Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D07-042 - HOLLOWAY RESIDENCE - LOT 1 - NEW SINGLE FAMILY RESIDENCE
HOLLOWAY RESIDENCE LOT1 11858 44 AV S D07 -042 Parcel No.: Address: Suite No: Tenant: Name: Address: Owner: Name: Address: Phone: Contact Person: Name: Address: Phone: Value of Construction: Type of Fire Protection: Type of Construction: 3347401028 11858 44 AV S TUKW Citycif 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 HOLLOWAY RESIDENCE, LOT 1 11858 44 AV S , TUKWILA WA HOLLOWAY DAWNA 134 S BRANDON ST , SEATTLE WA 98188 DAWNA HOLLOWAY 134 S BRANDON ST , SEATTLE WA 98108 206 851 -3322 Contractor: Name: BABY CONSTRUCTION INC Address: 134 S BRANDON ST , SEATTLE WA 98108 Phone: 206 762 -3322 Contractor License No: BABYCI *011RH $155,350.18 SMOKE DETECTORS VB DEVELOPMENT PERMIT * *continued on next page ** Permit Number: Issue Date: Permit Expires On: Expiration Date: 02/19/2008 D07 -042 05/09/2007 11/05/2007 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 1558 SF SFR WITH 366 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRANINAGE, SAN. SIDE SEWER, WATER ME flit W/ SERVICE LINE, AND UNDERGROUNDING OF POWER. Fees Collected: International Building Code Edition: Occupancy per IBC: $9,937.90 2003 22 doc: IBC -10/06 D07 -042 Printed: 05-09 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 20 c.y. Fill 20 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End 'rime: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: Y Permit Center Authorized Signature. Date: I hereby certify that I have read and x ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie wi whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the pe) fo mane of work. I am authorized to sign and obtain this development permit. Signature: Print Name: doc: IBC-10/06 City cite/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 VJr I \ ' 6 a 1 Permit Number: D07 -042 Issue Date: 05/09/2007 Permit Expires On: 11/05/2007 octAlol- Date: *1101— 1 01— This permit shall become null and void if the work is not conunenced 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 -042 Printed: 05-09 -2007 Parcel No.: 3347401028 Address: Suite No: Tenant: 11858 44 AV S TUKW 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 HOLLOWAY RESIDENCE, LOT 1 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -042 ISSUED 02/06/2007 05/09/2007 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. doc: Cond -10/06 D07 -042 Printed: 05-09 -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 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. 19: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 20: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 21: Any material spilled onto any street shall be cleaned up immediately. 22: Finished floor elevation shall be verified with the Public Works Project Inspector, prior to start of construction on the foundation for the house. FF elevation shall conform to the Elevation Certificate, completed by a Washington State Licensed Engineer (or) Surveyor. 23: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 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. 24: 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. 25: 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. 26: ** *FIRE DEPARTMENT CONDITIONS * ** 27: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 28: 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) 29: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn- around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 30: Tukwila City Ordinance #2047 provides that the required width of any fire apparatus road (fire lane) shall not be obstructed in any manner, including the parking vehicles. Minimum required widths and clearances shall be maintained at all times. 31: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) doc: Cond -10/06 007 -042 Printed: 05-09 -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 32: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 33: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 34: The minimum fire flow and flow duration requirements for one - and two-family dwellings having a fire area which does not exceed 3,600 square feet (344.5 m2) shall be 1,000 gallons per minute (3785.4 L/min.). Fire flow and flow duration for dwellings having a fire area in excess of 3,600 square feet (344.5 m2) shall not be less than that specified in Table A III-A -1. Exception: A reduction in required fire flow of 50 percent, as approved by the chief, is allowed when the building is provided with an approved automatic sprinkler system. (IFC Appendix B105.1) 35: Fire hydrant installation requires a Public Works permit. 36: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 37: Adequate ground ladder access to rescue windows shall be provided. 38: Maximum grade for all projects is 15 %. 39: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 40: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 41: Arty overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 42: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 43: ** PLANNING DIVISION CONDITIONS ** 44: The use of corrugated metal siding is not approved. Replace the siding shown on the plans with a material that meets the City residential development standards found in TMC 18.50. 45: The maximum roof overhand permitted within the setback areas is 18 inches. Ensure that this limitation is met. 46: PRIOR TO PUBLIC WORKS FINAL, ALLENTOWN CONNECTION FEES ($10,189.20) AND WATER CONNECTION FEES ($5,555.20) MUST BE PAID. * *continued on next page ** doc: Cond -10/06 007 -042 Printed: 05-09 -2007 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. 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 Date: . I 1 l 01- D07 -042 Printed: 05-09 -2007 Name: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: Company Name: Mailing Address: E -Mail Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http ; ii'ww. ci. tuk i'ilu. wa. us Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION 1i_ l Site Address: j 9, 5P) 9-4-4t V S Tenant Name: Property Owners Name: DAV, NA kOL1 -O WA Y Mailing Address: 13 4 5 Qrcu% clot% S# CONTACT PERSON - who do we contact when your permit is ready to be issued D A tt-) NA Day Telephone: Mailing Address: 34 5 dfar% 5-1. Sect +-t-1 e City DGtnjt*/fr . %to tIot.4JA e co mcetS+ . t1ek Fax Number: GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) il.c33%3 Cens1YV 34 S bran do n Sir EcItN Qecl. iv Pr Contractor Registration Number: W I c- :Ott r^ ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record di t • Contact Person: 1 t'rj A '$1 E� . OrA 'f, sl (. N r.. • ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: GOD 1 f"QT I CID MP,AN`( Mailing Address: 4t. P Contact Person: MAi2.1 C.O1,1 S?0 T t E -Mail Address: C GC COP( S POT l . C-C'M Q'\Apphcanons \Forms- Apphcahons On Line \i - 2006 - Permit Application.doc Revised 9-200(, hh Building Permit No. Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project No. (For office use only) - PM - Y42- King Co Assessor's Tax No.: 4 101 0310 Suite Number: Floor: New Tenant: El Yes El ..No C 0 5Q t t Le_ City 5e c.�-tC� GO N Sl,, t...'j' I N L� State 9�S' l0 Zip 20(0 8S I 33 22. tti)f} State Zip 2oL `1(02 33 22- Lar irk State Zip City Day Telephone: .1 Fax Number: 20 Co Expiration Date: gS 1 337... 7G'z 332'2- City State ip Day Telephone: L' p(- tsz..3} - 8I2$ Fax Number: Z- 62-* - 1 Z-Ct t♦ City State Zip Day Telephone: 42.5- gj ZZ - 1 v-01 Fax Number: Page 1 016 W BUILDING PERMIT INFORMATION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): M FAA/ M I I—Y j4er E_ Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: 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: 2- Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: /899' FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of Flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No /f "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 I- iealth Department. Q \ApphcanonsWorms- Appl¢ations On Line \3 -2006 - Permit Application doe Revised. 0 -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 2 Floor 3 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage 346 Attached Carport Detached Carport Covered Deck Uncovered Deck W BUILDING PERMIT INFORMATION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): M FAA/ M I I—Y j4er E_ Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: 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: 2- Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: /899' FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of Flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No /f "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 I- iealth Department. Q \ApphcanonsWorms- Appl¢ations On Line \3 -2006 - Permit Application doe Revised. 0 -2006 bh Page 2 of 6 Scope of Work (please provide detailed information): PUBLIC WORKS PERMIT INFORMATION — 206 - 433 -0179 Se er District i ' ...Tukwila ❑ ...Sewer Ilse Certificate Please refer to Public Works Bulletin #1 for fees and estimate sheet. W5ter District ...Tukwila ❑...Water District #I25 ❑ ...Water Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. S u mitted with Application (mark boxes which apply): ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑...Right -of -way Use - Nonprofit for Tess than 72 hours 0. fi -of -wa Use - No Disturbance ai ...Construction /Excavation /Fill - Right -of -way Non Right -of -way ❑...ValVue ❑ .. Renton ❑...Sewer Availability Provided Total Cut Le cubic yards ❑ .. Work in Flood Zone Total Fill 7,0 cubic yards Storm Drainage .Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ ...Back flow Prevention - Fire Protection Irrigation Domestic Water Q \Applications \Forms-Applications On Line \3-2006 - Permit Application doc Firmed 9 -2006 bh Call before you Dig: 1 800 - 424 - 5555 ❑ .. Highline Ali 'ermanent Water Meter Size... / /¢ " WO # ❑ ...Temporary Water Meter Size.. " ❑ ...Water Only Meter Size WO # ❑ ...Sewer Main Extension Public Private ❑ ...Water Main Extension Public Private ❑ .. Renton ❑ .. Seattle ❑ .. 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 Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund /Billing: Name: Mailing Address: Day Telephone: City Slate Zip Page 3 o16 Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <I00K BTU I 1 Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /I00,000 BTU Furnace >IOOK BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended /Wall /Floor Mounted Heater Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct 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 Use: Residential: New ....' Commercial: New .... ❑ MECHANICAL PERMIT INFORMATION - 206- 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Cit State Lip Day Telephone: Fax Number: Expiration Date: Contact Person: E -Mail Address: Contractor Registration Number: Valuation of Mechanical work (contractor's bid price): $ 5,000 i _ Scope of Work (please provide detailed information): r`(,� d -- 1'er ffoo r t'1 eA Fuel Type: Electric ❑ Gas _14 Indicate type of mechanical work being installed and the quantity below: Q. Wpplicatwns\Forms- Applications On Lined - - Permit Application doc Revised 9-2006 bh Replacement .... ❑ Replacement .... ❑ 00 Other: Page 4 of 6 Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath /shower 2 Drinking fountain or water cooler (per head) O Wash fountain O Gas piping outlets I Bidet O Food -waste grinder, commercial Ur Receptor, indirect waste Clothes washer, domestic V Floor drain 0 Sinks 3 Dental unit, cuspidor 0 Shower, single head trap 0 Urinals 0 Dishwasher, domestic, with independent drain Lavatory Z Water Closet O Building sewer or trailer park sewer 0 Rain water system — per drain (inside building) 0 Water heater and /or vent Additional medical gas inlets /outlets — six or more O Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors d Repair or alteration of water piping and/or water treating equipment 0 Repair or alteration of drainage or vent piping C7 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: City Contact Person: E -Mail Address: Contractor Registration Number: Valuation of Plumbing work (contractor's bid price): $ .7) 0 O p °O Valuation of Gas Piping work (contractor's bid price): $ 1 000 " Scope of Work (please provide detailed information): Building Use (per Int'I Building Code): Occupancy (per Int'I Building Code): Utility Purveyor: Water: Q \Applications \Forms- Apphcanons On Line \3 -2006 - Permit Application. doc Revised '1-20(5, hh -ruKwA1 Sewer: Indicate type of plumbing fixtures and /or gas piping outlets being installed and the quantity below: State Day Telephone: Fax Number: Expiration Date: �i11 Zip I'age 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). 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 AUTHORIZED AGE Signature: Print Name: Dcl(, r1 �y t I Ali Mailing Address: Date Application Accepted: 02 1 I Date: •2/ 107 Day Telephone: "" Es5 1 33 22, 1", ►� � �}' � {{ � �� 9s' 108 Date Application Expires: Matta 0-4- Q \Applications \Forms - Applications On Line0.2006 - Permit Application.doc Revised 9- 2006 bh City State Zip Staff Initials:' Page 6of6 Parcel No.: 3347401028 Address: 11858 44 AV S TUKW Suite No: Applicant: HOLLOWAY RESIDENCE, LOT 1 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 1558 SF SFR WITH 366 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRANINAGE, SAN. SIDE SEWER, WATER METER W/ SERVICE LINE, AND UNDERGROUNDING OF POWER. Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: PERM Work Order Number: 5204d07 Connection Charge: Y $60.00 $0.00 $0.00 Installation: Y $490.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $600.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y $5,297.00 $0.00 $0.00 TOTAL WATER FEES: 85,897.00 City c,, Department of Pubhc Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us WATER METER INFORMATION METER #1 Permit Number: D07 -042 Issue Date: 05/09/2007 Permit Expires On: 11/05/2007 METER #2 METER #3 doc: WTRMTR D07 -042 Printed: 05-09 -2007 I)JG U1G �l.aw1 Vl uav vravw r...... 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. 1 C 200 -- 1uu,uu i o r more $402.25 for PLUS $7.25 for each additional 10,000 or fraction thereof. 'S "' BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees y� PROJECT NAME •F (lt� tom/ roV rI(S., j PEIt MIT # ( @ I L 58 5. If you do not provide contractor bids or an engineers estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention ^' •`' Water /Sewer /Surface Water ✓ 0 Z:ce Road/Parking/Access A. Total Improvements 150 0 3. Calculate improvement -based fees: 3� �� B. 2.5% of first $100,000 of A. C. 2.0 %•of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 3 7 � � ( 5. Enter total excavation volume 2 0 cubic yards Enter total fill volume g•CS cubic yards Use the following table to estimate the grading plan review and permit fee. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 1 �rCO TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $___25 'S - 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. (5) 0 RECEIVED CITY OFTN'W A FEB 06 7f0 i PERMITCENTEh PD4 2. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101— 1,000 $37.00 for ls 100 CY plus $17.50 for each additional 100 or fraetinn thereof 1,001 - 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ / (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 (6) $ 23 ' (8) WATER METER FEE Permanent and Water Only Meters -- Size (inches) Installation RCFC 01.01.2007 — 1231.2007 -- 0.75 $600 $5297 $5897 1 $1100 $13,242.50 $14,342.50 1.5 $2400 $26,485 $28,885 2 $2800 $42,376 $45,176 3 $4400 $84,752 $89,152 4 $7800 $132,425 $148,015 6 $12500 $264,850 $277,350 Approved 09.25.02 Last Revised Jan. 2006 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* (ebb O D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al iv ao Total A through E $ 60 0 (9) 10. ADDITIONAL FEES to A. Allentown Water (Ordinance 1777) $ 555 -- zo B. Allentown Sewer (Ordinance 1777) $ /e, /VI C. Ryan Hill Water (Ordinance 1777) $ — D. Special Connection (TMC Title 14) $ E. Duwamish $ F. Transportation Mitigation $ /0/3 88 G. Other Fees �3 $ 5291 28 carts cam i - At uANCE Total A through G $ 12 . 6 5 5 — (10) (Rcrc ) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 2.2 1 2$ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. 0.75" 2.5" $300 $1,000 Temporary Meter 3 T..... or.r.o.orne /1C RECEIPT NO: R07 -00780 Initials: JEM UserID: 1165 Payee: BRIAN A. BECK SET ID: 0509 SET NAME: HOLLOWAY 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: /lwww.ci.tukwila.wa.us D07 -041 8,575.68 ti:7?`0 r 8,596.50 M07 -025 175.56 M07 -026 175.56 PG07 -039 302.00 PG07 -040 302.00 TOTAL: 18,127.30 TRANSACTION LIST: Type Method Description Payment Check 105 ACCOUNT ITEM LIST: Description BUILDING - RES CASCADE WATER ALLIANCE GAS - RES MECHANICAL - RES PLAN CHECK —RES PLAN CHECK - WATER METER PLUMBING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE SET RECEIPT TOTAL: Account Code Current Pmts 000/322.100 401/386.550 000/322.100 000/322.100 000/345:830 000/345.830 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 Payment Date: 05/09/2007 Total Payment: 18,127.30 Amount 18,127.30 18,127.30 3,220.42 10,594.00 176.00 351.12 10.00 20.00 418.00 47.00 75.00 -1.00 9.00 8000 05/09 9716 TOTAL 18127.30 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: http: / /www.ci.tukwila.wa.us TRAFFIC MITIGATION FEES WATER CONNECTION WATER INSPECTION FEE • WATER INSTALLATION (DEP) WATER TURN -ON FEE 104.367.120 2,027.76 401/379.002 120.00 401/342.400 30.00 401/386.520 980.00 401/343.405 50.00 TOTAL: 18,127.30 Doc: RECSETS -06 RECEIPT NO: R07-00174 Initials: JEM Payment Date: 02/06/2007 Total Payment: 2,865.05 Uses ID: 1165 Payee: DAWNS HOLLOWAY SET ID: 5000000686 SET NAME: HOLLOWAY SET TRANSACTIONS: Set Member Amount D07 -041 1,327.87 D07 -042 1,341.40 M07 -025 36.39 M07 -026 36.39 PG07 -039 61.50 PG07 -040 61.50 TOTAL: 2,865.05 TRANSACTION LIST: Type Method Description Payment Check 3016 ACCOUNT ITEM LIST: Description City tit' 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 PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW SET RECEIPT TOTAL: Amount 2,865.05 2,865.05 Account Code Current Pmts 000/345.830 2,289.05 000/322.100 500.00 000/345.830 76.00 TOTAL: 2,865.05 TOTAL ?367 - Project: I Type of Irogt..tion: Address: I I g3se, Lig Ptv '---) Date Called: Special Instructions: / / Date Wanted: . -. s_ez_ OP Requester: Phone No ,206-bS) -3322-- INSPECTION NO. !Inspector INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION g- 6300 Southcenter Blvd., #1 00, Tukwila, WA 981 88 (206)431-3670 A pproved per applicable codes. El Corrections required prior to approval. COMMENTS: A" )-4 1)P‘V Date:. — El $58.00 REINSPECTION FEE RE UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. r eceipt No.: 'Date: Pro`t: Type of sgegion: Ad dress: 0 5 U y4 v � 1 D l3 y Date ttalled: O o5 �� t � k Special Instructions: Date Wanted: a.m. p.m. Req ter / ,ILJ✓1Gc t4O /K) LA-k( tl Phone No: l+ 2i .3322. INSPECTION RECORD Retain a copy'witJ permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 EI Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Cv Inspector: (A) )— V ( S J $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: 7 - Date: - Pro''e t: /� //o,W ei ('- J o 1 Type of Inspect'on: J4(3 50 /.�//Y1 /9j 5 c A dress: 1/ g. vv* Date Called: o / / _)/o k Special Instructions: Date Wanted: v y / 3o / 0- S. Reque Phone No: ) , ff ,5l- 33a INSPECTION NO. PERMIT 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 Aol-o y.2 ❑ Corrections required prior to approval. 5 COMMENTS: Cf( ( f kA t � 5 Guy" roc- Inspector: c.,,m rate cocb 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: Pr 'ect: Type of Inspection: Address: Hk-s 44L- I Date Called: Special Instructions: Date Wanted: - 0 p.m. Requester: Phone No: INSPECTION NO. Inspecor: INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3670 pproved per applicable codes. Corrections required prior to approval. COMMENTS: Date: - — r Ej $58.00 REINSPECTION FEEREQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: n /4 //mow,, KP1 /4. .. 