20 --SOS 1/4x6 16 -SOS 1 /4x 6 2- SSTB28 116 SW48x8 -RF 48 93 1/4" 3 1/2 28 -SOS 1/4x6 24 -SOS 1/4x6 2- SSTB28 149 SW18x9 -RF 18 105 1/4" 3 1/2 13 -SOS 1/4x6 9 -SOS 1 /4x6 2- SSTB28 94 SW24x9 -RF 24 105 1 /4" 3 1 /2 16 —SOS 1/4x6 12 -SOS 1/4x6 2- SSTB28 101 SW32x9 -RF 32 105 1/4 3 1/2 20 --SOS 1/4x6 16 -SOS 1/4x6 2- SSTB28 128 SW48x9 -RE 48 105 1/4" 3 1/2 28 -SOS 1 /4x6 24 SOS 1/4x6 2- SSTB28 165 SW24x1O -RF 24 117 1/4' 3 1/2 16 -505 1/4x6 12 -SOS 1/4x6 2- SSTB28 111 SW32x10-RF 32 117 1/4' 3 1/2 20 -SOS 1/4x6 16 -SD5 1/4x6 2 SSTB28 134 SW48x1O -RF 48 117 1/4" 3 1/2 28 -SOS 1/4x6 24 SOS 1/4x 2 SSTB28 171 13 SINGLE STORY STANDARD & RAISED FLOOR WALL SPECIFICATIONS "FRONT" or "SWHD -02A" STAMPED ON PLATE WASHER VIEW A--A FLOOR SHEATHING RIM JOIST & BLOCKING PER DETAIL RAISED FLOOR WALL SECTION RE C CODE APPROVED JUL 1 6 2001 City Of Tukwila B ILDIN DIVISI \„. NOTE: USE 551834 A.B. IF COLD JOINT EXISTS AT SLAB AND FOOTING INTERFACE. SSTB28 3' CLR. MIN. EMBED UNE - RAISED FLOOR STRONG -WALL 5" SSTB ANCHORAGE (SLAB ON GRADE) IBEEMI MEM v ONE #4 REBAR AS REQUIRED FOR SSTB v FOUNDATION (DESIGN BY OTHERS) ROOF FRAMING (BY OTHERS) TOP PLATE CONNECTION WOOD FLOOR I SLAB ON GRADE STAC 1ST FLOOR STD. STRONG-WALL SINGLE STORY STRONG —WALL 2ND FLOOR RF STRONG -WALL 1ST FLOOR RF �e+ STRONG -WALL SEE SHEET 5W2 FOR STACKED STRONG -WALL REQUIREMENTS. REFER TO THE CURRENT SIMPSON CONNECTOR CATALOG FOR SSTB INSTALLATION AND REBAR LENGTH REQUIREMENTS i . - MAX. 7/8" SHIM lop. l op.. --. STRONG - WALL TOP PLATES SLAB ON GRADE <ED STRONG —WALL A35 FRAMING ANCHOR. (DESIGN BY OTHERS) BL. TOP PLATES WOOD FLOOR 3" MIN. 5" MAX. SDS1 /4 "x6" SCREWS STANDARD STRONG -WALL 11 12 TOP OF CONCRETE 3" CLR. MIN. SSTB28 EMBED LINE NOTE: EMBEDMENT INTO FOOTING REQUIRED WHERE STEMWALL HEIGHT IS LESS THAN 24 - 7/8 INCHES. SSTB28 SSTB AN EMBED LINE AT TOP OF CONCRETE v v 4 5/8" DIA. SSTB28 MUDSILL A.B. 'a 4 5/8" DIA. SSTB28 MUDSILL A.B. lit iii \ - 4 7 - 4 - 1" MAX. 4 TOP OF CONCRETE SWTI INTERIOR TEMPLATE (FOR 2x4 ABOVE CONCRETE) SSTB28 SSTB28 REFER TO THE CURRENT SIMPSON CONNECTOR CATALOG FOR SSTB INSTALLATION AND REBAR LENGTH REQUIREMENTS 3" MIN. 5" MAX. #4 REBAR AS REQUIRED FOR SSTB28 CONCRETE STEM WALL (DESIGN BY OTHERS) CH O R A G E (CONC. STEM WALL) N❑T° REFER TO THE CURRENT SIMPSON CONNECTOR CATALOG F ❑R TEMPLATE SELECTION CHART, SWT EXTERIOR TEMPLATE (FOR 2x FORM BOARDS) 5/8" DIA. MUDSILL A.B. SSTB28 ( SWTPF TEMPLATE (FOR PLYWOOD PANEL FORMS) SEE SHEET SW2 FOR STACKED STRONG -WALL ANCHOR BOLT REQUIREMENTS. 1. STRONG -WALL SHEARWALL IS MANUFACTURED AND TRADEMARKED BY "SIMPSON STRONG -TIE COMPANY, INC. ', HOME OFFICE: 4120 DUBLIN BLVD., #400, DUBLIN, CA 94568 TEL: (800) 999 -5099, FAX: (925) 875 -0826 "SIMPSON STRONG -TIE COMPANY, INC." IS AN ISO 9001 REGISTERED COMPANY. 2. INSTALLATION OF PRODUCT SHALL BE DONE IN STRICT CONFORMANCE TO THESE DRAWINGS AND THE STRONG- WALL INSTALLATION GUIDE, T- SWGUIDE. MODIFICATIONS TO THIS PRODUCT AND ASSOCIATED SYSTEMS OR CHANGES IN THE INSTALLATION METHODS SHOWN ON THESE DRAWINGS AND THE INSTALLATION GUIDE SHOULD ONLY BE MADE BY A QUALIFIED ARCHITECT, CIVIL, OR STRUCTURAL ENGINEER. THE PERFORMANCE OF SUCH MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES IS THE SOLE RESPONSIBILITY OF THE DESIGNER. REFER TO I.C.B.O. PFC -5485 FOR FURTHER INFORMATION. 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY COMPONENTS FOR THE STRONG -WALL SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT ARCHITECT, PROJECT ENGINEER OR BUILDING DESIGNER FOR CLARIFICATION PRIOR TO CONSTRUCTION. 4. THE CONTRACTOR SHALL VERIFY THE POSITION OF THE STRONG -WALL IN RELATION TO THE REST OF THE BUILDING SYSTEM AS SHOWN ON THE PROJECT DRAWINGS. 5. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING OFFICIAL. 6. THE BUILDING STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST ADOPTED VERSION OF THE UNIFORM BUILDING CODE AND ANY OTHER LOCAL, STATE OR FEDERAL REQUIREMENTS THAT MAY APPLY. VERIFY DESIGN REQUIREMENTS WITH THE LOCAL BUILDING DEPARTMENT. 7. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE. DESIGN OF THE BUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING A COMPLETE LOAD PATH NECESSARY TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE DESIGNER. 1,f 6\ L olifGl r #D I v 8. SIMPSON STRONG -TIE COMPANY, INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS AND MODELS WITHOUT NOTICE OR LIABILITY FOR ' 7 , SUCH CHANGES. _,,,. 