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Permit D07-156 - R HOUSE CONSTRUCTION - LOT 2 - NEW HOUSE
R HOUSE CONSTRUCTION LOT 2 13011 MACADAM RD S D07 -156 Parcel No.: 7340600843 Address: 13011 MACADAM RD S TUKW Suite No: Tenant: Name: R HOUSE CONSTRUCTION #2 Address: 13011 MACADAM RD S , TUKWILA WA Owner: Name: R HOUSE CONSTRUCTION INC Address: 2108 N 29 ST , TACOMA WA 98403 Phone: Cityf Tukwila Contact Person: Name: RICH ROWLEY Address: 1001 N TACOMA AV , TACOMA WA 98403 Phone: 253 377 -2079 Contractor: Name: R HOUSE CONSTRUCTION INC Address: 1001 TACOMA AV , TACOMA WA 98403 Phone: 253 -383 -7738 Contractor License No: RHOUSCI000MR doc: IBC -10/06 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 DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D07 - 156 Issue Date: 08/31/2007 Permit Expires On: 02/27/2008 Expiration Date: 06/23/2008 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 2641 SF SFR WITH 484 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY ACCESS, STREET USE, AND UNDERGROUNDING OF POWER. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction: $266,276.90 Fees Collected: $7,408.52 Type of Fire Protection: SMOKE DETECTORS International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 D07 -156 Printed: 08 -31 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Permit Center Authorized Signature: The granting of construction or Signature: Print Name: doc: IBC-10 /06 City o Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 245 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. it does not e of Oic ' 67 Permit Number: D07 - 156 Issue Date: 08/31/2007 Permit Expires On: 02/27/2008 - -� Date: 8 e to give authority to violate or cancel the provisions of any other state or local laws regulating am autlysrized to sign and obtain this development permit. Date: ` / /0- This permit shall become null and void if the wor not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the 1 st inspection. D07 -156 Printed: 08-31 -2007 Parcel No.: 7340600843 Address: Suite No: Tenant: 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 13011 MACADAM RD S TUICW R HOUSE CONSTRUCTION #2 1: ** *BUILDING DEPARTMENT CONDMONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -156 ISSUED 05/01/2007 08/31/2007 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: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: Manufacturers installation instructions shall be available on the job site at the time of inspection. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 12: Except for direct-vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 13: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. doc: Cond -10/06 D07 -156 Printed: 08 -31 -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 electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 17: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of 'Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 18: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 19: 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. 20: Install water meter box and service line for Lot 2, within South 130th Street. 21: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 22: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 23: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 24: Any material spilled onto any street shall be cleaned up immediately. 25: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 26: A bond in the amount of 150% x cost of work within the City right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 27: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 28: The Land Altering Permit Fee is based upon an estimated 245 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 29: From October 1 through April 30, cover any slopes and stockpiles that are 3H: 1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 30: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 31: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 32: All conditions of the Gully Short Plat (a.k.a.) R -House Construction, shall be met. Refer to Permit No. L06 -013 for conditions. doc: Cond -10/06 D07 -156 Printed: 08 -31 -2007 35: ** *FIRE DEPARTMENT CONDITIONS * ** 38: Maximum grade for all projects is 15 %. 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 33: Rockeries shall be constructed per City of Tukwila standard detail RS-5. In the event that a rockery can not be installed per standard detail, the applicant is required to notify the Building Department immediately and submit alternative engineered plans for a retaining wall, including structural calculations. 34: The Geotechnical Engineer shall provide certification, that the work has been completed in accord with all geotechnical recommendations. Ref. Earth Consultants, Inc. geotechnical report, dated April 28, 2006. 36: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 37: 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) 39: 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) 40: 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) 41: Adequate ground ladder access to rescue windows shall be provided. 42: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 43: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. * *continued on next page ** D07 - 156 Printed: 08 -31 -2007 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us [C(t K,,7 crA Date: D07 -156 Printed: 08 -31 -2007 E -Mail Address: CITY OF TUKWILA Community Developmeepartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wwwatukwila.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 ** King Co Assessor's Tax No.: /04 d C' 3' Site Address: 13 I11 4 Ctf Ol0-oN / �✓ S �i�CrJj Cif Suite Number: Floor: Tenant Name: New Tenant: ❑ .... Yes ❑ ..No Property Owners Name: (i c bl' get,/ Let/ / i bv< ( Cs-vv r CND, Mailing Address: l60 / /11 . P f1 Ave. 69/12- City State Zip Name: ��ci goy Mailing Address: /OW # - C ��n /� 44;* ‚Si frve io do we contact when your permit is ready to be issue' Day Telephone: ZC, 37' 7 Zp 7 rT ty 7fr YV�Y State Fax Number: Al. 3) O 777 GENERAL CONTRACTOR INFORMATION - (Contractor - Information for Mechanical (pg 4) for Plumbing and Gas Piping pg 5 Company Name: f /4v S,s- r,etl e m & /NC. Mailing Address: /C L) f N • TX CO /h4 /f yr C i /¢- /L'* '7' / 3 City State Zip p Contact Person: 111 G/t RD 1(f Day Telephone: 2C3 377 Zi 7 E -Mail Address: RtlovSe-C.e vs r21-�77 @...-tvil , 94iZ_ /Vrr Fax Number: ZS — 3 38'3 �� 9 7 Contractor Registration Number: (Z it0 U S C I OCT) ' M Z. Expiration Date: ‘ — Q `7 ARCHITECT OF RECORD All plans MUst/be wet stamped by Architect ofRecor g De 1Ci /ll7,Z t ,MJC q j Z1' /go W 57/ sa/ G.A- kg w)f- 7' V? // City State / Zip Contact Person: Ca /K. M /J 17 Day Telephone: Z3 �� b 35 9 E -Mail Address: WOW kJ / n tdf -tr / DVS' — (t.ti Fax Number: 2 i r- 3 5 d 7 Company Name: Mailing Address: Cohpany Name: ere. 7 !A/' 2-l1l/4 t 'Ate, 1 Mailing Address: —(/ M sr L (^- 7 Svrrir R city n6 Contact Person: Day Telephone: E -Mail Address: W HlW - NlT / Dot*')" IrP(44A" - Cif / ,F ax Number: Q:Mpplications\Forms-Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh State z<-5 57T7 Page 1 of 6 Valuation of Project (contractor's bid pn $ TO , Existing D'CIlding Valuation: $ � "� ' Scope of Work (please provide detailed information): &, -t&0 (mar S>A ttr "-. -'- r t 2 . t K ( S 1AI 54 1 4 Will there be new rack storage? 0.... Yes FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm Q:'Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh o If yes, a separate permit and plan submittal will be required. t1 9 6 qr.( PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: ❑ None Other (specify) 574/der Ar 1Z )1'2 Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes �] No If `yes', attach list of materials and storage locations on a separate 8 -1/2" x 11 " paper including quantities and Material SafetyData Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 PUBLIC WORKS PERMIT IN")RMATION — 206- 433 -0179 Scop of Work (please provide detailed information): ( f Lh471 f1 Z O6 ' - /3 6 W tni ArittPz 1,t A-11 gM( vm- r p21Vt P60 , 6 VA"' re (f ifi24-ru, /U/ ,vs -iv 6o, ic 6-1u",24 / ( O 4'4-5 ( - -Z -7 �✓, m SF.6416Y2, chv /'2d pan N-1-7 Call before you Dig: 1- 800 -424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila.. Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) .. Geotechnical Report ❑ ...Bond ❑ .. Insurance f .. Easement(s) ❑ .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way 18 ...Total Cut " 7 1 cubic yards ® ...Total Fill+ ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water cubic yards ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public _ [ ..VatVue 0... Sewer Availability Provided ,, ❑• ❑- ❑ ❑• Q:\Appliations\Form,- Applications On Line\3 -2006 - Permit Application.doc Revised: 9.2006 bh Ij . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line WO # WO # WO # Private Private ❑ .. Highline ❑ .. Renton ❑ ...Renton ❑ ...Seattle ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Name: Water Meter Refund/Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) 0... Sewage Treatment Day Telephone: Mailing Address: City State Zip Day Telephone: City State Zip Page 3 of 6 Unit Types ! ' Qty . :Unit >Type Qty Unit Type: ' Qty ,. 'Boiler /Compress - or " Qty Fumace<100K BTU 1 Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct 2 Thermostat l 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 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 L'I114AL Y1N,K Vl 111'u t UIQ%1lA 1 F MECHANICAL CONTRACTOR INF1RMATION Company Name: Mailing Address: City Day Telephone: Fax Number: Contractor Registration Number: Expiration Date: Contact Person: E -Mail Address: Valuation of Mechanical work (contractor's bid price): $ o Scope of Work (please provide detailed information): t- *U ? 4,i- (fln2Mo'cr !'/rs" c4 - 1 ' 't Z 1 ‘4 d`i'm, e e Cv /z '6 t i t s, 61-0 Use: Residential: New .... Replacement .... 0 Commercial: New .... 0 Replacement .... ❑ Fuel Type: Electric 0 Gas ....pi_ Other: Indicate type of mechanical work being installed and the quantity below: Q: Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh 3,470 State Zip Page 4 of 6 Fixture Type Qty ;Fixture Type :: " ; ;Qty- Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower V Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic I Floor drain Sinks I Dental unit, cuspidor Shower, single head trap I Urinals Dishwasher, domestic, with independent drain 1 Lavatory . 3 Water Closet 7 Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent I Additional medical gas inlets/outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas PLUMBING AND GAS PIPING PERMIT INFORMATION - 206 43 367 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Building Use (per Int'l Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: 4 / Zc; Q:\Applications\Fonm- Application, On Line \3 -2006 - Permit Application.doc Revised: 9 - 2006 bh Sewer: 1/Al- i/vr Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ 3', <r'''O CfAz�lcs r � Scope of Work (please provide detailed information): MEV PLv'M L' //"l+ 6'` /Udw MEAN/ 5 Page 5 of 6 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OW Signature: J Date: Print Name: � C geoul-triq Telephone: ZS 3 377 267 Mailing Address: /f veer (o-o( AI `f��n /E- Date Application Accepted: Q:\Applications\Fonns- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Date Application Expires: 'p-Cl '1- Ts-q0-5 City State Zip !d o dog-- 6v °7 Staff Initials: Page 6 of 6 Parcel No.: 7340600843 Address: 13011 MACADAM RD S TUKW Suite No: Applicant: R HOUSE CONSTRUCTION #2 Receipt No.: R07 -01860 Payment Amount: $3,604.40 Initials: WER Payment Date: 08/31/2007 03:58 PM User ID: 1165 Balance: 30.00 Payee: R HOUSE CONSTRUCTION TRANSACTION LIST: Type Method Description Amount Payment Check 7416 3,604.40 ACCOUNT ITEM LIST: Description BUILDING - RES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 000/322.100 000/342.400 000/345.830 000/342.400 000/345.830 000/386.904 104.367.120 RECEIPT Account Code Current Pmts Permit Number: D07 -156 Status: APPROVED Applied Date: 05/01/2007 Issue Date: 2,390.96 72.00 37.00 138.00 -62.00 4.50 1,023.94 Total: $3,604.40 doc: Receiot -06 Printed: 08 -31 -2007 Parcel No.: 7340600843 Permit Number: D07 -156 Address: 13011 MACADAM RD S TUKW Status: APPROVED Suite No: Applied Date: 05/01/2007 Applicant: R HOUSE CONSTRUCTION #2 Issue Date: Receipt No.: R07 -01857 City of Tukwila Initials: LAW Payment Date: 08/31/2007 03:38 PM User ID: 1632 Balance: $3,604.40 Payee: R HOUSE CONSTRUCTION INC TRANSACTION LIST: Type Method Description Amount don. Reneint -OR 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 RECEIPT Payment Check 7419 1,800.00 ACCOUNT ITEM LIST: Description BONDS /DEPOSITS Account Code Current Pmts 000/386.908 1,800.00 Total: $1,800.00 Payment Amount: $1,800.00 2347 09/04 ?710 TOTAL 1800.00 Printed. (1R -31 -9007 Doc: RECSETS -06 RECEIPT NO: R07 -00717 Initials: JEM User ID: 1166 ACCOUNT ITEM LIST: Description SET TRANSACTIONS: Set Member Amount City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www. ci. tukwila. wa. us Payee: R HOUSE CONSTRUCTION, INC. SET ID: S000000741 SET NAME: Tmp set/Initialized Activities D07 -156 2,004.12 M07 -097 36.39 PG07 -114 69.00 TOTAL: 2,109.51 SET RECEIPT Payment Date: 05/01/2007 Total Payment: 2,109.51 TRANSACTION LIST: Type Method Description Amount Payment Check 7288 2,109.51 TOTAL: 2,109.51 PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW Account Code Current Pmts 000/345.830 1,659.51 000/322.100 250.00 000/345.830 200.00 TOTAL: 2,109.51 7673 05/01 9716 TOTAL 2109.51 Project: R - Fld148 Type of Inspection: F Address: 1 O (I V✓1 A C ADv(vtA (1.0 Date Called: 5 Special Instructions: Date Wanted: a.m. Requester: Phone No: Z - 577 - 2 4 7 r >07 6. INSPECTION RECORD Retain a copy with permit IN PE O. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: el— WI (-0 r I lnspeor I j ( ()r El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Project: iz 1k�s Type of 'Inspection: (1d3f .r ( 44 , u (L-1 Address: /� /j /30/i 1t(^ t"► t / ) Date Called: Special Instructions: Date Wanted: 7 (�'d ��„ p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. El Corrections required prior to approval. D6'7 - /S( COMMENTS: 'Inspect 'Date: 7 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Project: 2_ l US ._ (-- s t Type of Inspection: .Tit (-j, U r--_ 1-J/ --_ w/ ( ' �� �, Address: 130 It i{44. c e' eD 1 Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: 7_53 - 3 7 7 —7°9 &7 —/S INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION "e- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: isz, D � 7 c DV El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: /-7606e0 of- hns— pection Address: /30//,14 "0/f,c7 A) Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: 2 3 2079' Do? /- 6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION le' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 p Approved per applicable codes. El Corrections required prior to approval. COMMENTS: CA Inspector: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: J Proje t: g - POWSe 1 Type of Inspection: Cu4'/ r46 Address: /36// r�44'4 )r» j R Date Called: Special Instructions: >� p �.�. - ` �- ' . Date Wanted: . G / — 7- 6L. / �� (p• Requester: Phone No ,.2 5 - 377-2o7 y INSPECTION RECORD Retain a copy with permit D /* IN PE .N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 , (206)431 -36 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: p711--- // p ;J /V�7/Jik "(o �/` . 1 J J( • )- �._. Date: 'Date: COMMENTS: 64" le -- ;A / "t / At J< („Jots' Address: � /3 /"" A. . 7., : - iv --- f ,A-c t ✓)7 i` Jr--1) O_ 3 T j r- rAeti e (0A--ra I F T-r) ;,Li:4 /Lk AJ . '14 4/1 of . Date Wanted: (— ((— dS/ p.m. Requester: c9- 7 V - fv (A ice._ ( ;'Jofir .13 t0. Project: Type of Inspection: r •A/ Address: � /3 /"" A. Date Called: Special Instructions: Date Wanted: (— ((— dS/ p.m. Requester: Phone No: 25 3- 377- U7q 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 -36 Ins Date) 0 ,907 - is.6 proved per applicable codes. El Corrections required prior to approval. pec r: $58.00 REINSPECTION I REQUIR ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: (Date: Project: K. kkou s6 C0.4 ';'- 4 1 Type of Inspection: N. LI WP.U., S 6- t4-.1/50tit Add s: 1 50 1 \ M PA R.D Date Called: Special Instructions: Date Wanted: 11(21 / o-I 0 ...9 p.m. Requester: Phone No: S INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 DO1 - PERMIT NO. (206)431-3 0 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: k.(400 r ate: 11 igk 01- 0558.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Project: AL-- 1/6D/5(° Type of nspectio /2 C>U 7s� �,17 r ,at.' Address: /30// /) 2./76 4Jr1rr'1 / ) Date Called: Special Instructions: Date /� to � 7 Vim; / Req uester: Phone No: 53 -- 427 3-- Zd 75 00 /26 INSPECTION RECORD Retain a copy with permit INSPECTI N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. li Corrections required prior to approval. COMMENTS: (TR All/ cr - 1 A/,)00 (A!te v(r)-) A /3i /5 yl1 /3 5 , t2 ❑ P IRecei No.: PAA 2.1 1 REINSPECTION FEE REQUIRED. Pri _ i • at 6300 Southcenter Blvd., Suite 100. l 'Date: A1'. //Z/ r to inspection, fee must be t the schedule reinspection. 'Date: COMMENTS: Type of Inspection: /L24 // _S ° 4A /5/r4v A d r ss: _5 C� // /9/4MJJ/9/4M3/9/ P .D j /;.-) r.. Mr„ s 4.47. $ , i f/- (2,4141,- / '� = %0 (_____ 7 Aid S7' Y S 174P i6 I /, ii) so -t$ y Ai, '3 1- Phone -207 Pro : 1/67( / � - Type of Inspection: /L24 // _S ° 4A /5/r4v A d r ss: _5 C� // /9/4MJJ/9/4M3/9/ P .D j Date Called: Special Instructions: Date Wa ted: P.m. Requester: Phone -207 fr INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION g- 6300 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 421 / r .., 4 ..." A REINSPECTION FE REQUIRED. Southcenter lvd. Suite 1 .00 rior to inspection. fee must be aid at 6300 S . Call the schedule reinspection. j Receipt No.: Date: Da) -ice 6 Corrections required prior to approval. Date: /� //r) Project j? % Ce- et J/ Type of Inspection: 1 /2.--4 / 7 �.r j7 • . z.: Address: /30// /1/l.% 41,46.1.-1-, Date Called: Special Instructions: Date Wanted: `C z27 p.m. Requester: Phone No: 2_ 3 J / —i INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 CO MENTS: (Inspector y Date• / —27_07 proved per applicable codes. Corrections required prior to approval. $58.00 REINSPE ' ' N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 S • center Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMM NTS: p/ ■ �` �l 1 11/ -P ✓ 7 P�c V G! (evil T/ /irN / / /J✓- Specia Instructions: /-74,-7 »7 /f f / /-7 5 /1 .� / / f-+ .4. 'b�Orr l o .7/ l - I'ierr t / Tjo'!i i-i 0 74 ea. )-- /N /!/ > 1--- / L >i, / � U //- l�- S Phone No: 7 +3/'353 Project /?TJi/.'1 Type Inspection: �/ ��-'—'� %/'J ✓ 4 tc; Adddress: // / � ,,„,..4 k Date 'Called: Specia Instructions: Date Wanted: cl.n /-- 26-C37 p.m. Requester: Phone No: 7 +3/'353 INSPECTION NO. PERM N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. Inspecto $58.00 REI paid at 63 !Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit ( Corrections required prior to approval. ( Date: /O_7 / c77 CTION FEE REQUIRED. Prior to inspection, fee must be 0 Southcenter Blvd., Suite 100. Call the schedule reinspection. Proj t: / 0,5e° ( -/. Type of Inspection: f cif /, z � -1. `/ 1J/ S Address: / 30 /i r)A / 1 .04)4Jn1 ,21) S Date Called: / Special Instructions: Date Wanted a.m. Requester: Phone No: - - X25 INSPEQefION NO. CITY OF TUKWILA BUILDING DIVISION t 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: pector: !Date: //7 A7 :00 REINSPECTIO FEE REQU) - ED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit PERMIT NO. Project: Type of Ins? ion s �� Address: �� � /30// U6d� Date Called: Special Instructions: Date Wanted: �' CC m� p.m. Requester: Phone No: 2 53 - 77 -20'7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P- 6300 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 0 pproved per applicable codes. Corrections required prior to approval. n $58.00 REINSPE ON FEE REQUIRED. Prior to inspection. fee must be ` j ' paid at 6300 S. thcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: `Date: Probe : — f//./)/S te ) Type of Inspection: , a 7/ 11./ l Address: /30/1 1 q (1 gv,q r) R( Date Called: Special Instructions: e/V/ Date Wanted: is _� --- a7 Requester: Phone No: —.2.53 —3 77 - 2 6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION C- 6 3 0 0 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. COMMENTS: r 7Ns f`/ .c - T A pecl<or: Date: El 00 REINSPECTION FEE REQUI .Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Su' a 100. -Gall the schedule reinspection. (Receipt No.: 1Date: Corrections required prior to approval. ,r... rah` :A'?<" 3 !' $ � , ;.4::a s s- .. �x PrQ ;eck:, ` � Type of In cti n:d SP r .rte Ad ess: 13011 Ma(oJeLiti ) c. Date Calle gli( Special Instructions: c l)V eu 1D41'63 Date Wanted: (� 0 9 _ a. Requester: f( 6 14) Phone No: — 377 ,D Sb StA 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 El Corrections required prior to approval. COMMENTS: - G� Inspector: . Cv5 'Date /`' El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Inn �_ (f / o h C.J� $ ' 7 / I L t A)S/ (L4A cA.-c6 Address: /fin/ / 4 eels Date Called: 03/13 /o£- l-- /jy /q 1( ,wt4 .0,1 Date W nted: O3 fit//o k X 0..00 m , -- r Pho N : �3 - 3 77 ,,c, 71 -- po ra Sao 1 w c cAitRc,r ifrt (-4-( 7 ,— Aili (44Gv f -t- — - J(q( O fe �! c,d � t, 3 /1 , ((r A4,,ild Aid kr (7 -.pc- b Project), 7'"X0 u C e Type of Inn �_ (f / o h C.J� Address: /fin/ / 4 eels Date Called: 03/13 /o£- Special Instructions: 01( - Ire.QPa Se .f k I ? o . DO f} /YI- CG /� r� v� l Date W nted: O3 fit//o k X 0..00 m , Reques . k Pho N : �3 - 3 77 ,,c, 71 I- 5 5 i Do- a (a INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Gf v , t c-r /d1at, Approved per applicable codes. Corrections required prior to approval. Inspector: GAD/ (Date: 3 J /'(c[ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: I Date: r Pror n 1-64 se cois-4- 4- A Type of Inspection.... - 54i Aadress: /3 0 / i 4?07.1fi /71 Wei 5 Date Called: Special Instructions: OD a r''' /.11 0 r c . Date Wanted: te}ed„ o.,72.77/0k ( Requesterw , Phone No: 07 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 [J Approved per applicable codes. D Corrections required prior to approval. COMMENTS: - fitio At211 o Inspector: KAI 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: COMMENTS: N. Dil -1 /Z' (( \n,cA.1, t 5(A/i, ,{ CiA y�i 1 Q / G ik■ c/f 52,- -\. 1)--1A C Ova q A ) / u /WY ,f/:7% ly /5titi40-14.-‘ Special Instructions: 2 /1-Z 6 i 6, i / `'( 0/1/S R&0 C2 Requester: ie . 0 . lk). t frca /{ ) / t yi 7 P,/G)pjec w � I�+u'�• � 1 � +t Type of Inspection: r �� Address: \c1\ 0,s, Date Called aiZ� 0 Special Instructions: Date Wanted: a.►�.. Requester: P�3 31%"ZY INSPECTION RECORD. Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. (Inspector: Po7-15(Q Corrections required prior to approval. 6171) (Date: 7 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: !Date: Pro' ct: �v��se (r,�s� �a Type of Inspection: D Address: y /0// / i( Jr ii ici Date Called: / i O Special Instructions: - P r o rners G l u t 1 3f roil{ - t- In pec t-, 0- Ce rte{ Date Wanted: I I ) U 1 a Requester: l Requester: Phone No a53 -Z as - 79 /5( 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: 1 1.-" / 1,) T44 4 ( �, ,, � C (/- ft) 44 U - (Inspector: A ' 1Date: %V? 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: Prot: O� � C.P � al - 6'. Type of Inspection: nspection: 2 A Addres Date Called: Special Instructions: n C .� ( ' Date Wanted: 0/ 1 07 /67 a Requester 1 Re uester . Phone No: f 3 377 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Dom l�?, PERMIT NO. (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 9( )7 [lc e ( Inspector: 6N Date: r1 / $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: 2 µ.z,1, 5 t, (01,5-r_ Type of IInsspection: S Address: 9 p ti I MA cet o, r" )h 4)* Suite #: Contact Person: Vtc, is 1LovJLr''t Special Instructions: Phone No.: 753 — ; ? ?- 2o Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: i Inspector: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Word /Inspection Record Form.Doc 1/13/06 kwila Wa. 98188 206- 575 -4407 ....Fiki per applicable codes. PERMIT NUMBERS n Corrections required prior to approval. COMMENTS: - tL W a L ) Z I Date: 21 Z to? ) $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. H T.F.D. Form F.P. 113 CONSULTING ENGINEERS April 19, 2007 Client: R House Construction 1001 N. Tacoma Ave. Tacoma, WA, 98403 Site Address: • 13011 Macadam Road Parcel #7340600843 Tukwila, WA 98188 City of Tukwila STRUCTURAL ENGINEERING DESIGN CRITERIA PACIFIC NORTHWEST ENGINEERING INC SITE SPECIFIC RE -USE LETTER r r ,.,. WIND EXPOSURE: B DESIGN WIND SPEED: 85 MPH SEISMIC DESIGN CATEGORY: D2 Ss = 1.3 S1 = .48 SNOW LOAD: 25 PSF SOIL BEARING CAPACITY: 1500 PSF ROOFING TYPE: COMP, 15 PSF DEAD LOAD BUILDING CODE: IBC 2003 Plan Purchaser 4- Date Invoice: #25953 FILE COPY ' Design: #AM- 2239 -A 8-104 I • EXPIRES: 05 1 0/09 Authorization has been granted for the re -use of structural engineering performed by Pacific Northwest Engineering (PNE) on the above noted plan design. The design criteria listed below is used in the structural calculations for this referenced plan. The site location noted above has been determined to comply with the criteria below unless noted otherwise by the Building Official. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 200 Of Tukwila BUILDING DMSION The undersigned has received and agrees to the terms and conditions of PNE's Professional Service Agreement and that if the purchaser makes changes to the plan or the design criteria listed above are not adequate or the format is not correct for the building department the engineering may be rejected. The undersigned would then need to pa the additional costs for the revised engineering and no refund of the fee paid for th • rigin I engineers • e made. PACIFIC NORTHWEST ENGINEERING INC. 4924 109 St. S.W. Suite C Lakewood, WA 98499 Phone: (253) 682 -2850 Fax: (253) 682 -2851 RECEIVED CITY OF TUKWILA JUN 07 2001 PERMIT CENTER CORRECTION LTR# P D'4 tqo seer al! FLAN NUMBER: •.. T i] - : PACIFIC NORTHWEST T � � 1 h�� 8 i 05-05 -2005 NND AM- 2239 -A, -C 'n'° , SW. M*R "96499 ENGINEERING ANALYSIS SEE SITE SPECIFIC LETTER ................ ORIGINAL STAMP MUST BE RED TO BE VALID CONSULTING ENGINEERS The enclosed documents are to be used in conjunction with the plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. Scope of Engineering: Engineering analyses and design to resist lateral and gravity loads in accordance with the 2003 IBC have been performed and incorporated into stamped "S° sheets. All analyses and calculations are included in this engineering report. Engineering assumptions are listed below. If these conditions are notp resent at the site these calculations are void and Pacific Northwest Engineering Inc. must be contacted immediately. LOADING CRITERIA Building Code 2003 International Building Code Seismic Design Category 02 Ss 1.30 S1 0.48 Response Mod Factor 6.5 Site Class D Basic Wind Speed 85 mph Exposure B LIVE LOADS (psf) U.N.O. - Uninhabitable attics without storage 10 - Uninhabitable attics with storage 20 - Habitable attics and sleeping areas 30 - All other areas except balconies and decks 40 - Balconies and Decks 60 DEAD LOADS (psf) U.N.O. - Roof 15 - Floor 10 SNOW LOADS (psf) U.N.O. - Snow 25 SOILS CRITERIA Soils Consultant None Soils Report # None Bearing Pressure Req'd 1500 psf Bearing Depth 12" PACIFIC NORTHWEST ENGINEERING INC. PACIFIC NORTHWEST ENGINEERING INC. 4924 109 ST SW; S UITE C LAKEWOOD, W A. 98499 Page 2 of 41 Level 1 of 2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Shear AM 2239 - A,C.wsw i B -1 WoodWorks® Shearwalls 7.0 D-1 -10' -5' 0' 5' 10' 15' 20' 25' A -1 C -1 A -2 N tD Feb. 16,2007 10:52:48 man 17 30' 35' 40' 45' 50' 55' 60' 65' Page 3 of 41 55' 50' 45' 40' 35' 30' 25' 20' 5' 10' 5' 0 ' _ 10' -15' Shear AM 2239 - A,C.wsw Level 2 of 2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 7.0 D -1 -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' Feb. 16,2007 10:52:48 55' 45' 50' 55' Page 4 of 41 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0 ' -5' -10' v .. Design Code Wind Standard Seismic Standard IBC 2003 ASCE 7 - 02 All heights ASCE 7 - 02 Wind Capacity Increase Shear C &C Panels 1.40 1.60 Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 NaIIW IthdrawalM odification Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T< =100F Dry Dry . Max ShearwallO ffset [ft] Plan Elevation (within story) (between stories) 4.00 2.00 Maximum Height -to -width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked ShearwallRelative Rigidity: Designed capacity using flexible distribution Hold -down Forces: Based on applied shearline force Seismic Materials: include gypsum on exterior walls Case 2 rigid diaphragm load distribution: 75% loads, torsional moment IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind ASCE 7 - 02 General analytic method for all bldgs Seismic ASCE 7 - 02 Equivalent lateral force procedure Design Wind Speed 85mph Exposure Exposure B Enclosure Enclosed Pacific Northwest Engineering, (253) 682 -2850 Use Group I Design Category D Site Profile Class D NHD AM- 2239 -A, Topographic Information [ft] Shape Height - - Site Location: - Length - SpectralR esponse Acceleration S1: 0.480g Ss: 1.300g FundamentalP eriod E -W T Used 0.189s Approximate Ta 0.189s Maximum T 0.227s NS 0.189s 0.189s 0.227s - - Response Factor R 6.50 6.50 - - - - -- - - - - - - - - -- Company Project Pacific Northwest Engineering, (253) 682 -2850 Inc. NHD AM- 2239 -A, -C WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Shear AM 2239 - A,C.wsr WoodWorkse Shearwalls 7.0 Project Information Feb.1 6,2 007 10:52:53 1 Page 5 of 41 - --.. -..- . - - -. .... _. ..... . Block Dimensions [ftl Floor /Ceiling Depth [in] Face Type Roof Panels Slope Overhang [ftl Block 1 2 Story N -S Ridge 12.0 9.00 Levell 3.00 Location X,Y = 0.00 0.00 North Gable 90.0 1.00 F,dentX,Y = 49.00 37.50 South Gable 90.0 1.00 Ridge X Location, Offset 24.50 0.00 East Side 18.1 1.00 Ridge Elevation,H eight 31.00 8.00 West Side 18.1 1.00 Block 2 1 Story N -S Ridge Location X,Y = 18.00 -7.50 North Joined 90.0 1.00 ent(,Y= 31.00 9.00 South Gable 90.0 1.00 Ridge X Location, Offset 33.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 21.95 8.95 West Side 30.0 1.00 WoodWorks® Shearwalls Shear AM 2239- A,C.wer Feb. 16, 2007 10:52:53 StructuralD ata 2 Page 6 of 41 Story Elev [ft] Floor /Ceiling Depth [in] Wall Height [ft] Ceiling 23.00 12. Level2 13.00 12.0 9.00 Levell 3.00 12.0 9.00 Foundation 2.00 WoodWorks® Shearwalls Shear AM 2239- A,C.wer Feb. 16, 2007 10:52:53 StructuralD ata 2 Page 6 of 41 Wall Grp Surf Sheathing [In] Material Thick Orient Fasteners Size Type Spcg [In] Edg Fid Blkp Framing Members [in] Species G Spc Apply Notes 4,4,4, 4,4, rINMVIAW Struct Shthg 7/16 Vert 8d Nail 3 12 yes Hem -Fir 0.43 16 1,2,3 Struct Shthg 7/16 Vert 8d Nail 4 12 yes Hem -Fir 0.43 16 1,2,3 Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 Struct Shthg 7/16 Vert 8d Nail 4 8 yes Hem -Fir 0.43 16 1,2,3 Struct Shthg 7/16 Vert 8d Nail 4 8 yes Hem -Fir 0.43 16 1,2,3 WoodWorks® Shearwalls Shear AM 2239- A,C.wsr Feb. 16, 2007 10:52:53 Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg - Edge or fie d nail spacing; Bikg - Blocked; G - Spec gravity; Spc - Wall stud spacing 3 Page 7 of 41 WoodWorks® Shearwalls Shear AM 2239- A,C.wsr Feb. 16, 2007 10:52:53 SHEARLINE,W ALL and OPENING DIMENSIONS North -South Type Wall Shearlines Groups) Une 1 Level 2 Line 1, Level 2 Seg 3 Wall 1 -1 Seg 3 Opening 1 Opening 2 Level 1 Line 1, Level 1 Seg 3 Wall 1 -1 Seg 3 Opening 1 Opening 2 Une 2 Level 2 Line 2, Level 2 NSW Wall 2 -1 NSW Level 1 Line 2, Level 1 NSW Wall 2 -1 NSW Une 3 Level 1 Line 3, Level 1 Seg 5 Wall 3 -1 Seg 5 Wall 3 -2 Seg 5 Line Level 2 Line 4, Level 2 NSW Wall 4 -1 NSW Une 5 Level 2 Line 5, Level 2 Seg 3 Wall 5 -1 Seg 3 Opening 1 Level 1 Line 5, Level 1 Seg 6 Wall 5 -1 Seg 6 Wall 5 -2 Seg 6 Opening 1 Une 6 Level 1 Line 6, Level 1 Seg 3 Wall 6 -2 Seg 3 Wall 6 -1 Seg 3 East -West Type Wall Shearlines Group(s) Line A Level 1 Line A, Level 1 Seg 1 Wall A -1 Seg 1 Opening 1 Wall A -2 Seg 1 Opening 1 Une B Level 2 Line B, Level 2 Seg 3 Wall B -3 Seg 3 Opening 1 Wall B -1 Seg 3 Opening 1 Wall B -2 Seg 3 Opening 1 Level 1 Line B, Level 1 Seg 2 Wall B -1 Seg 2 Wall B -2 Seg 2 Une C Level 1 Line C, Level 1 Seg 4 Wall C -i Seg 4 Wall C -2 Seq 4 Location Extent [ft] Length FHS X [ft] Start End [ft] Ut] 0.00 0.00 0.00 0.0 13.00 13.00 13.00 13.00 18.00 18.00 18.00 27.00 27.00 40.00 40.00 39.84 38.00 40.00 49.00 49.00 49.00 0.00 0.00 17.50 31.50 0.00 0.00 4.00 13.00 37.50 37.50 23.50 35.50 37.50 37.50 8.00 17.00 0.00 1.50 0.00 1.50 0.00 1.50 0.00 1.50 - 7.50 37.50 - 7.50 1.50 1.50 14.50 0.00 1.50 0.00 1.50 0.00 37.50 0.00 37.50 10.50 13.50 - 7.50 37.50 - 7.50 -5.50 14.50 37.50 27.00 29.00 - 5.50 0.00 - 5.50 14.50 14.50 0.00 37.50 37.50 6.00 4.00 37.50 37.50 4.00 4.00 1.50 1.50 1.50 1.50 45.00 9.00 13.00 1.50 1.50 37.50 37.50 3.00 45.00 2.00 23.00 2.00 20.00 14.50 5.50 27.50 27.50 29.50 29.50 0.00 1.50 0.00 1.50 22.00 9.00 13.00 0.00 1.50 34.50 34.50 23.00 2.00 21.00 20.00 14.50 5.50 Location Extent [ft] Length FHS Y [ft] Start End [ft] [ft] -6.79 - 7.50 - 5.50 0.53 0.00 0.00 1.50 0.42 0.00 1.50 14.50 14.50 14.50 18.00 49.00 18.00 38.00 21.00 35.00 38.00 49.00 41.00 47.50 0.00 40.00 27.00 40.00 30.00 37.00 0.00 13.00 3.50 10.00 13.00 27.00 15.50 24.50 0.00 49.00 0.00 13.00 13.00 18.00 0.00 49.00 19.50 40.00 40.00 49.00 31.00 20.00 14.00 11.00 6.50 40.00 13.00 7.00 13.00 6.50 14.00 9.00 49.00 13.00 5.00 49.00 20.50 9.00 10.50 6.00 4.50 17.50 6.00 6.50 5.00 18.00 13.00 5.00 26.50 20.50 6.00 Height [ft] 9.00 7.00 7.00 9.00 7.00 7.00 9.00 9.00 9.00 9.00 9.00 7.00 9.00 7.00 9.00 Height [ft] 9.00 7.00 7.00 9.00 7.00 7.00 7.00 9.00 9.00 4 Page 8 of 41 WoodWorks® Shearwalls Shear AM 2239 - A,C.wsr Feb. 16, 2007 10:52:53 SHEARLINE,W ALL and OPENING DIMENSIONS ( continued) Opening 1 Une D Level 2 Line D, Level 2 Seg Wall D -1 Seg Opening 1 Opening 2 Level 1 Line D, Level 1 Seg Wall D -1 Seg Opening 1 Opening 2 Opening 3 Opening 4 3 3 2 2 37.50 37.50 37.50 37.50 44.50 47.50 0.00 0.00 1.50 24.50 0.00 0.00 4.50 15.50 23.50 28.00 40.00 40.00 6.50 35.50 40.00 40.00 8.00 19.50 26.50 37.00 3.00 40.00 40.00 5.00 11.00 40.00 40.00 3.50 4.00 3.00 9.00 24.00 24.00 20.50 20.50 7.00 9.00 7.00 7.00 9.00 7.00 7.00 7.00 7.00 Type - Seg = segmented, prf = perforated, NSW = non- shearwall; Location - dimension perp. to wall; FHS - length of full - height sheathing; Wall Group(s) - refer to Materials by Wall Group table, r efer to Shear Results tables for each design case ifm ore than one group 5 Page 9 of 41 Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude pbs,plf,Psf] Start End Trib Ht [ft] Block 1 W 2 W ->E Wind Line -1.00 0.00 -4.6 Block 1 W 1 W ->E Wind Line -1.00 0.00 -6.1 Block 1 W 2 W - >E Wind Line 0.00 1.50 51.0 Block 1 W 1 W - >E Wind Line 0.00 1.50 68.0 Block 1 W 2 W - >E Wind Line 1.50 37.50 23.2 Block 1 W 1 W ->E Wind Line 1.50 37.50 31.0 Block 1 W 2 W - >E Wind Line 37.50 38.50 -4.6 Block 1 W 1 W ->E Wind Line 37.50 38.50 -6.1 Block 1 E 2 W - >E Lee Line -1.00 0.00 32.1 Block 1 E 1 W ->E Lee Line -1.00 0.00 42.8 Block 1 E 2 W->E Lee Line 0.00 1.50 65.0 Block 1 E 1 W ->E Lee Line 0.00 1.50 86.6 Block 1 E 2 W ->E Lee Line 1.50 37.50 48.5 Block 1 E 1 W - >E Lee Line 1.50 37.50 64.7 Block 1 E 1 W - >E Lee Line 37.50 38.50 42.8 Block 1 E 2 W ->E Lee Line 37.50 38.50 32.1 Block 1 W 1 E - >W Lee Line -1.00 0.00 42.8 Block 1 W 2 E ->W Lee Line -1.00 0.00 32.1 Block 1 W 1 E ->W Lee Line 0.00 1.50 86.6 Block 1 W 2 E ->W Lee Line 0.00 1.50 65.0 Block 1 W 2 E ->W Lee Line 1.50 37.50 48.5 Block 1 W 1 E ->W Lee Line 1.50 37.50 64.7 Block 1 W 1 E - >W Lee Line 37.50 38.50 42.8 Block 1 W 2 E ->W Lee Line 37.50 38.50 32.1 Block 1 E 2 E ->W Wind Line -1.00 0.00 -4.6 Block 1 E 1 E ->W Wind Line -1.00 0.00 -6.1 Block 1 E 2 E ->W Wind Line 0.00 1.50 51.0 Block 1 E 1 E ->W Wind Line 0.00 1.50 68.0 Block 1 E 2 E ->W Wind Line 1.50 37.50 23.2 Block 1 E 1 E - >W Wind Line 1.50 37.50 31.0 Block 1 E 2 E ->W Wind Line 37.50 38.50 -4.6 Block 1 E 1 E - >W Wind Line 37.50 38.50 -6.1 Block 1 S 2 S ->N Wind Line 0.00 13.00 27.8 50.6 Block 1 S 1 S - >N Wind Line 0.00 13.00 37.1 67.4 Block 1 S 1 S ->N Wind Line 13.00 24.50 67.4 94.3 Block 1 S 2 S ->N Wind Line 13.00 24.50 50.6 70.7 Block 1 S 2 S ->N Wind Line 24.50 27.00 70.7 66.4 Block 1 S 1 S ->N Wind Line 24.50 27.00 94.3 88.5 Block 1 S 1 S - >N Wind Line 27.00 40.00 88.5 58.1 Block 1 S 2 S ->N Wind Line 27.00 40.00 66.4 43.6 Block 1 S 1 S ->N Wind Line 40.00 49.00 21.0 0.0 Block 1 S 2 S - >N Wind Line 40.00 49.00 15.8 0.0 Block 1 N 2 S ->N Lee Line 0.00 24.50 18.7 46.0 Block 1 N 1 S ->N Lee Line 0.00 24.50 25.0 61.3 Block 1 N 1 S ->N Lee Line 24.50 40.00 61.3 38.3 Block 1 N 2 S ->N Lee Line 24.50 40.00 46.0 28.7 Block 1 N 2 S - >N Lee Line 40.00 49.00 10.0 0.0 Block 1 N 1 S ->N Lee Line 40.00 49.00 13.3 0.0 Block 1 S 1 N - >S Lee Line 0.00 13.00 25.0 44.3 Block 1 S 2 N ->S Lee Line 0.00 13.00 18.7 33.2 Block 1 S 2 N ->S Lee Line 13.00 24.50 33.2 46.0 Block 1 S 1 N ->S Lee Line 13.00 24.50 44.3 61.3 Block 1 S 1 N ->S Lee Line 24.50 27.00 61.3 57.6 Block 1 S 2 N ->S Lee Line 24.50 27.00 46.0 43.2 Block 1 S 2 N ->S Lee Line 27.00 40.00 43.2 28.7 Block 1 S 1 N - >S Lee Line 27.00 40.00 57.6 38.3 Block 1 S 2 N - >S Lee Line 40.00 49.00 10.0 0.0 Block 1 S 1 N ->S Lee Line 40.00 49.00 13.3 0.0 Block 1 N 2 N - >S Wind Line 0.00 24.50 27.8 70.7 Block 1 N 1 N ->S Wind Line 0.00 24.50 37.1 94.3 Block 1 N 1 N ->S Wind Line 24.50 40.00 94.3 58.1 Block 1 N 2 N ->S Wind Line 24.50 40.00 70.7 43.6 Block 1 N 2 N ->S Wind Line 40.00 49.00 15.8 0.0 Block 1 N 1 N ->S Wind Line 40.00 49.00 21.0 0.0 Level Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,Pff,Psf] Ht Case Dir Dir Start End Start End [ft] WoodWorks® Shearwalls Shear AM 2239- A,C.wer Feb. 16, 2007 10:52:53 WIND SHEAR LOADS (overlapping loads combined) Loads 6 WoodWorks® Shearwalls Shear AM 2239- A,C.wsr Feb. 16, 2007 10:52:53 WIND SHEAR LOADS (overlapping loads combined) continued) ( Accum. Accum. Accum. Accum. Accum. Accum. Accum. Accum. Accum. Accum. Accum. Accum. E E E E E E E E S S S S Block 1 W Block 1 W Block 1 E Block 1 E Block 1 W Block 1 W Block 1 E Block 1 E Block 1 S Block 1 S Block 1 S Block 1 S Block 1 N Block 1 N Block 1 N Block 1 N Block 1 S Block 1 S Block 1 S Block 1 S Block 1 N Block 1 N Block 1 N Block 1 N Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 E Block 2 E Block 2 E Block 2 E Block 2 E Block 2 E Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 W Block 2 E Block 2 E Block 2 E Block 2 E Block 2 E Block 2 E Block 2 S Block 2 S Block 2 S Block 2 S Block 2 S Block 2 S Block 2 S Block 2 S 1 W - >E Lee 2 W ->E Lee 1 W ->E Lee 2 W - >E Lee 1 E ->W Wind 2 E ->W Wind 1 E ->W Wind 2 E ->W Wind 2 S - >N Wind 1 S ->N Wind 2 N ->S Lee 1 N ->S Lee 1 W ->E Wind 2 W ->E Wind 1 W ->E Lee 2 W ->E Lee 2 E ->W Lee 1 E ->W Lee 2 E - >W Wind 1 E - >W Wind 1 S - >N Wind 2 S - >N Wind 1 S - >N Wind 2 S ->N Wind 1 S ->N Lee 2 S ->N Lee 1 S ->N Lee 2 S ->N Lee 1 N ->S Lee 2 N ->S Lee 2 N ->S Lee 1 N ->S Lee 1 N ->S Wind 2 N ->S Wind 2 N ->S Wind 1 N ->S Wind 2 W ->E Wind 1 W - >E Wind 1 W ->E Wind 2 W ->E Wind 1 W ->E Wind 2 W ->E Wind 2 W ->E Lee 1 W - >E Lee 1 W - >E Lee 2 W - >E Lee 1 W - >E Lee 2 W ->E Lee 2 E - >W Lee 1 E - >W Lee 1 E - >W Lee 2 E - >W Lee 1 E - >W Lee 2 E - >W Lee 2 E - >W Wind 1 E ->W Wind 1 E ->W Wind 2 E ->W Wind 1 E ->W Wind 2 E - >W Wind 1 S ->N Wind 2 S ->N Wind 1 S ->N Wind 2 S ->N Wind 2 N ->S Lee 1 N ->S Lee 2 N ->S Lee 1 N ->S Lee Line 0.00 1.50 125.6 Line 0.00 1.50 94.2 Line 1.50 14.50 39.9 Line 1.50 14.50 29.9 Line 0.00 1.50 139.2 Line 0.00 1.50 104.4 Line 1.50 14.50 61.9 Line 1.50 14.50 46.5 Line 18.00 33.50 25.3 Line 18.00 33.50 33.8 Line 18.00 33.50 16.5 Line 18.00 33.50 22.1 Line 0.00 1.50 111.0 Line 0.00 1.50 83.3 Line 14.50 37.50 39.9 Line 14.50 37.50 29.9 Line 0.00 1.50 71.8 Line 0.00 1.50 95.8 Line 14.50 37.50 46.5 Line 14.50 37.50 61.9 Line 0.00 13.00 61.9 Line 0.00 13.00 46.5 Line 13.00 18.00 61.9 Line 13.00 18.00 46.5 Line 0.00 40.00 45.4 Line 0.00 40.00 34.1 Line 40.00 49.00 45.4 Line 40.00 49.00 34.1 Line 0.00 13.00 45.4 Line 0.00 13.00 34.1 Line 13.00 18.00 34.1 Line 13.00 18.00 45.4 Line 0.00 40.00 61.9 Line 0.00 40.00 46.5 Line 40.00 49.00 46.5 Line 40.00 49.00 61.9 Line -8.50 -7.50 Line -8.50 -7.50 Line -7.50 0.00 Line -7.50 0.00 Line 1.50 37.50 Line 1.50 37.50 Line -8.50 -7.50 Line -8.50 -7.50 Line -7.50 -5.50 Line -7.50 -5.50 Line -5.50 0.00 Line -5.50 0.00 Line -8.50 -7.50 Line -8.50 -7.50 Line -7.50 0.00 Line -7.50 0.00 Line 1.50 37.50 Line 1.50 37.50 Line -8.50 -7.50 Line -8.50 -7.50 Line -7.50 -5.50 Line -7.50 -5.50 Line -5.50 0.00 Line -5.50 0.00 Line 33.50 38.00 Line 33.50 38.00 Line 38.00 49.00 Line 38.00 49.00 Line 33.50 38.00 Line 33.50 38.00 Line 38.00 49.00 Line 38.00 49.00 11.5 15.3 49.1 36.8 61.9 46.5 34.4 45.9 55.9 41.9 55.9 41.9 34.4 45.9 55.9 41.9 39.9 29.9 11.5 15.3 49.1 36.8 49.1 36.8 90.1 67.6 73.8 55.3 43.5 58.0 35.7 47.5 67.6 90.1 43.5 58.0 73.8 55.3 33.8 25.3 35.7 47.5 16.5 22.1 Block - Block used in load generation, Accum. = loads from one block combined with another, Manual = user - entered loads (so no block); F - Building face (north, s outh,e asto r west); E lement- building surface on which loads generated or entered;;L oad Case - ASCE 7 All heights Case 1 Page 11 of 41 7 WoodWorks® Shearwalls Shear AM 2239 - A,C.wsr Feb. 16, 2007 10:52:53 or 2 ASCE 7 low rise T = Transverse, L = Longitudinal ;S urf Dir - Windward or leeward side of the building; P rof- Profile (distribution);L ocation - starta nd end points on building element ;M agnitude - Start= intensity of uniform and point! oads or leftmost intensity oft rapezoidal load,e nd = right intensity of trap load; Trib Ht- Tributary height() fu ser- applied area loads only 8 Page 12 of 41 Block Building Face Level Magnitude [psi] Interior End Zone Block 1 West 2 14.1 17.4 Block 1 East 2 14.1 17.4 Block 1 South 2 14.1 17.4 Block 1 North 2 14.1 17.4 Block 1 West 1 14.1 17.4 Block 1 East 1 14.1 17.4 Block 1 South 1 14.1 17.4 Block 1 North 1 14.1 17.4 Block 2 West 1 14.1 17.4 Block 2 East 1 14.1 17.4 Block 2 South 1 14.1 17.4 WoodWorks® Shearwalls Shear AM 2239 - A,C.wsr Feb. 16, 2007 10:52:53 D 9 Page 13 of 41 Level2 Force Dir Building Element Block Wall Une Profile Location [ft] Start End Magnitude [ibs,plf,psf] Start End Trib Width [ft] E -W Roof Block 1 1 Line -1.00 38.50 255.0 255.0 E -W Roof Block 1 6 Line -1.00 38.50 255.0 255.0 N -S Roof Block 1 B Line -1.00 50.00 197.5 197.5 N -S Roof Block 1 D Line -1.00 50.00 197.5 197.5 N -S L Gable Block 1 B Line 0.00 24.50 80.0 0.0 N -S R Gable Block 1 B Line 24.50 49.00 0.0 80.0 N -S R Gable Block 1 D Line 0.00 24.50 80.0 0.0 N -S L Gable Block 1 D Line 24.50 49.00 0.0 80.0 Both Wall 1 -1 n/a 1 Line 0.00 37.50 45.0 45.0 Both Wall 2 -1 n/a 2 Line 0.00 1.50 45.0 45.0 Both Wall 4 -1 n/a 4 Line 0.00 1.50 45.0 45.0 Both Wall 5 -1 n/a Line 0.00 37.50 45.0 45.0 Both wall B -1 n/a B Line 0.00 13.00 45.0 45.0 Both Wall B -3 n/a B Line 27.00 40.00 45.0 45.0 Both wall B -2 n/a Line 13.00 27.00 45.0 45.0 Both Wall D -1 n/a D Line 0.00 40.00 45.0 45.0 Levell Magnitude Trib Force Building Block Wall Profile Location [ft] pbs,plf,psf] Width Dir Element Line Start End Start End [ft] E -W Roof Block 2 3 Line -7.50 2.50 165.0 165.0 E -W Roof Block 2 6 Line -7.50 2.50 165.0 165.0 E -W Floor F5 n/a 1 Line 0.00 1.50 520.0 520.0 Both Wall 1 -1 n/a 1 Line 0.00 37.50 45.0 45.0 E -W Floor F3 n/a 1 Line 1.50 14.50 1960.0 1960.0 E -W Floor F4 n/a 1 Line 14.50 37.50 1600.0 1600.0 Both Wall 2 -1 n/a 2 Line 0.00 1.50 45.0 45.0 E -W Floor F5 n/a 2 Line 0.00 1.50 520.0 520.0 E -W Floor Fl n/a 3 Line -7.50 -5.50 800.0 800.0 E -W Floor F2 n/a 3 Line -5.50 1.50 1240.0 1240.0 Both Wall 4 -1 n/a 4 Line 0.00 1.50 45.0 45.0 E -W Floor Fl n/a 5 Line -7.50 -5.50 800.0 800.0 Both Wall 5 -1 n/a Line 0.00 37.50 45.0 45.0 E -W Floor F4 n/a Line 14.50 37.50 1600.0 1600.0 E -W Floor F2 n/a 6 Line -5.50 1.50 1240.0 1240.0 E -W Floor F3 n/a 6 Line 1.50 14.50 1960.0 1960.0 N -S Roof Block 2 A Line 17.00 50.00 55.0 55.0 N -S Roof Block 2 Line 17.00 50.00 45.0 45.0 N -S L Gable Block 2 A Line 18.00 33.50 89.5 0.0 N -S R Gable Block 2 A Line 33.50 49.00 0.0 89.5 N -S Floor F3 n/a A Line 18.00 38.00 1800.0 1800.0 N -S Floor F4 n/a Line 38.00 40.00 1720.0 1720.0 N -S Floor F5 n/a Line 40.00 49.00 800.0 800.0 N -S Floor Fl n/a B Line 0.00 13.00 1500.0 1500.0 Both Wall B -1 n/a B Line 0.00 13.00 45.0 45.0 Both Wall B -3 n/a B Line 27.00 40.00 45.0 45.0 Both Wall B -2 n/a Line 13.00 27.00 45.0 45.0 N -S Floor F2 n/a Line 13.00 18.00 1440.0 1440.0 N -S Floor F5 n/a C Line 40.00 49.00 800.0 800.0 Both Wall D -1 n/a D Line 0.00 40.00 45.0 45.0 N -S Floor Fl n/a D Line 0.00 13.00 1500.0 1500.0 N -S Floor F2 n/a D Line 13.00 18.00 1440.0 1440.0 N -S Floor F3 n/a D Line 18.00 38.00 1800.0 1800.0 N -S Floor F4 n/a D Line 38.00 40.00 1720 4.3 20 r 0 A 1 WoodWorks® Shearwalls Shear AM 2239- A,C.WSr Feb. 16, 2007 10:52:53 10 WoodWorks@ Shearwalls Shear AM 2239- A,C.wsr Feb. 16, 2007 10:52:53 BUILDING MASSES ( continued) Both Wall 1 -1 Both Wall 2 -1 Both Wall 3 -1 Both Wall 5 -1 Both Wall 5 -2 Both Wall 6 -1 Both Wall 6 -2 Both Wall A -1 Both Wall A -2 Both Wall B -1 Both Wall B -2 Both Wall C -2 Both Wall D -1 n/a 1 n/a 2 n/a 3 n/a 5 n/a n/a 6 n/a 6 n/a A n/a n/a B n/a n/a C n/a D Line 0.00 37.50 45.0 45.0 Line 0.00 1.50 45.0 45.0 Line -7.50 1.50 45.0 45.0 Line -7.50 -5.50 45.0 45.0 Line 14.50 37.50 45.0 45.0 Line -5.50 0.00 45.0 45.0 Line 0.00 14.50 45.0 45.0 Line 18.00 38.00 45.0 45.0 Line 38.00 49.00 45.0 45.0 Line 0.00 13.00 45.0 45.0 Line 13.00 18.00 45.0 45.0 Line 40.00 49.00 45.0 45.0 Line 0.00 40.00 45.0 45.0 Force direction - Direction in which the mass is used for seismic load generation, E -W, N-S, or Both; Building element - Roof, gable end, wall or floor area used to generate mass,w all line for user - applied masses,F loor D# - refer to plan view for floor area number, W all line - For generated masses, shearline that equivalent! ire load is assigned to,o r line thatu ser- applied mass is applied to - Location - Starta nd end points ofe quivalentl ire load on wall line;T rib Vlhdth.