4 jy a of Inspection: _ I 1 G1% // Hf / Address: //O S �G- X L ��/ e J C Date Called: Special Instructions: _ Date Wanted: //— —? Cia— p.m. Requester: Phone No: 2 0C ,'S 7.727 /0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 FE' INSPECTION RECORD Retain a copy with permit PERMIT NO. r (206)431 -3670 pproved per applicable codes. El Corrections required prior to approval. COMMENTS: TU COu P Inspector. I Dat>,, 7Q J $58.00 REINS CTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 outhcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: 1 /L //0 c� rr1i/ferAct "0' t 4o P/j�P( /v'� �C /_ 4 Jy e of Inspection: /s!i Address: / // s7 y// / Y .4 0 $ Date Called: Special Instructions: Date Wanted: /— ?o — d7 P.m. Requester: Phone No: 2 /-2�?'7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT {JO, CITY OF TUKWILA BUILDING DIVISION K 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Do7- 0`/2 Approved per applicable codes. Corrections required prior to approval. COMMENTS: P7 6 Date: �T h $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: did // e-c- -; '5 L.. Dnoe of Inspection ) i- Llrrr/rvb Address: / / <<? 1 7 / V Av 5 Date Called: Special Instructions: Date %f //G 4/7 Requester: Phone No: As / - 33 2- 36/ INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 v 7 -44 y? PERMIT NO. • Z— (206)431-36 0 COMMENTS: 7, Approved per applicable codes. Corrections required prior to approval. El .00 REINSPECTION E REQUIRED. • rior to inspection, fee must be aid at 6300 Southcente Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of inspection: A)' V it, 6 Address: Date Called: Special Instructions: Date Wanted: v 7 Ca,1 p.m. Requester: /--)K o v/: /4 C re- o> / V /`; ;i /-' ,,, or / / fkCrki-iik4 a ,...i, o,N i s-,k , ,,.:,5. Project: y O /4 4,/i9 R,�. Type of inspection: A)' V it, 6 Address: Date Called: Special Instructions: Date Wanted: v 7 Ca,1 p.m. Requester: Phone No: INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 ` 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Corrections required prior to approval. I lnspector: El $58.00 REINSPE FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit (206)431 -3ft70 I Date: / / / � ProActi, /MP J.�w % Type of Inspection: Sd Address: ��'� 4se Date Called: 9 /al /c7 Speci I structions: Date Wanted: �/ ,� Z G > a.m. p.m. Requester: Phone No: INSPECTION RECORD', Retain a copy with perniii INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. 5 1 (206)431 -3670 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: _ yGui 'Inspector: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Projec : v / /c) wa �Dt / Type of Inspection: �l�- , itlm� Address: cj- // 9Y 1 S Date Called: O 7b - 7/ 7 Special Instructions: fi ✓ (roe i Sc 7 - Date Wanted: <_��y /.i /n7 a m. Reques i I l n Phone o: aoia n /-$ 3 3 ❑ Approved per applicable codes. 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 Corrections required prior to approval. COMMENTS: 'Inspector: C Date: 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: l Project: iP Type of In ction: Addr/s: — Date Called: Special Instructions: Date Wanted: a.m. 9 ( Requester: Phone No: 2(-05 INSPECTION RECORD Retain i copy with permit INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 12- 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3670 0 MENTS: Approved per applicable codes. El Corrections required prior to approval. giffir" Ej $58.00 R NSPECTION FE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Pro' - 7 " // -9 % / ' s .. T of Inspection; � /q, / Sh "HIi, /517 Addres. U ,67 //c.:_5-- U S Date Called: Special Instructions: Date Wanted: Requester: Ph G _ c23.-7 _352 3 INSP CTION N0. PERM p5 NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1 Q0, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: S^k"fl y -1/ Z' S - II /bye/ /(/ to /7 ° — / Z - 67 .00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be p id at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. eciipt No.: 'Date: INSPECTION RECORD Retain a copy with permit 0O Project: i / /70CeM( Pe -- Type of Inspection: 1760g —Z11/ c Address: //g.5 9 4' VA° s Date Called: Special Instructions: , Date Wanted: 7 /7-07 n PAIL Requester: Phope No:, -332 3 INSPECTION RECORD Retain a copy with permit INSPECT7ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 667-HZ (206)431-36 0 PERMIT ,41 • ; COMMENTS: Inspecto r eceipt No.: 1Date: Approved per applicable codes. ['Corrections required prior to approval. 'Date: JJ $58.00 REINSPECT! g N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. • Projec / 1 / / of Inspection: _ ' h?_ , ,/l <// / A dd ess: IV ` Date Called: Special Instructions: Date Wanted: r m_ . —0 P.m. — 74 i Request r: Phone No: 76l — A3S / - 33? 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I (206)431 -3670 OMMENTS: ix ifs4. / e 5 /A 42J (Date proved per applicable codes. El Corrections required prior to approval. $58.00 REINSPECTIO E REdUIRED. Prior to inspection. fee must be paid at 6300 Southcen er Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: [46 / bi,vck Type of Inspection: 55 5 Address: 11F3 Yy 4,3 Date Called: 0 7 03/07 Special Instructions: Date Wanted: 3 4 7 : rri : 67A) Requester 7) a ''1 Phone No: ,a,‘ . -30 a 3 b�07 =oy� 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 El Approved per applicable codes. ( El Corrections required prior to approval. COMMENTS: / r Qki5 $ '1 r11�A G, 45 -cT "G'> - I ) o' ntC. Inspector: 6 ' Date: - W °2 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100: Call the schedule reinspection. 'Receipt No.: 'Date: Project: , , # ll0/4/4 Type o \./ liVerof -7,3- Address; — zit/A Date Called: Special Instructions: Date Wanted: ___1777' Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431-360 COMMENTS: )/711STAI S 0 Approved per applicable codes. Corrections required prior to approval. $5a RE1NSPECTION FEE RED 1RED. Prior to inspection, fe must be ped at 6300 Southcenter Blvd!, Suite 100. Call the schedule reinspection. r eceipt No.: Date: Project: H ni (owrk-t ( s Type of Inspection: 3/4-014 r ` h=-- .. > - ) Addre e) Li. s : f Date Called: Special Instructions: Date Wanted: �— (o — eD ---) Requester: Phone 8.5‘ " 3 327 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 6 I A p p roved per applicable codes. I Corrections required prior to approval. COMMENTS: iDat 8 6 7 1 pW ettor: f ), A .AJ El 5 .00 REINSPECTION FE REQUI ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. S ite 100. Call the schedule reinspection. Receipt No.: 'Date: Project: , , W1149 - Type of Inspection: ._. Address // / 1/ 4(.../ 5 Date Called: Special Instructions: Date Wanted: Cp t. Requester: Phone No: 65 r - 337 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 , - & - ' 10'7' ' ./Do 7oV ,E Approved per applicable codes. Corrections required prior to approval. COMMENTS: l inspector: Date: EJ $58.00 REINSPEMON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Project: p o �. 1 ,, A y i zt s , , XrG Type of Inspection: fihiPL Address: 11 S g Li Li Suite #: Pi-1 S . Contact Person: //// M m q ffacc�v1A)R-Z/ Special Instructions: Permits: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT pproved per applicable codes. •INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form.Doc 1/13/06 )o' PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Corrections required prior to approval. COMMENTS: r lefr ,t•If.14/ Inspector: Date: Hrs.: n $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Parcel No.: Address: Suite No: Applicant: Receipt No.: R08 -01760 Initials: LAW User ID: 1632 Payee: 3347401028 1185844AVS HOLLOWAY RESIDENCE, LOT 1 DAWNA HOLLOWAY TRANSACTION LIST: Type Method Descriptio Payment Check 1138 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 15,744.40 ACCOUNT ITEM LIST: Description Account Code SEWER - ALLENTOWN /RYAN 402/379.004 WATER - ALLENTOWN /RYAN 401/379.004 RECEIPT Amount Total: $15,744.40 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $ 15,744.40 Payment Date: 05/21/2008 12:23 PM Balance: $0.00 Current Pmts 10,189.20 5,555.20 D07 -042 ISSUED 02/06/2007 05/09/2007 2711 05/21 9710 TOTAL 15744.40 doc: Receiot -06 Printed: 05-21 -2008 CODISPOTI COMPANY C O N S U L T I N G FILE COPY -,� Permit No. S T R U C T U tr tALy.. C A L C U : AtaTc. � - - = -- tens. The design responsibility of the Licensed Engineer is limited to the contents of these calculations. It is assumed that the balance of the existing design not covered by these .drawings and calculations is in substantial conformahce with the appropriate codes and variances with no opinion expressed or implied regarding those areas. For PROPOSED HOLLOWAY RESIDENCE 11858 44 Avenue South Tukwila, Washington 98178 Prepared for: Dawna J Holloway, Owner CCC JOB NUMBER 06 -037.2 January 25, 2007 CITYO FTU EKWILA FEB 067007 PERMITCENTER REVIEWED FOR CODE COMPLIANCE APPROVED APR 13 2007 Of Tukwila BUILDIN DIVISION INDEX DESCRIPTION Design Criteria Roof Framing Design Lateral Analysis and Design: : Criteria & Shear Wall Plan Earthquake Loading Wind Loading Shear Wall Design Shear Wall Schedule SHEET DC1 RF1 - RF4 LA1- LA2 LA -E1 LA -E2 LA -W1 - LA -W2 LA7 - LA8 LA9 Foundation Design FN1 Appendix: Framing Connector Catalog Excerpts Al - A6 EXPIRES: 8/23/ P.O. BOX 2455 - KIRKLAND, WASHINGTON 98083- 2455 • PHONE: (425) 822-9709 • FAX: (425) 822 -9742 J • • • • CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA 98055 CODES: ICC International Building Code (IBC 2003) ANSI /AF4PA Nation Design Specification for Wood Construction (NDS -2001) MATERIALS: LUMBER: Hem -Fir #2• 2x framing and as noted Fb = 850 psi (unadjusted) = 150 psi E = 1300 ksi Doug Fir #2: 4x framing and as noted F = 900 psi (unadjusted) F„= 180 psi E = 1600 ksi Doug Fir #1: 6x framing F = 1350 psi (unadjusted) DESIGN LOADS: VERTICAL LOADS: ROOF: Finish (Metal) Roofing Roof SIPS 5/8" 6W8 Ceiling Miscellaneous Sum of Dead Loads: Live Loads: DESIGN CRITERIA 2.0 psf 5.0 2.8 2.2 LATERAL LOADS DESIGN CRITERIA: Interior: 8.0 psf F„ = 110 psi Glu - Lam Timber F = 2400 psi F„ = 240 psi 12.0 psf 20.0 Live Load 25.0 Snow Load Dead Load ®Walls: Exterior: 10.0 psf E= 160Oksi AITC 24F -V4 4 -V8 E= 180oksi CONCRETE: f'c = 2500 psi minimum compressive strength at 28 days REINFORCING STEEL: ASTM A615 Grade 60 Fy = 60 ksi ASTM A615 Grade 40 Fy = 40 ksi for 1/2 "m and smaller Job Name: Holloway Tukwila - Lot 2 Job Number: 06 -037.2 By: MAC Date: 1/25/2007 Sheet: DC1 Of: 1 Wind Loading Basic Wind Speed = 85 MPH Wind Exposure Category B Criteria: Building Category II Importance Factor 1 = 1.0 Wind Speed Up Factor Kzc = 1.00 (refer to lateral calculations for applied design wind loading d analysis, per IBC 1609.6) Earthquake Seismic Importance Group I = 1.0 Seismic Use Group I Loading criteria: S s = 140.6% 5 = 48.6%g Soil Site Glass D (assumed) S = 0.931 5 = 0.518 Seismic Category D (D2 for IRC provisions) (refer to lateral calculations for applied earthquake loading 4 analysis, per IBC 1611.5) CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA 88083 -2455 FON: (425) 822 -g1OG FAX: (425) 822-c1142 ROOF FRAMING PESIGN JOB HOLLOWAY TUKWILA - LOT 2 JOB NO 06- 037.2 SHEET NO AP/ OF � �f - BY MAC ' DATE (/"7/ CHECKED DATE Design in accordance with AFPA/NDS, 2001 Edition (IBC 2306.1; IRC 8802.2) Refer to the roof framing plan sketch on the following sheet for framing member identifications 4 locations STRUCTURAL ROOF SANfliNH IGH PANELS Roof to be framed with pre - manufactured insulated structural panels. Panel structural design per manufacturer. Panel Layout per framing plan. ' ?�P /c&. P 'fasp t ?b , q-' i s PPoiLTff' , /3covus lk1 ,CfM r4 9'/(t/ 0- 01 68 gelfiotiMs /0/t7r/ bc6". $ �. /Orl) K4gG p �trE� pMit4 /rNP c fie. l rifle/it, /fib p- 4M a 4- t-ie.° - tote p'r- Pf = z: �z Q= � /tow ¢' /zao = 6'2o fifthµ g--0 147 a 22-60 /r/1 — x (6 : A s6,ign= z e eA -ri /6ir -i : Lt = 6.I " = 017 r , 4-c' k r 3 k 0. _ 7 ll6S gf 6 5 x(2 Ge iFf"2- lieba c Aosick , 0/ w=_ 6 ¢ ) ( 2- t-z )1- (4)&02 - 01-10o - lot pr-- r � -= o f 410 =76( M- ls3* f z)2kc _ = 12ll ff/ (M/N) 2 - 2")c #2 9 e 4,14 N 9 roc, Prfrw tt1 5 CODISPOTI COMPANY CONSULTING I F'ost Office Dox 2455 Krkland, V4A q8083-2455 FON: (425) 822- FAX: (425) 822- SgQFES6Maczj2gglrzN (continued) jos HOLLOWAY TUKWILA - LOT 2 JCS \O 06-037.2 SHEET NO -2- OF 4 51 MAC DATE 0,5707 CHCCKED DATE R©O FRA ZING 17MGN (continued) 3 Atrr PAC fin' z ( Y 7 ffqs = * p q r Qo t I/O 3 s /0,o#" A t 1333o 1(1-6# f — /o.cl / ic Pet Rol — ' 4 / 6 P b # Z aft C k ( t Of' -"- 3t x 1 S /24,,, ci - - /nh elbe mfitfr - p ctiAN As 1 mgr «wN _ m k (2/ 64/ 5/ ot,at_AhtviitvAt„ Al — 7 2$o ##- x fa: s�bx g k /Dy CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA 18083 -2455 FON: (425) 822 -1101 FAX: (425) 822 -1142 /070 1.47 4 6.20'1= j og HOLLOWAY TUKWILA - LOT 2 JO g NO Q 06 -031.2 SHEET NO. RF OF 4 BY MAC DATE / CHECKED DATE /a 1- pr' - 142/ Js , A = o. 39 y- 2 44.6 1533 / cci < v L3 " 6 tfeti tif 3k / 6 1 1 etfr gotit4 Si4P6A /j /6.5 P • 6im "gCO f 14to = o 147 = ?D `'c,l`' o. c if M �vl•l/ " k pi K (2 : pcp az,DA/ 6o f L - 6 .77 ''= `7 Z2j 2�Y�i 5" - . Pl r f-!oK d =a • 7b ff Vz-es bCee c x (2 (-6 5 P P P ROOF FRAMING flESIGN (continued) /coo f 6 ILK 6/tf</} 6 PIC C,f`4 C #00A z j _ (6.s/ _ ( 1o. S ( (z f 2 # CV ('c / o¢ f f5 / 9,'Df-fv7 b = 2/Ba M — 6D 3 x (a z 6 = Priciewo 61,6 . y - ( 4-x f(1. U4- ` u 11 f, of '/(q s G*E : z C Us , w R &7 CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA gSO&5 -2455 FON: (425) 822 -q10l FAX: (425) 822 -g142 JOB HOLLOWAY TUKWILA - LOT 2 JOB NO 06- 037.2 SHEET NO. Na -f- OF BY MAG . PATE /! ` Z5 CHECKED VA IL 94_ 14/=-690i- /D8 t- 2zs (2M = 3 f of r"` �- l? at& 5 x (2 6(: Per - wcrit)N 661 - 0. q0 "= ygo- 3f xl 3 2_6c: dJb ;% ' : Si x (2 G ; ‘ x /3 6LZ p us , _ C 1_1 : 11 /0- 4-.-s) t (2)(1a) /¢e f Zro = 3 �l6 t C70 (06 0-#-- M �( 4 # G / 2 " 7 I K.6% 04 /tv) 2 -2-k 6 elf- 6 F- 1 6 pp # IMO lbw LATERAL. ANALYSIS AND DESIGN E.ARTHQUAKE LOADING The building is light framed and not exceeding three stories in height. Earthquake load design is permitted per the requirements outlined in IBC. Section 1611.5, "simplified analysis procedure for seismic design of buildings." EARTHQUAKE LOAD DESIGN CRITERIA CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, NA G18O85 -2455 FON: (425) 822 -4104 FAX: (425) 822 -q142 jog HOLLOWAY TUKWILA - LOT 2 Mpg NO 06- 031.2 (7 SHEET NO 1-1 / OF BY MAC DATE /M7 CHECKED DATE • Occupancy Importance Factor I = 1.0 (IBC Table. 1604.5) • Seismic Use Group I (IBC Sec. 1616.2) • Seismic Design Category D • For Latitude = 41.4966 Longitude = - 122.2778 S = 140.6% 5, = 48.6% • Soil Site Class D (assumed, per IBC Sec.. 1615.1.1) F„ = 1.00 F„= 1.6 • 5 = (2/3) F, 5 = 0.931 5 _ (2/5) F„ 5, = 0.518 • Basic Force Resisting System - 1.K. Light framed walls w/ wood shear panels • R = 6.5 • no = 3 (Reference 1156 Table1b11.6.2) • CB = 1.2 5 / R = (1.2) (0.931) / 6.5 = 0.113 (ultimate load factor) Refer to calculations beginning on sheet LA -E1 for computation of the building dead loads and associated earthquake design base shear and shear distribution to the lateral force resisting elements. V4lND LOADING Design a two story home with basement for the requirements of 15C Section 1609.6, "Simplified wind load method" The building is , a simple diaphragm, not classified as flexible, and not susceptible to across wind loading, vortex shedding, etc. The building is regular shaped with an approximately symmetrical cross section. Roof slopes do not exceed 45 °. WIND LOAD DESIGN CRITERIA • Basic Wind Speed (3- second gust) = 55 MPH (IBC sec 1601.3; IBC Fig. 1609) • Exposure Category B (iec sec. 16o1.4) • Building Category II (IBC Table 1604.5) • Importance Factor i = 1.0 (IBC sec. 1601.5; IBC Table. 1604.5) • Max. Roof Height = 14.0' Mean Roof Height = 11.5' Roof Pitch: 2:12 • Height/Exposure Coefficient: X = 1.00 (lBc sec. 1601.2.1; IBC Table 1609.6.2.1(4) • Simplified Design Wind Pressure: p = X I p eso = 1.00 p eso (Equation 16 - 34) For Main Wind Force Resisting System, values for Poo per lBC Table 1609.2.1 (1), with tabulated loads applied per IBG Figure 1609.2.1. Refer to calculations beginning on sheet LA -W1 for computation of major axes wind design base shears and distribution of wind base shears to the lateral force resisting elements. (8" vc; e t Orckl e v epee CP v 1 IVO / CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA cif:055 FON: (425) 822-c1701 FAX: (425)- 522.-c1142 6617aSalgAsh4614. N /6 d-77--kigSbitis 8 ' -- JOB HOLLOWAY TUKWILA - LOT 2 JOB \O 06-037.2 SHEET NO OF BY MAC, DATE /72-6707 CHECKED bATE 0 I N; •. CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA g8O85 -2455 FON: (425) 822 -criOG FAX: (425) 822-1142 LATERAL ANALYSIS AND DESIGN EARTHQUAKE LOAD SUMMARY Ultimate EQ Load Factor = 0.173 I JOB High Roof Walls beneath High Roof Low Roof Walls beneath Low Roof Garage Roof Garage Walls Area (sq. ft.) 1593 480 486 360 563 200 Unit Wt (psf) 12 10 12 10 12 10 Gross (kips) 19.12 4.80 5.83 3.60 6.75 2.00 42.10 Ultimate EQ Load 3.31 0.83 1.01 0.62 1.17 0.35 7.28 ASD EQ Load 2.31 0.58 0.71 0.44 0.82 0.24 5.10 Level Loads (pounds) High Roof area Low Roof Area Garage 2.90 1.14 1.06 kips = kips = kips = 2,900 1,140 1,060 5,100 Distribute level loads to shear walls by tributary mass /areas. bij /W4 0 %Pf -M 2bre4g e (We W4t HOLLOWAY TUKWILA - LOT 2 JOB NO. 06- 037.2 SHEET NO e OF BY MAC, DATE CHECKED DATE 7747v 'v Etz s PtR cR0t/ pi osvTits/ f ° 60 # C f�1 1�?�ar W�,,� = O. `p e loci) ,eavt- Mi =47_5 p z ( ) (e- LA/ witits) IWO 1.- ATERAL ANALYSIS ANL, pE51GN EARTHQUAKE BASE SHEAR 17ISTRIBUTION j ,1NC VE, p/s-ccr7bH - Ct 14/A14.- 60A-pr ( f p> l A Imre CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA g8O83 -2455 FON: (425) 822 -glOq FAX: (425) 822 -q142 l 3 1 (C 60, ` • g = 2 = 57 JOB JOB NO AaN4 /rip ////11- ,NyiEg7 PI btif7 / le* 2q Da . - /o60 Z /lc vtc30 = l98or fq, a- 2g -F lo 6o if /¢b S7o HOLLOWAY TUKWILA - LOT 2 06 -037.2 SHEET NO 44— OF C1- op q; BY MAC DATE 2f/(j GHEGKED DATE a (2 ) — i i V lf Isor LATERAL. ANALYSIS AMP PESIGN - NINE, LOAPIMG low taw CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA 88083 -2455 FON: (425) 822 - FAX: (425) 822 -1142 Design Wind Pressure (P55.0) Reference IBC Table 1609.2.1(1): 85 MPH Basic wind speed; Roof angle = 9.5° (2:12 pitch), use 10 °; Load case 1 only; Apply loads per figure 1609.6.2.1. Check also: 10 psf minimum loading for zones A -1:7 per 1609.6.2.1.1. Horizontal pressures: A = 12.9 psf B = -5.4 psf C =1.6 psf D = -3.1 psf Vertical pressures: E _ -13.8 psf F = -8.4 psf G = -9.6 psf H = -6.5 psf a = > (0.10)(40') = 4.0'>5.0' = (0.4) (11.5')= 4.60'>4.0' a =4.0' Wall End Zone 'A' length dimension: 2a = 8.0' TRANSVERSE PIREGTION SHEAR PISTRIBUTION 0 10 4 l2 6 pg) eo e Pot Use $6 14/4 - p&p o I/ER Y = ��(- �L = Aialc / fk-f) 71-0 JOB HOLLOWAY TUKWILA - LOT 2 JOB NO. �} ' 0 � 6- 037.2 SHEET NO vF� fry ( ( OF ` MA C, DA TE // `` / 7 BY ' CHECKED DATE Pii4-1'046m COA-c-ny AKA y oY /,vgE w L / t , x 9 d /- l - 72o f 22 2 = 94 � p y/ ‘.. 3 = z - it-. = (V (&9 = (9R) CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA g8O85 -2455 FON: (425) 822 -q101 FAX: (425) 822 -q LATERAL ANALYSIS AN P SIGN WIN" LOAPING - TRANSVERSE SHEAR DISTRIBUTION e c 4-x 1464-1 CcoPr'a) = 2 tom) :=-.96a# (1)(ev P _ 966 l 4 !7 - 1/p/ mk- P/ c-T7 o f s/CC 0/% ACA-0SS std = l'/2 F1 te Idm„ a fi V(0) • �D fLf w �'+I� 1- ,S'lehA Wfr - -S 6at 702 7 , 7g)0 + I \ 4 2 >C z = (tf 2 1 16)(76 /76 figs (5_00 .162 66 t7o � 2 Jog HOLLOWAY TUKWILA - LOT 2 06 037 JOB NO SHEET NO. LA- 14/2- OF 2 (6 pi— 9 //S / BY MAC DATE CHECKED DATE rrr TRANSVERSE SHEAR - 5 C,-) - 7U# - cwt ` 6174 'k 64A-x9 U lot II IP' CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA g8O83 - 2455 FON: (425) 822 -q"1Oq FAX: (425) 822 -g142 R c 5 2- = f-Z9if6w) PALL DESIGN 720 /V - - z � - /e'D (k2 JOB HOLLOWAY TUKWILA - LOT 2 JOB NO 06 -037.2 SHEET NO BY MAC DATE CHECKED DATE 045 Zel-7 OF / / /2$ /o 7 (, (*/ -1)If 7' r /33 r 22 = /(/1J 4NYr' GP if-r l�& G � sm - P 1+ 4 (4: PL D W2-11 z,J& G ete•9 v - AV l" P -7?i ' wh it-6 G'A -Lc.. 7 of a) _ //60#' 3 = OS 042 A (ldht ' PT .01'1 ,U4 - X0.6 %,¢4j } d . $67c vP i fl = prop 6 9 - 0 / 4-fi 174-it V l4-0, ) � - = lg2o# _ ( © m 19;1 0 #-(w f � orm /' ?• k Rm = (0.909,9-.9.2et< = 77-5"*() N - , nb# �' z 60 #- w s �T ,C, 861911-- 6 eslcAy — 1 " -t' -r7 it- "Pb ¢ (P bse. CODISPOTI COMPANY CONSULTING ,Post Office Box 2455 Kirkland, WA 98083 -2455 FON: (425) 822 -q FAX: (425) 822-c1142 LATERAL ANALYSIS AN fl'ESIGN LONGITUDINAL. SHEAR YNAL.L PESIGN A q W9 e r m-6 %,y -Ay micrecvoN LoNw7Dfx'4 W4L-L a cr - A y - $y P5 fC crt ! ?'