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Permit D06-413 - Charter Homes - Lot 2
CHARTER HOMES LOT 2 13009 38 LN S D06413 Parcel No.: 7340600804 Address: 13009 38 I.N S TUHW Suite No: Tenant: Name: CHARTER HOMES - LOT 2 Address: 13009 38 LN S , TUKWI LA WA Cittf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 1/100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Owner: Name: CHARTER HOMES INC Address: 601 UNION ST, SUITE 5100 , SEATTLE WA 98101 Phone: Contact Person: Name: KEVIN HAUL Address: 601 UNION ST, STE 5100 , SEATTLE WA 98101 Phone: 206947 -2205 Contractor: Name: CHARTER HOMES INC Address: 4618 25 AV NE #598 , SEATTLE WA 88105 Phone: Contractor License No: CHARTHI96210 doc: IBC -10/06 DEVELOPMENT PERMIT **continued on next page** Permit Number: DO6 -413 Issue Date: 04/20 /2007 Permit Expires On: 10/17/2007 Expiration Date: 05/06/2008 DESCRIPTION OF WORK: CONSTRUCTION OF 3016 SF SFR WITH 695 SF ATTACHED GARAGE (REFERENCE PW04 -093) PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, AND DRWEWAY ACCESS. WATER DIST. 125 & VAI, -VUE SEWER DIST. Value of Construction: $300,249.01 Fees Collected: $5,852.30 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per MC: 22 D06-413 Printed: 04 -20 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: 14 Start Time: End Time: Land Altering: Y Volumes: Cut SO 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: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature I hereby certify that I have read and governing this work will be complie City oi'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.ctrukwila.wa.us Permit Number: D06 -413 Issue Date: 04/20/2007 Permit Expires On: 10/17/2007 Date: O permit and know the same to be true and correct. All provisions of law and ordinances er specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the p A o ce work. I am authorized to sign and obtain this development permit. Signature: / Date: 4/ /Zt� /D 7 Print Name: "�� // 644 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doe: IBC-10108 DO6-413 Printed: 04 -20 -2007 Parcel No.: 7340600804 Address: Suite No: Tenant: 1300938LNSTUKW 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 CHARTER HOMES - LOT 2 1: ** *BUILDING DEPARTMENT CONDr1TONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -413 ISSUED 11/03/2006 04/20 /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. 8: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 18: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. doc: Cond -10/06 006-413 Printed: 04 -20 -2007 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City 01 Tukwila Building Department (206- 431 - 3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *FIRE DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 22: Each circuit breaker shall be legibly marked to indicate its purpose. (NEC 110 -22) 23: 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 508.1) 24: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 180 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance front a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 28: The minimum fire flow and flow duration requirements for one - and two-family dwellings having a fire area which does not exceed 3,600 square feet (344.8 m2) shall be 1,000 gallons per minute (3785.4 L/min.). Fire flow and flow duration for dwellings having a fire area in excess of 3,600 square feet (344.6 m2) shall not be less than that specified in Table A- 111 -A -1. Exception: A reduction in required fire flow of 80 percent, as approved by the chief, is allowed when the building is provided with an approved automatic sprinkler system. (IFC Appendix B108.1) 26: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (B?C 803.1, 808.1) 27: Fire hydrants shall conform to American Water Works Association specifications C- 802 -84; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 6" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 28: Maximum grade for all projects is 18 %. 29: Adequate ground ladder access to rescue windows shall be provided. 30: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 31: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 32: These plans were reviewed by Inspector 614. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond - 10/06 006 -413 Printed: 04 -20 -2007 33: ** *PLANNING DIVISION CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: htta: / /www.ci.tukwila.wa.us 34: Prior to final approval the landscaping must be installed on each individual lot. Please refer to the landscaping plan that was approved as part of 1,03-047. Occupancy for the homes will not be granted until the landscaping is installed. 38: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 38: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (208)433 -0178 of commencement and completion of work at least 24 hours in advance. 37: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 38: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 39: Any material spilled onto any street shall be cleaned up immediately. 40: 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. 41: The Land Altering Permit Fee is based upon an estimated 80 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. 42: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 43: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 16 %. doc: Cond -10/06 * *continued on next page** D06-413 Printed: 04-20-2007 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 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. ZZ2 A NN /itcdt Date: y /o/ 7 D06413 Printed: 04 -20 -2007 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httel/www.crtukwila.wa.us Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted hrough the mail or by fax. * *Please Print ** King Co Assessor's Tax No 73 - 0 - 05 OS Suite Number: Floor: New Tenant: ❑ Yes ❑..No Site Address: Tenant Name: Property Owners Name: Mailing Address: lohl t/( CST SIAAA BOO S " F}�T11� v3 pc G(2(o) City State Zip Name:_ k�tk L_ Dav Telephone: (vit(p) � lac& Mailing Address: LB O\ ON; tON.1 �'t ''tkl' r C,1D '' 11XT VOA ckt DI State Zip City E -Mail Address:_ k at4_ �-%_LVt [er{rt=)'l'ICNVV/--S t✓A C 6-0(42 Numbe 6-0(42 ‘ ); 2 ;2-; 7 - - - r4-Z 2- . GENERAL,CONYTRACTOR INF4R.MATION T: (Contractor Information" for Mechanical (pg 4) for Plumbing and Gas Piping (pg 3)).; Company Name: CAA F RrV ( 2 - f FoKA Y ) 1 C- Mailing Address: (Oft SA NS l,013 ST- ) S1,1(" e St 00 S C P S 1 1 1 1 L \h[I C 10 City State Zip Contact Person: }�C�(Iv f\tAu Day Telephone: (9 017)(,41 • ZZCC E -Mail Address: kn4u._1 C✓CrVIGe`✓4-Crtet.e (jcs10 '). 7- ?- - - - 2- -- o'vLeS l✓LL Fax Number: W Contractor Registration Number: C.- A V.- l Expiration Date: C3' S ( ot-e 2-00 ARCHTTEGT OF RECORD —All plans must be wet atam[ed by'prchitecf of Record Company Name: Mailing Address: Contact Person: E -Mail Address: City Day Telephone: Fax Number: Stale Zip All plans must be wet stamped'h Engineer of Company Name: Mailing Address: Contact Person: E -Mail Address 0 \ ppLcatmns \Pornss- Apet On (minty-2006 Permn Apet cad on doe Revised t•2006 LL City Day Telephone: Fax Number: State Zip Page 1 of6 Valuation of Project (contractor's bid price): S Existing Building Valuation: S Scope of Work (please provide detailed information): ._ S,a.v / Ls' rate. ' /T, r7T 27& n 93 Will there be new rack storage? ❑ -Yes , ..No (If yes, a separate permit and plan submittal will be required) PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and over angs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): &StO Floor area of principal dwelling: 203 C' Floor area for 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 ,g..No If"yes ", explain: FIRE PROTECTION/HAZAR_ t. MA RIAL • 0.. Sprinklers 0-Automatic Fire Alarm ..None ❑..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ❑..No {f )es", attach list of materials and storage locations on a separate 8 -1/2 s 11 paper indicating quantities and Material Safety Data Sheets. $RPT'IC SYSTEMt o On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. QuWpliado a Poaa-Appaarias on uneu -zoos - hank Appaauan.mc Revised 43006 en Page 2 of 6 ae" A a rng e�tpas m Square Foo r dt € a� 4S ? xt oN_ „ r'afemtdet; 3 Y p >,� alddttlon to Exl;tin ,;,. fucttue >u:1e s n: ti�s4a#R� in p ' > r., ap3z; 2 FI4ar Maori _tbru ; _, ; ,,,,,_� Baseoient icbessor S attaci1 r, ege (p 9 S- .5 Detncli?£f Covered Deck \)nooveredDedk Valuation of Project (contractor's bid price): S Existing Building Valuation: S Scope of Work (please provide detailed information): ._ S,a.v / Ls' rate. ' /T, r7T 27& n 93 Will there be new rack storage? ❑ -Yes , ..No (If yes, a separate permit and plan submittal will be required) PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and over angs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): &StO Floor area of principal dwelling: 203 C' Floor area for 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 ,g..No If"yes ", explain: FIRE PROTECTION/HAZAR_ t. MA RIAL • 0.. Sprinklers 0-Automatic Fire Alarm ..None ❑..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ❑..No {f )es", attach list of materials and storage locations on a separate 8 -1/2 s 11 paper indicating quantities and Material Safety Data Sheets. $RPT'IC SYSTEMt o On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. QuWpliado a Poaa-Appaarias on uneu -zoos - hank Appaauan.mc Revised 43006 en Page 2 of 6 Scope of Work (please provide detailed information): .Siw &t e f 'L Y �(¢ Water District "Tukwila gVater District #125 a. Water Availability Provided $ewer District ❑...Tukwila ❑ ...Sewer Use Certificate Total Cut S0 cubic yards ...Total Fill Q cubic yards A..5akieSewv�eT' ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ( :DIff. /2f ❑ ...Permanen Water Meter Size... ❑...Temporary Water Meter Size .. ❑...Water Only Meter Size ❑ ...Sewer Main Extension Public Private ❑ ...Water Main Extension Public _ Private 0. Qt ApWiteuariPornwAppliatiow ai tin.3-2006. Permit Application.doe Realest 41006 !h ice e riticvt- on Call before you Dig: 1400- 424-5555 ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Highline o Work in Flood Zone Storm Drainage IgaselreT Or. )1 ittalc 01 lftillettn #1,for00 d eStiMate Sheet. ❑ .. Renton j(ValVue ❑..Renton ❑.. Seattle Sewer Availability Provided ❑ .. Approved Septic Plans Provided r ifted with Application (mark boxes which atniv): f ivil Plans (Maximum Paper Size -22" x 34 ") We:Technical Information Report (Storm Drainap) ! technical Report ❑...Bond ❑ .. Insurance % .. Easement(s) rr. Maintenance Agreement(s) iti m ■ ores alx1 ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ . Right-of-way Use - No Disturbance ❑ .. Right -of-way Use — Potential Disturbance onstruction/ExcavationtFill - Right-of-way Non Right-of-way ❑ .. Grease Interceptor 0 Channelization . Trench Excavation Utility Undergrounding ❑ ...Deduct Water Meter Size ❑/�T1'raffic Impact Analysis 3...Hold Harmless - (SAO) ❑ ...Hold Harmless - (ROW) ElliANSAIUMMILUDE Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑...Water ❑...Sewer Monthly Service Billing tn- Name: Mailing Address: Water Meter Refhnd/Billinc. Name: Mailing Address: ❑ ...Sewage Treatment Day Telephone: City State Tip Day Telephone: City State Zip Pop 3of6 14 Fumace<100K BTU — :, irs Alt Handling Unit >10,000 CFM Fire Damper 0-3 HP/100,000 BTU Fumace>100K BTU. Evaporator Cooler Diffuser 3-15 HP/500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct 'Thermostat / 15-30 HP/1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP/1,750,000 BTU Appliance Vent / Hood and Duct Water Heater / 50+ FTP/1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System ,Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator - Comm/1nd Other Mechanical Equipment MECHANICAL CONTRACTOR INFORMATION Company Name: toe' S b ai C..01-autrl ta Mailing Address: 1 av35 124.ev•--pacce4fr4sn %et ticiespita-D wp1/4_ CI 0 7 4 City Stao Zip Contact Person: tr>t V-2 C it I'-S t Day Telephone: (+2-ClY2g 134-6 E-Mail Address: " ClOtl5Cfrcletrt. 0,4X3L,13' . C;kgEin5LOSAFax Number: One) SiVal tarn Contractor Registration Nuinber: 13CH: GetViriet, Expiration Date Cfil 4,212.001- Valuation of Project (contractor's bid price): $ 5 - 47 4 ' Scope of Work (please provide detailed information): /7cafia fie /51‘./ ' Use Residential: New Replacement 0 Commercial: New 0 Replacement fuel Tvoe: Electric 0 Oas .... 0 Other: Indicate type of mechanical work being installed and the quantity below: (tVinliptiionaorms-Applicstion On i4nA3-2006 Permit APPlicadotdoO awing 44006 bh Page 4 of 6 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: 1 Rig— `PW1Wirit i(t Mailing Address: SS t VEPC22tr CUNnt -,e .LPct-1t 122p • LAN1 QgO22_ City /_ Slate Zip Contact Person- 'A'R AtJ'Pr ° cntX Day Telephone: (2 W $2-C / fR' E -Mail Address: N / Pc Fax Number: (3In0)80Z.. — CI 3P3 Contractor Registration Number: 'FSt Al2_"Ppk -ol te.12_ Expiration Date: Valuation of Project (contractor's bid price): $ '7 (Y0 Scope of Work (please provide detailed information): 2-N1/!oN -i.✓ , 3r✓0 tie 44 Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q:lApplicadortMoms-Applia0era On UneU -2006 -Permit Application.doc RAM'S: 41006 en Page $ of 6 :B'i Bathtub or combination bath/shower 2 Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets 3 Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic / Floor drain Sinks $� Dental unit, cuspidor Shower, single head trap / Urinals Dishwasher, domestic, with independent drain / Lavatory Water Closet 3 Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent 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 Additional medical gas inlets/outlets — six or more PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: 1 Rig— `PW1Wirit i(t Mailing Address: SS t VEPC22tr CUNnt -,e .LPct-1t 122p • LAN1 QgO22_ City /_ Slate Zip Contact Person- 'A'R AtJ'Pr ° cntX Day Telephone: (2 W $2-C / fR' E -Mail Address: N / Pc Fax Number: (3In0)80Z.. — CI 3P3 Contractor Registration Number: 'FSt Al2_"Ppk -ol te.12_ Expiration Date: Valuation of Project (contractor's bid price): $ '7 (Y0 Scope of Work (please provide detailed information): 2-N1/!oN -i.✓ , 3r✓0 tie 44 Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q:lApplicadortMoms-Applia0era On UneU -2006 -Permit Application.doc RAM'S: 41006 en Page $ 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. jtuildina 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). 1 HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OJCAUTHOR tED ENT: Signature: Mailing Address: 60/ LJivioni /4rt3. I Date Application Accepted: I lei do QW Wudomvam.Appawabop oe Lina13-3006. Pat Applin6ondoe Revised: 4M06 M Sc nr7 .G74I0 64 JYTi f City Date: )9 Print Name: HcV Fni f/ L Day Telephone: 2010 9e9 7— 22 0 C 434- efroof State Zip Date Application Expires: Staff Initials: Page 6 of 6 RECEIPT NO: R07 -00634 Initials: JEM Payment Date: 04/20/2007 User ID: 1165 Payee: CHARTER HOMES, INC. SEF ID: 0420 SEF NAME: CHARTER HOMES 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: /Avww..ci.tukwila.wrr.ur D06 -411 3,735.34 D06 -413% 4,144.80 D06 -414 4,089.28 M06 -243 175.56 M06 -245 184.78 M06 -246 184.78 PG06 -204 352.00 PG06 -206 352.00 PG06 -207 352.00 TOTAL: 13,570.54 TRANSACTION LIST: Type Method Description Payment Check 8791 ACCOUNT ITEM LIST: De scription BUILDING - RES GAS - RES MECHANICAL - RES PLAN CHECK - RES PLUMBING - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE SET RECEIPT TOTAL: 000/322.100 000/322.100 000/322.100 000/345.830 000/322.100 000/322.100 000/342.400 000/342.400 Total Payment: 13,570.54 Amount 13,570.54 13,570.54 Account Code Current Pmte 7,415.78 264.00 545.12 15.00 777.00 750.00 70.50 339.00 7333 04/20 9716 TOTAL 13570.54 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:/hvww.ci.tukwila.wa.us PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES 000/345.830 339.00 000/386.904 13.50 104.367.120 3,041.64 TOTAL: 13,570.54 7333 04/20 9716 TOTAL 13570.54 Doc: RECSEr$ -0e RECEIPT NO: R06 -01764 Initials: JEM User ID: 1165 Payee: CHARTER HOMES, INC. SET TRANSACTIONS: Set Member Amount Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431 -3670 Fax: 206 -431 -3665 Web site: h #p: //www.ct.tukwila.wa.ur SET ID: 1103 SET NAME: CHARTER HOMES INC. D06 -411 1,441.35 06 -412 1,441.35 1,707.50 D06 -414 1,671.41 1106 -243 36.39 M06 -244 36.39 M06 -245 38.70 1406 -246 38.70 PG06 -204 74.00 PG06 -205 74.00 PG06 -206 74.00 PG06 -207 74.00 TOTAL: 1,441.95 TRANSACTION LIST: Type Method Description Amount Payment Check 7986 ACCOUNT ITEM LIST: Description PLAN CHECK - RES SET RECEIPT TOTAL: Account Code Current Pmts 000/345.830 6,707.79 TOTAL: 8,707.79 Payment Date: 11/03/2006 Total Payment: 8,707.79 6,707.79 6,707.79 1423 11/03 9710 TOTAL 3707.79 Project.? ,/ // / ,� eHd < ! /v Misrli7 4Y Type of Inspection: / 700 Aira "b . � Hg A / 7 7i AN � Date Called: Special Instructions: • Date Wanted: 9 20-67 Ca rik P.m. *Requester: Phone No: 206 - 27 /-eY96 2 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dz- A Approved per applicable codes. El Corrections required prior to approval., COMMENTS: di it Inspect Date: 2a -0 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: I ` `, LI/t_v1t, fi "1h 1 LIa Ty j of Inspection: 111,Mis 1 - I Address: i Z Je1 3g1.