9. ALL HARDWARE CALLED OUT IS SIMPSON STRONG -TIE. NOTES FACE OF STRONG - WALL PANEL 1 1/4 "M1 1/2" RIM JOIST SIMPSON LTP4 FRAMING ANCHOR (DESIGN BY OTHERS) SILL PLATE AND ANCHORAGE (DESIGN BY OTHERS) 3 1/2" RECENL JUN -7 2007 PERMIT CENT Li- LATERAL. ENGINEERING ONLY PRE - INSTALLED 5051/4 "x6" SCREWS CONCRETE STEM WALL (DESIGN BY OTHERS) FLOOR JOIST (DESIGN BY OTHERS) BLOCKING. SAME SIZE & MATERIAL AS RIM JOIST, STITCH NAILED TO RIM JOIST W/ 3 ROWS OF 10d x 2 1/2 LONG AT 3" D.C. HORIZONTAL 10 2007 r ICIESIEWEI1EMIllft4,4\ NUMBER OF 0 SEE SHEET SW2 FOR STACKED STRONG -WALL REQUIREMENTS. SEE SHEET SW2 FOR STACKED STRONG -WALL REQUIREMENTS. o �V 1 ■1 �� iii lil TOP OF CONCRETE STRONG —WALL TEMPLATES SEE SHEET SW2 FOR STACKED STRONG -WALL REQUIREMENTS. PRE - INSTALLED HDQ8 HOLDOWN NUT AND PLATE WASHER ALL THREAD ROD OUPLER NUT WITNESS HOLES VISIBLE FOR INSP. STANDARD WALL SILL �I ■_ ■_ ■_ ■ ■_)_� ■_ ■_ ■_ ■i■�' ■_ ■__■ ■Irk !.IiIiiii :Iii iii :imnistili STANDARD STRONG -WALL MO ELS NUMBER OF HOEDOWN ASSEMBLED MODEL W (in) H (in) T (in) MUDSILL ANCHOR WALL NO. ANCHORS BOLTS WEIGHT (Ihs) SW18x8 18 93 1/4" 3 1/2 2- -5/8'0 2- SSTB28 85 SW24x8 24 93 1/4' 3 1/2 2 -5/8 "0 2- SSTB28 91 SW32x8 32 93 1/4" 3 1/2 2 -5/8 "4 2- SSTB28 116 SW48x8 4-8 93 1/4" 3 1/2 3 -5/8 "4 2- SSTB28 149 SW18x9 18 105 1/4" 3 1/2 2 -5/8 "o 2- SSTB28 94 SW24x9 24 105 1/4" 3 1/2 2 -5/8"4 2- SSTB28 101 SW32x9 32 105 1/4" 3 1/2 2 -5/8 "0 2- SSTB28 128 SW48x9 48 105 1/4" 3 1/2 3-5/8"0 2- SSTB28 165 SW24X10 24 117 1/4' 3 1/2 2 -5/8 "0 2- SSTB28 111 SW32x10 32 117 1/4' 3 1/2 2 -5/8 "0 2- SST528 134 SW48x10 48 117 1/4" 3 1/2 3 -5/8 "0 2- 55TB26 171 SW24x12x6 24 141 1/4" 5 1/2 2 -5/8 "4 2- SSTB28 167 SW32x12x6 32 141 1/4" 5 1/2 2 -5/8 "0 2- 55TB28 201 SW48x12x6 48 141 1/4" 5 1/2 3 -5/8 "0 2- SSTB28 256 VIEW A -A SEE SHEET SW2 FOR STACKED STRONG -WALL REQUIREMENTS. CUTOUT SUBFLOOR TO ACCEPT (2) 3.5x6.5x3/8 BEARING PLATES SEE SHEET SWO FOR ALLOWABLE OPENINGS ALL THREAD RO COUPLER NUT WITNESS HOLES VISIBLE FOR INSP. Amy► AUWAMMIL/ //dam /MS ALL THREAD ROD COUPLER NUT WITNESS HOLES VISIBLE FOR INSP. PRE - INSTALLED HDQ8 HOLDOWN 551628 SEE DETAIL RAISED FLOOR WALL SILL NOTE: ALL NECESSARY HARDWARE, FOR PANEL INSTALLATION IS PRE -- ATTACHED OR FROVIDED. EXCEPT FOR TEMPLATE AND ANCHOR BOLTS. RAISED FLOOR STRONG -WALL MODELS MODEL W H (in T FASTENERS IN FA U STENERS IN ANCDHOR MAX. WEIGHT SET UP (in) (in) BOTTOM OF WALL TOP OF WALL BOLTS (lbs) SW18x8 -RF 18 93 1/4 3 1/2 13 -SOS 1/4x6 9 -SOS 1/4x6 2 SSTB28 85 SW24x8 -RF 24 93 1/4' 3 1/2 16 -SOS 1/4x6 12 -SOS 1/4x6 2- SSTB28 91 SW32x8 -RF 32 93 1/4" 3 1/2 20 --SOS 1/4x6 16 -SOS 1 /4x 6 2- SSTB28 116 SW48x8 -RF 48 93 1/4" 3 1/2 28 -SOS 1/4x6 24 -SOS 1/4x6 2- SSTB28 149 SW18x9 -RF 18 105 1/4" 3 1/2 13 -SOS 1/4x6 9 -SOS 1 /4x6 2- SSTB28 94 SW24x9 -RF 24 105 1 /4" 3 1 /2 16 —SOS 1/4x6 12 -SOS 1/4x6 2- SSTB28 101 SW32x9 -RF 32 105 1/4 3 1/2 20 --SOS 1/4x6 16 -SOS 1/4x6 2- SSTB28 128 SW48x9 -RE 48 105 1/4" 3 1/2 28 -SOS 1 /4x6 24 SOS 1/4x6 2- SSTB28 165 SW24x1O -RF 24 117 1/4' 3 1/2 16 -505 1/4x6 12 -SOS 1/4x6 2- SSTB28 111 SW32x10-RF 32 117 1/4' 3 1/2 20 -SOS 1/4x6 16 -SD5 1/4x6 2 SSTB28 134 SW48x1O -RF 48 117 1/4" 3 1/2 28 -SOS 1/4x6 24 SOS 1/4x 2 SSTB28 171 13 SINGLE STORY STANDARD & RAISED FLOOR WALL SPECIFICATIONS "FRONT" or "SWHD -02A" STAMPED ON PLATE WASHER VIEW A--A FLOOR SHEATHING RIM JOIST & BLOCKING PER DETAIL RAISED FLOOR WALL SECTION RE C CODE APPROVED JUL 1 6 2001 City Of Tukwila B ILDIN DIVISI \„. NOTE: USE 551834 A.B. IF COLD JOINT EXISTS AT SLAB AND FOOTING INTERFACE. SSTB28 3' CLR. MIN. EMBED UNE - RAISED FLOOR STRONG -WALL 5" SSTB ANCHORAGE (SLAB ON GRADE) IBEEMI MEM v ONE #4 REBAR AS REQUIRED FOR SSTB v FOUNDATION (DESIGN BY OTHERS) ROOF FRAMING (BY OTHERS) TOP PLATE CONNECTION WOOD FLOOR I SLAB ON GRADE STAC 1ST FLOOR STD. STRONG-WALL SINGLE STORY STRONG —WALL 2ND FLOOR RF STRONG -WALL 1ST FLOOR RF �e+ STRONG -WALL SEE SHEET 5W2 FOR STACKED STRONG -WALL REQUIREMENTS. REFER TO THE CURRENT SIMPSON CONNECTOR CATALOG FOR SSTB INSTALLATION AND REBAR LENGTH REQUIREMENTS i . - MAX. 7/8" SHIM lop. l op.. --. STRONG - WALL TOP PLATES SLAB ON GRADE <ED STRONG —WALL A35 FRAMING ANCHOR. (DESIGN BY OTHERS) BL. TOP PLATES WOOD FLOOR 3" MIN. 5" MAX. SDS1 /4 "x6" SCREWS STANDARD STRONG -WALL 11 12 TOP OF CONCRETE 3" CLR. MIN. SSTB28 EMBED LINE NOTE: EMBEDMENT INTO FOOTING REQUIRED WHERE STEMWALL HEIGHT IS LESS THAN 24 - 7/8 INCHES. SSTB28 SSTB AN EMBED LINE AT TOP OF CONCRETE v v 4 5/8" DIA. SSTB28 MUDSILL A.B. 'a 4 5/8" DIA. SSTB28 MUDSILL A.B. lit iii \ - 4 7 - 4 - 1" MAX. 4 TOP OF CONCRETE SWTI INTERIOR TEMPLATE (FOR 2x4 ABOVE CONCRETE) SSTB28 SSTB28 REFER TO THE CURRENT SIMPSON CONNECTOR CATALOG FOR SSTB INSTALLATION AND REBAR LENGTH REQUIREMENTS 3" MIN. 5" MAX. #4 REBAR AS REQUIRED FOR SSTB28 CONCRETE STEM WALL (DESIGN BY OTHERS) CH O R A G E (CONC. STEM WALL) N❑T° REFER TO THE CURRENT SIMPSON CONNECTOR CATALOG F ❑R TEMPLATE SELECTION CHART, SWT EXTERIOR TEMPLATE (FOR 2x FORM BOARDS) 5/8" DIA. MUDSILL A.B. SSTB28 ( SWTPF TEMPLATE (FOR PLYWOOD PANEL FORMS) SEE SHEET SW2 FOR STACKED STRONG -WALL ANCHOR BOLT REQUIREMENTS. 