- for user applied area loads only 11 Page 15 of 41 Level2 -- Force Dir - Profile Location [ft] Start End Mag [Ibs,plf,pst] Start End E -W Line -1.00 0.00 117.5 117.5 E -W Point 0.00 0.00 721 721 E -W Line 0.00 1.50 159.0 159.0 E -W Point 1.50 1.50 145 145 E -W Line 1.50 37.50 138.3 138.3 E -W Point 37.50 37.50 866 866 E -w Line 37.50 38.50 117.5 117.5 N -S Line -1.00 0.00 91.0 91.0 N -S Point 0.00 0.00 389 389 N -S Line 0.00 13.00 111.8 131.3 N -S Point 13.00 13.00 16 16 N -S Line 13.00 24.50 131.3 148.6 N -S Line 24.50 27.00 148.6 144.9 N -S Point 27.00 27.00 16 16 N -S Line 27.00 40.00 144.9 125.3 N -S Point 40.00 40.00 389 389 N -S Line 40.00 49.00 104.6 91.0 N -S Line 49.00 50.00 91.0 91.0 Lovell Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Point -7.50 -7.50 264 264 E -W Line -7.50 -5.50 232.7 232.7 E -W Point -5.50 -5.50 57 57 E -W Line -5.50 0.00 334.1 334.1 E -W Point 0.00 0.00 202 202 E -W Line 0.00 1.50 485.1 485.1 E -W Point 1.50 1.50 99 99 E -W Line 1.50 2.50 510.4 510.4 E -W Line 2.50 14.50 472.4 472.4 E -W Point 14.50 14.50 47 47 E -W Line 14.50 37.50 389.4 389.4 E -W Point 37.50 37.50 415 415 N -S Point 0.00 0.00 389 389 N -S Line 0.00 13.00 366.4 366.4 N -S Point 13.00 13.00 16 16 N -S Line 13.00 17.00 352.6 352.6 N -S Line 17.00 18.00 364.1 364.1 N -S Point 18.00 18.00 47 47 N -S Line 18.00 27.00 447.0 453.0 N -S Point 27.00 27.00 8 8 N -S Line 27.00 33.50 453.0 457.3 N -S Line 33.50 38.00 457.3 454.4 N -S Point 38.00 38.00 10 10 N -S Line 38.00 40.00 435.9 434.6 N -S Point 40.00 40.00 314 314 N -S Line 40.00 49.00 212.2 206.2 N -S Point 49.00 49.00 104 104 N -S Line 49.00 50.00 11.5 11.5 WoodWorks@ Shearwalls Shear AM 2239- A,C.wsr Feb. 16, 2007 10:52:53 Loads in table can be accumulation of loads from several building masses, so t hey do no onespona wrm a parucuiar vuuoing eremeni. oueuuii - Starta nd end ofl oad in direction perpendicular to seismic force direction All loads entered by the user or generated by program are specified (unfactored) loads. The program will apply a load factor of0.70 and reliability /redundancy factor to seismic loads before distributing them to the shearlines. 12 Page 16 of 41 North -South Shearlines W Gp For Dir Ld.0 ase Shear Force [pit] V Fibs] V/L V/FHS Int Allowable Shear [pif] Ext Co C Total V pbs] Crit Resp. Line 1 Level 2 Lnl, Lev2 3 Both 1 2141 57.1 77.9 339 1.00 S 339 9309 0.23 Level 1 Lnl, Levi 3 Both 1 3107 82.9 105.3 339 1.00 S 339 9986 0.31 Line 3 Ln3, Levl 5 S - >N 1 2106 46.8 95.7 495 1.00 S 495 10885 0.19 5 N - >S 1 2059 45.8 93.6 495 1.00 S 495 10885 0.19 Wall 3 -1 5 S ->N 1 862 - 95.7 495 1.00 495 4453 0.19 5 N ->S 1 842 - 93.6 495 1.00 495 4453 0.19 Wall 3 -2 5 S - >N 1 1245 - 95.7 495 1.00 495 6432 0.19 5 N ->S 1 1217 - 93.6 495 1.00 495 6432 0.19 Line 5 Level 2 Ln5, Lev2 3 Both 1 2634 70.2 76.3 339 1.00 S 339 11679 0.23 Level 1 Ln5, Levl 6 S - >N 1 4409 98.0 191.7 495 1.00 S 495 11379 0.39 6 N - >S 1 4285 95.2 186.3 495 1.00 S 495 11379 0.38 Wall 5 -1 6 5->N 1 383 - 191.7 495 1.00 495 990 0.39 6 N ->S 1 373 - 186.3 495 1.00 495 990 0.38 Wall 5 -2 6 5->N 1 4026 - 191.7 495 1.00 495 10390 0.39 6 N ->S 1 3912 - 186.3 495 1.00 495 10390 0.38 Line 6 Ln6, Levl 3 S - >N 1 414 20.7 20.7 339 1.00 S 339 6770 0.06 3 N ->S 1 417 20.9 20.9 339 1.00 S 339 6770 0.06 Wall 6 -2 3 S ->N 1 300 - 20.7 339 1.00 339 4909 0.06 3 N - >S 1 302 - 20.9 339 1.00 339 4909 0.06 Wall 6 -1 3 5->N 1 114 - 20.7 339 1.00 339 1862 0.06 3 N - >S 1 115 - 20.9 339 1.00 339 1862 0.06 East-West W For Shear Force [plt] Allowable Shear [pit] Crit Shearlines Gp Dir Ld.0 ase V [Ms] VIL VIFHS Int Ext Co C Total V Fibs] Resp. Line A Level 1 LnA, Levl 1 Both 1 516 16.6 49.1 638 1.00 S 638 6699 0.08 Wall A -1 1 Both 1 295 - 49.1 638 1.00 638 3828 0.08 Wall A -2 1 Both 1 221 - 49.1 638 1.00 638 2871 0.08 Line B Level 2 LnB, Lev2 3 Both 1 1943 48.6 111.1 339 1.00 S 339 5924 0.33 Wall 8-3 3 Both 1 666 - 111.1 339 1.00 339 2031 0.33 Wall B -1 3 Both 1 722 - 111.1 339 1.00 339 2200 0.33 Wall B -2 3 Both 1 555 - 111.1 339 1.00 339 1693 0.33 Level 1 LnB, Levl 2 W - >E 1 3232 66.0 179.6 495 1.00 S 495 8906 0.36 2 E ->W 1 3230 65.9 179.4 495 1.00 S 495 8906 0.36 Wall B -1 2 W ->E 1 2334 - 179.6 495 1.00 495 6432 0.36 2 E ->W 1 2333 - 179.4 495 1.00 495 6432 0.36 Wall B -2 2 W ->E 1 898 - 179.6 495 1.00 495 2474 0.36 2 E - >W 1 897 - 179.4 495 1.00 495 2474 0.36 Line C LnC, Levl 4 Both 1 1893 38.6 71.4 339 1.00 S 339 8971 0.21 Wall C -1 4 Both 1 1464 - 71.4 339 1.00 339 6940 0.21 Wall C -2 4 Both 1 429 - 71.4 339 1.00 339 2031 0.21 Line D Level 2 LnD, Lev2 3 Both 1 1806 45.2 75.3 339 1.00 S 339 8124 0.22 Level 1 LnD, Levl 2 Both 1 2977 74.4 145.2 495 1.00 S 495 10143 0.29 IA! r_`.w _ IAlnll ....run, me iinlnd in ILlatnrinle # hlo • Frir fir _ intro llirertinn alwave "'nth' • HAN factor - FarJor due to sheerwall heiaht - to-width ratio for WoodWorks® Shearwalls Shear AM 2239 - A,C.wsr Feb. 16, 2007 10:52:53 Flexible Diaphragm Wind Design interior and exterior wall sheathing;V - Factored shear force applied to entire line and amount taken by each wall ;V /L - Diaphragm shear force = factored shearline force divided by length ofs headine; Folbwing values marked with * means thaw aloe for sheariine is the one for wall with aitical design response on line; V/FHS* - Design shear force = factored shear force per unitf ull height sheathing,! nt" - Unit shear capacity ofi nterior sheathing,E xt" - Unit shear capacity ofe xerior sheathing Co* - Perforation factor, C - Sheathing canbination nrle,A = Add capacities, S = Strongests ide only,X = Strongest side or twice weakest Total* - Combined units hear capacity inc. p erforation factor and H/W factor, V - Combined shear capacity ofw all or total capacity of sheariine ; C ritR esp* - Critical response = Vapp/FHS/Vcap = design shear force /unit shear capacity 13 Page 17 of 41 urvwQ I FUJI PLINY f ' L.IJ VO11 rvIwr.a Level 1 Line- Position on Wall Wall or Opening Location [ft] X Y Ld.0 ase Tensile Holddown Force ohs] Shear Dead Uplift Cmb'd Dragstrut Force [Ibs] Line 1 1 -1 Left Wall End 0.00 0.25 1 1649 1649 1 -1 Left Opening 1 0.00 3.75 1 948 948 1 -1 Right Opening 1 0.00 8.25 1 948 948 1 -1 Left Opening 2 0.00 12.75 1 948 948 1 -1 Right Opening 2 0.00 17.25 1 247 247 Line 1 Vert. Element 0.00 23.75 1 701 701 Line 1 Vert. Element 0.00 31.25 1 701 701 Line 1 Vert. Element 0.00 35.75 1 701 701 1 -1 Right Wall End 0.00 37.25 1 1649 1649 1 -1 Left Opening 1 0.00 4.00 1 12 1 -1 Right Opening 1 0.00 8.00 1 325 1 -1 Left Opening 2 0.00 13.00 1 317 1 -1 Right Opening 2 0.00 17.00 1 648 Line 3 3 -1 Left Wall End 18.00 -7.25 1 862 8 3 -1 Right Wall End 18.00 1.25 1 842 842 3 -2 Left Wall End 18.00 1.75 1 862 862 3 -2 Right Wall End 18.00 14.25 1 842 842 3 -2 Right Wall End 18.00 14.50 1 1258 Line 5 Line 5 Vert. Element 40.00 13.75 1 687 687 5 -1 Left Wall End 38.00 -7.25 1 1725 1725 5 -1 Right Wall End 38.00 -5.75 1 1677 1677 Line 5 Vert. Element 40.00 0.25 1 687 687 Line 5 Vert. Element 40.00 10.25 1 687 687 5 -2 Left Wall End 40.00 14.75 1 1725 1725 5 -2 Left Opening 1 40.00 26.75 1 1677 1677 5 -2 Right Opening 1 40.00 29.25 1 1725 1725 5 -2 Right Wall End 40.00 37.25 1 2364 2364 5 -1 Right Wall End 38.00 -5.50 1 32 5 -2 Left Wall End 40.00 14.50 1 1930 5 -2 Left Opening 1 40.00 27.00 1 1741 5 -2 Right Opening 1 40.00 29.00 1 1937 Line 6 6 -1 Left Wall End 49.00 -5.25 1 186 186 6 -1 Right Wall End 49.00 -0.25 1 188 188 6 -2 Left Wall End 49.00 0.25 1 186 186 6 -2 Right Wall End 49.00 14.25 1 188 188 Line A A -2 Left Opening 1 40.75 -5.50 1 442 442 A -1 Left Wall End 18.25 -7.50 1 442 442 A -1 Left Opening 1 20.75 -7.50 1 442 442 A -1 Right Opening 1 35.25 -7.50 1 442 442 A - 1 Right Wall End 37.75 - 7.50 1 442 442 A -2 Left Wall End 38.25 -5.50 1 442 442 A -2 Right Opening 1 47.75 -5.50 1 442 442 A -2 Right Wall End 48.75 -5.50 1 442 442 A -1 Left Opening 1 21.00 -7.50 1 381 A -1 Right Opening 1 35.00 -7.50 1 148 A -2 Left Opening 1 41.00 -5.50 1 909 A -2 Right Opening 1 47.50 -5.50 1 801 Line B B -1 Left Wall End 0.25 0.00 1 2616 2616 Line B Vert. Element 3.25 0.00 1 1000 1000 Line B Vert. Element 10.25 0.00 1 1000 1000 B -1 Right Wall End 12.75 0.00 1 2614 2614 B -2 Left Wall End 13.25 1.50 1 2616 2616 Line B Vert. Element 15.25 0.00 1 1000 1000 B -2 Right Wall End 17.75 1.50 1 1615 1615 Line B Vert. Element 24.75 0.00 1 1000 1000 Line B Vert. Element 26.75 0.00 1 1000 1000 Line B Vert. Element 27.25 0.00 1 1000 1000 Line B Vert. Element 29.75 0.00 1 1000 1000 Line B Vert. Element 37.25 0.00 1 1000 1000 Line B Vert. Element 39.75 0.00 1 1000 1000 B -2 Right Wall End 18.00 1.50 1 694 Line C C -2 Right Wall End 48.75 14.50 1 643 643 C -1 Left Wall End 19.75 14.50 1 643 643 C -1 Right Wall End 39.75 14.50 1 643 643 C -2 Left Wall End 40.25 14.50 1 643 643 r.___ •n - e •• WoodWorks® Shearwalls Shear AM 2239 - A,C.wsr Feb. 16, 2007 10:52:53 14 C -2 C -2 C -1 C -2 C -2 Line 0 D -1 Line D Left Opening 1 Right Opening 1 Left Wall End Left Opening 1 Right Opening 1 Left Wall End Vert. Element 44.25 14.50 47.75 14.50 19.50 14.50 44.50 14.50 47.50 14.50 0.25 37.50 1.25 37.50 1 1 1 1 1 1 1 643 643 1984 677 643 643 1984 677 753 128 244 D -1 Left Opening 1 4.25 37.50 1 1065 1065 D -1 Right Opening 1 8.25 37.50 1 1742 1742 D -1 Left Opening 2 15.25 37.50 1 1307 1307 D -1 Right Opening 2 19.75 37.50 1 1307 1307 D -1 Left Opening 3 23.25 37.50 1 1815 1815 D -1 Right Opening 3 26.75 37.50 1 1138 1138 D -1 Left Opening 4 27.75 37.50 1 1213 1213 D -1 Right Opening 4 37.25 37.50 1 1890 1890 D -1 Right Wall End 39.75 37.50 1 1984 1984 D -1 Left Opening 1 4.50 37.50 1 182 D -1 Right Opening 1 8.00 37.50 1 79 D -1 Left Opening 2 15.50 37.50 1 224 D -1 Right Opening 2 19.50 37.50 1 74 D -1 Left Opening 3 23.50 37.50 1 88 D -1 Right Opening 3 26.50 37.50 1 136 D -1 Left Opening 4 28.00 37.50 1 75 D -1 Right Opening 4 37.00 37.50 1 745 Level 2 Tensile Line- Position on Wall Location [ft] Hoiddown Force [lbs] Dragstrut Wall or Opening X Y Ld.0 use Shear Dead Uplift Cmb'd Force pbsl Line 1 1 -1 Right Wall End 0.00 37.25 1 701 701 1 -1 Left Wall End 0.00 0.25 1 701 701 1 -1 Left Opening 1 0.00 17.25 1 701 701 1 -1 Right Opening 1 0.00 23.75 1 701 701 1 -1 Left Opening 2 0.00 31.25 1 701 701 1 -1 Right Opening 2 0.00 35.75 1 701 701 1 -1 Left Opening 1 0.00 17.50 1 290 1 -1 Right Opening 1 0.00 23.50 1 52 1 -1 Left Opening 2 0.00 31.50 1 80 1 -1 Right Opening 2 0.00 35.50 1 148 Une 5 5 -1 Left Opening 1 40.00 10.25 1 687 687 5 -1 Left Wall End 40.00 0.25 1 687 687 5 -1 Right Opening 1 40.00 13.75 1 687 687 5 -1 Right Wall End 40.00 37.25 1 687 687 5 -1 Left Opening 1 40.00 10.50 1 2 5 -1 Right Opening 1 40.00 13.50 1 209 Une B B -3 Left Opening 1 29.75 0.00 1 1000 1000 B -1 Left Wall End 0.25 0.00 1 1000 1000 B -1 Left Opening 1 3.25 0.00 1 1000 1000 B -1 Right Opening 1 10.25 0.00 1 1000 1000 B -1 Right Wall End 12.75 0.00 1 1000 1000 B -2 Left Wall End 13.25 1.50 1 1000 1000 B -2 Left Opening 1 15.25 1.50 1 1000 1000 B -2 Right Opening 1 24.75 1.50 1 1000 1000 B -2 Right Wall End 26.75 1.50 1 1000 1000 B -3 Left Wall End 27.25 0.00 1 1000 1000 B -3 Right Opening 1 37.25 0.00 1 1000 1000 B -3 Right Wall End 39.75 0.00 1 1000 1000 B -3 Left Opening 1 30.00 0.00 1 340 B -3 Right Opening 1 37.00 0.00 1 680 B -i Left Opening 1 3.50 0.00 1 100 B -i Right Opening 1 10.00 0.00 1 216 B -2 Left Opening 1 15.50 1.50 1 60 B -2 Right Opening 1 24.50 1.50 1 497 Une D D -1 Right Wall End 39.75 37.50 1 677 677 D -1 Left Wall End 0.25 37.50 1 677 677 D -1 Left Opening 1 1.25 37.50 1 677 677 D -1 Right Opening 1 6.75 37.50 1 677 677 D -1 Left Opening 2 24.25 37.50 1 677 677 D -1 Right Opening 2 35.75 37.50 1 677 677 D -1 Left Opening 1 1.50 37.50 1 44 WoodWorks® Shearwalls Shear AM 2239- A,C.wsr Feb. 16, 2007 10:52:53 15 Page 19 of 41 WoodWorks® Shearwaiis Shear AM 2239- A,C.wsr Feb. 16, 2007 10:52:53 DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design,c ontinued) D -1 Right Opening 1 D -1 Left Opening 2 D -1 Right Opening 2 6.50 24.50 35.50 37.50 37.50 37.50 1 1 1 182 347 149 Line -Wall - Shearline for forces carried by vertical elements, wall for forces at wall or opening ends; Position...- Vert element = column or strengthened studs req'dotherwise indicates stud location atw all end or opening;.L ocation - Coordinates in Plan View; Ld. C ase - Results are for critical load case:A SCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse,L = Longitudinal; Shear - Factored wind shear overturning component; Dead - Unfactored dead load resisting component•U plift- Upliftwind load componentC mb'd - Sum off actored overtuming,d ead and upliftf orces; D ragstrutFo roe - Factored drag strutf orce at opening headers and gaps in walls along shearline Note: This table includes tension holddown forces only. Dead load contribution to combined force is factored by 1.00 load combination factor 16 Page 20 of 41 Line North -South Shearlines Lev Grp Sheathing (psf] Force Cap Force! Cap Force End Fastener Withdrawal fibs] Cap Force/Cap ft End Mt Service Cond Factors Temp Moist M M M M in M kD M M .-i N .--1 ' N r1 1-1 N M a' N lD 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 17.4 48.0 0.36 15 13 68 0.23 0.18 1.00 1.00 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 East -West Sheathing [psi] Fastener Withdrawal fibs] Service Cond Sheariines Force Cap Force! Force Cap Force/Cap Factors Line Lev Grp Cap End ht End ht Temp Moist A 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 B 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 3 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 C 1 4 17.4 48.0 0.36 1.00 1.00 D 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 3 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 WoodWorks® Shearwalls Shear AM 2239 - A,C.wsr Feb. 16, 2007 10:52:53 Wind Suction Design Grp - Wall Design Group, results f or design groups for rigid, flexible design listed for each well,• Sheathing: Fo►oe - Umt area end zone ,.. load, Cap - Out -of -plane bending capacity of exterior sheathing assuming continuous over 3 studs; Fa stener Wiithdrawal :Fo me - Force tributary to each nail in end zone and interior zone; C ap - Factored withdrawalc apacity of individual fastener according to NDS 11.2 -3 17 Page 21 of 41 - -. Building Mass [Ws] Area [suit] Story Shear pbs] E-W NS Shear Ratio Rmax E -W NS Reliability Factor p E -W N-S Level2 31175 1479 7184 7184 0.290 0.165 0.20 -1.14 Levell 167072 1834 19249 19249 0.180 0.170 -0.60 -0.74 Structure 198247 - 26433 26433 - - 1.00 1.00 WoodWorks® Shearwalis Shear AM 2239 - A,C.wsr Feb. 16, 2007 10:52:53 Flexible Diaphragm Seismic Design Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0. . Ev = 0. SHEAR RESULTS North -South W Shearlines Gp Line 1 Level 2 Lnl, Lev2 3 Level 1 Lnl, Levl 3 Line 3 Ln3, Levl 5 Wall 3 -1 5 Wall 3 -2 5 Line 5 Level 2 Ln5, Lev2 3 Level 1 Ln5, Levl 6 Wall 5 -1 6 Wall 5 -2 6 Line 6 Ln6, Levi 3 Wall 6 -2 3 Wall 6 -1 3 East-West W Shearlines Gp Une A Level 1 LnA, Levl 1 Wall A -1 1 Wall A -2 1 Line B Level 2 LnB, Lev2 3 Wall B -3 3 Wall B -1 3 Wall B -2 3 Level 1 LnB, Levl 2 Wall B -1 2 Wall B -2 2 Une C LnC, Levl 4 Wall C -1 4 Wall C -2 4 Une D Level 2 LnD, Lev2 3 Level 1 LnD, Levl 2 For HAW Fact. Dir int Ext Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 For HJW Fact. Dir Int Ext Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Both 1.0 1.0 Shear Force [pill V [Ms] V/L V/FHS 2160 57.6 78.5 4737 126.3 160.6 5770 2360 3410 128.2 262.3 262.3 262.3 2869 76.5 83.2 7244 161.0 315.0 630 - 315.0 6614 - 315.0 752 37.6 37.6 545 - 37.6 207 - 37.6 Shear Force [pit] V pbsl VIL V/FHS 1102 35.5 104.9 630 - 104.9 472 - 104.9 2548 874 946 728 63.7 145.6 145.6 145.6 145.6 5991 122.3 332.8 4327 - 332.8 1664 - 332.8 5505 112.3 207.7 4258 - 207.7 1246 - 207.7 2481 62.0 103.4 5906 147.7 288.1 Allowable Shear [pifj Int Ext Co C Total V [Ms] 242 1.00 S 242 6650 242 1.00 S 242 7133 353 1.00 S 353 7775 353 1.00 353 3181 353 1.00 353 4594 242 1.00 S 242 8342 353 1.00 S 353 8128 353 1.00 353 707 353 1.00 353 7421 242 1.00 S 242 4836 242 1.00 242 3506 242 1.00 242 1330 Allowable Shear [pill int Ext Co C Total V pbsl 456 1.00 S 456 4785 456 1.00 456 2734 456 1.00 456 2051 242 1.00 S 242 4232 242 1.00 242 1451 242 1.00 242 1572 242 1.00 242 1209 353 1.00 S 353 6361 353 1.00 353 4594 353 1.00 353 1767 242 1.00 S 242 6408 242 1.00 242 4957 242 1.00 242 1451 242 1.00 S 242 5803 353 1.00 S 353 7245 Crit. Resp. 0.32 0.66 0.74 0.74 0.74 0.34 0.89 0.89 0.89 0.16 0.16 0.16 Crit. Rasp. 0.23 0.23 0.23 0.60 0.60 0.60 0.60 0.94 0.94 0.94 0.86 0.86 0.86 0.43 0.82 W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along shearline; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse,L = Longitudinal, a II other results are for this load case; V - Factored shear force applied to entire line and amount taken by each wall,;V/L - Diaphragm shear force = factored shearline force divided by length ofs hemline; Following values marked with * means thatv alue for shearline is the one for well with critical design response on line; V/FHS* - Design shear force = factored shear force per unitf WI height sheathing,! nt* - Unit shear capacity oil nterior sheathing;;E xt* - Unit shear capacity ofe xterior sheathing Co* - Perforation factor, C - Sheathing combination rule,A = Add capacities, S = Strongests ide only,X = Strongest side or twice weakest; Total* - Combined units hear capacity inc.p erforation factor, V - Combined shear capacity ofw all or total capacity ofs hemline ;C rit Resp* - Critical response = VappIFHS/Vcap = design shear force/units hear capacity 18 Page 22 of 41 IJKAVJ I RV I NIrIJ rlIJIAJLPJInwe rv.`vw Level 1 Line- Position on Wall Wall or Opening Location [ft] X Y Shear Tensile Hoiddown Force [ibs] Dead Uplift Cmb'd Dragstrut Force Fibs] Line 1 1 -1 Left Wall End 0.00 0.25 2152 2152 1 -1 Left Opening 1 0.00 3.75 1445 1445 1 -1 Right Opening 1 0.00 8.25 1445 1445 1 -1 Left Opening 2 0.00 12.75 1445 1445 1 -1 Right Opening 2 0.00 17.25 738 738 Line 1 Vert. Element 0.00 23.75 707 707 Line 1 Vert. Element 0.00 31.25 707 707 Line 1 Vert. Element 0.00 35.75 707 707 1 -1 Right Wall End 0.00 37.25 2152 2152 1 -1 Left Opening 1 0.00 4.00 256 1 -1 Right Opening 1 0.00 8.00 249 1 -1 Left Opening 2 0.00 13.00 71 i -1 Right Opening 2 0.00 17.00 434 Line 3 3 -1 Left Wall End 18.00 -7.25 2360 2360 3 -1 Right Wall End 18.00 1.25 2360 2360 3 -2 Left Wall End 18.00 1.75 2360 2360 3 -2 Right Wall End 18.00 14.25 2360 2360 3 -2 Right Wall End 18.00 14.50 2613 Line 5 5 -1 Left Wall End 38.00 -7.25 2835 2835 5 -1 Right Wall End 38.00 -5.75 2835 2835 Line 5 Vert. Element 40.00 0.25 748 748 Line 5 Vert. Element 40.00 10.25 748 748 Line 5 Vert. Element 40.00 13.75 748 748 5 -2 Left Wall End 40.00 14.75 2835 2835 5 -2 Left Opening 1 40.00 26.75 2835 2835 5 -2 Right Opening 1 40.00 29.25 2835 2835 5 -2 Right Wall End 40.00 37.25 3583 3583 5 -1 Right Wall End 38.00 -5.50 154 5 -2 Left Wall End 40.00 14.50 3066 5 -2 Left Opening 1 40.00 27.00 2103 5 -2 Right Opening 1 40.00 29.00 2425 Line 6 6 -1 Left Wall End 49.00 -5.25 339 339 6 -1 Right Wall End 49.00 -0.25 339 339 6 -2 Left Wall End 49.00 0.25 339 339 6 -2 Right Wall End 49.00 14.25 339 339 Line A A -1 Left Wall End 18.25 -7.50 944 944 A -1 Left Opening 1 20.75 -7.50 944 944 A -1 Right Opening 1 35.25 -7.50 944 944 A -1 Right Wall End 37.75 -7.50 944 944 A - 2 Left Wall End 38.25 - 5.50 944 944 A -2 Left Opening 1 40.75 -5.50 944 944 A - 2 Right Opening 1 47.75 -5.50 944 944 A -2 Right Wall End 48.75 -5.50 944 944 A -1 Left Opening 1 21.00 -7.50 907 A -1 Right Opening 1 35.00 -7.50 409 A -2 Left Opening 1 41.00 -5.50 2222 A -2 Right Opening 1 47.50 -5.50 1991 Line B B -1 Left Wall End 0.25 0.00 4306 4306 Line B Vert. Element 3.25 0.00 1310 1310 Line B Vert. Element 10.25 0.00 1310 1310 B -1 Right Wall End 12.75 0.00 4306 4306 B -2 Left Wall End 13.25 1.50 4306 4306 Line B Vert. Element 15.25 0.00 1310 1310 B -2 Right Wall End 17.75 1.50 2995 2995 Line B Vert. Element 24.75 0.00 1310 1310 Line B Vert. Element 26.75 0.00 1310 1310 Line B Vert. Element 27.25 0.00 1310 1310 Line B Vert. Element 29.75 0.00 1310 1310 Line B Vert. Element 37.25 0.00 1310 1310 Line B Vert. Element 39.75 0.00 1310 1310 B -2 Right Wall End 18.00 1.50 2525 Line C C -1 Left Wall End 19.75 14.50 1870 1870 C -1 Right Wall End 39.75 14.50 1870 1870 C -2 Left Wall End 40.25 14.50 1870 1870 C -2 Left Opening 1 44.25 14.50 1870 in_ 1870 -- A/1 -t AA WoodWorks® Shearwalis Shear AM 2239 - A,C.wsr Feb. 16, 2007 10:52:53 19 1JINIVO I RV I /1171# nvVVw••• . v..v■v 1.w...v... v......... .. C -2 Right Opening 1 47.75 ..�.a...- 14.50 - ..- ... - - -. 1870 1870 C -2 Right Wall End 48.75 14.50 1870 1870 C -1 Left Wall End 19.50 14.50 2191 C -2 Left Opening 1 44.50 14.50 456 C -2 Right Opening 1 47.50 14.50 793 Line D D -1 Left wall End 0.25 37.50 3523 3523 Line D Vert. Element 1.25 37.50 930 930 D -1 Left Opening 1 4.25 37.50 2261 2261 D -1 Right Opening 1 8.25 37.50 3191 3191 D -1 Left Opening 2 15.25 37.50 2593 2593 D -1 Right Opening 2 19.75 37.50 2593 2593 D -1 Left Opening 3 23.25 37.50 3291 3291 D -1 Right Opening 3 26.75 37.50 2360 2360 D -1 Left Opening 4 27.75 37.50 2464 2464 D -1 Right Opening 4 37.25 37.50 3394 3394 D -1 Right Wall End 39.75 37.50 3523 3523 D -1 Left Opening 1 4.50 37.50 727 D -1 Right Opening 1 8.00 37.50 210 D -1 Left Opening 2 15.50 37.50 1421 D -1 Right Opening 2 19.50 37.50 830 D -1 Left Opening 3 23.50 37.50 1476 D -1 Right Opening 3 26.50 37.50 1033 D -1 Left Opening 4 28.00 37.50 1275 D -1 Right Opening 4 37.00 37.50 53 Level 2 Tensile Une- Position on Wall Location [ft] Hoiddown Force pbs] Dragstrut Wall or Opening X Y Shear Dead Uplift Cmb'd Force Dbsl Line 1 1 -1 Left Wall End 0.00 0.25 707 707 1 -1 Left Opening 1 0.00 17.25 707 707 1 -1 Right Opening 1 0.00 23.75 707 707 1 -i Left Opening 2 0.00 31.25 707 707 1 -1 Right Opening 2 0.00 35.75 707 707 1 -1 Right Wall End 0.00 37.25 707 707 1 -1 Left Opening 1 0.00 17.50 480 1 -1 Right Opening 1 0.00 23.50 134 1 -1 Left Opening 2 0.00 31.50 353 1 -1 Right Opening 2 0.00 35.50 123 Une 5 5 -1 Left Wall End 40.00 0.25 748 748 5 -1 Left Opening 1 40.00 10.25 748 748 5 -1 Right Opening 1 40.00 13.75 748 748 5 -1 Right Wall End 40.00 37.25 748 748 5 -1 Left Opening 1 40.00 10.50 140 5 -i Right Opening 1 40.00 13.50 89 Une B B -1 Left Wall End 0.25 0.00 1310 1310 B -1 Left Opening 1 3.25 0.00 1310 1310 B -1 Right Opening 1 10.25 0.00 1310 1310 B -1 Right Wall End 12.75 0.00 1310 1310 B -2 Left Wall End 13.25 1.50 1310 1310 B -2 Left Opening 1 15.25 1.50 1310 1310 B -2 Right Opening 1 24.75 1.50 1310 1310 B -2 Right Wall End 26.75 1.50 1310 1310 B -3 Left Wall End 27.25 0.00 1310 1310 B -3 Left Opening 1 29.75 0.00 1310 1310 B -3 Right Opening 1 37.25 0.00 1310 1310 B -3 Right Wall End 39.75 0.00 1310 1310 B -3 Left Opening 1 30.00 0.00 57 B -3 Right Opening 1 37.00 0.00 389 B -1 Left Opening 1 3.50 0.00 252 B -1 Right Opening 1 10.00 0.00 162 B -2 Left Opening 1 15.50 1.50 234 B -2 Right Opening 1 24.50 1.50 339 Une D D -1 Left Wall End 0.25 37.50 930 930 D -1 Left Opening 1 1.25 37.50 930 930 D -1 Right Opening 1 6.75 37.50 930 930 D -1 Left Opening 2 24.25 37.50 930 930 D -1 Right Opening 2 35.75 37.50 930 930 D -1 Right Wall End 39.75 37.50 930 930 D -1 Left Opening 1 1.50 37.50 85 WoodWorks® Shearwalls Shear AM 2239- A,C.wsr Feb. 16, 2007 10:52:53 20 Page 24 of 41 WoodWorks® Shearwalls Shear AM 2239 - A,C.wsr Feb. 16, 2007 10:52:53 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design,c ontinued) D -1 Right Opening 1 D -1 Left Opening 2 D -1 Right Opening 2 6.50 24.50 35.50 37.50 37.50 37.50 225 794 112 Line -Wall - Shearline for forces carried by vertical elements, wall for forces at wall or opening ends; Position.. - Vert element = column or strengthened studs req'd,o therwise indicates stud location atw all end oropening;;L ocation - Co- ordinates in Plan View; Ld.0 ase - Results are for critical load case:A SCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse,L = Longitudinal; Shear - Factored wind shear overturning component; Dead - Unfactored dead load resisting component,' Uplift- Notr elevantt o seismic design; Cmb'd - Sum of factored overturning, dead and vertical earthquake forces;DragstrutFo me - Factored drag strutf orce ato pening headers and gaps in walls along shearline Note: This table includes tension holddown forces only. Shearwall does not check for either plan or vertical structural irregularities. Dead load contribution to combined force is factored by 0.479 due to load combination factor and vertical seismic force 21 Page 25 of 41 WoodWorks® Shearwalls Shear AM 2239 - A,C.wsr Feb. 16, 2007 10:52:53 22 Page 26 of 41 * VY4J 1J Wood Y 0 1 LS® COMPANY Pacific NorthwestE ngineering (253) 682 -2850 Feb.16 ,2007 11:02 PROJECT NHD AM- 2239-A,- C FF1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 70.0 280.0 plf plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : fy t A y p' 6' -3 Dead Live Total Bearing: Load Comb Length 238 875 1113 238 875 1113 #2 0.51 #2 0.51 Lumber -soft, D.Fir -L, No.2, 4x8" Self - weighto f6.03 plf included in loads; Lateral support: top= full,b ottom= ats upports; Analysts vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 53 fb = 680 0.05 = <L/999 0.08 = L/985 Fv' = 180 Fb' = 1170 0.21 = L/360 0.31 = L/240 fv /Fv' = 0.29 fb /Fb' = 0.58 0.26 0.24 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 1113, V design = 897 lbs Bending( +): LC #2 = D +L, M = 1738 lbs -ft Deflection: LC #2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W=wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Page 27 of 41 Wk 00 0 r * c � COMPANY Pacific NorthwestE ngineering (253) 682 -2852- 2850 Feb.16 ,2007 11:02 PROJECT FF2 AM 2233A; C FF2 Design Check Calculation Sheet Sizer 7.0 LOADS ( Is. psf, or PIf ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 14.0 54.0 plf plf MAXIMUM REACTIONS (lbs): �F� at c i b' 12 Dead Live Total 97 337 434 97 337 434 I- Joist, generic, low stg.,1- 3/4x9 -1/2" Spaced at16 " c/c;S elf- weighto f1 .5 plf included in loads; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n V = 434 M = 1357 0.18 = L /811 0.26 = L/567 Vr = 805 Mr = 2940 0.31 = L/480 0.63 = L/240 V /Vr = 0.54 M /Mr = 0.46 0.59 0.42 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' n/a 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ n/a 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 434 lbs Bending( +): LC #2 = D +L, M = 1357 lbs -ft Deflection: LC #2 = D +L EI= 186e06 lb -in2 K= 4.00e06 lbs Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L=live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.W codWorks Sizer provides preliminary estimates for I joistd esign.E ach wood I joistp roducer develops its own proprietary design values.P lease contact the manufacturer for a custom Hoists ersion ofS izer or other I- joistd esign software. 3.R efer to technical documentation for installation guidelines and construction details. 4. International Beams are listed in ICC -ESR 1290 and CCMC 12768 code approvals. 5.J oasts shall be laterally supported at supports and continuously along the compression edge. 6.T his design is valid for an individual budding member componenta nd has been based on information provided by the client. Completeness and accuracy ofi nputm ustb e verified by anyone who would rely on outputa s evidence of suitability for particular application. 7. International Beams is responsible only for the structural adequacy of this componentb ased on the design criteria and loadings shown and disclaims any responsibility for damages as a resulto ff aulty or incorrecti nfomiation,s pecifications,a nd/or designs fumished,a nd the correctness or accuracy of this information. Page 28 of 41 R (A, /)/� �" V Y V I urrwurr rase woes, I J COMPANY Pacific NorthwestE ngmeering Feb.16 ,2007 11:02 PROJECT NHD AM- 2239 -A,- C SF1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or Or ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 14.0 54.0 plf plf MAXIMUM REACTIONS (Ibs): . `. b, 18'-6i. Dead Live Total 147 499 646 147 499 646 I- Joist, generic, low stg., 1- 3/4x11 -7/8" Spaced at16 " cJc;S elf- weighto f1 .88 plf included in loads; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n V = 646 M = 2989 0.54 = L/408 0.78 = L/283 Vr = 990 Mr = 3935 0.62 = L/360 0.92 = L/240 V /Vr = 0.65 M /Mr = 0.76 0.88 0.85 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' n/a 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ n/a 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 646 lbs Bending( +): LC #2 = D +L, M = 2989 lbs -ft Deflection: LC #2 = D +L EI= 285e06 lb -in2 K= 5.00e06 lbs Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defaultd election limits are appropriate for your application. 2.W oodWorks Sizer provides preliminary estimates for Hoistd esign.E ach wood hjoistp roducer develops its own proprietary design values.P lease contact the manufacturer for a custom Hoists ersion ofS Izer or other Mjoistd esign software. 3.R efer to technical documentation for installation guidelines and construction details. 4. International Beams are listed in ICC -ESR 1290 and CCMC 12768 code approvals. 5.J oists shall be laterally supported at supports and continuously along the compression edge. 6.T his design is valid for an individual buading member cornponenta nd has been based on information provided by the client. Completeness and accuracy ofi nputm ustb e verified by anyone who would rely on outputa s evidence of suitability for particular application. 7. International Beams is responsible only for the structural adequacy of this componentb ased on the design criteria and loadings shown and disclaims any responsibility for damages as a resulto ff aulty or Incorrect' nformation,s pecifications,a nd/or designs fumished,a nd the correctness or accuracy of this information. Page 29 of 41 1 00dWo r kC® ,...... ;oaawmdr rot iwado 60140V COMPANY Pacific (253) 6 2 -28 �tp2 gmeering (253) 682 -2850 PROJECT NHD AM-2239-A,- C SF2 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs. psf, or ptf ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 130.0 520.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ;` � s lc _ � r r ,✓� / i _ : �rir��s$ stiir��9'��v� �, � � r ,l� �, O 8 Dead Live Total Bearing: Load Comb Length 557 2080 2637 557 2080 2637 #2 1.21 #2 1.21 Lumber -soft, D.Fir -L, No.2, 4x12" Self- weighto f9.35 Of included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending(+) Live Defl'n Total Defl'n fv = 77 fb = 857 0.07 = <L/999 0.10 = L/949 Fv' = 180 Fb' = 974 0.27 = L/360 0.40 = L/240 fv /Fv' = 0.43 fb /Fb' = 0.88 0.27 0.25 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.984 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 2637, V design = 2019 lbs Bending( +): LC #2 = D +L, M = 5275 lbs -ft Deflection: LC #2 = D +L EI= 664e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L=live S-snow W=wind I =impact C =construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Page 30 of 41 OO 0 r k r» * 3\ � Y J COMPANY Pacific NorthwestE ngineering (253) 682 -2850 Feb.16 .2007 11:02 PROJECT NI-ID AM- 2239 -A,- C SF3 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, Psf, or pff ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 130.0 520.0 plf plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : p �a s �/ '� ' i 'Y ut ( t / 3 / 3 y Y9/ �, y `/ f g '�&' / �''� '� /$ `'3 b / 3H/C / ✓/// .l� i6 �� air a / ��1�ti�� ; /// bNt�� / //A •� �1 h �y� y/�%/% /� � /� 0' 5'-6' Dead Live Total Bearing: Load Comb Length 383 1430 1813 383 1430 1813 #2 0.83 #2 0.83 Lumber -soft, D.Fir -L, No.2, 4x12" Self - weighto f9.35 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (ps ) and Deflection (In) using NOS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 46 fb = 405 0.02 = <L/999 0.02 = <L/999 Fv' = 180 Fb' = 980 0.18 = L/360 0.28 = L/240 fv /Fv' = 0.25 fb /Fb' = 0.41 0.09 0.08 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.989 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 1813, V design = 1195 lbs Bending( +): LC #2 = D +L, M = 2493 lbs -ft Deflection: LC #2 = D +L EI= 664e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd =concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defauttd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Page 31 of 41 ' ll00 r 0 rlS® corn.+a r i waaa rHV,cx COMPANY Pacific NorthwestE ngineering (253) 682 -2850 Feb.16 ,2007 11 :02 PROJECT NHD AM- 2239-A,- C SF4 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs. psf, or plf ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 100.0 400.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ) / / 3 9 t y 'l Y / N � j / � / X�X ✓yH d �! / / y Vp �� ��' � � l 0 , 5 Dead Live Total Bearing: Load Comb Length 265 1000 1265 265 1000 1265 #2 0.58 #2 0.58 Lumber -soft, D.Fir -L, No.2, 4x8" Self- weighto f6.03 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (ps ) and Deflection (In) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 57 fb = 619 0.03 = <L/999 0.04 = <L/999 Fv' = 180 Fb' = 1162 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.32 fb /Fb' = 0.53 0.19 0.18 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fly' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.993 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 1265, V design = 959 lbs Bending( +): LC #2 = D+L, M = 1581 lbs -ft Deflection: LC #2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defauttd eflection limits are appropriate for your applcation. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Page 32 of 41 00 t h f r 1 C' sorrw.+u I J COMPANY Pacific NorthwestE ngineering (253) 682 -2850 Feb.16.2007 11:02 PROJECT NHD AM- 2239 -A,- C SF5 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs. psf, or plf ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 120.0 460.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : d � r ✓„ .�� %� � �// � � r � /aii/'x ��iy d� ma '� l 0 , V-64 Dead Live Total Bearing: Load Comb Length 221 805 1026 221 805 1026 #2 0.50* #2 0.50* "Min.b earing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weighto f6.03 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (ps ) and Deflection (In) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 40 fb = 351 0.01 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1165 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.22 fb /Fb' = 0.30 0.07 0.07 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 1026, V design = 671 lbs Bending( +): LC #2 = D +L, M = 897 lbs -ft Deflection: LC #2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defaultd efiection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. , If Page 33 of 41 WOOdW rks® swrwnw wzr woabamcv COMPANY Pac ific NorthwestE ngineering (253) 682-285 Feb.16 2007 11:02 PROJECT NHD AM- 2239 -A,- C SF6 Design Check Calculation Sheet Sizer 7.0 LOADS l lbs, psf, or ptf ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Loads Load6 Load? ro ro > ro > ro N N -.1 N -.1 N -A ooaoaca Full UDL Full UDL Full UDL Full UDL Full UDL Point Point 80.0 75.0 300.0 90.0 150.0 351 562 19.50 19.50 plf plf plf plf plf lbs lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (In) : 1 21' -6 Dead Live Total Bearing: Load Comb Length 2895 4890 7784 3180 5347 8528 #2 2.34 #2 2.56 Glulam - Unbal., West Species, 24F -1.8E WS, 6- 1/8x18" Seif- weighto f21 .24 plf included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 121 fb = 1834 0.49 = L /521 0.93 = L/276 Fv' = 265 Fb' = 2299 0.72 = L/360 1.08 = L/240 fv /Fv' = 0.46 fb /Fb' = 0.80 0.69 0.87 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.958 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 8528, V design = 7453 lbs Bending( +): LC #2 = D +L, M = 42301 lbs -ft Deflection: LC #2 = D +L EI= 4483e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C =construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.G lulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3.G LULAM:b xd = actual breadth x actual depth. 