`Ps- or- Of444.tr, 7lp. lie .7t i 20 Cw) 1/r/Ff M, ( - $/ /cpc1l oN. S7 (zjC ° ) jOg HOLLOWAY TUKWILA - LOT 2 JO B NO 06- 031.2 SHEET NO rf-8 OF BY MAC ,,ATE CHECKED DATE t tiG G4v- Lq So -i#- C) A - _ (9S o _ 1-7 (3 N/ A 75-if S�t$ z — C/k/t-)c e, 77-4ProM l-a •�-� (15C' "9l1Pl`' 1)&14,65 SYMBOL SHEATHING it FRAMING NAILING MAX DESIGN SHEAR LOAD SILL CONNECTIONS: WOOD TO CONCRETE 2x or 3x P.T. SILL 8 ®6 1/16" (min) APA RATED SHEATHING OVER 2x HF STUDS ® 16" ad a 6" EN 8d to 12" FN 240 plf (Earthquake) 335 plf (Wind) (1) 16d 6" o/c 5 /8 "0 48" W. COPISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA 9SOS3 IMP Wei lrr id Wr SIB SHEAR WALL SGHEPULE Job Name: Holloway - Tukwila Lot 2 Job Number: Ob - O 7.2 By: MAC Date: 1/25/2007 Sheet: LA9 Of: 9 NOTES; (1) 1/16" minimum sheathing panel thickness. May substitute APA approved 15/32" or 1/2" thick panel. (2) Back all wood shear wall panel edges w/ 2x (min) nominal or wider framing. (3) Anchor bolts to be ASTM A301. Embed 5/5" diameter bolts 5 ". (4) Provide plate washers (min) 2" x 2" x 3/16" thick on each sill bolt per IBC 2305.3.1.0. (5) Refer to the roof framing 3 foundation plans for additional notations about hold down placement. (6) Tabulated values have been appropriately reduced for Hem framing. (1) Allowable Wind unit shear values have been increased 40% per IBC 2306.4.1. CODISPOTI COMPANY CONSULTING Post Office Box 2455 Kirkland, WA g8O83 -2455 FON: (425) 822 FAX: (425) 822 -q FOUNDATION ANALYSIS AND DESIGN 2Z66 jog HOLLOWAY TUKWILA - LOT 2 JOB NO. 06 -031.2 SHEET NO. PN/ OF= / BY MAC, DATE //Z5/07 CHECKED DATE pcsr6,(/ f (MDAriOM fro, 441 IfCcvAmis mot MPU sb(�- , 1-fjf rettc-c(1- �- (Soo pr r hotkarg a' ( fXb) -174 - or , (Z*W /rr,' -c (mgr -) 1 #fH eo wr OcfrizAl S i,t per- (14 lvo # 4 (t -- fan W x 67' Go eey �� /2' (0071& '/41 -? Model No. Standard /Rim Joist Min Stem Wall Strap Length (L) le Nails Allowable Tension Loads (DF/SP /HF /SPF) (133 & 160) Code Ref. End Distance Std. Model Rim Joist Model , 134' le IY 11/2" l Yi 1W le 2000 psi Concrete 2500 psi Concrete 3000 psi Concrete LSTHD8 /LSTHD8RJ 6 21% 35 8 24 -16d Sinkers 1695 1695 1695 1825 1825 1825 1950 1950 1950 32,122 STHD8 /STHD8RJ 6 21% 35Ya 8 24 -16d Sinkers 1760 2050 2345 1950 2210 2385 2135 2370 2425 28, 32,122 STHD10 /STHD1ORJ 6 23 36% 10 28 -16d Sinkers 2035 2575 3295 3730 3730 3730 3730 3730 3730 28,32, 122 STHD14 /STHD14RJ 6 31% 39% 14 38 -16d Sinkers 3235 4220 4805 5025 5025 5025 5025 5025 5025 LSTHD8 /LSTHD8RJ 8 21% 35 8 24- 16dSinkers 1695 1695 1695 1825 1825 2335 1950 1950 2975 32,122 STHD8 /STHD8RJ 8 21% 35 8 24 -16d Sinkers 2370 2370 3195 2370 2370 3195 2370 2370 3195 28 32 122 STHD10 /STHD1ORJ 8 23 36% 10 28 -16d Sinkers 2745 2745 3725 3730 3730 3730 3730 3730 3730 STHD14 /STHD14RJ 8 31% 39% 14 38 -16d Sinkers 3885 4430 5785 5025 5025 5785 5025 5025 5785 Saw Anchors 1. 'RJ' after the model indica es STHDs for rim joist applications, e g. STHD8RJ. 8. 2. STHD14RJ on 8' stemwall requires 30-16d sinkers, with the (le) load at 133% of 4960 lbs. 9. 3. 10d commons or 12d common nails may be used with no load reduction. 10. 4. Minimum nail end distance to prevent splitting is 10 x diameter, 11/2" for 16d sinkers, 11. 10d common and 12d common. 5. For two pour with 4' slab or less. The STHD14 load at 1 h" end distance 2000 psi is 12. 3235 lbs. and 4220 lbs. at 14' end distance. The STHD10 at the same condition is 2035 lbs. for 1 end distance, and 2750 lbs. at 10' end distance. 13. 6. Allowable loads have been increased for earthquake or wind load durations with 14 no further increase allowed; reduce where other load durations govern. 42 7. Strap may be bent one full cycle. (Bent horizontal 90° then bent vertical.) 15. LSTHD /STHD Strap Tie Holdown e 0 Thls product Is preferable to similar connectors because of a) easter installation, b) higher loads, c) lower Installed cost, 3 or a combination of these features. .. ....................... .................... _....._.. 4 '" The STHD is an embedded strap tie holdown with high load capacity and a staggered nail pattern to help minimize splitting. The latest version of the STHD strap tie holdown incorporates many new features that Improve Installation and function. When used In conjunction with the StrapMate® you have a system that helps prevent both parallel and perpendicular movement during installation relative to the form. Allows for accurate location of the STHD's and reduces the possibility of spalling. FEATURES • The strap nailing pattern allows for nailing to the edges of double 2x's. • A slot below the embedment line allows for increased front to back concrete bond and reduced spalling. • Strap nail slots are countersunk to provide a lower nail head profile. • Rim joist models accommodate up to a 17" clear span without any loss of strap nailing. MATERIAL: LSTHD8, LSTHD8RJ -14 ga, all others -12 ga. FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. • See Post Tension information on page 43. • Install before concrete pour with a StrapMate, or other holding device. • Nail strap from the bottom up. Strap may be bent one full cycle. • Strap may be bent one full cycle (bent horizontal 90° then bent vertical) to aid wall placement, but may cause spalling behind the strap. If the spall is 1" or less, measured from the embedment line to the bottom of the spat!, full loads apply. For larger spalls see table footnotes for load reduction. Any portion of the strap left exposed should be protected against corrosion. • For two pour installations spalling is measured from the first pour. • Where fewer fasteners are used in the structural wood member, reduce loads according to the code. • Unless otherwise noted, do NOT install where: (a) a horizontal cold joint exists within the embedment depth between the slab and foundation wall or footing beneath, unless provisions are made to transfer the load, or the slab is designed to resist the load imposed by the anchor; or (b) slabs are poured over concrete block foundation walls. • To get the full table load, the minimum center -to- center spacing is twice the embedment depth when resisting tension loads at the same time. • There is an increase in the amount of deflection if the strap is installed on the outside of the shear panel instead of directly to the framing. Refer to technical bulletin T PLYWOOD (see page 199 for details). • FOUNDATION CORNERS: Nail quantities may be reduced for less than le corner distance design loads —use the code allowable loads for fasteners in shear. • To tie double 2x members together, the Designer must determine the fasteners required to bind members to act as one unit without splitting the wood. • Additional studs attached to the shearwall studs or post may be required by the Designer for wall sheathing nailing. • Wood shrinkage atter strap installation across horizontal members may cause strap to buckle outward. CODES: See page 12 for Code Listing Key Chart. Tension Loads for STHD Installations Embedment Line Concrete) 4W t le STHD8 varies from 4'to 41/2" STHD10, STHD14 varies from 4W to 5W STHD's require a minimum of 1W end distance when midtiple 2x members are used as shown MEN itanati STHD U.S. Patent 5,813,182 30' MIN. REBAR LENGTH Typical STHD Applications (for two pour, see footnote 5.) SIMPSON Nails are countersunk for a low profile strap surface. REBAR • IN SHEAR CONE hr MINI p 1 '12 MIN. REBAR <9I' FROM `LENGTH/ ;r. CORNER NAILED PORTION Typical STHD14RJ Rim Joist Application NAILS MIN.1W END DIST. 2x Embedment Length + 12' Min. Reber Length Calculate loads using straight I'ne interpolation for corner d'stances between 1 h" and le. S111014 and STHD14RJ instal ed on HF/SPF in an 8' stemwall: the le load is 5280 lbs. Post design shall be by Designer. Loads shown apply to post tension slabs when one /4 rebar (minimum) is installed as on page 43. When using structural composite lumber columns, table load values represent installation into the wide face. FDr corrrnte spells heiween 1" anti 4' Ma 511 Gyta ; c loads 5 0.05 v;'th tzlric as i; Tab is: loads apply to SIernwaIi 0nptis41lior;s provided there u a fail:i tam en;; distance of le. See lahta on pope 43 for Icots when inotai?ed le s than Ie >. NAILS: 16d sinker = 0.148' dia. x 3 long. See page 16-17 for other nail sizes and information. Al Model No. Distance from Corner Fasteners Allowable Uplift Loads (133) Code Ref. HPAHD22 'k' Min 13 -16d 2705 20, - 8' Min 23 -16d 4570 LSTHD8/ 'h' Min 24 -16d Sinkers 1695 32, LSTHD8RJ 8' Min 24 -16d Sinkers 1695 122 STHD8/ ' ' Min 24 -16d Sinkers 2055 STHD8RJ 8' Min 24 -16d Sinkers 2345 32, STHD10/ '. ' Min 28 -16d Sinkers 2055 1 2 2 STHD1ORJ 10' Min 28 -16d Sinkers 3185 Yr Iva fu Li Li r DETAIL 1 When installed on a raised curb, use 6" Stemwa II Installation and loads (page 42) (rebar required see above) Anchors: _. LSTHD /STHD Strap Tie Holdown 1/2' MM. FROM END OF CONCRETE Typical STHD14 End Installation (No comer return) 1. Loads based on 2500 psi minimum concrete strength. 2. Allowable loads have been Increased for earthquake or wind load durations with no further increase allowed; reduce where other load durations govern. 3. For dimensional information and required fasteners, refer to to table on page 42. 4. For Ph' End Distance in 8' stems, loads can be Increased to 4200 lbs. 5. Allowable loads also apply to rim joist models. Post Tension Cable Placement in a Garage Footing 6' Min. Curb Width ,0" "HAIRPIN,' TYR STRAP STYLE HOLDOWN CONCRETE FOUNDATION BY OTHERS Single Pour Rebar Installation 'Maintain minimum rebar cover, per ACI -318 concrete code requirements. h• 1'h•Typ. POST TENSION TENDON, TYP. OPTIONAL COLD JOINT POST TENSION ANCHOR, TYP. SPALL REDUCTION SYSTEM FOR STHD STRAP TIE HOLDOWN FEATURES • Built -in tab. • StrapMate® locator line. • Additional diamond hole in RJ versions. BENEFITS Built -in Tab: • Reduces spalling and costly retrofits. • No additional labor to install. • Holds STHD away from form board. StrapMate Locator Line: • Easy inspection to ensure proper location. • Allows adjustment without removing STHD. Additional Diamond Hole: • One more fastener to help prevent the STHD RJ models from bowing out at the rim joist section. Top View of Post Tension Cable Placement DETAIL 2 Post Tension Cable Placement Corner Installation (no rebar required) HORIZONTAL PROJECTION OF EMBEDDDED PORTION OF STRAP HOLDOWN LOCATE ONE /4 REBAR WITHIN HATCHED AREA (MAY BE FOUNDATION REBAR) STRAP STYLE HOLDOWN CONCRETE FOUNDATION BY OTHERS SIMPSON -M _ J 4MAX B ► ■ HORIZONTAL PROJECTION OF EMBEDDED PORTION OF STRAP HOLDOWN LOCATE ONE i4 REBAR WITHIN HATCHED AREA (MAYBE FOUNDATION REBAR) DOES NOT NEED TO BE TIED TO REBAR Two Pour Rebar nstallation 'Maintain minimum rebar cover, per ACI -318 concrete code requirements. POST- TENSION INFORMATION 1. Minimum concrete strength is 2500 psi. 2. Post - tension steel is minimum W diameter, 7 -wire, low - relaxation strand in accordance with ASTM A416, Grade 270 ksi, with a guaranteed ultimate strength of 41.3 k. 3. Anchorage is monostrand -type anchor system with current ICC approval using a ductile iron casting of at least 2.25 "x4.5" of bearing and reusable pocket formers on all stressing ends. 4. It is the Designer's responsibility to provide reinforcement to tie cold- joints and to resist bending stresses in the foundation due to anchor uplift. 5. Post design shall be by Designer. 6. NAILS: 16d = 0.162' dia.x31/2' long, 16d sinker = 0.148" dia.x 3'/4' to See page 16 -17 for other nail sizes and information. ng. A2 43 End Installation Allowable Tension Loads at 1V End Distance (DF /SP/SPF /HF) Model No. Stemwall Width 6' 8" 10" STHD10 2095 — — STHD14 3105 3645 4500 Yr Iva fu Li Li r DETAIL 1 When installed on a raised curb, use 6" Stemwa II Installation and loads (page 42) (rebar required see above) Anchors: _. LSTHD /STHD Strap Tie Holdown 1/2' MM. FROM END OF CONCRETE Typical STHD14 End Installation (No comer return) 1. Loads based on 2500 psi minimum concrete strength. 2. Allowable loads have been Increased for earthquake or wind load durations with no further increase allowed; reduce where other load durations govern. 3. For dimensional information and required fasteners, refer to to table on page 42. 4. For Ph' End Distance in 8' stems, loads can be Increased to 4200 lbs. 5. Allowable loads also apply to rim joist models. Post Tension Cable Placement in a Garage Footing 6' Min. Curb Width ,0" "HAIRPIN,' TYR STRAP STYLE HOLDOWN CONCRETE FOUNDATION BY OTHERS Single Pour Rebar Installation 'Maintain minimum rebar cover, per ACI -318 concrete code requirements. h• 1'h•Typ. POST TENSION TENDON, TYP. OPTIONAL COLD JOINT POST TENSION ANCHOR, TYP. SPALL REDUCTION SYSTEM FOR STHD STRAP TIE HOLDOWN FEATURES • Built -in tab. • StrapMate® locator line. • Additional diamond hole in RJ versions. BENEFITS Built -in Tab: • Reduces spalling and costly retrofits. • No additional labor to install. • Holds STHD away from form board. StrapMate Locator Line: • Easy inspection to ensure proper location. • Allows adjustment without removing STHD. Additional Diamond Hole: • One more fastener to help prevent the STHD RJ models from bowing out at the rim joist section. Top View of Post Tension Cable Placement DETAIL 2 Post Tension Cable Placement Corner Installation (no rebar required) HORIZONTAL PROJECTION OF EMBEDDDED PORTION OF STRAP HOLDOWN LOCATE ONE /4 REBAR WITHIN HATCHED AREA (MAY BE FOUNDATION REBAR) STRAP STYLE HOLDOWN CONCRETE FOUNDATION BY OTHERS SIMPSON -M _ J 4MAX B ► ■ HORIZONTAL PROJECTION OF EMBEDDED PORTION OF STRAP HOLDOWN LOCATE ONE i4 REBAR WITHIN HATCHED AREA (MAYBE FOUNDATION REBAR) DOES NOT NEED TO BE TIED TO REBAR Two Pour Rebar nstallation 'Maintain minimum rebar cover, per ACI -318 concrete code requirements. POST- TENSION INFORMATION 1. Minimum concrete strength is 2500 psi. 2. Post - tension steel is minimum W diameter, 7 -wire, low - relaxation strand in accordance with ASTM A416, Grade 270 ksi, with a guaranteed ultimate strength of 41.3 k. 3. Anchorage is monostrand -type anchor system with current ICC approval using a ductile iron casting of at least 2.25 "x4.5" of bearing and reusable pocket formers on all stressing ends. 4. It is the Designer's responsibility to provide reinforcement to tie cold- joints and to resist bending stresses in the foundation due to anchor uplift. 5. Post design shall be by Designer. 6. NAILS: 16d = 0.162' dia.x31/2' long, 16d sinker = 0.148" dia.x 3'/4' to See page 16 -17 for other nail sizes and information. ng. A2 43 Model No. Nominal Post Size Material Dimensions Fasteners Allowable Loads (OF/SP) Code Ref. Base (Ga) Strap (Ga) W I H NB Anch. Dia. Post Uplift(133) Uplift(160) F (133 &160) F 2(133 &160) Down (100) Nails Machine Bons Nails Bolts Nails Bolts Nails Bolts Nails Bolts Qty. Dia. PBS44A 4x4 12 14 3 3% 6 3tte — 14 -16d 2 % 2400 2400 2400 2400 1165 230 885 885 6665 5 41 85,121 PBS46 4x6 12 14 3 5'/1e 6 34i -- 14 -16d 2 eft 2400 2400 2400 2400 1165 360 885 885 9335 PBS66 6x6 12 12 5% 5% 6% 3 — 14 -16d 2 1 h 2630 3560 3160 4000 1865 570 1700 1700 9335 Model No. Dimensions Allowable Loads (OF/SP) 2 - %MB Code Ref. W L 1216d Na Is (133 & 160) Uplift Ft F2 Uift (133 & 160) P844 3 3% 1365 765 1325 — 7, 90,121 P844R 4 3% 1365 765 1325 — PB46 5% 3% 1365 765 1325 — P866 5% 5% 1640 765 1325 1640 P866R 6 5% 1640 765 1325 1640 w e.r NIP • 48 PB /PBS Regular and Standoff Post Bases The PBS features a 1" standoff height. It reduces the potential for decay at post and column ends. MATERIAL: PB-12 gauge; PBS —see table. FINISH: Galvanized. Some products available in ZMAX® or HDG; see Corrosion Information, page 10 -11. INSTALLATION: • Use all specified fasteners. See General Notes. • Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not recommended for non top- supported installations (such as fences or unbraced carports). • PB: Holes are provided for installation with either 16d commons or 1 /4 bolts for PB66 and PB66R; all other models use 16d commons only. A 2' minimum sidecover is required to obtain the full load. • PBS: Embed into wet concrete up to the bottom of the 1' standoff base plate. A 2' minimum side cover is required to obtain the full load. Holes in the bottom of the straps allow for free concrete flow. CODES: See page 12 for Code Listing Key Chart. OPTIONS: PBS available in rough sizes. consult factory. Lk These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson for details. Cap"r Bases: 1. Allowab e loads have been Increased 33% and 60% for earthquake or wind loading; no further Increase allowed; reduce where other loads govern. 2. PBS — Downloads may not be increased for short-term loading. 3. PBS — Designer to design concrete for shear capacity. 4. PBS —For higher downloads, solidly pack grout under 1' standoff plate before installing into concrete. Base download on column or concrete, according to the code. 5. Downloads shall be reduced where limited by buckling capacity of the post. 6. When using structural composite lumber posts, bolts must be applied to the wide face of the post. 7. NAILS: 16d = 0.162' dia. x 3 long. See page 16-17 for other nail sizes and information. Y EMBOSSED FOR GREATER STRENGTH PB STRESS RELIEF HOLES RESIST TEARING Typical PBS44A Installation 2' MINIMUM SIDECOVER Typical PB Installation �3 Model No. Min Post Size Dimensions Fasteners Each Side Allowable Loads Code Ref. W 1 W z Li Lz L3 Surfaces Uplift PC /EPC Lateral, Post Flange Beam Flange PC Beam Flange EPC (133) (160) PC (133/160) EPC (133/160) PC44 -16 4x4 3 3 2441 11 7146 4 -16d 6 -16d 4 -16d 1000 1000 925 1000 7, 90, 121 PC44 4x4 3 3%6 2% 11 7 4 -16d 6 -16d 4 -16d 1470 1700 925 1070 PC46 -16 4x6 We 5 2% 13 9 4 -16d 6 -16d 4 -16d 1000 1000 925 1000 PC46 4x6 3 5 2% 13 9 4 -16d 6 -16d 4 -16d 1470 1700 925 1070 PC48 -16 4x8 3 7 2% 15 1114 4 -16d 8 -16d 6 -16d 1000 1000 1475 1285 PC48 4x8 3 7 2%6 15 11 4 -16d 8 -16d 6 -16d 1470 1700 2075 1610 PC64 -16 4x6 51 3 414 11 7% 4 -16d 6 -16d 4 -16d 1000 1000 925 1000 PC64 4x6 5 35/6 4 11 7% 4 -16d 6 -16d 4 -16d 1470 1700 925 1070 PC66 -16 6x6 5 5 4 13 91 4 -16d 6 -16d 6 -16d 1000 1000 925 1285 PC66 6x6 51/2 5 4 13 9 4 -16d 6 -16d 6 -16d 1470 1700 925 1610 PC68 6x8 51/2 71/2 4 15 11 4 -16d 8 -16d 6 -16d 1470 1700 2075 1610 PC84 4x8 71/2 3% 6% 11 7% 4 -16d 6 -16d 6 -16d 1470 1700 925 1610 PC86 6x8 71/2 5% 6 13 914 4 -16d 6 -16d 6 -16d 1470 1700 925 1610 PC88 8x8 7 71 6 15 1114 4 -16d 8 -16d 6 -16d 1470 1700 2075 1610 Model No. Dimensions Teta No. Fasteners Allowab e Loads (133 & 160)1 Ref. L Beam Post Uplift Lateral AC4 (Min) 3%a 61/2 12 -16d 8 -16d 1430 715 4, 37, 67,121 AC4 (Max) 3t' a 61/2 14 -16d 14 -16d 2500 1070 AC4R (Min) 4 7 12 -16d 8 -16d 1430 715 37 AC4R (Max) 4 7 14 -16d 14 -16d 2500 1070 ACE4 (Min) — 41/2 8 -16d 6 -16d 1070 715 4, 37, 87,121 ACE4 (Max) — 4 10 -16d 10 -16d 1785 1070 LCE4 — 5% 14 -16d 10 -16d 1880 1425 160 AC6(Min) 5 8 12 -16d 8 -16d 1430 715 4, 37 87, 121 AC6 (Max) 516 8 14 -16d 14 -16d 2500 1070 AC6R (Min) 6 9 12 -16d 8 -16d 1430 715 37 AC6R (Max) 6 9 14 -16d 14 -16d 2500 1070 ACE6 (Min) — 6 8 -16d 6 -16d 1070 715 4, 37, 87,121 ACE6 (Max) — 6 10 -16d 10 -16d 1785 1070 LPC47 3 3 8 -10d 8 -10d 760 325 7,121 LPC6/ 5 5h 8 -10d 8 -10d 915 490 8,36 tow U rr ►r sir 1►n rr 52 rot (I Caps, Bases,i, A custom connection for post -beam combinations at medium design loads. MATERIAL: PC-12 gauge; PC-16--16 gauge FiNISH: Galvanized. Some products available in ZMAX®; see Corrosion Information, page 10 -11. INSTALLATION: • Use all specified fasteners; see General Notes. • If fie' pilot holes are bolted, no additional load is achieved. OPTIONS: • For end conditions, specify EPC post caps, providing dimensions are in accordance with table; see illustration. • Some PC and EPC models are available in rough sizes. • For heavy duty applications, see CC and CCQ series. CODES: See page 12 for Code Listing Key Chart. ip These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson for details. AC /ACE /LPCZ /LCE Post Caps The LCE4's universal design provides high capacity while eliminating the need for rights and lefts. For use with 4x or 6x lumber. LPCZ— Adjustable design allows greater connection versatility. MATERIAL: LCE4 -20 ga; AC, ACE, LPC4Z -18 ga; LPC6Z -16 ga FINISH: Galvanized. Some products available in ZMAX® and stainless steel; see Corrosion Information, page 10-11. INSTALLATION: • Use all specified fasteners. See General Notes. • Install all models in pairs. LPCZ -21' beams may be used if 10dx1 nails are substituted for led commons. CODES: See page 12 for Code Listing Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson for details. 