-At Date Called: Special Instructions. t Date Wanted: a.m. p.m. Requester 1-,t� Phone No: `� INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 MENTS: Inspector: proved per applicable codes. El Corrections required prior to approval. I Datem ' 3 7— ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspect fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: .. P ro �f / / C-14 � �rr�1 L ?" T /- 7 o jJ C -r e r � ' / 7JS Hs -e-'17- 4<- Addres7fa99 3e GW S &� ate Called: Special Instructions: Date Wanted:, 'LO -U7 C . p.m. Requester: Phone No: 2/ 126-5//7 INSPECTION RECORD Retain a ropy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION le- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 proved per applicable codes. 0 Corrections required prior to approval. COMMENTS: I Datej� Inspecto • D $58.00 R SPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: (Date: Pro arz o Z /t TYp of sPFOSfil G�CN / /`v Address: � d / � L� S Date Called:: Special Instructions: Date, Write `` z� P.m. Requester: Phone No: F•: INSPECTION RECORD Retain a copy witkpermit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION F 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: 'Inspector: 7 E 5 .00 REIN$P€CTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal the schedule reinspectiot. (Receipt No.: !Date: .12 per applicable codes. Corrections required prior to approval. Cj�j / � // L�/J?�.CJ io Type of Inspection; _z Address: /30) S 55 z Date Called: Special Instructions: Date Wanted: 7- 2 7- o 7 a'm> Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Q7 - %i3 4 pproved per applicable codes. Corrections required prior to approval. COMMENTS: (Date: " ?z en $58.00 REIN$PE FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: (Date: ( -... Protect, _....- i C-I 7l f-/A'n s _AP Type of Inspection: r z-J.6 `, Address: /3dOc9 .3 f9L. S' Date Called: Special Instructions: Date Wanted: 7--2 S- 0 —] a. m .m. Requester: Phone No G 2 -4 ygG 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. 421Corrections required prior to approval. COMMENTS: Si r 2 / .�Jir I /vi o rs dar $58.00 R • ECT10N FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 1Date: (206)431.367 P I el f IC I (ACME S Type ofInspection: t & Address: ‘� oo q-- 3 B Liu S Date Called: Special Instructions: Date Wanted: t , I 7 l 01 `a:fFi. 'l.p.nf Requester: Ponet :_Z7I _ j��j 7 INSPECT NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -36 Approved per applicable codes. Corrections required prior to approval. COMMENTS: t %e ,18/ 0 558.00 REIN CIION FEE REQUIRED. Prior o inspection, fee must be paid at 63 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: Date: �/ < /i7i P 1 1 /70 , vf s Type of lnx pection: • 1 6/A/ T NS Address: ....- /3 ooc 3 P /Ai Called: � Special Instructions: Date Wanted: ?— / /” -O - 7 (CZ P.m. Requester: p , 2 n d4- 27/ - ,5i 4- INSPECTION RECORD Retain a copy with permit INSPE ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: R pt No.: Dat 58 ut REINSPECTION FEE RE IRED. Prio o inspection. fee must be at 6300 Southcenter Blvd.. ite 100. •= 11 the schedule reinspection. 'Date: C4 /.i /tons Type ype of Inspe tion: f Ifl �..vG /.7 -2 8 4A-/ Date Called: Special Instructions: Date Wanted: c a.m 7 - 7 U - 07 P.m. Requester: 77X:- -64'5L INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit %kZ - S7/3 PERMIS N CITY OF TUKWILA BUILDING DIVISION fl 6300 Southcenter Blvd., #100, Tukwila, WA 98188 k2116)431-3670 COMMENTS: Corrections required prior to approval. •: Oa .00 REINSP CTION EE REQUIR Prior o inspection. fe must be paid at 6300 Southcenter Blvd.. Su' 100. Call the schedule reinspection. (Receipt No.: 'Date: 6 CO ENTS: Type of Inspection: ilitPO by /I" -, .v — 41 gcg74fg A /del /ll A�P�s„A/ Date Called: f4.3 I ivw 0 c rrn/we,Ii A An, 6 I t .. Y frime k". 7 /(gf ✓/ / /)G ,th /✓AT --, l/ J r1r a v Se CG heal// // Requester: - r N H //�7trA -- / 0 / P P r2 f! mil' 7 gri mini Cl Project:, „ /(r Type of Inspection: A/ 3 069 J8 LN s Date Called: Special Instructions: Date Ranted: i' / 7 — 0/ p.m. Requester: Phone z7/ -G INSPE NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1 00, Tukwila, WA 98188 Approved per applicable codes. 1 Corrections required prior to approval. 7_ 07 $58.00 REINSPEC110N FEE REQUI D. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. S ite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Inspection:, r,PA Date Called: Address: 'S J5L J s / / tee, Q4-7ril0.7 Hail, r /!� /k e- G�-- Date Wanted: 7 — /3 -0 7 «/Var ro, /,' cT 4....,-,..40- rya .0 Phone `` No: 7/- G`,9 / �1 / P tj,cccr C ' 4'4 / /Pr ,4 S (L) Type of Inspection:, r,PA Date Called: Address: 'S J5L J s Special Instructions: Date Wanted: 7 — /3 -0 7 a.m. cT Requester: Phone `` No: 7/- G`,9 / INSPECTION RECORD Retain a copy with permit INSPECTION NO. e. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Er Approved per applicable codes.Gorrections required prior to approval. ;58.00 REI ' ECT10N FEE REQUIRED. Prior o inspection, fee must be Southcenter Blvd., Suite 100. CaU the schedule reinspection. 'Receipt No.: 'Date: Pro ct / C h 4 -lee / -/o,re C (. Type of Inspection: GZ 42 »u 4, Addr / &9 3 3 LN / > Date Called: Special Instructions: Date Wanted: 7 - ice' - a . . Requester: Phone No: Y// Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3670 COMMENTS: Inspector j Date /y �y El Corrections required prior to approval. $58.00 REINS FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: ProR t.o (—Type Clve4 le. /4?- to of Inspection: `/! 6/7/5i1/44 Address: /300 / ?eq in C. Date Called: Special Instructions: Date Wanted :: a Requester: Phone No: , r � 7/ - t 9C6 INSPECTION RECORD Retain a copy with permit INSPECTEN'NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. 4 7b COMMENTS: O 4 /4.."4 // 5 447 / " Inspector: / f Date: /�_: //(J V $58.00 INSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal the schedule reinspection. (Receipt No.: Date: El Corrections required prior to approval. Projep• , t -u• /, 4 Z Ty pe of Inspection . 1/4/9/ X .....,.<0, / Address: / 3097-38 /- 4-7 -C Date Called: _ Special Instructions: D ate Wanted _ Requester: Phone No: N 27/7 y' /0 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ag-t- //3 PER T NO. 06)431 -367 Approved per applicable codes. El Corrections required prior to approval. OMMENTS: ! Date: 0 $58.00 REINSPECI1ON FE " EQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: / C AAi /Pi /�o nfcc. Type of Inspection: 4444/6F e /-70,0 Q Address: ' °? 3(�LI/ 5 Date Called: Special Instruc ions: Date Wanted: C ^/ - n 7 a.m. Requester: Phone No: 26 4 - Z7 /-G`/%G INSPECTION RECORD Retain a copy with permit t 6- PERMIT NO. INSPECT]. N NO. CITY 0 TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 COMMENTS: Inspe R •eipt No.: Date: .D0 REINSPECTION - REQUIRED. Pri g! o inspection. fee must be id at 6300 Southcenter lvd.. Suite 100. (faII the schedule reinspection. 'Date: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Type of Inspection: 2/�✓JF /cot / (9 ,7JST L P / , t?lJ n/,,tecA t Address: AP — i Ai _S :90 71 Are w,rstiti5 Air 2 /7 6.4%✓ elr -.. ri 2,s /ten G...-453 , �n ,r P /phi /S ✓/,nn 9 1 / / Anit • / M. de 9 �OF /.14 �S ,..9 Cr /n.%✓ � ea A'S / .G1 re- 7./, A , - Project: (5/1, /fP✓ , /rn/S me Type of Inspection: 2/�✓JF /cot ■ Address: AP — i Ai _S Date Called: pecial Instructions: Date Wanted: l — /— O 7 M. p.t . Requester: Phone No: .Qo6 7/ -6 - (l INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206)431 -36T0 Corrections required prior to approval. REINSPECTIOIV REQUI D. Prior o inspection, fee must be id at 6300 Southcen Blvd., ite 100. Call the schedule reinspection. 'Date: 1 PJejct: i �� [[ H // Wei ,sf /1 4/2 T e of Inspection: // • Z2 Fin /ate P✓u A d N dress: ZOO? TV Date Called: Special Instructions: Date Wanted: 5 - 2 i -U 7 Or. Requester: Phone No: 7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERM 4 Approved per applicable codes. Corrections required prior to approval. COMMENTS: r 00 REINS CT10N FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal the schedule reinspection. Receipt No.: Date: Project: / �� �G le- /�d�N�r Type of Ins lion: � y � C dr// ' / G Address: , U sc. ? IN 7 U Date Called: Special Instructions: Date Wanted: 6 ,-? - a.in.. c Requester: Phone No: INSPECTION NO. INSPECTION RECORD : Retain a copy witK perm ✓ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 `/ O pproved per applicable codes. Corrections required prior to approval. COMMENTS: A Date: F1 $58. 0 REINS ION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: COMMENTS: Type of Inspection: ✓l - -- 6 ? /�7A7 /o 0. NJ 4/,o/ Ass: /300 5 35' ltv 5 Date Called: Special Instructions: Date Wanted: - S —/7 -h7 .;) 4 p 10 0 /Ay f fd /r- Phone No: .oG? 7/ -CMG � 7 .dpi - IV/ 1/ _ Project: _ (A/ /71/4 1 --A.r Type of Inspection: ✓l - -- 6 ? /�7A7 /o 0. NJ 4/,o/ Ass: /300 5 35' ltv 5 Date Called: Special Instructions: Date Wanted: - S —/7 -h7 a. • equester: Phone No: .oG? 7/ -CMG d Date: 3 �/2_ 0 )'� INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 ( 06)431 -3 7 Approved per applicable codes. El $58.00 REINS CTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: PERM Corrections required prior to approval. pr � j � .. • - ! AI", ✓�f� Type o nspectiio� 5/ 6 -2 t �rC�/ Address: ,t- 7 - F' n . L. NS. Date ailed: Special Instructions: r L-0 ' t 2 ' Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION NO. INSYECTIO{ : itECORD Retain a copy with permit bob -4 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 3670 COMMENTS: proved per applicable codes. Corrections required prior to approval. D $58.00 REI • •ECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: ' -::: Project: '' // _ w�. �// /7�h �S Si Type of Inspection: Li Ai Tr/D //Vl /4 /i J u / 1J/I // Address: /' 00 .3 ° LAI S Date Called: Special Instructions: Date Wanted: / S — / 6'7 a P.m. Requester: _ Phone N : 4,26 -2 77- 41/c 4 INSPECTION RECORD Retain a copy with permit INSPECT ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( x6)431 -367,0 Approved per applicable codes. @Corrections required prior to approval. COMMENTS: /Var /2//4 I Date: .00 REINSPEC11ON FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: (Date: COMMENTS: 1 / % x> eth i o, -tett ye- % cJ // � f j S. pin �.411 / YO Lc t AX / it/ r - / \ • % i 6.4' Date Called: ,va,rf. ij,2R)ar6sr/ 7•' Eani /lmu'te/i 77- e✓.1i /wy /r eAN' niO- 1 ttr /t/ry' chi, _7 M4 / wtr .,e .t v • — a.m. I Requester: Phone No: 2 K.) - Z 7/ - 6 e / 1 Project: // 744 /f/ 4Oir7f 5 Type of Inspectio : �G 'c,,vJs %4) C; IC l/ Address: /1oo5 3 8 wwS Date Called: Special Instructions: / I i5 7/7,.v 5 Date Wanted: S- /.9-0 -y a.m. I Requester: Phone No: 2 K.) - Z 7/ - 6 e / Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3670 Corrections required prior to approval. Date: s i 'S - - o7 .00 REINSPECTIOIJ FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. `Receipt No.: !Date: .", Project: r4t.e. 4 /4 a Type of Inspection: 2 ,2/— Address: /. G, -32.7 s Date Called: S pecial Instructions: - Date Wanted: (i19 }Ldp. Requester: Phone No: 2 �,/ / /��/ CyCra�/ Colt Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PE INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)431.3670 El Corrections required prior to approval. COMMENTS: /./i1 Inspector: Date: ST-7 7 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. COMMENTS: Type of Inspection: Foci l I\ Co44 i Nc hi el' on o 0 A°4 u l d"1" Address: rz)x)5 3p-, c) M kri -te & - , TIA (I,+9%, ?Irrti.) F I OAtIS -G.v G, (.. sp-1- k . r vi ; Date W nted: j — 3 ; —O 7 ?In-.., tr-t£ ✓e 'n eA4C 404 u J / ) Ft Ft 1\ \711 -Jc WtkiA h -1-`;‘le V „ •6.)0 „C V"tic 0A t, AA\_ C, / .0 or An n„ c-\- h-e o fo wt t <4 l -1 Pr 'e t: t 1c lowt€ S Type of Inspection: Foci l I\ ` ed Address: rz)x)5 3p-, Date Called: Special Instructions: - Date W nted: j — 3 ; —O 7 <a.m. p.m. Requester: Phone No: C, / INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 ID Approved per applicable codes. Corrections required prior to approval. Date: ri 8.00 REINSPECTI0 FEE REQUI ED. Prior to inspection, fee must be p• id at 6300 Southce ter Blvd., Su a 100. Call to sechedule reinspection. Receipt No.: 'Date: Pr • at: a ' `. ❑Corrections required prior to approval. Type p� toction: I n _ /J COMMENTS: A� � / (� .� • D tall, / TO i '. /, 7 V, Special Instructions: e Date )7 � �'_ �a•n�_ Requ ���0 PS Co -77I I _Leg Approved per applicable codes. ' `. ❑Corrections required prior to approval. COMMENTS: i F I ti h't_ wC '. /, 7 V, hi) INSPECTION NO. • Inspector: e O. N INSPECTION RECORD Retain a copy with permit /PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Date: $58.130 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100: Calt.the schedule reinspection. Receipt No.: S8 Proje /� ( 44 tie Tc'Y fl ni es Type of Inspection: St) Add ess: ��oc as' /19 > Date Called: 05/20 /0 Special instructions: /k 1/ .7tI (c)nt �( ✓✓,i,i1 lr):oc' A) am Date Wanted: / �/,3/0 7 a.m. Requester. I t ea Lje U / on "--‘c. Phone No:- (utl ‘�le y ° , r av6 • ,27t- Gycl6 INSPECTION NO. INSPECTION RECORD Retain a copy with permit a 6 y/3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: - 231,.) - 7 . Cn � D -5- Trr Jt tr a ( (M[ c R 9-4 -P �. (1%, �I� 17) c1C $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Cal the schedule reinspection. 6A) 1 Date: 4}1_1)f7 'Receipt No.: 'Date: Project: i r ir1 > -h, Pe, Type of Inspection: A dress: loo 9 «f An S Date Calle o s /i1/0 7 Special Instructions: Date Wanted: C7 51/4l /Q 7 p.m. Reques Phone No: g04 - 27/ -Gt9t INSPECTION NO. Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit DX- V/3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: -7) ni,K (t) 1Date: a 0 $56.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: gC. d, 1, ri L , p it L Type of Inspection: r iu 4- L Address: / J 00 9 Suite #: 3y `" LAI S Contact Person: 7fty -E. 1 10 6 (P Special Instructions: Occupancy Type: Phone No.: 2-6 b- a-7/ -6q Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Et - Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS n Corrections required prior to approval. COMMENTS: i P. A c. 4 Inspector: ✓j / 1� Date: I/ y -� 7 Hrs.: f 1 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from ( the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form. Doc 1/13/06 T.F.D. Form F.P. 113 File: D06-H13 35mm Drawing #1 • Keystar, Inc. c/o R.N. Parnell Compritn " 4422 -187 Place SE t Issaquah, Washington 98027 Attention: Mr. Robert N. Parnell, P.E. Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting Vag c ~, PeRnit No. Subject: Report of Geoteebnical Services 9 Lot Short Plat on South 130 Street Tukwila, Washington Dear Mr. Parnell: Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a copy of the above - referenced report. This report presents the results of our subsurface exploration and geologic reconnaissance study relative to foundation and construction considerations, as well as the City of Tukwila Sensitive Area designations for the project site. The field evaluation was completed on January 24, 2000. The purpose of the evaluation was to establish general surface and subsurface conditions at the site from which conclusions and recommendations regarding foundation design and construction considerations could be formulated, and to address Sensitive Area designations as defined by the City of Tukwila. The scope of our work consisted of subsurface test pit explorations, a visual reconnaissance, geotechnical engineering analyses, and preparation of this report. We expect that changes in existing site grades will consist of' minor cuts in the westem portion of the site, and minor cuts and fills in the eastem portion of the site. For purposes of preparing this report, we have assumed that changes in existing site grades will be on the order of 1 to 2 feet In the event of' any changes in the nature, design, or Location of the proposed structures, the conclusions and recommendations presented in this report should be reviewed and modified, if necessary, to reflect the changes. We recommend that ZZA be allowed the opportunity to review the plans and specifications of the project once they become available to determine that the recommendations presented herein have been properly interpreted with respect to this project. This report has been prepared in accordance with generally accepted geotechnical engineering practices for the exclusive use of Keystar, Inc., and their ego specific application to this project. CITY OFTIJKWILP p N NO O p V'0 3 2006 The project site is located on the south side of South 130 Street between 37� p Ave South and 40 Avenue South in Tukwila, Washington. The site is approximately 1.8 acres in size and is currently occupied by two gravel and dirt access roads, two piles of construction debris, SITE AND PROJECT DESCRIPTION 19231 -36 Avenue W>, Suite 13201 Lynnwood, Washington 98036 1-631 February 9, 2000 4171s 9 Lot Short Plat on South 130 Street Tukwila, Washington and remnants of a concrete house foundation adjacent to the east side of the proposed court. Site vegetation consists of weeds, small shrubs, blackberry bushes, and scattered trees to 2 feet in diameter. Site topography slopes downward to the east and northeast and varies from almost flat along the westem margin of the site to slopes approaching 35 percent along the topographically lower, eastem portion of the site. The total site relief across the site is about 34 feet. Based upon preliminary site plans, we understand that the proposed development will consist of nine single - family residential lots, construction of a cul -de -sac connected to South 130 Street, and installation of a stormwater water quality vault. Finished floor elevations and grading plans were not provided at the time of our evaluation. The buildings would be sited radially around the proposed cul -de -sac and would encompass both the flatter westem portions of the site and the steeper eastern side of the site. The proposed nine -lot subdivision and cul -de- sac, as well as the approximate locations of the explorations accomplished for this study, are shown on the Site and Exploration Plan, Figure 1. Once building elevations are finalized, we recommend that ZZA be allowed to review the plans in order to determine that the recommendations presented herein are suitable for the proposed design and have been correctly interpreted. FIELD EXPLORATION The subsurface exploration program conducted for this study consisted of completing five test pit explorations across the site. Test pits TP -1 through TP -3 were advanced on the moderately steep east - facing slope that encompasses the eastern portion quarter of the site. The remaining two test pits were advanced in the western portion of the site. Locating the test pit explorations was based upon the Site and Exploration Plan, Figure 1, and measuring from existing site features. The test pit explorations were completed to depths ranging from 8.5 to 10 feet below the existing ground surface. Ground surface elevations at the test pit locations were interpreted from the topographic information presented in Figure 1. An experienced engineering .geologist from our firm monitored the test pit explorations and logged the soil and groundwater conditions encountered. Dynamic Cone Penetrometer tests were completed in general accordance with ASTM Special Publication No. 399 to assess relative soil density. Subsurface Conditions J -631 February 8, 2000 Page 2 The subsurface soil conditions revealed by the test pit explorations were relatively consistent with respect to soil type and density. The test pits encountered approximately 4 to 6 inches of topsoil consisting of loose, moist to wet, silty sand to soft sandy silt with some organic material and a trace of gravel. In general, loose to medium dense, moist to saturated, silty sand with a trace to some gravel and stiff sandy silt with a trace of clay were encountered below the topsoil to depths on the order of 1.5 to 5 feet below existing grades. These silty sand to sandy silt soils, interpreted as alluvial deposits, were overlain by approximately 1.5 feet of loose to Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite 8201 Lynnwood, Washington 98036 (425) 771-3304 9 Lot Short Plat on South 130 Street Tukwila, Washington Groundwater J -631 February 8, 2000 Page 3 medium dense, moist, silty sand with trace to some gravel interpreted as fill in test pit TP -2. Underlying the alluvium, medium dense to very dense, moist, silty sand with trace to some gravel was encountered to the total depth explored at 10 feet below existing grade and is interpreted as glacial till. The dense glacial till typically has high strength and low compressibility characteristics due to its depositional history. At the time of the subsurface evaluation, we observed slight surficial ponded water. The USGS map Geology of the Des Moines Quadrangle, Washington (Map GQ -159), dated 1962, shows the site as being mantled by undifferentiated Pre -Vashon Glacial Drift. Based on our surface and subsurface observations, the site soils are more representative of alluvial soils over Vashon Till which are both mapped within a quarter mile of the subject site. Soil descriptions presented in this report are based on the subsurface conditions encountered at the specific test pit locations. Variations in subsurface conditions may exist between the exploration locations, and the nature and extent of' variations between the explorations may not become evident until construction. If variations then appear, it may be necessary to reevaluate the recommendations presented in this report. Slight perched groundwater seepage was encountered only in test pit TP-4 at a depth of 2 feet below existing grade at the time of exploration. The local groundwater table was not encountered in the explorations. It should be noted that groundwater conditions and soil moisture contents are expected to vary with changes in season, precipitation, site utilization, and other on- and off -site factors. Given the relatively dense nature of the soils a few feet beneath the existing ground surface, near surface perched groundwater conditions should be expected to develop following periods of prolonged precipitation. CONCLUSIONS AND RECOMMENDATIONS We anticipate that the proposed development will utilize wood frame construction above reinforced concrete, cast -in -place foundations and concrete slab -on -grade floors. Based upon the subsurface exploration program, the project appears feasible utilizing conventional shallow foundation support. Sensitive Area Considerations The eastem portion of the subject site is classified by the City of .Tukwila as a Class 3 area on the city's 1990 Sensitive Areas Maps. The Sensitive Areas Maps are on file at the Department of Community Development. Chapter 18.45 of the City of Tukwila Municipal Code, entitled Sensitive Areas Overlay, defines a Class 3 slope as follows: Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425)771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 4 "Class 3 areas, where landslide potential is high, which includes areas sloping between 20% and 40 %, and which are underlain by relatively impermeable soils or bedrock, and which also include all areas sloping more steeply than 40 %." The drawing prepared by R14 Parnell Company, dated 12/09/99, and our site reconnaissance indicate slope inclinations on the eastern portion of the site between 20% and 35%. The subsurface exploration disclosed relatively impermeable glacial till soils at depths of 1.5 to 5 feet below existing grade on the eastem slope. Based on this information, the Class 3 designation of the eastern portion of the site appears appropriate, in our opinion. Our subsurface exploration, surface reconnaissance, and geologic literature review did not suggest the presence of any past instability or slope movement on the eastern slope. Silty sand to sandy silt alluvial deposits with varying amounts of gravel and clay were encountered on the eastem slope to depths ranging from 1.5 to 5 feet below existing grade. The underlying glacial till soils were encountered in a medium dense to very dense state, and typically achieved a dense condition within 4 to 6 feet below existing grade. Based on the exploration data, it is our opinion that the potential for a deep seated landslide on the subject property is very low. Also, the potential for shallow surface sloughing is low. The drainage conditions above the slope will be improved by the connection and tightlining of runoff from impervious surfaces and footing drains to the storm drainage system. The proposed development is not expected to create a landslide or erosion hazard to the subject property or surrounding properties, in our opinion. Seismic Criteria Figure 16 -2 in the 1997 Uniform Building Code classifies the subject site as being within Seismic Zone 3. Based on the subsurface conditions encountered at the site and published geologic literature, it is our opinion that Soil Profile Type S be used to describe the average soil properties within the upper 100 feet beneath the site. This designation describes soils that are considered very dense with a shear wave velocity of 1,200 to 2,500 feet per second, Standard Penetration Test values greater than 50, and an undrained shear strength greater than 2,000 psi'. Soil liquefaction is a condition wherein loose granular soils located below the ground water table loose strength during the ground shaking associated with an earthquake. The soils encountered in our test pits consisted of 1 to 5 feet of loose to medium dense alluvium consisting of silty sand to sandy silt underlain by medium dense to very dense glacial till soils consisting of silty sand with some gravel. Slight perched groundwater seepage was encountered only in test pit TP-4 at 2 feet and the local groundwater table was not encountered in the explorations. Based on the grain size distribution of the site soils and the absence of a groundwater table, we did not observe any contiguous layers of liquefiable soils on the project site within 10 feet of the ground surface and liquefiable deposits are not anticipated at depth due to the glacially consolidated nature of the site. It is our opinion that the risk of damage due to soil liquefaction is low. 19231 — 36ty Avenue W., Suite 8201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771-3304 9 Lot Short Plat on South 130 Street Tukwila, Washington Zipper Zeman Associates, Inc. 19231— 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 J -631 February 8, 2000 Page 5 Site Preparation We anticipate that this project will require minor cuts and fills to establish the access road and building pad grades. Site preparation should include the removal of all vegetation, root mass, organic soils, existing structures, undocumented fill material, and any deleterious debris from building and paving areas, or those locations where "structural fill" is to be placed. Preparation for site grading and construction should begin with procedures intended to drain ponded water and control surface water runoff. It will not be possible to successfully utilize on- site soils as "structural fill" if accumulated water is not drained prior to grading, or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on -site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork and foundation construction phases of the project Following clearing and grubbing, organic -rich silty sand and sandy silt topsoil will need to be stripped in the building and pavement areas, as well as those areas to receive structural fill. Topsoil thickness is anticipated to be between 4 and 6 inches in these areas. Localized areas of deeper organics, such as root systems, may be encountered within the project site and should likewise be removed. Any excavations that extend below finish grades should be backfilled with structural fill as outlined subsequently in this report. In our opinion, the topsoil is not suitable for reuse as structural fill and should therefore be exported from the site or used for landscaping purposes. After stripping of the topsoil is completed, the exposed soils will generally consist of silty sand to sandy silt with trace to some gravel. After stripping, and prior to placement of structural fill, we recommend that foundation, floor subgrade, sidewalk and pavement subgrade areas, and areas to receive structural fill be proofrolled and compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure. Due to the silty nature of the near - surface soils, proofrolling and adequate compaction can only be achieved when the soils are within approximately ± 3 percent of the optimum moisture content. Proofrolling should be accomplished with a . heavy compactor, loaded double -axle dump truck, or other heavy equipment under the observation of a representative from our firm. This observer will assess the subgrade conditions prior to filling. Areas where loose surface soils exist due to grubbing and stripping operations should be considered fill to the depth of the disturbance and treated as subsequently recommended for structural fill placement. The need for or advisability of proofrolling due to soil moisture conditions should determined at the time of construction. We recommend that a representative of our firm observe the soil conditions prior to and during proofrolling to evaluate the suitability of stripped subgrades. Earthwork may be difficult or impossible during periods of elevated soil moisture and wet weather due to the moisture sensitive nature of the silty site soils. Excavated site soils may (425) 771-3304 9 Lot Short Plat on South 130 Street J -631 Tukwila, Washington February 8, 2000 Page 6 not be reusable as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. If on -site soils become unusable, it may become necessary to import clean, granular soils to complete wet weather site work. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to expose firm, non - yielding, non - organic soils and bacicfilled with compacted structural fill. We recommend that the earthwork portion of this project be completed during extended periods of dry weather if possible. If earthwork is completed during the wet season (typically November through May) it may be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork may require additional mitigative measures beyond that which would be expected during the drier summer and fall months. This could include diversion of surface runoff around exposed soils, draining of ponded water on the site, and collection and rerouting of groundwater seepage from upgradient on- and off -site sources. Once subgrades are established, it may be necessary to protect the exposed subgrade soils from construction traffic. Placing quarry spalls, crushed recycled concrete, or clean pit -run sand and gravel over these areas would further protect the soils from construction traffic. Structural Fill All fill material placed in building, pavement, and non - landscaped areas should be placed in accordance with the recommendations herein for structural fill. Prior to placement, the surfaces to receive structural fill should be prepared as previously described. All structural fill should be free of organic material, debris, or other deleterious material. Individual particle size should be less than 6 inches in maximum dimension. Structural fill should be placed in lifts no greater than 8 inches in loose thickness. The structural fill should be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure in building areas and to a depth of 2 feet below the subgrade surface in pavement areas. Below a depth of 2 feet in pavement areas, the structural fill should be compacted to at least 90 percent of ASTM:D -1557. We recommend that a representative from our firm be present during grading so that an adequate number of density tests can be conducted as structural fill placement occurs. In this way, the adequacy of the earthwork may be evaluated as it proceeds. In the case of roadway and utility trench filling and wall backfilling in municipal rights -of -way, the backfill should be placed and compacted in accordance with current local codes and standards. Where the existing ground surface slopes more than 5H:1 V beneath proposed fills, the fill should be keyed and benched in suitable native soils per the minimum requirements of UBC, Volume 1, Section 33.3.2, Preparation of Ground. We recommend that all benches be at least 8 feet wide. 19231 — 36ty Avenue W., Suite B201 Zinner Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington The suitability of soils for structural fill use depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, or impossible, to achieve. Generally, soils containing more than about 10 percent fines by weight (based on that soil fraction passing the U.S. No. 4 sieve) cannot be compacted to a fine, non - yielding condition when the moisture content is more than a few percent from optimum. The optimum