4.G lulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.G LULAM:b earing length based on smaller of Fcp(tension), Fcp(comp'n). • Page 34 of 41 I WoodWorks® wn wrwn+rwarm COMPANY Pacific (25 16 2 �to2 ga�eerin (253) 682 -28-28 50 PROJECT NHDAM 223 &A; C SF7 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or plf ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 150.0 250.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (In) : / e t' // �, �"✓9 5 J 4 , 1 /// S£��N � / �H/ / /d1/l �/� � / /�/�'��j'�( %!l , ,„ v , is . , ,..,, �/3. k a l0 4 Dead Live Total Bearing: Load Comb Length 351 562 914 351 562 914 #2 0.50* # 0.50* *Min.b earing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weighto f6.03 plf included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending(+) Live Defl'n Total Defl'n fv = 40 fb = 402 0.01 = <L/999 0.03 = <L/999 Fv' = 180 Fb' = 1170 0.15 = L/360 0.22 = L/240 fv /Fv' = 0.22 fb /Fb' = 0.34 0.09 0.11 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 914, V design = 668 lbs Bending( +): LC #2 = D +L, M = 1028 lbs -ft Deflection: LC #2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W -wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Page 35 of 41 1 00 , (yJ�v/ ,� r *a n NM S K C t4Vacv COMPANY (253) estE ngineering (253 ) 682-2850 Feb.16 ,2007 11:03 PROJECT NHD AM 223 &A, - C SF8-A Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loads Load2 Load3 Load4 Load6 Live Dead Live Dead Snow Point Partial UD Partial UD Partial UD Partial UD 3500 120.0 120.0 200.0 200.0 300.0 300.0 500.0 500.0 4.50 0.00 4.50 0.00 4.50 4.50 6.00 4.50 6.00 lbs plf plf plf plf MAXIMUM REACTIONS lbs and BEARING LENGTHS in : 10, 61 Dead Live Total Bearing: Load Comb Length 431 1438 1868 633 2963 3596 #2 0.54 #2 1.05 Timber -soft, D.Fir -L, No.2, 6x10" Self- weighto f12 plf included in loads; Lateral support: top= ful,b ottom= ats upports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NIX 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 96 fb = 731 0.05 = <L/999 0.06 = <L/999 Fv' = 170 Fb' = 875 0.20 = L/360 0.30 = L/240 fv /Fv' = 0.57 fb /Fb' = 0.84 0.23 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 3596, V design = 3348 lbs Bending( +): LC #2 = D +L, M = 5043 lbs -ft Deflection: LC #2 = D +L EI= 511e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W=wind I =impact C- construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Page 36 of 41 I i WoodWorks® KNOW-M*1 Wit POCA1} MUG,* COMPANY Pacific NorthwestE ngineering (253) 682-2850 Feb.16 ,2007 11:05 PROJECT NHD AM-2239-A,- C R1 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, Pot or pit): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 60.0 100.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (In) : 12 Dead Live Total Bearing: Load Comb Length 406 600 1006 406 600 1006 #2 0.50* #2 0.50* *Min.b earing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x10" Self-weighto f7 .69 plf included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (ps ) and Deflection (In) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 41 fb = 726 0.13 = <L/999 0.25 = L/565 Fv' = 180 Fb' = 1080 0.40 = L/360 0.60 = L/240 fv/Fv. = 0.23 fb/Fb = 0.67 0.32 0.42 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+L, V = 1006, V design = 877 lbs Bending(+): LC #2 = D+L, M = 3018 lbs-ft Deflection: LC #2 = D+L EI= 369e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defauttd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. • Page 37 of 41 . > )A, /("� V Y �.J I rl#?W 1 toe WWP [` I'ecv COMPANY Pacific NorthwestE ngineering Feb.16 .2 07511:05 PROJECT NHD AM- 2239 -A,- C R2 Design Check Calculation Sheet Sizer 7.0 LOADS 1 lbs, psf, or plf ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 45.0 50.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 16 Dead Live Total Bearing: Load Comb Length 435 400 835 435 400 835 #2 0.50* #2 0.50* 'Min.b earing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x12" Self- weighto f9.35 plf included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 28 fb = 543 0.11 = <L/999 0.29 = L/657 Fv' = 180 Fb' = 990 0.53 = L/360 0.80 = L/240 fv /Fv' = 0.16 fb /Fb' = 0.55 0.21 0.36 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 835, V design = 737 lbs Bending( +): LC #2 = D+L, M = 3339 lbs -ft Deflection: LC #2 = D +L EI= 664e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Page 38 of 41 1 00 o r * j, /1 S� COMPANY Pacific NorthwestE ngineering (253) 682 -2850 Feb.16 ,2007 11:06 PROJECT R3 AM-2239-A,- C R3 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs. Psf, or pit ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Live Dead Live Full UDL Full UDL Point Point 180.0 300.0 6642 9354 0.50 0.50 plf plf lbs lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 5 a y. .. , s /m /i //*sti/✓6 // Y / /�/ sE / .. 1 ,t P >; v, ✓ ✓: %Wi ✓ 4 y „ i ,fih ,✓i..b. " • 0' 8i Dead Live Total Bearing: Load Comb Length 6990 9969 16959 1178 1785 2963 #2 8.35 #2 1.46 Glulam - Unbal., West Species, 24F -1.8E WS, 3- 118x15" Seif- weighto f10.79 Of included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv* = 235 fb = 916 0.04 = <L/999 0.08 = <L/999 Fv' = 265 Fb' = 2400 0.27 = L/360 0.40 = L/240 fv * /Fv' = 0.89 fb /Fb' = 0.38 0.14 0.19 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 16959, V design* = 7348 lbs Bending( +): LC #2 = D+L, M = 8943 lbs -ft Deflection: LC #2 = D +L EI= 1582e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W=wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defaultd efiection limits are appropriate for your application. 2.G lulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3.G LULAM:b xd = actual breadth x actual depth. 4.G lulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.G LULAM:b earing length based on smaller of Fcp(tension), Fcp(comp'n). Page 39 of 41 00 o ! itch sarn as r»1 10000 015401 COMPANY (253) 2-285 estE ngineering (253) 682 -2850 Feb.16 ,2007 11:06 PROJECT R4 AM-2239-A,- C R4 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or pit ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 300.0 500.0 plf plf MAXIMUM REACTIONS lbs and BEARING LENGTHS in : v � y ♦i 'W''S �' . ^, bs < .� . 3 ';K w uP , r 9 /rN �' i N + � J1'F � :a.. „.,r ..._. .. �H'. X�,.«»e.k .. «..a £.'.- .,.,tr., ,1`V "'X9' , x„ ✓ h .+..rt . n'L�, 1 0 , 5 Dead Live Total Bearing: Load Comb Length 774 1250 2024 774 1250 2024 #2 0.59 #2 0.59 Timber -soft, D.Fir -L, No.2, 6x8" Self- weighto f9.8 Of included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (ps ) and Deflection (In) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 55 fb = 589 0.03 = <L/999 0.05 = <L/999 Fv' = 170 Fb' = 750 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.32 fb /Fb' = 0.79 0.17 0.22 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb`+ 750 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+L, V = 2024, V design = 1518 lbs Bending( +): LC #2 = D +L, M = 2531 lbs -ft Deflection: LC #2 = D +L EI= 251e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Page 40 of 41 I I 00 \No r scommv►ur if c lo ,cv COMPANY Pacific estE ngineering (253) (253) 682 -2852-2850 Feb.16 ,2007 11:06 PROJECT NHD AM-2239-A,- C R5 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs. psf, or plf ): Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full UDL Full UDL 60.0 100.0 plf plf MAXIMUM REACTIONS lbs and BEARING LENGTHS in • , p , • 0 ' 6 Dead Live Total Bearing: Load Comb Length 209 300 509 209 300 509 #2 0.50* #2 0.50* *Min.b eating length for beams is 1/2" for exterior supports Timber -soft, D.Fir -L, No.2, 6x8" Self- weighto f9.8 plf included in loads; Lateral support: top= futl,b ottom= ats upports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 15 fb = 178 0.01 = <L/999 0.02 = <L/999 Fv' = 170 Fb' = 750 0.20 = L/360 0.30 = L/240 fv /Fv' = 0.09 fb /Fb' = 0.24 0.06 0.08 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 509, V design = 403 lbs Bending( +): LC #2 = D+L, M = 764 lbs -ft Deflection: LC #2 = D +L EI= 251e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your apptcation. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. • Aft . Page 41 of 41 GEOTECHNICAL ENGINEERING STUDY PROPOSED GULLY SHORT PLAT SOUTH 130TH STREET AND MACADAM ROAD SOUTH TUKWILA, WASHINGTON FILE cppp REVIEWED FOR CODE COMPLIANCE APPROVED Ity Of ukwila B ILD N U IVI ION RECEIVED CITY OFTUKWII.A MAY 012001 PFjRMITCENTER April 28, 2006 Project No. E -12430 Prepared For Mr. Dan Rowley 16720 Southeast 271st Street Suite 203 Covington, Washington 98042 Earth Consultants, Inc. A Bureau Veritas Company 1805 136th Place N.E. Suite 201 Bellevue, WA 98005 Vol"' (425) 643 -3780 s Toll Free (888) 739 -6670 i VERIT April 28, 2006 Earth Consultants, Inc. Geotechnical Services Department Mr. Dan Rowley 16720 Southeast 271st Street, Suite 203 Covington, Washington 98042 Project No. E -12430 Dear Mr. Rowley: Earth Consultants, Inc. (ECI) is pleased to submit our report titled "Geotechnical Engineering Study, Proposed Gully Short Plat, South 130th Street and Macadam Road South, Tukwila, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. The purpose and scope of our study were outlined in our April 10, 2005, proposal. We appreciate this opportunity to be of service to you. If you have any questions, or if we can be of further assistance, please call. Respectfully submitted, EARTH CONSULTANTS, INC. Steven T. Swenson Senior Staff Geologist STS /KMW/lap Earth Consultants, Inc. A Bureau Veritas Company 1805 136th Place, N.E., Suite 201 Bellevue, WA 98005 . BUREAU - P ,IBS t}2 Kristina M. Weller, PE Manager of Geotechnical Services Main: (425) 643 -3780 Fax: (425) 746 -0860 y /2 04, TABLE OF CONTENTS E -12430 PAGE INTRODUCTION 1 General 1 Project Description 1 Scope of Services 2 SITE CONDITIONS 3 Surface 3 Subsurface 3 Groundwater 4 Laboratory Testing 4 CRITICAL AREAS CONSIDERATIONS 4 DISCUSSION AND RECOMMENDATIONS 5 General 5 Site Preparation and General Earthwork 5 Stripping 5 Structural Fill 6 Foundations 6 Slab -on -Grade Floors 7 Retaining Walls 7 Rockery Recommendations 8 Seismic Design Considerations 9 Ground Rupture 9 Liquefaction 9 Ground Motion Response 10 Excavations and Slopes 10 Site Drainage 11 Utility Support and Backfill 11 LIMITATIONS 12 Additional Services 12 ILLUSTRATIONS Plate 1 Plate 2 Plate 3 APPENDICES Appendix A Plate Al Plates A2 through A4 Appendix B Plate B1 TABLE OF CONTENTS, Continued E -12430 Vicinity Map Test Pit Location Plan Typical Footing Subdrain Detail Field Exploration Legend Test Pit Logs Laboratory Test Results Particle Size Distribution Report General GEOTECHNICAL ENGINEERING STUDY PROPOSED GULLY SHORT PLAT SOUTH 130TH STREET AND MACADAM ROAD SOUTH TUKWILA, WASHINGTON E -12430 INTRODUCTION This report presents the results of the geotechnical engineering study completed by Earth Consultants, Inc. (ECI) for the proposed two -lot short plat to be constructed at the southwest corner of the intersection of South 130th Street and Macadam Road South in Tukwila, Washington. The general location of the site is shown on the "Vicinity Map," Plate 1. The purpose of this study was to explore the subsurface conditions within the site and, based on the conditions encountered, to provide geotechnical engineering recommendations for redeveloping the site with two, new, single - family residence lots. Project Description We understand that it is planned to subdivide and develop the approximately 0.36 -acre, rectangular - shaped lot located southwest of the intersection of South 130th Street and Macadam Road South in Tukwila, Washington with a two -lot short plat. We understand access to the northern lot will be off of South 130th Street, and access to the southern lot will be off of Macadam Road South. We anticipate the proposed residences will be two to three stories in height and will be of relatively lightly loaded wood frame construction with a combination of slab -on -grade and wood joist floors. Based on our experience with similar projects, we anticipate perimeter wall loads will be on the order of 2 to 4 kips per lineal foot with column loads in the range of 20 to 40 kips. Slab -on -grade floor loads will likely be approximately 150 pounds per square foot (Psf)• Review of a preliminary site plan provided by the project civil engineer indicates a combination of cuts and fills are planned in order to establish construction subgrade elevations within the footprints of the residences. Based on topographic data and finished floor elevations provided on the site plan, we estimate cuts and fills necessary to establish construction subgrade elevations would generally be in the range of 3 to 6 feet, with cuts of up to 9 feet planned within the garage portion of the southern residence. Earth Consultants, Inc. Page 1 A Bureau Veritas Company GEOTECHINCAL ENGINEERING STUDY Prepared for Mr. Dan Rowley E -12430 April 28, 2006 We understand rockeries up to 3.5 feet high are planned in the northern lot adjacent to proposed cuts to establish driveway subgrade elevations and to establish relatively level yard areas. At the time our study was performed, the site, proposed lots, and our exploratory locations were approximately as shown on the "Test Pit Location Plan," Plate 2. If the above design criteria are incorrect or change, ECI should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design to verify our recommendations have been properly interpreted and incorporated into the design and project specifications. Scope of Services We performed this study in general accordance with the scope of services outlined in our April 10, 2006, proposal. On this basis, our study addresses the following: • Evaluation of general subsurface conditions and description of types, distribution, and engineering characteristics of subsurface materials • Evaluation of general groundwater conditions and potential impact on design and construction • General recommendations for earthwork, including site preparation, excavation, site drainage, and the placement of structural fill • Determination of the seismic design parameters • Evaluation of project feasibility and suitability of on -site soils for foundation and fill support • Recommendations for suitable foundation systems and provision of allowable soil bearing capacities, associated settlement estimates, and lateral pressures and resistances • Recommendations for design of retaining walls, including active and restrained lateral earth pressures, passive and frictional resistance, and applicable surcharge loads • Recommendations for subgrade preparation for floor slab and slab -on -grade support • Recommendations for utility trench excavation and backfill • Recommendations for temporary and permanent slopes Earth Consultants, Inc. Page 2 A Bureau Veritas Company GEOTECHINCAL ENGINEERING STUDY Prepared for Mr. Dan Rowley Surface SITE CONDITIONS E -12430 April 28, 2006 The subject site consists of an approximately 0.36 -acre, rectangular- shaped lot located southwest of the intersection of South 130th Street and Macadam Road South in Tukwila, Washington. From this intersection, the site extends approximately 120 to the west and 150 feet to the south. The subject site is bordered to the north by South 130th Street, to the south and west by single- family residence lots, and to the east by Macadam Road South. The site is currently occupied by a shed and an old foundation that will be removed prior to redevelopment. Based on review of topographic information presented on the site plan, site topography primarily consists of an east - facing slope that descends from the western site limits toward Macadam Road South at gradients up to approximately 15 percent. At the time of our field exploration, the site was primarily vegetated with grass and miscellaneous brush and localized, small- to medium - diameter maple, cherry, and cedar trees. We understand that the mature sequoia growing in the northeastern portion of the site will be incorporated into the proposed development. Subsurface Subsurface conditions at the site were evaluated by excavating three test pits at the approximate locations shown on Plate 2. The test pits were excavated to a maximum exploration depth of 12 feet below existing grade. The test pit logs are included as Plates A2 through A4. Please refer to the test pit logs for a detailed description of the conditions encountered at each test pit location. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. At each of the test pit locations, an approximately 5- to 6- inch -thick surficial layer of topsoil and vegetation was encountered. The topsoil and vegetative layer was characterized by its dark brown color and the presence of abundant roots and organic debris. Underlying the topsoil and vegetation layer at each of the test pits, sandy silt (Unified Soil Classification ML) and silty sand with gravel (SM) were encountered to the maximum depth explored. The upper 2.5 to 4.5 feet of the site soils were typically in a loose to medium dense condition and the underlying soils were generally medium dense. Earth Consultants, Inc. Page 3 A Bureau Veritas Company GEOTECHINCAL ENGINEERING STUDY Prepared for Mr. Dan Rowley Groundwater E -12430 April 28, 2006 No groundwater seepage was observed at the time of our subsurface exploration in April 2006. However, an increase in moisture was typically observed within the upper, loose to medium dense soil at depths ranging from 3 and 4 feet below existing grade. The increase in moisture is likely resulting from perched groundwater collecting above the contact with the underlying medium dense soil. In addition, iron oxide staining was typically observed in the upper 5 feet of each test pit. The contractor should be aware that groundwater levels should not be considered static. Groundwater levels may fluctuate significantly depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the groundwater level is higher and seepage rates are greater in the wetter, winter months (typically October through May). Laboratory Testing Laboratory tests were conducted on representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Moisture content tests were performed on all samples. The results of laboratory tests performed on specific samples are provided at the appropriate sample depth on the test pit logs and on a separate data sheet contained in Appendix B. It is important to note that these test results may not represent the overall in -situ soil conditions. Our geotechnical engineering recommendations are based on our interpretation of these test results. ECI cannot be responsible for the interpretation of these data by others. • In accordance with our Terms and Conditions, the soil samples for this project will be discarded upon completion of this report, unless other arrangements were previously made. CRITICAL AREAS CONSIDERATIONS Chapter 18.45.120 of the Tukwila Municipal Code (TMC) identifies areas of potential geologic instability within the City of Tukwila. Based on the results of our study and our review of the TMC, it is our opinion that the subject site would be designated as a Class 1 area of potential geologic instability. Class 1 areas are defined by the TMC as areas where the landslide potential is low and slope gradients are less than 15 percent. The presence of medium dense soil within 2.5 to 4.5 feet of existing site grades and review of topographic information provided on the preliminary site plan are the primary bases for our Class 1 designation. Earth Consultants, Inc. Page 4 A Bureau Veritas Company GEOTECHINCAL ENGINEERING STUDY Prepared for Mr. Dan Rowley General Based on the results of our study, it is our opinion that redevelopment of the subject site with a two -lot short plat is feasible from a geotechnical engineering standpoint provided the recommendations contained in this report are incorporated into the project design. Support for the proposed residences may be provided using conventional spread and continuous footing foundation systems bearing on competent native soil, native soil compacted in place to the requirements of structural fill, or newly placed structural fill. Slab -on -grade floors should be similarly supported. Competent native soils suitable for foundation support were typically encountered between 2.5 and 4.5 feet below existing grade at the exploration locations. This report has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of our profession currently practicing under similar conditions in this area. This report is for the exclusive use of Mr. Dan Rowley and his representatives. No warranty, expressed or implied, is made. This report, in its entirety, should be included in the project contract documents for the information of the contractor. Site Preparation and General Earthwork Based on review of a preliminary site plan provided by the project civil engineer, we anticipate site earthwork will consist of grading the lots, backfilling foundation walls, and preparing slab -on -grade floor subgrades. Stripping DISCUSSION AND RECOMMENDATIONS E -12430 April 28, 2006 The proposed improvement areas should be stripped and cleared of existing structures, foundations, surface vegetation, organic matter, and other deleterious material. Based on the thickness of the topsoil and vegetation cover encountered at the exploration locations, we estimate a stripping depth of approximately 5 to 6 inches will be necessary. The actual stripping depth should be based on field observation of an ECI representative at the time of construction. In no case should the stripped or grubbed materials be used as structural fill nor should they be mixed with material to be used as structural fill. The stripped materials may be "wasted" on site in non - structural landscaping areas, or they should be exported. Existing underground utilities to be abandoned should be plugged or removed so they do not provide a conduit for water and cause soil saturation and instability problems. Earth Consultants, Inc. Page 5 A Bureau Veritas Company GEOTECHINCAL ENGINEERING STUDY Prepared for Mr. Dan Rowley Structural Fill Structural fill is defined as compacted fill placed under buildings, slabs, pavements, or other load- bearing areas. Structural fill should be placed in horizontal lifts not exceeding 12 inches in loose thickness and compacted to a minimum of 95 percent of its maximum dry density determined in accordance with ASTM Test Designation D -1557 (Modified Proctor). The fill materials should be placed at or near their optimum moisture content. Based on the results of our laboratory tests, at the time of our field exploration, the site soils appeared to be slightly above their optimum moisture content and may need to be aerated and dried back to optimum moisture levels prior to being considered for use as structural fill. In addition, laboratory testing and field observations indicate the on -site soils have a fines content in the range of 20 to 60 percent passing the U.S. No. 200 sieve. Soil with a fines content in excess of 5 percent passing the U.S. No. 200 sieve will degrade rapidly if exposed to excessive moisture. Compaction and grading will be difficult if the soil moisture increases significantly above its optimum condition. As such, the on -site soils are considered moisture sensitive and should limit grading activities to periods of dry weather. In addition, the contractor should be prepared to cover soil stockpiles with plastic sheeting during periods of wet weather. During dry weather, any non - organic, compactable, granular soil with a maximum grain size of 4 inches can be used as structural fill. Structural fill for use during wet weather should consist of a well - graded granular material having a maximum grain size of 4 inches and no more than 5 percent fines passing the U.S. No. 200 sieve. Foundations Earth Consultants, Inc. Page 6 E -12430 April 28, 2006 Assuming compliance with the recommendations outlined in the "Site Preparation and General Earthwork" section of this report, the proposed residences may be supported on conventional spread and continuous footing foundation systems bearing on competent native soil, native soil compacted in place to the requirements of structural fill, or newly placed structural fill. Competent native soils suitable for foundation support were typically encountered between 2.5 and 4.5 feet below existing grade at our exploration locations. If loose or unstable soil that cannot be adequately compacted is encountered at foundation subgrade elevations, the soil should be overexcavated and replaced with structural fill. Exterior foundation elements should be placed at a minimum depth of 18 inches below final exterior grade. Interior spread foundations should be placed at a minimum depth of 12 inches below the top of slab, except in unheated areas where interior foundation elements should be founded at a minimum depth of 18 inches. A Bureau Veritas Company GEOTECHINCAL ENGINEERING STUDY Prepared for Mr. Dan Rowley With foundation support obtained as described, an allowable soil bearing capacity of 2500 psf should be used. This value of allowable soil bearing capacity incorporates a theoretical factor - of- safety in excess of 3.0 against actual shear failure. Continuous and individual spread footings for the proposed residences should have minimum widths in accordance with local building codes. Assuming compliance with our recommendations, total post - construction settlements of approximately 1 inch are estimated. We estimate differential settlements will be on the order of 0.5 inch in 50 feet. Lateral loads can be resisted by friction between the base of the foundation and the supporting soil and by passive soil pressure acting on the face of the buried portion of the foundation. The foundation excavations must be backfilled with structural fill to establish suitable pa resistance around the foundation elements. Resistance to lateral loads from passive earth pressures can be calculated using an equivalent fluid pressure of 350 pounds per cubic foot (pcf) provided grades adjacent to the foundations remain level for a minimum of 10 feet. For frictional capacity, a coefficient of 0.35 may be used for foundation elements bearing on competent native soils or on structural fill. These lateral resistance values are allowable values; a factor -of- safety of 1.5 has been included. Footing excavations should be observed by a representative of ECI prior to placing forms or rebar to verify that conditions are as anticipated in this report. Slab -on -Grade Floors Slab -on -grade floors should be supported on competent native soil, native soil compacted in place to the requirements of structural fill, or newly placed structural fill. Loose or disturbed subgrade soil must either be compacted to the requirements of structural fill or overexcavated and replaced with structural fill. Slabs should be provided with a minimum 4 inches of free - draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier, such as a 6 -mil plastic membrane, should be placed beneath the slab. Retaining Walls E -12430 April 28, 2006 Based on review of the preliminary site plan, portions of the proposed residences will be benched into site slopes and the below -grade foundation walls will consist of concrete retaining walls. Earth Consultants, Inc. Page 7 A Bureau Veritas Company GEOTECHINCAL ENGINEERING STUDY Prepared for Mr. Dan Rowley Retaining walls should be designed to resist the lateral loads imposed by the retained soils and applicable surcharge loads. Walls that are designed to yield should be designed to resist the lateral earth pressures imposed by an equivalent fluid with a unit weight of 35 pcf. If walls are to be restrained at the top from free movement, the equivalent fluid weight should be increased to 50 pcf. These values are based on horizontal backfill conditions and should be increased to 50 pcf and 65 pcf for 2H:1 V (Horizontal:Vertical) backfill slopes, respectively. Surcharges due to hydrostatic pressures, traffic, structural loads, or other surcharge loads are assumed to not act on the wall. If such surcharges are to apply, they should be added to the above design lateral pressures. The passive pressure, allowable bearing capacity, and friction coefficient recommendations previously provided in the "Foundations" section of this report are applicable to retaining wall design. To reduce the potential for build up of hydrostatic pressures behind retaining walls, the walls should be backfilled with a free - draining material that extends at least 18 inches behind the wall. The free - draining backfill should consist of pea gravel or washed rock. The remainder of the backfill should consist of structural fill. A rigid, 4- inch - diameter, schedule 40 PVC or SDR 35, perforated drain pipe should be placed at the base of the wall and should be surrounded by a minimum of 1 cubic foot per lineal foot with 1 -inch washed rock. The pipe should be placed with the perforations down. Rockery Recommendations E -12430 April 28, 2006 Based on review of the preliminary site plan, rockeries up to 3.5 feet tall are planned in the northern lot. A rockery is not intended to function as a retaining wall and is not designed to resist lateral earth pressures. Rockery construction is largely a craft that is not entirely controllable by engineering methods. As such, it is imperative that if rockeries are constructed as part of the development, they are completed in close conformance with the Association of Rockery Contractors (ARC) Standard Rockery Construction Guidelines and constructed by an experienced contractor with a proven ability in rockery construction. The sizing and placement of the rocks, drainage measures, and other details of construction should be in conformance with the ARC guidelines. Fill rockeries greater than 4 feet in height will need to be designed using reinforced backfill. Specific recommendations for fill rockeries greater than 4 feet in height can be provided if necessary. The base course of rock should be keyed at least 1 foot into competent native soils or structural fill. If loose soils are encountered at the base course subgrade, the loose soils should be overexcavated and replaced with structural fill. All of the rocks should be placed with the longest dimension perpendicular to the wall alignment. The face of the rockeries should be inclined no steeper than 1 H:6V. Earth Consultants, Inc. Page 8 A Bureau Veritas Company GEOTECHINCAL ENGINEERING STUDY Prepared for Mr. Dan Rowley The rocks comprising the rockeries should consist of hard, igneous or metamorphic rock conforming to the ARC guidelines. Drainage behind the rockeries should consist of a minimum of an 18- inch -wide layer of drain rock with a 4- inch - diameter, rigid, perforated, schedule 40 PVC or SDR 35, drainline collector pipe placed along the base of the rockery. A flexible or corrugated collector pipe should not be used. Seismic Design Considerations Earthquakes occur in the Puget Lowland with regularity; however, the majority of these events are of such low magnitude they are not felt without instruments. Large earthquakes do occur, as indicated by the 1949, 7.2 magnitude earthquake in the Olympia area and the 1965, 6.5 magnitude earthquake in the Midway area and the 2001, 6.8 magnitude earthquake in the Nisqually area. There are three potential geologic hazards associated with a strong motion seismic event at this site: ground rupture, liquefaction and, ground motion response. Ground Rupture Liquefaction E -12430 April 28, 2006 The strongest earthquakes in the Puget Lowland are widespread, subcrustal events, ranging in depth from 30 to 55 miles. Surface faulting from these deep events has not been documented to date. Therefore, it is our opinion that the risk of ground rupture at this site during a strong motion seismic event is negligible. Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. Groundshaking of sufficient duration results in the loss of grain -to- grain contact and in rapid increase in pore water pressure, causing the soil to behave as a fluid. To have a potential for liquefaction, a soil must be cohesionless with a grain -size distribution of a specified range (generally sand and silt), it must be loose, it must be below the groundwater table, and it must be subject to sufficient magnitude and duration of groundshaking. The effects of liquefaction may be large total and /or differential settlement for structures founded in the liquefying soils. In our opinion, the potential for liquefaction- induced settlements at the site during a strong seismic event is negligible. The absence of a shallow groundwater table and the medium dense to dense condition of the site soils at depth are the primary bases for this conclusion. Earth Consultants, Inc. Page 9 A Bureau Veritas Company GEOTECHINCAL ENGINEERING STUDY Prepared for Mr. Dan Rowley Ground Motion Response E -12430 April 28, 2006 The 2003 International Building Code (IBC) regulations contain a static force procedure and a dynamic force procedure for design -base shear calculations. Based on the encountered soil conditions, it is our opinion Site Class D, "Stiff Soil Profile," as defined in Table 1615.1.1 of the IBC, should be used to characterize the site soils. Excavations and Slopes The following information is provided solely as a service to our client. Under no circumstances should this information be interpreted to mean that ECI is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. The inclination of temporary slopes is dependent on several variables including: the height of the cut; the soil type and density; the presence of groundwater seepage; construction timing; weather conditions; and surcharge loads from adjacent structures, roads, and equipment. Because of the many variables involved, the inclination of temporary excavation slopes should be further evaluated during construction as the actual soil and groundwater conditions become more apparent. In no case should excavation slopes be greater than the limits specified in local, state (WISHA), and federal (OSHA) safety regulations. Based on the information obtained from the test pits, the upper 2.5 to 4.5 feet of loose to medium dense silty sand and sandy silt would be classified at Type C by OSHANVISHA. Temporary cuts greater than 4 feet in height in Type C soils should be sloped to a maximum inclination of 1.5H:1V. The underlying medium dense soil would be classified as Type B by OSHANVISHA. Temporary cuts greater than 4 feet in height in Type B soils may be sloped to a maximum inclination of 1 H:1 V. If groundwater seepage is encountered in site excavations, the soil should be considered a Type C and should be sloped at a maximum inclination of 1.5H:1V. ECI should observe temporary excavations during construction to verify the OSHA/WISHA Soil Type. Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes or installation of surface or subsurface drains. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. Earth Consultants, Inc. Page 10 A Bureau Veritas Company GEOTECHINCAL ENGINEERING STUDY Prepared for Mr. Dan Rowley Site Drainage E -12430 April 28, 2006 At the time of our subsurface exploration in April 2006, no groundwater seepage was encountered at the test pit locations. However, if groundwater seepage is encountered in site excavations, the bottom of the excavation should be sloped to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive and permanent discharge point. Depending on the magnitude of such seepage, it may also be necessary to connect the sump pits by a system of connector trenches. If needed, the appropriate locations of subsurface drains should be established during grading operations by an ECI representative, at which time seepage areas, if present, may be more clearly defined. During construction, water must not be allowed to stand in areas where residences, slabs, or pavements are to be constructed. Loose soil surfaces should be sealed by compacting the surface to reduce the potential for moisture infiltration. Final site grades must allow for drainage away from the residence foundations. Final site grades around the residences should be sloped at a gradient of 3 percent for a distance of at least 10 feet. Footing drains should be installed around the perimeter of the residences, at or just below the invert of the footings, with a gradient sufficient to initiate flow as shown on the "Typical Footing Subdrain Detail," Plate 3. Under no circumstances should roof downspout drain lines be connected to the footing drain system. Roof downspouts must be separately tightlined to an appropriate discharge. Cleanouts should be installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. Infiltration testing was not conducted as part of this study. However, based on the results of our subsurface exploration, on site infiltration of stormwater would not be feasible. The relatively high fines content of the site soils is the primary basis for this conclusion. Utility Support and Backfill Based on the soil conditions encountered at our exploration locations, the soils expected to be exposed by utility excavations should provide adequate support for utilities. Utility trench backfill is a primary concern in reducing the potential for settlement along utility alignments, particularly in pavement areas. It is important that each section of utility line is adequately supported in the bedding material. The material should be hand tamped to provide support around the pipe haunches. Fill should be carefully placed and hand tamped to approximately 12 inches above the crown of the pipe before heavy compaction equipment is brought into use. The remainder of the trench backfill should be placed in lifts having a loose thickness of less than 12 inches. Each lift should be adequately compacted prior to placing a subsequent lift. Earth Consultants, Inc. Page 11 A Bureau Veritas Company GEOTECHINCAL ENGINEERING STUDY Prepared for Mr. Dan Rowley LIMITATIONS E -12430 April 28, 2006 Our recommendations and conclusions are based on the observed site conditions, selective laboratory testing, engineering analyses, the preliminary design information provided us, and our experience and engineering judgment. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based on the data obtained from the test pits. Soil and groundwater conditions between test pits may vary from those encountered. The nature and extent of site soil variations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with construction. Additional Services As the geotechnical engineer of record, ECI should be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. ECI should also be retained to provide geotechnical engineering services during construction. This is to observe compliance with the design concepts, specifications, or recommendations and to allow design changes in the event subsurface conditions . differ from those anticipated prior to the start of construction. Earth Consultants, Inc. Page 12 A Bureau Veritas Company ® ; I .\C-tktrn SITE I K { , 9 J • HON r• A Reference: King County Maps 655 By Thomas Brothers Dated 2006 NORTH ( i ) Earth Consultants, Inc. az = A Bureau Veritas Cavany. rimmit VICINITY MAP GULLY SHORT PLAT TUKWILA, WASHINGTON • DRWN. DNM PROJ. NO. 12430 CHKD. STS DATE 4/18/06 PLATE 1 p u Yet Earth .�• A Bureau Consultants, Inc. Verltas Company BUREAU TEST PIT LOCATION PLAN GULLY SHORT PLAT TUKWILA, WASHINGTON DRWN. DNM PROJ. NO. 12430 CHKD. STS DATE 4/18/06 PLATE 2 1W =62 LEGEND TP -1 _ Approximate location of ECI test pit, Proj. No. E- 12430, April 2006 NORTH 0 30 SCALE IN FEET REFERENCE: BASE MAP PROVIDED BY CLIENT. mss. ra �� h N891 59 "W 129.46 / BW- •.5 B' -45.1 Existing House PROPOSED RETAINING WALL #13017 DESIGN BY OTHERS. - 4, ... ,. Earth A Consultants, Inc. Bureau VVerita r Company BUR TYPICAL FOOTING SUBDRAIN DETAIL GULLY SHORT PLAT TUKWILA, WASHINGTON DRWN. DNM PROJ. NO. 12430 CHKD. STS DATE 4/18/06 PLATE 3 0 4 INCH MIN. DIAMETER PERFORATED PIPE LEGEND 2 INCH MIN. 4 INCH MAX. Surface seal; native soil or other , SCHEMATIC ONLY - NOT TO SCALE low permeability material NOT A CONSTRUCTION DRAWING Washed rock or pea gravel 1 . 01 Waylied; 64 Vr oa ,74,716,1 • 11 .-0 fle 110 terlpV VP edIZI • 01. 