1. STRONG -WALL SHEARWALL IS MANUFACTURED AND TRADEMARKED BY "SIMPSON STRONG -TIE COMPANY, INC. ', HOME OFFICE: 4120 DUBLIN BLVD., #400, DUBLIN, CA 94568 TEL: (800) 999 -5099, FAX: (925) 875 -0826 "SIMPSON STRONG -TIE COMPANY, INC." IS AN ISO 9001 REGISTERED COMPANY. 2. INSTALLATION OF PRODUCT SHALL BE DONE IN STRICT CONFORMANCE TO THESE DRAWINGS AND THE STRONG- WALL INSTALLATION GUIDE, T- SWGUIDE. MODIFICATIONS TO THIS PRODUCT AND ASSOCIATED SYSTEMS OR CHANGES IN THE INSTALLATION METHODS SHOWN ON THESE DRAWINGS AND THE INSTALLATION GUIDE SHOULD ONLY BE MADE BY A QUALIFIED ARCHITECT, CIVIL, OR STRUCTURAL ENGINEER. THE PERFORMANCE OF SUCH MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES IS THE SOLE RESPONSIBILITY OF THE DESIGNER. REFER TO I.C.B.O. PFC -5485 FOR FURTHER INFORMATION. 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY COMPONENTS FOR THE STRONG -WALL SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT ARCHITECT, PROJECT ENGINEER OR BUILDING DESIGNER FOR CLARIFICATION PRIOR TO CONSTRUCTION. 4. THE CONTRACTOR SHALL VERIFY THE POSITION OF THE STRONG -WALL IN RELATION TO THE REST OF THE BUILDING SYSTEM AS SHOWN ON THE PROJECT DRAWINGS. 5. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING OFFICIAL. 6. THE BUILDING STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST ADOPTED VERSION OF THE UNIFORM BUILDING CODE AND ANY OTHER LOCAL, STATE OR FEDERAL REQUIREMENTS THAT MAY APPLY. VERIFY DESIGN REQUIREMENTS WITH THE LOCAL BUILDING DEPARTMENT. 7. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE. DESIGN OF THE BUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING A COMPLETE LOAD PATH NECESSARY TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE DESIGNER. 1,f 6\ L olifGl r #D I v 8. SIMPSON STRONG -TIE COMPANY, INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS AND MODELS WITHOUT NOTICE OR LIABILITY FOR ' 7 , SUCH CHANGES. _,,,. 9. ALL HARDWARE CALLED OUT IS SIMPSON STRONG -TIE. NOTES FACE OF STRONG - WALL PANEL 1 1/4 "M1 1/2" RIM JOIST SIMPSON LTP4 FRAMING ANCHOR (DESIGN BY OTHERS) SILL PLATE AND ANCHORAGE (DESIGN BY OTHERS) 3 1/2" RECENL JUN -7 2007 PERMIT CENT Li- LATERAL. ENGINEERING ONLY PRE - INSTALLED 5051/4 "x6" SCREWS CONCRETE STEM WALL (DESIGN BY OTHERS) FLOOR JOIST (DESIGN BY OTHERS) BLOCKING. SAME SIZE & MATERIAL AS RIM JOIST, STITCH NAILED TO RIM JOIST W/ 3 ROWS OF 10d x 2 1/2 LONG AT 3" D.C. HORIZONTAL 10 2007 r ICIESIEWEI1EMIllft4,4\ CITY OF TUKWILA, WASHINGTON HAGGARD SHORT PLAT FILE NO.: L06-071. CITY OF TUKWILA APPROVALS: Reviewed and approved by the Short subdivision Committee and hereby certified this ) day of 7; , 200th. DEPARTMENT OF ASSESSMENTS Examined and approved this Lad. day of 20.O , `� -�- Noble RECORDING NO. =7021 3 /1200 VOL. /PAGE ' 4g (z3 . `-� " SCALE: i inch i• so tt. 0 50' 100' DECLARATION ::::: 1 V�IA 7th I tt PORTION OF W. 1/2, N.W. 1/4, SEC, 10, T. 23 N., R. 4 E., W.M. Chaihort Subsion Committee Know all men by these presents that we the undersigned owner(s) in fee simple of the land herein described do hereby make a SHORT PLAT. The undersigned further declare this SHORT PLAT to be a graphic representation of said SHORT PLAT, and same Is made with the free consent in accordance with the desire of the owner(s). IN WITNESS WHEREOF we set our hands and seals. \ t - q i 1 i . . e /A � ; , 033DD 0014 " • FASTING LEGAL DESCRIPTIONS NEW LEGAL DESCRIPTIONS THAT PORTION OF GOVERNMENT LOT 6, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, LOT 1 NEW LEGAL DESCRIPTION: WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE INTERSECTION OF THE EASTERLY LINE OF PACIFIC HIGHWAY WITH A LOT 1 OF CITY OF 'TUKWILA HAGGARD SHORT PLAT NO, L06 -071 UNE 1,151.71 FEET SOUTH OF AND PARALLEL TO TIME NORTH UNE OF THE NORTHWEST AS RECORDED UNDER KING COUNTY RECORDING NO. -• QUARTER OF THE NORTHWEST QUARTER OF SAID SECTION 10; RECORDS OF KING COUNTY, WASHINGTON. THENCE S 13'05'00" E 1 FEET TO THE TRUE POINT OF BEGINNING; THENCE S 13135 E 41.07 FEET• BEING A PORTION OF GOVERNMENT LOT 6, SECTION 10, TOWNSHIP 23 NORTH, THENCE EAST 165.24 FEET TO THE WESTERLY MARGIN OF THE SEATTLE- TACOMA RANGE 4 EAST, W.M. INTERURBAN RAILWAY RIGHT OF WAY; THENCE NORTHERLY ALONG SAID RIGHT OF WAY 41.39 FEET; SUBJECT TO A PRIVATE EASEMENT FOR SANITARY SEWER AND WATER OVER THENCE WEST 163.89 FEET TO THE TRUE POINT OF BEGINNING; UNDER AND ACROSS THE SOUTH 20 FEET OF SAID LOT 1; EXCEPT THAT PORTION THEREOF LYING WITHIN SECONDARY STATE HIGHWAY NO. 5-M; AND TOGETHER WITH A PRIVATE EASEMENT FOR SANITARY SEWER AND WATER TOGETHER WITH THAT PORTION OF VACATED SOUTH 116TH STREET ADJOINING WHICH OVER, UNDER AND ACROSS THE SOUTH 20 FEET OF LOT 2 OF SAID SHORT �.