moisture content is that which yields the greatest soil density under a given compactive effort. At the time of the limited subsurface evaluation, the site soils disclosed by the explorations appeared to have moisture contents at or above their optimum moisture content relative to their possible use as structural fill. However, soil moisture conditions should be expected to change throughout the year. Most of the site soils contain a significant fine- grained fraction. Consequently, use of the on -site soil as structural fill will require that strict control of the moisture content be maintained during the grading process. Selective drying of over - optimum moisture soils may be achieved by scarifying or windrowing surficial materials during extended periods of dry weather. Soils which are dry of optimum may be moistened through the application of water and thorough blending to facilitate a uniform moisture distribution in the soil prior to compaction. In the event that inclement weather or wet site conditions prevent the use of on -site soil or non - select material as structural fill, we recommend that a "clean", free - draining pit -run sand and gravel be used. Such materials should generally contain less than 5 percent fines, based on that soil fraction passing the U.S. No. 4 sieve, and not contain discrete particles greater than 6 inches in diameter. It should be noted that the placement of structural fill is, in many cases, weather- dependent. Delays due to inclement weather are common, even when using select granular fill. We recommend that site grading and earthwork be scheduled for the drier months, if at all possible. Permanent Fill Slopes Permanent fill slopes should be constructed no steeper than 211:1V. If the slopes are exposed to prolonged rainfall before vegetation becomes established, the surficial soils will be prone to erosion and possible shallow sloughing. Surficial repairs, such as armoring affected areas with quarry spoils, may be necessary until vegetation is established. Temporary and Permanent Cut Slopes Temporary slope stability is a function of many factors, including the following: 1. The presence and abundance of groundwater, 2. The type and density of the various soil strata; 3. The depth of cut; 19231— 36ty Avenue W., Suite B201 J -631 February 8, 2000 , Page 7 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771.3304 9 Lot Short Plat on South 130 Street Tukwila, Washington 4. Surcharge loadings adjacent to the excavation; 5. The length of time the excavation remains open. J -631 February 8, 2000 Page 8 It is exceedingly difficult under the variable circumstances to pre - establish a safe and "maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes with plastic or to otherwise protect the slopes from the elements and minimize sloughing and erosion. We do not recommend vertical slopes or cuts deeper than 4 feet if worker access is necessary. The cuts should be adequately sloped or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and local regulations. According to Chapter 296 -155, Part N, Excavation Trenching and Shoring, of the Washington Administrative Code (WAC), it is our opinion that the soils encountered at the site would be classified as Type B soils. According to the Code, excavations less than 20 feet deep in Type B soils may be cut at a maximum temporary slope angle of' 45 degrees (1H:1V). We recommend that temporary cuts exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and destabilization. We generally recommend all permanent slopes be designed at a 2H:1 V inclination or flatter. It has been our experience that the permanent slopes steeper than 2H:1V will tend to ravel and slough to a flatter inclination over time. In addition, with the steeper slopes, topsoil erodes readily and it is more difficult and takes longer to establish vegetation for slope protection. Shallow Foundations All footings should be founded on the medium dense to dense native soils, or on compacted structural fill which is placed above a stripped and properly prepared subgrade. Footings should not be founded on or within loose or disturbed native or fill soil unless it has been evaluated and approved by the geotechnical engineer. Continuous or column footings may be designed for a maximum allowable bearing pressure of 2,000 psf. A one -third increase in these bearing pressures may be used for short-term wind or seismic loading. For building and retaining wall foundations, we recommend using an allowable base friction value of 0.35 and a maximum allowable passive resistance of 225 pcf for those foundations embedded at least 18 inches below finish grades. Exterior footings should extend at least 18 inches below adjacent grade for frost protection, while the interior footings should extend at least 12 inches below adjacent grade. We also recommend that all foundations be set back at least 5 feet horizontally from the face of any slope which is steeper than 20 percent. This distance should be measured horizontally from the side of the footing to the slope face. We recommend that all continuous and isolated footings be at least 15 and 18 inches in width, respectively. Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W.. Suite B201 Lynnwood, Washington 98036 (425) 771-3304 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 9 We estimate that the total settlement of foundation members founded within the medium dense to dense native soils may approach 1. inch. Differential settlement of foundations founded within the same soil type could approach '/ inch. Settlements would occur elastically as the loads are applied. If possible, we recommend that the foundation elements be placed within the same soil type to minimize the magnitude of possible differential settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. At the time this report was written, final design information regarding foundation or floor grades was not available. Consequently, we cannot comment conclusively regarding the anticipated bearing conditions of foundations at specific locations. Foundation settlement is oftentimes a function of the condition of the footing excavation subgrade. Footing excavations should be free of loose or soft soil, slough, debris, or water prior to pouring footing concrete. The high moisture sensitivity of the silty site soils may require that the footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimize disturbance of the bearing surface during construction in wet weather. Under no circumstances should footings be cast atop loose or soft soil, slough, debris, or surfaces with standing water. We recommend that a representative from our firm observe the condition of the footing subgrades prior to the pouring of concrete, or a lean concrete mud mat, in order to verify that the bearing soils are undisturbed and that conditions are consistent with the recommendations contained within this report. We recommend that each new house be protected by a perimeter footing drain The drain should consist of a minimum 4 -inch diameter perforated pipe embedded in at least a 18- inch wide envelope of clean, free - draining granular material, such as pea gravel. Footing drains should be directed toward appropriate storm water drainage facilities and not onto the slope to the east. Roof drains should not be connected to the footing drains. Slab -On -Grade Floors Slab -on -grade floor subgrades should be prepared in accordance with the site preparation recommendations presented above. All slab -on -grade floors should be founded on the medium dense to dense native soils, or on compacted structural fill which is placed above a stripped and properly prepared subgrade. Slab -on -grade floors should not be founded on or within loose or disturbed native or fill soil unless it has been evaluated and approved by the geotechnical engineer. We recommend that slab -on -grade floors be underlain by a minimum 4-inch thickness of' coarse sand and gravel to provide uniform support and act as a capillary break. In floor slab areas where moisture sensitive floor coverings are planned, an impermeable membrane (e.g. polyethylene sheet) should be placed directly beneath the slab to act as a vapor barrier. The impermeable membrane should be protected by two inches of fine, moist sand 19231 —36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 . 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 10 placed both above and below the membrane. The sand cover will provide protection for the membrane and will promote uniform curing of the concrete slab. The sand cover should be moistened and tamped prior to slab placement. Depending on final building configurations and floor grades, it may be appropriate to provide underslab drainage for the new houses. Backfilled Walls All backfill placed behind walls or around foundation elements should be placed in accordance with our recommendations for structural fill. The following recommended earth pressures, presented as equivalent fluid weights, are based on the assumption of a uniform level backfill with no buildup of hydrostatic pressure behind the wall. To minimize lateral earth pressures and prevent the buildup of hydrostatic pressures, the backfill within 24 inches of the wall should contain less than 5 percent fines, based on that portion passing the U.S. No. 4 sieve, coupled with a perforated pipe drain placed at the base of the wall backfill, similar in configuration to that described for the perimeter footings. The upper 1 -foot of the wall backfill should consist of a low permeability silty soil and be sloped away from the wall in order to reduce the potential for surface water infiltration behind the wall. If the backfilled walls are structurally restrained from lateral movement at the top, we recommend that they be designed for an "at -rest" equivalent fluid weight of 55 pounds per cubic foot(pcf). If the top, of the wall, is free to move laterally in an amount equal to at least 0.1 percent of the wall height during placement of backfill soils, they may be designed for an "active" equivalent fluid weight of 35 pcf. Surcharges due to sloping ground, adjacent footings, vehicles, construction equipment, etc., must be added to these values. The above equivalent fluid pressures assume that the backfill is compacted to approximately 90 to 92 percent of the modified Proctor maximum dry density. Additional compaction adjacent to the wall will increase the earth pressure, while a lesser degree of compaction could result in post construction settlements. Utility trenches constructed on the site may act as french drains by intercepting perched groundwater seepage. Some of these utility trenches may lead to the proposed houses and subject them to additional moisture. Therefore, it is highly recommended that the wall backfill consist of free - draining aggregate as recommended herein. Additionally, footing drains should be constructed at elevations below all wall penetrations and preferably at footing elevations. Stormwater Water Quality Vault We understand that runoff will be collected in a subsurface detention vault, then will be discharged to the existing ditch located on the south side of south 130 Street. We recommend that all vault footings and slabs should be founded on undisturbed dense to very dense glacial till Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304 • 9. Lot Short Nat on South 130 Street Tukwila, Washington deposits. Continuous or column footings may be designed for a maximum allowable bearing pressure of 3,000 psf. Backfill should conform to the information presented in the Backfilied Wall section of this report. Lateral soil pressures on the vault walls may be computed using an equivalent fluid density of 55 pcf above the ground water table and 90 pcf ( including hydrostatic water pressure) below the ground water table. For the purpose of vault design, we recommend that it be assumed that the groundwater table could be located close to the ground surface. At the time that our subsurface evaluation was completed, an invert elevation was not available for the proposed vault. Test Pit TP -1 excavated near the proposed vault location did not encounter groundwater at the time of exploration. However, perched groundwater typically forms above the dense to very dense glacial till soils encountered across the site during prolonged wet periods. Based on our exploration data, we anticipate that perched groundwater conditions could develop close to the existing ground surface at the proposed vault location. Consequently, there is the potential for groundwater levels outside the vault to rise above the bottom of the vault, thereby producing buoyant forces on the vault. The potential for the development of these buoyant forces can be reduced by the installation of a perimeter perforated footing drain as described under the foundation section of this report provided that storm drain grades allow for a perimeter wall drain to be installed at or below the bottom of the vault. Buoyant forces acting on subsurface vaults or structures may be resisted by the weight of the vault structure alone, the combined structure and backfill weight above the vault structure, or through the combination of structure and backfill weight and the weight of the prism of soil placed above the perimeter flange in the foundation. We recommend that a soil unit weight of 125 pcf be utilized when evaluating the soil backfill weight adjacent to or above the vaults as part of buoyancy resistance design effort. Erosion must be prevented in the area of discharge by constructing a non - erosive ground cover. This typically involves the use quarry spalls and possibly a geotextile. We recommend using a minimum 1 foot thickness of 4 to 6 inch quarry spalls which are underlain by a geotextile with similar strength characteristics as Amoco 2016 woven fabric. Construction Considerations J -631 February 8, 2000 Page 11 The native soils that will be exposed upon completion of stripping contain a significant percentage of fine - grained particles. These silty soils are susceptible to disturbance, particularly when wet. We recommend that the contractor make every effort to minimize disturbance of stripped surfaces. These efforts may include directing surface water away from open excavations and the placement of a crushed rock or concrete mud slab surface in the footing trench excavations. If site work is accomplished in wet weather, the placement of clean sand and gravel below paved areas would promote future drainage and improve subgrade support. In addition, vehicle traffic over wet subgrades or prepared areas should be minimized. Application of these measures will reduce the likelihood of additional overexcavation of disturbed soils and associated costs for export and import will be reduced. Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304 9 Lot Short Plat on South 130 Street Tukwila, Washington CLOSURE The conclusions and recommendations presented in this report are based on the explorations accomplished for this study. The number, location, and depth of the explorations for this study were completed within the site and scope constraints of the project so as to yield the information necessary to formulate our recommendations. Some of the plans for this project were in the preliminary stage at the time this report was written. Under the circumstances, it is recommended that we be provided the opportunity for general review of the project plans and specifications in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity and performance of the foundation systems at this site depend greatly on proper site preparation and construction procedures. Field judgement by a qualified engineer will be necessary in order to determine the adequacy of the site drainage and foundation support systems. Therefore, because of ow familiarity with the site soils, we recommend that Zipper Zeman Associates, Inc. be retained to provide geotechnical engineering services during the earthwork and foundation construction phases of the project. If variations in the subsurface conditions are observed at the time of construction, we would be able to provide additional geotechnical engineering recommendations to the contractor and owner in a timely manner as the project construction progresses. If other engineering or soil inspection firms are used during earthwork, we recommend that the transfer of' responsibility be completed in accordance with Volume 1, Section 3317.9 of the Uniform Building Code. We appreciate this opportunity to be of service to you, and would be pleased to discuss the contents of this report or other aspects of the project with you at your convenience. EXPIRES 4/3(2000 .