0 * • 01 111)%41 Ati �t - ► •�� • :�� .! ! ►• 2 INCH MIN. Drain pipe; perforated or slotted rigid Schedule 40 PVC or SDR 35 pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. SLOPE TO DRAIN 12 INCH MIN. i IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years. due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost- overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT- SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate.a unique set of project specific factors. These typically include: the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the dient assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise, your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage, or if a refriger- ated warehouse will be built instead of an unre- frigerated one; • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership, or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions,.their likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotechnical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be based on a geotechnical engineering report whose adequacy may have been affected by time. Speak with the geo- technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods, earthquakes or ground- water fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the dient involved and expressly for purposes indicated by the dient. Use by any other persons for any purpose, or by the client for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. APPENDIX A FIELD EXPLORATION E -12430 Our field exploration was performed on April 19, 2006. Subsurface conditions at the site were explored by excavating three test pits to a maximum exploration depth of 12 feet below existing grade. The test pits were excavated by Aikins' Excavating using a rubber - tired backhoe. The approximate test pit locations were estimated by pacing from site features depicted on a preliminary site plan provided by the project civil engineer. The test pit elevations are based on topographic data presented on the site plan. The location and elevation of the test pits should be considered accurate only to the degree implied by the method used. The approximate locations of the test pits are shown on Plate 2. The field exploration was continuously monitored by a geologist from our firm, who classified the soils encountered, observed groundwater levels, maintained logs of the test pits, obtained representative samples, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System that is presented on the "Legend ", Plate Al. Logs of the test pits are presented on Plates A2 through A4. The final logs represent our interpretation of the field logs and the results of laboratory tests on field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Representative soil samples were collected and returned to our laboratory for further examination and testing. Topsoil W W * , V * * MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTION Coarse grained soils More than 50% material larger than 200 sieve size Gravel and gravelly soils More than 50% coarse fraction retained on No. 4 Sieve Clean gravels (little or no fines) 0,0,0.0. o o c> , • o c > ?• S. S. S. 1 GW gw Well- graded gravels, gravel -sand mixtures, little or no fines • ! • ! • ! ! . ! ' i oo to ob or GP OP Poorly- graded gravels, gravel -sand mixtures, little or no fines Gravels with fines (appreciable amount of fines) I • J JJ"" GM gm Silty gravels, gravel- sand -silt mixtures 4, .4 GC gc Clayey gravels, gravel- sand -clay mixtures Sand and san dY soils More than 50% coarse fraction passing No. 4 Sieve sand (little or no fines) es) • • • • • • • • . :.:•• : ••••• • • Clean •... • • SW $w Well- graded sands, gravelly sands, little or no fines =!_. . ! ' •• • ` • to 1 .0 t9. SP $P Poorly- graded sands, gravelly sands, little or no fines Sands with fines a reciable ( pp amount of fines) ' SM Sm Silty sands, sand -silt mixtures SC Sc Clayey sands, sand -clay mixtures Fine - grained soils More than 50% material smaller than No. 200 sieve size Silts Liquid limit and clays less tha 50 ML mi Inorganic silts and very fine sands, rock flour, silty clayey fine sands clayey silts with slight plasticity // l /( / CL cl Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty cla lean clays OL Organic silts and organic silty clays of low plasticity Silts Liquid limit and cla ys greater than 50 1j I MH mh Inorganic silts, micaceous or diatomaceous fine sand or silty soils �/ CH ch Inorganic clays of high plasticity, fat clays i i ! / i / OH oh Organic clays of medium to high plasticity, organic silts Highly organic soils ,2, ,2,. u 1 1 u PT pt Peat, humus, swamp soils with high organic contents Topsoil W W * , V * * Humus and duff layer Fill • • • • • • • • • � • � • •�•�•�•�•�•�• Highly variable constituents The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. Dual symbols are used to indicate borderline soil classification. C TORVANE READING, tsf qu PENETROMETER READING, tsf W MOISTURE, % dry weight P SAMPLER PUSHED SAMPLE NOT RECOVERED pcf DRY DENSITY, lb. per cubic ft. LL LIQUID LIMIT, % PI PLASTIC INDEX 2" O.D. SPLIT SPOON SAMPLER I I 2.4" I.D. RING OR SHELBY TUBE SAMPLER WATER OBSERVATION WELL Q DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION SUBSEQUENT GROUNDWATER LEVEL WITH DATE Earth Consultants, Inc. A Bureau Veritas Company LEGEND - Al Project Name: Gully Short Plat Sheet of 1 1 Job No. 12430 Logged by: STS Date: 4/19/06 Test Pit No.: TP -1 Excavation Contractor: Aikins' Approx. Ground Surface Elevation: 62' Notes: General Notes W ( %) . 1 Graphic Symbol • aldweS 'Id yids° toquAS sosn Surface Conditions: Depth of topsoil and duff 5" 20.7 23.0 17.3 1 2 3 4 ML — Brown sandy SILT, loose to medium dense, moist - occasional organics - becomes light brown and wet; iron oxide staining - becomes medium dense - occasional boulders 5 6 7 6 9 10 11 SM Brown silty SAND with gravel, medium dense, moist -iron oxide staining - contains lenses of silt — — 12 Test pit terminated at 12' below existing grade. No groundwater encountered during excavation. Test pits excavated by Aikins' Excavating using a rubber -tired backhoe. Test pit elevations based on topographic information provided on a preliminary site plan. • ' , Earth Consultants, Inc. BUREAU V E R f TA$ A Bureau Veritas Cartany Test Pit Log Gully Short Plat Tukwila, Washington Proj. No. 12430 I Dwn. DNM I Date 4/21/06 Checked STS I Date 4/21/06 I Plate A2 Subsurface conditions denieted renresent ni fr nhcarvatinne at tha Pima anrt InraHnn .,f t i ay..ln.,ftb,.., t...fe .....AM..A w......,.: Test Pit Log .... ................. .......v. -,nn avow, a ,ia,raw and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Name: S Sheet of Job No. L Logged by: D Date: T Test Pit No.: Excavation Contractor: A Approx. Ground Surface Elevation: Notes: General W W L — c c, N N - S Su Conditions: Depth of topsoil and duff 5" 17.4 = t 2 S M B Brown silty SAND with gravel, loose to medium dense, moist 11 Test pit terminated at 11' below existing grade. No groundwater encountered during excavation. a Earth Consultants, Inc. G Test Pit Log Proj. No. 12430 I I Dwn. DNM I I Date 4/21/06 C Checked STS [ [ Date 4/21/06 Plate A3 N U W a. � 0 a. a Te Pit Log u su ace con Uons depicted represent our observations at the time and loca o t his exp hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Information presented on this log. Project Name: Gully Short Plat Sheet of 1 1 Job No. 12430 Logged by: STS Date: 4/19/06 Test Pit No.: TP-3 Excavation Contractor: Aikins' Excavating Approx. Ground Surface Elevation: 54' Notes: General Notes W (%) — - , i t . — Surface Conditions: Depth of topsoil and duff 6" 18.2 9.6 2 SM Light brown silty SAND with gravel, loose to medium dense, moist -iron oxide staining; occasional boulders -becomes medium dense -contains lenses of wet relatively clean sand - 10 11 SM Brown silty SAND with gravel, medium dense, moist (Weathered Glacial Till) Test pit terminated at 11.5' below existing grade. No groundwater encountered during excavation. -Tv 7 1 Earth Consultants, Inc. EMMEN 112MM A Buntui Veritas Conpany Test Pit Log Gully Short Plat Tukwila, Washington Proj. No. 12430 I Dwn. DNM I Date 4/21/06 Checked STS - — - - Date 4/21/06 • - Plate A4 o- a 0 C1 0 0 Test Pit Log ion Of exploratory hole, modified y engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Information presented on this log. APPENDIX B LABORATORY TEST RESULTS E -12430 Particle Size Distribution Report 100 90 80 70 Z 60 LT_ Z 50 W C.) a: W 40 0 30 20 10 0 • . • - 200 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm % COBBLES % GRAVEL % SAND % SILT ' % CLAY USCS AASHTO PL LL 0 30.7 40.6 28.7 SM NA NA SIEVE inches size PERCENT FINER SIEVE number size PERCE.NT FINER SOIL DESCRIPTION 0 0 0 TP2:3' Brown silty Sand with gravel Moisture:17.4% 2 1.5 3/4 3/8 100.0 100.0 85.9 77.6 • #4 #8 #16 #30 #50 #100 #200 69.3 65.0 59.9 553 47.2 35.8 28.7 >< GRAIN SIZE REMARKS: 0 60 0 30 0 1.20 0.0875 0 Sampled by:STS on 4/19/06 Tested by:TBD on 4/20/06 Reviewed COEFFICIENTS C Cu o Source: Sample No.: TP2 Elev./Depth: 3' EARTH CONSULTANTS, INC Client: Dan Rowley Project: Gully Short Plat, Tukwila Project No.: E -12430 Plate B1 08 -30 -2007 RICH ROWLEY 1001 N TACOMA AV TACOMA WA 98403 RE: Permit Application No. D07 -156 13011 MACADAM RD S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 05/01/2007 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 10/28/2007 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 10/28/2007. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: fer Marshall it Technician Permit File No. D07 -156 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 May 21, 2007 Rich Rowley 1001 N Tacoma Av Tacoma WA 98403 RE: CORRECTION LETTER #1 Development Permit Application Number D07 -156 R House Construction #2 —13011 Macadam Rd S Dear Mr. Rowley, 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 and Planning Department. At this time the Fire and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163, if you have questions regarding the attached memo. Planning Department: Brandon Miles at 206 431 -3684, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted throurh the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3760. Sincerel arshall clinician encl File No. D07 -170 Guy of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director P:\Pemdt Center,Correction Letters\2007\DO7 -156 Correction Ur #1.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 - 3670 • Fax: 206 - 431 - 3665 Building Division Review Memo Date: May 9, 2007 Project Name: R House Construction #2 Permit #: D07 -156 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. The plans submitted are missing the engineer's calculations. Please provide two sets of structural calculations original wet stamped and signed by the engineer. Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: May 11, 2007 Rich Rowley D07 -156 130XX Macadam Rd S LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. 1.. The site contains steep slopes and a geotechnical report needs to be prepared and submitted to the City. 2. It appears that a significant number of trees will be removed from a slope area greater than 15 percent. A tree clearing permit is required for the removal of these trees. Additionally, replacement trees must be installed. A tree clearing permit is attached. 3. A note on the site map indicates that retaining walls may be needed. All retaining walls greater than 36 inches in height must meet setbacks. Constructing these walls in the field could provide costly if the walls were located within a setback area. Provide a grading plan showing the finished topography of the site and show any proposed retaining walls. 4. The elevations provided indicate that the house will be constructed on a flat surface. The subject property is not flat. Update the elevations to show the finished elevation. 5. It is still unclear from the plans provided how the proposed house will meet the height standards. The City's Zoning Code uses the State Building Code to define height (TMC 18.06.100). The State Building Code defines height as "The vertical distance from grade plane to the average height of the highest roof surface (IBC 502.1) ". Grade Plane is defined as "A reference plane representing the average finished ground level adjoining the building at exterior walls. Where the finished ground level slopes away form the exterior walls, the reference plan shall be established by the lowest points within the area between the building and the lot line or, where the lot is more than six feet from the building, between the building and a point six feet from the building (IBC 502.1) ". The site map needs to include the average grade plan and this elevation needs to be included on the elevation drawings. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D07 -156 Grantor: R House Construction, Inc., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along South 130 Street and Macadam Rd. South, located adjacent to 13011 Macadam Rd. South Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, utilities, undergrounding of power, and storm drainage. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have c • ed this instrument to be executed this 3 ( day of /riA a" r , 2007. uthorized Signature Authorized Signature STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that ' cliarc (O W I L' Cj is the person who appeared before me, and said person acknowledged that he /she signed this instrument, on oath stated that he /she was authorized to execute the instrumnt and acknowledged it as the Oc rt . r of t ouf s< ( ?nStruc*i'c , a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated 0g13110-7 ) —LL(f' , 41-der (C Notary Public in and for the State of Washington residing at {1(w I c, My appointment expires 05-A -/u DATED this Sp 4 day of Su pt, , 2007. GRANTEE: By: Print Name: Its: CITY of TUKWILA c + crn ms James Morrow Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared JIM MORROW to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. • WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: Q laurt-e. 4 NOTARY PUBLIC, in and for the State of Washington, residing at PA7<t) r ( 6 My commission expires: OZ QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 -1,000 $37.00 1,001 - 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME i . I. / otSE art s1 ZvC174hl PERMIT # .)O? "fs4 ((aka .) Cu t - 2 Lcer /Son " I.I)Ftirr Rb . s. If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume 245 cubic yards Enter total fill volume S'D cubic yards Use the following table to estimate the grading plan review and permit fee. ter of the excavation and fill volumes. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 1 500 i ea:ASOO ifiDO too0 Oo ss $ / (4) $250 (1) $ 37 D - (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 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. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 — 1,000 $37.00 for 1s 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) eis p6Teig 7. Pavement Mitigation Fee The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 $ /3'7 ( (7) rc6. - 06 fitsii 6N r'lo ,K s 3 $ 72- (8) WATER METER FEE Permanent and Water Only Meters Size (inches) In allation Cascade Water Alliance RCFC 01.01.2007 — 12.31.2007 Total. Fee 0.75 $600 $5297 $5897 1 $1100 $13,242.5 $14,342.50 1.5 $2400 $ •,• :5 $28,885 2 $2800 42,376 $45,176 3 $4400 . : ' ,752 $89,152 4 $7800 $132, 5 $148,015 6 $125 $264,851 $277,350 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Approved 09.25.02 Last Revised Jan. 2006 Total A through E $ (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ F. Transportation Mitigation $ / 23 G. Other Fees $ Total A through G $ /02?/. (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 12 33 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 04, 57707 Residential Sewer Use ( , 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 1 rhifcA r -» jZ i- Propert y Street Address State Z P 6trsr 41-e ) Owner's Name `v / A r R - - +/1 Owner's Mailing Address Tr / Ci 2s 377 207 Owner's Phone Number (with Area Code) ' je ' 7l � j7 Z° Property Contact Phone mber (with Area C e) Party to be Billed (if different than Owner): Name Street Address City uk.L0/64- v� F/151( I certify that the information given is corr any deviation will require resubmission Signature of Owner /Representative Print Name of Owner /Representative 1057 (Rev. 10/04) btr .nrya3 State ZIP State ZIP Building Name nderstan da For King County Use Only Account # No. of RCEs Monthly Rate 6 Month Rate Sewer District Subdivision Name the cap deter Vvr- Date of Sewer Connection Side Sewer Permit Number 7 /o60 g3 Required: Property Tax Parcel Number Lot Number Block Number King County Department of Natural Resources and Parks Wastewater Treatment Division CI RECEIVED ILA MAY 01 zoos PERMITCEMTj Subdivision Number Residential Customer Please report any demolitions of pre- existing Please check appropriate box: Equivalent (RCE) building on this property. Credit for a demolition Single- family (free standing, detached only) 1.0 may be given under some circumstances. Multi- Family (any shared walls): Demolition of pre- existing building? ❑ Yes fX,No ❑ Duplex (0.8 RCE per unit) 1.6 Was building on Sanitary Sewer? ❑ Yes ❑ No ❑ 3 -Plex (0.8 RCE per unit) 2.4 Sewer disconnect date: ❑ 4 -Plex (0.8 RCE per unit) 3.2 Type of building demolished? ❑ 5 or more (0.64 RCE per unit) Request to apply demolition credit to multiple buildings? No. of Units x 0.64 = ❑ Yes ❑ No ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 - If Multi- family, will units be sold individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage f cilitieTrshall f>!b subjedf to a capacity 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. Date y charge levied will be based on this information and ion of a revised capacity char e. 4 2-5 1,7 White — King County Yellow — Local Sew r Agency Pink — Sewer Customer ®, rnease pnuL r cyp! IA OY7... Document Tlt1e(s) contained t.erein): (alf areas applicable to your document must be filled in) (or transactions 1. 6�— , t . r 771 Of 3. / 4. :� Reference Number(s) of Documents assigned:r released Additional reference #'s on page "•'•of document Gra ' r( )) '= t nar first name, initials) ' 1. C (i �lI =' Additional natnes;on page of document. Gra.1�t� v s'" � i? ) t name first, then first name and initials) 1. f -■ , Z. •• , • Additional name s'on page; ��_ of document. r Legal description tabbreviateii: lot, 146'4, pat or section, township, range) Additional legal is on page of4ocument. Assessor's Property Tax Pat: eVAceou It Number : ' ' I Assessor Tax # not yet assigned - 7 3'/n .r4 ' CTC3... The Auditor/Recorder will rely on the information proyided.on the forin. The staff will snot read the document to verify the accuracy or completeness of the indeiii"ng inforination ptovided herein. dress: A: [r : } tr 1,947 d6 2006121200141 R HOUSE CONSTR EAS 35.00 KING `� t `' WASHINGT N TAT RE CORDER ' S Cover EXCi;n TM NOT REQUIRED King Co. Records Division By W Deputy eet ( RCW 65.04 I am requesting an emergency nonstandard recoiling for,an addt t>onal fee.as provi to RCW 36.18.010. I understand that the recording prtYeessingiegtiiirentents coverrup or otherwise obscure some part of the text of the original document. Signature of Re uesting 'Party 20061212001415 EASE RECORD AND RETURN TO: Val V..ne Sewer District PO lox: &9550 Seattle; WA'98 `/ ONE PARTY ;'DECLARATIOO;Q1 EAS FOR SIDE SEWER • WHEREAS, THIS AGREE$ 1`I', made 12 day of December , 2006, between 4. •• �' OWNERS NAIVIE 'R'Houso Co►lstrudtion J c.' Owner of the following desgribed`real property situated in King County, Washington, to -wit: 130xx MacAdam Rd TI- #734060 -0843 ; is desirous of establishing a side sewer easeineit for : the: benefit' of each o#'•'said properties. WITNESSETH: That for acid in sionstderation of the mutual covenants herein expressed, it is hereby agreed by the above party as follows:•., ,' ' A '` : '� 1st - A side sewer shall be constructed as:foUiows. S 1$: t of N72' 4 Ft of E 10 Ft 2i'id - There shall be and each party does grant unto the other, $ii easement for sealer for the use of said prop'ertiesand for the purpose of constructing, installing, reconstructing,,replacing,.fepoirine maintaining and opeiating' sewer pipeline and lines and all necessary connections and appurtenances thereto; together with the right of IiigresS and egress therefrom for the purpose of enjoying the easetiient, acid also granting to each party tp those acting under or for each party the use of such additional area imfiiediately adjacent to the above easement'as shall be•eequired for the construction of the sewer pipeline:or lineg'in the easement, such additional area beheld "to a minimum necessary for the purpose, and immediately after the completion of the cOgstructio'd"and installation, or any subsequent entry upon the easement, the responsible,party(s) shall restore the premises as n¢ar. *s may lie to its condition immediately before such construction - a entry. `:•,3rd - The cost of coristrur.lion !Maid sewer shall be borne by the owners of the said properties as follows: "As mutgally agreed • 4th - The cost of inainttn9nce,,repair or reconstruction of that portion of the sewer used in common shall be borne in equal sharesii pt that the owners of any lower parcel shall not be responsible for the part of the sewer above thefr•cpntiection; and when:necessary to repair, clean or reconstruct the sewer, the parties to this agreement shall have a right of entry for thatipurpose.;: ' :. 5th - This agreement be'a cayenant runiring with :.he land and shall be binding upon all parties, thei , and assigns forever. P "' WHEREOF we tereinto set our hands and seq s the day and year first above written. EASE RECORD AND RETURN TO: Val Vie Sewer District . ..POEC)x:*69550 .?* Seattle i • i'.40 ,..• ,. STATEF...WitSfliiGTON:: '.''...). •„.k ..,' ...? .:.:,. ''... :.; t:.... ....... .: )SS COUNTY OF ioNO I .,.) ' .....,'N.,..:' „"'''' This is id.certify that on thia? IA ,..day of (. ..::UXarh4L:—..f../r201, before me, the undersigned, a Notary Public in nd for.:411■ State cif Wahingtonfilmly commissioned and orn ally came - Rle• .11A..yr; "ASt3..y6a A R,(itsil a•S V P 06 R /-a .sL St . to me known to be the parties who executed the '' hin ins'fiuniern, and aciditikyledged to me that ( they. hei ) free and. volunf.ary and deed for the uses and she ) signed and sealed the same aa ( their WITNESS my hand and jsakai in is cortificate abo ., , .. 4.— WY. iz e i.. 1: 1 1: 4• 511f ialp t i .4 1, . ::::. :Tin . 1 11) l itOViistingtdh, *siding ,. ...:' .0, '''. gloi • • '4 ' ' 1 „:' ; ...• .;..:. 01 t n lc cv .4 1;,, ::: • • • - 4. ,,, o, :f ,: ' .. ; ..:* 41/111:414171:1417442.2.--4.- - • . , WITNESS my hand ands al the•ilay...ind year in thin ceitifiOite first above written. STATE tig.WASIJINCTON / )'SS CO*TY OF FANO 'Thisit eirtifithaVon this.e'''day of 20_, before me, the undersigned, a Notary Public in and fOr the State; of Washington, duly commissioned and sworn, personally came to me known to be the:p0pa who ecuted'the wlihin:instnunent, and acknowledged to me that (they he she ) signed and sealed the state as ( their. his. er ) free and voluntary act and deed for the uses and purposes therein mentioned. ......... • .• SA Schweild & Associafrs,plic GULLY SHORT PLAT PRIVATE . SANITARY SEWER EASEMENT cfrgingiaeerlas PivJctlfsagewent& Consult* Phone: 815-1700 ,i1Soth375thSeet ' FOdecalWiy,Washiagtan 98003 Fu: 815-1701 1 OF 2 ...':Pl?.:IVATESAIVITARY SEWER EASEMENT : LEGAL DESCRIPTiON A PRIVATE SANITARY SEWER/EASEMENT SITUATED IN A PORTION OF THE NORTHWEST QUARTER OF ThE pORIHEA$T QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANtE 4 EASW.M,,. IN KING:cOUNTY, WASHINGTON WITH SAID EASEMENT ; t8EIYG D Ti/ ESCRIBED AS 'FOLLO#S::: COMMENCING AT THE NoRTHEAST. CORNER' LOT 56 RIVERSIDE INTERURBAN TRACTS, ACCORQING TO THE PLAT TAEREDF.' RECORDED IN VOLUME 10 OF PLATS, PAGE RECQRDS Or KING,40UNTy, WASHINGTON; THENCE. SOUTH 10'50'18" EAST, 59.2 OUT .4■LQNG4:11 EAST UNE Of SAID TRACT TO THE TRUE POINT OF BE9INtstiNG THENCE SOUTH 1050'18" EAST, 13 T0 ftyPOINI...OF EASTERLY IIERMINUS OF THE LOT 1 AND 11.0T.1 LOT UNE PER IT OF 11JOILI! GULLY SHORT PLAT (L06-013), izgcbito NUMBER XX4XXX: NNCE SOUTH 814600 WEST, 18.66 FEET' ALONG SAID LOT UNE; THENCE NORTH 3514'25" EAST, 18.29 FEET; . . • THENCE NORTH 81'46'00 EAST, 5.47 FEET TO flitE...7UE: POINT OF .8EGINNING. SITUATED IN ...114 Ci OF TUKWILA, COUNTY OF KING, STATE OF • .• 0 • . ..... - •o"rc6 ovizoroe JOB 105049 • 20061212001416 TItle(s) theyein), (af areas applicable to your document must be filled in) Document (or,tiansOtion,0*e4fained I . ....-.,.. '''...* 1. 67r .''' .. ..:,,,..f' ....'''.t 3. ..f' 4. / l ''' , .• •• ? Reference Number(s) of Documents assigned or releasid: ,... .:: ..: „. .i: ,...,.... ..... , .,....„:, Additional reference #'s on page ''of document . •:•..„ ..i.; :. .....: :::: ,, • Grgiltor 41 as n e, first name, initials) •••:,.. .....'''..... ., ,.. , , .. 1. Ace ...•• • z .:. 2. G. .• 4 iabitr.4 C rili ''' ev 4'; ::: .,- ....s.Jko- Additional names on page of document. • • • . . . •:, :•• Griinte(s) (Last naive first, then first name and initials) IS C Y,11.74.itt 6 if" .::,ff . X. • .. . .:....:.. . ... ....-., ... Additional namei on page:.' of document. Legal description (ibbOViatek:te. lot, j,loik, plat or section, township, range) / < ' ....:. r '''' • • . .1 .: ...:' :. Additional legal is on page of tlocument. •:* ....••• . ••••:•• :.:. .••••• .. •:, Assessor's Property Tax PaiceVA.Ceotint Number .::* 1: 0..ts§essor Tax # not yet assigned — 7 - 5. q to 4 0 — tise 4 3 The Auditor/Recorder will rely on the informatiouproyidedn the forin. The stiff will iiot read the document to verify the accuracy or completeness of the indexing infdmation piovidid herein.. *i: :.. i • . ..: .. 11111_, LL11111 ,••. :.....:. • : ., R Address: •• 20061212001416 etirii R HOUSE CONSTR EAS 35.00 : ..' C ilti .::eV. ur/411— ilifIROSE Wes Pe-4iv1nv4 KING COUNTY, US Osef Cierf:•4 entb. .:1140/144- . t V Tr.... .... ,,,. .. . r• i • • , „ . • „ • • • • • . • • • •. . s ' Cover Sh EXCtSi FAX NOT REQUIRED King Co. Records ivision By Deputy t (R CW 65.04 I am requesting an emergency nonstandard recording or;en RCW 36.18.010. I understand that the recording preie*ingiequiregienti may cover up or otherwise obscure some part of the text of the original docUmeot. s : •..:. . : Signtiire of Reiluesting•Party "' 1 Schwelkl & Assoclate4 pile ' 74 .:::. Chfl Agemseriaz Project Mansgernent & Consuffsg 1945 Sou& 3758CM:eat Phcata: (253) 815-1700 featcral,Way, WastrIngton 98003 Fax: (253)8154701 .. . . baohwaild@oomoasknet •• • • GULLY SHORT PLAT PRIVATE WATER LINE UTILITY EASEMENT 1 OF 3 ..... ; „Iv ..... pECIAR4TI AND ITS MAINTENANCE KNOW ALL MEN BY THESE PRENT That F. HOUSE cONSTRU6TION INC a licensed • corporation operating in the State o Wahingtorf, beipgthe fee owner of the following described property: BEGINNING AT A POINT 180.6 FEET SOUTH A1) 23763 OfTITENORTHWEST CORNER OF LOT 56, RIVERSIDE INTERURBAN TRACTS, ACCORDING* THE PLAT THEREOF REC ORDED IN VOLUME 10 OF l'iLATS,.1 74, RECO • COUNTy k .wASpistaroN; gUNtNG THENCE NORTH 95 FEET TO THE TRUE POINT OF BEGINNING;.:THENCE AST TO THE EAST LINE OF SAID TRACT; THENCE NORTHERLY ALONG SAID EAST LINE TO.THE NORTHEAST CORNER OF SAID TRACT; THENCE.WESTERLY ALONG THE NoitrHatori,igg.OF SAID TRACT TO A POINT DUE NORTH OF THE TRUE POINT'OF BEGINNING; THENCE SOUTH TO THE TRUE POINT OF IONNING. SITuATEIRtH5CIT'ir OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. • Do hereby dielare and dekate easement over, under, across, and through said premises for water linei4tility and.itsi.inainttnaitce as follows: LEGAL DESCRIPTION OF WATER LINA UTILITTAND ITS MAINTENANCE EASEMENT: .... A FIVE FOOT WIDE WATER LINE EASEMENT ASSHOWI■I ON CITY OF TUKWILA SHORT PLAT #L06-013 DESCF,IBIERAS FOLIAWS: :. BEGINNING AT A POINT AT THE NORillgAST C4iRNER arr-tiary OF TUKWILA SHORT PLAT #L06-013, SAID POINT'BEEIG THE NO1q11EAST CORNER OF LOT 56, RIVERSIDE INTERURBAN TRACTS, AC TO THE PLAT RECORDED IN VOLUME 10 OF PLATS, PAGE 74, RECORDS:OF KINGCOUNI.1, WASHINGTON; THENCE SOUTH 81°46'00" WEST, 5.01 FEET ALONG THE MATE LINEOF SAI15: 1 TO THE TRUE POINT OF BEGINNING; THENCE SOUITI 81.46'00" WEST, 5..01,..FEET ALONG NORTH LINE OF SAID LOT 1; THENCE SOUTH:14°50.'48" EAST, OA* FEET,•0 THE SOUTH LINE OF SAID LOT 1; THENCE NORTH 814 EASt, 5.41 PEET SOUTH LINE OF SAID LOT 1; THENCE NORTH 10°5018" WEST.,:.'724 FEET POINT OF BEGINNING. •,, GULLY SHORT PLAT PRIVATE WATER LINE UTILITY EASEMENT 2 OF 3 IVA s k— ._ .:infSagbzearki& Project Managemeat & Cbassritirtg .:1945 ionth 375th Stied Phone: C253)815-1700 Fecki:alWai,Waillingtpe98063'.... RI= C253) 815-1701 • bschweill@coarastnot . .... ....... ....,....::•. ... - i- ...... ...... NOTE: Also illustiatecinn jittache4*hibit 4 . .• •-• • ,.. , .• .:: s PURPOSE 'this easement is for thisole puipose Oftonstuction, repair, and/or maintenance of a water line for Lot l of City oftukvilla shot pint . 406-013. :F .... .. BENEFIT: The above described : easement ,ii heiiby,:dedieated for the Aeand benefit of Lot 2 of City of Tukwila short plat #L06ibl3 and the owners of Lot Ithereof,iiieWheirs, successors, and/or assigns, and said easement shill be deemed a c9venant tunning*iih the land. ...1 ..,..:. : ...I ..:•• :,.. :::::. li l •:::, MAINTENANCE All maintenance, iepaif; anil/orie-instaiiiiiicliof v line utility shall be the sole responsibility of the owner(s) of the lot setvicea.N.the water line utiliiy."When said i•.:: mainteiianciis within the easement, the disturbed lend ai.eas4hal.l.he returned tc:::ilie" .,... . - . ..,:.•, .:•:.. -,. condition prior to such maintenance. '..:...„,......'' / ,....* ... .... . .... „,........,.....,:: oe y ....:. ...:. . , ,..,,,.. ••• - • .,. . ' • :! ....• „ :: •F :': ,,,* IWWITIsIESS WHEAEOF, the above named owner(s) havheseunto WA:is-hand and seal this - j j t .,..*:. daiof :i Ott , 2006. •• • .. STATE OF WASHINGTON) ....„. , ) se' . -.. COUNTY OF ktigis... • :.... :.::... ,. -... , . ltAeli On this day personally appeared I5efiite ith a* 0 Ro .me:. me known to be ..e owner and which executed the iVithm and for4oin.g instniatent,fintrieknowledged to that the signed the same in their capacity as owner as ihe,fiee ind act deed for the uses and proposes therein mentioned. .. .... A.,.,... a ... Subscribed and sworn to before me thii" day aftle.O.Mker; 2006 . •:. %,,•iP..:6 4 a. .. .: ,..: .,. .,„,..,...__, , ...::•• ..... •. ,.., ...... ..• ,... ..,..„.,...„ , Notary Public 91 and for the'S OW* .. :.N .,toT4q . i.. 0 ,........ 13... Residing at Kenton, idashi • ni ' ,-:•::....,1 3 ' 8 : ! • :i.q. '' .:::' ...l 09/20/08 JOB #05049 BY , . •.. Schweild &Assodates plic draEfieXcerlo& Project ifemegonerd & Consellia . ,. • 1945 South 375th 'Sixect Oderal Way, WasliSton 98003 Phone: (253) 815-1700 Fax: (253) 815-1701 tasohweallgoomoastnet GULLY SHORT PLAT PRIVATE WATER LINE UTILITY EASEMENT 3 OF 3 EXISTING CO WATER LINE Name:; Address: (do( Owne1' /Agent Signature 1. CITY OF TuAIVIL4 Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 �, x G,t""NI "7 �HE'Fj'�4V•tr�.I lL r(t .rry +t ^' :d;ry ➢titn t �t }BSS �{ , IyAf���U Pfq +4l, ��t �{"nr U ,1!�ull�J�rhi4^n, r� i�i,r�nl,rro.r { i�r , a.� ( �io- } t r. ts l rnt``L�e�it i `� ?I�'��5 /+�%liii Site address (attach map and jegal description showing hydrant location and size of main): 130 ac k 4 4A-C, l >A—r1 , s- USt1 6A/s j~ u t,. Y art- , r" Phone: < - 3 .3-71 1,0.17 This certificate is for the purposes of: Residential Building Permit ❑ Comrnerclal /Industrial Building Permit ❑ Rezone The proposed• project is within - re{ k 2. Q N improvements required. '7104 I hereby certify that the above information is true and correct. 4'4 t Co . t.J 0t-+e'it t 5t 12-5 Agen Phane Z06 _ a -(a. gs CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district -{—� PERMIT NO.: V �w � +7 .i, uuAY '�rLy',�,''\�Yy ��wi,,hli «tlf�7 i id�Ml ik19 .nih,.G lil.:�;ilaJILIT� �1r4:: I ; �,.rm , EN1 3 �u Svc Name; R y di") Address: ► litl. Phone: Is--3 3 ZC 7 7 ❑ Short Subdivision ❑ Other PA Estimated number of service connections and water meter size(s): ST-- Vehicular distance from nearest hydrant t� the closest point of structure is Area is served by (Water Utility District): # / Z� ❑ Preliminary Piet K 3. The improvements required to upgrade the water system to bring It Into compliance with the utilities' comprehensive plan or to meet the minimum flow' requirements of the project before connection and to meet the State cross connection control requirements: /0/4* (Use separate sheet if more room Is needed) e 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 116 6 gpi at 20 psi residual for a duration of 2 hours at a velocity of 2 . 7 - fps as documented by the attached calculations. 5. Water debility: [Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item 8-2 are met. ❑ System is not capable of providing service to this project. By 3d� ft. Date v This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." Permit Center /Builder Division: t7 zo6.431.307g it Public Works Department: 206-433-0179 Planning Division: 206 - 431 -3670 (City /County) RECEIVED CITY OFTUKWILA PaillITMENTER 16107 - Z6 -07 Date Expires \ (y- 2.6- el) Applicant's Signature District Representative Attachment to Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ( "Certificate ") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ( "City "). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Date Z ,- � d7 k .oi,tAa_fYicuv\vk.Date 46(p/07 Part A: TO Be Completed by Applicant) Purpose of Certificate: . a Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: • A Residential Single Family ❑ sidential Multi - Family ❑ Commercial ❑ Other Applicants Name: kw( Z ' k /1UUSd- CSyg- cr,e lone: 'S' 377 207, Property Address or Approximate Location: Tax Lot Number: /30)}4 l44cA0 A--frI g-D- - 73'/ 06a o F Legal Description(Attach Map and Legal Description if necessary): • .. Part B: (To Be Completed by Sewer Agency 1. p. a. Sewer Service will be provided by side sewer connection only to an existing -6 a size sewer 0 N -f ` `i a .. a site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or RECEIVED ❑ (2) the construction of a collection system on the site; and /or CITY OF KWIlA ❑ (3) other (describe): MAY 012007 • PERMffQ R 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. Clita. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ /0 0 a. District Connection Charges due prior to connection: • Qo GFC: $ 85'7 '` SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, 5 ,5 esidential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co /Metro without notice.) b. Easements: ❑ Required pi May be Required • c. Other: . VD/ ...e_____ Tbi 1,rlt`i dilly: ;li,� t =, ,-r ! ?,`hilt• /�/tl ��kr' 14816 Military Road South P.O. B6,.,39550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABI iTY /ICON -AVAI ABILITY Residential: $50 Commercial: $100 Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I her by certify that the abov ewer agency information is true. This certification shall be valid for one year fr ' e date of signature. 1 I C , 't( c� Title / rk? Date I ac . = ge that Hag and derstand A I plicant's r gnature ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER 3ILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non-AVailability ("Certificate"). 1. This Certificate is valid only for the real property referenced herein "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the licant only, and no third person or party shall have any rights hereunder whether by agency, third-party beneficiary principles or 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not.constitute and may not be relied upon 8 the District's guarantee that sewer service will be available at the time the applicant may apply to the District or such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required_to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. -5. -. R ` Application for and possible provision of sewer service to the Property shall be subject to and conditicined upon availability of sewer service to the Property at the time of such application, and compliance with federal, state; local and District laws, ordinances, policies, and /or regulations in effect at the time of such application. • ved the Certificate of Sewer Availability/Non-Availability and this Attachment, is and c itions herein. Date VA Salve ikhe A pp OrIl ingfaeain& Pivjed Movement & as 1945 South 375th Street Phone: r 815 -1700 Federal Way, Washington 98003 Fax ) 815 -1701 I GULLY SHORT PLAT PRIVATE SANITARY SEWER EASEMENT z OF 2 PRIVATE SANITARY SEWER EASEMENT LEGAL DESCRIPTION A PRIVATE SANITARY SEWER EASEMENT SITUATED IN A PORTION OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON WITH SAID EASEMENT BEING DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF LOT 56, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 74, RECORDS OF KING COUNTY, WASHINGTON; THENCE SOUTH 10'50'18" EAST, 59.25 FEET ALONG THE EAST LINE OF SAID TRACT TO THE TRUE POINT OF BEGINNING: THENCE SOUTH 10'50'18" EAST, 13.29 FEET TO A POINT OF THE EASTERLY TERMINUS OF THE LOT 1 AND LOT 2 LOT LINE PER CITY OF TUKWILA GULLY SHORT PLAT (L06 -013), RECORD NUMBER XXXXXX; THENCE SOUTH 81'46'00" WEST, 18.66' FEET ALONG SAID LOT LINE; THENCE NORTH 3514'25" EAST, 18.29 FEET; THENCE NORTH 81'46'00" EAST, 5.47 FEET TO THE TRUE POINT OF BEGINNING. SITUATED IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. roxAt, � 24-.01 Ia e9/20 /Q 'r 1 JOB f05049 CITY OF TUKWILA MAY 01 ZOO/ PERMITTER PO4 -IS1v EXHIBIT A . 1 ' A Schwa] & Assodate4 pp arliEgglileerth&ProjectAfmagement&Cossalthig 1945 South 375th Street Phone: r 815 -1700 Federal Way, WealIngbo1 98003 Fax: 815 -1701 GULLY SHORT PLAT PRIVATE SANITARY SEWER EASEMENT 2 OF 2 M K) N W 7340600845 5 o0 r- S M M I EXPIRES ea/a0 /9( South 130th Street N.E. CORNER OF LOT 56, RIVERSIDE INTERURBAN TRACTS N811B'00 *E 102.02' LOT > s81'46'00'W 116. 98.17' 30 1440 JOB 05049 N81'46'001 5.47' N351 4'25'E 18.29' 7340600845 LOT 2 N8911'591 129.46' 0 15 o ca, CP CO CIL A 18.66' 30 1 inch = 30 ft. cn co T.P.O.B. NW 1 /4_NE 1/4 SEC. 15, TWP. 23 N., RGE._4_E.,W.M. GRAPHIC SCALE $0 EXHIBIT A ►� s chwdld &Asodote4 plc �► Zahreerho Prifrect Mougearent & Cbmattlzg 1945 South 375th Street Federal Way, Washington 98003 Phone: (253) 815 -1700 Fax: (253) 815 -1701 bs°hweikl@ootnoastnet GULLY SHORT PLAT PRIVATE WATER LINE UTILITY EASEMENT 1 OF 3 DECLARATION OF EASEMENT AND ITS MAINTENANCE KNOW ALL MEN BY THESE PRESENT: That R HOUSE CONSTRUCTION, INC., a licensed corporation operating in the State of Washington, being the fee owner of the following described property: BEGINNING AT A POINT 180.6 FEET SOUTH AND 237.63 EAST OF THE NORTHWEST CORNER OF LOT 56, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 74, RECORDS OF KING COUNTY, WASHINGTON; RUNNING THENCE NORTH 95 FEET TO THE TRUE POINT OF BEGINNING; THENCE EAST TO THE EAST LINE OF SAID TRACT; THENCE NORTHERLY ALONG SAID EAST LINE TO THE NORTHEAST CORNER OF SAID TRACT; THENCE WESTERLY ALONG THE NORTHERLY LINE OF SAID TRACT TO A POINT DUE NORTH OF THE TRUE POINT OF BEGINNING; THENCE SOUTH TO THE TRUE POINT OF BEGINNING. SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. Do hereby declare, convey, and deicate easement over, under, across, and through said premises for water line utility and its maintenance as follows: LEGAL DESCRIPTION OF WATER LINE UTILITY AND ITS MAINTENANCE EASEMENT: A FIVE FOOT WIDE WATER LINE EASEMENT AS SHOWN ON CITY OF TUKWILA SHORT PLAT #L06 -013 DESCRIBED AS FOLLOWS: BEGINNING AT A POINT AT THE NORTHEAST CORNER OF LOT 1, CITY OF TUKWILA SHORT PLAT #L06 -013, SAID POINT BEING THE NORTHEAST CORNER OF LOT 56, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 74, RECORDS OF KING COUNTY, WASHINGTON; THENCE SOUTH 81 °46'00" WEST, 5.01 FEET ALONG THE NORTH LINE OF SAID LOT 1 TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 81 °46'00" WEST, 5.01 FEET ALONG NORTH LINE OF SAID LOT 1; THENCE SOUTH 10 °50'18" EAST, 72.54 FEET TO THE SOUTH LINE OF SAID LOT 1; THENCE NORTH 81 °46'00" EAST, 5.01 FEET ALONG SOUTH LINE OF SAID LOT 1; THENCE NORTH 10 °50'18" WEST, 72.54 FEET TO THE TRUE POINT OF BEGINNING. S cbt►t &Assodatcay pnc � & Cbas 1945 South 375th Street Phone: (253) 8154700 Federal Way, Washington 98003 Fax: (253) 815 -1701 bsehweild@eomeastnet GULLY SHORT PLAT PRIVATE WATER LINE UTILITY EASEMENT 2 OF 3 ISCPIRES NOTE: Also illustrated on attached exhibit A. PURPOSE: This easement is for the sole purpose of construction, repair, and/or maintenance of a water line for Lot 2 of City of Tukwila short plat #L06 -013. BENEFIT: The above described easement is hereby dedicated for the use and benefit of Lot 2 of City of Tukwila short plat #L06 -013 and the owners of Lot 2 thereof their heirs, successors, and/or assigns, and said easement shall be deemed a covenant running with the land. MAINTENANCE: All maintenance, repair, and/or re- installation of water line utility shall be the sole responsibility of the owner(s) of the lot serviced by the water line utility. When said maintenance is performed within the easement, the disturbed land areas shall be returned to their condition prior to such maintenance. IN WITNESS WHEREOF, the above named owner(s) have hereunto set his hand and seal this day of , 2006. BY BY STATE OF WASHINGTON ) ) ss COUNTY OF KING ) On this day personally appeared before me to me known to be owner and which executed the within and foregoing instrument, and acknowledged to that the signed the same in their capacity as owner as the free and voluntary act and deed for the uses and proposes therein mentioned. Subscribed and orn to before me this day of sof•o6 *9/20/06 I JOB #05049 , 2006 Notary Public in and for the State of Washington Residing at EXISTING 6 "0 WATER LINE > GULLY SHORT PLAT .