1. Allowable loads have been increased for earthquake or wind load durations with no further increase allowed; reduce where other load durations govern. 2. Loads apply only when used in pairs. 3. LPCZ lateral oad is In the direction parallel to the beam. 4. MIN nailing quantity and load values —fill all round holes; MAX nailing quantities and load values —fill round and triangle holes. 5. Uplift loads do not apply to splice conditions. 3•Typ 11/4 Typical LCE4 nstallation (For 4x or 6x lumber) SIMPSON Typica ACE Installation 6. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the post cap. 7. NAILS: 16d = 0.162' dia. x 3W long, 10d = 0.148' dia. x 3' long. See page 16 -17 for other nail sizes and information. PC /EPC Post Caps Pilot holes for manufacturing purposes (D in - (Do not install bolts) / My.) 2 typical PC Post Cap Installation Typical EPC End Post Cap Installation 1. Allowable loads have been increased for earthquake or wind load durations with no further increase allowed; reduce where other load durations govern. 2. Lateral loads are In the direction parallel to the beam. 3. Allowable loads are for nails only. 4. Uplift loads do not apply to splice conditions. 5. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the post cap. 6. NAILS: 16d = 0.162' dia. x 3W long. See page 16 -17 for other nail sizes and information. A4 so Straps are designed to transfer tension loads in a wide variety of applications. HRS —A 12 gauge strap with a nailing pattern designed for installation on the edge of 2x members. LSTA and MSTA— Designed for use on the edge of 2x members, with a t "' nailing pattern that reduces the potential for splitting. LSTI —Light straps that are suitable where pneumatic - nailing is necessary through diaphragm decking and wood chord open web trusses. MST — Splitting may be a problem with installations on lumber smaller than wr 314'; either fill every nail hole with 10dx1le nails or fill every-other hole with 16d common nails. Reduce the allowable load based upon the size and quantity of fasteners used. Is IMO 160 HRS /ST /PS/ HST /LSTA/LSTI /MST /MSTA /MSTC /MSTI Strap Ties 1'/4 _0 o' •0 S MSTI Phi MST — T 1 1 Typical MSTI Installation (MIT hanger shown) LSTI similar ere LSTI a co LSTA and MSTA (Pilot holes not shown) h Y41 2'/z_1 HST2 and HST5 11/2 3' HST3 and HST6 FINISH: PS –HOG; HST3 and HST6–gray paint; all others –galvanized. Some products are available in stainless steel or ZMAX®; see Corrosion Information, page 10 -11. INSTALLATION: Use all specified fasteners. See General Notes. OPTIONS: Special sizes can be made to order. Contact factory. CODES: See page 12 for Code Listing Key Chart. MSTC and RPS meet code requirements for reinforcing cut members (16 gauge) at top plate and RPS at sill plate. International Residential Code®- 2000/2006 R602.6.1 International Building Code®- 2000/2006 2308.9.8 (For RPS, refer to page 179.) ST Typical LSTI Installation HST2 HST3 f y H I N ST9, ST12, ST18, ST22 HST . • Typical HRS Installation SIMPSON Stro Tie HRS ST2115 N o CO = = CO Cf) = CC a AS Model No. Ga Dimensions Fasteners (Total) Allowable Tension Loads(DF/SP) Allowable Tension Loads (SPF/HF) Code Ref. W L Nails (133) (160) (133) (160) LSTA9 20 134 9 8 -10d 645 775 555 665 7,62,90,128 LSTAl2 1% 12 10 -10d 805 970 695 830 LSTA15 134 15 12 -10d 970 1160 830 1000 LSTA18 1% 18 14 -10d 1130 1235 970 1165 LSTA21 114 21 16 -10d 1235 1235 1110 1235 LSTA24 114 24 18 -10d 1235 1235 1235 1235 ST292 2Y16 9316 12 -16d 1120 1265 970 1160 3, 39, 88,104,128 ST2122 231e 12 16 -16d 1505 1535 1290 1535 ST2115 3 /4 163'1e 8 -16d 665 665 665 665 ST2215 23,6 16 20 -16d 1880 1880 1625 1880 LSTA30 18 1% 30 22 -10d 1640 1640 1555 1640 7, 62, 90,128 LSTA36 114 36 24 -10d 1640 1640 1640 1640 LSTI49 3%4 49 32- 10dx13z 2580 3100 2220 2660 9.128 LSTI73 3%4 73 48- 10dx11/2 3870 4215 3330 3995 MSTA9 114 9 8 -10d 650 780 565 680 7, 6Z 90,128 MSTAl2 114 12 10 -10d 815 975 705 850 MSTA15 114 15 12 -10d 975 1170 850 1020 MSTA18 114 18 14 -10d 1140 1365 990 1185 MSTA21 114 21 16 -10d 1300 1560 1130 1355 MSTA24 134 24 18 -10d 1465 1640 1270 1525 MSTA30 16 1% 30 22 -10d 1835 2050 1585 1900 MSTA36 1% 36 26 -10d 2050 2050 1870 2050 ST6215 23,6 16316 20 -16d 1895 2095 1640 1970 3, 39, 88,104,128 ST6224 231s 2331e 28 -16d 2540 2540 2315 2540 ST9 114 9 8 -16d 755 910 655 785 ST12 114 11% 10 -16d 945 1135 820 985 3, 39, 88,128 ST18 114 17% 14 -16d 1325 1420 1150 1380 ST22 114 21% 18 -16d 1420 1420 1420 1420 MSTC28 3 28% 36 -16d sinkers 3000 3600 2590 3110 9, 23,128 MSTC40 3 40% 52 -16d sinkers 4335 4585 3745 4495 MSTC52 3 5234 62 -16d sinkers 4585 4585 4465 4585 MSTC66 14 3 65% 76 -16d sinkers 5660 5660 5660 5660 MSTC78 3 7734 76 -16d sinkers 5660 5660 5660 5660 ST6236 2116 33456 40 -16d 3845 3845 3465 3845 3, 39, 88,104,128 HRS6 12 1% 6 6 -10d 525 630 455 545 128 HRS8 1% 8 10 -10d 875 1050 760 910 HRS12 1% 12 14 -10d 1225 1465 1065 1275 MSTI26 2316 26 26- 10dx11/2 2355 2830 2045 2455 3, 39, 88,128 MSTI36 21/6 36 36- 10dx116 3265 3915 2830 3400 MSTI48 2116 48 48- 10dx114 4350 5080 3775 4530 MSTI60 2316 60 60- 10dx13'2 5080 5080 4720 5080 MSTI72 2116 72 64- 10dx111 5080 5080 5080 5080 3, 39,121,128 Model No. Material Thickness Gauge Dim. Bolts Code Ref. W L Qty Dia PS218 2 18 4 3 PS418 7 ga 4 18 4 3 180 PS720 6% 20 8 1t lir low n• HRS /ST /PS/ HST /LSTA/LSTI /MST /MSTA /MSTC /MSTI Strap Ties CODES: See page 12 for Code Listing Key Chart. - These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson for details. a 1. Loads include a 33% or 60% load duration increase on the fasteners for earthquake or wind loading, but DO NOT include a 33% stress increase on the steel capacity. Refer to page 15 for further explanation. 2 10dx1'H nails may be substituted where 16d sinkers or 10d are specified at 100% of the table loads. 3. 10d commons may be substituted where 16d sinkers are specified at 100% of table loads. 4. 16d sinkers (0.148' dia. x 3W long) or 10d commons may be substituted where 16d commons are specified at 0.85 of the table loads. 5. Use half of the nails in each member being connected to achieve the listed loads. 6. PS strap design loads must be determined by the Designer for each installation. Bolts are installed both perpendicular and parallel -to- grain. Hole diameter in the part may be oversized to accommodate the HDG. Designer must determine if the oversize creates an unacceptable installation. 7. For overlap splice details, refer to technical bulletin T -CMST (see page 199 for details). 8. Straps with 10d (0.148 dia. x 3) nails specified may be substituted with 10dx11/2 (0.148 dia. x 1'h) with no reduction in load. 9. Tension loads apply for uplift when installed vertically. 10. NAILS: 16d = 0.162' dia. x 31/2' long, 16d Sinker = 0.148' dia. x 3' /i long, 10d = 0.148' dia. x 3' long. 10dx1' = 0.148' dia. x 1'k' long. See page 16 -17 for other nail sizes and information. SIMPSON tiTie_ PS Typical LSTA Installation (hanger not shown) Bend strap one time only PS218 and P5418 • PS720 2W 11 • • 3%' 1W Typical PS720 Installation • A6 161 III 16.0 MIN MO u m , 300 31.0 11111111111111111111 a 1 ' 0 illigillig®® 47.0 722 2" ® 26 3 10.0 32.5 11111=111111111211111111111 20.0 42,0 !TIM ? ?.t 75 ,3 7 7:0 50.0 0 1-3 10 7 73.7 20.1 34.7 Il 7 10 2 2.7 25 20.5 11.0 20.7 22,1 34.4 20, 44, 1 11® el 91.6 ® ®® 25.2 /5.? ® 71.3 11.A $7.7 ®SS.3 40.2 in $1.2 43, ®® 50 -,0 Mai 5 4:3 14.0 23.7 30.7 032 202 43.0 13.3 05.a 53.2 64 4 42.1 03_5 75.5 44,4 _ .. 74.3 39. '3 15.0 16.0 23.0 24.0 300 31.0 38.0 39.0 46.0 47.0 14.5 160 22.5 23.0 290 30.0 36.5 38.0 44,5 46.0 Bldg. Height 0 -15' 16 -20' 21-26' 26 -30' 31-40' 41-60' 3 112 70 q.= 12,6 4666 ?Olh AYa< e. • /lfe, W A $*t 4 i 270 =7014•Ax` ram 1!11.1922 Wind Loa4Ch4 80 = 16.4 This thnr1 is provided for **reeling wind pnlsen All projects will undergo engineering f° determine the structure! design is,. wind pressure Ipap frow Title 164 Chapter 16 perm Itt. 1101 UBC Type I modified EPS core Core Thickness R -Value @ 75° R- Value, 40° 0120 livoctutot P iwls 7220 Rod I OKI tnwl,twn www.pbiipsrWcam p3brss it¢premler dndustrles.tow WALL LOADS - ELEMENTAI.WALL NOT IN AREA OF DISGON INUITY IPA Wind Speed(mph) 90 100 110 120 q = 20.8 q = 25.6 q = 31.0 q = 36.9 More Information on this chart can be found In Technical REVIEWED FOR CODE COMPLIANCE APPROVED APR 13 2007 4 Of Tukwila ' BUILDING DIVISION PERMIT CENTER Insul -Lam R, Values Premier Panel R- Values 'Core Thickness 11 114" Type I modified EPS core 130 q =43.3 RECEIVED CITY of T'UKWIL A APR 0 9 2007 R -Value 76° R-Value 40° Page 7 in it15 CORRECTION *Iloonosia 134, 0 P • Business/Regional orrice • 5360 WcikrriaiiiVMoid, ilffaRVINIMAI0 90601 • (562) 699-0543 ICC Evaluation Service, Inc. W W W.iCC -eS.Or Office • 900 Montclair Road, Suite A, Birrrprgham, Rlabarhaa35219 • (205) 599 -9800 A Regional Office • 4051 West Fbssmoor Road, Country Club Fills, RI 60478 • (708) 799 -2305 Legacy report on the 2000 International Building Code ° , the 2000 International Residential Code the 2002 Accumulative Supplement to the International Codes ", the BOCA National Building Code/1999, the 1999 Standard Building Code and the 1997 Uniform Building Code" DIVISION 06 — WOOD AND PLASTICS Section 06120 — Structural Panels PREMIER INDUSTRIES, INC. d.b.a. PREMIER BUILDING SYSTEMS 1019 PACIFIC AVENUE, SUITE 1501 TACOMA, WASHINGTON 98402 www.pbspanel.com LISTEE: Pulte Home Sciences 6600 Mount Elliot Street Detroit, Michigan 48211 1.0 SUBJECT Premier Structural Sandwich 1.1 1.2 1.3 Type S Type I Type L Copyright m 2004 LEGACY REPORT c 'TACO . JG_ I wfer 3b report. 612-309-06 , 1.1.2 Type I Panel: The Type I panel is recessed along the panel side to receive I-joist splines and recessed on the ends to receive nominal 2 inch (51 mm) thick solid sawn lumber sized to match the core thickness. See Figure 2 and Table 3 of this report. R COD E COMPLIANCE APPROVED APR 13 2007 anels: Ci h Of Tukwila B ILDIN DIVISI • N 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 2.1 Structural 2.2 Fire Resistance 3.0 DESCRIPTION 3.1 General Premier Structural Sandwich Panels are factory assembled sandwich panels produced at locations listed in Table 1 of this report. The panels consist of expanded polystyrene (EPS) cores with wood structural sheathing facings. The panels are used as load bearing wall, roof and floor components, and components of fire resistant rated construction. Panels are produced in widths ranging from 4 feet (1219 mm) to 10 feet (3047 mm) and lengths ranging from 8 feet (2438 mm) to 24 feet (7315 mm). The panels are manufactured in a Type S, Type I, and Type L panel configuration shown in Figure 1, Figure 2, and Figure 3 of this report. pECL1VED CITY OF TUKWIUI APR 0 9 2007 CORRECTION FILE COPY NER -633 Re- Issued March 1, 2004 3.1.1 Type S Panel: The core for the Type S panel is recessed along the panel sides to receive nominal 4 inch (102 mm) wide OSB splines and recessed on the ends to receive solid sawn dimensional lumber sized to match the core thickness. See Figure 1, Table 2 and Table 5 of this 3.1.3 Type L Panel: The Type L panel is recessed along the panel sides and ends to receive nominal 2 inch (51 mm) thick solid sawn dimensional lumber sized to match the core thickness. See Figure 3, Table 4 and Table 6 of this report. 3.2 Materials: 3.2.1 Core: The core material is Insulfoam Type I EPS foam plastic with a nominal thickness of 3% inches (89 mm) to 11% inches (285 mm) and a nominal density of 1 pcf (16 kg /m3). The EPS core has flame spread rating of not more than 75 and a smoked developed rating of not more than 450 when tested in accordance with ASTM E 84. 3.2.2 Facing: Panel facing material is 7 /,„ inch (11 mm) to ° inch (19 mm) thick Structural 1, Exposure 1 wood sheathing complying with DOC PS -2. 3.2.3 Adhesive: The adhesive is Structural grade Type II, Class 2 laminating adhesive (APA AFG-01 specification). 3.2.4 Splines: The splines for the Type S panels are nominal 3 inches wide by' / thick (76 by 11 mm) OSB material. The splines for Type I panels are I-joists, sized in depth to match the core thickness. The splines for Type L panels are nominal 2 inches thick dimensional lumber sized in depth to match the core thickness. 4.0 INSTALLATION The manufacturer's published installation instructions titled Premier Panel Design Manual, Premier Building Systems Structural Panel Detail Book (03/19/98), and this report shall be strictly adhered to and copies available at all times on the jobsite during installation. PERMIT CE; i IEI; ICC-ES legacy reports are not to be construed as representing aesthetics or any other attributes not specffically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Page 1of11 Page 2 of 11 NER -633 4.1 One Hour Rated Bearing Wall (UL Design No. U524) 1. Premier Building System composite panel consisting of a polystyrene foamed plastic core faced on both surfaces with minimum 7 4, inch (11 mm) thick oriented strand board. Minimum 3% inch (92 mm) thick polystyrene core Premier Industries structural panel loaded to maximum 61 percent of the recommended axial design load. 2. Splines - Nominal 4 inch (102 mm) wide by 7 /, e inch (11 mm) thick oriented strand board splines installed between vertical joints, in pre -cut channels in the Premier Building System. Splines secured to face in contact with oriented strand board with and adhesive (APA AF6-01 specification) and 1% inch (41 mm) long Type S steel screws spaced 6 inches (152 mm) o.c. along the edges of each adjoining face. 3. End Plates - Nominal 2 inches (51 mm) thick (width determined by building units thickness) No. 2 Douglas Fir lumber installed at top and bottom of building units in pre -cut channels. End plates secured with adhesive (APA AF6-01 specification) to faces in contact with oriented strand board, with caulk (ASTM C 834 specification) on the face in contact with the polystyrene core, and 8d box nails space 8 inches (203 mm) o.c. along the edge of both faces. 4. National Gypsum Co. Type FSW gypsum wallboard, % inch (16 mm) thick, 4 feet (1219 mm) wide, applied vertically in two layers. First layer installed with 1% inch (41 mm) long Type S steel screws spaced 24 inches (610 mm) o.c. vertically and 16 inches (406 mm) o.c. horizontally. First layer vertical joints offset minimum 16 inches (406 mm) from vertical spline joints of building units. Second layer installed with 2 inch (51 mm) long Type S screws spaced 12 inches (305 mm) o.c. vertically, offset 12 inches (305 mm) from first layer screws, and 16 inches (406 mm) o.c. horizontally, offset 8 inches (203 mm) from first layer screws. Second layer vertical joints offset minimum 16 inches (406 mm) from first layer vertical joints. Outer layer wallboard joints covered with joint tape and joint compound. Screw heads on outer layer of wallboard covered with joint compound. 4.2 One Hour Rated Bearing Wall Premier Building System Structural Panels consisting of 5% inches (140 mm) thick EPS core laminated between two sheets of 7 4 6 inch (11 mm) OSB. The EPS core is recessed 1% inches (38 mm) in from the edges of the OSB facers on the bottom and along both sides, and 3 inches along the top, to allow for the installation of nominal 2 by 6 wood studs (No. 2 Hem -Fir minimum), bottom plate and double top plate. Nominal 2 by 6 wood studs are installed into the recesses In the panels. The studs are secured to the OSB with 6d common nails space 6 inches (152 mm) o.c. Double studs are assembled using two nominal 2 by 6 wood studs nailed together with 16d coated sinker nails space 24 inches (610 mm) o.c. staggered along the stud length. The double studs are installed in the recesses between adjoining panels and secured to the OSB with 6d common nails spaced 6 inches (152 mm) o.c. after caulking the surfaces to be in contact with the EPS core with mastic. The single bottom plate is installed into the recess along the bottom edge of the wall assembly and secured to the OSB with 6d common nails spaced 6 inches (152 mm) o.c. and to each wood stud with two 16d coated sinker nails after caulking the surfaces to be in contact with the EPS core with mastic. The first top plate is installed into the recess along the top of the wall assembly and secured to each wood stud with two 16d coated sinker nails after caulking the surfaces to be in contact with the EPS core with mastic. The second top plate is installed over the first and secured to the OSB with 6d common nails spaced 6 inches (152 mm) o.c. and to the first top plate with 16d coated sinker nails spaced 16 inches (406 mm) o.c. staggered along the top plate length. Standard Gypsum's Type SG -C, % inch (16 mm) TE generation 3 (Type C) gypsum fire rated wallboard is installed in a single layer onto both faces of the wall. The wallboard is secured to the OSB panel facers with PC cupped head drywall nails, 1% inches (41 mm) long, spaced 8 inches (203 mm) o.c. along the wall perimeter and 12 inches (305 mm) vertically and 16 inches (406 mm) o.c. horizontally. The taped joints and screw heads shall be covered with joint compound. The maximum allowable load is 2200 plf (32 KN /m) and the maximum allowable height is 10 feet (3048 mm). 4.3 One Hour Rated Floor /Ceiling Assembly Panels are 7% inches (191 mm) thick EPS core laminated between two sheets of 7 46 inch (11 mm) OSB. Panels are connected at the field joints by inserting a 3% inch (89 mm) wide piece of OSB into pre -routed slots in the EPS and fastened with 1 inch (29 mm) long drywall screws spaced 6 inches (152 mm) o.c. The bottom side of the panel is clad with a base layer of 6 inch (16 mm) Type X gypsum wallboard applied with the joints parallel to the spline joints offset by 24 inches (610 mm) with 1% inch (32 mm) Type S drywall screws spaced 12 inches (305 mm) o.c. in rows 24 inches (610 mm) o.c. A face layer of % inch (16 mm) Type X gypsum wallboard is applied at right angles to the base layer with 2 inch (51 mm) Type S drywall screws spaced 12 inches (305 mm) o.c. in rows spaced 16 inches (406 mm) o.c. The taped joints and screw heads shall be covered with joint compound. The maximum allowable load is 40 psf (1915 Pa) and the maximum allowable span is 12 feet (3658 mm). 5.0 IDENTIFICATION Premier Panels shall have a stamp containing the product name, panel type, name and address of the manufacturer, the ICC-ES Legacy report number, and the label of Underwriters Laboratories, Inc. (NER- QA403 /AA -668). 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature and published installation instructions. 6.2 Test report on Transverse Load Test of Building Panels (Type S) in accordance with ASTM E 72, prepared by Wood Materials and Engineering Laboratory, dated March 9, 1999, signed by Ken Fridley. 6.3 Test report on Transverse Load Test of Building Panels (Type L) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No. 99- 06356, dated April 6, 1999, signed by John D. Lee, P.E. Page 3 of 11 NER -633 6.4 Test report on Transverse Load Test of Building Panels (Type L) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No. 97- 53172, dated December 20, 1997, signed by John D. Lee, P.E. 6.5 Test report on Transverse Load Test of Building Panels (Type I - 4 Foot Span) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No. 98- 77345, dated March 31, 1999, signed by John D. Lee, P.E. 6.6 Test report on Transverse Load Test of Building Panels (Type I - 8 Foot Span) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No. 98- 77345, dated March 31, 1999, signed by John D. Lee, P.E. 6.7 Test report on Axial Load Test of Building Panels (Type S) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No. 98- 57451, dated July 13, 1998, signed by John D. Lee, P.E. 6.8 Test report on Axial Load Test of Building Panels (Type S) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No. 98- 62962, dated August 11, 1998, signed by John D. Lee, P.E. 6.9 Test report on Axial Load Test of Building Panels (Type L) in accordance with ASTM E 72, prepared by Maxim Technologies, Project No. 98- 57451, dated July 13, 1998, signed by John D. Lee, P.E. 6.10 Test report on Point Load Test of Building Panels, prepared by Maxim Technologies, Project No. 98- 57451, dated February 17, 1998, signed by John D. Lee, P.E. 6.11 Test report on Point Load Test of Building Panels, prepared by Maxim Technologies, Project No. 99- 06356, dated April 6, 1999, signed by John D. Lee, P.E. 6.12 Test report on Load Test of Header Panels, prepared by Maxim Technologies, Project No. 98- 62962, dated August 12, 1998, signed by John D. Lee, P.E. 6.13 Test report on Transverse /Cantilever Load Test of Building Panels, prepared by Maxim Technologies, Project No. 98- 62962, dated August 12, 1998, signed by John D. Lee, P.E. 6.14 Test report on Shear Tests of CFI1 Screws Manufactured by Premier Industries, prepared by Maxim Technologies, Project No. 3018 98- 67373.2, dated August 19, 1998, signed by Steve K. Manfred and Michael S. Karcher. 