� Enclosures: Figure 1— Site and Exploration Plan Test Pit Logs TP -1 through TP -5 Respectfully submitted, Zipper Zeman Associates, Inc. James P. Georgis Staff Geologist q,r...... t3 James B. Thompson, P.E. Principal Zipper Zeman Associates, Inc. 19231— 36ty Avenue W., Suite 13201 Lynnwood, Washington 98036 31T J -63I February 8, 2000 Page 12 (425) 771 -3304 LEGEND �`TP -1 Test pit number and approximate location. Reference: Drawing entitled: " Keystar, Inc., Proposed 9 Lot Shot Plat ", prepared by RN Parnell Company, last revised 12/09/99. 60 30 0 SCALE IN FEET 60 ZIPPER ZEMAN ASSOCIATES INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO. J-631 DATE: JANUARY 2000 DRAWN BY: WO SCALE: I " 60' 9 LOT SHORT PLAT ON SOUTH 130'" STREET TUKWILA, WASHINGTON SITE AND EXPLORATION PLAN FIGURE 1 Depth (ft) 2.0 4.0 6.0 8.0 10.0 1 923136• An. W. am,c......, Test Pit TP -1 Location: See Site and Exploration Plan, Figure i Elevation: 75 Feet Project: 9 Lot Short Plat on South 130 J Street Project No: 1-631 Date Excavated: 1/24/2000 Material Description Sample N %M Testing 6" loose, moist to wet, brown, fine sandy silt with trace gavel and fine organic .Mat=iaL.{T.opsnl)-- Stiff, moist, molded gray- brown, fine sandy SILT. Medium dense grading to dense at 4', moist, mottled gay -brown, silty SAND with I S -1 taco to some gavel. (Weathered glacial till) Very dense, moist, gay, silty SAND with trace to some gravel. (Unweathered glacial till) Test pit terminated at 10 feet on 1.24-00. No seepage or caving observed at time of exploration. 12.0 I 14.0 16.0 17 1 30 t 18.0 1 Test Pit TP -2 Location: See Site and Exploration Plan, Figure 1 Elevation: 76 Feet Depth Material Description (h) 4" Loose, most to wet, brown, silty SAND with some organic material. (Topsoil) I Loose to medium dense, moist mottled gray- brown, silty SAND with vase m some gravel. Wire mesh observed at 1.8 feet. (Fill) 2.0 Loose to medium dense, wet, mottled gray -brown, thinly interbedded silty fine SAND and stiff sandy SILT with some fine sand and Race clay.. 1 4.0 6.0 I Medium dense grading to dense at 6', moist to wet, gray-brown, silty SAND with some gravel. (Glacial till) 8.0 I 10.0 I I Test Pit terminated at 10 feet on 1.24.2000 with backhoe refusal. No seepage observed at time of exploration. Sligbt caving above S feet. 12.0 14.0 16.0 18.0 Project: 9 Lot Short Plat on South Min Street Project No: 7 -631 Date Excavated: 124/2000 Sample N %M Sa S -2 10 I I i 10 I I I I I I I I I I I I( I I I I I I I I I I Testing 19231 36 W. Suite B201, Lynnwood, Washington 9auso Test Pit TP -3 Location: See Site and Exploration Plan, Figure Elevation: 78 Feet Depth Material Description (it) 4- loos4 moist to wet, broom, silty SAND with roots and fine organic material. N "Opsoil) Loose, moist grading to wet, brown, silty fine to medium SAND grading to fine to medium SAND with some silt. 2.0 S -1 I 4.0 Dense grading to very dense, moist, gray -brown, silty SAND with trace to some 6.0 gravel and trace cobbles. (Glacial Till) One foot diameter boulder encountered at 6.5' 8.0 Test Pit terminated at 1.5 feet on 1- 24.2000 with bwMoe refiaal. No seepage observed at time of exploration. 10 O Slight caving from 3.5 feet. i 12.0 14.0 16.0 I I 18.0 1 Project: 9 Lot Short Plat on South 130 Street Project No: J-631 Date Excavated: 1/242000 Sample N %M Testing I I I S -2 3 19231 36 Ave. W. Suite B201, Lynnwood, Washington 98036 Project: 9 Lot Short Plat on South 130" Test Pit TP-4 Street Location: See Site and Exploration Plan, Figure I Project No: 7 -631 Elevation: 97 Feet Date Excavated: U24l2000 Depth Material Description Sample N %M Testing (ft) 6" Loose, wet, brown, silty SAND with some organic material and fine roots. I I Loose to medium dense, moist to saturated, gray- brown, silty SAND with trace gravel. 2.0 S 10 I Stiff, wet; motf oil gray brown, sandy SILT with trace clay. I i 4.0 S -2 I f I I Dense, moist, light gray- brown, silty fire SAND with trace gravel to very stiff fine, i sandy SILT. Glacial Till) 6.0 f I i I i I 8.0 S -3 I f I 10.0 Test Pit Terminated at 10 feet on 1 24.2000. f f f Slight seepage observed at 2 feet at time of exploation. No caving observed. IZ.O I I I I 14.0 I I I II i 16.0 (I I 18.0 i I File: D06.L-fl3 35mm Drawing #2 EMI( / cumpuTcusinc. This design prepared from computer input by IIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII RTS - CHASE LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF I2. 1. 6 BOTTOM CHa DS: 2x 4 USR 1650F 1. 2 WEBS: 2x 4 HF STD /STUD 1- 3 TC LATERAL SUPPORT c. 12'0C. UON. BC LATERAL SUPPORT a 12'OC. VON. OVERHANGS: 12.0' 12.0' Reactions: 970 970 CO v o. c ,1 Scale: 1/4' JOB NAME: FILE NO.: 81, B2 DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745649 10-00 -00 1 -00 -0 12 10.00 V C- 2.5x4.3 C -4x4.3 4 0' C- 5x7.7(S) 20 -00.00 CHARTER HOMES / 3016 -B - 61, B2 TRUSS SAM 20'- 0.0' LOAD DURATION INCREASE = 1.15 SPACED 24.0' 0.C. LOADING LL( 25.0)+0L( 10.0) ON TOP CHORD. DL ON BOTTOM CHORD • TOTAL LOAD 0.25' WARNINOt 4. Mae N G.nr.l NebsaM Wambasemon san=lnmlbn a hum.. L Butld rand anus a mama Nave b a of.Il Calwnl Nan sm Warningsbrore cmnbuceon co mwnat 3. 2a4 campnabn nb bane nmet b InataWo Mwm shown e. 4. Maw* force nestle ebnlams sush abmponry nd panbnam bracing, must b a.lpnad one prwl.d by d.mmwr mmmplab.bartun. Computes aanmln m mspnSbltlly br such Wamn0. 5. 11* loadNOmd bonedb art/ mrnnpment unmaBar si bmmng nd W Wean an compMe. and m m Hn mould any bad. ignbrthan design Inds b .pplhd fo amy mlrmonsm. 4. CompuTns tom ambm name ammms no napmslbnb for t5u W Wlgtory hareem mdpelam and InsbllaBn of aompomme. T. T is a.ly, W Wnabd nbiamtdttn ematitm on huaa design at IoM by TPI In 10041 orTPPWTCA b 00511.03 cophs ofwhla wm be finals ty CompuTms upon nquan 35.0 PSF 10.0 PSF 45.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MD BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 10-00-00 12 10.00 1' I [[[[ I 1IIIp C- 2.5x2.6 C- 2.5x2.6 a r s C- 2.5x4.3 y b 1 -00 -00 General Nobn, unless otherwise noted: 1. Design to support loads as shown. 2. De assumes d t top u s r d bottom tn to be laterally braced at 3. . Installation of t I th responsibility of (of the respective contractor. o 5. Design assumes nanl, condition' usses 6. De asstme9 ltr bearing at at supports shcnm. Shim or wedge if nec 7. Ma assumesc adequate both f one aes tossed. B. Mates shall be located on center faces truss, of ss, erM placed so their re r center lines coincide with joint ta ,t 9. Digits indicate jt lu oin szaplatein Inches. 10. . For r baste sic design si • v 4 the CampuTrlp: Plate, indicated by the prefix C', see CompuTrus e21 1. 11. The ComWTms sec et .R. t 18 material Plata Is al by merers 'CM the designator (1B) Indicates 18 ga. alerlri Is us al is used. All ors are 2b ga. Trans ID: 137804. 7.2.3TI111 -F IBC 2003 SINGLE MEMBER FORCES 41111011 T fa 0 B 1= 711 W 1= - 264 T 2= -1056 B 2= 711 W 2= 584 T 3= -801 W 9= -264 T 4. -801 T 5= -1056 T 6= 0 LEFT = 900 RIGHT = 900 BEARING AREA REQUIRED (S0. IN) BAG @ 0 0.0' 1.44 OF 1 2.22 HF / 2.12 SPF BRG @ 20 0.0' 1.44 OF / 2.22 HF / 2.12 SPF NOTE: Truss designed in accordance with IBC 2003 or IRG 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left = -159 Right = -159 Roof Truss Supply, Inc. D.O. Box 532 Noodinville, WA 98072 (42 4R1 -090(1 I EXPIRES 6130107 111111 111 1111 / CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 6 MSR 1650F 1- 2 BOTTOM CHORDS: 2x 8 OF SS 1. 3 WEBS. 2x 4 MSR 1650F 1- 2 TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'OC. UON. 0 Scale: 3/16' JOB NAME: 1 l 1 FILE NO.: B3 DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745650 10 -00 -00 12 10.007 8 -00 -00 This design prepared from computer input by RTS - CHASE 111 1 C -5x9.4 5.0' C -3x7.7 C- 7x11.9(S) J• TC UNIF ( ( LOADING BC UNIF LL( 464.6)+101( 991.7). 856.2 PLF 0 0.0' TO 8011 CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS.ACT NON- CONCURRENTLY. ( 3 ) complete trusses required. Join together 3 ply with 9'x.191 DIA GUN nails staggered at: 12' oc throughout 2x6 top chords, 2' oc throughout 2x8 bottom chords, 12' oc throughout webs. Note: Stagger splices on adjacent members. Bottom chord requires plates held down 4' typical UON and hanger height covers 851 or more of member depth. C -3x7.7 20 -00 -00 CHARTER HOMES / 3016 -B - B3 WARNNG& 1. Ruud ell emend Note and Warnings below canebuceon of Wanes a. Builder and erection =wader ahouN b welted of all General Notn and WsMga baron construction commune 5. h4 mnpneln web bracing must b Mhbd when Nom •. 4. A2 lateral lore minting amnia such ere temporary and permanent bracing mud be designed and provided by bdgner el complete structure. CmnpuTe manes no raepanalblllly for such Weeing. S No load should be applied to any component until alter al bracing and fasteners an complete, and acne gm elmudnn load. heater than design Inds be applied to any component. d. CpnpuTUa has a control over and assume a reaponalblitty to the hbdeeon, handling, shipment and InablNlan her compnets. 7. ids design IN Cornbread subject to the lmbadone on truss designs .et lone by lel In H1941 Or 'MINIMA In Bcsl 1a3 copies of which will be furnished by Campania man request 10 -00 -00 12 10.00 12 -00 -00 20-00-00 GIRDER SUPPORTING 39 -02.00 LOAD DURATION INCREASE • 1.15 + 1 c� C- 5X14.5 C- 5X14.5 c' y Y 0 1111111111111111111111111 20'- 0.0' V 20'- 0.0' V SRO @ 880 @ General Notes, unless otherwise noted: 3. . Design ggo to support the tos aashown. tann chhaoourds lo be laterally braced at or sterol 4. In lab Impact of b s Ui 01y oTthhe rospecuve contractor. 5. 5. Design assumes busses we used In a non-corrosive environment, 6. Design assumes fucondition' l be ing at all supports shown. Shen CC wedge 11 necessN01A equate. drd 0. Plates shall be located o both fac of truss, and placed so their center 9. lines ig coincide with joint late center 10. F 2 1 , see RR s o Uie CompuTrus Plate, Indlcated by the prefix 11. The CompuTrus Net Section Plate 15 Indlpaled by the 'CH', he designator (18) indicates 16 ga. material is used. o are 2b ga. I8C 2009 9 T 1= -9690 T 2= -9699 Trans ID: 137804.. - 7. .37(11.1-F MEMBER FORCES 41111O1 8 1= 7218 M 1= 6204 B 2= 5061 W 2= 6204 B 3= 7218 LEFT • 9262 RIGHT = 9262 BEARING AREA REOUIRED (SO. IN) 0'- 0.0' 14.82 OF / 22.87 HF / 21.79 SPF 20'- 0.0' 14.82 OF / 22.87 HF / 21.79 SPF NOTE: Truss designed in accordance with IBC 2003 or IRO 2003 reflecting a 85 mph wind load (enclosed structure, Exposure 8, height to 30 feet). Uplift Connections: Left = -1241 Right = -1241 roof Truss Supply, Inc. '.0. Box 532 Noodinville, WA 98072 (495) 481 -090n 3/13/4 1 EXPIRES 6130/07 III!l0101111 / CompuTrus_Inc. This design prepared from computer input by 11111111111111111hIill111111111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(3) TOP CHORDS: 2X 4 11911 1650F 1- 7 BOTTOM CHORDS: 2X 4 USA 1650F 1- 4 WEBS: 2X 4 HF STD/STUD 1- 7 TC LATERAL SUPPORT <• 12'OC. VON. BC LATERAL SUPPORT <= 12'OC. VON. OVERHANGS: 18.0' 0.0' Reactions: 1854 1742 1' T y C -5x6 FILE NO.: D2 DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745651 8 -10 -03 12 -00 -00 19 -07 -00 T 12 6.00 C- 3x7.7(8) C- 2.5x4.3 10 -08 -13 C- 2.5x4.3 C- 3x6(S) 1 TITS - CHASE T 1 C -4x4.3 C -4x7.7 14 -09 -08 b b Scale: 1 t®6 -00 38-09-08 JOB NAME: CHARTER HOMES / 3016 -B - 02 TRUSS SPAN 38'- 9.5' LOAD DURATION INCREASE • 1.15 SPACED 24.0' 0.0. LOADING LL( 25.0)40L( 10.0) ON TOP CHORD • L ON BOTTOM CHORD = TOTAL LOAD BOT - TON CHORD CHECKED FOR 1OPSF UVE LOAD. TOP AND 6010(1 CHORD LIVE LOADS ACT NON- CONCURRENTLY. 19 -02 -08 10-08-13 8 -05 -11 12 \16.00 C-3x7.7(S) C- 2,5x4.3 • •. 5x2.6 C 2.5x2.6 C 2. C- 2,5x4.3 C- 3x6(S) b WARNNOS: t. Wad an] anon] Nola. W lVambea baron conalrmllon of bunee. L auldnand ancaoncontact >tliouldb a&Mad of all oam1W Notoa std WamNroa before conamwibn commmaa. 3. Sz4 cmnpnnlon wsb bndm mmt be 1,.41.E wbere anon.. 4. M labralfono nWlbgebrnont3 each as temporary and corm rent bnoing, must be datlpwd.1S provIded by dnlgner ar mmplab audit . Conpumwa anmma m n W matbmty for amb bndng. 5. No bb atoWd be appled 9111 umnomnl until afar an] bang and bWenNn are camplab, and atm flan Gould any loads abater Nun deden brad• be app1d to any eemfmmlL L CompuTra ha no catW MGM aaaumano n•ponalblllty Re Ma bbdcaeon, handling, Wrlpnot and IrnnlWan of mneormia T. TN• do lgn Ia b•W Wwd mmmHd to em emhtatom on imta dealgm ad fan] by lln n 1N6a1 NTPWRCAb copea olu0MMaib be hud•hwd by ConnpuTmsuponn4rlest. 12 -00 -00 95.0 PSF 10.0 PSF 45.0 PSF 1' f C -7x7.7 5 0 0 1 Madge rnniirnd at hne1N).1 BBG e BBG 9 General Nolm, uNass ofrenvlse noted: 1. Desl9n b suppod badsas s esign assumes the u ho a w ( nn... dt 3. o p 2x 4 I mpact b I i dg i ng a a1Na b radog r egsred lehere shown red al Inslallatton off Wss Is the resoonsi6�ty of the respeclve conaacta. 4. eslgn assumes busses are to be used b e nencorroave envmnmenl egnd are fir' Condteon' N use R. tpDreeslgn Bass IWlebaeuadtengett drainage alt supporrts shovm. Shim orwedge B 8 . PI ess l be loc on both c Is provided. buss, nd placed so Nair center Hoes cot ddb with plot renter lines. 9. Digits Indicate slze of plate In Inches. 10. for basic design values of the Camputrus Plate, Indicated by the prefix C', see 1.00.8.0. R.R. 4211. 11. The CranpuTrus Net Section Plate Is Ir4cater) by the pretlx'CN the designator (18) Indicates 1B ga. material Is used All others are 26 ga. IRC 2009 SINGLE MEMBER FORCES T 1. 0 B 1= 2821 N 1= T 2= -3081 B 2= 2193 W 2= T 3= -2784 B 3= 2161 N 3= T 4= .1961 B 4= 2495 N 4= T 5= -1961 T 6= -2710 T 7= -2977 LEFT = 1746 RIG1T • 1745 BEARING AREA REQUIRED (SG. IN) 0'- 0.0' 2.79 DF I 4.31 HF / 4.11 SPF 98'. 9.5' 2.79 DF 1 4.31 HF / 4.11 SPF NOTE: Trues designed in accordance with IBC 2003 or IRC 2009 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 30 feat). Uplift Connections: Left •. -292 Right = -234 loof Truss Supply, Inc. ''.0, Box 532 Noodinville, WA 98072 (495) 481 -0900 Trans ID: 137804 7.2.3FI1L1-F 4WRDH -319 492 -787 1283 N 5= -741 N 6= 415 W 7= - 290 EXPIRES 6130/01 IIIIIII10111I Campania Inc. LUMBER SPECIFICATIONS SI2E SPECIE CRADE PANEL(S) TOP CHORDS: 2x 4 HF Y2 1-9 BOTTOM CHORDS: 2x 4 USR 1650F 1• 5 WEBS: 2x 4 HF STD/STUD 1. 2, 4-10 2x 4 USR 1650F 3 TC LATERAL SUPPORT x= 12'0C. UON. BC LATERAL SUPPORT ce 12 UON. OVERHANGS: Reactions: CM 0 18.0' 0.0' 1854 1742 19 -07-00 8 -10 -03 1 10 -08 -13 1 12 C -4x4.3 4' This design prepared from computer input by RTS - CHASE TRUSS SPAN 96'- 9.5' LOAD DURATION INCREASE • 1.15 SPACED 24.0' 0.C. LOADING LL( 25.0)I0L( 10.0) ON TOP CHORD • DL ON BOT011 CHORD = TOTAL LOAD • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 19 -02-08 10 -08 -13 1 8 -05 -11 12 1' 6.0°' ' C- 2,5x4.3 C- 3x7,7(5) C- 3x11.9 (S) x4.3 C -4x9.4 C- 2.5x2.6 X � C- 2.5x2.6 C- 2.5x2.6 I C-5.5x7.7 o 4, C-5x9.4 O a 3,00C-7x11.9 12 1 1 1 7 -08 -12 1 -06100 7 -08 -12 Scale: 1 /5' JOB NAME: CHARTER FILE NO.: D3 DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745652 1 1 C -5x7.7 C -4x7.7 3.00 12 1 7-03-04 7 -03 -04 38 -09 -08 HOMES / 3016 -B - D3 C- 2.5x4.3 C- 3x6(S) 1 12-02-00 23 -09.08 WARNNG& 1. Read all Goner* Nobs and Waminae before con.NUClbn oftruses& 2. Sulkier end sncuan coal•der should be advised of all amen Nobs and Claming* before construction 1009,1180.. 3. 2.4 compression web back* meat ha b W hd Win shown t. 4. An lateral force resisting elements arch as temporary and permanent bracing. must be designed saki provided by designer of complete structure. Comp.ThS assumes no responsiblRy for such bracing. S. No load should be applied to em tmmpmn'm um* after =g bracing .n fasteners .n complete, and d no time should em loads greater than design Toads be applied to any component. 4. CmryrTma bait on 00dmi over and scums no nmponsINlay fm UW fabdcllan, hander, shipment and Installation of components. 7. lit design Is furnished subject to the limitation on Nuns desalting set form by TPI In HI941 or 1PflTCA in SCSI 1-03 copies or which will be furnished by Compares upon netiM 11 -07 -08 35.0 PSF 10.0 PSF 45.0 PSF 1 1 1 1 111111 11111 11111 11111 11111 11111 11111 1111 1111 Wndne ren.1rnd .t�_nn11s1.1 General Notes, unless otherwise noted: 1. Design to support bads as shown. 2. Design assumes the lop and bottom chords to be laterally braced at 2-0 o.c. and et 12-0' b e. re,spectivei 3. IInnstallationn bridging Is the responsibility ib ' ility o1" respe contractor. Design assumes trunon-corrosive usses are to be used In a non-corrosive environment. and 6. nle as=sumes lullb at aMg al Design all supports shown. Shim or wedge If 7. Design 6wmes adacuale drainage is povIded. S. Thes n locatea ente Rnrs� truss, and placed so their center with 9. Diggs indicate slze of plate N Inches. 10. F basic deli values of the CempuTnm Plate, Indicated by me prefix G' see I.C.B. RR. 4211. 