%A _ chwelld &iodate pile � Zighteeds& Project Mayreaseat& 1945 South 375th Street Phone: (253) 815 -1700 Federal Way, Washington 98003 Fax: (253) 815 -1701 bschweikl@oomoastnet 7340600845 M Pei g sar4e "W 102.02 LOT W81' '00 °E 116. LOT 2 N8911'59'W 129.46' 5.00' 5.01' N.E. CORNER OF LOT 56, RIVERSIDE INTERURBAN TRACTS 1 �3Ot Stree f - South ___h T.P.0.6. 30 z►orV4 09/20/06 I JOB 105049 7340600845 5.01' PRIVATE WATER LINE UTILITY EASEMENT 5.00' -4 1 1 f 3 OF 3 Cb c Z. `v fn N 11 N 1 1 1 EXST. DI 8 "0 1 WATER LINE 1 1 1 NW 1/4 1/4 SEC. 15 , TWP. 2J N., RGE. 4 E., W. M. GRAPHIC SCALE 0 15 30 60 1 Inch . 30 1t EXHIBIT A ACTIVITY NUMBER: D07 -156 DATE: ` 06 -08 -07 PROJECT NAME: R HOUSE CONSTRUCTION #2 SITE ADDRESS: 13011 MACADAM RD S Original Plan Submittal X Response to Correction Letter # 1 DEPARTMENTS: b1 B g i ivision ' Public Works Complete Comments: Documents/routing slip.doc 2 -28-02 PLAN REVIEW /ROUTING SLIP �.�PERMIT COORD COPY Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Fire Prevention ❑ anning Division Incomplete ❑ TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: Response to Incomplete Letter # Revision # After Permit Issued ❑ Permit Coordinator Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 06-12-07 Not Applicable n No further Review Required DATE: DUE DATE: 07-10-07 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 -156 DATE: 05 -01 -07 PROJECT NAME: R HOUSE CONSTRUCTION #2 SITE ADDRESS: 13011 MACADAM RD S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTME 514/ Bui l • i g Division tgl Pubic Works tk WW1 6•6 - o7 \,,?ERMIT COORD COPY PLAN REVIEW /ROUTING SLIP 5l( 4c, 51S•n1 Fire Prevention N, Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: Incomplete ❑ Not Applicable DUE DATE: 05-31 -07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) E Notation: REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Permit Center Use Only CORRECTION LETTER MAILED: (OA iIT� Departments issued corrections: Bldg Fire ❑ Ping PW ❑ Staff Initials: Documents/routing slip.doc 2 -28-02 61.01 ❑ Permit Coordinator ❑ DATE: P nning Division DUE DATE: 05-03-07 No further Review Required C Date: ( (61 Project Address: 13011 Macadam Rd S Contact Person: k r . Received at the City of Tukwila Permit Center by: City of Tukwila \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: Istgf://www.ci.tukwila.wa.us Entered in Permits Plus on at REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Project Name: R House Construction #2 Plan Check/Permit Number: D07 -156 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Phone Number: 3 77 Z 77 Summary of Revision: pad, 0 4,- Pero-4i Z oll ? ? 4 " % / 7 A 4 pi-vI TOIL' Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Steven M. Mullet, Mayor Steve Lancaster, Director CITY 'JUN 08 2007 r'ERmIT CENTER License Information License RHOUSCI000MR Licensee Name R HOUSE CONSTRUCTION INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602026997 Ind. Ins. Account Id #2 Business Type CORPORATION Address 1 1001 N TACOMA AVE Address 2 City TACOMA County PIERCE State WA Zip 98403 Phone 2533837738 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 7/19/2000 Expiration Date 6/23/2008 Suspend Date Separation Date Parent Company Previous License RHOUSC *033JS Next License Associated License Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #2 CBIC SC2326 06/23/2002 Until Cancelled $12,000.00 05/23/2002 #1 CBIC SC2326 06/23/2000 06/23/2002 $6,000.00 Business Owner Information Name Role Effective Date Expiration Date ROBINSON, KATHRYN L 01/01/1980 ROWLEY, RICHARD D 01/01/1980 Look Up a Contractor, Electrician 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= RHOUSCIOOOMR 08/31/2007 SCALE 1 " = 10' 20' 0 10' 20' 40' N) N a O z GULLY SHORT PLAT A PORTION OF THE NW Y4 OF THE NE % OF SEC. 15, TWP. 23N., RGE. 4E., W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON TW =62.5 BW =62.0 TW =60.0 TW =53.5 BW =46.5 ec�z..•ces s' ail � c tuft cm / w- w1y31CUC, j • revisions vvii req /4i may include ddit • n} - • �� 1u COPY . it F.P4 Of l ila B ILDIN DIVISION mode to the prior Ppr to l c uo ding D4:. ire a new plan urn nitta view fees„ 0 GARAGE, EL =60.0 BW =57.0 UTILITY NOTES T #1 7,9 1ST a T_R =60 5 2ND FLR =71.5 55.0 THE LOCATION OF PRIVATE UTILITIES AS SHOWN SERVING THE SUBJECT PROPERTY HAVE BEEN OBTAINED FROM INFORMATION PROVIDED BY THE CLIENT AND HAVE NOT BEEN PHYSICALLY LOCATED IN THE FIELD. 'SANITARY SEWER AND WATER UTILITIES WITHIN THE PUBLIC ROW HAVE BEEN SHOWN ON THE PLANS WITH RESPECT TO EXISTING ASBUILT RECORDS OBTAINED FROM VAL VUE SEWER DISTIRCT AND CITY OF TUKWILLA RESPECTIVELY. SCHWEIKL AND ASSOCIATES, PLLC CANNOT CERTIFY TO THEIR ACCURACY AND /OR COMPLETENESS. THE CONTRACTOR SHALL CONFIRM ALL EXISTING UTILITY CONNECTIONS PRIOR TO THE INSTALLATION OF THE PROPOSED UTILITIES. BEFORE COMMENCING CONSTRUCTION INVOLVING EXCAVATION OR REMOVAL OF EXISTING STRUCTURES, CALL A LOCATING SERVICE OR 1- 800- 424 -5555 FOR UNDERGROUND UTILITY LOCATIONS. N89 °1 59 "W 129.46' EARTHWORK QUANTITIES CUT VOLUME FILL VOLUME TW =56.0 BW =53.0 471 CY 250 CY SCALE: 1' = 10' TW =50.5 BW =45.1 SITE PLAN Plan <500 CY TOTAL EARTH MOVEMENT (471 CY CUT MAXIIMUM. 250 CY FILL FROM ONSITE CUT MATERIAL EPARATE ERMIT rs:gUIRED FOR DeMechanical li Electrical I/Plumbing SeG,G Ls Piping ay of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 07 2001 PERMIT CENTER 1 Approval o cons, - the violation cf of approved 19 BY I 1 1 1 Date: . 4/ t city of Tukwila BUILDING DNB= REVIEWED FOR C9DE COMPLIANCE I APPROVED 1 JUN 18 0 1 _ i 1 subject I I to errots _ ,' c m 1 ss documents does not authorize -e. Receipt vledged: CORRECTION LTR #_L_. DOI. loop liq Designed: Drawn: Checked: Scale: Date: Job No.: Sheet No.: G1 U 1" = 10' 06/05/07 05049 1 of 1 Sheets 0 0 BAS SOP BAS VICINITY MAP SCALE : N.T.S. 2 1:a..- • .s>~ • 1X-at St 11 98 168 a• C S L9 99 °. $.'1 t:c SS xmc 42N VE S = TU!<WILA, WASHINGTON,S 7 &8 ' - e 1 j.h'Sr .n s • s St Tukwila G• SLUirgute Park ri t" : 5+ tt' i K S s FaszC.,i klapPOint• Seattle 4, sP , S 10. 0 DOWNSPOUTS TYP. 4' PVC WOOF DRAIN 50% MIN. SLOPE To ‘c /-eavtu D --AID elc i i ft` AT �! cozpic cr'tx14 bg nj l0 tom ,r56- as -0 iitiYotk ' 9 , 1 fI -?w f OWNER: RICH ROWLEY R HOUSE CONSTRUCTION SITE LOCATION: XXXx 42ND AvE 5 TUKWILA, WASHINGTON 95155 PLAN AM- 2239 -A AREA: MAIN FLOOR -. 1196 Sq. Ft. UPPER FLOOR _ 1445 Sq. Ft. TOTAL ... 2641 5q. Ft. GARAGE _ 454 . Ft. PARCEL: 1340600843 r° AN PROJECT DESCRIPTION: SINGLE FAMILY RESIDENTIAL 450 N .9 ° 11'5 IS MIN. BUILDING � DASHED LINE SETBACK ROOF O.H. NOT TO EXCEED 18' I TO STAY OUT OF SETBACK 9.46 D FIRE HYDRANT 140' FROM HOUSE 4' PERF. FOUND. DRAIN TIED INTO TIGHTLINE � __ BELOW GRADE WATER LINE SEWER LINE SCALE : I' 20' -0" cr Cs = Esc kV 4 w (6 of 3 OR LZsS 141Z-6.- r�s u c.r ZL A o` INDEX N SiTe r Sn -SP3 :ci I Ec 1 L 3 7 s � NHD assumes no liability for any inaccuracies in the site information (lot dimensions, easements, set backs, etc.) All site information has been supplied by the client, and shall be their responsibility to check and verify all information prior to constructiewese plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval - Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: // Er? t.D I -- keN N '6 3 : - 6 1-- ocr6 IN T i A f o "to t7 c. 01 j- GNUS Lr 13uk, D /Af< Azar 14d Foci Dirrcrkl t INIGL ISE Hrcf N 4 ` W r rmdu 1 04d n)' 4 Di - 7a-ev4'L, w1N 2 rN4 d Each/ Ds4-pdAJ vv 5 W f cL 5 PFD tDv tot/ Nernc D s S f 0 A/ In/ - 2- pE'scki P CdvE k Cl - te - 67 1Crrg P SS L1cre b a co KrthJ1 i'1GYit S F uJph -0 i4-j F c r tG K / Srco rluo m/v4 P64-0 i Sa-cowi) F FLT KooF Fiz/b/n/iK 1 0 (4-d FR e 4 g61//f d Aic glair ; ZFr vif i3c116Dot‘ - i - c . 7 - 76 A D ( u'1D(U4 9 r pw04---po A.) i S'ci r . � -iivr z/,(4 2s T FealhZ, 5A - e.. c 410 -Gs', l wr t15 f over zuprzootz_54/47(4/4a-cm)oanv5- c'T zNoF6 pe - i 9v 4' 571/6' /LJ - mJ< Kti 7-74-4-1/4.J4 6 REVIEWED FOR — CODE COMPLIANCE APPROVED RECEWED CITY OFTIJKWILA MAY 01 2007 PERMITCENTE JUN 1 8 2007 •--Islo C9 d CO LO min LL am co co E C.fl Ln 111 N g 9 E v co o aim c)_ Q a z o � O ILI w Q w C) O N v�- CHECKED . DRAWN BY SKS DESIGN AM-2239A SHEET NUMBER SITE 1 OF 1 SELECTED BUILDING CODE REQUIREMENTS Selected Building Codes & Requirements excerpted from the International Residential Code(IRC), The International Building Code (IBC). the Uniform Mechanical Code (UMC), the Uniform Plumbing Code (UPC), along with Example regulations cited in the Washington State Energy Code (WSEC). DIVISION 1 • GENERAL REQUIREMENTS 1. Grant of License: In consideration of payment of the Building Fee, which is part of the price you paid for this product, Northwest Home Designing, Inc., as Licensor, grants you, the Licensee, a nonexclusive Right of Use for the purpose of constructing one structure from these Documents. NHD reserves all rights not expressly granted to the Licensee. 2. Ownership of Technical Drawings: NHD retains the Title 17 USC Rights and Ownership of these Construction Documents and all subsequent copies of the "work ", regardless of the form of the original and/or other copies. This is not a sale of Original Documents whatsoever. 3. Copy Restrictions: These Technical Drawings and the ac- companying materials are Copyrighted. Unauthorized copy- ing of these Documents is expressly forbidden. You may be held Legally Responsible for any Copyright Infringement that is 9 Y p Y 9 caused or encouraged by your failure to abide by the terms of this Agreement. 4. Transfer Restrictions: These Technical Drawings are Licensed to you only, and may not be transferred to anyone else without the prior written consent of Northwest Home Designing, Inc.. In no event may you transfer, assign, rent, lease sell, or other- wise dispose of these Construction Documents. 5. Miscellaneous: This Agreement is governed by the Laws of the State of Washington. Neither NHD nor anyone else who is involved in the creation, production, or delivery of this product shall be liable for any direct or indirect consequential, or inci- dental damages. of terms this agreement are a da ages o t e to sof t sag ee en ta e subject to a ten thousand ($10,000.00) dollar penalty. Should you have any questions concerning this Agreement, or if you desire to contact NHD for any reason, please write us at: NHD Marketing Division: 4928 109th St. S.W., Lakewood, WA 98499 or call (253) 584 -6309. 02 04 05 CONSTRUCTION DOCUMENT LICENSE: License number for the use of document Note �,... rtber when calling for 0 5t' action Support Services this notice should r sir : _,µ ink to be a licensed e. s original creat�:;n copyrighted b �r:.. _ ....., �, ..rs of an y Northw st Inc. c u se that entitles the 2< u ! „u. � �" � :., t � - w rchase of copies is a license purchaser the docwilents for the 1) !(ding of one home. Reproduction of the documents by anyi sans is prohtL .cci by Copyright Law. The plans cannot be modified, redrawn, or reproduced by any means. Northwest Home Designing, Inc. can modify the plans or a license for a modifiable original may be available and suggested for clients desiring to modify the place;. PLAN VERACITY: While every attempt has been made to insure the accuracy of these plans and specifications, site condition, product availability. and the like will affect the execution of this project. Therefore these documents must be considered as guidelines only, ALL INFORMATION MUST BE VERIFIED prior to construction. All changes to these plans must be executed in accordance with Federal, State, and Local codes and regulations. APPROVED PLANS: IRC 106.3.1 When the building official issues a permit, the construction documents shall be approved in writing or by stamp. One set of the construction documents reviewed shall be retained by the building official. The other set shall be returned to the applicant, shall be kept at the site and shall be open to inspection by the building official or their representative. PREMISES IDENTIFICATION: IRC R321.1 Approved numbers or addresses shall be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. SEPARATION BETWEEN DWELLING UNITS: IRC R317.1 Walls and floors separating dwelling units in the same building shall not be less than 1 -hr fire - resistive construction. IMPORTANT NOTICE: The Plan you are receiving is designed to be sold throughout many Jurisdictions and Building Codes which are found in the United States. As these Jurisdictions and Requirements may vary, these plans were designed to the International Residential Code and related National Ordinances only, and may not comply with specific jurisdictional codes and specifications; they will be subject to change and varying interpretations. The Purchaser must ensure that the Plans comply with all Local, as well as National Building Codes and Requirements, which are applicable for the specific Site and Structural Engineering requirements. Before beginning construction, Purchaser must have Plans reviewed by a licenced Structural Engineer who will provide analysis, calculations, drawings, and data (including his or her licensee `Stamp ") which will be submitted (where required) with these Drawings and Specifications to the Local Building Officials. Failure to do this renders these documents legally invalid and absolves NHD of any liability (express or implied) with regards to punitive damages. 06 07 08 GARAGED Lr EPOATION: IRC R309.2 The gara`iall be separated from thr residence and its etti :_area by riot less`tfian 1/2" gypsum board a 11'6'46 the garage side, Garages beneath habitable r seperated from all habitable rooms abo e:by' 'fess than 5/8" Type X gypsum or equiva- t. mere the seperation is a floor - ceiling assembly, structure supporting the seperation shall also be rttected by not less than 1/2" gypsum board or equivalent. FIRE - RESISTANCE OF EXTERIOR WALLS: IRC R302.1 Exterior walls with fire seperation distance less thsn 3' shall have not less than a 1 hr fire - resistive rating with exposure from both sides. Projections shall not extend to a point closer than 2' from the line used to determine the fire seperation distance. STORY: IRC R202 That portion of a building included between the upper surface of a floor and the upper surface of the floor or roof next. Basements shall be considered a story above grade wher the finished surface of the floor above the basement is: More than 6' above the grade plane. More that 6' above the finished ground level for more than 50% of the total building perimeter. More than 12' above the finished ground level at any point. 16 19 1',: EEI HEIGHT OF BUILDING: IRC Section 503, Table 503. R -3 Single- family residences, duplexes or townhouses shall not exceed 40' in height. Height shall be measured from the vertical distance from the grade plane to the average height of the highest roof surface. Note: Zoning Regulations, and /or Deed Restrictions, may limit the height of residential structures more stringently. Check with your local jurisdiction for height limitations. FLOOR AREA: IRC R304.1. Dwelling units shall have at least one room with not less than 120 sq. ft. of floor area. Other habitable rooms except kitchens shall have an area of not less than 70 square feet. IRC R304.3 requires that habitable rooms other than a kitchen shall not be less than 7' in any dimension. MINIMUM CEILING HEIGHTS: IRC R305.1 Habitable rooms, hallways, corridors, bathrooms, toilet rooms, laundry rooms and basements shall have a ceiling height of not less than 7'. ROOM IDENTIFICATION: Each room and the intended use must be clearly defined on the plans by the applicant for plan review purposes. DECKS & BALCONIES: IRC 8319.1.2 / R311.2.1 Naturally durable or pressure presevatively treated wood shall be used for those portions of wood members that form the structural supports of buildings, balconies, porches or similar permanent building appurtenances when such members are exposed to the weather without adequate protection from a roof, eave, overhang or other covering. R311,2.1 Required exterior exit balconies, stairs and similar exit facilities shall be possitively anchored to; °:< 'i y primary structure to resist both vertical & kerajirh forces. Such attachment shall not.hai.accomplis by use of toenails or nails subleot GUARDS: IRC R312.1 Balconies, porches , 60 is floors whj h are more than 30" above::th ti: rigre e guardrails. The top of th guarc#rail; ell notbe less than 36 ".hi ands : ; ry e ll h'`'`:<6 irft >. ; ,:. ; i; e . ha ��� i t�t'3d X1:8 rails or ornam nt �ll`i. "� ": close fs ;,w ; t 'll ow passage of a S f 4 #€i `p ore � m ete r. i >} t Al t: IRC R311.5 pdraijs shall be provide i:, it at f a opa; of ea0fi continuous ru.n f ere s' ; flip t w th four or more risers. Handraai'i .;; t rri`+~ared vertically from the sloped ± tread nosing, or finished s rface`af ranipexl slope, shall be less than 34" nor greater thar` 8" between the wall and= andr i hall: not be less than 1 1/2 ". All required 3la nglf ' ::ottivide adequate graspability. See fa pp size. IRC 8311.5.6.3 LIT AND VENTILATION: All habitable rooms must be provided with natural light and ventilation. See SP -3 15.05. STAIR HEADROOM CLEARANCE: IRC R311.5.2 Every stairway shall have a headroom clearance of not less than 6'8" measured vertically from the sloped plane. See exception for spiral stairways. STAIR RISE & RUN: IRC 311,5.3 The maximum riser height shall be 7 3/4 ". The riser shall be measured vertically between leading edges of the adjacent treads. The minimum tread depth shall be 10 ". The tread depth shall be measured horizontally between the vertical planes of the fore most projection of the adjacent treads and at a right angle to the tread's leading edge. The largest tread rise or run may not exceed the smallest by more than 3/8 ". STAIR WIDTH: IRC R311.5.1 Stairways shall not be less than 36" in clear width at all points above the permitted handrails and below required headroom heights. USABLE SPACE UNDER STAIRS: IRC R311.2.2 Enclosed accessible space under stairs shall have walls, under stair surface and any soffits protected on the enclosed side with 1/2" gypsum board. SPIRAL STAIRWAYS: IRC 8311.5.8.1 Spiral stairways are permitted, provided the min. width shall be 26" with each tread having a 7 1/2" min. tread depth at 12" from the narrower edge. All treads shall be identical, and the rise shall be no more than 9 1/2 ". A min. headroom of 6' - 6" shall be provided. WINDER STAIRWAYS: IRC R311.5.3.2 Winder treads shall have a min. tread depth of 6" at any point. Within any flight of stairs, the greatest winder depth at the 12" walk line shall not exceed the smallest by more than 3/8 ". 24 01 03 05 DIVISION 3 • CONC 01 LANDINGS: IRC R311.5.4 There shall be a floor or landing at the top and bottom of each stairway. Aflight of stairs shall not have a vertical rise greater than 12' between floor levels or landings. The width of each landing shall not be less than the stairway served. Every landing shall have a minimum dimension of 36" measured in the direction traveled. Exception: A floor or landing is not required at the top of an interior flight of stairs, provided a door does not swing over the stairs. R303.6 All interior and exterior stairways shall be provided with a means to illuminate the stairs, including the landings and treads to a level not less than 1 foot - candle (11 lux) measured at the center of the treads and Iandings.R311.4.3 The floor or landing at the exit door shall not be more than 1.5" lower than the top of the threshold. ATTIC ACCESS: IRC R807.1 Attics with a minimum vertical height of 30" must be provided with minimum access openings of not less than 22" x 30 ". UNDER -FLOOR ACCESS: IRC R408.3 Access shall be provided to all under -floor spaces. Access openings though the floor shall be a minimum of 18" x 24 ". UNDER -FLOOR CLEARANCE: IRC R319.1,,< Wood Joists or the bottom of a wood structu when closer than 18" or wood girders,whe > far31,2" to the exposed ground in crawl spaces , urjexcauated area located withir:ite pen heel:: f tf e f?' u€ditfoundation . SION 2 Damp p €dotechnical evaluation, the Ides ih Table R401.4.1 shall be $ EC 2. 'QFS: IBC 3304.1.1 Slopes for permanent fill excvations shall not be steeper than one unit vertical in two units horizontal. oqr FOOTING &FOUNDATIONS: IBC 1805.1 Footings and foundations shall be built on undisturbed soil, compacted fill material or CLSM (Controlled Low - Strength Material). EROSION CONTROL: IBC 3307.1 Adjoining public and private property shall be protected from damage during construction, remodeling and demolition work. Verify method with local juris d iction. REVI ED FOR CC rr MPLIANCE SITE GRADING: IBC 1803. immediately adjacent to the oundat� sloped away from the build: g at a slo of not less than one unit vertical in 0 units (1R�i�ottt for a min. of 10 ft. Ui'I CONCRETE STRENGTH: IR Concrete shall have a minimum specified compressive strength as shown in Table R402.2. Concrete subject to weathering shall be air entained as specified in Table R402.2. Unless noted otherwise by the Engineer of Record on their `S- Sheets ". See page EC 2 for table. FILL: Fill under ground - supported slabs shall be a minimum of 4" compacted sand or gravel. CONTROL JOINTS: IBC 1902.1 Formed, sawed or tooled goove in a concrete structure to create a weakened plane and regulate the location of cracking resulting from the dimensional change of different parts of the structure. SEISMIC REINFORCING: R403.1.3 A minimum one #4 bar shall be provided at not more than 4 feet on center. The vertical bar shall extend to 3" clear of the bottom of the footing, have a standard hook and extend a min. of 14'' into the stem wall. FOOTING SETBACK FROM SLOPE: IRC R403,1.7.2 Footings on or adjacent to slope surfaces shall be founded in material with an embedmnt and setback from the slope surface sufficient to provide vertical and lateral support for the footing. 06 RETAINING WALLS: IBC 1806.1 Retaining walls shall be designed to ensure stability against overturning, sliding, excessive foundation 0 O 03 CO N X O O' 0 DO tfl, E co) N vi LU Q� p 11 E Q d n �J 0 W LLI F EE C/7 If W C!7 O 00 t� a ci REVISION July 1, 2004 DESIGN Selected Building Code Requirements SHEET NUMBER SP 1 1 OF 3 09 3' lig 01 ET E Clty Of 'Tukwila ILDIN DIVI ION 02 pressure and water uplift. 07 FOUNDATION WALL HEIGHT: IRC 404.1.6 Concrete and masonry foundation walls shall extend above finished grade adjacent to the foundation at all points a minimum of 4" where masonry veneer is used and a minimum of 6" elsewhere. FOUNDATION FOOTING DEPTH: IRC R403.1.4 All exterior footings shall be placed at least 12° below undisturbed ground surface. Where applicable, the depth of footings shall also conform with Frost and Seismic conditions. R403.1.4.1 - R403.1.4.2 FOUNDATION FOOTING SIZE: IRC R403.1.1 The size of footings supporting piers and columns shall be based on the tributary load and allowable pressure in accordance with Table 8401.4.1 & R403.1. See EC 2. FOUNDATION PIER PADS: IRC R403.1.1 See footings. UNPAT,IQ fiVIALL SIZE: IRC 404.1.5 The thickness of t.or r t.0:: nd masonry foundation walls shall not be an the thickness of the wall supported. See Exp. ^':FOUNDATION ANCHOR BOLTS: IRC 8403.1.6 The wood sole plate at exterior walls on monolithic slabs and wood sill plate shall be anchored to the foundation with anchor bolts spaced a maximum of 6' on center. there shall be a minimum of 2 bolts per plate section with 1 bolt located not more than 12" or less than seven bolt diameters from each end of the plate section. Bolts shall be at least a 1/2" in diameter and shall extend a minimum of 7" into the masonry or concrete. A nut and washer shall be tightened on each bolt to the plate. GIRDERS ENTERING MASONRY OR CONCRETE WALLS: IRC R319.1 Ends of wood girders entering concrete or masonry walls shall be provided with a 1/2" airspace on tops, sides and ends unless naturally durable or preservative treated wood is used. FOUNDATION: CHIMNEYS: IRC R1003.2 Footings for masonry fireplaces and their chimney shall be constructed of concrete or solid masonry at least 12" thick and shall extend at least 6" beyond th face of the fireplace or foundation wall on all sides. I FOUNDATION DAMP PROOFING: See Division 7 (7.01) FOUNDATION VENTILATION: See Division 15 (15.06) (VISION 4 • MASONRY MASONRY SPECIFICATIONS: IRC R606.1 Masonry construction shall be designed and constructed in accordance with provisions of ACI 530/ ASCE 5/TMS 402. MORTAR: IRC R607.1 Mortar shall be Type M or S, ASTM C270 depending on seismic design category. See engineering "S Sheets" for specific type. GROUT: IRC R609.1.1 Grout shall consist of cemetitious material and aggregate in accordance with ASTM C 476. DAMPERS: IRC R1003.7.1 Fireplaces shall be equipped with a ferrous metal damper located at least 8" above the top of the fireplace opening. Dampers shall be installed in the fireplace or the chimney venting the fireplace, and shall be operable from the room containing the fireplace. CHIMNEY TERMINATION: IRC 81001.6 Chimneys shall extend at least 2' above any part of a building within 10', But shall not be less than 3' above the highest point where the chimney passes through the roof. MASONRY VENEER: IRC R703.7 All stone and masonry veneer shall be installed in accordance with Chapter 7 IRC. Such veneers installed over a backing of wood or cold- formed steel shall be limited to the first story above grade and shall not exceed 5" in thickness. See Exp. FIREPLACE HEARTH EXTENSION: IRC R1003.10 An approved noncombustible hearth must extend at least 16" from the front of. and at least 8" beyond each side of the fireplace opening. Where the fireplace opening is 6 square feet or larger, the hearth extension shall extend at least 20" in front of, and at least 12" beyond each side of the fireplace opening. l RECEIVED CITY OFTUKWILA MAY 012007 PERMITCENTER I SELECTED BUILDING CODE REQUIREMENTS (continued) OS 08 09 DIVISION 5 • METALS 01 02 03 04 DIVISION 6 • WOOD AND PLASTICS 01 STRUCTURAL PROPERTIES FOR HORIZONTAL MEMBERS: * STRESS DIMENSION LUMBER GLUE - LAMINATED BEAMS Fb 1,350 p.s.i. min. 2,400 p.s.i. E 1,900,000 p.s.i. 1,760,000 p.s.i. 02 03 04 05 06 07 CLEARANCE TO CHIMNEYS): IRC R1001 J 5& Table Any portion of a masonry chimney located in the CLEARANCE TO CHIMNEYS): IRC R1001.15& Table Any portion of a masonry chimney located in the interior of the building or within the exterior wall of the building shall have a min. air space clearance to combustibles of 2 in. Chimneys located entirely outside the exterior walls of the building, including chimneys hat pass through soffits or cornice shall have a min. air space clearance of 1 in. METAL FIREPLACE UNITS: See Division 15 (15.20) EXHAUST DUCTING: IRC M1502 Range Hoods shall discharge to the outside through a single -wall duct. the duct shall have a smooth interior surface and be constructed of galvanized steel, stainless steel or copper. FLASHINGS: IRC R903.2 Flashing shall be corrosion resistant with a thickness of not less than 0.019 ".(No. 26 galvanized sheet) HEAT DUCTING: Heating ducts shall be installed with out impingement on building surfaces. PATIO FLASHING: IRC R703.8 Provide flashing where exterior porches, decks or stairs attach to a wall or floor assembly of LUMBER GRADING FOR VARIOUS WOOD MEMBERS: • Posts (Crawl Space) #2 &btr DF • Posts (other) #1 DF • Joists, beams and stringers #2 &btr H/F • Bucks, blocking, bridging. etc Utility H/F • Studs (2x4 & larger) #2 &btr H/F • Rafters #2 &btr H/F • Headers #2 &btr OF • Beams #1 OF • Sub Floor 3/4" T &G Plywood or 11/16" OSB • Sheathing (walls) 15/32" CDX Plywood or 7/16" OSB • Sheathing (comp. roof) 15/32" CDX Plywd or 7/16" OSB • Sheathing (shake. roof) 1x4 #2 &btr H/F "skip shthg." • Sheathing (tile. roof) 1x6 #2 &btr H/F (spaced per mfgr. specs) "skip shthg." • Sills, sleepers, nailing blocks Pres. Trtd. (embedded in conc.) DF, H/F * or per Engineering Structural pages WOOD SPECIES & GRADES: IRC 602.1 Load - bearing dimension lumber for studs, plates and headers shall be identified by a grade mark. WOOD IN CONTACT WITH CONCRETE AND MASONRY: IRC R319.1 (3) Sleepers and sills on a concrete or masonry slab that is in direct contact with the earth shall be naturally durable or preservative - treated wood. SIDING /EARTH SEPARATION: IRC 8319.1 (5) Clearance between wood siding and the earth shall not be less than 6" except where material used is naturally durable or perservative - treated wood. GIRDERS ENTERING MASONRY OR CONCRETE WALLS: See DIVISION 3. (3.13) COLUMNS AND POSTS: IRC R319.1.3 Posts or columns supporting permanent structures and supported by a concrete or masonry slab or footing that is in direct contact with the earth shall be naturally durable or preservative- treated wood. See Exceptions POST CONNECTIONS: IRC R407.3 The columns shall be restrained to prevent lateral displacement at the bottom end. Wood columns shall not be less than 4" X 4" and stell columns shall not be less than 3" diameter standard pipe or equivlent. 09 09 10 14 16 PLYWOOD: Plywood Sub Flooring shall be 3/4" TAG. CDX (glued & Nailing shall be 10d @ 6" o.c. PLYWOOD: Plywood Sub Flooring shall be 3/4" T. &G. CDX (glued & nailed). Nailing shall be 10d @ 6" o.c. along panel edges, and 12" o.c. in field. Span Index shall be 40/20. Stagger end laps. Wall and Roof Sheathing shall be 1/2" CDX or 7/16" OSB nailed w/ 8d @ 6" o.c. along panel edges, and 12" o.c. in field. Span Index shall be 24/0. Stagger end laps. TRUSSES: IRC R502.11.1 - R502.11.2 Wood trusses shall be designed in accordance with approved engineering practice. The design and manufacture of metal plate connected wood trusses shall comply with ANSI/TPI 1. The truss design drawings shall be prepared by a registered professional where required by the statues of the jurisdiction in which the project is to be constructed Trussed shall be braced to prevent rotation and provide lateral stability. Roof Truss design(s) and shop drawings shall be provided to the Building Official at the time of permit application and shall be on site prior to erection. Ordering of Trusses shall not be done prior to FIELD MEASUREMENT of building framing to verify drawing/field accuracy. Store trusses in a flat dry location and cover from the elements until placement. R905.2,7 Roof slopes from 2 units vertical by 12 units horizontal up to 4 units vertical by 12 units horizontal, underlayment shall be 2 layers overlapping 19 inches. For slopes of 4 units vertical by 12 units horizontal or greater, underlayment shall be 1 layer overlappping 2 inches. FLOOR FRAMING: IRC R502.6 - R502.7 The ends of each joist, beam or girder shall have not less than 1.5" of bearing on wood or metal and not less than 3" on masonry or concrete except where supported on a 1" x 4" ribbon strip and nailed to the adjacent stud or by the use of approved joist hangers. Joists framing from opposite sides over a bearing support shall lap a minimum of 3" and shall be nailed together with a minimum of three 10d face nails. A wood or metal splice with strength equal to or greater than that provided by the nailed lap is permitted. Joists framing into the side of a wood girder shall be supported by approved framing anchors or on ledger strips not less than nominal 2" x 2 ". BEARING PARTITIONS: IRC R502.4 Joist under parallel bearing partitions shall be adequate size to support the load. Bearing partitions perpendicular to joists shall not be offset from the supporting gs walls or partitions more than the joist depth Ness `g joists are of sufficient size to carry the dit104l WALL BRACING: IRC Table R602. NOTE: The Prescriptive Path of the i€ epter 6 was not followed in the design of this residence, ALL lateral and vertical design solutions shall be provided by the ENGINEER OF RECORD on their "S- Sheets" (attached). WALL FRAMING: IRC R602.3.1 Utility g jf e `s shall not be spaced more than 16" e jrenx s d more than a roof and ceiling, or cce heigf t for exterior and load bearing waj #s`a 1.`ft3r lrt o oi non bearing walls. R602.3..? Wood tug w U shall be capped with a double t p In talfeeiito provide overlapping at criers'`€ritefktions with bearing partitions. En ots in ti5plates'shall be offset at least 24 ". Cu:ttfrtg'andli stching <R602.6 may not exceed 25% t a nng or'e t tior walls, may not exceed 40% in noCiuf3e #' iwalls` "B ored holes: may not exceed :? 5 o edge of stud, except up to 60% if d s itled t bERS: IRC 502.10 Openings in floor framing gall be framed with a header and trimmer joists. When the header joist span does not exceed 4', the header joist may be a single member the same size as the floor joist. When the header joist exceeds 4', the trimmer joists and the header joist shall be doubled and of sufficient cross section to support the floor joist framing into the header. FIREBLOCKING: IRC R602.8 Fireblocking shall be provided to cut off all concealed draft openings (both vertical & horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood - framed construction in the following locations: • Vertically at the ceiling & floor levels. • Horizontally at intervals not exceeding 10ft. • At all drop ceilings, soffits & cove ceilings. • At openings around vents. pipes, and ducts at ceiling and floor levels. • Between stair stringers at the top & bottom of the run. 19 20 DIVISION 7 • THERMAL & MOISTURE PROTECTION 01 02 05 06 07 • Fireblocking of cornices of a two -story dwelling is required at the line of the dwelling unit seperation. CEILING JOISTS: IRC R802.3.1 Ceiling joists shall be continuous or securely joined where they meet over interior partitions and nailed to adjacent rafters to provide a continuos tie acroos the building when such joists are parallel to the rafters. RAFTERS: IRC R802.3 Rafters shall be framed to ridge board or to each other wit a gusset plate as a tie. Ridge board shall be at least 1" nominal thickness and not less in depth than the cut end of the rafter. At all valley and hips there shall be a valley or hip rafter not less than 2" nominal thickness and not less in depth than the cut end of the rafter. RAFTER OPENINGS: IRC R802.9 Openings in roof & ceiling framing shall be framed with header & trimmer joists. When the header joist span does not exceed 4'. the header joist may be a single member the same size as the citing joist or rafter. When the header joist span exceeds 4', the trimmer joist and header joist shall be doubled and of sufficient cross section to support the ceiling joists or rafter framing into the header. SIDING TYPE: IRC 703.3.2 Horizontal lap siding shall lapped a min. of 1 in. or .05 in. if rabbeted, and shall have the ends caulked, covered with batten, or sealed and installed over a strip flashing. (See manufactures specifications) FOUNDATION WALL DAMP - PROOFING: IRC R? Foundation walls thaat retain ea -f I'd enclose habitable or usable spaces )p grade"shall be dampproofed from the to f thefing to the finished grade. Except fQr ar # with a't jgt water table require waterprgp4ng iis< WEATHER FSIS:i'il SCATHING PAPE R7034' ab.,sati.0 t: d felt free from b hole n _e. an 14 o d r �4cs �ii'� "``���:t'ifess than n s pergiyare f e r material shall b h rizor t '` c .€�lt aterial sh e.,��:d o octal' up layer lapped over` .... - ;.layer not there joints occur,* 1€ sha 1 bo tappe not es` Tian 6 ". ROOF COVE : It . } 1,#E i of decks shall be covere > : ::. =- oof= coverin s secured d g u to >:;j tr , :. r . R f shall the buRdinc� s ue.e .rc assemblies sha be mnstal e0 in accordance with this code rou installation as#rcfiansuch that the roof assembly shall serve to`lj c€ttect t e building or structure. FOUNDATION INSULATION: Foundation Insulation shall be in accordance with local energy codes. Example: Slab -on -grade insulation, installed inside the foundation wall, shall extend downward from the top of the slab for a minimum distance of 24" or downward and then horizontally beneath the slab for a minimum combined distance of 24 ". Insulation installed outside the foundation shall extend downward to a minimum of 24" or to the frost line. Above grade insulation shall be protected. For monolithic slabs, the insulation shall extend downward from the top of the slab to the bottom of the footing. UNDER -FLOOR INSULATION: Under Floor Insulation shall be in accordance with local energy codes. Example: WSEC Section 502.1.4.7. Floors over unconditioned sp /ces, such as vented crawl spaces, unconditioned basements and garages shall be insulated to not less than the nominal R -value shown for floors over unconditioned spaces on the energy code application for compliance option chosen. WALL INSULATION: Wall Insulation shall be in accor dance with local energy codes. Example: Above grade exterior walk shall bF insulated to not less than the nominal R -value as specified on the energy code application for the compliance option chosen. See Chapter 6 Tables. Faced batts shall be face- stapled (not inset - stapled) to avoid compression. VAULTED CEILING INSULATION: Vaulted Ceiling Insulation shall be in accordance with local energy codes. Example: Vaulted ceilings shall be insulated to not less than the nominal R -value shown on the energy code application for the compliance option chosen. See Chapter 6 Tables. Vaulted ceiling cavities shall be of sufficient depth to allow a minimum 1" vented air space above the insulation. Faced batts shall be face - stapled (not inset - stapled). p.m v 1# 08 09 ATTIC INSULATION: Attic Insulation shall be in accordance with local energy codes. Example: Ceilings below vented attics shall be insulated to not less than the nominal R -value shown for attics on the energy code application for the compliance option chosen. See Chapter 6 Tables. HOT WATER TANK INSULATION: For Hot Water Tank Insulation see DIVISION 15 (15.29) 10 DUCTING INSULATION: See DIVISION 15 (15.04, 15.30) PIPE INSULATION: See DIVISION 15 (15.31) MISC. INSULATION: The following are miscellaneous requirements for insulating the structure: • Insulation Baffles to maintain min. 1" air space above insulation. Extend Baffle 6" above Batt Insulation. Extend Baffle 12" above Blown -in Insulation. • Insulate behind tubs and showers partitions and at corners. 14 INFILTRATION CONTROL: Provide caulking, sealing, weather stripping or gasketing in the followiq areas to prevent air leakage: *i.Exterior joints around all window and it enings between walls and fotir la ti t s een walls and roof. pen wall panels..,,: penings at all penetra€ions t f 1 ng envelope for utility service " • Crawl Spage tepe'j ;ai)S:: <,;v DOOR.aRC' tj+ >t1t less than one exit door shall iprovjded fpr each dwelling unit. The required ;single- hinged door not less than 3' and'6 8 in height. Other doors shall not be urr,tmply with these min. dimensions. I N OWS: All exterior windows shall be designed to i`` filtration to and from the building 'oast in o a d o t e bu Iding ?;vhich shall be substantiated by testing to standard ASTME E 283 -75. Site -built and Millwork Shop made wooden sash are exempt from testing but shall be weather stripped, caulked and made "tightly fitting" against all moisture infiltration. VAPOR BARRIER IN CRAWL - SPACE: Provide an approved Vapor Barrier throughout entire Crawl Space. 8` 09 SKYLIGHTS: IRC R308.6 All skylights must be Example: A ground cover of 6 mil black polyethylene laminated glass under tempered glass, unless provided shall be laid over the ground within crawl spaces. The with screens. Exception: Laminated glass need not ground cover shall be overlapped 12" minimum attic, i - provided within individual dwelling units when fully joints and shall extend to the foundation w II. REVIEWED FO a pered glass is used as single glazing or in both ground cover may be omitted in crawl spa e E COM PLIA NC - nes of an insulating lass unit when all the a concrete thickness of 3-1/2". crawl space has a concrete slab with a mini um c• nditions are met: APPROVED • The area of each pane (single glass) or unit VAPOR RETARDER: IRC R318 In all fra floors and roof /ceilings comprising element building thermal envelope, a vapor retarde installed on the warm -in- winter side of the i DIVISION 8 • DOORS & WINDOWS 01 02 vs 04 DOORS: IRC 8311.4.2 Not less than one exit door shall be provided for each dwelling unit. The required exit door shall be a single- hinged door not less than 3' in width and 6' -8" in height. Other doors shall not be required to comply with these min. dimensions. GARAGE/DWELLING DOOR: IRC R309.1 Openings from a private garage directly into a room used for sleeping purposes shall not be permitted. Others openings between the garage and residence shall be equipped with solid wood, steel or honeycomb steels not less than 1 3/8 ", or 20- minute fire -rated doors. EGRESS WINDOWS: IRC R310.1 All sleeping rooms and basements are required to have egress windows. The window shall have a minimum net clear openable area of 5.7 square feet. The minimum net clear openable height dimension shall be 24 ". The minimum net clear openable width dimension shall be 20 ". The window shall have a finished sill height not more than 44" above the floor. Window wells shall be provided when egress windows have a finished sill height below adjacent ground elevation. The well shall allow the window to be fully opened and provide a minimum accessible net clear opening of 9 Sq. Ft., with a minimum dimension of 36 ". Window wells with a vertical depth of more than 44" shall be equipped with a permanent ladder. EXTERIOR DOORS: If applicable under local Energy Codes, all doors with more than 50% glazing shall be considered as windows for the purpose of energy code requirements. All other doors shall comply with the U -value shown for compliance option chosen. 