�,-, !, , - • Name �-. ., N• Nome - r ame Name State of Washington County of Km ATTACHED THERETO BY OPERATION OF LAW; PLAT. EXCEPT THAT PORTION OF SAID STREET LYING WITHIN THE PACIFIC HIGHWAY AND BEING A PORTION OF GOVERNMENT LOT 6, SECTION 10. TOWNSHIP 23 NORTH, SECONDARY STATE HIGHWAY NO. 5-M. RANGE 4 EAST, W.M. TOGETHER WITH THAT PORTION OF GOVERNMENT LOT 6, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: LOT 2 NEW LEGAL DESCRIPTION; BEGINNING AT THE INTERSECTION OF THE EASTERLY UNE OF PACIFIC HIGHWAY WITH A LOT 2 OF CITY OF TUKWILA HAGGARD SHORT PLAT NO. L06 -071 UNE 1,151.71 FEET SOUTH OF AND PARALLEL WITH THE NORTH UNE OF THE NORTHWEST AS RECORDED UNDER KING COUNTY RECORDING NO. REVIEWED FOR CODE COMPLIANCE APPROVED Jul l - 6 zaol 1 certify that I know or have satisfactory evidence that Le. 1-fie. L. Hag ,yard signed this instrument and acknowledged it to be (l e/her) free and voluntary act for the uses and purposes mentioned in the Instrument. .%`' '�'%. J Ge, A 13 Ili Signature of ��_ '$jpjy • E �- r g oat � Q• y + Notary Public , • QUARTER OF THE NORTHWEST QUARTER OF SAID SECTION 10; RECORDS OF KING COUNTY WASHINGTON. THENCE S 13'05'00 "E 17.40 FEET; THENCE EAST 163.89 FEET TO THE WEST UNE OF THE SEATTLE - TACOMA INTERURBAN SUBJECT TO A PRIVATE EASEMENT FOR SANITARY SEWER AND WATER OVER, RAILWAY RIGHT OF WAY; f City Of Tukwila `7 BUILDINN OtVI ION THENCE NORTHWESTERLY ALONG THE WESTERLY UNE OF SAID RIGHT OF WAY 58.33 FEET; THENCE 5 75 W 166.43 FEET TO THE POINT OF BEGINNING EXCEPT THAT PORTION LYING WITHIN STATE HIGHWAY NO. 5-M. TOGETHER WITH: THAT PORTION GOVERNMENT LOT 6 AND THE SOUTHWEST QUARTER OF THE OF NORTHWEST QUARTER OF SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT NE NORTHWEST CORNER OF SAID SECTION 10 AND THENCE RUNNING SOUTH ALONG THE WEST UNE OF THE NORTHWEST QUARTER OF SAID SECTION 10, 1168.68 FEET TO A STONE MONUMENT SET AS THE INITIAL POINT OF PROPERTY RELEASED BY ADA H. BENNETT TO THE DUWAMISH INVESTMENT COMPANY BY INSTRUMENT RECORDED AUGUST 7, 1913; THENCE EAST AT RIGHT ANGLE ALONG THE SOUTH UNE OF SAID RELEASED LANDS, 924.51 FEET TO A STONE MONUMENT SET AT THE INTERSECTION OF SAID RELEASED LANDS WITH THE EAST MARGINAL UNE OF THE PACIFIC HIGHWAY; THENCE 5 13'05' E ALONG THE EAST MARGINAL LINE OF THE PACIFIC HIGHWAY 82.14 FEET TO A LINE PARALLEL WITH AND 80 FEET SOUTH OF THE SOUTH UNE AFORESAID RELEASED LANDS AND THE TRUE POINT OF BEGINNING; THENCE 5 13 '05'� E. ALONG THE EAST MARGINAL UNE OF THE PACIFIC HIGHWAY 236 FEET; THENCE N 7655' E, PERPENDICULAR TO SAID HIGHWAY 200.29 FEET. MORE OR LESS, TO THE WESTERN MARGIN OF THE RIGHT OF WAY OF THE PUGET SOUND ELECTRIC RAILWAY; THENCE NORTHWESTERLY, ALONG SAID WESTERLY MARGIN OF SAID RIGHT OF WAY 201.43 FEET, MORE OR LESS. TO SAID LINE PARALLEL WITH AND 80 FEET SOUTH OF THE SOUTH UNE AFORESAID RELEASED LANDS: THENCE WEST, ALONG SAID PARALLEL LINE AND 80 FEET SOUTH FROM THE SOUTH UNE OF EXCEPT THAT PORTION DEEDED FEET, O THE STATE LESS, THE OF WASH NGTON FOR STATE HIGHWAY G � NO 5 -M BY DEEDS RECORDED UNDER RECORDING NUMBERS 3122159 AND 3120159; AND EXCEPT FOR PORTION DEEDED TO THE STATE OF WASHINGTON FOR SOUTH 116TH '�` STREET EXTENSION BY DEED RECORDED UNDER RECORDING NUMBER 3120159. LYING NORTH OF SOUTH 116TH STREET. UNDER AND ACROSS THE SOUTH 20 FEET OF SAID LOT 2; OVERT UNDER AND ACROSS V THE OUTH FEET OF I LOT 1 OF SAID N SHORT� PLAT. BEING A PORTION OF GOVERNMENT LOT 6, SECTION 10, TOWNSHIP 23 NORTH. RANGE 4 EAST, W.M. _ — r j t III ` 'i / ,` ,', I? / f ' a� ()TAO 7' • , Doted 2 - g- 0 7 f : o Na. �...an N My appointment expires 6-/6-08 1 t \ p UBt- . :0 rf . ' . i 6 .p = State of Was in g ton rr ►i� .: F WA�'�� C., County of i i p 44 ........... �J I certify that I know or have satisfactory evidence that With Qb H. Hag g.rd signed this instrument and acknowledged it to be (hisj . ) free and voluntary act for the uses and purposes mentioned in the instrument. # e A• D� ''',� t p N C j e t .. ^ .$ 5 ••. •. o�•. r ; bT'AH � Signature of /_ • _ PJ • v U O }. N . • Notary Public t.{.C�GCIr (4. ''' � Dated 2-S-07 . B UBL LC ' ' 4�a My appointment expires 6 /6 O R r i • • h ,a 46, • • , OF WAStk =.' ."., ++ I certify that 1 know or have satisfactory evidence that �' /. E ••, e signed this instrument and acknowledged it to be (hiss) free and voluntary act for the uses and purposes mentioned in the instrument, o2 ' c ,, t� .5�gtON • 1- ,rt T �= Signature of 2e ick, a. . A r =c° _,� AR 'PI Notary Public L( ez /l.J • AO . Dated 2 - -07 (ALSO KNOWN AS A PORTION OF LOT 2, BENNETi'S INTERURBAN TRACTS ACCORDING TO THE UNRECORDED PLAT THEREOF, LESS STREETS.) RECEIVE JUN - 7 2007 PERMIT C`NTEF • . czi Q il, OB i �, .:,,,..0 • w My appointment expires 'OZ . • • .6 - J6 yr 9 • , 6.1646..:(1.