11. The CompuTns Net Section Plate Is indicated by the prefix CN' Ne designator (16) indicates 16 ga. maleiial Is used. All o ers are 20 ga. IBC 2003 SING. T 1• 0 T 2= -5424 T 9 -5432 T 4= -5417 T 5• -2334 T 6= -1927 T 7= -1967 T 8= -2738 7 9= -3010 LEFT = 1746 UEUBER FORCES 11 4811 W 1= 2a 2862 w 2• 3= 2021 11 3a 4= 2175 W 4= 5= 2535 W 5= W 6= W 7= w 8= W 9= W10= Trans ID: 137804 7.2.3FIIL) -E - 4WRDH 160 -227 9013 -1325 516 -746 1346 -752 438 -253 RIGHT =• 1745 BEARING AREA REQUIRED (S0. IN) BRO @ 0'- 0.0' 2.79 DF / 4.31 HF / 4.11 SPF BRG @ 38 9.5' 2.79 DF / 4.31 HF / 4.11 SPF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 90 feet). Uplift Connections: Left = -292 Right = -294 Roof Truss Supply, Inc. P.O. Box 532 Noodinville, WA 98072 (425) 481 -0900 EXPIRES 8130/07 1 011111111111 CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 12 1- 8, 10 2X 4 IL% 1650F 9 BOTTOM CHORDS: 2x 4 IISR 1650F 1. 5 WEBS: 2x 4 HF STD/STUD 1- 2, 4 -10 2X 4 1188 1650F 3 TC LATERAL SUPPORT <= 12'0C. UCN. 8C LATERAL SUPPORT a 12'OC. VON. OVERHANGS: Reactions: m 0 1 T 16.0' 18.0' 1868 1868 12 6.0017 19 -07 -00 8 -10 -03 10 -08 -13 RTS - CHASE C- 3x11.9(S) C- 2.5x4.3 C -4x9.4 C- 2.5x2.6 C- 2.5x2.6 19 -07 -00 o C -5x9.4 a 3.00 12 b y 7 -08 -12 1 -06 7 -08 -12 24 -02 -00 Scale: 1/8 39 -02 -00 JOB NAME: CHARTER HOMES / 3016 -B - D4, D5A FILE NO.: 04, D5A DATE: 3/13/2006 OES. BY: Lt.l SEQ.: 2745653 C -5x7.7 C -4x7.7 3.00 12 1 . 7-03-04 7 -03 -04 This design prepared from computer input by 11111111101111111111111111111111111111111 12 -02 -00 TRUSS SPAN 39'- 2.0' LOAD DURATION INCREASE • 1.15 SPACED 24.0' 0.C. WARNWGS: 1. Reed all General NOW and Mambgs Wore construcaon or busses. 2. Builder end erection contractor should Is advised or all General Notes and Warnings beron construction commences 3. 2a4 cempresabn cob bracing must be installed Wen shown +. 4. M bent lores resisting elements such as temporary and immanent Macine, null be designed end provided by dsslgnsr or complete structure. CompuTnm auncos no responsibility for such bracing. 4 No bad should be applied to any component until alter al bracing and batmen are compete. and erg time should any Toads greater than design loads be applied to any component IL GompuTms has no control ever and assumes es no re.pondblllly ter ae fabrication, handling. shipment and 1nsWIMan of components. 7. TMs deolgn Is furnished subject to ma limitations on truss design. set Ilea by TFl In HIB411 of TPWflCA In SCSI1.03 copies of which cob be furnished by CompuTnla upon request. LOADING UL( 25.0)I0L( 10.0) ON TOP CHORD • 95.0 PSF L Ott BOTTOY CHORD = 10.0 PSF TOTAL LOAD • 45.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND 001T011 CHORD LIVE LOADS ACT NON - CONCURRENTLY. 10 -08 -13 8 -10 -03 12 ` C- 3x7.7(S) C- 2.5x4.3 C- 2.5x4.3 C- 3x6(S) .1 C- 2.5x2.6 12 -00 -00 C -5x6 1 5 1 1 -00 0 General Notes, unless otherwise noted: 1. Design to support loads as shown. le 4. Design ass utl m 1s1he1PP and beottom h s to be laterally braced at 5 . Desl o ass s r i e a ust in a nco ay,ostre 6. Design for 'dry II bea of 1 at all supports bl bearing shown. Shim or wedge to 7. Deeaign°aumes act ale drainage Is provided. 8. P b r o c tee dl �� pnnaggcee��s of Buss, and placed so their center 9. Digits indicate size of plate In Inches. 10. FL pr see deston val ConpuTnu Plate, Indicated by One prefix 11. The CbnpuTrus Net Section Plate Is indicated by the preSX'CW the designator (18) Indicates 18 ga. metered Is used Ab others are 2b ga. BRG @ BRG IBC 2003 SINGLE 0 B -5483 B -5496 B -5481 B -2370 B -1962 -2002 -2645 -3149 0 T 1= T 2• T an T 4= T 5= T 6= T 7= T 8= T 9= T10= LEFT WEBBER FORCES 4WRDH 1= 4863 W 1= 167 2= 2901 W 2= -226 3= 2053 W 3= 3042 4= 2239 W 4= -1336 5= 2691 5 5= 516 W fi= -746 W 7= 1377 W 8= -796 W 9= 515 W10= -341 1762 RIGHT = 1763 BEARING AREA REQUIRED (S0. IN) 0' 0.0' 2.82 DF / 4.35 HF / 39'- 2.0' 2.82 OF / 4.35 HF 1 Trans ID: 137804 7.2.3F(111 -E EXPIRES 6130107 4.15 SPF 4.15 SPF NOTE: Truss designed in accordance with IBC 2003 or IRO 2003 reflecting a 85 mph Wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left = -294 Right = -294 Roof Truss Supply, Inc. '.0. Box 532 Noodinville, WA 98072 (425) 4Ai -ngnn Illlllll1111 LINGER SPECIFICATIONS SIZE SPECIE GRADE PANELS) TOP CHORDS: 2x 4 NSA 1650E 1- 7 BOTTOM CHORDS: 2x 4 IISR 1650F 1. 4 WEBS: 2x 4 HF STD /STUD 1- 7 TC LATERAL SUPPORT <= 12'00. VON. 8C LATERAL SUPPORT a. 12'00. LION. OVERHANGS: 18.0' Reactions: 1871 r 1' Com uTrus Inc. 0.0' 1759 8 -10.03 12 6.00 19 -07 -00 T 10 -08 -13 This design prepared from computer input by 1111111111111101111111110111111111111111 RTS - CHASE 1' 1 C -4x4.3 TRUSS SPAN 39'• 2.0' LOAD DURATION INCREASE • 1.15 SPACED 24.0'0.0. LOADING LL( 25.0)+OL( 10.0) ON TOP CHORD = 0L ON B01701 CHORD TOTAL LOAD BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND 8017011 CHORD LIVE LOADS ACT NON- CONCURRENTLY. 10 -08 -13 19 -07 -00 8 -10 -03 12 Q 6.00 1' T C- 3x7.7(3) C- 3x7.7(5) C- 2.5x4.3 C- 2.5x4,3 C- 2.5x2.6 C- 2.5x2.6 C -5x6 scale: 11 39-02-00 JOB NAME: CHARTER HOMES / 3016 -B - D6A FILE NO.: D6A DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745654 12 -00 -00 C- 2.5x4.3 0- 3x6(9) Y 4 C -4x7.7 15-02-00 C- 2.5x4.3 C -5x6 C- 3x6(S) Y b 12-00-00 WARNING* 1. Road N General Notes and Warnings before contnnAOI of burs. 2. Builder and erection contactor should a advised of as General Notes end Warnings baron construed= comments 3. 2x4 compnpbn web Mang must be Installed were Norm +., 4. All buret fora misting elements Mich as temporary and permanent bracing. must 8 designed and provided by designer of complete siaotun. CompuTne .puss ,n c. wanIbmt, for such tetra. 5. No tad should be applied M any component until after all bracing end fosterers an complete, mid at no amo should any lade greater than design leads be applied la any a'nponea. S. CompaTres has no control over and assumes no responsibility for Me bbdation. handing. NlpuaM and Installation of components. T. This design b furnished staled to tie 1meadae on truss designs set forth by '1111n HI1341 or1PWWfCA In BCSI 1413 cola of which will be furnished by ComtmTma Won rsgusd. 35.0 PSF 10.0 PSF 45.0 PSF BRG B 6110 5 General Nobs, unless otherwise noted: 1. Design to support loads o as shown. 2. D-0' a end s the p.annd bottom ads to b laterally wham braced a lly bra at a 4, installation uaftyruss truss Is abbe u�li h�nortaxr ve coon ct . 6. Egg., f supproos�lsdlewdm. Stott Drwedgeit 7. , Plates n ail be located adequate faces of bus, and placed so Nelr center 9. lines git indicate d de amsii hjoint r plate In In 10. fC.� basic s D. values . 42 the Co 1 mpuTrus Plat Indicated by the omits rt 11. The (15) Intlso 18 ga. Plate nat te al is u AS the are 2h ga. IRO 2003 SINGLE MEMBER FORCES T 1= 0 B 1= 2651 W 1= T 2= -3116 B 2= 2225 W 2= T 3= -2619 6 3= 2226 W 3= T 4= -1997 B 4= 2655 W 4' T 5= -1997 Si 5= T 6= -2621 W 6= T 7= -3119 W 7= LEFT = 1763 Trans ID: 137604 7.7.3F(111 -F 411110H -317 491 -756 1315 -787 493 -320 RIa1T = 1762 BERING AREA REQUIRED (S0. IN) 0'- 0.0' 2.82 DF / 4.35 HF / 4.15 SPF 39'• 2.0' 2.82 DF / 4.35 HF / 4.15 SPF NOTE: Truss designed in accordance with IBC 2003 or IBC 2003 reflecting a 85 •ph Wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left • -294 Right = -236 Roof Truss Supply, Inc. °.0. Box 532 Noodinville, WA 98072 (425) 4R1 -0900 1111111111111 / CompuTrus LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 12 1- 5 BOTTOM CHORDS: 2x 4 HF f2 1- 9 WEBS: 2x 4 HF STD /STUD 1- 4 TC LATERAL SUPPORT • 12'00. VON. BC LATERAL SUPPORT <= 12'0C. VON. OVERHANGS: 18.0' Reactions: 1199 1 1 -06 -00 FILE NO.: EIA DATE: 3/13/2006 DES. BY: MJ :SEQ.: 2745655 0.0' 1081 6.00 12 12 -01 -00 10- 02 -00. Scale: 114' JOB NAME: CHARTER HOMES / 3016 -B - E1A This design prepared from computer input by RTS - CHASE C- 2.5x4.3 C- 3x4.3(S) TRUSS SPAN 24'- 2.0' LOAD DURATION INCREASE • 1.15 SPACED 24.0' O.C. LOADING LL( 25.0)+0L( 10.01 ON TOP CHORD • L W 80T10M CHORD = TOTAL LOAD = BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 24 -02 -00 WARNINGS 1. Rata MI General Rotes end Wanting' before construction of Mosses 2. Builder and erection contractor should be adrte.d of .11 General Notes and warnings before connlmcdon comment.... S. 234 compression men bracing 'mat be Installed whom 'hone e. 4. Al lateral bon resisting elements such .s temporary and pemunent bacng, must be designed and provided by designer of complete structure. CompuTnm assumes no responsibility breach bracing. S. No toed ehoutd be applied to any component until alter al bracing and fasteners Sr. carnotite. and el no tints should any beds greater than design bads be applied to any component 0. CompuTn. Its no control over and assumes no responsibility far m' Iablpaon, bandllna. shipment and Installation of components. 7. This design is banlsiwd subh tb the Imitations on tams deep's act forth by TPI in HIS41 orTPSWTCA b ECSI1Aa copies of which wll be furnished by CompuTnm upon ntu.m. 35.0 PSF 10.0 PSF 45.0 PSF 12-01-00 14 -00 -00 1 11111111111111111111111111 1111 11111111111111 12 - 16.00 C 2.5x4.3 C - 3x6 T 1 1 8AG @ BBG @ General Notes, unless of gtwlse noted: 1. Design to support loads as shown. 2. Drelaga ossurrme he lop and bbottomg v rds to be laterally braced at 4. . Desig a u are 10 bbe used Ta a non�ushre environment. and are for 'dry condition' of use 6. n Design assumes hill bearing al drainage .9 supports shown. Shim orw wedge N 7. P���latess shall located adequate fs of buss. and placed so their center 9. Digits Indicate design ues size of Inc 10. For bask dd sign vvallu2 1. 11. f the CompuTna Plate. Indicated by the prefix The (18)) Indicates 18 Plate a t Indicated Is u *1 o1 U ers are 2b the IRC 2009 SINGLE MEMBER FORCES T 1= 0 B 1= 1510 W 1= T 2= -1796 B 2= 992 W 2= T 3= -1571 B 3= 1513 W 9= T 4= - 1573 N 4= T 5= - 1799 LEFT = 1088 RIGHT = Trans ID: 137804 7.2.3T1111 -F . 4WRDH -384 585 588 -387 1087 BEARING AREA REWIRED (SO. IN) 0'- 0:0' 1.74 OF 1 2.69 HF / 2.56 SPF 24'- 2.0' 1.74 DF 1 2.6B HF 1 2.56 SPF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a B5 mph wind load (enclosed structure, Exposure 8, height to 30 feet). Uplift Connections: Left = - 204 Right = -146 m 0 0 3oof Truss Supply, Inc. °.0. Box 532 Noodinville, WA 98072 (425) 481 -ngnn L EXPIRES 6130107 1111111111111 CnmpuTrus Inc. This design prepared from computer input by 111111111111111 1111111111111111111 RTS - CHASE LW.mER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 02 1. 6 BOTTOM CHORDS: 2x 4 HF 02 1. 3 WEBS: 2x 4 HF STD /STUD 1- 4 TC LATERAL SUPPORT ca 12'0C. UON. BC LATERAL SUPPORT <e 12'00. UON. OVERHANGS: 18.0' 18.0' Reactions: 1144 1144 Scale: 1/4' 4 b * 1 -06 -00 FILE NO.: F2 DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745656 6.00 C -3x6 12 11 -06 -08 C- 2.5x2.6 9 -01 -00 C- 2.5x4.3 C- 3x4.3(S) JOB NAME: CHARTER HOMES / 3016 -B F2 TRUSS SPAN 23'- 1.0' LOAD DURATION INCREASE • 1.15 SPACED 24.0' 0.0. • LOADING LL( 25.0)40L( 10.0) ON TOP 0110110 • DL ON BOTTOM CHORD • TOTAL LOAD • T C -4x4.3 4.0' 23 -01 -00 WARNINGS: 1. Read all Genital Notes and Warnings Mfon construction of trusses. 2 Solids end flagon uoneaclof mould be advised of all Genial' Nobs end Warnings before construction mmmxlcaa. s. 2z4 compression web tracing mast M Instead Mien shown 4. m Wart tans mutatinaarrMnn N such as mwraty ltd permanent Wads% lid be designed and provided W d.olgnat al complete ebudurw CompsTnra aumnn M nspatelbRty for such basing. A No load eboold be epplld to any CapPananl uole altar an bracing and fasteners Sr, complete, and also time should any loads gnaws than design leads be applied to any component. a. Company, has no control over and assume no nsyoesallay let Me fabrinallat, handling. mllpmant and Installation of components. 7. THS design Is hunaMd Subject* Use 1mMdeM an trait designs eel forth MSP, InHIS41 aTPWITCHaSCSI 1.b3 capita of which MS b, furnished by CompuTne upon request SOTTO! CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 11 -06 -08 C- 2.5x4.3 C -3x6 14 -00 -00 55.0 PSF 10.0 PSF 45.0 PSF C- 2.5x2.6 12 ' 1' 8fl0 @ SRO @ General Notes, unless omet 4se noted: 1. Design to support loads as shown. 2. 2-0 o sand al 12top and . rrespectively b be laterally braced at chords 3. 2x4 Impact bridging or lateral bracing required where shown + Insyllauon of buss Is the responsibility or the respective contractor. D DD�e ass limes busses are to be used In a non - corrosive environment, 6. ueslgn for sslmes fcondition" ll bes ng a t as supports shown. Shim or wedge N necessary. agmgp 0 Plates shall be lova led Er botth faces S of truss. and placed so their center Ines 9. pions Ind plat I e In L hes. 10. For basic design values of the CompuTnis Plate, !Scaled by the prefix 11. me C�o�mrr Net Section Plate is indicated by Me prefix `Chi` the designation (18) Indicates 18 ga. material G used. Al others are 2b ga. Trans ID: 137804 7.2.3T(11 1-F IRC 2003 SINGLE MEMBER FORCES 41IROH T 1• 0 B 1= 1491 W 1= -369 T 2• -1705 B 2• 942 W 2a 559 T 3s -1491 8 3= 1431 W 3= 553 T 4= - 1491 W 4= -363 T 5s - 1705 T 6= 0 LEFT = 1039 RIGHT = 1099 BEARING AREA REQUIRED (SO. IN) 0'- 0.0' 1.66 DF I 2.56 HF / 2.44 SPF 23'- 1.0' 1.66 DF / 2.56 HF / 2.44 SPF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 55 mph wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left = -197 Right • -197 Roof Truss Supply, Inc. 'A Box 532 Noodinville, WA 98072 (425) 481 -ngn0 EXPIRES 6/30107 SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40° Street, Tacoma, WA 98409 -5697 Tel (253) 474 -9449 Fax (253) 474 -0153 FILE COPY STRUCTURAL CAIPCULATIONS: PLAN 3016 KING COUNTY, WA FOR: Charter Homes 601 Union Street, Suite 3920 Seattle, Washington 98101 - EXPIRES APRIL 24,'2 8 (S & H 12,890) (RDS 6703) August 15, 2006 ED FOR CODE COMPLIANCE APPROVED APR 17 2007 t GJ/ ry Tukwila N i I N arforr IVED eRwILA NOY 03 Dno 1 l3 INDEX Sitts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 - 474 -9449 Fax: 253- 474 -0153 BASIS FOR DESIGN 2 DESIGN LOADS 3 GRAVITY ANALYSIS 4 - 36 LATERAL ANALYSIS 37 - 66 Job Name: PLAN 3016 Job No: 12,890 Sheet No: 1 By: KJH Date: February, 2006 BASIS WOOD: Sitts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 -474 -9449 Fax: 253 -474 -0153 CONCRETE: Job Name: PLAN 3016 Job No: 12,890 Sheet No: 2 By: KJH Date: February, 2006 BUILDING CODE: 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. LOADS: ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. WIND LOAD = 85 MPH WIND SPEED, EXPOSURE: B. SEISMIC DESIGN CATEGORY: D. FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" • MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 1,500 PSF. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO COMPLY WITH EXPOSURE REQUIREMENT OF IBC TABLE 1904.2.2(2). STRUCTURAL DESIGN IS BASED ON fc OF 2,500 PSI. PER IBC 1704.4, NO SPECIAL INSPECTION REQUIRED. REINFORCING: BARS #4 AND SMALLER: Fy = 40,000 PSI. BARS #5 AND LARGER: Fy = 60,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: ASTM A36 (Fy = 36,000 P5I). ANCHOR BOLTS: ASTM F1554 GRADE 36. WOOD TYPE JOISTS 2X4 HF #2 2X6 OR LARGER HF #2 BEAMS WIDTH 4" OR LESS DF #2 WIDTH GREATER THAN 4" DF #2 LEDGERS AND TOP PLATES WIDTH 4" OR LESS HF #2 STUDS 2X4 HF#2 2X6 OR LARGER HF #2 POSTS 4X4 DF#2 4X6 OR LARGER DF #2 6X6 OR LARGER DF#2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 240 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. ENGINEERED WOOD BEAMS (PARALLAM PSL): Fb = 2,900 PSI, Fv = 290 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 2,000,000 PSI. DESIGN LOADS ROOF DEAD LOADS: ROOF LIVE LOADS: FLOOR DEAD LOADS: FLOOR LIVE LOADS: Sitts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253- 474 -9449 Fax: 253 -474 -0153 Job Name: PLAN 3016 Job No: 12,890 Sheet No: 3 By: KJH Date: February, 2006 ROOF 6.5 PSF INSULATION 2.0 PSF SHEATHING 1.5 PSF FRAMING 2.5 PSF BEAMS 1.5 PSF MISC. MECH., & LGTN. 2.0 PSF 16.0 PSF TOTAL DEAD LOAD 25 PSF SNOW LOAD FLR. COVER 1.0 PSF INSULATION 1.0 PSF SHEATHING 3.0 PSF FRAMING 3.0 PSF BEAMS 2.0 PSF MISC. MECH., & LGTN. 2.0 PSF 12.0 PSF TOTAL DEAD LOAD 40 PSF PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ATTIC VENTILATION REQUIRED LOCATION VENTILATION ROOF VENT5 AT m SP. EA (0000) (3X30047 (4x3001/1 GROSS AREA 0201 1151 RECD. VENT (S5) 50 II RECD AT RAVE 60 R REO9 36 HOUSE ROCA 1151 51.. 52251 5P, 2.55 5F, x.99 51. (U • Jll PORN ROOF' 112 5,. 031 5F. 0)7 B.F. OR 51, LOWER GAR 40 6P. OA OP. 0075P. 0016, 3 AMOK EAVES PROVIDED (IM 5015 OP T YPE T T VEIT VENTILATION ROOF VENT5 AT m SP. EA 5 VENTS REO9) PROVIDED 15 t EFFICIENT 4gRE (6) • 14.6 (v 1 • 43 EA SP. > 16 SR (1) • 35 • 35 5P> .1 5P. PORN GAR (U • Jll 0 11 5P.> Ol sp, LOVES VENTILATION •ROVDED (MN. 506 OF IMOD) TTPE VENT FETAL VENT AT ASO SF. EA. EIIO tl.COONG AT PROVIDED. SO PER 3 ROLES NWEE 0) • (75 (35).115 304 5F.