05 06 07 08 1 ed wallJJN I. 8 2007 of the bail -be- sulatiity Of Tukwila B ILDIN DIVI ION 10 01 02 04 05 06 07 HATCHES AND DOORS: If applicable under local Energy Codes, all access doors from conditioned to unconditioned spaces (attics, crawl spaces, etc.) shall be weather stripped and insulated to a level equivalent to the insulation on the surrounding surfaces. DISTRIBUTION: Where outdoor air supplies (window or wall ports) are separated from fan locations by doors, adequate air flow shall be ensured by under cutting doors or installing grills or transoms. Doors shall be undercut to a minimum of 1/2" above the surface of the finished floor covering. EXAMPLE: WSVIAQ Section 302.6.4 WINDOWS: Brand, model, and U -value must be stated on the Permit Application or Energy Worksheets. Any change in windows must be approved by the Building Department before installation. NFRC compliance stick :.shall remain on the windows until the framing nspectionhas been approved by the Building Department >iEXAMPLE: WSEC Section 502.1.5 & egleel through 6 -6. The required U -value for •Ws will be determined by calculating the percent (of conditioned floor area) of glazing desired. SAFETY GLAZING: IRC R308.4 The following shall be considered specific hazardous locations dequiring safety glazing materials: 1 . Glazing in swinging doors except jalousies. 2. Glazing in fixed and sliding panels of sliding door assemblies and panels in sliding and bifold closet door assemblies. 3. Glazing in storm doors. 4. Glazing in all unframed swinging doors. 5. Glazing in doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers. Glazing in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is l ess than 60" din g g above a standing surface. 6. Glazing in an individual fixed or operable panel adjacent to a door where the nearest x h glazing is within 24" r exposed edge of g g arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. See Exceptions (insulating glass) shall not exceed 16 square feet. • The highest point of the glass shall not be more than 12' above my walking surface or other accessible area. • The nominal thickness of each pane shall not exceed 3/16 ". WINDOW PORTS: See DIVISION 15 (15.12) MAY 01 MIMICr WATERPROOF WALL BOARD: All walls and ceilings of bath tub and shower enclosure areas shall be covered with approved waterproof material. DIVISION 9 • FINISHES SHOWER STALL SURFACING: Bathtub and shower floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surface. Such wall surfaces shall extend to a height of not less that 6' 8" above the floor. UTILITY ROOM WALL BOARD: All surfaces immediately adjacent to Washers, Dryers, and Laundry Tubs shall be surfaced with approved waterproof material. BATHROOM AND UTILITY ROOM FINISH FLOORING: All Bath and Utility floors shall be finished with approved nonabsorptive material. KITCHEN FINISH FLOORING: Kitchen floors shall be finished with an approved nonabsorptive material. INTERIOR PAINT: Per manufacture specifications. GYPSUM WALLBOARD: IRC R702.4.2 Gypsum board utilized as the base or backer for adhesive application for tile or other nonabsobant material shall conform with ASTM specifications. Water resistant gypsum backing board shall be permited to be used on ceilings where framing does not exceed 12" i 07 MIR E O cri CQ ON t Q 0 ❑ Z } o Cn fts W Q Cn F--- LL1 C/) F- O� O CO LA t• z REVISION July 1, 2004 DESIGN Selected Building Code Requirements SHEET NUMBER SP 2 20F3 FInnr Area, r0. Rerlrnoms I °r Iris 3 4 F 6 7 I ;, r2 7. .1 Cl ..., ......, t ...- .r .-...... tr. tr ..... . ..,.... tr. ...t. L .. , P . 0 JO .1 C z , rt , Alin. .'Ylas. Min. \Las. \lin. R1:.. Alin. Aland ,Min. 11:17._ :5110 65 98 80 1:0 95 1.73 110 165 125 13b 5 01 -1900 7 0 11 ;5 8 128 100 150 115 1711 I 30 195 100 1-1 111 'tat 135 14 15S 129 13 115 205 1501•209t1 So 121 45 113 1 11.•5 125 108: :10 2W 2:X11.25ul? x7 128 10 159 1;5 17; 13!9 195, 1 4s 7115 2501 -39 91) 135 10 1 120 180 Iii 293 15 2?5 tr 3o9i -7500 45 14: lL9 IGS. I25 18S 144 27th 155 233 3501 -4004 WI) 159 115 173 130 195 145 218 1141 244 46-01 -500D 1W 11+ 123 13 140 210 157 25 3: I 7 255 5(H■1 I'D IRO 13 701 15(1 ? ?5 14 218 180 779 6))1.7090 134 I33 1 ;3 21S 160 20/ 17f 265 l;) 285 7001.8090 14 210 155 133 175 2-. IS3 278; 21:9 399 Sr;(It- °k]I)o I;li :25 I65 34S il:0 279 195 293: 2111 313 •.rioC,O 161, 17.49 17 76% 190 285 205 08i 2 20 ;i6 Laundry or Bath- Kitchens rooms Intermittently Operating 50 cfm 100 cfm Continuous Operating 20 cfm 25 cfm SELECTED CODE REQUIREMENTS (continued) DIVISION 10 - 14 • NOT APPLICABLE DIVISION 15 • MECHANICAL 15 01 15 02 15 03 15 05 15 06 15 07 15 08 o.c. framing for 1/2" or 16" o.c. for 5/8 ". IRC R702.4.3 Limitations. Water resistant gypsum board shall not be installed over a vapor retarder in a shower or tub compartment or where there will be direct exposure to water, or in areas subject to continuous high humidity. GYPSUM WALLBOARD NAILING: IRC Table R702.3.5 See sheet EC -2 For Table. HEATING: IRC R308.8 Every dwelling unit shall be provided with heating facilities capable of maintaining a min. room tempature of 68° F at a point 3' above the floor and 2` from exterior walls in all habitable rooms at the design tempature. HEATING TYPE: Heating type and fuel shall be selected by the owner. The builder shall make necessary changes in the drawings to accommodate chimneys, vents, etc. which shall be located and installed as req. All Warm Air Furnaces shall be listed and labeled by an approved agency and installed to listed specifications as per Sec. 302 UMC). HEAT LOSS CALCULATIONS: If climatic variations due to location require heat loss calculations, the builder or heating contractor shall be responsible for providing them. DUCTWORK INSULATION: All ductwork (requiring insulation) shall be insulated without impingement from building surfaces. LIGHT & VENTILATION: IRC R303.1 All habitable rooms shall be provided with aggregate glazing area of not less than 8 percent of the floor area of such rooms. Natural ventilation shall have a min open able area to the outdoors of 4 percent of the floor area being ventilated. FOUNDATION VENTILATION: IRC R408.1 Under -floor ventilation. The space between the bottom of the floor joists and the earth under any building except spaces occupied by a basement or cellar shall be provided with ventilation openings through foundation walls or exterior walls. Such openings shall be be within 3 feet of each corner of said building. The minimum net area of ventilation openings shall not be less than 1 square foot for each 150 square feet of under floor space area. ATTIC VENTILATION: IRC 8806.2 The total net free ventilating area shall not be less that 1 to 150 of the area of space ventilated except that the total area is permitted to be reduced to 1 to 300, provided at least 50% and not more than 80% of the req. ventilating area id provided by ventilators located in the upper portion of the space to be ventilated at least 3 feet above the eave or cornice vents with the balance of the req. ventilation provided by eave or cornice vents. MECHANICAL VENTILATION: In areas where the entire air volume is required to change periodically, a "Whole House Fan" shall be provided. Doors shall be undercut to facilitate air flow. EXAMPLE: Each dwelling unit shall be equipped with a whole house ventilation system which shall be capable of providing at least .35 air changes per hour, but not less than 15 cubic feet per minute per bedroo plus an additional 15 cubic feet per minute. This fan': shall have an automatic and manual timer. Fans shall have a flow rating at 0.25" water gauge and a sone rating of 1.5 or less measured at 0.1" water gauge. T.ABI.F. 3-2 \•I.\ 1•ILATION RATES FOR 41.1. GROUP R OCCUPANCIES FOE .R 14'1'0R1I1S Al) \ 1.N. \S" M' - And 'I..irnuur srntilylipn R414y:c Crlbia• F•nt Frr tNtn4rc (Cr NI) •Fur maidenec5 h.dawm,. mrecn -. 1141• nnnu,w.0 rcrturrcrmrn Si,icd It•, S badre..nnS II) a., axtdlnonal I C1 \t per :r, I1 ,, 11. 15m r ( iv r.pl.d Ia I i rimes ilia:Limn 15 09 15 10 15m 15® 15® 15 14 15 ® 15 16 EXHAUST FANS: Where excess water vapor or cooking odors are produced, exhaust fans are required; in each kitchen, bathroom, water closet room, laundry facility, indoor swimming pool, spa and other such rooms . The point of discharge of exhaust air shall be at least 3' from any opening into the building or property line (this includes dryer exhausts and kitchen range hoods), EXHAUST FANS: WSVIAQ Table 3 -1: MINIMUM SOURCE SPECIFIC VENTILATION CAPACITY REQUIREMENTS NOTE: ALL FANS SHALL PROVIDE THE REQUIRED FLOW WHEN TESTED AT.25 WATER GAUGE. FANS LARGER THAN THE ABOVE PRESCRIPTIVE SIZES MAY BE NECESSARY TO ATTAIN THE REQUIRED FLOW WHOLE HOUSE / FORCED AIR VENTILATION: Integrated forced -air /ventilation systems shall have a 6" diameter or equivalent outdoor air inlet connected to a terminal element on the outside of the building from the return plenum of the forced -air system. The outdoor air inlet duct shall be equipped with a device that regulates air flow to a minimum of .35 but not greater than .50 air changes per hour under normal operating conditions. The system shall be designed by a licensed HVAC contractor and submitted with the energy application to the Building Department for review and approval. COMBUSTION AIR: UMC Chapter 7. In buildings of unusually tight construction, fuel- burning appliances shall obtain combustion air from outside (excluding cooking appliances and clothes dryers). Where req. in individual rooms, outside air ports shall be installed, or windows with "air ports" shall be used. EXAMPLE: Individual room outdoor air inlets shall have a controllable and secure opening and be capable of a total opening area of not less than 4 sq. in. MAKEUP AIR THROUGH FURNACE: Where Outdoor Air is to be channeled into the furnace, duc configurations shall be as per UMC and local ordinance. EXAMPLE: The outdoor air con iectiort':i the return air stream shall be located:Upstria o the forced -air system blower and saaif'not connected directly into a furnace cafe #net. RANGE HOOD: IRC M1504 Domestic open -top broiler units shall have a clearance of at least 24" maintained between the cooking surfa and the combustible material of the cabinet. > >. <: »ry' EXAMPLE: See table 3.1 for more specific:: SMOKE DETECTORS: IRC R313:ifi' "Smoke Detectors" shall be 'taf areas, outside of each sle.el Ling a ea n tf = immediate vicinity of the bedrooms, a n 6' i 4t diit onal story of the dwelling includ(i=ig,btaent b crawl spaces or uniRtOtabi*Attf6s5ftoke alarms shall be intercon#sj i n su>fp. mariner that the actuation of one "wit'activate'41t'of the alarms. In new co -rtsfl c . the i''s is moke alarms shall receive their owGr1r t 1 building wiring when such wiring is r ; .y . . :,: - imercial source, and when primary jsitfr llaitterrupted, shall receive power from a batry. hhen alterations, repairs or additions firing a permit occurs or one or more sleeping oms are added smoke alarms shall be added as required; the smoke alarms shall be interconnected and hard wired. APPLIANCE LOCATIONS: IRC M1305.1 - M1305.3.3 Appliances shall be accessible for inspection, service, repair and replacement without removing permanent construction. Central furnaces within compartments or alcoves shall have a min. working space clearance of 3" along the sides, back and top with a total width of the enclosing space being at leas 12" wider than the furnace. Appliances installed in a compartment, alcove, basement or similar space shall be accessed by an opening or door and an unobstructed passageway measuring not less than 24" wide and large enough to allow removal of the largest appliance in the space, provided that a level service space of not less than 30" deep and the height of the appliance, but not less than 30 ", is present at the front or service side of the appliance with the door open. Appliances in attics; see M1305.3.3. 15 18 15 19 15 20 15® 15® 15 26 15® 15 28 15 29 APPLIANCES LOCATED IN GARAGE: IRC M1307.3 - M1307.3.1 Appliances having an ignition source shall be elevated such that the source ignition is not less than 18" above the floor in garages. Appliances located in a garage or carport shall be protected from impact by automobiles. CLOTHES DRYERS: IRC M1501.1 - M1501.3 Clothes dryer exhaust ducts shall terminate outside the building, and be equipped with a backdraft damper. Ducts shall not be connected with sheet metal screws or other fasteners which will extend into the duct. The max. length of a clothes dryer exhaust shall not exceed 25ft. from the dryer location to the wall or roof termination. Duct length must be reduced by 2.5 for 45° bend & 5ft for 90° bend. L.P.G. (PROPANE) APPLIANCES: UMC Section 304.6. L.P.G. burning appliances shall not be installed in a pit, basement or similar location where heavier -than -air gas might collect. Appliances so fueled shall not be installed in an above -grade under -floor space or basement unless such location is provided with an approved means of removal of unburned gas. UMC Section 304.7. Containers for storage of L.P.G. shall be installed in accordance with the Fire Code. FACTORY BUILT CHIMNEYS & FIREPLACES: IRC R1002.1 Factory-built chimneys shall be listed and shall be installed and terminated in accordance with the manufacturer's installation instruction.R1004.1 Factory-built fireplaces shall be listed and labeled and shall be installed in accordance with the conditions.. of the listing" Factory-built fireplaces shall be teste accordance with UL 127. TIGHT - FITTING DOORS (FIRED): Solid fud €i burning appliances and firepts shaiir4 with tight- fitting glass or m etal" sirs. AiFk;t ftside source of combustion a €t eflry 3 <t tcted fo the firebox. MANUFA TU Fr S :EC S: Installer sf# lt: ?!03i? lr anufacturer's 'fist allatt rati in :Notion's attached to the Sit IE1 AREAS: UPC SeGtii t::909 (d.) II o shall have a minimum €t t for floor rea of 1024 square in' ► ar s t i alsa'be capable i# encompassirt { i .. 0 "' je "j s rfirrlensions shall be maintainedto p • i3t 'eA the shower drain outlet. Threshold she be` 'Of llsufficient width to ac comm r a e it nimu 3 22" door. 1=T CLEARANCES: IRC 8307.1 Water all . � 'loca ed in a clear space not less than th. The clear space in front shall not be less TRAP PRIMERS: UPC Section 707. Floor drains or similar traps connected to the drainage system and subject to infrequent use shall be provided with an approved automatic rrfeans of maintaining their water seals. VACUUM BREAKERS: UPC Section 1003(n). Potable water outlets with hose attachments other than water heater drains and clothes washer attachments shall be protected by a listed non - removable backflow preventer. WATER HAMMER ARRESTORS: Where applicable, provide water hammer arrestors at all quick - acting valves at plumbing supply. POTABLE WATER OUTLETS: All potable water outlets with hose attachments shall be protected by a listed non- removable backflow preventer. Washer fixtures and water heater drains are excepted. WATER HEATERS: Appliances designed to be fixed in posotion shall be fastened or anchored in an approved manner. (IRC M1307.2) UPC Section 608.5. Temperature and pressure relief valves shall be drained to outside. Drain may not be trapped and must terminate no more than 2' nor less than 6" from the ground. Where required, an approved Expansion Tank shall be provided on closed systems (as per UPC 608.3). In areas where water heaters are required to be insulated they shall conform to local requirements. EXAMPLE: All electric hot water heaters shall be insulated (incl'g bottom) to R -10 when located in an unheated space or on a concrete floor. Water heater sizing is now based on the number of bedrooms and bathrooms. Table 5 -1 I \lumber of Bathrooms 1 to 1.5 Number of Bedrooms First Hour Rating' Gallons 15 30 15® 15® 15® 16 02 16 03 r 04 16 05 16 06 16 07 2to2.5 rl 2 i 42 111 54 54 54 litI 3 14 5 67 167 8t] 3to3.5 VENTILATION DUCTS: All ducts shall terminate outside the building. Fan ducts shall be equipped with back draft dampers and shall be insulated to a min. of R -4 in an unconditioned space. REQUIRED EXHAUST FANS: See DIVISION 15 (15.09- 15.11) 5 SO DUCT INSULATION: All heating ducts within unconditioned spaces shall be insulated as per local code. EXAMPLE: Table 5 -11. Ducts within unconditioned space shall be insulated to R -8. Ducts installed under slabs shall be insulated to R -5. PIPE INSULATION: In deep frost line areas, or as required by local code: water pipes outside of the conditioned space shall be insulated to a minimum of R -3. FIRE DAMPERS: Fire dampers need not be::isfalla in atr ;ducts passing through walls, floors,, orijing sektara g.a residence (Group R, Div. 8. rccu ant roil;: >acgaf,age provided such durtsi g Wage' a c r sfr cted of steel havirt :a twfwa*i f not less 0.019 inch (26 ga 94ty. - Shot Now arid have no nings into the gara PRESSUR Iki3ALkI= R$tower & tub shower combos t3 va. esSW.:it . balancer or thermostatic controll mix i yv .fves`iii >' REQUIRED SMOKE DETECTORS: See DIVISION 15 (15.15) GROUND FAULT OUTLETS: Provide G.F.C.I. Outlets at exterior locations, in Bathrooms and Kitchens. DIVISION 17 • BUILDING ENVELOPE ENERGY USE SPECIFICATIONS 6 GROUNDED OUTLETS: All receptacles shall be grounded type. Receptacles located in Kitchens and Baths shall be installed above the work top . Other receptacles shall be installed at 12" vertically above the floor, unless shown otherwise on the drawings. :: NERAL REQUIREMENTS: eparate Permits may be required for electrical, mechanical, and plumbing inspections (Verify with local Building Official). All electrical wiring and installations shall be as required by state and local electrical codes. I- Ttc rust hour rating is fo, d the "Energy Gluck" label. 2 Non storage and solar +atcr beams shall be sized I° meet the zifropnate rust hour tmting as shown in the table. WALL SWITCHES: Wall switches shall be installed 42" above the floor, unless otherwise shown on the drawings. These Items are found on "EC" Sheets. If your Project is located outside of Washington State, this plan may not contain this sheet. Check with your Local Jurisdiction for their Energy Regulations, and attach any applicable documents as / if required. SD LIGHTING FIXTURES: All light fixtures shall be left connected to a proper electrical source and in operating condition with the proper bulbs installed. Exterior light fixtures shall be installed 78" above the finish floor surface or above the headers at sides and rear of dwellin g, and at 66" above the finish floor surface at the front doors and other front elevation locations, unless otherwise noted on the drawings. 1 1) iqa REVIEWED FOR CODE COMPLIANCE APPROVE JUN 1 8 2007 City � f Tukwi . z la LDINC DIVISION CITY OFTUKWILA MAY 01 2007 PERINTGENTER t• 0 co cd C'7 N X ArsU- O` Ilk E c , - 7. ) O N cr, c O IZ E Q got ❑ cs oz 0 > Cn s J b O co 0- REVISION July 1, 2004 DESIGN Selected Building Code Requirements SHEET NUMBER SP 3 3 OF 3 Option Glazing Area'''. of Floor Glazing U- Factor Door' U- Factor g Ceilin 2 Vaulted Ceding Wall` Above Grade Wa int al• Below L Grade Wah. ext Below Grade s Floor Slab' on Grade Vertical Overhead"' I. 12% 0.33 u.58 U.20 R -38 R -30 _____ RI5 R -15 R -1U R -30 R 10 II.* 15% 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -ill III. 25°! Group R -1 and R -2 Occupancie Only 0.40 11.58 0.20 R -381 U-0.031 R -30 r U =0.034 R -21 : 1.1=0 .060 R -15 R -10 R -30 U - 0.029 R -I() Iv. Unlimited Group R -3 and R -4 Occupancies Only 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -I0 R -30 R -10 v. Unlimited Group R -1 and R -2 Occupancies Only 0.35 0.58 0.20 R:.33: l f#fl31' y R -30! i E' ; 1 ; ;p ;t X1 R -15 R -10 R -30i U-1.1.029 R -10 Unlimited Group R -1 and R -2 Occupancies Only 0.32 0.58 Option 1 Glazing Area : % of Floor Glazins U- Factor Door U- Factor Ceiling Vaulted Ceiling" Wall'' Above Grade Wall* inn Below G rade Wall• ext Below Grade F or r d 9 s t Vertical Overheao" I. 10% 0.40 0.58 0.20 R -38 R -30 R -21 R -21 int' R -12 R -30 _ R- II.° 15% 0.40 0.58 0.20 R -38 R -30 R - 1 9 1 ® R -5' R -I2 R -12 R -30 R -10 . iiL 17% U.37 0.58 0.20 R -38 R -30 R -19 F R -21 R -5' R -30 R -10 Iv. 25% Group R -I and R -2 Occupancies Only 0.35 0.58 0.20 R -38 ' U -0.031 R -30 ' 1;= 0.034 R -21 int' / t: - 0.054 R -15 R -12 R -301 U -0.029 R -I0 i F -0.54 V. Unlimited Group R -3 and R -4 Occupancies Ooh 0.35 0.58 11.20 R -38 R -30 R -21 int' R -2I R -12 R -30 R -10 VI. Unlimited Group R -1 and R -2 Occupancies Only 0.32 0.58 0.20 R-38 / U-0.031 R-30 7 R -21 U =0.034 int' i 11 -0-054 R -15 R -12 R -30r U =0,029 R -li) F Chapter 1 • GENERAL REQUIREMENTS 17 01 17 02 Chapter 2 • DEFINITIONS 17 03 17 04 17. 05 DIVISION 17 • BUILDING ENVELOPE ENERGY USE SPECIFICATIONS PURPOSE: The Purpose and Intent of the WSEC is to provide minimum standards which structures must achieve so as to efficiently use, and conserve, Energy Resources (Sec 101.2). This can be done by one of three paths for Residential Construction: 1. A System Analysis approach for the entire building and its energy using subsystems which may utilize renewable energy sources. (Chapter 4) 2. A Component Performance approach for various building elements and mechanical systems & components. (Chapter 5) 3. A Prescriptive Requirements approach. (Chapter 6) The "Path" selected must be provided via the "WSEC Energy Application" to the local Building Official at the time of Permit Application. All relevant component performance data (i.e. brand of windows, doors, insulation, etc.) must be filled in or attached by the owner/builder /agent; failure to do so renders these plans incomplete and absolves NHD, Inc. of any liability, express or implied, regarding any activity current or completed from these drawings. SCOPE: This Code sets forth minimum requirements for the design of new buildings and structures that provide facilities or shelter for Residential Occupancy by regulating their Exterior Envelopes and the selection of their HVAC, Service Water Heating Systems, and Equipment for efficient use and conservation of energy (Sec 101.3). AFUE: Annual Fuel Utilization Efficiency. Unlike steady state conditions, this rating is based on average usage including on and off cycling as set out in the standardized DOE Test Procedures. ASHRAE: American Society of Heating, Refrigerating and Air - Conditioning Engineers, Inc. ASTM: American Society for Testing Materials. BUILDING ENVELOPE: The elements of a building which enclose conditioned spaces through which thermal energy may be transferred to or from the exterior, or, to or from spaces exempted by provisions of Section 101.3.1. (Sec. 201). CONDITIONED SPACE: The sum pf the areas of several floors of the building, including basements, cellars, mezzanines and intermediate floored tiers and penthouses of headroom height, measured from the exterior faces of the exterior walls or from the center line of walls separating buildings. (Sec. 201). HSPF: Heating Season Performance Factor. NFRC: National Fenestration Rating Council. (U,) Overall Thermal Transmittance: The overall (average) heat transmission of a gross area of the exterior building Envelope. VENTILATION AIR: That portion of supply air which comes from outside (outdoors) plus any recirculated air that has been treated to maintain desired quality of air within a designated space. Chapter 3 • DESIGN CONDITIONS HEATING AND COOLING: A building that is designed to be both heated and cooled shall meet the more stringent of the heating or cooling requirements as required in this code when requirements of the exterior envelope differ. EXTERIOR DESIGN CONDITIONS: The heating or cooling outdoor design temperatures shall be selected from 0,6% Column for Winter, and 0.5% Column for Summer (from the Puget Sound Chapter of ASHRAE publication: Recommended Outdoor Design Temperatures, Washington State, ASHRAE). (Sec. 302.1) INDOOR DESIGN TEMPERATURE: Indoor design temperature shall be 70° for heating and 78 for cooling. 17 07 17 08 17 09 17 10 17m 17® 17® 17 17® 16 W.S.E.C. Ec W.S.V.I.A.Q. REQUIREMENTS Selected Codes, Requirements and Specifications excerpted and/or paraphrased from the WASHINGTON STATE ENERGY CODE (WSEC), and the WASHINGTON STATE VENTILATION AND AIR QUALITY Code (WSVIAQ). Chapter 4 • SYSTEM ANALYSIS BUILDING DESIGN GENERAL: This chapter establishes design criteria in terms of total energy used by a building, including all of its systems. Analysis of design for all Group R Occupancies shall comply with current WSEC CALCULATING ENERGY CONSUMPTION: The application for a building permit shall include documentation which demonstrates, using a calculation procedure as listed in chapter 8, or an approved alternate, that the proposed building's space heating energy use does not exceed annual space heating and water heating energy use of a standard building conforming to Chapter 5 of this Code for the appropriate climate zone. INFILTRATION: Infiltration levels used shall be set at .35 air changes per hour for thermal calculation purposes only. Chapter 5 • COMPONENT PERFORMANCE DESIGN GENERAL: Buildings that are heated or mechanically cooled shall be constructed so as to provide the required thermal performance of the various components. A building that is designed to be both heated and cooled shall meet the more stringent of the heating or cooling requirements as provided in this Code when requirements of the ext. envelope differ. WALL INSULATION: Wall Insulation shall be in accordance with current WSEC. Above grade exterior walls shall be insulated to not less than the nominal R -value as specified on the energy code application for the compliance option chosen. See Chapter 6 Tables, All insulation shall fill the entire framed cavity. Faced batts shall be face - stapled (not inset - stapled) to avoid compression. UNDER -FLOOR INSULATION: Under Floor Insulation shall be in accordance with current WSEC. Floors over unconditioned spaces, such as vented crawl space unconditioned basements and garages shall be insulate not less than the nominal R -value shown for i f*Nr s i ar i unconditioned spaces on the energy code ppki at n compliance option chosen. FoundaU.op. Wits is shai €'fie placed so that the top of the vent is lower;; €Yn tititor the required insulation. FOUNDATION INSULATION: Fourfn Insulation shakt:: be in accordance with current WSEC. Slab -on -grad insulation, installed inside the foundation wall, shal.t'tiend downward from the top of the slab for a minimt#:n i i 24" or downward and then horizontally be tl=i' a minimum combined distance of 24 "_100 tari Stall outside the foundation shall extend dog wa tl ;tea as itlimum of 24" or to the frost line. Abdy&P Above r d>r n hall be protected. For monolithic sli0, .tk ;r'iSEltaanall extend downward from< eto s' #} :>:sl to the bottom of the footing ATTIC IN with curr't3'}' irlsts #i€l: ;t is frilation shall be in accordance iilgs below vented attics shall be o not thati the nominal R -value shown for e encode application for the compliance cfrl, See Chapter 6 Tables. ye vents are installed, baffling of the vent openings all F nrovided so as to deflect the incoming air above surface of the insulation. Baffles shall extend to 6" above atts and 12" above loose insulation. Vaulted ceiling cavities shall be of sufficient depth to allow a minimum 1" vented air space above the insulation. Faced batts shall be face - stapled (not inset - stapled). WINDOWS: Brand, model, and U -value must be stated on the Permit Application or Energy Worksheets. Any change in windows must be approved by the Building Department before installation. NFRC compliance stickers shall remain on the windows until the framing inspection has been approved by the Building Department. Tables 6 -1 through 6 -2. The required U -value for windows will be determined by calculating the percentage (of conditioned floor area) of glazing desired. EXTERIOR DOORS: All doors which are more than 50% glazing shall be considered as windows for the purpose of energy code requirements. All doors (including fire doors) shall comply with the U -value shown for compliance option chosen, and Table 10 -6A and 10 -6C. 17m 18 17 19 1 . 7 20 Chapter 6 • PRESCRIPTIVE PAT BUILDING DESIGN 1 17 28 29 VAPOR RETARDER: Vapor retarders shall be installed on the warm side (in winter) of insulation. WALLS: i Use 4 Mil Poly as Vapor Retarder @ Walls. VAPOR BARRIER IN CRAWL - SPACE: A ground cover of 6 mil black polyethylene shall be laid over the ground within crawl spaces. The ground cover shall be overlapped 12" min. at the joints and shall extend to the foundation wall. The ground cover may be omitted in crawl spaces if the crawl space has a concrete slab with a min. thickness of 3 -1/2 ". HATCHES AND DOORS: All access hatches and doors from conditioned to unconditioned spaces (attics, crawl spaces, etc.) shall be weather stripped and insulated to a level equivalent to the insulation on the surrounding surfaces. DUCT INSULATION: All heating ducts within unconditioned spaces shall be insulated as per Table 5 -11_ Ducts within unconditioned space shall be insulated to R-8. Ducts installed under slabs shall be insulated to R -5 WATER HEATERS: All electric hot water heaters shall la.e.... insulated (incl'g bottom) to R -10 when located in an una atat space or on a concrete floor. GENERAL: This Chapt4iE:r> blishes dql "criteria in terms of prescribed require ertfs fi #I`auilding cohstruction. Th provisions of this chapter are a a cable to all Group„ occupanc s. ''0414 p t s shall `comply with all thy% >eq ments of C ten' :' is ode, except for moth i~ip s herein pecifi tt -. D C fNG INSULATION: Vakfged Ceiling t tior < 'Shafl be in acoordar.4 with atte§nt,WSEC. Vaulted ilfr ;shall be insulated ; lot less than tl a nominal R- 1 .e`shown on the erergyode application for the dmpliance option d se i s. .Taaies 6 -1 & 6 -2. ::; ftnsulation shall comply with action. - GRADE`INSULATION: All slab -on -grade ill comply with Tables 6 -1 or 6 -2 of this Section. LOOR INSULATION: All floors over crawl spaces shall be :insulated to comply with Tables 6 -1 or 6 -2 of this Section. PIPE INSULATION: In deep frost line areas, or as required by local code: water pipes outside of the conditioned space shall be insulated to a minimum of R -3. MISC. INSULATION: The following are miscellaneous requirements for insulating the structure: • Insulation Baffles shall maintain a min. 1" clear air space to vent screens at Soffit / Eve area. Extend Baffle 6" above Batt Insulation. Extend Baffle 12" above Blown -in Insulation. • Insulate behind tubs and showers partitions and at corners. INFILTRATION CONTROL: Provide caulking, sealing, weather stripping or gasketing in the following areas to prevent air leakage. Infiltration Conrtol Areas: • Exterior joints around windows and door frames. • Openings between walls and foundations. • Between walls and roof. • Between wall panels. • Openings at all penetrations of the bldg. envelope for utility services. • Crawl Space Access panels DOORS: All exterior doors, other than fire -rated doors, shall be designed to limit air leakage around their perimeter when in the closed position. Doors between residence and garage are not considered fire -rated and must meet the above requirement. WINDOWS: All exterior windows shall be designed to admit infiltration into and from the bldg. envelope. which shall be substantiated by testing to standard ASTME E 283 -75. Site -built and Millwork Shop made wooden sash are exempt from testing but shall be weather stripped, caulked and made "tightly fitting" against all moisture infiltration. LIGHT FIXTURES: Provide approved sealant around all light fixtures to limit air leakage in accordance with current WSEC. • TABLE 6 - PRESCRIPTIVE REQUIREMENTS FOR GROUP R OCCUPANCY CLIMATE ZONE 1 0. Nominal R - values are for wocxti:i a me assemblies of for assemblies built in accordance with Section 601.1. I. Minimum requirements furlh upgitin list: For example, if a proposed design has a glazing ratio to the conditioned floor area of 13 °.'0, it shall comply w , ;all 6 ith -e trir"inents of the 15 °%o glazing option (or higher). Proposed designs which cannot met the specific rcquir t vs`p r ;list d u iIron'ai ove may calculate compliance by Chapters 4 or 5 of this Code. Requiretnea l# ( It ceiiidg except single rafter or joist vaulted ceilings. 'Adv' denotes Advanced Framed Ceiling. 3. Rcquiiecssit t apff ab e 6 tf'/ to single rafter or joist vaulted ceilings. 4. Befei ,g'r1: s�:r1l`s fall be insulated either on the exterior to a minimum level of R -10, or on the interior to the same level as 5:x_ b_ hracfr .'iterior insulation installed on below grade walls shall be a water resistant material, manufactured for its and if staticd according to the manufacturer's specifications. See Section 6022. tors over crawl spaces or exposed to ambient air conditions. iquired slab perimeter insulation shall be a water resistant material, manufactured for its intended use and installed ording to manufacturer's specifications. See Section 602,4, 7. lot. denotes standard framing 16 inches on center with headers insulated with a minimum of R -10 insulation. 8. This gall insulation requirement denotes R -19 wall cavity insulation plus R -5 foam sheathing. 9. Doors. including all fire doors, shall be assigned default U- factors from Table 10 -6C. 10. Where a maximum glazing area is listed, the total glazing area (combined vertical plus overhead) as a percent of gross conditioned floor area shall be less than or equal to that value. Overhead glazing with ti- factor of U -0.40 or less is not included in glazing area limitations. II. Overhead glazing shall have U- factors determined in accordance with Ni-•RC 100 or as specified in Section 5 12. Log and solid timber walls with a minimum average thickness of 3.5" are exempt from this insulation require TABLE 6 -2 PRESCRIPTIVE REQUIREMENT S ° ' 1 FOR GROUP R OCCUPANCY CLIMATE ZONE 2 al vi E P f oltrp i) APPRO Reference Case 0. Nominal R- values are for wood frame assemblies only or assemblies built in accordance with Section 601.1. 1. Minimum requirements for each option listed. For example, ifa proposed design has a glazing ratio to the conditioned floor area of 13 %, it shall comply with all of the requirements of the 15% glazing option (or higher). Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of this Code. 2. Requirement applies to all ceilings except single ratter or joist vaulted ceilings. 'Adv' denotes Advanced Framed Ceiling. 3. Requirement applicable only to single rafter or joist vaulted ceilings. 4. Below grade walls shall be insulated either on the exterior to a minimum level of R -10, or on The interior to the same level as walls above grade. Exterior insulation installed on below grade walls shall be a water resistant material, manufactured for its intended use, and installed according to the manufacturer's specifications. See Section 602.2. 5. Flours over crawl spaces or exposed to ambient air conditions. 6. Required slab perimeter insulation shall be a water resistant material, manufactured for its intended use, and installed according to manufacturer's specifications. See Section 602.4. I 7. Int. denotes standard framing 16 inches on center +with headers insulated with a minimum of R -l0 insulation. 8. This wall insulation requirement denotes R -19 wall cavity insu;ation plus R -5 foam sheathing. 9. Doors, including all fire doors, shall he assigned default U- factors from Table 10 -6C. 10. Where a maximum glazing area is listed, the toga; glazing area (combined vertical plus overhead) as a percent of gross conditioned floor area shall he less than or equal to that value. Overhead glazing with U- factor of U --0.40 or less is not included in glazing area limitations. I I. Overhead glazing shall have U- factors determined in accordance with NFRC 100 or as specified in Section 502.1,5. 12. Log and solid timber walls with a minimum average thickness of 3,5" are exempt from this insulation requirea RN9U MAY 0I 2007 PER. viSTCE TER J UN 1 8 F Ea% LL LI CQ cin CV (n ILI O 0 Q = Q . _ ❑ Z a cn LLI LLI V) REVISION July 1, 2004 DESIGN W.S.E.0 & W.S.V-I.A.Q Requirements SHEET NUMBER EC 1 1 OF 2 Fan Tested C:FNI fn 0.25" W.C. Minimum Flex Diameter Maximum Length Feet Minimum Smooth Diameter h•laximum Length Feet Alaximtun Elbows' 50 4 inch 25 4 inch 70 3 50 5 Inch 90 5 Inch 100 3 50 G inch No Limit ..:.:?•6 inch No Limit 3 80 4 inch' NA "" 4 inch 20 80 5 Inch 15 5 int;}a ' .. 100 3 80 6 inch e()i:> # ? : : ::,.. `" lei No Limit 3 100 5 inc11' ::aS >; i; }; ... ++ '._' ' i 5 inch 50 100 b inch ' " 6 inch No Limit 3 125 6 Inch. ( inch No Linnt 3 125 7 cti1611, - 70';;<, 7 inch No Limit 3 4 tjuired Flow (CFM) Per Table 3-2 Minimum Smooth Duct Diameter Minimum Flexible Duct Diameter lvgaximum Length' Maximum Number of Elbows' 50 - 80 6" 7" 20' 3 80 - 125 7" 8 ) 0' 3 115 - 175 8' 10" 70' 3 170 - 240 9" 11" 20' 3 Supply Fan rested Cl Mtn 0 4( ' \\ <i Specified Volume from Table 3 -2 Minimum Smooth Duct Diameter 1 hhrnmum Flexible • Duct Diameter 50 -• 90 C'FN•I 4 inch 5 i>i l : ,: 90 - 150 CFi\1 5 inch G ff14 . ` " ^ >>` 150 - 2.,0 ('FM 6 inch :::;; : ::;: 250 - 400 C FM 7 inch ,,::;:» < >::; 'ii 4fj h ```- Tank Capacity Energy Factor (EF) Combined Annual Efficiency SCAE) 50 gallon storage 0.58 0.71 50 to 70 oal. storage 0 57 0 71 70 gallon storage 55 0.70 i W.S.E.C. REQUIREMENTS (continued) 17 30 17® 17® Chapters 7 thru 12 • Not Cited Here (see WSEC) Chapters 13 • BUILDING ENVELOPE 33 17 34 17® 17 36 17® 17 38 17 39 17 40 17 41 17 42 ROOF / CEILINGS: Vapor retarders shall not be required in roof /ceiling assemblies where the ventilation space above the insulation averages 12" or greater. Where the ventilation space above the insulation is less than 12" and the ceiling diaphragm is applied directly to the underside of the rafters (yrs. Clg. Jet.) a vapor barrier shall be required. ATTIC VENTILATION I VAPOR RETARDANT: The Net Free Ventilating Area for Attic Ventilation may be 1/300 of the area of the ventilated space provided a Vapor Retarder having a Perm Rating not exceeding 1 is installed on the warm side of the insulation. FUEL BURNING EQUIPMENT: Fuel Burning Equipment located within the Enclosed Conditioned Space of the Building Envelope shall obtain Combustion Air from outdoors, meeting the requirements of Sec 703 UMC. Required Heating system Efficiencies are determined by the type of Glazing installed. For a breakdown of Required Heating Systems for each type of Glazing see WSEC Table 6 -1 through 6 -2. SCOPE: Conditioned buildings or portions thereof shall be constructed to provide the required thermal performance of the various components according to the requirements of this Chapter. Unless otherwise approved by the building official, all spaces shall be assumed to be at least semi - heated. EXCEPTIONS: 1. Greenhouses isolated from any conditioned space and not intended for occupancy. 2. As approved by the Building Official, spaces not assumed to be at least semi - heated. 3. Unconditioned Group M occupancy accessory to Group R occupancy. 