-.1 r +� y O F WA'�` ` r ��....... + RECORDER'S CERTIFICATE Filed for record this 1 day of �3it�4.Q•� 20 LAND SURVEYOR'S CERTIFICATE This Short Plat correctly represents a survey made by me or under my direatian in conformance with the requirements of the appropriate State and County Statute and Ordinance in FEBRUARY, 2003 r f' Al \ TT � HAN S E N SURVEYING LAND SURVEYORS & CONSULTANTS 17420 116T11 AVE. S.R., REN'i:'ON, WA 98058 TEL 425-235-8440 FAX: 425 -235 -0268 ANA • 0 G. H,f �� 4 0 " 4 , v o ": "r 1 41. LAND �� °d` ' V31/0e 2 gip HAGGARD SHORT PLAT EAST MARGINAL WAY S. & S. 116TH ST. _ , , at c►.•v i .M. in book of �• at page ,gyp . at the request of t, }fttr 14A DIN. BY RF DATE 10/02/08 JOB NO. 20204SP _ �'"' �"", _ Rodney G. Hansen Certificate No. 21464 CHKD. BY RGH SCALE 1" = 50' SHEET 1 OF 2 Mgr. Supt. of Records LATEST R 1/ISION1 02/08/07 CURVE C1 C2 C3 C4 C5 HEARING S 88'15 E S 1119'27" E S 11'19'27" E DISTANCE 30.80' 46.00' 43.00' CURVE TABLE DELTA ANGLE 2013'15" 30'19'10" 05'36'48" 0546'04" 06'08'23" 450.00' 1,146.00' 1,091.74' 480.00' 420.00' LOT 1 LOT 2 TOTAL 16, 150.7 S.F. OR 0.37 Ac. +/- BUILDING SETBACK REQUIREMENTS 158:81' 606.43' 106.96' 48.32' 45.01' FRONT SECOND FRONT SIDE REAR 20 FEET 10 FEET 5 FEET 10 FEET NEW LOT ADDRESSING LOT 1: 3520 S. 116111 STREET LOT 2: 3526 S. 116TH STREET NOTE: LOT ONE OF THIS SHORT PLAT SHALL HAVE NO RIGHT TO ACCESS DIRECTLY ONTO EAST MARGINAL WAY SOUTH, UNLESS APPROVED BY THE CITY. EASEMENT TABLE EASEMENTS AFFECTING SUBJECT PROPERTY PER CHICAGO TITLE INSURANCE COMPANY TITLE REPORT ORDER NO. 001004932 DATED MAY 24, 2001. ,ITEM NO. RECORDING N0 NOTE 1 3462828 KING COUNTY RIGHT TO GRANT FRANCHISES FOR PUBLIC UTILITIES IN VACATED PORTION 116TH ST. NEWLY RECORDED EASEMENTS SEWER 20070122001159 SANI. SEWER ESMT WATER 20070207001682 WATER EASEMENT. 893.07' SEE DETAIL "A= A =3'46'27" L =71.91' STA 0 +51.01 PER R.0.S.150/79 CHAIN UNK FNC. 2.0' S DETAIL "A" N.T.S. FND. MON IN CASE B.S.B.L. MP.) EXIST. 2" IP 0.34' 5 & 0.18'W. HANSEN SURVEYING LAND SURVEYORS & CONSULTANTS j7420 116Th AVE. S.E., RENTON, WA 98058 TEL 425- 235 -8440 FAX 425 -235 -0266 2 680 RECORDING NO. FND. P.K. NAIL REF SURVEY V. 150/079 , 588 E 434.37 434' ( .38'-- S 116TH STREET LATEST REVISION' 02/08/07 3 O2 13ct eco 1 inch = 50 ft 0 50' 100' CHKD. BY RGH FND. P.K. NAIL REF SURVEY V. 150 /079 R.O.W. MARKER VOL /PAGE 2 - L it DATE 10/02/06 SCALE 1" = 50' s FND. MONUMENT AS NOTED. 0 FND. PROP. COR. AS NOTED. • = SET 1/2" I.R. W /CAP # 21464. B.S.B.L .. BUILDING SETBACK UNE SURVEY ACCURACY MEETS OR EXCEEDS REQUIREMENTS OF WAC 332-130-090 CONTROL MONUMENTS FIELD TIED FEBRUARY 2003. PROPERTY INFORMATION CURRENT ZONING: SCHOOL DISTRICT: FIRE DISTRICT: WATER PROVIDER: SEWER PROVIDER: PARCEL NUMBER 0733000005 1023049051 LDR TUKWILA #406 CITY OF TUKWILA VAL VUE SEWER DISTRICT ADDRESS NONE 3540 5. 116111 ST. TUKWILA, WA 98168 RECEIVED JUN -7 2007 PERMIT CENTER FND. CONC. MON W /COPPER TK CITY OF TUKWILA, WASHINGTON HAGGARD SHORT PLAT FILE NO.: L06-071 JOB NO. 202045P SHEET 2 OF 2 1 2006 IBC SHEAR WALL SCNEPULE I WALL 1YFE MINIMUM 54E4 SHEATHING NAILING ANCHOR BOLTS - l' EMBED /� 7;16' OSB EDGES BLOCKED ed • 4" 0.C. EDGES 8' 0.C. FIELD 5/8' • 48' O WASHER 3R6 "x2 "x2" C. CR MA4 • 32" O.C. A 1/16' 0.55. EDGES BLOCKED ad • 3" OC. EDGES 6' 0.C. FIELD (2) 2x AT ADJOINING PANELS cc) • 6• OG VIZ TO 5ND 5TAGGERED 5/8' • 24" OC. WASHER 3/16 "2 "x2" OR MA4 • Ib• O.G. 7,16' 0.5B. EDGES BLOCKED 8d • 2" OC. EDGES 6' OC. FIELD (2) 2x AT ADJOINING PANELS Hod • 6.0o. MID TO MD STAGGERED Rec• oo,• ' " 5/8 • IS O.C. WA51 -ER 3/16 "2 "x2" GAR MA4 • 12" CC. A 592 C. EDGES BLOCKED 10d • 2' CC. EDGES 6' OC. FIELD 4x AT ADJOINING PANELS STAGGER SHEAR NAILING R c • 24' 0.C. •IMF 5/8w • 12' CC. WASHER 3/16 "x2'x2" OR MA4 • 8 OC. * SHEAR WALLS DESIGNATED WITH AN ASTERISK MAT BE SHEATHED WIN 1/16' SMART PANEL NAIL 6 "O C. EDGE D "O.C. FIELD4 I/2" BOLTS SUBSTITUTED FOR 5/8" BOLTS WITH SAME SPACING L SOLE PLATE AND TOP PLATE NAILNG F£R NAILING SCHEDULE (TABLE 23049.) TOP PLATE TO RAFTER WITH SIMPSON HI OR 45 SPECIFIED. 2. ANCHOR BOLTS SHALL INCLUDE NOT DIPPED GALVANUD STEEL PLATE WASHERS A MINIMUM CF 3/16 "4 "x2' BENSEN THE SILL PLATE AND NUT. THERE SHALL BE A MIN. OF (2) BOLTS PER SILL PLATE LOCATED WITHN 12' BUT NOT CLOSER THAN 4. CF EACH END. (IBC 23053.10) 3. SILL PLATES RESISTING A DESIGN LOAD GREATER TUGN 350 PLF HAVE HAD THE BOLT SPACNG REDUCED TO AVOID USE, 3X SILL PLATES. PER IBC 23053.10 EXCEPTION NAIL SIM INFORMATION 8d • 0.131 "dia. x 2 -1 /2 long UNLESS NOTED OTHERWISE 10d • 0.148" dia. x 3' Tong lbd • 0.152" dia. x 3 -I/2" long I POT DIPPED GALVANISED NAILS AT CONNECTIONS TO PRESSURE TR ATED PLATE NOLDOiLN SCHEDULE • MARC SIMPSON (PRODUCT) CAPACITY ATTACHMBJT NOTES H STI4DERJ ST /ON OR STNDB RJ (0.R PI-ID 2 SUBSTITUTION) 2110• W/ 24x16d TO (2) STUDS USE RJ FOR RIM JOIST 10d • 6' DC. 5110 TO STUD STHDI4RJ 51)4014 CR STHD14 RJ (CR PHD 5 SUBSTITUTION) 5.025• W/ 38xlbd TO (2) STUDS USE RJ FOR RIM JOIST IGN • b• O.G. STUD TO STUD NDUS NOUN W/ (2) 2x MEMBERS 118• (20)$DS 'a0x3" WOOD SCREWS le DIA ANCHOR SST8 PER SIMPSON OR 'J' BOLT I 5" PENETRATION HDUll *CUR TO 4x6 IDIEEER 5555• (30) SDS 'U' 3 13000 SORFWS I" DIA ANCHOR •J" BOLT 5' PENETRATION HOCKING (2) •4 14004 —1-.