> 335P. POUCH 0 NO) .03 3 5F.> 15 SP. OAR 0 (10).03 3 SP. > OAF. r r Ln L ____ 1 gg ntiYOE rYE10EE002ia sqtrarianaall GWfj k'W .3 u VENTILATION REQUIREMENTS • $ EVERY SAVE ELO' C TO BE VENTED . MEW 07 b5n . (1035.0 1115.F. 144 • VENTILATION. A (AF) SF RECTO 00E1 . GABLE V EM5 ROTS. SG 11.11631 (144) SF N T : • VENTED BLOCKING OYER SUPPORTS • ROOF OM TO SE It 51N E AT E W05 BLESS OTHERWISE NOTED. • ROOF PROMS TO BE 6/0 1155E OBERIISE NOTED. • SKYLIGHTS II 316 CURS • GAIETY GLASS • TRUSSES • RAFTERS 65•LL BE • 74 00. UNLESS 011021556E NOTED. • ALL BEAMS ARC HEADERS TO BE KRFI D 015 STAMPED 5'65EEW0 CALOLATI0146. TY5 PACE 51161 BE NOTIFIED 011 ANT VARUTI N6 BEFORE PROCEEDING. TRUSS NOTES: • DLL TR16K5 MULL CARRY NR4P*CTOR.6 var. • ALL TRUSSES NALL BE N3T4LLED / BRACED TO M -ROACT 125 SPECIFICATIONS. • TRUSSES YELL NOT OE FIELD ALTERED WITHOUT PRIOR dIILDING DEPT. APPROVAL OR QY 6EER5G CALCULATIONS. • ALL TRUSSES SHALL HOVE DESIGN PETALS • DRAYRG6 04 1510 505 FRAMING INSPECTION. • ALL CM'ECTIC 156 CO WAVE JACK OR HIP TRUSSES TO MAN GIRDER TO BE PROVIDED BT TRESS Mtl4PACTEE. • TRUSS DR•RYS TO OS STAMPED AND 5000 BY • LICENSED W ASHINGTON STATE STRUCTURAL ENG5EER TRUSSES SHALL BE MOSPACTEBD N A PLANT 4 4ROVED 16OER 150 REO)SEI@NTS OF SECTION MOIL. 3401 'MUSS SMALL BEAR THE 0I4LITT CONTROL STAMP (55010133X6) 43 YELL A6 MMIPAC11AE5 PLANTE NAPE /ADDRESS. DESIGN 4.0 APO MAXIM SPACING.. . APPROVED HANGERS SHOULD BE USED AT ALL Y4l1ECITCNS OF RAFTERS. JACK OR HIP 1R)56E5 TO MAN ORDER TRUSSES. • 1I041 METAL PLATE CONNECTORS TO HAVE FIELD 40 06D55 IDIPRIPCATION. 5MIOLTP01 BRAIDED. MAIMED. OR 0111ERREASE P ERIAEMILT AFFIXED TO 6101 15)55 SHALL CO4TAN TE FOLLOWING 10 A. C4TI OP 1RI56 MARPACEL' COMPANY. 114 05 (M 714E N B 111E DESIGN LOAD G TE TRUSS SPAC.00. • ALL ROLP 171110E5 SYYL EE 60 F .5 50 4D TED PRO THE FRAIIB 1 SUPPORTING PORTP S 3 HLLS 60 A6 TO PORN 4160EGRAL 1 PART OF 11.E11.1012 GW M4V'E R' TRUSSES SHALL PAVE JON16 ® SELL RTl SH/AlLWVE ALL TENSION 1 125 ON 11130 SELL TIGHTENED MLO BEFORE Y LOAD 16 PLACED 1.11•04 WE TRSS. 4 Y AND SWAT W SMALL ORAGYLL PE O6 TO MACE ALL ROOF 112 165126 FILE NC 6103 51 -IEET SITTS & HILL ENGINEERS, INC. DESIGNED MTH DATE 02-20 - 0(t) JOB ITZ TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE EET FROJECTJ )!):() (it Ain' f) I ) o ! 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KW-0602611, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Englneeing Software General Timber Beam Page 1 12890.ecw:Celculations Description R1 LGeneral Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3.125x10.5 Beam Width 3.125 in Beam Depth 10.500 in Member Type GluLam Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary fb Fb DL DL DL 1.150 Pin -Pin Full Length Uniform Loads r Span= 8.00ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.522 ; 1 Maximum Moment Allowable Max Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 Center Left Right 1,439.45 psi 2,760.00 psi Bending Analysis Ck 20.711 Cv 1.000 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing 41 Supports Max. Left Reaction Max. Right Reaction Le Rb 6.89 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 13.21 fv Fv Dead Load -0.057 in 4.000 ft 1,682.3 • D.L. Defl) ... 0.086 in 0.000 in 0.000 In 0.000 ft 0.000 Max Moment 6.89 k -ft 0.00 k -ft 0.00 k -ft Left Support 4.05 k 14.674 in2 276.00 psi 3.44 k 3.44 k 336.00 #/ft #/ft #/ft 6.9 k -ft 13.2 k -ft at at 123.43 psi 276.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi Total Load -0.146 in 4.000 ft 656.52 LL LL LL Reactions... Left DL Right DL Scope: Sxx 57.422 in3 CI 3443.999 Sxx Read 29.95 in3 0.00 Ina 0.00 in3 Right Support 4.05 k 14.674 1n2 276.00 psi Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 8.00 ft ft ft 525.00 #/ft #/ft #/ft Lu Lu Lu Maximum Shear • 1.5 4 . 1 k Allowable 9.1 k 4.000 ft Shear: © Left 3.44 k 0.000 ft @ Right 3.44 k Camber: @ Left 0.000in © Center 0.086 in Q Right 0.000in 1.34 k Max - 3.44k 1.34 k Max 3.44 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 Stress Cafes 1 Area 32.813 1n2 Allowable fb 2,760.00 psi 2,760.00 psi 2,760.00 psi 1.696 in 1.696 in 0.000 In 0.0 Job # Date: 8:39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 6 Rev: 580004 User. KW -0802811, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined y Fu)) Length Uniform Loads L Description R2 Summary [Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Span= 16.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb • 630.88 psi Fb 1,242.00 psi Center Span... Dead Load Deflection -0.128 ...Location 8.000 ft ...Length /Defl 1,502.9 Camber ( using 1.5 • D.L Deft ) ... @ Center 0.192 In @ Left 0.000 in @ Right 0.000 in Bending Analysis Ck 31.887 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb DL DL DL Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.150 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 0.508 ; 1 2.6 k -ft 5.2 k -ft 2.62 k -ft at 8.000 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 5.17 fv Fv 0.000 ft 0.000 Max Moment 2.62 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.89 k 4.297 In2 207.00 psi 0.66 k 0.66 k 32.00 #/ft #/ft #/ft General Timber Beam 27.48 psi 207.00 psi Total Load -0.327 in 8.000 ft 586.50 Sxx CI LL LL LL Reactions... Left DL Right DL 49.9111(13 656.000 Sim Redd 25.35 in3 0.00 in3 0.00 in3 @ Right Support 0.89 k 4.297 In2 207.00 psi Title : Dsgnr. Description : Scope: Beating Length Req'd Beating Length Req'd 16.00 ft ft ft 50.00 #/ft #/ft #/ft 0.9 k 6.7 k @ Left 0.66 k @ Right 0.66 k Camber: @ Left 0.000 in @ Center 0.192in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 0.26 k 0.26 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Max 0.66k Max 0.66 k Dead Load 0.000 in 0.0 Area 32.375 in2 fllowable fb 1,242.00 psi 1,242.00 psi 1,242.00 psi 0.300 in 0.300 in 0.000 in 0.0 Job # Date: 8:39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft 7 Page 1 12890.ecw:Calculations Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 [Stress Calcs Rev: 580004 User: xW -0602611, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Caiculalions Description General Information Code Ref: 1997/2001 NDS, 2000/200318C, 2003 NFPA 5000. Base allowables are user defined k Full Length Uniform Loads 1 L Summary Span= 5.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Q Left Support Max © Right Support Max. M allow 3.44 Ib 100.29 psi fv Fb 1,345.50 psi Fv Deflections R3 Section Name 4x8 Beam Width 3.500 in Beam Depth 7.250 in Member Type Sawn Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Center Left Cantilever Right Cantilever Bending Analysis Ck 31.887 Cf 1.300 © Center Q Left Support Q Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction Le Rb DL DL 01 0.26 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Center Span... Dead Load Deflection -0.003 In ...Location 2.500 ft ...Length /Defl 23,712.1 Camber ( using 1.5 D.L. Defl) ... © Center 0.004 in Q Left 0.000 In © Right 0.000 In 0.000 ft 0.000 Max Moment 0.26 k -ft 0.00 k -ft 0.00 k -ft Q Left Support 0.23 k 1.129 1n2 207.00 psi 0.20 k 0.20 k 32.00 #/ft #/ft #/ft Depth = 7.25in, Ends are Pin -Pin 0.075 : 1 0.3 k -ft 3.4 k -ft at 2.500 ft at 0.000 ft 9.21 psi 207.00 psi Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi otal Load -0.006 in 2.500 ft 9,253.52 LL LL LL Reactions... Left DL Right DL Sxx 30.661 in3 CI 205.000 Sxx Req'd 2.29 in3 0.00 in3 0.00 in3 Q Right Support 0.23 k 1.129 In2 207.00 psi Bearing Length Req'd Bearing Length Req'd 5.00 ft ft ft 50.00 #/ft #/ft #/ft Lu Lu Lu 0.2 k 5.3 k Q Left 0.20k Q Right 0.20 k Camber. Q Left 0.000 in Q Center 0.004 in Q Right 0.000ln Maximum Shear * 1.5 Allowable Shear. 0.08 k 0.08 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Max 0.20k Max 0.20 k Dead Load 0.000 in 0.0 Area 25.3751n2 Allowable fb 1,345.50 psi 1,345.50 psi 1,345.50 psi 0.094 in 0.094 in 0.000 In 0.0 Job # Date: 8 :39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 8 Stress Calcs r Rev: 560004 User: KW-0802611, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculations Description R4 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined [Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5 @ Center @ Left © Right Bending Analysis Ck 31.887 Cf 1.200 Center C Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 1 DL DL DL Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.150 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Span= 12.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow lb 709.74 psi Fb 1,242.00 psi D ead Load -0.081 in 6.000 ft 1,781.2 D.L. Deg) ... 0.121 in 0.000 in 0.000 In Stress Calcs 1 Le Rb 0.571 • 1 3.0 k -ft 5.2 k -ft 2.95 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 5.17 fv 39.76 psi Fv 207.00 psi 0 000 ft 0.000 Max Moment 2.95 k -ft 0.00 k -ft 0.00 k -ft Left Support 1.29 k 6.218 in2 207.00 psi 0.98 k 0.98 k 64.00 #/ft #/ft #/ft Total Load -0.207 in 6.000 ft 695.11 Sxx G LL LL LL 49.911 in3 984.000 Sxx Read 28.521n3 0.00 in3 0.00 in3 @ Right Support 129 k 6.218 in2 207.00 psi Title : Dsgnr: Description : Scope : Bearing Length Req'd Bearing Length Req'd 12.00 ft ft ft 100.00 #/ft #/ft Wit Maximum Shear * 1.5 1.3 k Allowable 6.7 k 6.000 ft Shear. @ Left 0.98 k 12.000 ft @ Right 0.98 k Camber. @Left 0.000 in @ Center 0.121 in Reactions... © Right 0.000in Left DL 0.38 k Max 0.98 k Right DL 0.38 k Max 0.98 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Dead Load 0.000 in 0.0 Area 32.375 in2 Allowable fb 1,242.00 psi 1,242.00 psi 1,242.00 psi 0.450 In 0.450 in 0.000 in 0.0 Job # Date: 8:39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 9 Description Deflections Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever L Summary Bending Analysis Ck 29.576 Cf 1.500 R5 Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 • © Center @ Left @ Right @ Center © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 2x4 1 DL DL DL 1.500 in 3.500 In Sawn 1.150 Pin -Pin Span= 2.00ft, Beam Width = 1.500in x Depth = 3.51n, Ends are Pin -Pin Max Stress Ratio 0.110 1 Maximum Moment 0.0 k -ft Allowable 0.4 k -ft Max. Positive Moment 0.04 k-ft at Max. Negative Moment 0.00 k -ft at Max © Left Support 0.00 k -ft Max (§ Right Support 0.00 k -ft Max. M allow 0.37 Po 160.65 psi fv 16.68 psi Fb 1,466.25 psi Fv 172.50 psi Dead Loag - 0.0021n 1.000 ft 14,515.4 D.L. Defl ) ... 0.002 In 0.000 0.000 In Le 0.000 ft Rb 0.000 Max Moment 0.04 k -ft 0.00 k -ft 0.00 k -ft © Left Support 0.09 k 0.508 in2 172.50 psi 0.08 k 0.08 k 32.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.004 in 1.000 ft 5,664.53 Sxx CI LL LL LL Reactions... Left DL Right DL 3.063 in3 82.000 Sxx Recd 0.34 1n3 0.00 in3 0.00 in3 @ Right Support 0.09 k 0.508 in2 172.50 psi Title : Dsgnr: Description : Scope: Rev: 580004 User. KW-0802611, Ver 5.8.0, 1 -Oec -2003 (0)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 II 12890.ecwCelculalions General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 7 Bearing Length Req'd Bearing Length Req'd 2.00 ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi Full Length Uniform Loads r 50.00 #/ft #!ft #/ft Maximum Shear * 1.5 Allowable 1.000 ft Shear. 0.000 ft @ Left @ Right Camber. @ Left @ Center © Right 0.03 k 0.03 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Max Max Dead Load 0.000 in 0.0 [Stress Calcs r Area 5.250 1n2 Allowable Po 1,466.25 psi 1,466.25 psi 1,466.25 psi 0.135 in 0.135 in Job # Date: 8:39AM, 21 FEB 06 0.000 in 0.0 0.00 It 0.00 ft 0.00 ft Beam Design OK 0.1 k 0.9 k 0.08k 0.08 k 0.000 in 0.002 in 0.000 in 0.08 k 0.08 k Total Load 0.000 in 0.0 0.000 In 0.0 10 991"47 hpn ADSJS p 0 R L IG RE OErAIL T0T/Na 5 ART UPPER •C0R ERNt ' -• 7015 CO'' R }I0 RR 12' Oa URO. • ,(� %I IR .015 bb NP.R i0=11 s VNUB - - T^ AT TOP OP YJI.T' et, n EZL a '44 • G \I 1 •- = -•— 2•y_!. •■•a2•••-• • •• i 1, -�_ `- `` L FLA ADAM GARAGE COO ON A -tS EA RAFTER 10 CJ. 0 in. inte 055 m. WALL E EamMO 1 151 C CO N K 0V72 VrO Ea 5110 1 /140 050 ROOF 65E4T1411G Y • b` OL. 0.1 ZM • }A• 0C. u -1 0.1P E4. NOTE: • K OC. O GARAGE GL S DETAIL 4 • ALL R.LCR JOIST. TO OE PER PLAN. • ALL FLOOR J0157 ro OE CLOCKED • 0E,4B4 • SEE RAN FLOOR SWEET 3 FOR BEAM 5IE<5. • ALL BEAM AG READERS 10 0E VERF O WIT ST&t•ED CN65EEnao CALCLL4710146, 7•6 ONCE Tt157 EE •101FIED AT1 ART vAR ATIOY W ORE FIbYFEDM • ALL IAIYRER. 70 55 WE010 • LUSIM - OR ILOAVAURrt • MIR I OEAR10 • DO CF ATA FILE NC 5103 SHEET 1 SITTS & HILL ENGINEERS, INC. DESIGNED .1 H DATE 02 01/ JOB I.77/0 TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET PROJECT NI atthA Ornid PL-PP 301119 CDs (A-0,3 12 0F tib T EL660:: -- frkrinel r 7 - I , -1 . . -- 0X. - 21b5 - WIS.I.., -.: .1ki . 111 . 21 9 Tii-T 1761441 Cia - if , • , ; 1 : uiL I to, L :2. - Eftmi - - , - 5 2 5 - ll-ii . ; • ; TT ' H --- 7. : if i •=7k . 1.0.)) hz --. I 2. II 109 =-• TD i't . r, f . : . je,■■ 4 r , ) • ; • -I ■•• • • 1) ) Kt 2• S 9 t lir [64[14 1_,.. 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DESIGNED 1 DATE 02 - -0o JOB tatiO TACOMA, WtSHINGTON i253) 474-9449 CHECKED DATE PROJECT }L I "re I I tiCiitO 4./9 /IP __OS 07i' Eurtanig- femillua ,!: L b r • •: - • • • --• • • ---•- • • . ., . . , 7:4D jk . . / .10.,L4 IZZ • 't , • ••4 Zs • • 7 7 -1- 7 - ;r1 ; ; , 1. : 1 !_ • ; j . 1 ;Pr :Ja-ccui; we* • ; . - WL k_9 • 11 11 y ',II • tiPL,L11 4.0) 216 „ • : L :•„: LILL 174:24Je - - •-• • ev: , ' L i ' I • : ; ; , , • . .,.,.._.;_....•„_:_toksm,, ;5.r.013; ..... ; . ; ; ; . . . . , , , ; . ; , • ; . . . f I T t '; i . . 4 • . - . . . J_ • .L..........i ._„„ .. : ..... :. .:.. W :L_1i le, to., • ! : . , 1 • 1 cOZ 2:1,141 ; ,IS,1.1 :. : : . .-••",-- • ---4 • .0..kii,, '4-4 i 12 - ,$.1i44:a6 . 3 ,.. 4.1D_Pi . , . ' ■ . WNW . . . • 1 fl•,' . . : . .,t 44, _/. W , SHEET —1-11 F • " . .. uiz --• 11, Lb La CE 4 ' 7 HT 16 ' di' A • /9 , i - - L - - r - iini 1,'_?..:, r: n: 1 Th, 7 ,-- " - 4-- - L-s--, • • 4_ .: ta,4440_ 'I= - 111 - =t - ' ----i - I ' -- - '-- t ---- , 5/ 1 i . • I , i . : .,t) I , I t-- 4 -I— , 1 1 1 1 1 ,1 • ; ; . 1 h kti , 1, I , .pi inumparamair .. i 3o,. f N.' i.o.*; s 71,..2_4,1;..-:_, 2stiii. !... 7. , .. ... . .3, IL - 1,24.6_ 4 _: ,, , , 44, 2 ,_. L .>,.. i _4 35 uttrls.6 2 '4) 42-4-714-5•=4-32-ft- I .1. -14 —...1 : , , ' . 1-:1;1;i: C r : t ±. Isiy. . • • , - • -117 - 1-1-.1-7:4-1 , 4 , 4 4: :-1 11 .112-1 - -1J12 - 1: LOA iI04.j.k . . s.-k 44. - • : . ' ; ! - • • ! ' • • r••• ••••,- '...4 • . „ • • • _ - • -I 1 Rev: 580004 U ser. KW -0602611, Ver5.8.0, 1- Dec-2003 (c)196 }2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw :Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined ■ `Deflections Section Name 5.125x10.5 Beam Width 5.125 in Beam Depth 10.500 in Member Type GluLam Load Dur. Factor Beam End Fixity [Full Length Uniform Loads Center Left Cantilever Right Cantilever #1 DL @ Left DL a Right Dead Load Live Load ...distance Summary 9 672.01bs 1,050.0 lbs 7.000 ft 1 DL DL. DL 1.000 Pin -Pin 426.00 #/ft 426.00 #/tt Ibs Ibs 0.000 ft 90.00 rf/ft #/ft #/ft LL Q Left LL a Right Ibs Ibs 0.000 ft LL LL LL Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fe Allow 650.0 psi E 1,800.0 ksi 8.00 ft ft ft 300.00 #/ft #/fl # /ft Lu Lu Lu 525.00 #/ft Start Loc 7.000 if 525.00 #/ft End Loc 8.000 ft Ibs Ibs Ibs Ibs Ibs Ibs 0.000 It 0.000 ft 0.000 ft Job # Date: 1:22PM, 4 MAR 06 0.00 if 0.00 ft 0.00 ft 14 `Trapezoidal Loads `Point Loads 1 Ibs Ibs 0.000 ft Beam Design OK Span= 8.00ft, Beam Width = 5.125in x Depth = 10.51n, Ends are Pin -Pin Max Stress Ratio 0.325: 1 Maximum Moment 4.3 k -ft Maximum Shear * 1.5 4.2 k Allowable 18.8 k-ft Allowable 12.9 It Max. Positive Moment 4.32 k -ft at 4.704 ft Shear: Q Left 1.83 k Max. Negative Moment -0.00 k -ft at 8.000 ft @ Right 3.96 k Max a Left Support 0.00 k -ft Camber: ([g Left 0.000 in Max Q Right Support 0.00 k -ft Q Center 0.024 in Max M allow 18.83 Reactions... a Right 0.000 in tb 549.91 psi fv 78.04 psi Left DL 0.47 k Max 1.83 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.35 k Max 3.96 k Center Span... Dead Load Total Loa4 Left Cantilever... Dead Load Total Load Deflection -0.016 in -0.057 in Deflection 0.000 In 0.000 in ...Location 4.224 ft 4.160 ft ...Length/Deft 0.0 0.0 ...Length/Defl 5,950.9 1,676.94 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 In 0.000 In Center 0.024 in ... Length/Defl 0.0 0.0 Left 0.000 In Q Right 0.000 in Rev: 580004 User: KW -0802811, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 12890.ecw:Celculations Description 9 Stress Calcs Bending Analysis Ck 22.210 Cv 1.000 Q Center Q Left Support Q Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max Left Reaction Max. Right Reaction [Query Values r Le Rb M, V, 8 D © Specified Locations Center Span Location = i Right Cant. Location = Q Left Cant. Location = 0.000 ft 0.000 Max Moment 4.32 k -ft 0.00 k -ft 0.00 k-ft Q Left Support 2.25 k 9.361 in2 240.00 psi 1.83 k 3.96 k 0.00 ft 0.00 ft 0.00 ft Scope: Sxx 94.172 in3 CI 1834.687 Sxx Reci'd 21.58 in3 0.00 in3 0.00 in3 Q Right Support 4.20 k 17.498 in2 240.