6.15 Test report on Screw -Head Pull- Through and Screw Pull -Out tests of Premier Panel CFI1 Screw, prepared by Maxim Technologies, Project No. 3018 98- 62839.1, dated May 4, 1998, signed by Steve K. Manfred and Chad B. Johnson. 6.16 Test report on Nail Withdrawal Tests on OSB Panels, prepared by Maxim Technologies, Project No. 3018 98- 67373.3, dated October 19, 1998, signed by Mathew N. Botz and Michael S. Karcher. 6.17 Test report on Diaphragm Load Tests of Building Panels, prepared by Wood Materials and Engineering Laboratory, dated August 13, 1999, by Ken Fridley. 6.18 Test report on Racking Shear Test for Premier Building Systems, prepared by Daniel H. Brown, P.E., signed and sealed by Daniel H. Brown, P.E. 6.19 Test report on Racking Shear Test for Premier Building Systems, prepared by Daniel H. Brown, P.E. Consultant, dated September 1, 1994, signed and sealed by Daniel H. Brown, P.E. 6.20 Test report in accordance with UL 1715, prepared by Underwriters Laboratories Inc., File R14340, Project 91SC17238, dated February 28, 1992, by Hans Hansen and Garrett Tom. 6.21 Test report on Building Units and Gypsum Wallboard in a Load Bearing Wall Assembly in accordance with ASTM E 119, prepared by Underwriters Laboratories Inc., File R14340, Project 92NK3429, dated April 7, 1992, by Mark Izydorek, signed by Nestor G. Sanchez. 6.22 Test report on Premier Building Panel Wall Assembly in accordance with ASTM E 119, prepared by Omega Point Laboratories, Project No. 15418 - 98840, dated August 12, 1995, signed by Herbert W. Stansberry II and William E. Fitch, P.E. 6.23 Test report on Loadbearing, Unrestrained Floor /Ceiling Assembly in accordance with ASTM E 119, prepared by Omega Point Laboratories, Project No. 15100 - 97136, dated July 19, 1994, signed by Deggary N. Priest and William E. Fitch, P.E. 6.24 Test report on Insulfoam Type I EPS in accordance with ASTM E 84, prepared by Omega Point Laboratories, Report No. 15936 - 103935, dated November 9, 1998, signed by Guy A. Haby and William E. Fitch, P.E. 6.25 Test report on Insulfoam Type I EPS in accordance with ASTM E 84, prepared by Omega Point Laboratories, Report No. 15936 - 103936, dated November 9, 1998, signed by Guy A. Haby and William E. Fitch, P.E. 6.26 Test report on Racking Shear Load Test, prepared by Stork/Twin City Testing Corporation, Project No. 032148 -A, dated January 33, 2003, signed by Thaddeaus L. Hamois and John D. Lee, P.E. 6.27 Test report on Racking Shear Load Test, prepared by Stork/Twin City Testing Corporation, Project No. 032148 -C, dated January 33, 2003, signed by Thaddeaus L. Hamois and John D. Lee, P.E. 6.28 Test report on Racking Shear Load Test, prepared by Stork/Twin City Testing Corporation, Project No. 032148 -D, dated January 13, 2003, signed by Thaddeaus L. Hamois and John D. Lee, P.E. 6.29 Test report on Diaphragm Load Test of Structural Building Panels 7/16" OSB Spline, prepared by Stork/Twin City Testing Corporation, Project No. 032148, dated August 26, 2002, signed by Thaddeaus Hamois and John D. Lee, P.E. 6.30 Test report on Diaphragm Load Test of Structural Building Panels 23/32" OSB Spline, prepared by Stork/Twin City Testing Corporation, Project No. 032148, dated August 26, 2002, signed by Thaddeaus Hamois and John D. Lee, P.E. 6.31 Test report on Transverse Load Test of Structural Building Panels, prepared by Stork/Twin City Testing Corporation, Project No. 033157, dated November 11, 2003, signed by John D. Lee, P.E. 6.32 Quality Control Manual for Premier Building Systems Covering Premier Building Panels, Issued July 1992, Revised April 2003, signed by Thomas L. Savoy for Premier Industries, Ryan Rasmussen for Pulte Home Sciences, and John Pabian for Underwriters Laboratories, Inc. 7.0 CONDITIONS OF USE The ICC-ES Subcommittee for the National Evaluation Service finds that the Premier Structural Panels described in this report comply with or are acceptable alternatives to those specified in the 2000 International Building Code the 2000 International Residential Code°, the 2002 Accumulative Supplement to the International Codes", the BOCA° National Building Code /1999, the 1999 Standard Building Code and the 1997 Uniform Building Code" subject to the following conditions: Page 4 of 11 NER -633 7.1 Plans specifying the building panels described in this report shall comply with the design limitations of this report. Design calculations and details for the specific applications shall be furnished to the code official verifying compliance with this report and applicable codes. The individual preparing such documents shall posses the necessary credentials regarding competency and qualifications as required by the applicable code and the professional registration laws of the state where the construction is undertaken. 7.2 Splines shall be a minimum of No. 2 hem -fir with a specific gravity of 0.43. 7.3 The building panels shall be used only where combustible construction is allowed. In areas using the Uniform Building Code, the panels shall be limited to Type V -N construction. 7.4 The foam plastic shall be separated from the interior of the building by an approved 15 minute thermal barrier in accordance with the applicable code. 7.5 Connection and attachments of the panel are not within the scope of this report and shall be addressed in the design calculations and details. 7.6 All floor -to -wall and roof -to -wall details shall be designed such that gravity loads are applied over the entire wall panel thickness. 7.7 In jurisdictions which have adopted the Standard Building Code, the panels shall not be place within 6 inches of earth where the hazard of termite damage is very heavy in accordance with Figure 2304.1.4 of that code without an approved method of protecting the foam plastic and structure from subterranean termite damage. 7.8 In jurisdictions which have adopted the International Residential Code, the panels shall not be place within 6 inches of earth where the hazard of termite damage is very heavy in accordance with Figure R301.2(6) of that code without an approved method of protecting the foam plastic and structure from subterranean termite damage. 7.9 7.10 7.11 In jurisdictions which have adopted the Uniform Building Code, the floor panels shall be limited to use in Group R -1 and R -3 occupancies. Allowable spans and design loading shall not exceed the values found in this report. This report is subject to periodic re- examination. For information on the current status of this report, consult the ICC-ES website. a6 LC • • • Thy. o 6 aZ .55 p...1.76a PANE_ loRE !WM F6S71 16A 8.6 N4%.6 ■ C.0 SVE FIGURE 1 TYPE S PANEL FIGURE 2 TYPE I PANEL no4:6"*4-44 / zAv.0*. CM7646 Or.fiSar AE. 6mt" Y Eq 4 P110.± 40E*4 ENtS-Af. 14b," '0 EPS ptel,a.mEn stErxr.o 0. ZDt F6641, L. kr 6 NER-633 Page 6 of 11 NER-633 4.1 One Hour Rated Bearing Wall (UL Design No. U524) , 40.1.5 G4P ' FIGURE 3 TYPE L PANEL ti , 4 , TE vaPcce lwri..4=ER AG.E IMIONTAL ECT/131 SECT. A-A PANEL CORE THICKNESS (inches) DEFLECTION PANEL SPAN , 8 ft 10 ft 12 ft 14 ft 16 ft 18 ft 20 ft 22 ft 24 ft 3'/ `/380 40 30 20 15 10 — — — — 1 /240 55 40 35 25 15 — — — — 1. 480 60 55 45 35 20 — — — - 5% = `/,60 50 40 30 25 20 15 10 — — `/ 80 60 35 30 30 20 15 — — ` /,eo 80 60 45 40 35 30 20 —1./360 7% 60 60 40 35 25 20 15 15 10 1 1240 85 75 60 50 40 30 25 20 20 1. 4 80 85 75 70 60 50 40 30 25 25 9'/4 `/380 80 65 50 40 35 25 20 20 20 1 /240 85 65 55 50 45 40 35 30 25 1 1 780 85 65 55 50 45 40 40 35 35 11% `/380 95 75 50 50 50 40 30 25 20 `/240 95 75 60 65 50 45 40 35 30 `/180 95 75 60 65 50 45 40 35 35 LOCATIONS OF PREMIER INDUSTRIES, INC / d.b.a. LOCATION NUMBERS FOR PRODUCT IDENTIFICATION Premier Building Systems 4609 70th Ave. E Fife, Washington 98424 PB -31 Premier Building Systems 3434 West Papago Street Phoenix, Arizona 85009 -6733 PB -32 Pulte Home Sciences 6600 Mount Elliot Street Detroit, Michigan 48211 PHS -01 Page 7 of 11 : 1 .Inca = Z5.4 mm, 1 psf = 47.9 Pa TABLE TABLE 2 — TYPE S PANELS' MAXIMUM ALLOWABLE T RANSVERSE I NER -633 1. Floor panels shall have a minimum 3 /4 inch thick top skin or a minimum 7 /,„ inch thick top skin overlaid with minimum 7 /16 inch thick finish flooring perpendicular to the panels. 2. 31/2 inch and 5Y2 inch core panels shall be limited to a maximum span of 12 feet when used in roof applications. 3. 7'A inch core panels shall be limited to a maximum span of 14 feet when used in roof applications. 4. 9% inch and 11% inch core panels shall be limited to a maximum span of 16 feet when used in roof applications. PANEL CORE THICKNESS (Inches) DEFLECTION PANEL SPAN 4ft 8ft 10ft - 12ft - 14ft 16ft 18ft 20ft 22ft 24ft 3%: 1. /380 105 45 35 25 15 10 — — — — 11 240 225 70 45 35 25 15 — — — — `/, , 300 90 60 45 35 25 — — — — 51/ `/380 255 130 55 40 30 25 20 15 — — 11240 290 180 85 60 50 35 30 20 — — 1. /180 290 , 180 110 80 65 50 40 30 — — 7% `/ 255 170 80 65 55 40 30 25 — — `/240 290 190 130 100 80 60 50 35 — — `! 290 190 135 115 105 80 60 45 —1./360 50 9% 285 190 115 100 80 60 45 35 30 30 `/240 325 190 145 135 120 90 70 50 45 40 1. / 180 325 190 145 135 120 110 90 70 60 55 111/4 1 1 360 325 190 165 140 115 90 75 60 45 35 1 / 240 325 190 165 155 130 110 95 85 70 55 `/180 325 190 165 155 130 110 95 85 85 70 PANEL CORE THICKNESS (inches) DEFLECTION PANEL SPAN 4ft 8ft - 10ft - 12 ft 14ft - 16 ft - 18ft 20 ft 22 ft 24 ft 71/4 `/ 130 135 95 60 50 40 30 20 20 15 11 240 315 150 105 90 70 55 40 30 25 25 Viso , 320 150 105 90 85 55 50 40 35 30 91 `/380 195 165 125 70 65 60 50 35 30 25 `/240 320 165 125 105 95 85 70 50 45 35 `/180 320 165 125 105 95 85 75 65 55 45 111/4 `/ 260 145 105 85 85 75 60 40 35 30 `/240 320 145 105 95 85 75 70 60 55 45 ` 320 145 105 95 85 75 70 60 55 50 Page 8 of 11 inch = 25.4 mm, 1 psf = 47.9 Pa 1. Floor panels shall have a minimum % inch thick top skin or a minimum 7 46 inch thick top skin overlaid with minimum 7 /15 inch thick finish flooring perpendicular to the panels. 2. Panels spanning 4 feet shall be a minimum of 8 feet long spanning a minimum of two 4 foot spans. No single span conditions shall be permitted. : i mcn = z5.4 mm, i pst = 47.8 Pa TABLE 3 — TYPE I PANELS' MAXIMUM ALLOWABLE TRANSVE TABLE 4 — TYPE L PANELS' MAXIMUM ALL NER -633 1. Floor panels shall have a minimum % inch thick top skin or a minimum 7 /,, inch thick top skin overlaid with minimum' / inch thick finish flooring perpendicular to the panels. 2. Panels spanning 4 feet shall be a minimum of 8 feet long spanning a minimum of two 4 foot spans. No single span conditions shall be permitted. PANEL CORE THICKNESS (inches) PANEL SPAN 8ft 10ft 12ft 16ft 20ft 24 ft 3% 3500 2555 2450 2120 -- — 5% 4250 4040 3375 3920 2815 ' — 7% 4915 4325 4475 4195 3495 3065 PANEL CORE THICKNESS (inches) PANEL SPAN - 8 ft 10 ft 12 ft 16 ft 20 ft 24 ft 3% 4725 3905 3095 2620 — 5% 5850 5890 4280 4310 2935 7% 6850 6110 5555 5180 4835 4080 Page 9 of 11 . InII.II— c.7 .Y111111, 1pll - . 1 II I\.II — ca.Y 111111, 1 p11 — 1Y. SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N 1. See Figure 4 of this report. Premier Cap Plate . standard 2x lumber, 11ra^ pail or t yr OSt. (Rimboard), wkich has been ripped to the overall width of the wall panel so that the OSB skins at the panel are covered by the ripped material. TABLE 5 — TYPE S PANELS MAXIMUM ALLOWABLE AXIAL LOADS 1pif) TABLE 6 — TYPE L PANELS M TABLE 7 — ALL PREMIER WALL PANELS MAXIMUM ALLOWABLE POINT LOADS (lbs Standard Detail Additional Cap Plate' 1% Inch Minimum Bearing Width 2040 4030 ) 3 Inch Minimum Bearing Width 2450 4680 FIGURE 4 — PREMIER CAP PLATE Sd nails 6' oz. or equivalent each side NER -633 HEADER DEPTH (Inches) DEFLECTION HEADER SPAN 4 ft 6 ft 8 ft 10 ft 12 `/360 740 385 230 140 1 /240 740 385 230 140 ` 740 385 230 140 18 L i mo 795 575 385 310 `i 795 575 385 310 L im 795 575 385 310 24 `/360 885 630 430 360 `/ 885 630 430 360 `i 885 630 430 360 HEADER DEPTH (inches) DEFLECTION - -- - - - - -- - -•... -- —..._ HEADER SPAN Oft 6ft 8ft 10 ft 12 1. / 360 345 245 155 100 `/ 450 295 190 125 1 1 180 630 380 235 155 18 ` /380 705 390 255 235 `/240 750 480 300 280 ` 750 480 300 280 24 11 380 700 580 370 350 - `/240 895 580 370 350 ` 895 580 370 350 PANEL TYPE MINIMUM OSB FACE THICKNESS ATTACHMENTS SHEAR (pig 2x Framing Splines Fasteners Spacing Fasteners Spacing L or S 1 / 18 inch 8d box nail 6 inches 8d nail 6 inches 300 S - '/ inch 8d box nail 4 inches #6 Screw 4 inches 600 Page 10 of 11 TABLE 8 — MAXI NER -633 . 1 inch - 25.4 mm, 1 plf = 14.6 N/m TABLE 9 — MAXIM . • mch = 25 m m, 1 pif = 14. N/ mc = 25.4 mm, 1 pit = 14.6 N/m TABLE 10A — PREMIER WALL PANELS" 2 MAXIMUM ALL 1. Framing lumber shall be a minimum of Douglas Fir -Larch having a minimum specific gravity of 0.50. 2. Minimum panel width shall be four feet. The maximum panel height- to-width ratio shall be 3%:1. 3. Screws are #6 x 1% inch Type W drywall screws. 4. Two top plates are required. PANEL TYPE MINIMUM OSB FACE THICKNESS ATTACHMENTS SHEAR (p Top Plate - Bottom Plate - Vertical Framing Splines' L or S '/ inch 7e 8d box nail 6 in. o.c. 8d box nail 6 in. o.c. 8d box nail 6 in. o.c. - 2 rows' 8d box nail 6 in. o.c. 470 s L or S '/ inch 's 8d box nail 4 in. o.c. - 2 rows 8d box nail 4 in. o.c. 8d box nail 4 in. o.c. - 2 rows' 8d box nail 4 in. o.c. 700 s L or S '/ inch 18 10d common nail 6 in. o.c. - 2 rows 10d common nail 3 in. o.c. 10d common nail 6 in. o.c. - 2 rows' 10d common nail 3 in. o.c. - 2 rows 1010 MINIMUM OSB FACE THICKNESS ATTACHMENTS SHEAR (PIf) Panel Supports Panel Joints - Top Only' Panel Joints - Top & Bottom` Fasteners Spacing Fasteners Spacing Fasteners Spacing 7 4 8 inch PBS Screw 12 inches 8d nail 3 inches 8d nail 6 inches 425 7 48 inch PBS Screw 3 inches 8d nail 2 inches 8d nail 4 inches 510 Page 11 of 11 . 1 inch = 25.4 mm, 1 pit = 14.6 N/m Section A FIGURE 5 TABLE 10B — PREMIER WALL PANELS" 2 MAXIMUM ALLOW. 1. Framing lumber shall be a minimum of Douglas Fir -Larch having a minimum specific gravity of 0.50. 2. Panel width shall be four feet. Panel height shall be eight feet. A minimum of two panels is required. 3. A double top plate is required. 4. A double stud or nominal 4x framing member is required. 5. Limited to two panel walls. 6. Splines are 7 /„ inch by 4 inch OSB. TABLE 11 — PREMIER PANELS' MAXIMUM ALLOWABLE DIAPHRAGM LOADS . 1 inc n= 1).4mm, 1 pit= 14.6N /m 1. The maximum panel height -to -width ratio shall be 4Y2:1. 2. See Figure 5 of this report. 3. See Figure 6 of this report. 4. See Figure 7 of this report. 5. Premier Building Systems specially designed "Big Blue' screws. OSB Skins FIGURE 6 Section C FIGURE 7 NER -633 CITY OF TUKWILA — BUILDING DIVISION Site Information Prescriptive Approach — Simple Form For the Washington State Energy Code (2003 Edition) FILE copy Climate Zone 1 Lot: Address: 1 f S 5E2 £ I - y"}+. .kV g S City: State: WA Zip: 9 8I 7 ?3 Contact: OPPA DE51 ew /NC - CPgTeICii4 ,,, rrl al) Phone: "-"(O� (4 7— $ 1 Phone 2: 6- qz- — 7 3 13 Fax: ( 6 ) ( o 2-1 — 812-9 e text for footnote references Copyright 2002, WSUCEEP02 -056 Copied by permission from the Washington State University Extension Energy Program Prescriptive — Simple Form — Climate Zone 1 r Building Department Use 9h1y Permit #: kotes: REVIEWED FOR CODE COMPI TANCF AP a LD NG DMSIO Table 6-1 PRESCRIPTIVE REQUIREMENTS °" FOR GROUP R OCCUPANCY CLIMATE ZONE 1 This project complies with the following: it The project is a single family residence or duplex. ✓ The project is wood frame Q13 all of the insulation is interior or exterior of the framing. ✓ All building components meet the requirements listed in Table 6 -1, Option III. ✓ The project will meet all other provisions of the WSEC and VIAQ. The project will take advantage of the following exceptions to the prescriptive option: ❑ 602.6 Exception 1. One door, that is 24 ft. or less, that does not meet the standards is allowed. Location of the door taking this exception ❑ 602.6 Exception 2. Doors with a U- factor of 0.40 allowed without calculations, Option III only. Location of the door(s) taking this exception :t CITYOFTUIUILA FEB 06 7007 PERM)) JE TER T)01-4O-42.. V. Option Glazing Area % of Floor Glazing U- Factor Door U- factor Ceiling Vaulted Ceiling Wall Above Grade Wall Int Below Grade Wall Ext Below Grade Floor Slab On Grade Vertical Overhead III _ Unlimited Group R -3 Occupancy Only 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 CITY OF TUKWILA — BUILDING DIVISION Site Information Prescriptive Approach — Simple Form For the Washington State Energy Code (2003 Edition) FILE copy Climate Zone 1 Lot: Address: 1 f S 5E2 £ I - y"}+. .kV g S City: State: WA Zip: 9 8I 7 ?3 Contact: OPPA DE51 ew /NC - CPgTeICii4 ,,, rrl al) Phone: "-"(O� (4 7— $ 1 Phone 2: 6- qz- — 7 3 13 Fax: ( 6 ) ( o 2-1 — 812-9 e text for footnote references Copyright 2002, WSUCEEP02 -056 Copied by permission from the Washington State University Extension Energy Program Prescriptive — Simple Form — Climate Zone 1 r Building Department Use 9h1y Permit #: kotes: REVIEWED FOR CODE COMPI TANCF AP a LD NG DMSIO Table 6-1 PRESCRIPTIVE REQUIREMENTS °" FOR GROUP R OCCUPANCY CLIMATE ZONE 1 This project complies with the following: it The project is a single family residence or duplex. ✓ The project is wood frame Q13 all of the insulation is interior or exterior of the framing. ✓ All building components meet the requirements listed in Table 6 -1, Option III. ✓ The project will meet all other provisions of the WSEC and VIAQ. The project will take advantage of the following exceptions to the prescriptive option: ❑ 602.6 Exception 1. One door, that is 24 ft. or less, that does not meet the standards is allowed. Location of the door taking this exception ❑ 602.6 Exception 2. Doors with a U- factor of 0.40 allowed without calculations, Option III only. Location of the door(s) taking this exception :t CITYOFTUIUILA FEB 06 7007 PERM)) JE TER T)01-4O-42.. V. EXTERIOR DOOR SCHEDULE Mark Door Width Size Height Type Mat- erial Finish Remarks Glaz', Max. U- Value UA Area SF 1 3-0 6-8 exterior door Wood Paint inward swing 20.00 0.33 6.60 2 _2 -10 6 -8 exterior door Wood Paint inward swing 18.90 0.33 6.24 38.90 0.66 12.84 WINDOW SCHEDULE Mark Rough Width Open'g Height Type Material Safe. Glz. Finish Remarks Glaz'g Area SF Max. U- Value UA 3 3-8 1-0 slider Alu garage 3.66 4 3-8 1-0 slider Alu garage 3.66 5 3-8 1-8 awning Alu garage 6.11 6 3-8 1 -8 awning Alu garage 6.11 8 3-8 1-8 awning Alu 6.11 0.40 2.44 9 3-8 1-8 awning Alu 6.11 0.40 2.44 10 3-8 1 -8 awning Alu 6.11 0.40 2.44 11 3-8 1-8 awning Alu 6.11 0.40 2.44 12 3-8 1-8 awning Alu 6.11 0.40 2.44 13 3-8 1-8 awning Alu 6.11 0.40 2.44 14 3-8 1-8 awning Alu 6.11 0.40 2.44 15 16-0 6-10 sliding door Alu 4 units 109.33 0.40 43.73 16 3-0 5-6 picture, awning below Alu 16.50 0.38 6.27 17 1 -10 4-0 single hung Alu 7.33 0.42 3.08 18 1 -10 4-0 single hung Alu 7.33 0.42 3.08 19 3-0 5-6 picture, awning below Alu 16.50 0.38 6.27 20 3-1 2 -10 picture Alu trapezoid shape 8.74 0.40 3.50 21 7-6 6-10 sliding door Alu 3 units 51.25 0.40 20.50 22 3-8 1-0 slider Alu 3.66 0.40 1.46 23 3-8 1-0 slider Alu 3.66 0.40 1.46 24 3-8 1-0 slider Alu 3.66 0.40 1.46 25 3-8 1-0 slider Alu 3.66 0.40 1.46 26 5-0 6-10 sliding door Alu 34.17 0.40 13.67 27 4-0 5-0 picture, awning below Alu 20.00 0.38 7.60 28 3-0 1-8 picture Alu 5.00 0.33 1.65 Sub -Total AVERAGE U -VALUE 333.56 8.31 132.31 0.40 TOTAL 372.46 2.52 145.14 otes: Safety glass at all doors and side lltes. All windows and doors to be manufactured by Milgard u.n.o.. Contractor to verify all rough openings before ordering windows Windows Manufactured by Milgard Page 1 04 -04 -2008 DAWNA HOLLOWAY 134 S BRANDON ST SEATTLE WA 98108 RE: Permit No. D07 -042 1185844AVSTUKW Dear Permit Holder: City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writine and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 05/28/2008 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: er Marshall, t Technician Permit File No. D07 -042 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 April 9, 2007 Dawna Holloway 134 S Brandon St Seattle WA 98108 RE: CORRECTION LETTER #1 Development Permit Application Number D07 -042 Holloway Residence, Lot 1 -11858 44 Av S Dear Ms. Holloway, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Allen Johannessen, at 206 433 -7163, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerel'„ NM ifer rshall it Te ician encl File No. D07 -042 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director P:UenniferICorrection Letters \2007\D07 -041 Correction Ltr #I.