4. Unstaffed equipment shelters or cabinets used solely for personal wireless service facilities. SPACE HEATING TYPE: For the purpose of determining building envelope requirements, the following two categories comprise all space heating type: Electric Resistance: Space heating systems which use electric resistance elements as the primary heating system including baseboard, radiant and forced air units where the total electric resistance heat capacity exceeds 1.0 W /ft the gross conditioned floor area. EXCEPTIONS: Heat pumps and thermal electric resistance heating in variable air volume distribution systems. Other: All other heating systems and those systems listed in the exception to electric resistance. INSULATION REQUIREMENTS: All insulation materials shall be installed according to the manufacturer's instructions to achieve proper densities, maintain clearances and maintain uniform R- values. To the maximum extent possible, insulation shall extend over the full component area to the intended R- value. ROOF / CEILING INSULATION: See Chapter 5 WALL INSULATION: See Chapter 5 FLOOR INSULATION: See Chapter 5 SLAB -ON -GRADE INSULATION: See Chapter 5 RADIANT FLOORS (on or below grade): Slab -on -grade insulation shall extend downward from the top of the slab a minimum distance of 36 ", or downward to the top of the footing and horizotal for an aggregate of not less than 36 inches.lf required by the Building Official, where soil conditions warrant such insulation, the entire area of a radiant floor will be thermally isolated from the soil. MOISTURE CONTROL: See Chapter 5 & 6 CRAWL SPACES: See Chapter 5 17 43 Chapter 14 • BUILDING MECHANICAL SYSTEMS 17 44 17 45 17 46 EG 17 48 17 49 17 50 17® 17® 17® 17 54 AIR LEAKAGE: See Chapter 6 SCOPE: This section covers the determination of requirements, system and component performance, control requirements and duct construction. GENERAL REQUIREMENTS: Section 1410, The building mechanical system shall comply with Sections 1411 through 1415, Sections 1430 through 1442, and Sections 1450 through 1454, and with one of the following paths: a. Simple Systems (Packaged Unitary Equipment); Sections 1420 through 1424. b. Complex Systems; Sections 1430 through 1438. c. Systems Analysis; See Section 1114.4 HVAC GENERAL REQUIREMENTS: Equipment shall have a minimum performance at the specified rating conditions not less than the values shown in Tables 14-1A thru 14-1G. COMBINATION SPACE AND SERVICE WATER HEATING: Section 1411.3, for combination space and service water heaters with a principal function of providing space heat, the Combined Annual Efficiency (CAE) may be calculated by using ASHRAE Standard 124 -1991. Storage water heaters used in comgination space and water heat applications shall have either an Energy Factor (EF) or a Combination Annual Efficiency of not less than the following: PACKAGED ELECTRIC HEATING AND COOLING EQUIPMENT: Packaged Electronic Equipment prord both heating and cooling with a total capacity greater 20,000 Btu /h shall be a Heat Pump. TEMPERATURE CONTROLS: Eae<S #eritiaii be provided with at least one temper ' reC'ot ol'r. ce. Each zone shall be controlled by,. n d vidt. J therm static controls p' +Jr:s responding to temperatur WI that`zr _ 'a minimum, each floor of a building shall b irpnsidered s`a separate zone, HUMIDITY CONTROLS: if asysiem is equipped:* means of adding moisture a humidistat shal4::b pravi DAMPERS: Outside air intakes., 6BUSti utlets,;t i=f relief outlets serving conditionedsfs s r > > lje eg( p with dampers which close alit tic ijy wt n tem is shut off or upon power faijtr Exceptions: 1. Systems int 2. Cof'ti tistiv#< t' €te ;continuous operation. 5)A LING: Duct work which is designed to perafe' Bove -t /2` water column stet pressure shall be Baled in.ocordance with standard RS -18. Extent of ltng required: t >''Static Pressure: 1/2 inch to 2 inch; seal transverse joints. 2. Static Pressure: 2 inch to 3 inch; seal transverse joints, and longitudinal seams. 3. Static Pressure: 2 inch to 3 inch; seal transverse joints, and longitudinal seams. and duct/wall penetrations. DUCT WORK: INSULATION: Ducts and Plenums that are constructed and function as part of the Building Envelope shall meet all applicable requirements of Chapter 13. These requirements shall include insulation installation, moisture control, air leakage, and Building Envelope insulation levels. Unheated Equipment Rooms with combustion air louvers DUCT WORK INSULATION CONTINUED: will be isolated from conditioned space by min. R -11 insulation. PIPING: INSULATION: Piping shall be thermally insulated in accordance with Table 14 -4. Exceptions: 1, Piping installed in unitary HVAC equipment. Water pipes outside the Conditioned Space shall be insulated in accordance with Washington State Plumbing Code. (WAC 51 -46). SECTION 1420 • SIMPLE SYSTEMS 1051§51 CONTROLS: In addition to the control requirements in Section 1412, when separate heating and cooling equipment serve the same temperature zone, thermostats shall be interlocked to prevent simultaneous heating and cooling. (Sec. 1422) SECTION 1430 • COMPLEX SYSTEMS Not Cited Here (see WSEC) SECTION 1440 • SERVICE WATER HEATING 17 56 WATER HEATING INSULATION: See Chapter 5 Chapters 15 thru 20 • Not Cited Here (see WSEC) TABLE 3 -6 PI ESCRIPT1VE SUPPLY FAN DUCT SIZING TABLE R401.4,1:* tiFT i IVE LOAD -BEAM 9 FOUNDATION mAtgo,IA CLASS OF MATElVr Sandy gr'A; dtttts>( a <• sand, silty av `gravel SC`., GM and CC) }' clay. silty clay, clayey silt, lit an sandy sill hil-, hill and Cl I) LO:idiP-BEARING >PFtESSURE piifds per square foot) 1 2.000 4.000 3,11110 2 ,000 1,500 For Si: I pound per square foot = 0.0 - 179 kN. When soil tests are required by Section R401.4. the id lowahle hearing ca- pacities of the soil shall be part of the recommendations. b. Where the huildin official determines that in—place suil,�tithanallowable hearing capacity of less than 1.500 psi are likely to he present at the site, the allowable bearing capacity shall he determined by a soils investigation. Miscellaneous WSVAiQ Ducting Tables TABLE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING I. For each additiotx 2. Flex ducts a)his' et from length. erii fitted with fates of'this size. TABLE 3 -5 PRESCRIP'T'IVE INTEGRATED FORCED AIR SUPPLY DUCT SIZING I. For lengths over 20 feet increase duct diameter I inch. 2. For elbo\cs numbering more than 3 increase duct diameter 1 inch. TABLE R402.2 MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE MINIMUM SPECIFIED COMPRESSIVE STRENGTH' (fc) TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION Basement walls. foundations and other concrete not exposed to the weather 13asemcnt slabs and interior slabs on grade, except garage Moor slabs Negligible 2 ,500 2 ,50(1 Basement walls, foundation walls. exterior walls and other vertical concrete work exposed to the weather 7,50(1 Porches, carport slabs and steps exposed to the weather, and garage floor slabs 2,500 Weathering potentialb Moderate 2.5011 2 ,500 3.01)1)d 3,000d.e Severe 2,50Oc 2,500c 33,0(11)d For Si: i pound per square inch = 6.595 kf'a. a. At 25 days psi. h, See Table R 30I,2(t ) for weathering potential. c. Concrete in these locations that ma} be subject to free7ing and thawing during construction shall be air-entrained concrete in accordance with Footnote d. d. Concrete shall be air entrained. Total air content (percent by volume of concrete) shall not be less than 5 percent or more than 7 percent. e. See Section R41)2.2 for minimum cement content. 150 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 8 2007 City Of Tukwila B IL.DING DIVISION RECEIVED CITY OFTUKWILA MAY 01 2001 PERMiTCEITER 0 0 co co co N X IsLL Q, IEEE . • C J —^ o MEE LQ N 0 E Q o • Oz. 0 � W J W W F-- C� i r • i- CO CN REVISION July 1, 2004 DESIGN W.S.E,C & W.S.V.LA.Q Requirements SHEET NUMBER EC 2 2 OF 2 Foundation 07 15 06 Girders & Pads m Cy m T L - APPROVED POST BASE (2 PLACESXTYP) 13'-0' I I I I 7' CONC. SLAB 4 REBAR OUT IS' 24' O_C_ (TYP) 4X BEAMS ON 4X POSTS ON CONC_ FTG'S PER ENG. CAL CS. THICKENED EDGE S' -O' 40'-0' ' - THICKENED EDGE P \ P -m' 1m' -s0' FOUNDATION PLAN Scale: 1/4' = 6' -m' 24' X 24' CRAWL SPACE ACCESS SLOPE DN. TO DOOR 3 ' EDGE OF SLAB ALLOW OPENING FOR FURNACE PLENUM 6' -3' R.O. 4' CONC. SLAB ON COMPACT SAND GRAVEL BASE 7 (2) #4 BARS CONT. IN CONT. FOOTI SDOOR OPENING. 10' -0' 31' -0' V -3' DBL.JQI5 DBL. JOISTS 1 1 2 ' -9 " 1 DBL. JOIST 1 5 I I L P 4' CONC. PORCH 1 1 2' 1 4' CANT. ., S' -3' RC). 1l' - NEIL: 2511.50. Attention: Building Official THIS PLAN IS FOR ONE BUILDING PERMIT ONLY. I c-N/ )FOOTING INSPECTION (RE: Geotech report prepared for this site.) O ver excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. P rior to requesting a footing inspection, the Geotech e ngineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. ~ G 8 r m A concrete encased grounc ing electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of %Z" or larger reinforcement 3ar or #4 copper wire, located near the hottom 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.) 9 Flat Work awl Sp 25 15 06 15 m on J 1.5 1.7 18 17® LEGEND 02 Detail or Section Nominator Sheet Division Number Number Item Number These Items found on "SP" & "EC" Sheets (attached) NOTE: While every attempt has been made to assure the accuracy of these drawings, ALL INFORMATION MUST BE VERIFIED prior to ordering any raw materials or fabricated components. Any structural components specified are for reference only and must be verified with the ENGINEER OF RECORD's "S- Sheets" and /or (attached) docurrrrrrt� r .. .. ?S. PROVIDE CRAWL SPACE VENTILATION PER IRC. (1196 S.F. X 1/150 =1.91 S.F. VENT AREA REQUIRED.) VENTS TO BE INSTALLED BETWEEN JOISTS. CIT RECEIVED UKKWILA MAY 01 ZOO/ PERMITCENTER I` O i co co LC) (N CHECKED DRAWN BY MJW DESIGN AM -2239 A SHEET NUMBER 1 OF 9 VENTILATION REQUIREMENTS (SEE WASHINGTON STATE INDOOR AIR QUIALITY CODE) 1 "NUTONE" QT 130 1.0 SONES 102 CFM @ .25 WS 130 CFM @ .10 WS 2 "NUTONE" QT 80 1.5 SONES 63 CFM @ .25 WS 80 CFM @ .10 WS NOTES: 1. USE QT 130 (100 CFM MIN.) © ALL KITCHEN & WHOLE HOUSE FAN. 2. USE QT 80 (50 CFM MIN.) @ ALL OTHER LOCATIONS. 3. ALL FANS TO VENT DIRECTLY TO OUTSIDE. 4. ALL OTHER REQUIREMENTS WSECIVIAQ MUST BE MET. Fans 15 08 15 09 15 10 1 . 5® I I ® FtL 2' -5�' 6 - 10t„6I 4 -9' a6' HIGH RA L — 1 1 w KITC Z 111 x 12 //- REF _ r DINING 12' -ou X 12' -0 ARC -31' 3' -6' 13' -0' \ N _ / 5 S `' haw COVERED PORCH © 2003 NORTHWEST HOME DESIGNING, INC. 4 SH / / N P 5' -m' NOOK N \ U) � C' 5 -3' °SD ■ \ 2' -6' 2' -6' WP 5 10 1 -0' FAMIL 1 ?;_0;; x DIRECT VENT GAS F.P. W/TV ABOVE INSTALL PER MANUF. 5PEC'S 22 -0' 12' - 9' HALF WALL W/FINISI - IED CAP 49' - 0' 3' -11' 110V CLG. OUTLET 20 -0 PATIO - irk} F E [ FIRST FLOOR FLAN Scale: 1/4' = I' -0' CABLE AND PHONE WIRED ABOVE GAS FIREPLACE. 3 (,4RAGE 21' =5" x 21'-3"1 Occupancy Separation 1 ?x7 O.N. GARAGE DOOR 3 -6' / \ 5' -9' 2' -4' Dolv-#15b e Attention: Building UtrlCIQl THIS PLAN 1S FOR ONE BUILDING PERMIT ONLY, Fire Place 4 07 o8EWED FOR 77 DE COMPLIANT' 12 APPROVED Water Heater 15® 15 16 15m 1.5 19 15 29 15® JUN 1 8 2007 City Of Tukwila BUILDING DPJISI S N 1 : ? 17m 17 47 17 54 Furnace 17 20 1 1 7 34 17 47 17 48 17 49 17 50 1 1 7E1 "7® MAIN FLOOR SECOND FLOOR TOTAL AREA GARAGE GLAZING GLASS AREA = 379.8 14.4% OF FLR AREA. 15 01 15 02 15m 15® 15 14 1`5 16 15® 15 19 15 30 15® LEGEND Detail or Section Nominator Division Number 02 Sheet Number These Items found on "SP' & "EC" Sheets (attached) 0 . Window Nomin. O Door Nomin. Item Number NOTE: While every attempt has been made to assure the accuracy of these drawings, ALL INFORMATION MUST BE VERIFIED prior to ordering any raw materials or fabricated components. y structural components specified are for erence only and must be verified with the GINEER OF RECORD's "S -Sheets" a d /or (attached) documents AREA SUMMARY k:au 1196 S.F. 1445 S.F. 2641 S.F. 660 S.F. 379.8 S.F. S.F = 0 1A: ,, t '[..,,, :, _2. RECEIVED CITY OF TUKWILA MAY 01 601 PEHMITOB TER Q CQ co co C) co 6) 0 O r O CO LU F— W Co F-- 47 co 0) CHECKED DRAWN BY MJW DESIGN AM -2239 A SHEET NUMBER 2 OF 9 Floor Fram'g I— r - - - jr-T7 \BW _ I � BW L - - HDR HD II II II r HDR T I H ®� L i - 1 _1 I L I HDR HDR BW II LJ 4X4 POST W /APPROvED POST TO BEAM CONNECTOR DBL. JOISTS II J� • FLUSH BEAP'l. HDR L_ J L BEAM L n J L J L - -f HDR J I- r 0 V HDR HDR HDR BEARING WALL (BUD r - DBL. JOISTS BEAM /DBL. JOISTS II II L HDR A DBL. BLOCKING cn BETWEEN =� JOISTS !- UNDER WALL. r APPROvED GIRDER TRUSS TO CAR JOIST HANGERS FLOOR 4 ROOF LOADS. f :SEE ROOF FRAMING FL AN SECOND FLOOR F,AMIN PLAN Scale: 1/4' = I' -0' 0 I GIRDER TRUSS SEE ROOF FRAMING FJLAN DECK LI �1E LEGEND Detail or Section Nominator 41(:: Sheet Number Division Number -\ 02 Item Number These Items found on "SP" & "EC" Sheets (attached) 20' CAST -IN -PLACE lx CEDAR WRAP CEMENT GAP 2 x 4 COLLAR FRAME SCREENED VENT HOLE (TYP.) CULTURED STONE (FIELD STONE) 3/4" CDX PLYWOOD 6 x 6 POST 2 x 4 PRESS TRT'D COLLAR FRAME 3/4" PRESS TRT'D PLY WITHIN 6" OF GRADE APRV'D POST SADDLE CONC. PAD (SEE FOUND. SHEET) STONE COLUMN DETAIL (SIM.) SCALE: 1"-=1 Attention: Building Official THIS PLAN IS FOR ONE BUILDING PERMI o r REVIEWED FOR CODE COMPLLLN APPROVED JUN 1. 8 2007 City Of Tukwila B ILDINC D RECEIVED cITY OFTUKWIIA MAY 01 2001 PERM TCENTER ° NOTE: While every attempt as.VArntfe to assure the accuracy ofth46 "drawings, ALL INFORMATION MUST BE VERIFIED prior to ordering any raw materials or fabricated components. Any structural components specified are for reference only and must be verified with the ENGINEER OF RECORD's "S- Sheets" and /or (attached) documents ION N- C) C9 co co LO Co c\I LL C) co cD E co o Lf) O ("3 r) `4 Lf) a) E 0 o 0) 0 < Z o a w J CI) F- W F- C,) C) C) co a) CHECKED DRAWN BY MJW DESIGN AM -2239 A SHEET NUMBER 3 OF 9 J= Door Schedule 0 Size Description Qty. 1 310x6/8 EXT. Solid Core 1 3 310x6/8 EXT. Solid Core Store (SG) 1 3 5/0x6/8 INT. Dbl. Hollow Core 1 4 216x6/8 INT. Hollow Core 7 5 214x6/8 INT. Hollow Core 4 6 218x6/8 INT.Solid Core W /Self Closer 2 7 610x6/8 INT. Hollow Core Dbl Bi -Pass 1 I 8 2/4x6/8 INT. Hollow Core Pocket 1 9 6/0x6/8 INT. Hollow Core Dbl Bi -Pass 2 10 2/4&8 H ; ollow Core Door 2 Window Schedule NOTE: All bedroom windows to have a clear opening of 5.7 sq. ft. & min. clear width of 20 ", height of 24" Windows to be dual- glazed thermo -type const. Verify rough openings with window rnfg. 0 Size Description Qty. A 410x4/6 Single Hung 3 B 310x6/0 Single Hung 6 C 310X5/0 Single Hung 6 ❑ 2/6X2/6 Casement 3 E 2/6X5/0 Single Hung 4 F 3- 210x2/0 Fixed (Mulled Together) 2 G 310X4/6 Casement 1 40' -0' SECOND FLOO PL4N Scale: 1/4' = 1 00115 Tub/ Shower 1 5® 15 34 THWEST HO 1L NOTE: While every attempt has been made to assure the accuracy of these drawings, ALL INFORMATION MUST BE VERIFIED prior to ordering any raw materials or fabricated components. Any structural components specified are for reference only and must be verified with the ENGINEER OF RECORD's "S Sheets" and /or (attached) documents Attention: Building Official THIS PLAN IS FOR ONE BUILDING PERMIT ONLY. , . r LEGEND Detail or Section Nominator Division Number 02 These Items found on "SP" & "EC` Sheets (attached) C Window Nomin. I1 Door Nomin. Sheet Number Item Number REVIEWED FOR CODE COMPLIANC APPROVE JUN 1 8 2007 City Of Tukwila BUILDING DIVISION CITY W(W ► MAY 01 2007 PERAIITCENTER IEEE c� c� N- co 9 co co LC) CY) Lt7 N LL a co co Lf) Lf) N CHECKED DRAWN BY MJW DESIGN AM -2239 A SHEET NUMBER 4 OF 9 4928 109TH STREET SW LAKEWOOD, WA 98499 r 14' -9' 10' -6` 14' -9" / 3' -6" / / �• 2a' -6' 3' -6" 3' / , r ((�! �jI n n } � II O I% w 0- I ` II G I V 1 L 1 1{ .1 II L Z . 9 /� I L rr R4S — I ........... IN ,L CP GFI � \L__J E _ - - -� I MAIN B W 14L-0" x 1 -('-.1)-- , n /, .�'1. ��TN � - s� _ 4' -0' ' -1' 2' -2 ---.. - L e ! :. .' 1 X `'....., I S S � l / I i E , / 1 J EF.2 L N. �\ n C A E II\ 1 I t o I LEGO UTIL- F.1 \ \ QSp 0 \ \ ® Q o 30 L I N . \\ — O • �irr�� ISEDIROOI" I G' 11 =0 x 11 - - Smoke ff^^ V u Pi- , 1 � :,. � __ 3 J ?$ ` \ \ s W ------ N // 4LF W A6-1..„____ 1 o _ Detectors 2 '_ 3'- I' y _ Ago :7-1 -ED OIL Gale \ \ r l SUIT BE L :7 SD 1515 0 -o= 1 v7 T l /\ R $ 5 S ft ��, \ m ID // CLOSET `_ ` _ - ' _ m lb AO ®5[:' 3 S 9 _\ --- •� _ - ' / / / - p l L __— 1' -si' /� 4' -l0' / '..J I ij 40 // / / : // \` - I LOFT 11 2 , _O� , X 121_111 1 a 5D IMMIX \ \ 0 _ o -I e - \� o ∎ 12 X IO - -e-, 1BW D FOOL" 1 *2 12'-0" x H'-e" -4 -e-� \ - \ '- / _ ! -�Y � \"J o 3 ' -0' 3' -0' o l' -10' 2' -2' U, r 4' -' / O 3' -6' o 4' -e 4' -0 / 6' -6' O 6' -6' © 2003 NOR / l3' -0' 14' -0" / / / 13' - / 40' -0' / 40' -0' SECOND FLOO PL4N Scale: 1/4' = 1 00115 Tub/ Shower 1 5® 15 34 THWEST HO 1L NOTE: While every attempt has been made to assure the accuracy of these drawings, ALL INFORMATION MUST BE VERIFIED prior to ordering any raw materials or fabricated components. Any structural components specified are for reference only and must be verified with the ENGINEER OF RECORD's "S Sheets" and /or (attached) documents Attention: Building Official THIS PLAN IS FOR ONE BUILDING PERMIT ONLY. , . r LEGEND Detail or Section Nominator Division Number 02 These Items found on "SP" & "EC` Sheets (attached) C Window Nomin. I1 Door Nomin. Sheet Number Item Number REVIEWED FOR CODE COMPLIANC APPROVE JUN 1 8 2007 City Of Tukwila BUILDING DIVISION CITY W(W ► MAY 01 2007 PERAIITCENTER IEEE c� c� N- co 9 co co LC) CY) Lt7 N LL a co co Lf) Lf) N CHECKED DRAWN BY MJW DESIGN AM -2239 A SHEET NUMBER 4 OF 9 4928 109TH STREET SW LAKEWOOD, WA 98499 LEGEND Detail or Section Nominator Sheet Number These Items found on "SP" & "EC" Sheets (attached) Roof Trusses NOTE: While every attempt has been made to assure the accuracy of these drawings, ALL INFORMATION MUST BE VERIFIED prior to ordering any raw materials or fabricated components. Any structural components specified are for reference only and must be verified with the ENGINEER OF RECORD's "S- Sheets" and /or (attached) documents ,..on, 4 ' I 11 �L__J .10 . a 1:.... RUSSES fo 24' CC 40 SPAN / 24' O.G. MONO GIRDER TRUSS APPROVED POST /BEAM CONNECTOR TT� 1 P TTT — 'I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L11_1_1_1_.LLL11J Is' TYP Attention: Building Official THIS PLAN IS FOR ONE BUILDING PERM T ONLY. RIDGE GIRDER TRU TO a4 FLOOR 4 ROCp LOAD City Of Tukwila B ILDING DIVISION r u I SE F `F.. A I. I' RECkRIED CITY OFTUKWILA MAY 01 Zoo? PERMITOEBTER N- 0 C4 9 co cc LO C'7 LC) CV T - M ✓ co M �1 It) N C) Coo C) 0 0 w J VJ F- W W F- U) F- C�) 0 CO CN d CHECKED DRAWN BY MJW DESIGN AM -2239 A SHEET NUMBER =rc • -.� ■� N ■ ■ ■� ■ ■ ■■ M ■■■ N IET �111•■■■■■■ ■■■■■■■■■■■■■■■■i■�► ■ /g■ ■■ •1111 ■ ■ •••1111■ ∎∎ 11. Misc. Windows FF 151E 1 17 29 PL Exterior Doors LEGEND 02 Detail or Section Nominator Sheet Division Number Number Item Number These Items found an "SP" & "E=C Sheets (attached) NOTE: While every attempt has been made to assure the accuracy of these drawings, ALL INFORMATION MUST BE VERIFIED prior to ordering any raw materials or fabricated components. Any structural components specified are for reference only and must be verified with the ENGINEER OF RECORD's "S - Sheets" and /or (attached) documents 12 F EXTERIOR ELEVATIONS Scale: 1/4" 1 1 - 0 11 ONT ELEv4TION PL FF GABLE VENT (TYP) SHINGLE SIDING S/4 X 10 FRIEZE BARD 5/4 X S BARGE BOARD W/1 X 2 OVER 5/4 X 4 WINDOW TRIM (TYP) ARCH. COMP. ASP+ -IALT ROOFING 5/4 X 10 TRIM BOARD 5/4 X 4 CORNER BOARDS (TYP) HORIZ. LAP SIDING W/ ALTERNATING 4° 4 7' COURSES (TYP) REAR ELEVATION RECEIVED CITY OF TUKWILA JUN 07 2001 REVIEWED FOR 000E COMP LIANCE APPROV JUN 1 8 2007 City 0 f 7ukwiia B ILDING DIVISION SG ) (3 MEM aft I DA Z O (4 9 co C C V >C LL 0) 0 (0 co LC) CV co 0) d7 0 0 I— cy) C0 CNI DRAWN BY MJW • DESIGN AM -2239 A SHEET NUMBER 6 r•. 6 OF 9 PL FF PL FF 'o EXTERIOR ELEVATIONS Scale: I/4' = I' -0' LEFT ELEVATION 01 -3 PL FF PL FF 1 I4T ELEVATION D (ka REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 8 2007 City Of Tukwila BUILDING DIVISION CITY ©F TU� KV © VILA JUN 0 7 2007 PEF— T CENTER p ci 17) cic 0 N- o t�7 C] 9 co co N U- a) O co CO co co 0 LO 0 V LL. C E ❑ a z o w co l— w e- Co O Co N C, CHECKED DRAWN BY MJW DESIGN AM -2239 A SHEET NUMBER 126W n om mars Trussed Roof Construction Wall Const. ARCHITECTURAL COMP ASPHALT ROOFING 0 15 BUILDING FELT 1/2' CDX PLYWOOD SHEATHING ROOF TRUSSES 24' D.C. INSULATION PER CODE INSUL. BAFFLE BUILD -UP NOTE: While every attempt has been made to assure the accuracy of these drawings, ALL INFORMATION MUST BE VERIFIED prior to ordering any raw materials or fabricated components. Any structural components specified are for reference only and must be verified with the ENGINEER OF RECORD's "S Sheets" and /or (attached) documents INSUL. BAFFLE KITCHEN TYP ExT. WALL BUILD -UP MAIN 54TI I EXT. SIDING ,41R/VAPOR BARRIER 1/2' CDX SHEATHING (2)2X6 TOP PLATES 2X6 STUDS 16'0.C. INSULATION PER CODE 1/2' GWB 2X6 BOTTOM PLATE INTERIOR WALL BUIL -UP CLQS 2 -2 X 4 TOP PLATES 2 X 4 STUDS 16' O.G. 1/2' GWB (EACH SIDE) 2 X 4 BOTTOM PLATE 3/4' T4G SHEATHING (GLUE 4 NAIL) II 1/S' MANUF_ JOISTS 16'O_C. II I /S' MANUF. JOISTS 12'0.0. OVER FAMILY 4 NOOK 1/2' GWB 'AMPLY 5 /S' GW� 3/4' T4G SHEATHING (GLUE 4 NAIL) 1/2' MANUF. JOISTS 16'D_G. 1/2' GWB UIL4 SCTICN - A Scale: 3/8' = INSULATION PER CODE RECEIVED CITY OFTUKWJLP MAY 01 200/ PE ITDENTER LEGEND Division Number Detail or Section Nominator Sheet Number Item Number These Items found on 'SE' & "EC" Sheets (attached) SIMPSON 0 H -1 SEISMIC /HURRICANE CLIPS 4 SCREENED VENT B 5 //4 X S FASCIA BOARD 4 CONT. METAL GUTTER EVIEWED FOR CODE COMPLIANCE APPROVED JUN 1. 8 2007 City Of Tukwila ' B ILDING DIVISION 1 FINISHED GRADE Found. Const. CHECKED DRAWN BY MJW DESIGN AM -2239 A SHEET NUMBER 1 [ l DESIGN AM -2239 A :1 SHEET NUMBER 9 9 DE 9 ACZGHITkL'TURAt- C APf Cof`jposITIof-1 IS h41 -1 FELT 1 2 1 Not. 61-11-16r. If44L-1 t... 131 E �� x N b va-IT 1-101-1. EXTrc�cl opc � s I ?I 4 (Pa ELP V • 1-1"1.) ri_c Tf ss s ar- ri-a9r ..14)15T (As Mit PLAN) ILO A" Izv'0 P-1M 130. t7im- 2)(0 Tor PI- 0 - Ih" O.G. %2 Not1- E~xT• sHTH . I5 AGM FELT ApKv Air hp.r.. Z x Cr ear - r»H FL. FL. TK 5 o xr. (As r:r f' L-AN) G led 1'1N arleAVE 411 cp. F OT6r t](•r..A I H w7 Ca-KAV g.L WHEN TRUSSED 0 • tisuLATlvf -1 Pe come_ t'RE -t NU1a v Tl.ussao 24 (W 2x8 TAIL ( 112etv rPl r rITcH) SIMPSON #H2.5 HURR.TIE@ 24 "O.C. 511 evsle. Y4:1- X CO FA,..I,16. II 4 VI? w. 15. e wf•L -Ls Arf .V P VArolz NkikledgIg. C w�I E I4uI KEv) I uLA I' c' €- 3 /+ 11 T. t4. PLYWA9p I 14:a I ter! III ll IN ��� *WA 0 WEMIIIIMIN INf'uLkYk'- Cats 5 i8 11 K IO A. S e 2xc. P? .TR.VP SI.- c#<F D'AXs Vqc7 a Iv II O.G. ' s. 4 { c at s t .4 o �� c WAIL. �.aaCi BEAK VIA. VAPit -1r--rIE1 NOTE : FOOTING DEPTH MAY VARY DUE TO LOCAL FROST LINE REQUIREMENTS °TYP. TWO STORY CONIFIG. Scale: 3/4 " =1' -0" NOTE: Not ALL Details shown here will be applicable to your project; Verify exact Detail speified on Plan Sheets to avoid mistakes. DO NOT SCALE DRAWINGS. All structural infor- mation is for reference only; Verify all Strutural Member size, spacing, and anchorage with ENGINEER OF RECORD'S "S" Sheets and or related Documents (attached). For additional requirements not specified here, see "SP" & "EC" Sheets (attached). �nls bo O. ... 1=ZAL.IL GIRDER DETAIL No Scale I 7 r i -, i l•ANDFAIL i{ r= G ..' ;I to 'S r ,„ co11c. Pp,a va fir• �AFRIt =(a - 1 I MAX. I I 1 11 W . 2. x TIzEA t x 1�15� -Ie5 f STAIR CONSTRUCTION DETAIL Scale: 3/8 " =1' -0" F '. E. es -c7 e4 4LUE ,ILE ' vA PoFt 15.Apfz ft VAF{oR �Pf�RIER 4` ea F c.K AREA SEP. DETAIL No Scale Itc, " TYPE `X � .w , 13.� ��k u a 6iAe- 2X 'IKE. ELK 'cr. wN. s7uD D STEM WALL DETAIL No Scale D 15, JUN 1. 8 2007 7 �ul-t 1GIL.l_ RECEIVED CITY OF TUKWILA MAY 01 NU/ PERMITGE'TER O REVIEWED FOR CODE COMPLIANCE APPROVED City Of Tukwila BUILDING DIVISION N- O O O 1 co co If) m Cl7 N Eng a 1 co If) N • 6) co C) ISE 0 fgn flS (I) 0) F- O Co CHECKED DRAWN BY MJW © m © m 0 1. DIAPHRAGM BOUNDARY NAILING. 2. GYPSUM WALLBOARD OR PLYWOOD (10) 16d'S STAGGERED AT EACH M I L1111 ' 4 11 0 SHEAR WALL - SEE SCHEDULE. 3. WALL CHORD MEMBER -SEE SHEAR WALL SCHEDULE 0 4. AT SECOND STORY CONDITION 0 PROVIDE TIES AT EACH END. 6. 2 X STUDS AT 1 6 " O.C. Ar B ALL 5. . SILL FLOOR JOISTS AN - SECHOR E PLAN. OL 1S SHEAR WALLS. I PLA 7 D AN PER SCHEDULE. 0 6. HSH W OLDOWNS AT EACH END OF ALL 9. FOOTING SIZE AND REINFORCING 0 PER PLAN. 10. DOUBLE STUD OR COLUMN - SEE 0 PLAN. OPENING. 12. HEADER - SEE PLAN. 0 SIDE aF HOP PLATE SPLICE ( 2) 16d 016 O.C. 1W. .:: mmiormr (3) 16d'S SIDE OF TYPICAL NAILED NOTE: Q TYPICAL STAGGERED AT EACH SPLICE SPLICE APPLIES SPUCE PLATES ARE 51MPSON ST6236 INDICATED ABOVE. PLATE 2 X IMNDOW WHEN NO OTHER SPLICE OVER STUD OR MAY BE USED IN LIEU SPLICE STUDS 0 16" O.C. MULLIONS IS INDICATED. "MON. OF NAMING AS OR i t�W "I _ _ _ ta, I i �� I O SHEAR 0 WALL ELEVATION N.T.S. N.T.S. EDGE NN. DIEAAxrO TO x010001 crrnuous CoAE WAGER atoms MC TO TOP RATES/ TOP RACE AER m n saEuttt OPTIONAL SHEAR WALL DIMENSION ACROSS JOINTS PANEL SHEATHING BRACING W/ LONG PARALL TO STUDS SIDING MATERIAL O TYPICAL INSTALLED STUDS. AS DIMENSION li W/ STAGGER CORNER I SHEAR LONG VERTICAL I WALL . 011 8d C IN FIE1D NAILS 0 sEnMS AND O. WALL SCHEDULE r 6' U.N.O. Tad WALL FRAMING O.0 AT ON SHE EDGES NAns o 12 AR AT 015urFOmm PLYNOCO EDGES FER DEPRIVAL soma, FEATE M mom Ellis RR RAI gi. u 1 r ii s+riAtwNa ro N NS 2 EDGE L M AT r TYPICAL O STUD AND ae ooxw>ars TO MI xoRragal NON- AEUerO mu roc WALL sibs 00 w�ieEw MOAK - REM rt 4. i s. FOR EE /FRET usE SHEAR t NUS. SRAS k- - ::_ . .. N.T.S. N.T.S. SIMPSON ST2215 DOUBLE TOP PLATE STRAP TIE /2" PLYWOOD SE FRAMING NAILING SCHEDULE 'SIMPSON' H2.5 HURRICANE TIE 2 X BLOCKING BETWEEN ALL TRUSSES IMTH SEATED BEARING ■ ROOF DELI( - PLAN FOR DEC( PREFAB. ROOF TRUSS - BEAM I i i (2) 16d I�I I i IIIII SIMPSON ST STRAP TIE DOUBLE 2 X STUDS, MINIMUM 2 X 6 DOUBLE I II TOP PLATE \ EXTERIOR �I! r. • . • _••__- ._____. -_. � I I 1/2' GYPSUM I 2X6 STUD IS! . , STUDS 0 16' FRAMING PLAN ANC MANUFACTURER'S SHOP DRAWINGS BOARD WALL - O.C. O TYPICAL BEAM TO FRAME FINISH SYSTEM O END BEARING TRUSS N.T.S. N.T.S. GENERAL NOTES: The Builder is responsible for using safe work practices and conforming to all safety ordinances. The Builder is to verify all dimensions prior to starting work. Any changes to structure must be reviewed and approved by a Licensed Professional Engineer. All methods, materials, and workmanship shall be in accordance with the International Building Code (IBC) 2003 Edition. SOILS: Soil raring of 1500 P5F is assumed. It is the contractors responsibility to verify that the site soils provide this minimum bearing capacity. FOUNDATIONS: Exterior footings to be a minimum of 12" below finished grade bearing on undisturbed soil. Back fill with dry soils. Backfill next to a retaining wall a minimum of 24" with a gravel or well draining soil. Soils under footings and slabs to be 95% compacted to a Modified Procrtor density (ASTM D1557). All construction on fill soil shall be reviewed by a registered geotechnical engineer. DESIGN LOADS ROOF: LIVE LOAD 25 PSF DEAD LOAb 15 PSF FLOORS: LIVE LOAD 40 PSF DEAD 10 PSF WIND SPEED 85 MPH EXPOSURE B SEISMIC DESIGN CATEGORY D2 GLUED LAMINATED BEAMS (GLB) Glued laminated wood beams shall be per ANSI A190.1, American National Statdards for structural glued laminated timber. USE GRADE 24F -V4. PREFABRICATED JOISTS AND ROOF TRUSSES Prefabricated joists and roof trusses to be designed and fabricated by manufacture's drawings and installation instructions. Roof trusses to be by a Professional Engineer. Trusses to be fabricated and bear the quality control stamp, design load, maximum spacing, and manufacture's name. Fabricator to provide all connection details. Prefabricated materials engineered by others. FLOOR FRAMING: Use double joists under all parallel partitions that extend more than 1/2 the length and around openings. Prefabricated flooring materails by others. All wood in contact with concrete to be pressure treated. Maintain minimum 8" clearance between wood and exposed earth. Nailing per IBC TABLE 2304.9.1. Bolts to be A -307 with approved washers. POST -BEAM CONNECTIONS IBC 1616.4.2 Positive connections shall be provided at post -beam connections to ensure against uplift and lateral displacement. Anchorage of walls and columns to foundations shall be provided. PLAN VERACITY: While every attempt has been made to insure the accuracy of these engineering documents, site condition, product availability, etc. will affect the execution of this engineering. All information must be verified prior to construction. Any changes to the plan must have Pacific Northwest Engineering Inc's written approval. FOUNDATION WALL HEIGHT: IBC 2304.11.2.2 Walls must extend at least 8" above grade. Walls exceeding 8' in height must be designed and stamped by a Licensed Professional Engineer. Unless noted otherwise no walls over 8' have been engineered for this project. BEARING WALLS: All columns not specified or otherwise noted on the plan are to be two studs which are spike laminated together with 16d nailing at 6" on center staggered. All columns supporting girder trusses or glue laminated beams are to be three studs which are spike laminated together with 16d nailing at 6" on center staggered u.n.o. All bearing walls over 10' shall be laterally braced at 4' o.c. HEADERS All headers not specified or otherwise noted on the plan are to be 4x10 or 6x8 DF #2 with at least one cripple and one stud for each end for openings 5' wide and two cripples and one stud for all others. REINFORCING STEEL: All reinforcing steel to be GRADE 60 PER ASTM A -615. Lap all splices a minimum of 32 bar diameters or 18 ". Lap horizontal steel at corners and intersections in footings and walls with corner bars. Minimum concrete cover for reinforcing steel: INTERIOR FACES OF SLAB AND WALL BARS 1 -1/2" EXPOSED TO WEATHER OR EARTH 1 -1/2" FOR #5 AND SMALLER AND 2" FOR #6 AND LARGER. FOOTING BARS REQUIRE 3" COVER. CONCRETE: All concrete materials and placement shall conform to the IBC 2003 Section 1901. Minimum compressive strength shall be 3000 PSI* at 28 days with a minimum water /cement ratio of .45. All concrete shall be air entrained 5 + / -1 %. Max aggregate size = 7/8 ". *Special Inspection not required. 3000 PSI compressive strength is specified for weathering protection. TIMBERS ALL LUMBER TO BE AS FOLLOWS BEAMS DF #2 OR BETTER POSTS DF #2 OR BETTER DRAG STRUTS: Across openings in shear walls and at the end of a shear wall that continues with a non -shear wall nail top sill splice (4' MIN PER CODE) with a minimum of 12x16d nails. FLOORING AND ROOFING: Plywood Sub Flooring shall be 4' T &G CDX (glued and nailed). Nailing shall be 10d @ 6 "o.c. along panel edges, and 12 "o.c. in field. Span index shall be 40/20. Stagger end laps. Roof sheathing shall be 2" COX or 1 6" 05B nailed w /8d @ 6" o.c. along panel edges, and 12" o.c. in field. Span index shall be 24/0. Stagger end laps. SHEAR WALL NOTES: Stud framing shall be either Hem -Fir or Doug -Fir U.N.O. Anchor bolts shall be $" and no more than 48" apart embedded at least 7 ". There shall be a minimum of 2 bolts per piece (sill plate), with 1 bolt located within 12" of each end of each piece. Anchor bolt washers shall be 2 "x2 "x square and tightened to the plate. Holdowns shall be Simpson or USP U.N.O. Install per manufacturer's instructions. Three inch members required for blocking and at adjoining panels on type "C ", "D ", and double sided shear walls. IMPORTANT: CONTRACTOR SHALL VERIFY ALL POINT LOADS AND ALL POINT LOADS SHALL HAVE SOLID BEARING TO FOUNDATION. CONTRACTOR: NOTE ANY CHANGES TO FOUNDATION AND STRUCTURE FROM THE ARCHITECTURAL PLANS. NOTIFY ALL AFFECTED PARTIES. ENGINEERING DOCUMENT LICENSE: 1. Grant of License: In consideration of payment of the building fee Pacific Northwest Engineering Inc. grants you, the Licensee, a nonexclusive Right of Use for the purpose of construction one structure from this engineering. 2. Ownership of Engineering Drawings and Calculations: Pacific Northwest Engineering Inc. retains the Title 17 USC Rights and Ownership of these Engineering Documents and all subsequest copies of the engineering. This is not a sale of the original Engineering. 3. Copy and Transfer Restrictions: These technical drawings and calculations are Copyrighted. Unauthorized copying of this Engineering is strictly fobidden. The Engineering is licensed to you only, and may not be transferred to anyone else without the prior written consent of Pacific Northwest Engineering Inc. PLAN SYMBOLS BEAM REFERENCE (FOR CALCULATION #� SHEAR WALL REFERENCE PACKAGE ONLY) V (SEE SCHEDULE) HOLDOWN REFERENCE (SEE HOLDOWN SCHEDULE COPYRIGHT 2005 PACIFIC NORTHWEST ENGINEERING, ALL RIGHTS RESERVED O WINDOW OPENING N.T.S 1. HEADER. 2. TOENAIL 3. 8" O.C. STAGGERED. 4. SOLE PLATE. 5. SILL SHOWN CUT AWAY TO SHOW NAILING. 6. KING STUD. 7. TRIMMER. 8. CRIPPLE STUD. 1. ANCHOR BOLT WITHIN 12' OF EDGE 2. 2 X 6 SILL PLATE. 3. CONCRETE STEM WALL REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 8 2007 City Of Tukwila BUILDING DIVISION , RECEIVED CITY OF TUKWILA MAY 01 2007 PERMITCENTER ORIGINAL STAMP MUST BE RED TO BE VALID The written dimensions on this plan supercede scaled distances. DO NOT 5CAL Any vanations from conditions and dimensions shown on the drawing shall be reported to the designer for resolution prior to proceeding with the work; othervnse, contractor shall be solely responsible for costs of any necessary remedial work. IC) N m CO Cr) LC) LS) N ti 0 d • 1 i " 4 REBAR OUT IS' g 24' O.C. (TYP) l DBL. JOTS -Cie 6'-0' 6'-0 6'-0' $' -0' 6' - 0' 6' -0' 2' - ilk in �I MIP � DIE,L.JOIS IV/ sir II fir fir►► CAWL SPACE DL JOTS 12-1 ' v E' -3' 'J I iiiN111111i ACCSS 1 u I__ ,-3. � I I a r ��� �� 5 -Q' 3' -8' 3 ' 3' -S' 3' -8" 2'- 6.11 I U 4 x8 I F #2 I_ II AA iii Q 4 YPIC ALLOW OPENING FOR FURNACE 4X BEAMS ON 4X PLENUM POSTS ON CONC. FTG'5 24'DIA X 8' THICK PA ' L4' CONC. SLAB ON FTG I/ TYP POST BAS COMPACT SAND GRAVEL BASE SLOPE DN. TO DOOR I __ s 3' J ; EXPAND TO 1 PROVIDE (1) SIMPSON CS16 STRAP 48" MIN EACH SIDE OF SPLICE W/ 8 -16d COMMON NAILS (2) #5 BARS 36" LONG DIAGONALY 0 RE—ENTRANT CORNERS IN STEPPED FOUNDATION WALLS 2x P.T. SILL PLATE 2' MIN. SPLICE MAX STEP HEIGHT 30" VERTICAL PER EACH 36" HORIZONTAL 11111I111 2x CRIPPLE WALL WITH STUDS " O.C.PIFICA S H • INNAILING TIONS IN TO MEET � M ` ` 1 SHEAR WALL ABOVE MINIMUM (2) A.B. — OR PER SHEAR SCHEDULE STEPPED FOUNDATION WALL 2 -2x TOP PLATE REINFORCING PER FO OR RETAINGING WALL SCHEDULE I I 7' CONC. SLAB ` THICKENED ED E POST BASE (2 16 "x8" W /(2) #4 PLACESXTYP) CONTINUOUS 13' -0' TN ICKENED EDGE EDGE OF SLAi3 (2) "4 BARS CONT. IN CONT. FOOTING__ e'DOOR OPENING. 6' -3' R.O. 31' -0' ' 1 4' CANT. FOUNDATION AND SUBFLOOR ENGINEERING DO NOT SCALE, SEE ARCHITECTURAL SHEETS FOR DIMENSIONS 4' CONC. PORCH 6' - 3' RO. SIDING PER ELEVATIONS 15# BUILDING PAPER PER PLAN SHEATHING 4" SOLID PIPE TIGHT LINED INDEPENDENT OF FOOTING DRAIN 4 PERF. FTG DRAIN FOU NDATION DETAIL 1/2" GYP. BD. 5 1/2" BATT INSULATION 2X6 STUDS 0 16 O.C. 3/4" T &G PLYWOOD 1 FLOOR JSTS = --J PER PLAN #4 CONT. BAR #4 VERT. BAR 0 16" O.C. 6 MIL. BLACK VAPOR BARRIER LAP 12" ( AND UP FDN. WALL 12" 2 #4 CONT. BARS 5/8" TYPE 'X' G.W.BD. tj 4" CONC. SLAB 4" GRANULAR FILL 1/2" GYP. BD. 5 1/2" BATT INSULATION 2X6 STUDS 0 16" O.C. 2X6 PR. TR. SILL PLATE W/ 5/8" A.B. PER PLAN & 12 FROM ENDS 3/4" T &G PLYWOOD 6 MIL. BLACK VAPOR BARRIER LAP 12" SEAMS AND UP FDN. WALL 12" 2 #4 CONT. BARS NOTE: 2' - 6" MAX. WALL HT. — REFER TO BSM'T WALL DETAIL IF GREATER 2' MINIMUM SIDECOVER Simpson Strang —Tie PB44 Typ U.N.O. OR SIMILAR POSITIVE CONNECTION TYPICAL COLUMN BASE DETAIL COPYRIGHT 2005 PACIFIC NORTHWEST ENGINEERING, ALL RIGHTS RESERVED SIDING PER ELEVATIONS 15# BUILDING PAPER PER SHEARWALL PLAN SHEATHING 4" SOLID PIPE TIGHT LINED INDEPENDENT OF FOOTING DRAIN 4" PERF. FTG DRAIN 2X STUDS 0 16" O.C. GARAGE FOUNDATION DETAIL #4 CONT. BAR W4 / 4V90'BEND 16" O.C. 2 #4 CONT. BARS PORTAL FRAME DETAIL CONINU ❑US HEADER PER PLAN SHEATHING NAILED WITH 8d €3' GRID PATTERN AS SHOWN SIMPS❑N LST24 EACH END OF DOOR OPENING SHEATHING NAILED TO MIN <2) 2'x WITH 8d @3' O.C. BOTH MEMBERS HOLD DOWN PER PLAN MIN (2) 5/8' A.B. WITH 7' MIN EMBEDMENT AND 2'x2'x3/16' WASHERS RE CO CODE COMPLIANCE E APPROVED JUN 1 8 2001 City Of Tukwila B 1LDING DIY RECEIVED CITY OFTUKWIIA MAY 01 zoo PERJTCE!ITER ORIGINAL STAMP MUST BE RED TO BE VALID • ,'•• 'A 3. The written dimensions on this plan supercede scaled distances. DO NOT SCALE Arry vanations from conditions and dimensions shown on the drawing shall be reported to the designer for resolution prior to proceeding with the work; otherwise, contractor Shall be solely responsible for costs of any necessary remedial work. 2' -5d' 6' HIGH RA KITGNEN DINING -31' LIVING ONE #4 REBAR IN SHEAR CONE Simpson Strong -Tle 1 STHD Corner Installation on Triple Studs STHD14 HOLDOWN DETAIL 1 2'-gr 15 -3' PANTRY Poi 12' HALF WALL al/FINISHED mom FAMILY 22' -0' PATIO GARAGE I :'X o_H. GARAGE DOOR PORTAL FRAME DETAIL 4 49' -0' FIRST FLOOR SHEAR WALLS, HOEDOWNS, AND STRUCTURE DO NOT SCALE, SEE ARCHITECTURAL SHEETS FOR DIMENSIONS Simpson Strong-71.N STHDI4RJ Rh Joist Installation 8><1 O.H. GARAGE DOOR SHEAR WALL SCHEDULE MINIMUM SHEATHING ANCHOR BOTTOM RIM /BLK TO SHEATHING NAILING BOLTS PLATE TOP PLATE 7/16" 058 8d AT 6" O.C. 5/8" AT 4$" O.C. 16d 0 8" 16d 0 4' OR 1/2' CDX EDGES 12' O.C. FIELD 7 7/16/2" . 058 8d AT 3' 0.0. 5/8" AT 36" O.C_ 16d 0 4' 16d 0 3 ", A35 OR 1 CDX EDGES 0 48' O.C. 8" D.C. FIELD 7/16 0513 8d AT 3' O.C. 5/8" AT 36" O.C. 16d 0 4' 18d 0 3 ". A35 w OR 1/2' CDX EONS 3 O 24" O.C. 3x SILL PLATE 6" 0.c FEED WASHERS 7/16~ ow 8d AT4'O.C. 16d OR 1/2" CDX EDGES 5/8" AT 24" O.C. A35 TO MUD 16d 0 3 ", A35 7 80TH SIDES 8" O.C. FIELD 3'x3'xY4' SIL EVERY 0 16" O.C. 3x SILL PLATE WASHERS STUD HOLDOWNS SCHEDULE SIMPSON NAILING ANCHOR STUD NOTES MARK PRODUCT BOLTS BOLTS 4 W/38x16d NONE NONE INSTALL PER STHDI4/STHDI4RJ TO (2) STUDS MFR 7 V (2)c516 STRAPS (28) EACH TH NONE NONE INSTALL PER VVV MST48 STRAP 0( ) 181 EACH N NONE NONE I TMi PER 4 HDQ8-SDS3 NONE SMPSON (20) SDSI4 x3' INSTALL PER 1 SIMPSON W/ 3x or DBL 2x MEMBER SSTB28L W000 SCREWS MFR MIN WIDTH 24' PORTAL FRAME DETAIL C❑NINUOUS HEADER PER PLAN SHEATHING NAILED WITH 8d @3' GRID PATTERN AS SHOWN SIMPSON LSTA24 EACH END OF DOOR OPENING SHEATHING NAILED TO MIN (2) 2'x WITH 8d @3' O.C. BOTH MEMBERS HOLD DOWN PER PLAN MIN (2) 5/8' A.B. WITH 7' MIN EMBEDMENT AND 2 "x2 "x3/16' WASHERS COPYRIGHT 2005 PACIFIC NORTHWEST ENGINEERING, ALL RIGHTS RESERVED RECEIVED CITY OFTUKWILA MAY 01 2007 PERMSTCEMTER ORIGINAL STAMP MUST BE RED TO BE VALIb The written dimensions on this plan supercede scaled distances. DO NOT 5CALf Any variations from conditions and dimensions shown on the drawing shall be reported to the designer for resolution prior to proceeding with the work; otherwise. contractor shall be solely responsible for costs of any necessary remedial work BED ROOM 14' -9' BED ROOM M. B�4TIN 4' -10' 441 Akk#dh4.§ X3,0 HALF UAL 13' -O' 14' -0" UTIL. MAIN BEDROOM BEDROOM M;h.'- -^—- -- •.'5n:d0'1.dx�nt1'nw:t9 SECOND FLOOR SHEAR WALLS, HOLDOWNS, AND STRUCTURE DO NOT SCALE, SEE ARCHITECTURAL SHEETS FOR DIMENSIONS ATTACH BOT. PLATE TO GIRDER WITH A35 0 16" O.C. SHEAR WALL SCHEDULE MINIMUM SHEATHING ANCHOR BOTTOM RIM /BLK TO SHEATHING NAILING BOLTS PLATE TOP PLATE 7/16' OSB 84 AT 6' O.0 5/8' AT 48' O.C. 16d 68 " 16d 04" OR 1/2' CDX EDGES 12" O.C. FIELD ® 7/16' 056 8d AT 4' O.0 5/8' AT 36' O.C. 16d 04" 16d 02" aR 1/2" CDX EDGES 8" O.C. FIELD 7/16' OSB 8d AT 3' 6' O.C. 5/8' AT 3 O.0 16d 04' 16d O2" OR 1/2" CDX EDGES 3'x3 "xY" 3x SILL PLATE 6" O.C. FIELD WASHERS 7/16 093 8d AT 4'O.C. 16d OR 1/2' CDX EDGES 5/8' AT 24" O.C. A35 TO MUD 16d 02" 7 BOTH SIDPLAES TE 8' O.C. FIELD 3'x3'xYi WASHERS SL (46) EACH MFR 4 EVERY 3x S STUD HOLDOWNS SCHEDULE MARK SIMPSON NAILING ANCHOR STUD NOTES PRODUCT BOLTS BOLTS W/38x16d NONE NONE INSTALL PER 5THD14 /STHDI4RJ TO (2) STUDS MFR 7 TO(2) STUDS 1NTH NONE NONE INSTALL PER (2)0818 STRAPS (28) lOd EACH MFR MST48 STRAP TO(2) 18hDS MTh NONE NONE w PER HDOB -& S3 NONE SIMPSON (20) SD53I'x3" INSTALL PER VI SIMPSON W/ 3x OR DBL 2x MEMBER SSTB28L WOOD SCREWS MFR COPYRIGHT 2005 PACIFIC NORTHWEST ENGINEERING, ALL RIGHTS RESERVED 2 CS16 HOEDOWN DETAIL RECEIVED CITY OFTUKWILA MAY 01 2001 PEI TCE T ORIGINAL STAMP MUST BE RED TO BE VALID S. " Pr Ato EXPIRES: 05 / 08 / 09 The written dimensions on this plan supersede scaled distances. D0 NOT SCAM Any vanatlons from conditions and dimensions shown on the drawing shall be reported to the designer for resolution pnor to proceeding with the work; otherwLae, contractor shall be solely responsible for costs of any necessary remedial work. ' 7 BED ROOM 14' -9' BED ROOM M. B�4TIN 4' -10' 441 Akk#dh4.§ X3,0 HALF UAL 13' -O' 14' -0" UTIL. MAIN BEDROOM BEDROOM M;h.'- -^—- -- •.'5n:d0'1.dx�nt1'nw:t9 SECOND FLOOR SHEAR WALLS, HOLDOWNS, AND STRUCTURE DO NOT SCALE, SEE ARCHITECTURAL SHEETS FOR DIMENSIONS ATTACH BOT. PLATE TO GIRDER WITH A35 0 16" O.C. SHEAR WALL SCHEDULE MINIMUM SHEATHING ANCHOR BOTTOM RIM /BLK TO SHEATHING NAILING BOLTS PLATE TOP PLATE 7/16' OSB 84 AT 6' O.0 5/8' AT 48' O.C. 16d 68 " 16d 04" OR 1/2' CDX EDGES 12" O.C. FIELD ® 7/16' 056 8d AT 4' O.0 5/8' AT 36' O.C. 16d 04" 16d 02" aR 1/2" CDX EDGES 8" O.C. FIELD 7/16' OSB 8d AT 3' 6' O.C. 5/8' AT 3 O.0 16d 04' 16d O2" OR 1/2" CDX EDGES 3'x3 "xY" 3x SILL PLATE 6" O.C. FIELD WASHERS 7/16 093 8d AT 4'O.C. 16d OR 1/2' CDX EDGES 5/8' AT 24" O.C. A35 TO MUD 16d 02" 7 BOTH SIDPLAES TE 8' O.C. FIELD 3'x3'xYi WASHERS SL (46) EACH MFR 4 EVERY 3x S STUD HOLDOWNS SCHEDULE MARK SIMPSON NAILING ANCHOR STUD NOTES PRODUCT BOLTS BOLTS W/38x16d NONE NONE INSTALL PER 5THD14 /STHDI4RJ TO (2) STUDS MFR 7 TO(2) STUDS 1NTH NONE NONE INSTALL PER (2)0818 STRAPS (28) lOd EACH MFR MST48 STRAP TO(2) 18hDS MTh NONE NONE w PER HDOB -& S3 NONE SIMPSON (20) SD53I'x3" INSTALL PER VI SIMPSON W/ 3x OR DBL 2x MEMBER SSTB28L WOOD SCREWS MFR COPYRIGHT 2005 PACIFIC NORTHWEST ENGINEERING, ALL RIGHTS RESERVED 2 CS16 HOEDOWN DETAIL RECEIVED CITY OFTUKWILA MAY 01 2001 PEI TCE T ORIGINAL STAMP MUST BE RED TO BE VALID S. " Pr Ato EXPIRES: 05 / 08 / 09 The written dimensions on this plan supersede scaled distances. D0 NOT SCAM Any vanatlons from conditions and dimensions shown on the drawing shall be reported to the designer for resolution pnor to proceeding with the work; otherwLae, contractor shall be solely responsible for costs of any necessary remedial work. O r — • 1 I Q r — r 6 "x8" DF#2 Wl --- k I I L T r Ir - --- 1 L -- + - - --I H — —II ---- J - - - -- _1. � = — I BUJ 4"x10 _..