- 4440014 TO 4x5 MEMBER U FO' (30) 505 'i'x3" HOOD SCREWS I" DIA ANCHOR %I" BOLT 5' PENETRATION HOOKING (2) Ni STRAP SCI4EEPUL STRAPS NOT REQUIRED FOR BALLOON FRAMING 0514 0.514 STRAPS 249• CAPACITT TO (I) STUD WI (34110d EACH LEt4GTH • CLEAR SPAN • 38 5T6236 SUB ACCEPTABLE MSTCSNB3 MSTC6693 3E20. CAPACITY TO (2) STUDS W (38)10d EACH FACE (14) 10d BOTTOM (4) IOd 5. BRACED WALL PANEL TOP AND BOTTOM PLATES SHALL BE FASTENED TO JOISTS, RAFTERS, OR FULL DEPTH BLOCKING BOTTOM PLATE FASTENING TO JOIST OR BLOCKING BELOW SHALL NOT BE LESS THAN (3) 16d NAILS. BLOCKING SHALL BE NAILED TO THE TOP PLATE BELOW WITH NOT LESS THAN (3) 8d TOENAILS PER BLOCK JOISTS PARALLEL TO THE TOP PLATES SHALL BE NAILED TO THE TOP PLATE WIN NOT LESS THAN ed TOENAILS • 6" H 6. FLOOR SHEATHING: 23/32" TIG 05B w/ 1Od • 6" c.c. AT PANEL EDGES AND 12" o.c. IN FIELD UNLESS NOTED OTHERWISE MFR TRUSSES • 24 O.C. w/ 1/16 "05B ROOF SHEATHING w/ ed • 6" O.C. AT PANEL' EDGES AND 12" O.C. IN FIELD (TYPICAL) 1. PROVIDE SOLID BLOCKING AT ALL BEARING LOCATIONS 5201 JLA 1 LEGEND •OR leo 040 Tl ae RI I ® rxo•n BEEAMD E51�4TORI RI j c SEAM $17 4'"2' CF!' 3- 4's6' GLE SUE Rt ALLLDESIGNATOR! 1-10' DDO4N /$TRAP DESIGNATOR • 4 YE 0.54 e mcee/ DETAIL • YY,r POEY YL 0 /LSQtr a n NOTE: ALL MANUFACTURED FLOOR JOISTS BY OTI -HERS ALL MANUFACTURED ROOF TRUSSES BY OTI -4ERS ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL STRAP DETAILS 12) C514b C(4 FLOORING 3/4"�T (CR SIMPSON WENIN S ) AT PANEL EDGES AND E oG IN FIELD GLUED TO T.H. STNDBRJ 1 STHD I4RJ T+-IIS ENGINEERING IS LICENSED FOR SINGLE USE ONLY AT: 3520 S. 116TH -4 TUKUJILA, WA THIS ENGINEERING IS NOT AFFLICABLE TO ANY OTHER SITE DINING LIVING FAMILY ❑ STHD14RJ STHDI4RJ 5/5" A.B. 6 12" O.C. UNDER "D" WALLS DO NOT SCALE(I /4 "•17 ENTRY PORCH NOOK STNDI4RJ SUJISxa PATIO KIT ktWatttNi -+ 4,• ,• ,. , s .7 GARAGE LJ PLEASE CALL KEVIN BOURN • SIMPSON (2061255 -2081 BUILDER TO CONFIRM FIT BEFORE fTG POUR 55W are required to be anchored into footing. Anchor bolts and stem wall should be adjusted as needed for grade and wall heights MAIN FLOOR LATERAL ENCIINEERING STHD EDGE DISTANCE I -1/2" MN. SHEATH ALL EXTERIOR WALLS AS QA UNLESS NOTED OTHERWISE. BUILDER TO DETERMINE IF STHD OR STHD/R) 15 APPROPRIATE. ADJUST ORAIIL SPACE VENTS TO BE 12" MINIMUM AWAY FROM HOLDO:WS LI TIL EXTEND HEADER OVER SHEARWALLS SUJISxS 2X SOLID BLOCKING 0 24" O.C. tU/ 05B SHEATHING NAILED W /8d o 4" O.C. AT PANEL EDGES 8" O.C. IN FIELD FOR RIGID DIAPHRAGM (TTP WHERE 51-1OWN) (2) ROWS Ibd SINKER • 3 "O.0.. 1 11 111/11 TYP @ GARAGE OPENINGS HEADER EXTENDED / OVER SHEARUALL INSTALL LSTA -24 STRAP BACKSIDE LATERAL ENGINEERING ONLY GRAVITY LOAD ENGINEERING (BEAMS, FOUNDATION, ETC.) BY OTHERS PERMITTING JURISDICTION TAKES ALL RESPONSIBILITY FOR ENGINEERING SHEETS NOT FED STAMPED COPYRIGHT ©2001 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL Architectural plans carry all dimensions. This engineering is not to be scaled DO NOT SCALE Any.arladon. from mndltIons and dlmen.lon..ro.n on the •e:Peerin• and be reported to the da4,ner RM enpne.r M ..owtan odor to DAOe.dln,. otherwise the oOataaa M•• W ._I, rsepo.Wwe for meta on o nommen, nr.aw work. SITE INFORMATION ADDRESS /'LOT 3520 S. 118TH TUKWILA, WA OROIIrosNow USIA 25 PSF WIND EXPOSURE/GUST B 85mph SEISMIC DESIGN CATEGORY D John Hodge, PE 2501JahnAve. N.W. Suite A-1 Gig Harbor, WA 98335 Phone (253)857 -7055 Fax (253)857 -7599 PROJECT INFO CLIENT DESIGNS UNLIMITED PROJECT NUMBER 7.0495 PLAN NAME/ NUMBER 071031 BUILDING CODE 2006 IBC RELEASE DATE 5-8-07 ENGINEERING SHEET PREPARED BY AM 2006 IBC SHEAR (UALL SCHEDULE 1 4:1LL TYRE MINIMUM SHEATHING SHEATHING NAILING ANCHOR BOLTS - 1" EMBED �I 1/16' CSB. EDGES BLOCKED E • 4" PC. EDGES 8' 06. FIELD 5/8' • 48" OL. WASHER 3/16"),2"x2" OR MA4 • 3:' PL. / � / g\ I , /I6' O.SB. EDGES BLOCKED Ed • 3' O.C. EDGES 6" O.C. FIELD (2) 2x AT ADJOINING PANELS Nod • 6 STUD TO ST1S1 St.Y[lE(FD 51... 