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: February 26, 2007 Project Name: Holloway Residence, Lot 1 Permit #: D07 -042 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Plan shows a furnace room with interior louvered doors. The code requires "Appliances installed in an enclosure in which all combustion air is taken from the outdoors ... the enclosure is equipped with a solid weather stripped door and self- dosing device ". Please revise furnace room to meet code. (IRC M1701.4) 2. Detail 4 on sheet A4 shows slab insulation terminating below the floor. Slab-on-grade insulation, installed inside the foundation wall, shall extend downward from the top of the slab for a minimum distance of 24 inches or downward and then horizontally beneath the slab for a minimum combined distance of 24 inches. Revise the detail to show floor insulation to meet energy code requirements. (2004 WSEC 502.1.4.8, Table 6-1 option IV). 3. Please identify the type of siding that shall be used on the residence that is in compliance with the requirements of the Tukwila Municipal Code (TMC). (TMC 18.50.050). 4. Provide a detail that shows a method that meets code for roof ventilation. In addition, identify roof insulation. (IRC 806.1, 2004 WSEC Table 6-1 option IV) 5. Please provide a window and door schedule. Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. February 9, 2007 Dawna Holloway 134 S Brandon St Seattle WA 98108 Dear Ms. Holloway: Cizy of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D07 -042 Holloway Residence, Lot 1 -11858 44 Av S Steven M Mullet, Mayor This letter is to inform you that your permit application received at the City of Tukwila Permit Center on February 06, 2007 is determined to be incomplete. Before your application can continue the plan review process the following item from the following department needs to be addressed: Building Department: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the attached comments. Planning Department: Brandon Miles, at 206 431 -3684, if you have any questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Jennifer Marshall Permit Technician Enclosures File: D07 -044- P:Vennifer\Incomplete Letters\2007\D07 -042 Incomplete Ltr #1.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Determination of Completeness Memo Date: February 8, 2007 Project Name: Holloway Residence, Lot 1 Permit #: D07-042 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Engineered plans shall be original wet stamped and signed by the engineer. Please provide the "engineered plans sheets ", wet stamped and signed by the engineer. Should there be questions conceming the above requirements, contact the Building Division at 206 -431 -3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: February 8, 2007 Dawna Holloway D07 -041, D07 -042 118XX 44 Ave S LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. Tukwila Municipal Code (TMC) 18.50.050 specifies single family design standards. The homes that are proposed do not meet the following standards: 1. The plans submitted show metal siding. Homes must have an exterior siding that is residential in appearance including, but not limited to wood, clapboards, shingles or shakes, brick, conventional vinyl siding, fiber- cement siding, wood - composite panels, aluminum siding or similar materials. Materials such as smooth, ribbed or corrugated metal or plastic panels are not acceptable. 2. The home and accessory garage must have a roof that is residential in appearance including but no limited to, wood shakes or shingles, standing seam metal, asphalt composition shingles or tile, with a minimum roof pitch of 5:12. The current proposal does not have a roof pitch of at least 5:12. TMC 18.50.055 does allow the Director to modify the design standards regarding the pitch of the roof. The criteria for approval of a pitch flatter than 5:12 are as follows: a. The proposed roof pitch is consistent with the style of the house (for example modern, southwestern); b. If a flat roof is proposed, the top of the parapet may not exceed 25 feet in height; c. If a sloped roof is proposed, it must have at least 24 -inch eaves; and d. The house exhibits a high degree of design quality, including mix of exterior materials, detailing, articulation and modulation. Exception to the pitch roof can be allowed as a type II application. The application is enclosed. Please provide photo simulations of the proposed homes for staffs review ACTIVITY NUMBER: D07 -042 DATE: 04 -09 -07 PROJECT NAME: HOLLOWAY RESIDENCE, LOT 1 SITE ADDRESS: 11858 44 AV S Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: J Buiing Divisi n Public Works Complete Comments: Documents/routing slip.doc 2 -28 -02 C PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUT G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: Planning Division ❑ Permit Coordinator ❑ DUE DATE: 04-10-07 Not Applicable ❑ No further Review Required DATE: DUE DATE: 05-08-07 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 -042 DATE: 02 -21 -07 PROJECT NAME: HOLLOWAY RESIDENCE, LOT 1 SITE ADDRESS: 118XX 44 AV S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # After Permit Issued Being Public Works XI al • z3 • 0 7 DETERMINATIQN OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: - Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete E • PI nning Division Permit Coordinator Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 02-22-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 03-22-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D07 -042 DATE: 02 -06 -07 PROJECT NAME: HOLLOWAY RESIDENCE, LOT 1 SITE ADDRESS: 118XX 44 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Bui ing" Public Works DETERMINATION OF COMPLETENESS: (rues., Th rs.) Complete ❑ Comments: TUES/THURS ROUTING: Please Route n Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP till A 14 . 41 f -t Fire Prevention N. Structural 4 Planning Division Permit Coordinator DUE DATE: 02-08-07 Incomplete Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: Kill IA- / LETTER O COMPLETENESS MAILED: Departments determined incomplete: Bldg ] Fire ❑ Ping ] PW ❑ Staff Initials:� No further Review Required DATE: DATE: DUE DATE: 03-08-07 Approved with Conditions ❑ Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Contact Person: 1) of" ),J Pr City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 01 '11 01 t- ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Holloway Residence, Lot 1 Project Address: 11858 44 Av S Summary of Revision: O ea eQ 2 66. cQ I r, -00 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: /AUQ11. 1T66 Entered in Permits Plus on 0414711 \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: 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 Plan Check/Permit Number: D07-042 Steven M. Mullet, Mayor Steve Lancaster, Director crrif APR 492007i P ERAvrce vref . 4 Phone Number: zo ESA 33 22 Anton Adams -Fuchs OPA Design and Architecture 911 Western, suite 315 Seattle, WA 98104 Anton @opadesign.com Allen Johannessen Tukwila Building Division March 20, 2007 Corrections for Permit # D07 -042, the Holloway Residence Corrections Review Memo: 1. The floor plan on page A -2 now has a swinging door with appropriate notes to indicate it is self closing. There is also a note indicator to see below, where there is another note suggesting appropriate exterior air intake area. 2. There is now an additional piece of insulation on the slab detail (4/A -4) to completely insulate the exterior of the slab. There is also a note in the building section (1 /A4) indicating the preferred method of cutting the insulation at a 45° angle, so as not to expose the rigid insulation on the top of the slab. 3. Siding has been changed to vertical Hardi- Siding board and battens. Notes in elevations and details have been changed accordingly. 4. Structural Insulated Panels don't require additional roof ventilation. This was discussed between Anton and Allen on 3 -20 -07 and additional information about the S.I.P. panels (i.e. insulation and engineering values) is included in a packet of info included with this memo. 5. Window and exterior door schedule is included on floor plan, sheet A -2. Date: 127 i 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:/lwww.ci.tukwila.wa.us Revision submittals must be submitted In person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D07-042 Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Holloway Residence, Lot 1 Project Address: 1 18X 44 Av S Steven M Mullet, Mayor Steve Lancaster, Director RECEIVED CITY OF Tt .► ►f1/4/1( FEB 21 2007 zob Contact Person: Da(,/AII - } h ot) Phone Number: 851 33 22. Summary of Revision: - c-h, t 3i a i J ors Draw 035 are cteceftable. 4o Bob 3 Pn - e6I( 11) er (neer VIM 54 nv►led all talc l( rlic JS • �., errnv4oJ VYA es' NS %reed to comstAe-r utile roof- of aS t i r - ttes z , r+kv( .. • ham s.lb rn‘l e re g eermt sg'so ve c-tor • W. ftrtl`d • ett fat hue. to o or P beo .sec Cool (nod €rn S - -c. *61 is ace-eet-ettote, Sheet Number(s): "Cloud" or highlight all areas of revision Including date of revision Received at the City of Tukwila Permit Center by, Entered in Permits Plus on \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Residential Sewer Use C rtification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type It 555 4H Pcvc s Property Street Address "To Vsw LA 1.✓f} g1l % City aGLWA Owner's Name fito ( (ocAJAj ran don Owner's Mailing Address Sep . City State t34 3 Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Z O(o Si 8 3 32 2_ lb( SSi 3322 9'gtO8 ZIP State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) Single- family (free standing, detached only) 1.0 Multi - Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3 -Plex (0.8 RCE per unit) O 4 -Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 - If Multi- family, will units be sold individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes 1.6 2.4 3.2 For King County Use Only Account # No. of RCEs Monthly Rate 6 Month Rate Sewer District - p II, Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Lot Number Block Number Building Name ❑ No Signature of Owner /Representative Print Name of Owner /Representative Da(AidoN tkoltovJ 1057 (Rev. 10/04) White — King County Yellow — Local Sew Agency Pink — Sewer Customer King County Department of Natural Resources and Parks Wastewater Treatment Division Subdivision / Number_ ECEIVED CITY OFTUKWII-P FEB 0 6 2001 PEHMITCENTER Please report any demolitions of pre- existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre- existing building? kes ❑ No Was building on Sanitary Sewer? ❑ Yes RNo Sewer disconnect date: Type of building demolished? r� ar Request to apply demolition credit to ultiple buildings? ❑Yes ❑ No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewageTacilities shall bd•subject1 a cap ity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206- 684 -1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected dat ermination of a revised capacity charge. Date .2/(07 License Information License BABYCI *011RH Licensee Name BABY CONSTRUCTION INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601993211 Ind. Ins. Account Id #3 Business Type CORPORATION Address 1 134 S BRANDON ST Address 2 City SEATTLE County KING State WA Zip 98108 Phone 2067623322 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 12/8/1999 Expiration Date 2/19 /2008 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date BECK, BRIAN A Cancel Date 01/01/1980 Bond Amount Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #3 CBIC SE8079 02/01/2003 Until Cancelled $12,000.00 01/27/2003 #2 RLI INS CO SRS1003479 11/30/2001 Until Cancelled 02/26/2003 $12,000.00 01/29/2003 Look Up a Contractor, Electric; In 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= BABYCI *011 RH 05/09/2007 GENERAL NOTES STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCH - ITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT. REFER TO DIMENSIONS AND NOTES FOR SIZES AND LOCATIONS. DO NOT SCALE DRAWINGS. DIMENSIONS ARE TO FACE OF STUD OR MASONRY WALL AND CENTERLINE OF COLUMNS, UNLESS NOTED OTHER -WISE. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES RE- QUIRED TO PERFORM THE WORK. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR- INITIATED CHANGE PROPOSALS SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIRpENT. LIFE SAFETY AND FIRE PROTECTION GUARDRAILS OR HANDRAILS SHALL BE PROVIDED ON ALL OPEN SIDES OF STAIRS OR ELEVATED PLATFORMS. GUARDRAILS SHALL NOT BE LESS THAN 36" HIGH- HANDRAILS SHALL BE BETWEEN 34" AND 38" ABOVE STAIR NOSING. OPENINGS SHALL RESTRICT A 4" DIAMETER SPHERE FROM PASSING THROUGH. HANDGRIP SHALL BE NOT LESS THAN 1 1/2" NOR MORE THAN 2" IN CROSS - SECTIONAL DIMENSION. RETURN HANDRAILS AT ENDS. SMOKE DETECTORS SHALL BE HARD WIRED WITH BATTERY BACK -UP. STRAP WATER HEATER TO RESIST DISPLACEMENT FROM EARTHQUAKE ALL THERMAL AND ACOUSTIC BATT INSULATION SHALL HAVE A MAX. FLAME - SPREAD RATING OF 25 AND SMOKE DENSITY TEST OF 450 PER UBC 707. FOAM PLASTIC INSULATION SHALL HAVE A MAX. FLAME -SPREAD RATING OF 75 AND SMOKE DENSITY TEST OF 450. DOOR AND WINDOW NOTES WINDOW SUPPLIER SHALL REFER TO EXTERIOR ELEVATIONS AND SCHEDULES FOR CONFIGURATION AND OPERATION OF ALL WINDOW AND DOOR UNITS. MAINTAIN ALIGNMENTS AND FORMATS TO MEET DESIGN INTENT; ADJUST ROUGH OPENINGS AS NECESSARY. SUBMIT SHOP DRAWINGS FOR APPROVAL WINDOWS LABELED "EGRESS" ON DRAWINGS SHALL FULFILL FOLLOWING REQUIREMENTS: 5.7 SF MIN. NET OPEN AREA; 20" MIN. CLEAR OPEN WIDTH; 2° MIN. CLEAR OPEN HEIGHT; 44" MAX. SILL HEIGHT. EXTERIOR DOORS SHALL HAVE MIN. 1/2" THROW OR DEAD BOLT OR DEAD LATCH AND VISITOR OBSERVATION PORT. WINDOWS WITHIN 10' OF GRADE MUST BE CAPABLE OF BEING LOCKED. ALL LOCKS, INCLUDING DOOR LOCKS, MUST BE ABLE TO BE OPENED WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. WINDOWS WITHIN 24" OF A DOOR AND WITHIN 60" OF FLOOR, WINDOWS WITHIN 18" OF FLOOR, AND GLAZED DOORS, SHALL HAVE SAFETY GLAZING. EACH LIGHT SHALL BE PERMANENTLY MARKED PER UBC 2406.2. GLASS ENCLOSURES FOR SHOWER OR TUB, INCL. ALL DOORS AND PANELS SHALL BE LABELLED CATEGORY II. SWING DOORS OUTWARD. ENERGY CODE NOTES REQUIREMENTS OF THE 2004 WASHINGTON STATE ENERGY CODE AND VENTILATION AND INDOOR AIR QUALITY CODE SHALL BE FOLLOWED. VAPOR RETARDERS OF MIN. 4 MIL POLYETHYLENE OR KRAFT FACED MATERIAL SHALL BE INSTALLED ON THE WARM SIDE OF INSULATION. INSTALL MINIMUM 6 MIL BLACK POLYETHYLENE VAPOR BARRIER IN CRAWL SPACE. EXTERIOR JOINTS SHALL BE SEALED, CAULKED, GASKETED, OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. INTEGRATED FORCED -AIR VENTILATION SYSTEM: SHALL HAVE A 6" DIAMETER OR EQUIVALENT OUTSIDE AIR INLET DUCT WITH A HARD CONNECTION TO THE RETURN PLENUM. THIS DUCT SHALL BE EQUIPPED WITH A DAMPER REGULATING AIR FLOW TO A MINIMUM OF 0.35, BUT NOT GREATER THAN 0.50, AIR CHANGES PER HOUR. EXHAUST DUCTS SHALL HAVE BACK -DRAFT DAMPERS AND BE INSULATED TO R-4 IN UNCONDITIONED SPACES. ALL INTERIOR HEATING DUCTS SHALL BE INSULATED TO MINIMUM R-8 AND JOINTS TAPED. SINGLE WHOLE HOUSE FAN: WHEN PROVIDED, SHALL DELIVER A VOLUME OF AIR EQUAL TO .35 AIR CHANGES PER HOUR BUT NOT LESS THAN 15 CFM PER BEDROOM PLUS 15 CFM, BUT NOT MORE THAN .50 AIR CHANGES PER HOUR. WINDOWS IN HABITABLE ROOMS SHALL HAVE VENTS CAPABLE OF PROVIDING 15 CFM INTO EACH ROOM. SYSTEM SHALL BE EQUIPPED WITH 24 HOUR CLOCK TIMER. SPOT VENTILATION FANS: SHALL BE DUCTED TO OUTSIDE. KITCHEN FANS SHALL DELIVER 100 CFM, ALL OTHER FANS 50 CFM AT .25 INCHES OF WATER GAUGE. FIREPLACES, INCLUDING SOLID FUEL - BURNING APPLIANCES, SHALL HAVE TIGHT FITTING METAL OR GLASS DOORS AND OUTSIDE SOURCE OF COMBUSTION AIR OF 6" MIN. AREA, WITH AN OPERABLE DAMPER, DIRECTLY CONNECTED TO THE FIRE BOX, AND TIGHT - FITTING, READILY OPERABLE FLUE DAMPER OR APPROVED AUTOMATIC CONTROL. WATER HEATERS SHALL MEET REQUIREMENTS OF 1987 NAECA. ALL FAUCETS AND SHOWERHEADS SHALL LIMIT TOTAL FLOW TO A MAXIMUM OF 2.5 GPM; TOILETS TO NO MORE THAN 1.6 GALLONS PER FLUSH. I / TO SS CLEANOUT PER CIVIL ENGR. 0 0 LO w U z w CC w W 2 E w TO CATCH BASIN PER CIVIL ENGR. SS TL J I SIDEWALK DRIVEWAY (ALSO PAVED CONST. ACCESS) Zr) N r I" 7 DS TL 30' -6" 29' FD DRIVEWAY X 36" DEC SS COVERED COURT -- ....I -_ DS 'T`fP O.N - �• Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By No changes shall be made to the scope c" r:ez without prior approve! cf Tom' . ila Building DhAs :3131» h Tom: r vi : ;vn, will require a new plan submit I cr:i may include additional plan review fees. .11 TL 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 resubmittai of revised drawings for subsequent approval. 3/z3 /off a-ki GUTTER 36`- o N90 ° 00'00" E C SS x36" DEC 55'- SEPARATE PERMIT REQUYRED FOR: ?Mechanical ?EIS J Iumbing rGGas Piping City of Tukwila BUILDING DIVISION • 17 141.36' PLOT PLAN SCALE 1/8"-1'-0" WALL BELOW co r O r —METAL ROOF TYP. F;3 DS ROOF PLAN SCALE 1/8"=1'-0" FD FD 27' PERIMETER FILTER FENCE PERIMETER FILTER FENCE DS 1 J GUTTER [V FILE COMP Permit No. City of lilkwiia BUILDING DIVISION 7-9" NORTH NORTH x 48" DEC 2.