— 7 6 "x8" DF#2 DR HIDE O N 1— 1 1 I II I II I II I I T HDR HDR JI 4X4 POST W /APPROVED POST TO BEAM CONNEC DBL. JOISTS J 6"x8 D DF#2 I HR J L J 6"x8" DF#2 1 n L HDR JJ FLUSH SEAM' /•4 "x12" DF / "14 "x12" DFj2 r 6 "x8" DF#2 • HDR T NDR HDR 4"x8" DF#2 r o BEAM STAIRWELL OPENING N BEARING WAL J W) 6"x8" DF#2 DBL. JOISTS • -r X /DBL. J I5TS II I I 4 "x8� DF BEAM OPTION 5 —)x18" J DBL. BLOCKING N 'BETWEEN JOISTS UNDER WALL. r SIMPSON IUT ANGER APPROVED \GIRDER TRUSS TO CAR J015T HANGERS FLOOR 4 ROOF LOADS. _SEE ROOF FRAMIpl(.PL SIMPSON HGUS5.5 /12 FOR BM OPTION 1 1 GIRDER TRUSS I 1 SEE ROOF FRAMING P I m . SIMPSON HUS48 i 1 SECOND FLOOR FRAMING ENGINEERING DO NOT SCALE, SEE ARCHITECTURAL SHEETS FOR DIMENSIONS -1 D REVIEWED FOR CODE APPROVED 11]14 18 2 City Of l'uloVila B COPYRIGHT 2005 PACIFIC NORTHWEST ENGINEERING, ALL RIGHTS RESERVED RECEIVED CITY OFTIUKWIIA MAY 01 2007 FERMITCEMTER ORIGINAL STAMP MUST BE RED TO BE VALID The written dimensions on this plan supercede scaled distances. DO NOT SCALE Any variations from conditions and dimensions Shown on the drawing shall be reported to the designer for resolution prior to proceeding with the work; otherwise. contractor shall be solely responsible for costs of any necessary remedial work. F- i J r • w �J H V H Z 1-U w .Z H L Q w 0- 6 "x8 DF _ NCR JACK Tiz.isy 24' 0.C.- APPROVED POST /BEAM CONNECTOR II II JL__J - �lf ----1 40' -0' SPAN / 24' O.C. R1.155E5 fo 24' O.0 MONO GIRDER TRUSS /12 PITCH (TYP) TRUSSES m TTY - 1 - 1 — I �l f� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11J1—I_1_I_LLL11JH GIRDER TRUSS ROOF TRUSSES BY OTHERS 13' -0 SP/ NDR 4 "x12" DF02 PAN /TRUSSES a 24' O. DO NOT SCALE, SEE ARCHITECTURAL SHEETS FOR DIMENSIONS ROOF FRAMING ENGINEERING 18' TYP 1 N /TRUSSES 24'IG.C. RIDGE GIRDER TRU^r,.° TO Chi 2R FLOOR 4 ROOF LOADS. HALF GIRDER TRUSS 'I O CARRY ROOF LOADS. HD R3 3- 8 "x15" GL.B C Simpson Strong -Tie H2.5 typ U.N,❑, TYPICAL SHEAR DETAIL FOR RAFTERS TO TOP PLATE TYPICAL SHEAR DETAIL HTC4 GIRDER TO TOP PLATE TYPICAL SHEAR DETAIL SIMPSON LGT2 GIRDER TO TOP PLATE APA RATED SHEATHING GRADE PANELS. NAIL AT 6 ON CENTER EDGE. VERTICAL PANEL DIMENSION PERPENDICULAR TO SUPPORTS STAGGER END JOINTS OF ALL ROOF SHEATHING PANELS GABLE END TRUSSES SHALL BE SHEATHED WITH 7/16" OSB. TYPICAL ROOF SHEATHING DETAIL RECEIVED CITY OFTUKWIlA MAY 01 2001 PERT CCENTER COPYRIGHT 2005 PACIFIC NORTHWEST ENGINEERING, ALL RIGHTS RESERVED ORIGINAL STAMP MUST BE RED TO BE VALID The written dimensions on this plan supercede scaled distances. DO NOT SCALE Any variations from conditions and dimensions shown on the drawing shall be reported to the designer for resolution pnar to proceeding with the work; otherimse, contractor shall be solely responsible for cysts of any necessary remedial work. SURVEYOR SCHROETER LAND SURVEYING P.O. BOX 813 SEAHURST, WASHINGTON 98062 PH: (206) 242 -6621 FAX (206)243 -9679 SURVEYOR'S NOTES FIELD DATA FOR THIS SURVEY WAS OBTAINED BY DIRECT FIELD MEASUREMENTS. ANGULAR AND LINEAR RELATIONSHIPS WERE MEASURED WITH A SIX SECOND THEODOLITE AND ELECTRONIC DISTANCE MEASURING DEVICE, SUPPLEMENTED BY A STEEL TAPE. THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF PARTIES WHOSE NAMES APPEAR HEREON ONLY, AND DOES NOT EXTEND TO ANY UNNAMED THIRD PARTIES WITHOUT EXPRESS RECERTIFICATION BY THE LAND SURVEYOR. LEGAL DESCRIPTION BEGINNING AT A POINT 180.6 FEET SOUTH AND 237.63 EAST OF THE NORTHWEST CORNER OF LOT 56, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 74, RECORDS OF KING COUNTY, WASHINGTON; RUNNING THENCE NORTH 95 FEET TO THE TRUE POINT OF BEGINNING; THENCE EAST TO THE EAST LINE OF SAID TRACT; THENCE NORTHERLY ALONG SAID EAST UNE OF SAID TRACT; THENCE NORTHERLY ALONG SAID EAST LINE TO THE NORTHEAST CORNER OF SAID TRACT; THENCE WESTERLY ALONG THE NORTHERLY LINE OF SAID TRACT TO A POINT DUE NORTH OF THE TRUE POINT OF BEGINNING; THENCE SOUTH TO THE TRUE POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. GULLY SHORT PLAT A PORTION OF THE NW 1/4 OF THE NE 1/4, OF SEC. 15, TWP 23N., RGE. 4E., W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON i_ + + co 6,7 painted CL i 1 cn EX. CB, TYPE 1 rim = 45.2' inv(12 "ADS(W) =43.3' inv(12 "ADS(SE) =43.0 EX. 6 "0 WATER LINE C, - N . y . \\N\ ME _ —q.27 R \r' 4 2.7 SE end 12 "ADS Top = 43.6 / ( ix r goy 1 painted CL Q 1 1 1 1 c7< EX. 8 "0 DI CL52 WATER UNE wJu App' hmSr+f SCALE 1" = 20' 20' 0 10' 20' 40' r2Of N . , S 127TH p,, rn; •1 Tx yr 'Q 5 = '1 ' - co. sr 2 s S tsiti 5 SITE ADDRESS: 130XX MACADAM ROAD TUKWILA, WASHINGTON 98168 ZONING VICINITY MAP N TS LDR — LOW DENSITY RESIDENTIAL DISTRICT MINIMUM LOT SIZE 6,500' SF BUILDING SETBACKS FRONT. YARD = 20 FEET SIDE YARD = 5 FEET REAR YARD = 5 FEET BUILDING HEIGHT C C C C 0 z 1- 11 I EXPIRES 09/20/06 SURVEYOR'S NOTES THE LOCATION OF UTII IT1FS 45 SHOWN SFRVINO T- r SI !p irn PROPERTY HAVE BEEN TAKEN FROM PUBLIC RECORDS. WE CANNOT CERTIFY TO THEIR ACCURACY AND /OR COMPLETENESS. BEFORE COMMENCING CONSTRUCTION INVOLVING EXCAVATION OR REMOVAL OF EXISTING STRUCTURES, CALL A LOCATING SERVICE OR 1- 800 - 424 -5555 FOR UNDERGROUND UTILITY LOCATIONS. FIELD DATA FOR THIS SURVEY WAS OBTAINED BY DIRECT FIELD MEASUREMENTS. ANGULAR AND LINEAR RELATIONSHIPS WERE MEASURED WITH A SIX SECOND THEODOLITE AND ELECTRONIC DISTANCE MEASURING DEVICE, SUPPLEMENTED BY A STEEL TAPE. CONTOURS AS SHOWN HAVE BEEN INTERPOLATED BETWEEN SPOT ELEVATIONS, ACTUAL GROUND SURFACE MAY VARY. THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF PARTIES WHOSE NAMES APPEAR HEREON ONLY, AND DOES NOT EXTEND TO ANY UNNAMED THIRD PARTIES WITHOUT EXPRESS RECERTIFICATION BY THE LAND SURVEYOR. UTILITY NOTES THE LOCATION OF PRIVATE UTILITIES AS SHOWN SERVING THE SUBJECT PROPERTY HAVE BEEN OBTAINED FROM INFORMATION PROVIDED BY THE CUENT AND HAVE NOT BEEN PHYSICALLY LOCATED IN THE FIELD. SANITARY SEWER AND WATER UTILITIES WITHIN THE PUBLIC ROW HAVE BEEN SHOWN ON THE PLANS WITH RESPECT TO EXISTING ASBUILT RECORDS OBTAINED FROM VAL VUE SEWER DISTIRCT AND CITY OF TUKWILLA RESPECTIVELY. SCHWEIKL AND ASSOCIATES, PLLC CANNOT CERTIFY TO THEIR ACCURACY AND /OR COMPLETENESS. THE CONTRACTOR SHALL CONFIRM ALL EXISTING UTIUTY CONNECTIONS PRIOR TO THE INSTALLATION OF THE PROPOSED UTILITIES. BEFORE COMMENCING CONSTRUCTION INVOLVING EXCAVATION OR REMOVAL OF EXISTING STRUCTURES, CALL A LOCATING SERVICE OR 1 -800- 424 -5555 FOR UNDERGROUND UTILITY LOCATIONS. FIBER OPTICS THE CONTRACTOR SHOULD BE AWARE THAT FIBER OPTIC LINES ARE PRESENT IN BOTH THE S. 130TH STREET AND 42ND AVEAVENUE SOUTH RIGHT —OF —WAYS. LOCATION OF THE UNES WERE NOT FIELD LOCATED NOR WERE ASBUILTS AVAILABLE AT THE TIME OF CIVIL ENGINEERING DOCUMENT PREPARATION. IMPERVIOUS SURFACES LOT 1 1925 HOUSE 405 DRIVEWAY 171 PORCH 2501 SF LOT 2 1902 HOUSE /SHED 521 DRIVEWAY 135 STAIRS 2558 SF IMP COVERAGE 31.54% 35.00% TOTAL 5,628 SF 33.20% C -4 EROSION CONTROL NOTES AND DETAILS C -5 NOTES AND DETAILS C -6 NOTES AND DETAILS CALL 48 HOURS BEFORE YOU DIG 1 -800- 424 -5555 Designed: Drawn: Checked: BAS BAS BAS Scale: Date: Job No.: 1" = 20' 12/16/05 05049 Sheet No.: C-1 1 of 6 Sheets SCALE: 1' = 20' EARTHWORK QUANTITIES CUT VOLUME 471 CY FILL VOLUME 250 CY Existing House #13017 SITE PLAN GARAGE LOWER LB E1_ 46.5 ` �wiPINMPI•Pwloriwiwq•Pqw N89'11/59 "W 129.46 <500 CY TOTAL EARTH MOVEMENT (471 CY CUT MAXIIMUM. 250 CY FILL FROM ONSITE CUT MATERIAL ONSITE LOT AREAS LOT 1 7,930 SF LOT 2 7,309 SF BUILDING IMPERVIOUS SURFACES LOT 1 1925 HOUSE North end 12" ADS Top = 43 -4' IMPERVIOUS SURFACE CALCULATIONS IMP COVERAGE 24.27% LOT 2 1902 HOUSE 26.02% 0 74 30 FEET MAXIMUM PARCEL No.: 134000084 3 TOTAL SHORT PLAT AREA 15,239 SF PROPOSED LOT AREAS LOT 1 LOT 2 UTILITIES NATURAL GAS: ELECTRICITY: TELEPHONE: CABLE: WATER: SEWER: 7,930 SF 7,309 SF SHEET INDEX PUGET SOUND ENERGY SEATTLE CITY LIGHT QWEST COMCAST CABLE KC WATER DISTRICT #125 VAL VUE SEWER DIST. C--1 COVER SHEET C -2 TEMPORARY EROSION AND DEMOLITION PLAN C -3 GRADING AND UTILITIES PLAN RECEIVED rw ,;,-;-;E f L iiU0 TUKWILA PUBLIC WORKS RECEIVED FEB 0 7 2006 r'rriliVILJNI] i ElL co e J > i r c .0 J W H CC CL U 0 0 co C) INSTALL STABILIZED CONSTRUCTION ENTRANCE SEE DETAIL SAWCUT EX. ASPHALT PAVEMENT 1' INSIDE DC EOP OR WHERE INDICATED ON THE PLAN DEMOLOISH EX ASPHALT PAVEMENT AND DISPOSE OF MATERIAL AT AN APPROVED RECEIVING FACILITY. LIMITS OF CONSTRUCTION (TYPICAL) + CD GULLY SHORT PLAT A PORTION OF THE NW 1/4 Of THE NE 1/4, OF SEC. 15, TWP 23N., RGE. 4E., W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON rn TW -59.0 BW =58.3 BW= •. TW =6 EX. CO, TYPE 1 rim = 45.2' inv(12 "ADS(W) =43.3' inv(12 "ADS(SE) =43.0 EX. 6 "0 WATER LINE — —. SE end 12 "ADS Top = 43.6 7 / � GV INSTALL CATCH BASIN SEDIMENT PROTECTION SEE DETAIL TREE TO BE PROTECTED. DO NOT ALTER EXISTING GROUND ELEVATION WITHIN 20' OF THE TRUNK OF THE TREE LIMIT THE AMOUNT OF EQUIPMENT USAGE IN THIS AREA TO A BARE MINIMUM. - EX. 8 "0 DI CL52 WATER LINE SILT FENCE, SEE DETAIL (TYPICAL) � 1 r REMOVE EXISTING TREE SCALE 1" = 20' 20' 0 10' 20' 40' C C 0 C C 0 U3 0 cc 0 2 L'42 '06 I EMPIRES 09/20/08 1 = 6 0 5 Q� 2ND FIR =7s 5 HYDROSEED DISTURBED A'EAS SEE EROSION CONTROL D PICAL SEEDING NOTES SHEET C 4 PROPOSED ROCK WALL ELEVATIONS (TYPICAL) Q 0 r le + co BW = _ 5.00 TIN -62. BW =60. TW =625 BW =62.0 r7 SILT FENCE, SEE DETAIL (TYPICAL) N 891 TW -53.5 BW •.5 SCALE: 1' = 20' Existing House #13017 0 SITE PLAN North end 12" ADS op = 43.4' LIMITS OF CONSTRUCTION (TYPICAL) SILT FENCE, SEE DETAIL (TYPICAL) EXISTING CONCRETE RETAINING WALL TO BE RETAINED. CONTRACTOR TO POTHOLE TO INVESTIGATE DEPTH OF WALL FOOTING AND REPORT FINDING TO CIVIL ENGINEER PRIOR DRIVEWAY OR FOUNDATION PLACEMENT ON LOT 2 cat who pA,$tIl' SAWCUT EX. ASPHALT PAVEMENT 1' INSIDE EX. EOP OR WHERE INDICATED ON THE PLAN DEMOLOISH EX ASPHALT PAVEMENT AND DISPOSE OF MATERIAL AT AN APPROVED RECEIVING FACILITY. EARTHWORK QUANTITIES CUT VOLUME 471 CY FILL VOLUME 250 CY <500 CY TOTAL EARTH MOVEMENT (471 CY CUT MAXIIMUM. 250 CY FILL FROM ONSITE CUT MATERIAL )1) rum W 07 RECEIVED FFR 0 7 2aas' CALL 48 HOURS BEFORE YOU DIG 1 -800- 424 -5555 a Lu m �J O CL O CC 0 I. < =ezt irk .1 cc I. I--- C ...� a v M CO ( H CO ect O CC CC W O 0 0 0 W W CD 4 a W CC CC W W C-1 W C) Designed: BAS Drawn: BAS Checked: BAS Scale: 1" = 20' Date: 12/16/05 Job No.: 05049 Sheet No.: C-2 2 of 6 Sheets PAVEMENT RESTORATION SEE DETAIL "0 DOMESTIC WATER METER AND RESIDENTIAL METER CONNECTION SEE DETAIL PRIVATE ASPHALTIC CONCRETE PAVEMENT SECTION SEE DETAIL 5' THICK CEMENT CONCRETE DRIVEWAY PAD ROCK WALL SEE DETAIL SSCO; 2, 6'o RIM =60.00 IE+55.00 ROCK WALL SEE DETAIL 4855 PVC ROOF' DRAIN PIPE 0 0.50% MIN. INSTALL 4'0 ROOF DRAIN CCEANOUTS AS (TYPICAL) 551F CO PVC SDR 35 SS SERVICE ©25.27% U U ca GULLY SHORT PLAT A PORTION OF THE NW 1/4 OF THE NE 1/4, OF SEC. 15, TWP 23N., RGE. 4E., W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON TW =62.5 BW =620 SLOPE SHOW. 4. WP BW=6 fr co ',- -I— EX. CB, TYPE 1 rim = 45.2' inv(12 "ADS(W) =43.3' inv(12" ADS(SE) =43.0 EX. CO WATER LINE — ---, ROCK WALL SEE DETAIL �� SE end 12 "ADS r ' Top = 43.6 r _b / ( ,o/ ^, -� ® tx g uy 311F 4"o PVC ©25.81% 10 LF OF PERFORATED TIGHTUNE CONNECTION, IE =46.0 4 "0 EXISTING CONCRETE RETAINING WALL TO BE RETAINED. CONTRACTOR TO POTHOLE TO INVESTIGATE DEPTH OF WALL FOOTING AND REPORT FINDING TO CIVIL ENGINEER PRIOR DRIVEWAY OR FOUNDATION PLACEMENT ON LOT 2. 14LF 4 PVC 00.50% MIN. DEFLECT PIPE VERTICALLY AS REQUIRED TO PASS UNDER EX. ROCK WALL W /1' OF COVER. DAYLIGHT 4'0 PVC ROOF DRAIN IE =41.6, INSTALL TYPICAL RIPRAP OUTFALL, SEE DETAIL© EX. 8 "0 DI CL52 WATER LINE SSC0#1, CO STA: 1 +09, (6' DEEP, ASBUILT RECORDS) RIM= 47.1 IEt41.1 CONTRACTOR SHALL VERIFY CONNECTION POINT PRIOR TO INSTALLING SS SREVICES. ±16LF EXISTING SANITARY SEWER SERVICE ( ASBUILT RECORDS) 33LF CO PVC SOR 35 5S SERVICE @2.00% PROVIDE 10' PRIVATE SANITARY SEWER EASEMENT 10 LF OF PERFORATED 11GHTLINE CONNECTION, IE= 46.0 4 DAYLIGHT 4.0 PVC ROOF DRAIN IE =41.6, INSTALL TYPICAL RIPRAP OUTFALL„ SEE DETAIL SEE DETAIL 14LF 4 PVC ®0.50% MIN. DEFLECT PIPE VERTICALLY AS REQUIRED TO PASS UNDER EX. ROCK WALL W /1' OF COVER. INSTALL TYPICAL RIPRAP OUTFACE, SEE DETAIL 9LF 12 "0 CONCRETE CULVERT IEt 42.1, MIN 0.50% INSTALL DEBRIS BARRIER, SEE DETAIL North end 12" ADS p = 43.4' PAVEMENT RESTORATION SEE DETAIL PRIVATE ASPHALTIC CONCRETE PAVEMENT SECTION _� DOMESTIC WATER METER AND RESIDENTIAL METER CONNECTION SEE DETAIL CUT VOLUME FILL VOLUME 471 CY 250 CY UTILITY NOTES SCALE 1" = 20' 20' 0 10' 20' 40' EARTHWORK QUANTITIES <500 CY TOTAL EARTH MOVEMENT (47t CY CUT MAXIIMUM. 250 CY FILL FROM ONSITE CUT MATERIAL C44yrl c /ger7 THE LOCATION OF PRIVATE UTILITIES AS SHOWN SERVING THE SUBJECT PROPERTY HAVE BEEN OBTAINED FROM INFORMATION PROVIDED BY THE CLIENT AND HAVE NOT BEEN PHYSICALLY LOCATED IN THE FIELD. SANITARY SEWER AND WATER UTILITIES WITHIN THE PUBLIC ROW HAVE BEEN SHOWN ON THE PLANS WITH RESPECT TO EXISTING ASBUILT RECORDS OBTAINED FROM VAL WE SEWER DISIIRCT AND CITY OF TUKWILLA RESPECTIVELY. SCHWEIKL AND ASSOCIATES, PLLC CANNOT CERTIFY TO THEIR ACCURACY AND /OR COMPLETENESS. THE CONTRACTOR SHALL CONFIRM ALL EXISTING UTILITY CONNECTIONS PRIOR TO THE INSTALLATION OF THE PROPOSED U11LJ11ES. BEFORE COMMENCING CONSTRUCTION INVOLVING EXCAVATION OR REMOVAL OF EXISTING STRUCTURES, CALL A LOCATING SERVICE OR 1 -800- 424 -5555 FOR UNDERGROUND UTILITY LOCATIONS. RECEIVED [ FEB 07 2006 COMMUNITY DEVELOPMENT CALL 48 HOURS BEFORE YOU DIG 1 -800- 424 -5555 09/20/08 W a W 0 1 -. -- N LIJ 4 = 0 N �i J � 0 1_u O i _ < °C ~ C/) (O aa ZN1( 0 N p > c 2 122 Llj ul z = Q n U ED coo 0W Cal IC C I- 2 a 0 m 0 0. 1- w w EC Designed: BAS Drawn: BAS Checked: BAS Scale: 1" = 20' Date: 12/16/05 Job No.: 05049 Sheet No.: C-3 3 of 6 Sheets STORM DRAINAGE NOTES t ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH CITY STANDARDS AND THE MOST CURRENT COPY OF THE STATE OF WASHINGTON STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION (WSD07 /APWAI AND AS AMENDED BY THE CITY OR THE STATE. 2. TEMPORARY EROSION /WATER POLLUTION PREVENTION MEASURES SHALL BE REQUIRED IN ACCORDANCE WITH SECTION 1- 07.15, AS MODIFIED BY THE APWA SUPPLEMENT, OF THE CURRENT STATE OF WASHINGTON STANDARD SPECIFICATIONS AND THE CITY OF TUKWILA STORM WATER MANAGEMENT MANUAL SHOULD THE TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES AS SHOWN ON THIS DRAWING NOT PROVE ADEQUATE TO CONTROL EROSION AND SEDIMENTATION, THE APPLICANT / CONTRACTOR SHALL INSTALL ADDITIONAL FACILITIES AS NECESSARY TO PROTECT ADJACENT PROPERTIES, SENSITIVE AREAS, NATURAL WATER COURSES, AND /OR STORM DRAINAGE SYSTEMS. 3. CALL THE UNDERGROUND LOCATE LINE 1- 800 -424 -5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATIONS. 4. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO APPROVED PLANS ON FILE WITH THE CITY. ANY SIGNIFICANT DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE CITY. 5. A COPY OF THE APPROVED STORM WATER PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. ALL EROSION CONTROL AND STORM WATER FACILITIES SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE CONTRACTOR DURING CONSTRUCTION. 7. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND OTHER RELATED OR REQUIRED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN THE MUNICIPALITY'S RIGHT -OF -WAY. IT SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL REQUIRED PERMITS PRIOR TO AN GENERAL NOTES (For Private Development) 1. ALL MATERIALS AND WORKMANSHIP IN CITY OF TUKWILA RIGHT -OF -WAY SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS FOR THE LATEST STATE OF WASHINGTON DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION AND CITY OF TUKWILA PUBLIC ROAD STANDARDS. 2 IT WILL BE THE APPLICANTS OR HIS AGENTS RESPONSIBILITY TO CONTACT ALL UTILITY COMPANIES TO COORDINATE CONSTRUCTION. ALL UTILITY RELOCATION WORK SHALL BE AT THE EXPENSE OF THE APPLICANT AND MUST BE IN ACCORDANCE WITH THE STANDARDS OF THE CITY. 3. BURIED UTILITIES ARE SHOWN N THEIR APPROXIMATE LOCATION. THE APPUCANT OR HIS CONTRACTOR SHALL HAVE THE U11U11ES VERIFIED ON THE GROUND PRIOR TO ANY CONSTRUCTION. 4. ANY REVISIONS TO THESE PLANS MUST BE REVIEWED AND APPROVED BY THE CITY OF TUKWILA ENGINEERING SECTION PRIOR TO ANY IMPLEMENTATION IN THE FIELD. 5. UPON COMPLETION OF THE PROJECTS PRIVATE STORM DRAINAGE SYSTEM, A "LEI lit? OF COMPLETION," SIGNED AND STAMPED BY A PROFESSIONAL ENGINEER IN THE STATE OF WASHINGTON, MUST BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO ISSUANCE OF A FINAL OCCUPANCY PERMIT AND PRIOR TO RELEASE OF ANY FINANCIAL GUARANTEE POSTED BY THE APPLICANT. 6. BEFORE WORKING IN THE CITY RIGHT -OF -WAY, THE APPLICANT SHALL A OBTAIN A GENERAL PERMIT FROM THE CITY. B. SUBMIT A FINANCIAL GUARANTEE TO THE CITY TO ASSURE SATISFACTORY COMPLETION OF THE WORK. 4 NOT -TO -SCALE 2 " Y GULLY SHORT PLAT A PORTION OF THE NW 1/4 OF THE NE 1/4, OF SEC. 15, TWP 23N., RGE. 4E., W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON vvvvvvvvvvvvvvvvv 7 V V V V V V V V V V V V V V V V V VVVVVVvvvvvvVVVV va avv It' 4 Q°oa 9, NOTE ALL SUBGRADE MATERIALS SHALL BE COMPACTED TO 95% MIN. DENSITY. CLASS B ASPHALTIC CONCRETE (5-04) CRUSHED SURFACING TOP COURSE (4.04) COMPACTED SUBGRADE * DEPTHS SHOWN ARE COMPACTED DEPTHS PRIVATE ASPHALTIC CONCRETE PAVEMENT SECTION 0 0 000 VARIES OUTFALL PIPE m 0 D z 05 CONSTRUCTION. THE CONTRACTOR SHALL ABIDE BY ALL REQUIREMENTS FOR TRAFFIC CONTROL & SAFETY WHEN WORKING IN THE ROAD RIGHT -OF -WAY. 8. THE CONTRACTOR SHALL NOTIFY THE PROJECT ENGINEER IN THE EVENT OR DISCOVERY OF POOR SOILS, STANDING GROUNDWATER, OR SEVERE DISCREPANCIES FROM SOIL LOG DESCRIPTIONS AS NOTED ON THE PLANS. 9. FOR PUBLIC SYSTEMS, THE CONTRACTOR SHALL CALL FOR INSPECTION 48 HOURS PRIOR TO COVERING ANY DRAINAGE STRUCTURE. 10. ALL DRAINAGE STRUC I URES. SUCH AS CAT CH BASINS AND MANHOLES, NOT LOCATED WITHIN A TRAVELED ROADWAY OR SIDEWALK, SHALL HAVE SOLID LOCKING LIDS. ALL DRAINAGE STRUCTURES ASSOCIATED WITH A PERMANENT RETENTION /DETENTION FACILITY SHALL HAVE SOLID LOCKING LIDS. C. PROVIDE PROOF OF UABIUTY INSURANCE IN AN AMOUNT REQUIRED BY THE CITY. 7. THE CONTRACTOR SHALL NOTIFY THE APPLICANTS ENGINEER IN THE EVENT OR DISCOVERY OF POOR SOILS, STANDING, GROUNDWATER, OR SEVERE DISCREPANCIES FROM SOIL LOG DESCRIPTIONS AS NOTED ON THESE PLANS. 8. EXCAVATION STANDARDS CUT SLOPES SLOPES SHALL NOT BE SILLIER THAN 2 HORIZONTAL TO 1 VERTICAL, OR AS RECOMMENDED BY A SOILS ENGINLLn. r O.C. MAX. BAR SPACING 1/2" GALV. BOLTS EXISTING AND /OR PLAN . v 11. PIPE MATERIALS SHALL BE AS SPECIFIED ON THE PLANS, IF NOT SPECIFIED ON THE PLANS THE CONTRACTOR SHALL CHOOSE FROM THE FOLLOWING LIST. THE CONTRACTOR SHALL UTILIZE ONLY ONE PIPE MATERIAL TYPE FOR THE SAME SIZE PIPE BETWEEN STRUCTURES. PIPE JOINTS MUST BE OF THE SAME MATERIAL AS THE PIPE AND PIPE GASKETS ARE TO BE PROVIDED. A. PVC CONFORMING TO ASTM D 3034, SDR 35.. MN. COVER 3 FEET. B. 12 -INCH AND SMALLER, PLAIN CONCRETE STORM SEWER PIPE CONFORMING TO WSDOT 7 -042, CLASS III. C. 15 -INCH AND LARGER, REINFORCED CONCRETE STORM SEWER PIPE CONFORMING TO WSDOT 7 -04.2. CLASS IV. D. CORRUGATED DOUBLE WALL, HIGH DENSITY POLYETHYLENE DRAIN TUBING (4" -101 AASHTO M252 OR DRAIN PIPE (12" -361 AASHTO M294. NOTE ADS N -12 PIPE SHALL HAVE A MINIMUM OF 2' OF COVER OR PROVIDE BACKFILL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, SEE NOTE 12 BELOW. 12. ADS N-12 WITH LESS THAN 2' OF COVER BUT GREATER THAN OR EQUAL TO 1' OF COVER, SHALL BE BACKFILLED AS LISTED BELOW FOR H2O LIVE LOADS, AS CALCULATED USING LOAD FACTOR DESIGN PER AASHTO PROCEDURES. A. SOIL DENSITY SHALL BE 120 POUNDS PER CUBIC FOOT. B. BACKFILL AROUND THE PIPE MUST BE COMPACTED TO A DENSITY OF 90% PER AASHTO T -99. C. USE REASONABLE CARE IN HANDLING AND INSTALLATION. D. COVER LIMITATIONS ARE MEASURED FROM THE TOP OF THE PIPE. E. USE OF CDF IS ACCEPTABLE. 13. CATCH BASINS SHALL CONFORM TO THE FOLLOWING WSDOT STANDARD PLANS: ALL WS SHALL BE TYPE! UNLESS OTHERWISE SPECIFIED AND SHALL BE STENCILED PER DETAIL 9 ON SHEET C10. A. TYPE 1 - PLAN B -1. B. TYPE 2, 72 INCH AND 96 INCH - PLAN 13-1f. C. TYPE 1 -L, PLAN B1 -A. D. TYPE 2, 48 INCH AND 54 INCH - PLAN B -1e. E. All CATCH BASINS SHALL HAVE A METAL FRAME & GRATE PLAN B -2A OR B -26 NOTE ALL TYPE 2 CATCH BASINS 4' OR GREATER IN HEIGHT SHALL HAVE A STANDARD LADDER. 14. UNLESS OTHERWISE SPECIFIED ON PLANS, ALL ROOF DRAINS SHALL BE RIGID 6 -INCH PVC OR LARGER CONFORMING TO ASTM D 3034, SDR 35. SUFFICIENT CLEANOUTS SHALL BE INSTALLED SO THE SYSTEM IS EASILY MAINTAINED. THE CONTRACTOR SHALL KEEP A DIMENSIONED RECORD OF ALL PIPES AND CLEANOUTS AND SUBMIT IT TO THE OWNER AND /OR SCHWEIKL AND ASSOCIATES, PLLC, UPON COMPLETION OF THE WORK. 15. ALL BUILDING ROOF DRAIN DOWN SPOUTS, UNLESS OTHERWISE SPECIFIED, SHALL BE CONNECTED DIRECTLY TO THE MAIN STORM DRAINAGE CONVEYANCE SYSTEM THROUGH AN UNDERGROUND PIPE SYSTEM. 16. CONSTRUCTION OF GROUNDWATER DEWATERING SYSTEM SHALL BE IN ACCORDANCE WITH THE WSDOT STANDARD SPECIFICATION 7- 11.3(C). 17. ROCK FOR EROSION PROTECTION OF ROADWAY DITCHES, WHERE REQUIRED, MUST BE OF SOUND QUARRY ROCK, PLACED TO A DEPTH OF ONE -FOOT AND MUST MEET THE FOLLOWING SPECIFICATIONS: FOUR TO EIGHT - INCHES ROCK /40 -70% PASSING; TWO TO FOUR- INCHES ROCK /30-- 40% PASSING; AND -TWO INCHES ROCK /10 -20% PASSING. 18. ISSUANCE OF THIS BUILDING PERMIT BY THE LOCAL JURISDICTION DOES NOT REUEVE THE OWNER OF THE CONTINUING LEGAL OBLIGATION AND /OR LIABILITY CONNECTED WITH STORM AND SURFACE WATER DISPOSITION. THE LOCAL JURISDICTION DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING AND MAINTENANCE OF THE SYSTEM PROVIDED. 19. A MINIMUM NUMBER OF YARD DRAINS HAVE BEEN SHOWN ON THE PLANS. ADDITIONAL YARD DRAINS MAY BE NEEDED FOR DETAILED GRADING AROUND PROPOSED BUILDINGS THE CATCH POINT OF THE TOP OF THE SLOPE SHALL BE SST BACK FROM THE SITE BOUNDARY LINE IN ACCORDANCE MATH THE FOLLOWING TABLE, UNLESS A RETAINING WALL IS DESIGNED BY THE ENGINEER AND CONSTRUCTED FOR THE PROJECT. UNDER 5 FEET 5 - 20 FEET OVER 20 FEET 9. FILL STANDARDS CUT DEPTH SET BACK DISTANCE ALL LOCATION SLOPES SHALL NOT BE STEEPER THAN SOILS ENGINEER RECOMMENDATIONS. FILL SITES MUST BE APPROVED BY THE ENGINEER AS SUITABLE LOCATIONS FOR THE PROPOSED FILL 10. PREPARATION OF GROUND THE GROUND SURFACE FOR FILLS OVER AVE FEET IN HEIGHT SHALL BE PREPARED BY REMOVING VEGETATION, NONCOMPLYING FILL, TOPSOIL, AND OTHER UNSUITABLE MATERIALS; SCARIFYING TO PROVIDE A BOND WITH THE NEW FILL; AND, WHERE EXISTING SLOPES ARE STEEPER THAN 5 HORIZONTAL TO 1 VERTICAL, BY BENCHING INTO COMPETENT MATERIAL AS DETERMINED BY THE ENGINEER. THE BENCH UNDER THE TOE OF A FILL ON A SLOPE STEEPER THAN 5 HORIZONTAL TO 1 VERTICAL SHALL BE AT LEAST 10 FEET WIDE, OR AS RECOMMENDED BY A SOILS ENGINEER. SETBACK FROM PROPERTY UNES THE TOE OR CATCH POINT OF FILL SLOPES SHALL BE SET BACK FROM THE SITE BOUNDARY LINE IN ACCORDANCE WITH THE FOLLOWING TABLE, UNLESS A RETAINING WALL IS DESIGNED BY THE ENGINEER AND CONSTRUCTED FOR THE PROJECT. FILL DEPTH UNDER 5 FEET 5 - 40 FEET OVER 40 FEET 2 FEET HEIGHT /2 20 FEET 2 FEET HEIGHT /2 10 FEET SET BACK DISTANCE 11. ISSUANCE: OF A DEVELOPMENT PERMIT BY CITY OF TUKWILA DOES NOT IMPLY OR SIGNIFY THAT THE PROPOSED WORK COMPLIES WITH THE REQUIREMENTS OF OR IS ALLOWED BY OTHER CITY ORDINANCES, REGULATIONS, OR REQUIREMENTS, OR STATE OR FEDERAL LAWS. APPLICANT WILL ACCEPT SOLE RESPONSIBILITY AND LIABILITY FOR COMPLIANCE WITH ALL STATE, FEDERAL, AND LOCAL RULES, REQUIREMENTS, LAWS, ORDINANCES, AND REGULATIONS. 12 THE DEVELOPMENT PERMIT MUST BE POSTED BY THE DEVELOPER AT THE DRIVEWAY LOCATION FOR THE DURATION OF THE CONSTRUCTION ACTIVITY. THE DEVELOPER IMLL BE RESPONSIBLE FOR THE WEATHERPROOFING OF THE PERMIT, POSTING APPARATUS, AND MAINTENANCE 13. A SITE DEVELOPMENT PERMIT SHALL BE VALID FOR THREE YEARS FROM THE DATE OF APPROVAL BY THE CITY. A ONE -YEAR EXTENSION MAY BE GRANTED IF DEEMED APPROPRIATE BY THE CITY. 14. THE CITY IS AUTHORIZED TO MAKE INSPECTIONS AND TAKE SUCH ACTIONS AS REQUIRED TO ENFORCE THESE REGULATIONS. THE CITY REPRESENTATIVE SHALL PRESENT PROPER CREDENTIALS AND MAKE A REASONABLE EFFORT TO CONTACT THE PROPERTY OWNER BEFORE ENTERING ONTO PRIVATE PROPERTY. 15. SHOULD THE CITY BECOME AWARE OF CONDITIONS THAT INVALIDATE THE ORIGINAL DESIGN DATA USED TO OBTAIN THE PERMIT OR DETERMINE THAT THE APPUCANT IS NOT COMPLYING WITH THE CONDITIONS OF THE PERMIT OR APPROVED PLANS, THE CITY MAY REVOKE THE ORIGINAL PERMIT AND /OR ORDER WORK STOPPED ON THE PROJECT. THE CITY MAY REQUIRE THE APPLICANT TO RESUBMIT INFORMATION OR PLANS FOR REVIEW AND APPROVAL AND APPLY FOR A NEW PERMIT. (4) EA 1/4" x 2" x 5" STRIPS UNIFORMLY SPACED AND WELDED TO 3/4" 0 FRAME DEBRIS BARRIER NOT TO SCALE 3/4" 0 BARS NOTES: ALL STEEL PARTS MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT 1 OR BE I ILR). VAL VUE SANITARY SEWER DISTRICT SANITARY SIDE SEWER NOTES GENERAL REQUIREMENTS 1. LEGAL DESCRIPTION OF LOT AND PLOT PLAN WITH DIMENSIONS MUST BE PROVIDED. 2. ALL WORK IN THE PUBUC RIGHT-OF-WAY MUST BE DONE BY A LICENSED AND BONDED CONTRACTOR. 3. BEDDING OF PIPE MUST BE DONE BY HAND. NO BACKFIWNG WILL BE DONE UNTIL INSPECTION IS COMPLETED AND APPROVED. 4. BEDDING AND INITIAL BACKFILL MATERIAL MUST BE FREE FROM LARGE ROCKS. SIDE SEWER REQUIREMENTS 1. 4 -INCH (MINIMUM SIZE) SEWER PIPE REQUIRED ON PROPERTY LINE, 2% MINIMUM GRADE (1/4" FALL PER FOOT). 2. JOINT SIDE SEWERS REQUIRE 6-INCH PIPE FOR COMMON USE AND REQUIRE AN EASEMENT AGREEMENT, 1% MINIMUM GRADE (1/8 FALL PER FOOT). 3. US11NG OF APPROVED PIPE PVC = TYPE SDR -35 ASTM -3034 (WITH STANDARD GASKET JOINTS) ABS = TYPE DWV SCHEDULE 40 ASTM D 2661 (WITH SOLVENT WELD OR GLUE JOINTS) NOTE SOLVENT WELD JOINTS ARE ONLY PERMIT WED IN CONJUNCTION WITH ABS TYPE PIPE, NOT PVC. C TO ROADSIDE DRAINAGE DITCH / "x/> 5' MN. NTS PROPOSED GROUND 4" PERFORATED PIPE SECTION A ice,72\Y' 10' MIN. FILTER FABRIC 4" MIN. FACE QUARRY ROCK 12" MIN. DEPTH (12 "0 PIPE) 18" MIN. DEPTH (15 PIPE) 24" MN. DEPTH (21' -24'0 PIPE) TYPICAL RIPRAP OUTFALL NOT TO SCALE F 5' MN. COMPACT BACKFILL 4" PERFORATED PIPE (4" ACCEPTABLE FOR SINGLE FAMILY ROOF DOWNSPOUT SYSTEMS) WASHED ROCK 1.5" WRAP TRENCH ENTIRELY WITH FILTER FABRIC PROFILE N.T.S. SECTION A -A N.T.S. PERFORATED TIGHTLINE CONNECTION C /e f ? RECEI ifEB o7 2 OS c ommutaiy CALL 48 HOURS BEFORE YOU DIG 1 -800- 424 -5555 c.) II-- 2 W W C5 ort It- C, W a cc 0. .5 C, CC W W Ci W C, I- -1 la i tf 'ER CC M a g o acCZ re 0 I- Q .1 =O M CO W doC I- a_ 0 m 0 a` Designed: BAS Drawn: BAS Checked: BAS Scale: Date: Job No.: 1" 20' 12/16/05 05049 Sheet No.: C-5 5 of 6 Sheets r 09/20/06 . 4 . y • ELEVATION CAST IRON RING AND COVER MOTTO SCALE City of Tukwila SANITARY SIDE SEWER CLEAN -0UT SS-03 EEV131011 sT: 08.03 L APP vAL: B. SHELTON SANITARY SEWER CLEANOUT NOT TO SCALE GULLY SHORT PLAT A PORTION OF THE NW 1/4 OF THE NE 1/4, OF SEC. 15, TWP 23N., RGE. 4E., W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON • 1.`V AX NOTES: HLUG', CLEAN OUT (TOTAL SO° REWIRES 0..E_0N GUT; LONG &1EEP REVD PLUGGED CLEAN our co ra E1 D 4' MIN. SEWER PEPS M3 - ECTION TEEM CITY WA LUTE C&EEN OUT 6" PLUG 6 NYE a';X NPRUIPE PROPERTY LINE SOIL PPE ADAPTER STREET CITY RM r� 1. MATERIALS AND INSTALLATION CHAPTER 8 OF THESE STANDARDS. 2. DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND KING COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 10' HORIZONTALLY. IF WATER AND SEWER ONES CROSS, SEWER SHALL BE AT LEAST 18" BELOW THE WATER LINE HaTTO SCALE City of Tukwila SANITARY SIDE SEWER RESIDENTIAL srmer: SS -02 PEVISIOM +t: 08 _03 APHROVAU; B. SHELTON RESIDENTIAL SIDE SEWER NOT TO SCALE EXISI ING SI HYJG rUKNN SSC I KM BACKFILL PIPE REDOING PER '!Jowl S-0116 95% IMPACTION PIPE AS SPECIFIED ON PLAN CR SPECS. NOTES: RIGID PIPE (D.I., CONC.) PROVIDE HEAT. STRAIGHT U.'€ WHERE MATCHING EXISTING PAVEMENT, TALC Aim SEAL EDGES 1.5XLR +18 24' IAN. FLEXIBLE PIPE (CPEP, CMP, PVC) R' MIN. OR ILATCH ousriP . M 1CtEVER S CRFATER. COMPACTEDTHICQ ASPHAL tEI PAVEMENT - CLAsS'r)' 24• Mn OEynn I razz WATER LIDS 1. IN PAVED AREAS AND RIGHTS-OF-WAY, BACKFILL WITH sib" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 5' LIFTS, TO 90 % MODIFIED PROCTOR PER ASTM D-1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS CR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90% PER ASTM D -1557- 3. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR 4. COMPACT PIPE %" CRUSHED ROCK BEDDING TO 90% MODIFED PROCTOR PER ASTM D -1557. 5. WRAP FITTING IN PLASTIC BEFORE USING CONTROLLED DENSITY FILL (COP). 193T TO SCALE City of Tukwila TRENCH BEDDING AND BACKFILL • PAVEMENT RESTORATION SHEET: DS-14B RIv N: 08_03 Art abOYAL: B. SHELTON U PAVEMENT RESTORATION NOT TO SCALE r 4- BOTTOM OF WALL T FINISH GRADE (BW) OR TOP OF WALL (TW) SL-O% TO -5% MAX.. c5) 1 OR GREATER 4 ` ` -.74∎ :4W -79:7ki B NOT TO SCALE f 1.75 OR GREATER 1 000001 Pc cO 004 °o°bo -o �i � o °n e 1_UuUoa ° u a o ' ° 00° ► $ 0 � • ;' c ° c. 0 0dm 'ea0 ■r` 12" O 7 2 4 MIN. 0 ,0_f c LL LOCATIONS . o 00 0 0 0 ' - % `�` 4a- ROCKWALL DETAIL SLOPE TO EXTEND TO DAYLIGHT PLACE ROCK ON FIRM UNDISTURBED SOILS OR CONCRETE BASE SEE PROJECT GEOTECHNICAL ENGINEERING STUDY FOR ADDITONAL ROCK WALL REQUIREMENTS. ROCKERIES EXCEEDING 4' IN HEIGHT REQUIRE SEPARATE BUILDING PERMIT • 314" OR 1" PARTS UST: . 1 - 1" COUPUNGS MUELLER 110 X ANGLE STOP - BALL 1 -1" OR 3/4' CORP STOP - BALL 1- TAILPIECE WITH FEMALE IRON PIPE THREAD - TYPE K COPPER PPE PVC - POLYETHYLENE NOTES: 1- NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 518 MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE UNE 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE City of Tukwila METER 314" OR 1' QOM e+: 08.03 APPRQYAI B. SHELTON NATURAL SOILS SLOPE AS NECESSARY FOR STABILITY DURING CONSTRUCTION GRAVEL BACKFILL FOR WALLS 4 PERFORATED ROCK WALL DRAIN WATER METER NOT TO SCALE RECEIVED FEB 1 0 7 2006 D c E �OPM NT CALL 48 HOURS BEFORE YOU DIG 1- 800 -424 -5555 CO I-- J W -1 a � c W o � =4cm 0 z X >M E 11 = 0 W I�— 2 0. 0 0 Designed: Drawn: Checked: Scale: Date: Job No.: Sheet No.: F W W nig C, F w 0 CC O coS 2 CC W W CD W V C -6 0 a CO 7 LIJ CV Co 6 of 6 Sheets o ▪ N 1-1-1 c73 CO W Q Lai e, 01 Le> [V z O C) BAS BAS BAS AS SHOWN 12/16/05 05049 • MIN. ROCK HEIGHT (H) DIMENSION (B) IN FEE.I 1.5 . 4 . y • ELEVATION CAST IRON RING AND COVER MOTTO SCALE City of Tukwila SANITARY SIDE SEWER CLEAN -0UT SS-03 EEV131011 sT: 08.03 L APP vAL: B. SHELTON SANITARY SEWER CLEANOUT NOT TO SCALE GULLY SHORT PLAT A PORTION OF THE NW 1/4 OF THE NE 1/4, OF SEC. 15, TWP 23N., RGE. 4E., W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON • 1.`V AX NOTES: HLUG', CLEAN OUT (TOTAL SO° REWIRES 0..E_0N GUT; LONG &1EEP REVD PLUGGED CLEAN our co ra E1 D 4' MIN. SEWER PEPS M3 - ECTION TEEM CITY WA LUTE C&EEN OUT 6" PLUG 6 NYE a';X NPRUIPE PROPERTY LINE SOIL PPE ADAPTER STREET CITY RM r� 1. MATERIALS AND INSTALLATION CHAPTER 8 OF THESE STANDARDS. 2. DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND KING COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 10' HORIZONTALLY. IF WATER AND SEWER ONES CROSS, SEWER SHALL BE AT LEAST 18" BELOW THE WATER LINE HaTTO SCALE City of Tukwila SANITARY SIDE SEWER RESIDENTIAL srmer: SS -02 PEVISIOM +t: 08 _03 APHROVAU; B. SHELTON RESIDENTIAL SIDE SEWER NOT TO SCALE EXISI ING SI HYJG rUKNN SSC I KM BACKFILL PIPE REDOING PER '!Jowl S-0116 95% IMPACTION PIPE AS SPECIFIED ON PLAN CR SPECS. NOTES: RIGID PIPE (D.I., CONC.) PROVIDE HEAT. STRAIGHT U.'€ WHERE MATCHING EXISTING PAVEMENT, TALC Aim SEAL EDGES 1.5XLR +18 24' IAN. FLEXIBLE PIPE (CPEP, CMP, PVC) R' MIN. OR ILATCH ousriP . M 1CtEVER S CRFATER. COMPACTEDTHICQ ASPHAL tEI PAVEMENT - CLAsS'r)' 24• Mn OEynn I razz WATER LIDS 1. IN PAVED AREAS AND RIGHTS-OF-WAY, BACKFILL WITH sib" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 5' LIFTS, TO 90 % MODIFIED PROCTOR PER ASTM D-1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS CR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90% PER ASTM D -1557- 3. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR 4. COMPACT PIPE %" CRUSHED ROCK BEDDING TO 90% MODIFED PROCTOR PER ASTM D -1557. 5. WRAP FITTING IN PLASTIC BEFORE USING CONTROLLED DENSITY FILL (COP). 193T TO SCALE City of Tukwila TRENCH BEDDING AND BACKFILL • PAVEMENT RESTORATION SHEET: DS-14B RIv N: 08_03 Art abOYAL: B. SHELTON U PAVEMENT RESTORATION NOT TO SCALE r 4- BOTTOM OF WALL T FINISH GRADE (BW) OR TOP OF WALL (TW) SL-O% TO -5% MAX.. c5) 1 OR GREATER 4 ` ` -.74∎ :4W -79:7ki B NOT TO SCALE f 1.75 OR GREATER 1 000001 Pc cO 004 °o°bo -o �i � o °n e 1_UuUoa ° u a o ' ° 00° ► $ 0 � • ;' c ° c. 0 0dm 'ea0 ■r` 12" O 7 2 4 MIN. 0 ,0_f c LL LOCATIONS . o 00 0 0 0 ' - % `�` 4a- ROCKWALL DETAIL SLOPE TO EXTEND TO DAYLIGHT PLACE ROCK ON FIRM UNDISTURBED SOILS OR CONCRETE BASE SEE PROJECT GEOTECHNICAL ENGINEERING STUDY FOR ADDITONAL ROCK WALL REQUIREMENTS. ROCKERIES EXCEEDING 4' IN HEIGHT REQUIRE SEPARATE BUILDING PERMIT • 314" OR 1" PARTS UST: . 1 - 1" COUPUNGS MUELLER 110 X ANGLE STOP - BALL 1 -1" OR 3/4' CORP STOP - BALL 1- TAILPIECE WITH FEMALE IRON PIPE THREAD - TYPE K COPPER PPE PVC - POLYETHYLENE NOTES: 1- NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 518 MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE UNE 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE City of Tukwila METER 314" OR 1' QOM e+: 08.03 APPRQYAI B. SHELTON NATURAL SOILS SLOPE AS NECESSARY FOR STABILITY DURING CONSTRUCTION GRAVEL BACKFILL FOR WALLS 4 PERFORATED ROCK WALL DRAIN WATER METER NOT TO SCALE RECEIVED FEB 1 0 7 2006 D c E �OPM NT CALL 48 HOURS BEFORE YOU DIG 1- 800 -424 -5555 CO I-- J W -1 a � c W o � =4cm 0 z X >M E 11 = 0 W I�— 2 0. 0 0 Designed: Drawn: Checked: Scale: Date: Job No.: Sheet No.: F W W nig C, F w 0 CC O coS 2 CC W W CD W V C -6 0 a CO 7 LIJ CV Co 6 of 6 Sheets o ▪ N 1-1-1 c73 CO W Q Lai e, 01 Le> [V z O C) BAS BAS BAS AS SHOWN 12/16/05 05049 • rt. In CV • PLAN VIEW ELEVATION CAST IRON RING AND COVER h I I I Y I F r \ \tom\ . V� . d ria • W ER ( 4 1 um TO SCALE • City of Tukwila SANITARY SIDE SEWER CLEAN -OUT SS-03 Al: 08.03 APPRovAL- B.SHELTON SANITARY SEWER CLEANOUT NOT TO SCALE GULLY SHORT PLAT A PORTION OF THE NW 1/4 OF THE NE 1/4, OF SEC. 15, TWP 23N., RGE. 4E., W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON 1'i7 HA L NOTES: I'LLK5C W SEAN OUT (TOTAL 90' RE7 SIRES CLEAN afT; _ONG SAEEP 9814D PLUGGED CLEAN OUT INS TEE AT CRY RAN UNE sk CLEAN OUT 8• PWG S'x8`x4''WE Er GP PROPERTY LINE SOLPIPE ADAPTER STREET W 1 1. MATERIALS AND INSTALLATION CHAPTER a OF THESE STANDARDS. 2. DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND TANG COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 10' HORIZONTALLY. IF WATER AND SEWER LINES CROSS, SEWER SHALL BE AT LEAST 18" BELOW THE WATER LINE. NOT TO SCALE Ciiyof Tukwila SANITARY SIDE SEWER RESIDENTIAL srEEr_ SS -02 podis>opi T: 08.03 APPROVAL: B. SHELTON • (2) RESIDENTIAL SIDE SEWER NOT TO SCALE • NOTES: Ens rINGX31I.uCruK.hI SSGTKJN PIPE BEDDING PER Wouvf 9 -03.18 95%OOUPACTION PIPE AS SPECIFIED ON PLAN CR SPE RIGID PIPE (D.1., CONC.) PROVIDE NEAT, STRAIGHT UNE WHERE MATCHING IE; STING PAVEMENT. T A C K ANDSEALEDGES City of Tukwila 15XLa +1B zv - uuL FLEXIBLE PIPE (CPEP, CHAP, PVC) 4" MIN. OR M.ATOH EXIST IM . O&M -EVER ISCREATER C ONPACTaaTHIC IPEGSS ASPHALF CONCREIL PAVEMENT - CLASS'[I •ft 24' MN_ DigTF I raR WATER LnrEs 1. IN PAVED AREAS AND RIGHTS-OF-WAY. BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE COMPACTED IN MAXIMUM 5' LIFTS, TO 90 % MODIFIED PROCTOR PER ASTM D -1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90% PER ASTM 0 -1557. a. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN Y WITHIN 6' OF THE PIPE EXTERIOR. 4. COMPACT PIPE VS` CRUSHED ROCK BEDDING TO 90% MODIFED PROCTOR PER ASTM D -1557. 5. WRAP FITTING IN PLASTIC BEFORE USING CONTROLLED DENSITY FILL (CDF)- NOT TO SCALE TRENCH BEDDING AND BACKFILL. - PAVE6lerT RESTORATION DS-148 REVEROR N: 08 .03 APPROVAL B. SHELTON • PAVEMENT RESTORATION NOT TO SCALE r 4' BOTTOM OF WALL FINISH GRADE (BW) OR TOP OF WALL (TW) SL =O% TO -5% MAX. 1 OR GREATER 4 B C . ; ROCKWALL DETAIL N.- NOT TO SCALE SLOPE TO EXTEND TO DAYLIGHT 1.75 OR GREATER 1 L ip X -�� 00 000 0 ;°0g O5 °o°p °Q °1 g , Oq ° 0 oU!, I OOOoo ° 0 $�° 0 0 4 O i Quo d O a p0 1 0,4 ° o o ° 0 s 12' . 0 ° LL LOCA o ° PLACE ROCK ON FIRM UNDISTURBED SOILS OR CONCRETE BASE SEE PROJECT GEOTECHNICAL ENGINEERING STUDY FOR ADDITONAL ROCK WALL REQUIREMENTS. ROCKERIES EXCEEDING 4' IN HEIGHT REQUIRE SEPARATE BUILDING PERMIT FNISI•EDGROU UNE TO MAIN <\/ 24 314" OR 1" PARTS UST: TYPE K COPPER 1 -1" COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 -1' OR 3/4" CORP STOP - BALL • 1- TAILPIECE WITH FEMALE IRON PIPE THREAD METER INSTALLED BY CITY - TYPE K COPPER PEE - PVC - POLY ETHYLENE TO SERVICE NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE 2. USE CLEAN 518' MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE UNE 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE City of Tukwila METER 3/4 "OR1^ SHEET: WS-01 RE"sON *►: 03.03 APPROVAL B. SHELTON NATURAL SOILS SLOPE AS NECESSARY FOR STABILITY DURING CONSTRUCTION GRAVEL BACKFILL FOR WALLS 420 PERFORATED ROCK WALL DRAIN C WATER METER NOT TO SCALE g‘/07 RECE V .;D IEEB 0 7 2006 D CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 C C H W aL J W 0 ,>a) 0.1 1 • 7 1 - cc = Z a >. I v7 z 0 W 1— a FE o . v 0 Designed: Drawn: Checked: Scale: Date: Job No.: Sheet No.: C C -6 C CZ q Q) r� ^C I h 4 - 3 14) Ei F � CO c I— w w ct 6 of 6 Sheets to BAS BAS BAS AS SHOWN 12/16/05 05049 r. MIN. ROCK HEIGHT (H) DIMENSION (B) IN FEET 1.5 rt. In CV • PLAN VIEW ELEVATION CAST IRON RING AND COVER h I I I Y I F r \ \tom\ . V� . d ria • W ER ( 4 1 um TO SCALE • City of Tukwila SANITARY SIDE SEWER CLEAN -OUT SS-03 Al: 08.03 APPRovAL- B.SHELTON SANITARY SEWER CLEANOUT NOT TO SCALE GULLY SHORT PLAT A PORTION OF THE NW 1/4 OF THE NE 1/4, OF SEC. 15, TWP 23N., RGE. 4E., W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON 1'i7 HA L NOTES: I'LLK5C W SEAN OUT (TOTAL 90' RE7 SIRES CLEAN afT; _ONG SAEEP 9814D PLUGGED CLEAN OUT INS TEE AT CRY RAN UNE sk CLEAN OUT 8• PWG S'x8`x4''WE Er GP PROPERTY LINE SOLPIPE ADAPTER STREET W 1 1. MATERIALS AND INSTALLATION CHAPTER a OF THESE STANDARDS. 2. DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND TANG COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 10' HORIZONTALLY. IF WATER AND SEWER LINES CROSS, SEWER SHALL BE AT LEAST 18" BELOW THE WATER LINE. NOT TO SCALE Ciiyof Tukwila SANITARY SIDE SEWER RESIDENTIAL srEEr_ SS -02 podis>opi T: 08.03 APPROVAL: B. SHELTON • (2) RESIDENTIAL SIDE SEWER NOT TO SCALE • NOTES: Ens rINGX31I.uCruK.hI SSGTKJN PIPE BEDDING PER Wouvf 9 -03.18 95%OOUPACTION PIPE AS SPECIFIED ON PLAN CR SPE RIGID PIPE (D.1., CONC.) PROVIDE NEAT, STRAIGHT UNE WHERE MATCHING IE; STING PAVEMENT. T A C K ANDSEALEDGES City of Tukwila 15XLa +1B zv - uuL FLEXIBLE PIPE (CPEP, CHAP, PVC) 4" MIN. OR M.ATOH EXIST IM . O&M -EVER ISCREATER C ONPACTaaTHIC IPEGSS ASPHALF CONCREIL PAVEMENT - CLASS'[I •ft 24' MN_ DigTF I raR WATER LnrEs 1. IN PAVED AREAS AND RIGHTS-OF-WAY. BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE COMPACTED IN MAXIMUM 5' LIFTS, TO 90 % MODIFIED PROCTOR PER ASTM D -1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90% PER ASTM 0 -1557. a. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN Y WITHIN 6' OF THE PIPE EXTERIOR. 4. COMPACT PIPE VS` CRUSHED ROCK BEDDING TO 90% MODIFED PROCTOR PER ASTM D -1557. 5. WRAP FITTING IN PLASTIC BEFORE USING CONTROLLED DENSITY FILL (CDF)- NOT TO SCALE TRENCH BEDDING AND BACKFILL. - PAVE6lerT RESTORATION DS-148 REVEROR N: 08 .03 APPROVAL B. SHELTON • PAVEMENT RESTORATION NOT TO SCALE r 4' BOTTOM OF WALL FINISH GRADE (BW) OR TOP OF WALL (TW) SL =O% TO -5% MAX. 1 OR GREATER 4 B C . ; ROCKWALL DETAIL N.- NOT TO SCALE SLOPE TO EXTEND TO DAYLIGHT 1.75 OR GREATER 1 L ip X -�� 00 000 0 ;°0g O5 °o°p °Q °1 g , Oq ° 0 oU!, I OOOoo ° 0 $�° 0 0 4 O i Quo d O a p0 1 0,4 ° o o ° 0 s 12' . 0 ° LL LOCA o ° PLACE ROCK ON FIRM UNDISTURBED SOILS OR CONCRETE BASE SEE PROJECT GEOTECHNICAL ENGINEERING STUDY FOR ADDITONAL ROCK WALL REQUIREMENTS. ROCKERIES EXCEEDING 4' IN HEIGHT REQUIRE SEPARATE BUILDING PERMIT FNISI•EDGROU UNE TO MAIN <\/ 24 314" OR 1" PARTS UST: TYPE K COPPER 1 -1" COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 -1' OR 3/4" CORP STOP - BALL • 1- TAILPIECE WITH FEMALE IRON PIPE THREAD METER INSTALLED BY CITY - TYPE K COPPER PEE - PVC - POLY ETHYLENE TO SERVICE NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE 2. USE CLEAN 518' MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE UNE 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE City of Tukwila METER 3/4 "OR1^ SHEET: WS-01 RE"sON *►: 03.03 APPROVAL B. SHELTON NATURAL SOILS SLOPE AS NECESSARY FOR STABILITY DURING CONSTRUCTION GRAVEL BACKFILL FOR WALLS 420 PERFORATED ROCK WALL DRAIN C WATER METER NOT TO SCALE g‘/07 RECE V .;D IEEB 0 7 2006 D CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 C C H W aL J W 0 ,>a) 0.1 1 • 7 1 - cc = Z a >. I v7 z 0 W 1— a FE o . v 0 Designed: Drawn: Checked: Scale: Date: Job No.: Sheet No.: C C -6 C CZ q Q) r� ^C I h 4 - 3 14) Ei F � CO c I— w w ct 6 of 6 Sheets to BAS BAS BAS AS SHOWN 12/16/05 05049 r.