24. OL. WASHER 3A6 "x2'x2" OR M44 • 1•" O.C. /LC /,\ 1/16" 0.5B. EDGES BLOCKED 8d • 2" O.C. EDGES 6" OC. FIELD (2) 2. AT ADJOINING PANELS 10d • 6' OL. STUD TO 5W STAGGERED REC • 48 • ROOF 5/8" • IS CC. WASHER 3/16'4"x2" CR MA4 • L" OL. A 19/32" 0.55. EDGES BLOCKED 10d • 2 CC. EDGES 6• O.C. FIELD 4x AT ADJOINING PANELS STAGGER SHEAR NAILING REC • 24" OL. • ROOF 5/8" • 12" cc. WASHER 3/16"4"4" . C. CR 11.44 • 8" O.C. $ SHEAR WALLS DESIGNATED WITH AN ASTERISK MAY BE SHEATHED WITH 1/16" SMART PANEL NAIL E.V.C. EDGE 12 "0.C. FIELD I IR" BOLTS SUBSTITUTED FOR 5'8" BOLTS WITH SAME SPACING I. SOLE PLATE AND TOP PLATE NAILING PER NAILING SCHEDULE (TABLE 2304.91) TOP PLATE TO RAFTER WITH SIMPSON HI CR AS SPECIFIED. 2. ANCHOR BOLTS SHALL INCLUDE HOT DIPPED GALVANED STEEL PLATE UJ45((ERS A MINIMUM CF 346 "4'x2" BETWEEN THE SILL PLATE AND NUT. THE) P SHALL BE 4 MIN. CF (2) BOLTS PER SILL PLATE LOCATED WITHIN 12" BUT NOT CLOSER THAN 4" OF EACH END. (IBC 23053.10) 3. SILL PLATES RESISTING A DESIGN LOAD GREATER THAN 350 PLF HAVE HAD THE BOLT SPACING REDUCED TO AVOID USING 3X SILL PLATES. PER IBC 2305310 EXCEPTION NAIL 51M INFORMATION ad • 0.131"d14. x 2 -IQ" Ion2 UNLESS NOTED OTHERWISE ION • 0.145" dia. x 3" IoW 16d • 0.162" dia. x 3 -IC" Tong HOT DIPPED GALVANIZED NAILS AT CONNECTIONS TO PRESSURE TREATED PLATE HOLDO(UN SCHEDULE MARK SIMPSON (PRODUCT) CAPACITY ATTACHMENT NOTES 5TH08RJ STUDS OR STUDS RJ (CR PND 2 SUBSTITUTION) 2,210' W/ 24x16d TO (2) STUDS USE RJ FOR RIM JOIST I IOd • 6' 00 STUD TO STUD ST14DI4RJ STHDI4 OR STHDI4 R) (OR PHD 5 SUBSTITUTION) 5025" SUBSTITUTION) W/ 38uI6d TO (2) STUDS USE RJ FOR RIM JOIST (ON 6 O.C. O. STUD TO STUD SD'JB ((DUB W/ (2) 2x .MEMBERS MSC. (20) 5D5 ": "x3" WOOD SCREWS V DIA ANCHOR 55T6 FER SIMPSON CR "J" BOLT 5' PENETRATION HDUll 1(P1111 TO 4X6 MEMBER 5,655• (30) SOS .3'x3" WOOD SCREWS I" DIA ANCHOR "J" BOLT 15" PENETRATION SOCKING (2).4 HHD014 140014 TO 4X8 MEMBER C35O• (30) 5D5 ').*x3" WOOD SCREWS I" DIA ANCHOR "J" BOLT 15" PENETRATION HOCKING (2).4 STRAP SCHEDULE STRAPS NOT REOURED FOR BALLOON FRAMING CSI4 C514 STRAPS 2450• CAPACITY TO () STUD W/ (34) ION EACH LENGTH • CLEAR 5P4N • 38"- I 5T6235 SUB ACCEPTABLE ...... MSTC66B3 1 3820• CAPACITT TO (2) STUDS W (38 EACH FACE (I4) ION _ — BOTTOM (4)10d 5. BRACED WALL PANEL TOP AND BOTTOM PLATES SHALL BE FASTENED TO ,. JOISTS, RAPIERS, CR RILL DEPTH BLOCKING. BOTTOM PLATE FASTENING TO JOIST CR BLOCKING BELOW SHALL NCT BE LE55 THAN (3) 16d NAILS. BLOCKING I SHALL BE NAILED TO THE TOP PLATE BELOW WITS NOT LESS THAN (3) ad TOENAILS PER BLOCK JOISTS PARALLEL TO THE TOP PLATES SHALL BE NAILED TO THE TOP PLATE WITH NOT LEGS THAN ad TOENAILS • 6" 6. FLOOR SHEATHING: 23/32" TIG 055 w/ IOd • 5" oz. AT PANEL EDGES AND I2" cc. IN FIELD UNLESS NOTED OTHERWISE MFR TRUSSES • 24" O.C. w/ 1/16'06B ROOF SHEATHING w/ d • 6" O.C. AT PANEL EDGES AND 12" O.C. IN FIELD (TYPICAL) 1. PROVIDE SOLID BLOCKING AT ALL BEARING LOCATIONS 1 5301 JLA BDRM -3 DO NOT 5C4LE(I /4 ".I') THIS ENGINEERING IS LICENSED FOR SINGLE USE ONLY 4T: 3520 S. 1I TI-1 TUKWILA, WA TI-115 ENGINEERING 15 NOT APPLICABLE TO ANY OTHER SITE M BA. w.l i� SHEATH ALL EXTERIOR WALLS AS \ \� BDRM -2 \ % 514 CSI4 /'t't\ CS14 CSI4 LLL1, CSI4 TO BEAM TO BEAM TO BEAM TO BEAM UPPER FLOOR LATERAL ENGINEERIN UNLESS NOTED OTHERJ115E. TTP TRU ^5 TO PI ATF CONNFC ON •FR TRUSSES • 23" OL. w/ 1/16" O`A ROCF SHEATHING Wed • b" OL. AT PANEL EDGES AND D" O.C. IN FIELD (TYPICAL) 4 INSTALL SIMPSON URRICAxE TIE HI AT TAGS TRUSS/RAPER TO PLATE INTERSECTION PERMITTING JURISDICTION TAKES ALL RESPONSIBILITY FOR ENGINEERING SHEETS NOT RED STAMPED COPYRIGHT ©20OT HODGE ENGINEERING, MC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL SITE INFORMATION Architectural plans carry all dimensions. This engineering Is not to be scaled DO NOT SCALE An y sated, from an•i•on• • mm•vmn Nam on m• engn•eln[Nao5 reported to the designer and angnaa to o.lolen Oa to pomading: odor.. Ito tonoaclor Nan to •d.h ..peep a lot wets of Any ne.aen remedial work ADDRESS /LOT 3520 S. 116TH TUKWItA, WA GROUND SNOW LOAD 25 PSF WINO EXPOSURE/GUST B 85mph SEISMIC DESIGN CATEGORY D John Hodge, P.E 2801Jahn Ave. NW. Suite A4 GlgHartnr, WA 98335 Phone: (253)857 -7055 Far (253)857 -7599 PROJECT INFO CLIENT DESIGNS UNLIMITED PROJECT NUMBER 7.0495 PLAN NAME/ NUMBER 071031 BUILDING CODE 2006 IBC RELEASE DATE 5 -8-07 ENGINEERING SHEET L -2 PREPARED BY AM RAISED FLOOR STRONG -WALL v191D F( 100 TOP PLATE CONNECTION REFER TO THE CURRENT S1MPSON CONNECTOR CATALOG FOR SSTB INSTALLATION AND REBAR LENGTH REQUIREMENTS 3'8 34 8643 AD FA 5511 ROOF MANNo. (Br 011E1131 DNA. BY (OHM ..--5780.-wALL TOP PLATES ,W. 7/6' SNM SINGLE STORY STRONG -WALL 5' MAX 585 538595 STANDARD STRONG -WALL TOP OF CONCRETE STRONG-WALL TEMPLATES REFER TO THE CURRENT 51MPSON CONNECTOR CATALOG FOR SUB INSTALLATION AND REB2R LENGTH REQUIREMENTS 5' MA1. 1.1034. AS oWED 4 5525.28 (�6�. 