• To Plan review approval is subject to errors and omission, Approval c; c:mr.tructiork documents does not authorize the vio!atcn c, ; cccepi:ed code or ordinance. Receipt Of app, cvc J C , _ ; C �d condtions is aclatatIri : 4 - BY Da ' PROPOS to FILL PIL a CATION 0 BE TARPED UNTIL THE APRIL 30) 1 14 10' REAR YD SETBACK ENERGY CODE DATA GLAZING AREA CALCULATIONS (See Door and Window Schedule A3) TOTAL WINDOW GLAZING AREA TOTAL SKYLIGHT GLAZING AREA TOTAL DOOR GLAZING AREA TOTAL GLAZING AREA 332.00 0.0 21.0 332.00 PERCENTAGE OF FLOOR AREA = 332.0/1495 *100 22.2% PRESCRIPTIVE COMPLIANCE PATH OPTION IV MAX. U -VALUE VERTICAL GLAZING: (NFRC Rating) 0.40 MAX. U -VALUE SKYLIGHTS: (NFRC Rating) .58 MAX. U -VALUE OPAQUE DOORS: 0.20 MIN. R- VALUE WALLS 21,0 MIN. R- VALUE VALTED CEILINGS 30.0 MIN. R- VALUE FLOORS 30.0 MIN. R- VALUE SLAB ON GRADE 10 HEATING SYSTEM TYPE: GAS, RADIANT FURNACE CAPACITY: 31,060 BTU/H FURNACE EFFICIENCY:MIN. 90% WHOLE HOUSE VENTILATION FLOW REQUIREMENTS MIN 100 CFM - MAX 150 CFM MAX SONE RATING 1.5 ALL HABITABLE ROOMS SHALL HAVE AN INDIVIDUAL FRESH AIR INLET. ALL DOORS SHALL BE UNDERCUT TO MIN. 1/2" A.F.F. WHOLE HOUSE VENTILATION UNITS SHALL HAVE THE CAPACITY FOR CONTINUOUS OPERATION, AND SHALL HAVE A MANUAL CONTROL AND AUTO MATIC CONTROL. PLOT PLAN NOTES SEE CIVIL ENGINEER'S DRAWING FOR EXISTING FIRE HYDRANT LOCATIONS, AND LOCATIONS OF PROPOSED CATCH BASINS, SAN. SEWER, WATER, STORM WATER, UTILITY EASEMENTS AND ROUTES, DRIVEWAY, ACCESS ROAD, ETC.. EROSION CONTROL NOTES * INSTALL TEMPORARY COVER MEASURES ON ALL DISTURBED AREAS. * INSTALL TEMPORARY COVER MEASURES ON STOCKPILES AND STEEP CUT AND FILL SLOPES. * RETAIN ONSITE ENOUGH COVER MEASURE MATERIALS SUFFICIENT TO COVER ALL DISTURBED AREAS. * STABILIZE CONSTRUCTION ACCESS. * PERMANENT SOIL STABILIZATION TO BE COMPLETE BY THE END OF AUGUST 2007. PROJECT TEAM OWNER: DAWNA HOLLOWAY ARCHITECT: PATRICIA BITTNER, AIA OPA DESIGN, INC. 911 WESTERN AVE. #315 SEATTLE, WA 98104 206- 624 -8129 patricia @opadesign.com STRUCTURAL ENGINEER: MARK CODISPOTI 17 19TH AVE KIRKLAND, WA 98033 425 -822 -9709 CIVIL ENGINEER: JOHN PITTMAN 12819 SE 38TH ST # 158 BELLEVUE, WA 98006 425- 562 -7226 TH A , ..,.. VICINITY MAPS PROJECT DATA PROPERTY OWNER: DAWNA HOLLOWAY PROPERTY ADDRESS: 11858 44th AVE S. TUKWILA, WA LEGAL DESCRIPTION: THE SOUTH HALF OF LOT 11, ALL OF LOT 12 AND ALL OF LOT 13 IN BLOCK 5 OF C.D. HILLMAN'S MEADOW GARDENS ADDITION TO THE CITY OF SEATTLE, DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 12 OF PLATS, PAGE 64, IN KING COUNTY, WASHINGTON PARCEL ID #: 3347401025 LAND USE NOTES HOUSING TYPE: NEW SFR ZONING: LDR STRUCTURE HEIGHT * MAX. ALLOWABLE STRUCTURE HEIGHT = 30' ABV. LOWEST FINISHED OR EXISTING GRADE * PROPOSED HEIGHT = 15' ABV. LOWEST FINISHED OR EXISTING GRADE LOT COVERAGE * TOTAL LOT AREA 7068 SQ. FT. * MAX ALLOWABLE LOT COVERAGE: 35% OF LOT AREA UP TO 6500 SQ. FT. SUBTRACT .125% PER EACH ADDITIONAL 100 SQ. FT. (568 ADDTL SQ. FT., SO, 5.68X0.125 =0.71 % REDUCTION OR 34.29% MAX LOT COVERAGE ) TOTAL ALLOWABLE LOT COVERAGE = 2423.62 SQ. FT * TOTAL PROPOSED LOT COVERAGE: 2,274 SQ. FT. REAR LOT SETBACK =10' FRONT LOT SETBACK =20' FLOOR AREA FLOOR AREA: 1558 SQ. FT. GARAGE: 351 SQ. FT. COVERED DECKS /PATIOS: 365 SQ. FT TOTAL: 2,274 SQ. FT. INDEX TO DRAWINGS Al A2 A3 A4 PLOT PLAN, ROOF PLAN, NOTES & PROJECT DATA MAIN FLOOR PLAN EXTERIOR ELEVATIONS BUILDING /ENGR SECTION & DETAILS 52.1 FOUNDATION AND FRAMING NOTES S2.2 ROOF FRAMING PLAN AND STRUCT. NOTES CIVIL ENGINEERING PLAN AND SURVEY NORTH REVIEWED FOR CODE COMPLIANCE APPROVED APR 13 2007 911 Western Suite 315 Seattle WA 98104 206- 624 -8129 info @opadesign.com www.opadesign.com Dawna Holloway 11858 44th Ave. S. Tukwila WA REGISTERED ARCHITECT 8907 issue: Permit content: Plot Plan Project Data February 5, 2007 progress remarks date revision # date revision # date revision # date revision # date revision # A -1 design and architecture PE CITY OF T(i L . FEB 0 5 7007 PERM TGENTER sheet number COPYRIGHT 2007 ALL INFORMATION, EITHER DRAWN, WRITTEN, OR IMPLIED, APPEARING IN THIS DOCUMENT SHALL NOT RE DUPLICATED, DISCLOSED, OR OTHERWISE USED WITHOUT THE WRITTEN PERMISSION OF THE AUTHOR. tx1--OLIL EXTERIOR DOOR SCHEDULE Mark Door Width Size Height Type Mat- erial Finish Remarks Glaz'g Area SF Max. U- Value UA 1 3-0 6-8 exterior door Wood Paint inward swing 20.00 0.33 6.60 2 2 -10 6-8 exterior door Wood Paint inward swing 18.90 0.33 6.24 38.90 0.66 12.84 WINDOW SCHEDULE Mark Rough Width Open'g Height Type Material Safe. GIz. Finish Remarks Glaz'g Area SF Max. U- Value UA 3 3-8 1 -0 slider Alu garage 3.66 4 3-8 1 -0 slider Alu garage 3.66 5 3-8 1 -8 awning Alu garage 6.11 6 3-8 1 -8 awning Alu garage 6.11 8 3-8 1 -8 awning Alu 6.11 0.40 2.44 9 3-8 1 -8 awning Alu 6.11 0.40 2.44 10 3-8 1 -8 awning Alu 6.11 0.40 2.44 11 3-8 1 -8 awning Alu 6.11 0.40 2.44 12 3-8 1 -8 awning Alu 6.11 0.40 2.44 13 3-8 1 -8 awning Alu 6.11 0.40 2.44 14 3-8 1 -8 awning Alu 6.11 0.40 2.44 15 16-0 6-10 sliding door Alu 4 units 109.33 0.40 43.73 16 3-0 5-6 picture, awning below Alu 16.50 0.38 6.27 17 1 -10 4-0 casement (egress) Alu 7.33 0.42 3.08 18 1 -10 4-0 casement (egress) Alu 7.33 0.42 3.08 19 3-0 5-6 picture, awning below Alu 16.50 0.38 6.27 20 3-1 2 -10 picture Alu trapezoid shape 8.74 0.40 3.50 21 7-6 6-10 sliding door Alu 3 units 51.25 0.40 20.50 22 3-8 1 -0 slider Alu 3.66 0.40 1.46 23 3-8 1 -0 slider Alu 3.66 0.40 1.46 24 3-8 1 -0 slider Alu 3.66 0.40 1.46 25 3-8 1 -0 slider Alu 3.66 0.40 1.46 26 5-0 6-10 sliding door Alu 34.17 0.40 13.67 27 4-0 5-0 picture, awning below Alu 20.00 0.38 7.60 28 3-0 1 -8 picture Alu 5.00 0.33 1.65 i Notes: Sub -Total AVERAGE U -VALUE TOTAL 333.56 8.31 132.31 372.46 0.40 2.52 145.14 Safety_ glass at all All windows and doors Contractor to \erify * Windows Manufactured doors and sidelites. _ to be manufactured by Milgard u.n. all rough openings before ordering windows by Milgard �..._...... ..._uu.w LERESTORY WNDWS ABV, TYP. GARAGE S.O.G. COURT YARD RECYCLED PAVERS OPEN TO • ABOVE 3/0x618 FRIDGE EXPOSED GLU -LAM SEE RCP 1 GREAT ROOM :: S.O.G. :: LERESTORY:: WNDWS • • ABV, TYP. . . TILITY ROOM S.O x in LSING DRS SOLID PANEL & WEATHERSTRIPPED SEE NOTE BELOW: FURNACE w/ EXT AIR I W 11 D BATH (i)(50 CFM) BATH RM S.O.G. BATH BATH RM DRESSING S.O.G. W.I.C. S.O.G. (2)2/6x6/8 RI -PASS DRS • ' 5D • • MASTER BEDRM 5 (2)3/0x6/8 BI ; PASS DRS 3 OSD BEDRM S.O.G. HALL : • • C(100 CFM) WHOLE HOUSE FAN. • S.O.G. 2/1 0x6/8 WALKWAY WOOD DECK'G WALKWAY WOOD DECKG 14 89' 16' 36' EXTERIOR WDW SCREEN W/ BARN DR. HARDWARE/ TRACK ABV. 24' SCALE 1/4"=1'-0" O SD BEDRM S.O.G. 13 (2)310x6/8 BI -PASS DRS 12' MAIN FLOOR PLAN NOTE: VERTICAL AIR INTAKE THROUGH ROOF FOR COMBUSTION SHALL HAVE 1 SQ IN OF OPENING PER EVERY 4000 BTUs OF OUTPUT. PROPOSED 31,000 BTU FURNACE, SO MIN. 8 SQ. IN. OF INTAKE OPENING AREA. 4 �c CD NORTH REVISED e5 CODE COMPLIANCE APPROVED APR 13 2 CiW Of Tukwila , IN D.:. IQ _- RECEIVED OtlY C74 TI I K4 ILA APR 0 9 2007 r'' ri;f 4 tirGa1J�trt CORRECTION LTR# d esign and architecture 911 Western Suite 315 Seattle WA 98104 206 -624 -8129 info @opadesign.cam www.opadesign.com Dawna Holloway 11 858 44th Ave. S. Tukwila WA issue:Permit content: Floor Plans February 5, 2007 progress remarks 3 -20 revision # 1 date revision # date revision # date revision # date revision # A -2 sheet number COPYRIGHT 2007 ALL INFORMATION, ETHER DRAWN, WRTTEN, OR IMPLIED, APPEARING IN THIS DOCUMENT SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE USED WITHOUT THE WRITTEN PERMISSION OF THE AUTHOR. C +8.25 T.O.P. e T.O.S. -0. 50 GRADE METAL FASCIA +9.75 s T.O.P. HARDI PANEL +8.25 T.O.P. (SOUTH POD) +8.00 C T.O.P. (NORTH POD) 0 O +11.75 T.O.P. OPEN HARDI TRIM HARDI PANEL ROLL UP DR 0 +8.00 T.Q.P. EAST ELEVATION SCALE 1/4"- f-0° O GARAGE EAST ELE. 5 I SCALE 1/4"=1'-0" 0 15 SG SCREENS W/ BARN DR TRACK +9.75 T.O.P. 0 SCALE 1/4"=1'-0" SG SCALE 1/4"-l'-0" 0 SOUTH ELEVATION ROLL UP DR 2 NORTH ELEVATION 12 1 ROOF OPENING HARDI PANE HARDI PANEL 0 EGRESS EGRESS NOTE: LOWER PLATE HEIGHT DICTATED BY TOP OF SIP TERMINATING 3" BELOW BOTTOM OF GLU -LAM BEAM. SITE VERIFY 2:12 PITCHED ROOF WITH 9" NOMINAL SIP THICKNESS. 12 WEST ELEVATION SCALE 1/4 " -1'-0" 2 a• 17-4 L 1-115- GI •I 1 - fTh COURT INTERIOR EAST SCALE 1/4"=1'-0° GLB TAILS HARDITRIM +9.75 +8.25 T.O.P. HARDI SIDING VERTICAL BATTENS T.O.P. +0.00 +8.25 T.O.P. +0.00 T.O.S. -0.50 GRADE T.O. SLAB REVItWED FOR CODE COMPLIANCE APPROVED APR 13 71117 City Tukwila RECEIVED CITY OI"TIJKWT APR 0 9 2007 PERM I . • d esign and architecture 911 Western. Suite 315 Seattle WA 98104 206- 624 -8129 info @opadesign.com www.opadesign.com Dawna Holloway 11858 44th Ave. S. Tukwila WA issue: Permit February 5, 2007 progress remarks 3 -20 revision # 1 date revision # date revision # date revision # date revision # A -3 sheet number COPYRIGHT 2007 ALL INFORMATION, EITHER DRAWN, WRITTEN, OR IMPLED, APPEARING IN THIS DOCUMENT SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE USED WITHOUT THE WRITTEN PERMISSION OF THE AUTHOR. KEYNOTES 0 (R) TYPICAL ROOF CONSTRUCTION �/ * ROOFING SYSTEM PER ELEVATIONS * METAL RAISED SEAM ROOFING * 8" ROOF SIP R -30 * FRAMING PER PLAN * 5/8° GWB @ CEILINGS 0 TYPICAL EXTERIOR WALL CONSTRUCTION * SIDING PER ELEVATIONS * 15# BUILDING PAPER * 1/2" APA RATED CDX PLYWOOD (NAIL PER SW SCHEDULE) * 2X6 STUDS @ 24" O_C. * R -21 FIBERGLASS BATT INSULATION * 1/2" GWB INTERIOR FINISH 0 TYPICAL INTERIOR WALL CONSTRUCTION * 2X4 STUDS @ 24° D.C. * 1/2" GWB EACH SIDE 0 TYPICAL GARAGE WALL CONSTRUCTION * 2X4 STUDS @ 24" D.C. * 1/2" GWB EACH SIDE 0 ( F 1 TYPICAL SLAB FLOOR CONSTRUCTION �J * 4" CONCRETE SLAB W/ 6X6/ 10X10 WELDED WIRE FABRIC * 6 MIL VAPOR BARRIER * 4" GRAVEL BASE * R -10 RIGID INSULATION THROUGHOUT F2 TYPICAL GARAGE SLAB FLOOR CONSTRUCTION * 4" CONCRETE SLAB WI 6X6/ 10X10 WELDED WIRE FABRIC * 6 MIL VAPOR BARRIER * 4" GRAVEL BASE " R -10 RIGID INSULATION THROUGHOUT 0 TYPICAL FURRED DOWN CEILING • 2X4 CEILING JOISTS @ 24" O.C. * 5/8" GWB R -10 RIGID INSULATION UNDER ENTIRE INTERIOR SPACE, PLACE VERTICAL PIECE NEXT TO SLAB AND CUT TIP © 45° ANGLE TO ALLOW SLAB TO CONTINUE UNDER WALL r " r l ► . l wr ■rr r " ■r rrr.. ++ �� r ■" ■r i irri�� ..................... ............................... i � 1:.�. + + + +r ++ � f Miiiiir * +` i. � +8 00 I I ,, l{:::: : � :..��iir T.O.P. SECTION AA SCALE 1/4"= 1 +8.00 T.Q.P. rR•••■ = =•••1 I) 1 Igongwlmwggl g •IIIIIIi'IUMIIIIIII'IIIIIIIIIIII IIIIIII'IIIiI111111: 1::::= 1: 111 111 11 11111111111111 111111111111:111:P1:::11 §1111101111:::111_:11111 11:= A 0 i r 10 +8.25 T.O.P. +0.00 T.O.S. GRADE S R -10 RIGID INSULATION UNDER ENTIRE INTERIOR SPACE, PLACE VERTICAL PIECE NEXT TO SLAB AND CUT TIP @ 45° ANGLE TO ALLOW SLAB TO CONTINUE UNDER WALL ■ " MMMrwrwi' � :r�: 8 ~" T.O.P SECTION BB SCALE 1/4 ° =1' -0" SCALE 1/4' SECTION CC SCALE 3/4 " =1' -0" 0 2 SIDING - REFER TO EXT. ELEVS. 15# BLDG. PAPER 1/2" CDX PLYWD. -- FOR NAILING REFER TO STRUCTURAL NOTES FREE - DRAINING GRANULAR FILL GEOTEXTILE FILTER CLOTH +12.00 T.O.P. o 4-1 PANEL SCREWS @ 12" MAX wI 1" (MIN) PENETRATION @ CONT SHAPED BLOCKS AND BEAMS HARDI TRIM FLASHING PER SIDING MANUF. SPECS. VERTICAL HARDI SIDING 0/ 15# BUILDING PAPER Of 1/2 CDX PLYWOOD 0/ 2X6 FRAMED WALL W/ R -21 BATTS 0/ 5/8 GWB 1 EVE /GUTTER DETAIL SCALE 3/4 " =1' -0" SHAPED 1 -1/4" LSL BLOCK CONT BETWEEN BEAMS W/ (3) "A34" TO TOP PL 2x6 STUDS @ 24" o.c. (MAX) DBL STUDS @ BEAMS PANEL SCREWS @ 12" MAX w/ 1" (MIN) PENETRATION @ CONT SHAPED BLOCKS AND BEAMS SHAPED 1 -1/4" LSL BLOCK CONT BETWEEN BEAMS W/ (3) "A34" TO TOP PL 1/4" BEAD BOARD TRIM BOARD "F" ALUM. REVEAL 5/8" GWB ROOF JOINT DETAIL SCALE 3/4 " =1' -0" 2' HARDITRIM 0/ 15# BUILDING PAPER 0/ 1/2" CDX PLYWOOD 0/ R -21 BATTS KERF IN BEAM FOR CONT. FLASHING ROOF FLASHING T PER MANUF. SPECS SI "A34" 24" o.c. CHAMPION HI -RIB ROOF PANEL 0/ 30# BUILDING PAPER lila (INSTAL L AND FLASH PER MANUF. �� �- (3) 2x4 POST BELOW 24' LONG BEAMS z_ #4 CONT. @ OPENINGS 1' -0" OVERLAP GEOTEXTILE FILTER CLOTH FOUNDATION DETAIL SCALE 3/4 " =1' -0" 1' -6" d w . #4 @ 18" O.C. (2) #4 BARS, CONT. ONT PERIMETER FTG PER PLAN BEAR ON FIRM UNDISTURBED SOIL 4" PERF. FTG. DRAIN 4" 0 TIGHTLINE INDEPENDENT OF FTC. DRAIN 4 2X STUDS @ 24" O.C. INT BEARING WALL 2X P.T. SILL PL. WI 5/8" X 10" A.B. @4' -0" 0.0 U.O.N. -REFER TO SHEAR WALL SCHED. . 4 FOUNDATION DETAIL SCALE 3/4 " =1' -0" °PANEL SCREWS @ 12" (MAX) W/ 1" (MIN) PENETRATION @ RAKED DBL TOP PL. SEE MANUF SPECS FOR OTHER DETS. IWI 11 = 1 Mama WPM BEADBOARD CEILING FINISH EXPOSED GLU -LAM VERTICAL HARDI SIDING of 1/2" CDX PLYWOOD 0/ 2X6 STUDS @ 24" O -C_ w/ R-21 BATTS of 5/8" GWB 4" 1' MIN. i #4 BARS, CONT. BOT. -BEAR ON FIRM 4" UNDISTURBED SOIL PATIO ROOF JUNCTION 1' -0° OVERLAP FAO MEMMUIME 1/2" GWB 2X6 STUDS @ 24 "O.C. R -21 INSULATION 2X6 P.T. SILL PL. W/ 5/8" A. BOLTS @ 48" o.c. 4" CONC. SLAB PER PLAN w/ R -10 RIGID INSUL. H CONT, TOP (TYP) 8" CONC STEM WALL W/ #4V @ 16° o.c. AND #4 H @ 12" o.c. MAX CONT CONC FTG PER PLAN W/ (2) #4 H CONT BOTT SEE PLAN 4" FS PERF. FTG. DRAIN 4" 0 TIGHTLINE INDEPENDENT OF FTG. DRAIN 4 FOUNDATION DETAIL SCALE 3/4 " =1' -0" R V APPROVE co o VE® R QPR 1 3 2aa1 City Of Tukwila • DIVISION memo e,r,l APR 0 9 2007 P 911 Western. Suite 315 Seattle WA 98104 206 - 624 -8129 info@opadesign.com www.opadesign.com Dawna Holloway 11858 44th Ave. S. Tukwila WA issue: Permit content: Sections Details Project Data February 5, 2007 progress remarks 3 -20 revision # 1 date revision # date revision # date revision # date revision # design and architecture A -4 sheet number COPYRIGHT 2007 ALL INFORMATION, EITHER DRAWN, WRITTEN, OR IMPLIED, APPEARING IN THIS DOCUMENT SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE USED WITHOUT THE WRITTEN PERMISSION OF THE AUTHOR. "STHD14" EMBED STRAP TIP. 2 PLACES "STHD14" EMBED STRAP TYP. 2 PLACES FOUNDATION NOTES: M Zo 1. FOUNDATION DESIGN IS BASED UPON AN ASSUMED ALLOWABLE BEARING PRESSURE OF 2000 POUNDS PER SQUARE FOOT FOR DEAD PLUS LIVE LOADS 2. ALL FOOTINGS AND SLABS TO BEAR ON FIRM, UNDISTURBED GROUND OR PROPERLY PREPARED STRUCTURAL FILL PLACED UPON FIRM, UNDISTURBED SOIL 3. ALL EXTERIOR FOOTINGS SHALL BE 18" MINIMUM BELOW ADJACENT FINISH EXTERIOR GRADE 4. PROVIDE SLAB CONTROL AND /OR CONSTRUCTION JOINTS AT APPROXIMATELY 20' CENTERS IN EITHER DIRECTION (WITH A MAXIMUM OF 500 SQUARE FEET OF SLAB BETWEEN JOINTS) 5. REFER TO THE ROOF FRAMING PLAN FOR SHEAR WALL LOCATIONS AND HOLD DOWN REQUIREMENTS 6. ANCHOR ALL DESIGNATED SHEAR WALLS WITH 5/8" DIAMETER ANCHOR BOLTS SPACED AT 48" (MAXIMUM) CENTERS 7. VERIFY ALL DIMENSIONS WITH THE MAIN FLOOR ARCHITECTURAL PLANS 8. REFER TO ARCHITECTURAL PLANS FOR SIZE AND LOCATION OF ANY ITEMS EMBEDDED IN CONCRETE 18' GE CODES 11' "STHD14" EMBED STRAP TYP. 2 PLACES "STHD14" EMBED STRAP TYP. 2 PLACES \ N 6" MIN CONC STEM WALL 12 "W(min)x8"D CONC FTG 3" @ FTG (typ) is r "STHD14" EMBED STRAP NERAL STRUCTURAL NOTES: ROOF LIVE LOAD 20 PSF SNOW LOAD 25 PSF FLOOR LIVE LOAD 40 PSF 2003 INTERNATIONAL BUILDING CODE (IBC 2003) 2003 INTERNATIONAL RESIDENTIAL CODE (IRC 2003) DESIGN LOADS 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 /2" 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.) WIND LOAD DESIGN PARAMETERS BASIC WIND SPEED = 85 MPH (3 -SEC GUST); WIND EXPOSURE CATEGORY "B "; BUILDING CATEGORY II; IMPORTANCE FACTOR Iw = 1.0; DESIGN PER SIMPLIFIED METHOD (IBC SECT 1609.6) EARTHQUAKE DESIGN PARAMETERS OCCUPANCY FACTOR Ie = 1.0; SEISMIC USE GROUP I; SOIL SITE CLASSIFICATION D (ASSUMED); PROJECT COORD: LAT 47.624, LONG - 122.116; SEISMIC DESIGN CATEGORY D2; BASIC FORCE RESISTING SYSTEM 1.K (IBC TABLE 1617.6.2); R=6.5 FOUNDATION 1. FOUNDATION DESIGN IS BASED UPON AN ASSUMED ALLOWABLE SOIL BEARING PRESSURE OF 2000 POUNDS PER SQUARE FOOT FOR DEAD PLUS LIVE LOADS. THE ASSUMED ALLOWABLE BEARING PRESSURE IS INCREASED ONE THIRD FOR SHORT TERM LATERAL LOADS. THE OWNER OR TRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION ALL ASSUMED BEARING PRESSURE CAPACITIES. 2. ALL FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ON FILL COMPACTED TO 95% MAXIMUM DENSITY PER ASTM D -698. EXTERIOR FOOTINGS SHALL BE 18 INCHES MINIMUM BELOW ADJACENT FINISH EXTERIOR GRADE. CONCRETE 1. ALL CONCRETE SHALL MEET ACI -318 STANDARDS IN ESTABLISHING PROPORTIONS FOR SPECIFIED STRENGTH. 2. MINIMUM CONCRETE STRENGTH: F'c = 2500 PSI (MIN 28 DAY COMPRESSIVE STRENGTH) FOR ALL FOOTINGS, STEM WALLS AND SLABS. TYPICAL SLAB ON GRADE: 4" CONCRETE SLAB WITH 6X6 -W 1.4XW1.4 WWF MESH REINFORCING, PLACE @SLAB MID- DEPTH, OVER 4 MIL (MW) VAPOR BARRIER OVER 4" (MIN) CLEAN, FREE DRAINING GRAVEL REINFORCING STEEL 48' 12 "W THICKENED I SLAB FTG CENTER UNDER INT_ BEARING WALL I I �`iFP I. ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 40 MINIMUM (FY = 40,000 PSI). 2. PLACE REINFORCING STEEL IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES." LAP CONTINUOUS REINFORCING BARS 30 BAR DIAMETERS, 24" MINIMUM (UNLESS OTHERWISE NOTED). REINFORCING STEEL SHALL BE SECURELY TIED TO PREVENT ANY MOVEMENT DURING CONCRETE PLACEMENT. STRUCTURAL TIMBER 1. ALL LUMBER SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED: 2 x STUDS HF STUD OR STANDARD GRADE (E = 1,200,000 PSI) 2 x LUMBER (2 x 6 and larger) ... HF NO.2 (E = 1,300,000 PSI) 4 x LUMBER DF NO.2 (E = 1,600,000 PSI) 4 x LUMBER (where noted) DF NO.1 (E = 1,700,000 PSI) 6 x LUMBER DF NO.I (E = 1,600,000 PSI) 2. ALL LUMBER SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER" LATEST EDITION AND SHALL HAVE A MAXIMUM MOISTURE CONTENT OF 19 PERCENT. 3. UNLESS OTHERWISE NOTED, MINIMUM WOOD FRAMING REQUIREMENTS TO BE PER IBC SECTION 2304 (GENERAL CONSTRUCTION REQUIREMENTS) AND SECTION 2308 (CONVENTIONAL LIGHT FRAME CONSTRUCTION PROVISIONS). 5. WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH A WATER BORNE PRESERVATIVE OR OTHERWISE DECAY RESISTANT SUBSTANCE PER IBC STANDARDS. PAINT ALL CUTS MADE AFTER TREATMENT WITH 2 BRUSH COATS OF AN APPROVED PRESERVATIVE. 6. ALL HANGER AND HARDWARE CALL OUTS ARE BY SIMPSON STRONG - TIE, INC. OF SAN LEANDRO, CALIFORNIA. EQUIVALENT CAPACITY HANGERS BY OTHER MANUFACTURERS ARE ACCEPTABLE UPON ENGINEER'S APPROVAL. HANGERS TO BE NAILED AS PER MANUFACTURER'S REQUIREMENTS. 2 4. SPECIAL NAILING SPECIFIED IN DETAILS AND SHEAR WALL NAILING TO BE WITH COMMON NAILS. UNSPECIFIED NAILING TO BE WITH COMMON OR BOX NAILS PER IBC TABLE 2304.9.1 FASTENING SCHEDULE. L GLUED LAMINATED TIMBER ROOF SIPS WALL SHEATHING 15 "Wx8 "D (typ) PERIMETER FOOTING 3 -1/2" L_ 12 "W THICKENED t . ' SLAB FTG CENTER UNDER INT. BEARING WALL r SLAB ON GRADE 11 -1/2" L� I. GLUED LAMINATED TIMBER SHALL BE DOUGLAS FIR COAST REGION, INDUSTRIAL GRADE, KILN DRIED, STRESS GRADE COMBINATION 24F -V4 DF/DF FOR SIMPLE SPAN BEAMS AND 24F -V8 FOR CANTILEVERED OR CONTINUOUS BEAMS OVER TWO OR MORE SUPPORTS. O Bo 2. GLUED LAMINATED TIMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH AITC SPECIFICATIONS AND PS56 -73 PRODUCT STANDARDS. ADHESIVE TO BE EXTERIOR TYPE. PROVIDE STANDARD TWO THOUSAND FOOT (2000') RADIUS CAMBER UNLESS OTHERWISE LABELED. LAMINATED VENEER, AND PARALLEL STRAND LUMBER 1. LAMINATED VENEER LUMBER (LVL) SHALL CONFORM TO NES REPORT NUMBER NER -126. ADHESIVES SHALL BE WATERPROOF PER ASTM D -2559. Fb = 2600 PSI, MINIMUM. 2. PARALLEL STRAND LUMBER (PSL) SHALL CONFORM TO NES REPORT NUMBER NER -292. ADHESIVES SHALL BE WATERPROOF PER ASTM D -2559. Fb = 2900 PSI. 1. ROOF STRUCTURAL INSULATED PANELS (SIPS) SHALL BE MANUFACTUREDBY AN APPROVED FABRICATOR. PANEL DESIGN TO BY MANUFACTURER AND TO PROVIDE FOR THE FOLLOWING LOADS SPECIFIED ABOVE. DEFLECTION LIMITS SHALL BE AS PER UBC TABLE 16-D. 2. THE PANEL SUPPLIER SHALL SUBMIT SHOP ERECTION AND PANEL DETAIL DRAWINGS AND DESIGN CALCULATIONS TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUCH SHOP DRAWINGS AND CALCULATIONS SHALL BE STAMPED BY A STATE OF WASHINGTON CIVIL OR STRUCTURAL ENGINEER. SHOP DRAWINGS SHALL SPECIFY ALL PANEL CONNECTIONS. 3. EACH PANEL SHALL BEAR THE QUALITY CONTROL STAMP AND MANUFACTURING DATA AS PER IBC STANDARDS. I. ALL WALL SHEATHING PANELS SHALL BE APA RATED AND APPROVED AND SHALL BEAR THE APA TRADEMARK. EITHER PLYWOOD OR ORIENTED STRAND BOARD WITH APA AND ICBO APPROVAL MAY BE USED. ALL ADHESIVES SHALL CONFORM TO APA SPECIFICATION AFG -01. L o co I co 12 "Wx8 "D TH ICKENED SLAB FTG 24' t FOUNDATION SCALE 1/4".. 2. PROTECT WALL SHEATHING FROM PROLONGED EXPOSURE TO MOISTURE. 3. WOOD WALL SHEATHING TO BE MIN 7/16" APA RATED SHEATHING. NAILING SHALL BE AS FOLLOWS: 8d NAILS SPACED AT 6" (MAXIMUM) CENTERS ALONG ALL PANEL EDGES AND AT BLOCKING AS CALLED OUT IT DETAILS. 4. NAIL INSTALLATION: NAIL HEADS MAY PENETRATE 1/16" INTO SKIN OF THE SHEATHING PANEL WITH NO REDUCTION IN ALLOWABLE NAIL CAPACITY. NOT MORE THAN 20% OF THE NAILS MAY PENETRATE UP TO 1/8 INCH INTO PANELS. NAILS DRIVEN DEEPER THAN 1/8 INCH AND LESS THAN 1/4 INCH SHALL RATED AT 2/3 THE CODE TABULATED ALLOWABLE VALUE. PROVIDE ONE ADDITIONAL NAIL FOR EVERY OVERDRIVEN PAIR. NAILS DRIVEN IN EXCESS OF 1/4 INCH SHALL BE ENTIRELY DISCOUNTED AS A DIAPHRAGM FASTENER REQUIRING AN ADDITIONAL NAIL WITHIN 2" OF THE OVER - DRIVEN NAIL. INSPECTIONS 15 "Wx8 "D (typ) PERIMETER FOOTING 8" STEM WALL T.O.W. = T.Q.S. "STHD14" EMBED STRAP (TYPICAL 2 PLACES) NORTH INSPECTIONS ARE TO BE PER IBC SECTION 109 AND IBC CHAPTER 17. INSPECTIONS TO BE BY THE BUILDING OFFICIAL OR AN APPROVED INDEPENDENT TESTING LAB. V01 REV CODE APPROVED APR 13 2to1 City Of Tukwila WI ION I d esign and architecture 911 Western. Suite 315 Seattle WA 98104 206 -624 -8129 info @opadesign.com www.opadesign.com Dawna Holloway 11 858 44th Ave. S. Tukwila WA Southiot issue:Permit content: Foundation Plan February 5, 2007 progress remarks date revision # date revision # date revision # date revision # date revision # S -2.1 sheet number COPYRIGHT 2007 ALL INFORMATION, EITHER DRAWN, WRITTEN, OR IMPLIED, APPEARING IN THIS DOCUMENT SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE USED WITHOUT THE WRITTEN PERMISSION OF THE AUTHOR. RECEIVED CITY OF vwiLA FEB 0 5 7007 PERMITCENTER SLOPE SLAB DOWN L I < SLAB ON GRADE e 9" MIN IT 'i II 11 "STHD14" EMBED STRAP TIP. 2 PLACES "STHD14" EMBED STRAP TYP. 2 PLACES FOUNDATION NOTES: M Zo 1. FOUNDATION DESIGN IS BASED UPON AN ASSUMED ALLOWABLE BEARING PRESSURE OF 2000 POUNDS PER SQUARE FOOT FOR DEAD PLUS LIVE LOADS 2. ALL FOOTINGS AND SLABS TO BEAR ON FIRM, UNDISTURBED GROUND OR PROPERLY PREPARED STRUCTURAL FILL PLACED UPON FIRM, UNDISTURBED SOIL 3. ALL EXTERIOR FOOTINGS SHALL BE 18" MINIMUM BELOW ADJACENT FINISH EXTERIOR GRADE 4. PROVIDE SLAB CONTROL AND /OR CONSTRUCTION JOINTS AT APPROXIMATELY 20' CENTERS IN EITHER DIRECTION (WITH A MAXIMUM OF 500 SQUARE FEET OF SLAB BETWEEN JOINTS) 5. REFER TO THE ROOF FRAMING PLAN FOR SHEAR WALL LOCATIONS AND HOLD DOWN REQUIREMENTS 6. ANCHOR ALL DESIGNATED SHEAR WALLS WITH 5/8" DIAMETER ANCHOR BOLTS SPACED AT 48" (MAXIMUM) CENTERS 7. VERIFY ALL DIMENSIONS WITH THE MAIN FLOOR ARCHITECTURAL PLANS 8. REFER TO ARCHITECTURAL PLANS FOR SIZE AND LOCATION OF ANY ITEMS EMBEDDED IN CONCRETE 18' GE CODES 11' "STHD14" EMBED STRAP TYP. 2 PLACES "STHD14" EMBED STRAP TYP. 2 PLACES \ N 6" MIN CONC STEM WALL 12 "W(min)x8"D CONC FTG 3" @ FTG (typ) is r "STHD14" EMBED STRAP NERAL STRUCTURAL NOTES: ROOF LIVE LOAD 20 PSF SNOW LOAD 25 PSF FLOOR LIVE LOAD 40 PSF 2003 INTERNATIONAL BUILDING CODE (IBC 2003) 2003 INTERNATIONAL RESIDENTIAL CODE (IRC 2003) DESIGN LOADS 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 /2" 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.) WIND LOAD DESIGN PARAMETERS BASIC WIND SPEED = 85 MPH (3 -SEC GUST); WIND EXPOSURE CATEGORY "B "; BUILDING CATEGORY II; IMPORTANCE FACTOR Iw = 1.0; DESIGN PER SIMPLIFIED METHOD (IBC SECT 1609.6) EARTHQUAKE DESIGN PARAMETERS OCCUPANCY FACTOR Ie = 1.0; SEISMIC USE GROUP I; SOIL SITE CLASSIFICATION D (ASSUMED); PROJECT COORD: LAT 47.624, LONG - 122.116; SEISMIC DESIGN CATEGORY D2; BASIC FORCE RESISTING SYSTEM 1.K (IBC TABLE 1617.6.2); R=6.5 FOUNDATION 1. FOUNDATION DESIGN IS BASED UPON AN ASSUMED ALLOWABLE SOIL BEARING PRESSURE OF 2000 POUNDS PER SQUARE FOOT FOR DEAD PLUS LIVE LOADS. THE ASSUMED ALLOWABLE BEARING PRESSURE IS INCREASED ONE THIRD FOR SHORT TERM LATERAL LOADS. THE OWNER OR TRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION ALL ASSUMED BEARING PRESSURE CAPACITIES. 