03ER5) SEE SHEET SW2 FOR STACKED STRONG -WALL 00009EHENT5 Is3A S o[ POST Foe CMR9,) STANDARD WALL SILL SEE SHEET SWO FOR ALLOWABLE OPENINGS TANOARD STRONG -WALL MODELS 8/17 x34) TUN 80. u¢HORS us -9:1,,.:01.7 ) S *IB'8 18 93 1/4 3 1/2 2 -5 /8'43 2- 551828 85 5824,8 24 93 1/4 3 1/2 2 - 5 /8'* - 551328 9 sw32.e 33 93 1/4' 3 /2 2 - 5 /8'* 2 551328 „3 5946,8 48 93 1/4' 3 1/2 3 - 5/6'* 2 - 551878 149 3815,9 16 ,m V4 3 1/2 2 -5 /e'* - 537828 94 56x.9 24 ,OS ,/4' 3 1/2 2 -5 /9 2 2 - 351328 , 0, 5832,9 32 ,05 1/4 J 1/2 2 -3/3'* 2- 351828 128 5#46.9 48 ,05 1/4 3 1/2 3 - 5/8 2 2 - 551925 135 5924.30 24 117 1/4 3 1/2 2 - 5/8'4 2- 351326 111 51112.10 32 111 1/4 3 1/2 2 -5 /8Y 2 - 531525 134 5843,10 46 117 1/ 31/2 3 - 3/88 2 - 54828 ,T 5224,12.6 24 ,u 1H' S 1/2 245/8'* 2 -54926 161 Sw32,12,s 32 141 1/4 5 1/2 2 -5/8'* 2 551828 201 Sw28.12'8 48 141 1/4' 5 1/2 J -5 /8Y. 2 - 4513728 256 Two, s '3430 4060' �A 1 1TFV A -A SEE SHEET SW2 FOR STACKED STRONG -WALL REOUIREMENT5. (,135453/. 04.14. PLANA, 111 24E -.GALLED 440 NO0054 RAISED FLOOR WALL SILL RASED 0(001 521000 -WALL MODELS u00R 6 H (^) NUMBER OF NUMBER OF HOOUwu 604.21 AM (0) 4010000464610302433 80675 /00 SW16.B -BF 18 93 1/4 5 1/2 13 -045 1/4.6 9 -505 1/4,6 2- 551828 85 5924.6 -#F 24 93 1/4 3 1/2 18 -SOS 1/4,6 12 -505 1/4,6 2- 031328 91 4600.8 -8F 32 93 1/4 3 ,/z 20 -505 I, 6 16 -335 1/4.8 2 - 33+823 116 5643,8 -66 48 43 1/4 3 1/2 28 -505 1/4.6 24 -505 1/4.6 2- 561828 149 821549 -5F 16 105 1 /4' 3 7/2 13-335 1/4.6 9 -505 1/4.6 2- 151323 94 52N.9 -RF 24 105 1/4' l 1/2 16 -505 1/4,6 12 -SIDS 1/4.8 2- SS1BO8 101 52432.9 -RF 32 105 1/4' 3 1/2 20 -505 1 I6 -SDS 1 / 4 .6 2 -55126 126 5248,9 -8F 46 105 1/4' 3 1/2 28 -SDS 1/4.6 24 -5TS 1/4.8 2 -39328 135 5)24, -RF 24 117 , /4' 3 1/2 ,6 -505 1/4.6 12 -SOS 1/4.8 2 -54628 111 5132.10 -RF 32 110 1/4' 3 ,/2 23-505 1/4.6 I8 -505 1/4.8 1- 551826 134 5846.10 -61 46 110 1/4 3 1/2 28 - 505 1/4.6 24 -525 1/4.6 2 - 551828 171 TROMF or To ON EWWASHED RAISED FLOOR WALL SECTION 200700111)0600 ^ND FLOOR RF STRONG -WALL 1ST FLOOR RF STRONG -WALL IST FLOOR STD. STRONG -WALL f SEE SHEET Sw2 FOR STACKED STRONG -WALL REQUIREMENTS. STACKED STRONG -WALL 2177734 TOP OF CONCRETE 5%8 DIA MUDSILL A.R. SST628 SSTB28 EMBED LINE AT TOP OF CONCRETE TOP OF CONCRETE SWTI INTERIOR TEMPLATE (FOR 2o4 ABOVE CONCRETE) 5/8' DIA. S5T828 551328 MUDSILL A.B. SSTB28 NOTE: REFER TO THE CURRENT SIHPSON CONNECTOR CATALOG FOR TEMPLATE SELECTION CHART. SWT EXTERIOR TEMPLATE (FOR 2x FORM BOARDS) 5/8' DIA. MUDSILL A.B. SSTB28 SWTPF TEMPLATE (FOR PLYWOOD PANEL FORMS) SEE SHEET 5W2 FOR STACKED STRONG -WALL ANCHOR BOLT REQUIREMENTS. SINGLE STORY STANDARD & RAISED FLOOR WALL SPECIFICATIONS NOTES , 1/4- 1/2 PA 209 26� m -4 . MESON 215 MEP. STRONG -WALL SHEARWALL IS MANUFACTURED AND TRADEMARKED BY SIMPSON STRONG -TIE COMPANY. PLC.'. HOME OFEICE 4120 DUBLIN BLVD.. 6400. DUBLIN. CA 94568 TEL (800) 999 -5099. FAIL. (025) 875 -0826 SIMPSON STRONG -TIE COMPANY. INC. ' 15 AN ISO 9001 REGISTERED COMPANY 2 INSTALLATION OF PRODUCT SHALL BE DONE IN STRICT CONFORMANCE TO THESE DRAWINGS AND THE STRONG -WALL INSTALLATION GUIDE. T- SWGUIDE. MODIFICATIONS TO THIS PRODUCT AND ASSOCIATED SYSTEMS OR CHANGES IN THE INSTALLATION METHODS SHOWN ON THESE DRAWINGS AND THE INSTALLATION GUIDE SHOULD ONLY BE MADE BY A QUALIFIED ARCHITECT. CIVIL. OR STRUCTURAL ENGINEER. THE PERFORMANCE OF SUCH MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES IS THE SOLE RESPONSIBILITY OF THE DESIGNER. REFER TO I.C.B.O. PFC -5435 FOR FURTHER INFORMATION. 9 ALL HARDWARE CALLED OUT IS SIMPSON STRONG -SE. �w/35 Ow *084 GNI I /2 LONG 402'0C. 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS. ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY COMPONENTS FOR THE STRONG -WALL SYSTEM. IF ANY DISCREPANCIES ARE FOUND. THEY SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT ARCHITECT. PROJECT ENGINEER OR BUILDING DESIGNER FOR CLARIFICATION PRIOR TO CONSTRUCTION. 4. THE CONTRACTOR SHALL VERIFY THE POSITION OF THE STRONG -WALL IN RELATION TO THE REST OF THE BUILDING SYSTEM AS SHOWN ON THE PROJECT DRAWINGS. 5 USE OF THIS PRODUCT 15 SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING OFFICIAL. 6. THE BUILDING STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST ADOPTED VERSION OF THE UNIFORM BUILDING CODE AND ANY OTHER LOCAL. STATE OR FEDERAL REQUIREMENTS THAT MAY APPLY VERIFY DESIGN REQUIREMENTS WITH THE LOCAL BUILDING DEPARTMENT. 7. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE. DESIGN OF THE BUILDINGS LATERAL FORCE RESISTING SYSTEM, INCLUDING A COMPLETE LOAD PATH NECESSARY TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND. IS THE RESPONSIBILITY OF T1 DESIGNER, 8. 51MPSON STRONG -TIE COMPANY. INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS. DESIGNS AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES. 10 15) O W C Z O a a) E O VI 70 18 NAME DATF. 01/31/01 SCALE NO SCALE CHECKED SHEET SW1 OF OF SHEETS JOB NO