2. ALL FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ON FILL COMPACTED TO 95% MAXIMUM DENSITY PER ASTM D -698. EXTERIOR FOOTINGS SHALL BE 18 INCHES MINIMUM BELOW ADJACENT FINISH EXTERIOR GRADE. CONCRETE 1. ALL CONCRETE SHALL MEET ACI -318 STANDARDS IN ESTABLISHING PROPORTIONS FOR SPECIFIED STRENGTH. 2. MINIMUM CONCRETE STRENGTH: F'c = 2500 PSI (MIN 28 DAY COMPRESSIVE STRENGTH) FOR ALL FOOTINGS, STEM WALLS AND SLABS. TYPICAL SLAB ON GRADE: 4" CONCRETE SLAB WITH 6X6 -W 1.4XW1.4 WWF MESH REINFORCING, PLACE @SLAB MID- DEPTH, OVER 4 MIL (MW) VAPOR BARRIER OVER 4" (MIN) CLEAN, FREE DRAINING GRAVEL REINFORCING STEEL 48' 12 "W THICKENED I SLAB FTG CENTER UNDER INT_ BEARING WALL I I �`iFP I. ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 40 MINIMUM (FY = 40,000 PSI). 2. PLACE REINFORCING STEEL IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES." LAP CONTINUOUS REINFORCING BARS 30 BAR DIAMETERS, 24" MINIMUM (UNLESS OTHERWISE NOTED). REINFORCING STEEL SHALL BE SECURELY TIED TO PREVENT ANY MOVEMENT DURING CONCRETE PLACEMENT. STRUCTURAL TIMBER 1. ALL LUMBER SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED: 2 x STUDS HF STUD OR STANDARD GRADE (E = 1,200,000 PSI) 2 x LUMBER (2 x 6 and larger) ... HF NO.2 (E = 1,300,000 PSI) 4 x LUMBER DF NO.2 (E = 1,600,000 PSI) 4 x LUMBER (where noted) DF NO.1 (E = 1,700,000 PSI) 6 x LUMBER DF NO.I (E = 1,600,000 PSI) 2. ALL LUMBER SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER" LATEST EDITION AND SHALL HAVE A MAXIMUM MOISTURE CONTENT OF 19 PERCENT. 3. UNLESS OTHERWISE NOTED, MINIMUM WOOD FRAMING REQUIREMENTS TO BE PER IBC SECTION 2304 (GENERAL CONSTRUCTION REQUIREMENTS) AND SECTION 2308 (CONVENTIONAL LIGHT FRAME CONSTRUCTION PROVISIONS). 5. WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH A WATER BORNE PRESERVATIVE OR OTHERWISE DECAY RESISTANT SUBSTANCE PER IBC STANDARDS. PAINT ALL CUTS MADE AFTER TREATMENT WITH 2 BRUSH COATS OF AN APPROVED PRESERVATIVE. 6. ALL HANGER AND HARDWARE CALL OUTS ARE BY SIMPSON STRONG - TIE, INC. OF SAN LEANDRO, CALIFORNIA. EQUIVALENT CAPACITY HANGERS BY OTHER MANUFACTURERS ARE ACCEPTABLE UPON ENGINEER'S APPROVAL. HANGERS TO BE NAILED AS PER MANUFACTURER'S REQUIREMENTS. 2 4. SPECIAL NAILING SPECIFIED IN DETAILS AND SHEAR WALL NAILING TO BE WITH COMMON NAILS. UNSPECIFIED NAILING TO BE WITH COMMON OR BOX NAILS PER IBC TABLE 2304.9.1 FASTENING SCHEDULE. L GLUED LAMINATED TIMBER ROOF SIPS WALL SHEATHING 15 "Wx8 "D (typ) PERIMETER FOOTING 3 -1/2" L_ 12 "W THICKENED t . ' SLAB FTG CENTER UNDER INT. BEARING WALL r SLAB ON GRADE 11 -1/2" L� I. GLUED LAMINATED TIMBER SHALL BE DOUGLAS FIR COAST REGION, INDUSTRIAL GRADE, KILN DRIED, STRESS GRADE COMBINATION 24F -V4 DF/DF FOR SIMPLE SPAN BEAMS AND 24F -V8 FOR CANTILEVERED OR CONTINUOUS BEAMS OVER TWO OR MORE SUPPORTS. O Bo 2. GLUED LAMINATED TIMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH AITC SPECIFICATIONS AND PS56 -73 PRODUCT STANDARDS. ADHESIVE TO BE EXTERIOR TYPE. PROVIDE STANDARD TWO THOUSAND FOOT (2000') RADIUS CAMBER UNLESS OTHERWISE LABELED. LAMINATED VENEER, AND PARALLEL STRAND LUMBER 1. LAMINATED VENEER LUMBER (LVL) SHALL CONFORM TO NES REPORT NUMBER NER -126. ADHESIVES SHALL BE WATERPROOF PER ASTM D -2559. Fb = 2600 PSI, MINIMUM. 2. PARALLEL STRAND LUMBER (PSL) SHALL CONFORM TO NES REPORT NUMBER NER -292. ADHESIVES SHALL BE WATERPROOF PER ASTM D -2559. Fb = 2900 PSI. 1. ROOF STRUCTURAL INSULATED PANELS (SIPS) SHALL BE MANUFACTUREDBY AN APPROVED FABRICATOR. PANEL DESIGN TO BY MANUFACTURER AND TO PROVIDE FOR THE FOLLOWING LOADS SPECIFIED ABOVE. DEFLECTION LIMITS SHALL BE AS PER UBC TABLE 16-D. 2. THE PANEL SUPPLIER SHALL SUBMIT SHOP ERECTION AND PANEL DETAIL DRAWINGS AND DESIGN CALCULATIONS TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUCH SHOP DRAWINGS AND CALCULATIONS SHALL BE STAMPED BY A STATE OF WASHINGTON CIVIL OR STRUCTURAL ENGINEER. SHOP DRAWINGS SHALL SPECIFY ALL PANEL CONNECTIONS. 3. EACH PANEL SHALL BEAR THE QUALITY CONTROL STAMP AND MANUFACTURING DATA AS PER IBC STANDARDS. I. ALL WALL SHEATHING PANELS SHALL BE APA RATED AND APPROVED AND SHALL BEAR THE APA TRADEMARK. EITHER PLYWOOD OR ORIENTED STRAND BOARD WITH APA AND ICBO APPROVAL MAY BE USED. ALL ADHESIVES SHALL CONFORM TO APA SPECIFICATION AFG -01. L o co I co 12 "Wx8 "D TH ICKENED SLAB FTG 24' t FOUNDATION SCALE 1/4".. 2. PROTECT WALL SHEATHING FROM PROLONGED EXPOSURE TO MOISTURE. 3. WOOD WALL SHEATHING TO BE MIN 7/16" APA RATED SHEATHING. NAILING SHALL BE AS FOLLOWS: 8d NAILS SPACED AT 6" (MAXIMUM) CENTERS ALONG ALL PANEL EDGES AND AT BLOCKING AS CALLED OUT IT DETAILS. 4. NAIL INSTALLATION: NAIL HEADS MAY PENETRATE 1/16" INTO SKIN OF THE SHEATHING PANEL WITH NO REDUCTION IN ALLOWABLE NAIL CAPACITY. NOT MORE THAN 20% OF THE NAILS MAY PENETRATE UP TO 1/8 INCH INTO PANELS. NAILS DRIVEN DEEPER THAN 1/8 INCH AND LESS THAN 1/4 INCH SHALL RATED AT 2/3 THE CODE TABULATED ALLOWABLE VALUE. PROVIDE ONE ADDITIONAL NAIL FOR EVERY OVERDRIVEN PAIR. NAILS DRIVEN IN EXCESS OF 1/4 INCH SHALL BE ENTIRELY DISCOUNTED AS A DIAPHRAGM FASTENER REQUIRING AN ADDITIONAL NAIL WITHIN 2" OF THE OVER - DRIVEN NAIL. INSPECTIONS 15 "Wx8 "D (typ) PERIMETER FOOTING 8" STEM WALL T.O.W. = T.Q.S. "STHD14" EMBED STRAP (TYPICAL 2 PLACES) NORTH INSPECTIONS ARE TO BE PER IBC SECTION 109 AND IBC CHAPTER 17. INSPECTIONS TO BE BY THE BUILDING OFFICIAL OR AN APPROVED INDEPENDENT TESTING LAB. V01 REV CODE APPROVED APR 13 2to1 City Of Tukwila WI ION I d esign and architecture 911 Western. Suite 315 Seattle WA 98104 206 -624 -8129 info @opadesign.com www.opadesign.com Dawna Holloway 11 858 44th Ave. S. Tukwila WA Southiot issue:Permit content: Foundation Plan February 5, 2007 progress remarks date revision # date revision # date revision # date revision # date revision # S -2.1 sheet number COPYRIGHT 2007 ALL INFORMATION, EITHER DRAWN, WRITTEN, OR IMPLIED, APPEARING IN THIS DOCUMENT SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE USED WITHOUT THE WRITTEN PERMISSION OF THE AUTHOR. RECEIVED CITY OF vwiLA FEB 0 5 7007 PERMITCENTER "STHD14" EMBED STRAP TYP. 2 PLACES �2 @ HEADER TO 2. SHEAR WALL "STHD14" EMBED STRAP TYP. 2 PLACES SW (5' -2 ") SW (5' -2") "STHD14" EMBED STRAP TYP. 2 PLACES 2' SHEAR WALL SW (5' -2" "STHD14" EMBED STRAP TYP. 2 PLACES "STHD14" EMBED STRAP TYP. 2 PLACES 2 x 4 @ 24" (MAX) RAKED GABLE END WALL "STHD14" EMBED STRAP "MST37' STRAP TO 4 x 4 BLOCK 4 CORNER STUDS -WOOD GARAGE DOOR HEADER, PER PLAN PROVIDE FULL SECTION BEARING @ HEADER TO SINGLE SUPPORTING STUD "MSTG48133" PRE -BENT STRAP WRAPPED AROUND CORNER STUDS @ BOTTOM OF HEADER GARAGE DOOR HEADER TO SHEAR WALL SCALE 3/4" = I' -O" SW (8' -0 ") iii ti 5- 1/4x11 -7/8 PSL HEADER ti SW (13' -9 ") • MIN (2) 2x6 HEADER 12' MAX SIP PANEL SPAN r~� SW (8 - SW (10' -01 ROOF FRAMING SCALE 1/4 " =1' -0" ROOF FRAMING NOTES: 8" SIPs CV M 3- 118x10 -112 GLB CANTILEVER @ LINE BEAM (x 12' +1 -) 0 2 a -r 0_ 5 co SW (10' -0") Do 1. THE PANEL LAYOUT SHOWN IS SUGGESTED ONLY. THE PANEL MANUFACTURER SHALL PROVIDE A COMPLETE PANEL LAYOUT WITH THE SHOP DRAWINGS. REFER TO THE PANEL MANUFACTURERS SHOP DRAWINGS 2. REFER TO ARCHITECTURAL AND ROOF PANEL PLANS FOR SIZE AND LOCATION OF ROOF OPENINGS. 3. REFER TO ARCHITECTURAL ROOF PLAN FOR ALL TOP OF SHEATHING AND TOP OF PLATE ELEVATIONS. 4. ALL DOUBLE TOP PLATE ALONG OUTSIDE WALLS AND WALLS ALIGNED WITH SHEAR WALLS SHALL BE SPLICED WITH PER IBC TABLE 2304.9.1 5. REFER TO THE ROOF SIP MANUFACTURERS LAYOUT AND SHOP DRAWINGS FOR AN ADDITIONAL HANGER, CONNECTOR AND BRACING REQUIREMENTS. 6. PROVIDE SIP PANEL EDGE SCREWS 12" ON CENTER MAXIMUM OVER ALL SHEARWALLS, LAMINATED BEAMS, DRAG STRUTS, AND AROUND ALL FRAMED OPENINGS. 7. ALL HEADERS @ EXTERIOR WALLS TO BE 2 -2x6 HF #2 OR 4 x 6 DF NO.2 MINIMUM, UNLESS NOTED OTHERWISE. "STHD14" EMBED STRAP (TYPICAL 2 PLACES) 12' MAX SIP PANEL SPAN co V CODE COMPLIANCE APPROVED APR 13 7nn1 City Of Tukv - ii RECEIVED CITY OF TUKWILA FEB 0 6 7007 RERMITCEIVTER d esign and architecture 911 Western. Suite 315 Seattle WA 98104 206 - 624 -8129 info @opadesign.com www.opadesign.com Dawna Holloway 11858 44th Ave. S. Tukwila WA Southiot issue: Permit content: Framing February 5, 2007 progress remarks date revision # date revision # date revision # date revision # date revision # S -2.2 sheet number COPYRIGHT 2007 ALL INFORMATION, EITHER DRAWN, WRITTEN, OR IMPLIED, APPEARING IN THIS DOCUMENT SHALL NOT BE DUPUCATED, DISCLOSED, OR OTHERWISE USED WITHOUT THE WRITTEN PERMISSION OF THE AUTHOR. \SW (2' -0") 8" STRUCTURAL SIPs 118x10 -112 GL8 I 5 N x CO TYP HDR TYP HDR TYP HDR "STHD14" EMBED STRAP TYP. 2 PLACES �2 @ HEADER TO 2. SHEAR WALL "STHD14" EMBED STRAP TYP. 2 PLACES SW (5' -2 ") SW (5' -2") "STHD14" EMBED STRAP TYP. 2 PLACES 2' SHEAR WALL SW (5' -2" "STHD14" EMBED STRAP TYP. 2 PLACES "STHD14" EMBED STRAP TYP. 2 PLACES 2 x 4 @ 24" (MAX) RAKED GABLE END WALL "STHD14" EMBED STRAP "MST37' STRAP TO 4 x 4 BLOCK 4 CORNER STUDS -WOOD GARAGE DOOR HEADER, PER PLAN PROVIDE FULL SECTION BEARING @ HEADER TO SINGLE SUPPORTING STUD "MSTG48133" PRE -BENT STRAP WRAPPED AROUND CORNER STUDS @ BOTTOM OF HEADER GARAGE DOOR HEADER TO SHEAR WALL SCALE 3/4" = I' -O" SW (8' -0 ") iii ti 5- 1/4x11 -7/8 PSL HEADER ti SW (13' -9 ") • MIN (2) 2x6 HEADER 12' MAX SIP PANEL SPAN r~� SW (8 - SW (10' -01 ROOF FRAMING SCALE 1/4 " =1' -0" ROOF FRAMING NOTES: 8" SIPs CV M 3- 118x10 -112 GLB CANTILEVER @ LINE BEAM (x 12' +1 -) 0 2 a -r 0_ 5 co SW (10' -0") Do 1. THE PANEL LAYOUT SHOWN IS SUGGESTED ONLY. THE PANEL MANUFACTURER SHALL PROVIDE A COMPLETE PANEL LAYOUT WITH THE SHOP DRAWINGS. REFER TO THE PANEL MANUFACTURERS SHOP DRAWINGS 2. REFER TO ARCHITECTURAL AND ROOF PANEL PLANS FOR SIZE AND LOCATION OF ROOF OPENINGS. 3. REFER TO ARCHITECTURAL ROOF PLAN FOR ALL TOP OF SHEATHING AND TOP OF PLATE ELEVATIONS. 4. ALL DOUBLE TOP PLATE ALONG OUTSIDE WALLS AND WALLS ALIGNED WITH SHEAR WALLS SHALL BE SPLICED WITH PER IBC TABLE 2304.9.1 5. REFER TO THE ROOF SIP MANUFACTURERS LAYOUT AND SHOP DRAWINGS FOR AN ADDITIONAL HANGER, CONNECTOR AND BRACING REQUIREMENTS. 6. PROVIDE SIP PANEL EDGE SCREWS 12" ON CENTER MAXIMUM OVER ALL SHEARWALLS, LAMINATED BEAMS, DRAG STRUTS, AND AROUND ALL FRAMED OPENINGS. 7. ALL HEADERS @ EXTERIOR WALLS TO BE 2 -2x6 HF #2 OR 4 x 6 DF NO.2 MINIMUM, UNLESS NOTED OTHERWISE. "STHD14" EMBED STRAP (TYPICAL 2 PLACES) 12' MAX SIP PANEL SPAN co V CODE COMPLIANCE APPROVED APR 13 7nn1 City Of Tukv - ii RECEIVED CITY OF TUKWILA FEB 0 6 7007 RERMITCEIVTER d esign and architecture 911 Western. Suite 315 Seattle WA 98104 206 - 624 -8129 info @opadesign.com www.opadesign.com Dawna Holloway 11858 44th Ave. S. Tukwila WA Southiot issue: Permit content: Framing February 5, 2007 progress remarks date revision # date revision # date revision # date revision # date revision # S -2.2 sheet number COPYRIGHT 2007 ALL INFORMATION, EITHER DRAWN, WRITTEN, OR IMPLIED, APPEARING IN THIS DOCUMENT SHALL NOT BE DUPUCATED, DISCLOSED, OR OTHERWISE USED WITHOUT THE WRITTEN PERMISSION OF THE AUTHOR. tlo181flG.i REVISED S.T.R. I ±117 I drr e lap 90 -2— 4 � ou r ;Y , Civil Engineering and Consulting HOLLOWAY SHORT PLAT 11854 44th AVENUE SOUTH CONCEPTUAL SITE PLAN TUKWILA WASHINGTON IFor. MS. DAWNA HOLLOWAY 134 SOUTH BRANDON STREET SEATTLE, WA 98108 PH (206) 851 -3322 Design By JJP Drawn By: TLR Scale= 1A= 10' Date: AUG 3, 2006 SHEET 1 OF 1 CATCH BASIN RIM =13.28 IE =1O.9 (N) IE =11.0 (S) 4' SITE BENCHMARK WNW BONNET BOLT ELEVATION = 14.76 w A Z \;� / i i 12 "CEDAR '7` r % 1 24 "CONIFER \ , 2 21 NEW 3/4" WATER METERS 0 i /f\ 112 CONIFER 7,1214,0 oaam 6' WIDE INFILTRATION TRENCH (SEE DETAIL) STORM CLEANOUT iha •WT u� F 1-1.5 CODE — REVIEWED FOR COMPLIANCE APPROVED APR 13 2007 City Of Tukwila B ILDIN DIVISI S N, FH l0 z 0 I • •N 0 SAN SEWER MH RIM =14.31 IE =2.8 'i w 0 w w z w N Ui 1 1 Ui W N SAN SEWER MH RIM=12.69 0 IE= IE =11.06 E w 0 IE 1.5 25' 0 0 z 0 0 N SAN SEWER MH RIM =14.40 I E =7.0 O 0 1 CD 0 1 iEX WATE N I METER 0 vs 0 1 0 U - —r IE=10.58 SAN SEWER MH RIM =12.99 IE =4.5 14 UP OHPT IFI LEGEND UTILITY POLE OVERHEAD POWER & TELEPHONE ELECTRIC METER FH FIRE HYDRANT WM WATER METER WV WATER VALVE r 4" PVC OVERFLOW PIPE 4 O r o 0 0 0 0 0 � PINIVIPAIVEgialrAVE INFILTRATION TRENCH 6" FLEXIBLE PERFORATED PIPE PLAN VIEW ROOF DRAIN OVERFLOW SPLASH BLOCK 6" FLEXIBLE WASHED ROCK PERFORATED PIPE �1 1/2 " -3/4" 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 . 00 0 0 0 0 0 0 VARIES ELEVATION SUMP w/SOUD LID BUILDING I ROOF —4— DRAIN 5' MIN � —CB SUMP w /SOLID LID FINE MESH SCREEN 10' MIN NO SCALE SW 1/4 OF THE NE 1/4 SEC. 10, TWP. 23 Ne, RGE. 4 E., W.M. OWNER VERTICAL DATUM MS. DAWNA HOLLOWAY 134 SOUTH BRANDON STREET SEATTLE, WA 98108 PH (206) 851 -3322 SURVEYOR GeoDimensions 6210 FAIRWAY PLACE SOUTHEAST SNOQUALMIE, WA 98065 PH (425) 458-4488 FAX (206) 686 -2950 JUNE 20, 2006 WOOD FENCE BUILDING FILTER FABRIC --� 4" PVC OVERFLOW PIPE IE =11.65 6" FLEXIBLE PERFORATED PIPE — WASHED ROCK-- 1 1/2" — 3/4" EL=-12.5 INFILTRATION SYSTEM NAD 83 MERIDIAN NAVD 88 VERTICAL DATUM +3.59=NCVD 1929 BASIS OF BEARING PER CITY OF TUKWILA SHORT PLAT NO. L4-035, AS RECORDED IN BOOK 180, PAGES 06 AND 07. RECORDS OF KING COUNTY, WA. NAD 83 MERIDIAN BENCHMARK BENCHMARK USED FOR THE VERTICAL ELEVATIONS DESCRIBED AS: LARGE PK NAIL WITH YELLOW PLASTIC TAG, 0.8' EAST IF WESTERLY SIDE OF ASPHALT, 42ND AVE S., IN LINE WITH CENTER STRIPE OF S. 122ND ST. ELEVATION = 119.29', PER CITY OF TUKWILA VERTICAL DATUM (1929 USC & GS (ADJ 1947) + 100 FEET) POINT NUMBER 10. (NGVD29 + 3.7' = NAVD 88) LOT 11© COMPACTED BACKFILL BUILDING LOT ill TAX PARCEL NO. 334.74011025 N90'00'00"E 246.36' N90'00'00 E 246.36' Lou X14 TAX PARCEL LL NO. S3474011060 These plans have been reviewed by the Public Works I)epartzncnt for conformance with current City standards. Acceptance is subject to errors and ()missions 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: B C.D.HI LL ANS MEADOW GARDENS &E D N©.1 V ©L.% PAGE ©4 b 0 5 10' 20' 30' SCALE: 1' 10' LEGAL DESCRIPTION PROPERTY AREAS EXISTING PROPERTY AREA = 25,000± SF LOT 1 AREA = 7,068 SF LOT 2 AREA = 7,068 SF LOT 3 AREA = 10,500 SF NARRATIVE 012 BOEING ACCESS ROAD EXIT O. R f �e�Rry ,\. U) ' I 1 S 122ND ST VICINITY MAP NO SCALE NOTE: PER SAID TITLE REPORT NO EASEMENTS AFFECTING SUBJECT PROPERTY. BASED ON SOILS INFORMATION AND PERCOLATION DATA PROVIDED BY THE OWNER, THE SOILS ARE CLASSIFIED AS A MEDIUM SAND. THEREFORE, 30 LINEAR FEET OF 24" WIDE INFILTRATION TRENCH IS REQUIRED FOR EACH 1000 SQUARE FEET OF IMPERVIOUS AREA. ASSUMING 3000 SF EACH FOR THE DRIVEWAY ACCESS, LOT 1 AND LOT 2, 90 LF OF TRENCH IS REQUIRED. BY COMBINING THESE THREE TRENCHES, A 6 FOOT WIDE TRENCH WILL BE USED. NOTE THAT THE DRIVEWAY ACCESS WILL SHEET FLOW TO THE TRENCH. C w z Ui U- z z S U 0 0 0 0 (PER CHICAGO TITLE INSURANCE CO., UNDER ORDER NO. 1205291, DATED MARCH 10, 2006) THE SOUTH HALF OF LOT 11, ALL OF LOT • 12 AND ALL OF LOT 13 IN BLOCK 5 OF C.D. HILLMAN'S MEADOW GARDENS ADDITION TO THE CITY OF SEATTLE, DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 12 OF PLATS, PAGE 64, IN KING COUNTY, WASHINGTON. RECEIVED CITY OFTtWWILL FEB 0 5 7007 PERNIITCENTER EXTERIOR DOOR SCHEDULE Mark Door Width Size Height Type Mat- erial Finish Remarks Glaz'g Max. U- Value UA Area SF 1 3 -0 6 -8 exterior door Wood Paint inward swing 20.00 0.33 6.60 2 2 -10 6 -8 exterior door Wood Paint inward swing 18.90 0.33 6.24 38.90 0.66 12.84 WINDOW SCHEDULE Mark Rough g Width O en p 'g Height Type yp Material Mat Safe. Glz. Finish inish .... ... Remarks . .... _.._.._,..., _ _... ... Glaz'g Area SF Max. U- Value UA 3 3 -8 1 -0 slider Alu garage 3.66 4 3 -8 1 -0 slider Alu garage 3.66 5 3 -8 1 -8 awning Alu garage 6.11 6 3 -8 1 -8 awning Alu garage 6.11 8 3 -8 1 -8 awning Alu 6.11 0.40 2.44 9 3 -8 1 -8 awning Alu 6.11 0.40 2.44 10 3 -8 1 -8 awning Alu 6.11 0,40 2.44 11 3 -8 1 -8 awning Alu 6.11 0.40 2.44 12 3 -8 1 -8 awning Alu 6.11 0.40 2.44 13 3 -8 1 -8 awning Alu 6.11 0.40 2.44 14 3 -8 1 -8 awning Alu 6.11 0.40 2.44 15 16 -0 6 -10 sliding door Alu 4 units 109.33 0.40 43.73 16 3 -0 5-6 picture, awning below Alu 16.50 0.38 6.27 17 1 -10 4 -0 casement (egress) Alu 7.33 0.42 3.08 18 1 -10 4 -0 casement (egress) Alu 7.33 0.42 3.08 19 3 -0 5-6 picture, awning below Alu 16.50 0.38 6.27 20 3 -1 2 -10 picture Alu trapezoid shape 8.74 0.40 3.50 21 7 -6 6 -10 sliding door Alu 3 units 51.25 0.40 20.50 22 3 -8 1 -0 slider Alu 3.66 0.40 1.46 23 3 -8 1 -0 slider Alu 3.66 0.40 1.46 24 3 -8 1 -0 slider Alu 3.66 0.40 1.46 25 3 -8 1 -0 slider Alu 3.66 0.40 1.46 26 5 -0 6 -10 sliding door Alu 34.17 0.40 13.67 27 4 -0 5 -0 picture, awning below Alu 20.00 0.38 7.60 28 3 -0 1 -8 picture Alu 5.00 0.33 1.65 Sub -Total 333.56 8.31 132.31 AVERAGE U -VALUE 0.40 TOTAL 372.46 2.52 145.14 WALKWAY WOOD DECKG a w w r iI GARAGE S.O.G. LERESTORY WNDWS ABV, TYP. 0 22' ores: X 3/0x6/8 afety glass at all doors and sidelites. All windows and doors to be manufactured by Milgard u.n.o.. Contractor to xerify all rough openings before ordering windows * Windows Manufactured by Milgard EQ 24' EXPOSED GLU -LAM SEE RCP 1 LERESTORY WNDWS ABV, TYP. 32' GREAT ROOM S.O.G. .. 2 SD EQ IQ(100 CFM). • m CO x 48' FURNACE w/ EXT AI EXTERIOR WDW SCREEN W/ BARN DR. HARDWARE/ TRACK ABV. I W II D TILIT* S.O.G. 5 co 0 co SELF Ir LSING DRS SOLID PANEL & WEATHERSTRI PPED E NOTE BELOW: WH BATH I ®(50 CFM) BATH RM S.O.G. 6 BATH BATH RM S.O.G. (50 CFM) 7 DRESSING SOG 8 W.I.C. S.O.G. 9 (2)216x6/8 BI -PASS DRS - 1 (2)3 /0x6 /8 BI ; PASS DRS 3 .c(100 CFM) WHOLE HOUSE FAN .. HALL S.O.G. ED`sb .. SD BEDRM S.O.G. I 12 12' m 0 ce a z SCALE 1/4"= V-0" • Oa) • • MASTER BEDF1M • S.O.G. 24' 1 co CO 12' (3)216x618 BI - PASS DRS I FLOOR PLAN 2/10x6/8 I I OSD BEDRM S.O.G. NOTE: VERTICAL AIR INTAKE THROUGH ROOF FOR COMBUSTION SHALL HAVE 1 SQ IN OF OPENING PER EVERY 4000 BTUs OF OUTPUT. PROPOSED 31,000 BTU FURNACE, SO MIN. 8 SQ. IN. OF INTAKE OPENING AREA. (2)310x61$ I31-PASS DRS ALIGN WNDW WI DOORWAY OPPOSITE 1ED NORTH c RECEIVED rwr OF `C11KWILA APR 0 9 2O CORRECTION LTR# 911 Western. Suite 315 Seattle WA 98104 206 -624 -8129 info @opadesign.com www.opadesign.com Dawna Holloway 11855 44th Ave. S. Tukwila WA RICIA C. BITTNER STATE OF WASHINGTON issue:Permit content: Floor Plan February 5, 2007 progress remarks 3 -20 revision # 1 date revision # date revision # date revision # date revision # design and architecture A -2 sheet number COPYRIGHT 2007 ALL INFORMATION, EITHER DRAWN, WRITTEN, OR IMPLIED, APPEARING IN THIS DOCUMENT SHALL NOT BE DUPLICATED, DISCLOSED, OR OTHERWISE USED WITHOUT THE WRITTEN PERMISSION OF THE AUTHOR.