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Area 53.813 in2 Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 0.551 in 1.188 in Shear 1.83 k 0.00 k 0.00 k Job # Date: 1:22PM, 4 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 15 Rev: 580004 User. KW -0602611, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 EMERCALC Engineering Software General Timber Beam Page 1 II 12890.ec*:Calculations Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5. 125x10.5 Beam Width 5,125 in Beam Depth 10.500 in Mem ber Type GluLam Load Dur. Factor Beam End Fixity LFuII Length Uniform Loads [Deflections Center Left Cantilever Right Cantilever #1 DL @ Left DL Right Dead Load Live Load ...distance L Summary Center Span... Deflection .. .Location ...Length/Defl Camber ( using 1.5 Center @ Left @ Right 10 3,444.0 Ibs Ibs 5.000 ft 1.000 Pin -Pin DL DL DL 426.00 #/ft 426,00 #/ft Dead Load -0.034 In 3.192 ft 2,097.7 * D.L. Defl ) ... 0.051 in 0.000 In 0.000 In Ibs Ibs 0.000 ft 87.00 #/ft #m #/ft LL @ Left LL Q Right Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E Ibs Ibs 0.000 ft Total Load -0.063 In 3.096 ft 1,142.49 LL LL LL Span= 6.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0 830 • 1 Maximum Moment 7.6 k -ft Allowable 18,8 k -ft Max. Positive Moment 7.55 k -ft at 3.384 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 18.83 lb 962.37 psi fv 157.67 psi Fb 2,400.00 psi Fv 190.00 psi Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 6.00 ft n ft 2,400.0 psi 190.0 psi 650.0 psi 1,600.0 ksi 290.00 #/ft #in #/ft Lu Lu Lu [Trapezoidal Loads 1 525.00 #/ft Start Loc 0.000 ft 525.00 #/ft End Loc 5.000 ft [Point Loads lbs lbs lbs Ibs Ibs lbs 0.000 ft 0.000 ft 0.000 ft 8.5 k 10.2 k © Left 4.48 k @ Right 5.98 k Camber: @ Left 0.000 in @ Center 0.051 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 2.08 k 4.02 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Job # Date: 3:44PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 4.48 k Max 5.98 k Dead Load • Total Load 0.000 in 0.000 in 0.0 0.0 0.000 In 0.000 In 0.0 0.0 16 Ibs Ibs 0.000 ft Rev: 560004 User. KW-0602611, Ver5.e.0, 1- Dec -2003 — (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 I 12890.ecw :Calculations Description 10 Bending Analysis Ck 20.940 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location - @ Left Cant. Location = 0.000 ft 0.000 Max Moment 7.55 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 5.00 k 26.300 in2 190.00 psi 4.48 k 5.98 k 0.00 ft 0.00 ft 0.00 ft Scope: S1oc 94.172 in3 CI 4478.748 Svc Req'd 37.76 in3 0.00 in3 0.00 1n3 @ Right Support 8.48 k 44.657 in2 190.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Area 53.813 in2 Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.344 in 1.796 in Query Values Shear 4.48 k 0.00 k 0.00 k Job # Date: 3:44PM, 4 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 17 ■ • Rev: 580004 User: KW- 0602611, Ver 5.6.0, 1- Dec -2003 _ (c)1963.2003 ENERCALC Engineering Software General Timber Beam Page 1 12690.ew:Calculatons Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined t [Deflections Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 15.25ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max Q Right Support Max. M allow fb 848.03 psi Fb 935.00 psi Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * Center Left Right Bending Analysis Ck 31.716 Cf 1.100 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing fQ7. Supports Max. Left Reaction Max. Right Reaction 11 1 Le Rb DL DL DL 1.500 In 9.250 in Sawn 1.000 Pin -Pin 1.51 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1.67 fv Fv Dead Lai -0.114 in 7.625 ft 1,611.8 D.L. Defl) ... 0.170 In 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 1.51 k -ft 0.00 k-ft 0.00 k -ft Left Support 0.54 k 3.584 1112 150.00 psi 0.40 k 0.40 k 12.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 0.907: 1 1.5 k -ft 1.7 k -ft at 7.625 ft at 15.250 ft 38.75 psi 150.00 psi Total Load -0.492 in 7.625 ft 371.94 Sxx CI LL LL LL Reactions... Left DL Right DL 21.391 in3 396.500 Sxx Redd 19.40 in3 0.00 In3 0.00 in3 Right Support 0.54 k 3.584 In2 150.00 psi Title : Dsgnr: Description : Scope: Bearing Length Req'd Bearing Length Req'd 15.25ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksl 40.00 #/ft mit Wit Maximum Shear * 1.5 0.5 k Allowable 2.1 k Shear: 0 Left 0.40 k 0 Right 0.40 k Camber: 0 Left 0.000 in @ Center 0.170 in 0 Right 0.000in 0.09 k Max 0.40 k 0.09 k Max 0.40 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length/Defl Area 13.875 in2 A/towable lb 935.00 psi 935.00 psi 935.00 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.653 In 0.653 In Job # Date: 11:34AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.000 in 0.000 in 0.0 0.0 18 Stress Cafes Rev: 580004 User: KW -0602811, Ver 5.8.0, 1- Deo2003 (c) 1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Ca Ionia lions Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined [Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity [full Length Uniform Loads 1 Center Left Cantilever Right Cantilever 12 Point Loads r Dead Load Live Load ...distance 61.0 lbs lbs 3.000 ft Summary I Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment 0.4 k -ft Maximum Shear * 1.5 Allowable 4.5 k-ft Allowable Max. Positive Moment 0.39 k -ft at 2.080 ft Shear. Max Negative Moment 0.00 k-ft at 4.000 ft Max @ Left Support Max @ Right Support Max M allow fb 92.84 psi Fb 1,080.00 psi Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5 @ Center Left @ Right DL DL DL Dead Load -0.002 In 2.032 ft 22,498.6 • D.l. Defl) ... 0.003 in 0.000 in 0.000 In Center Span 3.500 in Left Cantilever 9.250 In Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi lbs lbs 0.000 ft 0.00 k -ft 0.00 k -ft 4.49 fv Fv 120.00 #/ft #/ft #/ft 12.25 psi 95.00 psi lbs lbs 0.000 ft Total Load -0.003 in 2.016 ft 15,841.51 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: lbs lbs 0.000 It 4.00 ft Lu ft Lu ft Lu 57.50 #/ft #/ft #/ft Camber. @ Left 0.000in @ Center 0.003in @ Right 0.000in 0.26 k 0.29 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl lbs lbs 0.000 ft Job # Date: 3:45PM, 4 MAR 06 lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.4 k 3.1 k @ Left 0.37 k @Right 0.40k Max 0.37 k Max 0.40 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 In 0.000 In 0.0 0.0 19 lbs lbs 0.000 ft Rev: 580004 User KW -0602611, Ver 5.8.0, 1- Dec -2003 (c)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 2 12890.ecw:Calculations Description 12 Stress Calcs Bending Analysis Ck 34.195 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb [Query Values I M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 0.39 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.35 k 3.694 In2 95.00 psi 0.37 k 0.40 k 0.00 ft 0.00 ft 0.00 ft Sxx 49.911 in3 CI 370.250 Sxx Rea'd 4.29 in3 0.00 1n3 0.00 in3 @ Right Support 0.40 k 4,175 in2 95.00 psi Title : Dsgnr: Description : Scope: Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00k-ft Area 32.375 in2 Allowable fb 1,080.00 psi 1,080.00 psi 1,080.00 psi 0.169 in 0.183 In Shear 0.37 k 0.00 k 0.00 k Job # Date: 3:45PM, 4 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 20 Rev: 560004 User: KW -0602611, Ver 5.8.0,1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calmlations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined L Summary Deflections 13 Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • @ Center @ Left @ Right Bending Analysis Ck 31.716 Cf 1.100 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction a ib 885.66 psi Fb 935.00 psi Le Rb DL DL DL 1.500 9.250 in Sawn 1.000 Pin -Pin Span- 13.50ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 1.67 1.58 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft N Fv Dead Load -0.093 In 6.750 ft 1,742.5 D.L. Defl ) ... 0.1391n 0.000 In 0.000 In 0.000 ft 0.000 Max Moment 1.58 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.62 k 4.154 in2 150.00 psi 0.47 k OAT k 16.00 #/ft #/ft #/ft 44.91 psi 150.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Mow Fc Allow E LL LL LL Depth = 9.25in, Ends are Pin -Pin 0.947 : 1 1.6 k -ft 1.7 k -ft at 6.750 ft at 0.000 ft Total Load -0.403 in 6.750 ft 402.30 Reactions... Left DL Right DL Svc 21.391 in3 CI 467.775 Sxx Req'd 20.26 in3 0.00 Ina 0.001n3 Right Support 0.62 k 4.154 in2 150.00 psi Se Title : Dsgnr: Description : Scope: Bearing Length Req'd Bearing Length Req'd 13.50ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi LFull Length Uniform Loads 53.30 #/ft #/ft #/ft 0.6 k 2.1 k @ Left 0.47 k @ Right 0.47 k Camber. @ Left 0.000 in @ Center 0.139 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear. 0.11 k 0.11 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ... Length/Defl Area 13.875 in2 !Stress Calcs Allowable 1b 935.00 psi 935.00 psi 935.00 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.770 in 0.770 in Job # Date: 1:19PM, 3 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 0.47 k Max 0.47 k 0.000 in 0.000 in 0.0 0.0 21 Rev: 560004 User: KW -0602611, Ver 5.8.0, 1- Dec -2003 (c)1983.2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculalions Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined [Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 14 Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment 1.1 k -ft Maximum Shear * 1.5 Allowable 4.5 k -ft Allowable Max. Positive Moment 1.10 k -ft at 2.500 ft Shear. Max. Negative Moment 0.00 k -ft at 5.000 ft Max © Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 4.49 fb 263.72 psi Fb 1,080.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5' C Center C Left 41 Right Bending Analysis Ck 34.195 Cf 1.200 Center C Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing C Supports Max. Left Reaction Max. Right Reaction Dead Load -0.003 in 2.500 ft 19,455.7 D.L. Den) ... 0.005 in 0.000 in 0.000 in Le Rb DL DL DL Center Span 3.500In Left Cantilever 9.2501n Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Mow 625.0 psi E 1,600.0 ksi fv Ft/ 0.000 ft 0.000 Max Moment 1.10 k -ft 0.00 k -ft 0.00 k -ft I§ Left Support 0.92 k 5.089 in2 180.00 psi 0.88 k 0.88 k 81.00 #/ft it/ft #!ft 28 30 psi 180.00 psi Total Load -0.013 In 2.500 ft 4,489.78 Sim Cl LL LL LL Reactions... Left DL Right DL Scope : 49.911 in3 877.500 Sxx Red 12,191n3 0.00 Ina 0.00 In3 C Right Support 0.92 k 5.089 in2 180.00 psi Title : Dsgnr: Description : 5.00 ft ft ft 270.00 Mt #/ft # /ft 0.20 k 0.20 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Lu Lu Lu 0.9 k 5.8 k Left 0.88 k Q Right 0.88 k Camber: © Left 0.000 in Center 0.005 in © Right 0.000 in [Stress Calcs Bearing Length Req'd Bearing Length Req'd Area 32.375 in2 Allowable fb 1,080.00 psi 1,080.00 psi 1,080.00 psi Dead Load Total Load 0.000 In 0.000 in 0.0 0.0 0.401 in 0.401 in Job # Date: 1:22PM, 3 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 0.88 k Max 0.88 k 0.000 in 0.000 in 0.0 0.0 22 Rev: 580004 User. M-0802611, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Trapezoidal Loads #1 DL @ Left DL @ Right Point Loads Dead Load Live Load ...distance Summary 15 Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center CO Left © Right Prllm: 5.25x9.5 5.250 in 9.500 In Manuf /So.Pine 1281.0 lbs 525.0 lbs 1.000 ft 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow lb 2,201.28 psi Fb 2,900.00 psi DL DL DL 1.000 Pin -Pin 122.00 #/ft 122.00 #/ft Span= 15.00ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin -Pin 0.759 ;1 14.5 k -ft 19.1 k -ft 14.49 k -ft at 7,260 ft -0.00 k -ft at 15.000 ft 0.00 k -ft 0.00 k -ft 19.08 Reactions... fv 147.55 psi Left DL 2.53 k Fv 290.00 psi Right DL 1.54 k Dead Load -0.334 in 7.380 ft 539.0 * D.L. Dell) ... 0.501 in 0.000 In 0.000 In lbs lbs 0.000 ft 72.00 #/ft #/ft #/ft LL @ Left LL © Right Title : Dsgnr: Description : Scope : Center Span 15.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi lbs lbs 0.000 ft Total Load -0.790 in 7.440 ft 227.76 LL LL LL 240.00 #/ft #/ft #/ft 50.00 #/ft Start Loc 1.000 ft 50.00 #/ft End Loc 15.000 ft lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft Maximum Shear' 1.5 Allowable Shear: Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft Job # Date: 2:27PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 7.4 k 14.5 k @Left 5.15k @ Right 3.74 k Camber. @ Left 0.000in © Center 0.501 in @ Right 0.000 in Max 5.15k Max 3.74 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 In 0.000 In 0.0 0.0 lbs lbs 0.000 ft 23 Rev: 580004 User. KW-0802611, Ver5.8.0, 1-Dec -2003 ` (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 12890.ecw:Calculations Description 15 Stress Caics Bending Analysis Ck 21.298 Cf 1.000 @ Center Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 14.49 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 7.36 k 25.376 In2 290.00 psi 5.15 k 3.74 k 0.00 ft 0.00 ft 0.00 ft Sxx 78.969 in3 CI 5149.332 So Read 59.94 in3 0.00 in3 0.00 in3 @ Right Support 5.05 k 17.416 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope: Area 49.875 1n2 Allowable Po 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.509 In 1.097 in [Query Values Shear 5.15 k 0.00 k 0.00 k Job # Date: 2:27PM, 4 MAR 06 Deflection 0.0000 in 0.0000 In 0.0000 in 24 Rev: 580004 User KW -0602611, Ver 5,8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:CaIculations Description LGeneral Information Code Ref. 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined [Deflections Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity [Full Length Uniform Loads Center Left Cantilever Right Cantilever #1 DL @ Left DL @ Right Summary Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left Right Bending Analysis Ck 34.195 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 16 4x10 Center Span 6.50ft 3.500 in Left Cantilever ft 9.250 In Right Cantilever ft Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi I Le Rb DL DL DL 72.00 #/ft #/ft #/ft Trapezoidal Loads 122.00 #/ft 122.00 #/ft Span= 6.50ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow Po 614.56 psi Fb 1,080.00 psi 0.00 k -ft 0.00 k -ft 4.49 fv Fv Dead Load -0.021 In 3.250 ft 3,697.4 • D.L. Deft ) ... 0.032 in 0.000 In 0.000 in 2.56 k -ft 0.00 k -ft 0.000 ft 0.000 Max Moment 2.56 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.81 k 10.067 in2 180.00 psi 1.57 k 1.57 k LL @ Left LL @ Right Depth = 9.25in, Ends are Pin -Pin 0.569 ; 1 2.6 k -ft Maximum Shear * 1.5 4.5 k -ft Allowable at 3.250 ft Shear. at 6.500 ft 55.97 psi 180.00 psi Total Load -0.053 in 3.250 ft 1,482.03 Sxx CI LL LL LL Reactions... Left DL Right DL 49.911 1n3 1572.999 Sxx Req'd 28.40 in3 0.00 Ina 0.001n3 @ Right Support 1.81 k 10.067 in2 180.00 psi Title : Dsgnr: Description : Scope: 50.00 #/ft 50.00 #/ft Bearing Length Req'd Bearing Length Req'd 240.00 #/ft #/ft #/ft Camber: @Left 0.000 in @ Center 0.032 in @ Right 0.000 in 0.63 k 0.63 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ... Length/Defl Lu Lu Lu Start Loc End Loc [Stress Calcs M Area 32.375 in2 Allowable lb 1,080.00 psi 1,080.00 psi 1,080.00 psi Job # Date: 2:27PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft 0.000 ft 6.500 ft Beam Design OK 1.8 k 5.8 k @ Left 1.57 k @ Right 1.57 k Max 1.57 k Max 1.57 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0,719 in 0,719 in 0.000 in 0.000 in 0.0 0.0 25 Rev: 560004 User: KW -0602611, Ver 5.6.0, 1- Dec-2003 L (c)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 II 12690.ecwCalwlations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined r [Deflections Section Name 5.125x16.5 Beam Width 5.125 in Beam Depth 16.500 In Member Type GluLam Load Dur. Factor Beam End Fixity [Trapezoidal Loads r #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Bending Analysis Ck 22.210 Cv 0.976 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 17 L Summary Span= 19.50ft, Beam Width = 5.125in x Depth = 16.Sin, Ends are Pin -Pin Max Stress Ratio 0.578 : 1 Maximum Moment 26.3 k -ft Allowable 45.4 k -ft Max. Positive Moment 26.25 k -ft at Max. Negative Moment 0.00 k -ft at Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 45.39 fb 1,354.57 psi fv 86.09 psi Fb 2,342.07' psi Fv 240.00 psi r Le Rb 1.000 Pin -Pin Center Span... Dead Load Deflection -0.120 In ...Location 9.672 ft ... Length/Defl 1,947.6 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.180 in @ Left 0.000 In @ Right 0.000 In 141.00 #/ft LL (0 Left 141.00 #1R LL @ Right 117.00 Mt LL @ Left 117.00 #/ft LL @ Right 0.000 ft 0.000 Max Moment 26.25 k-ft 0.00 k -ft 0.00 k -ft Left Support 7.28 k 30.332 In2 240.00 psi 5.66 k 5.16 k Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E Total Load -0.521 in 9.672 ft 449.45 Reactions... Left DL Right 01 Svc 232.5471n3 CI 5663.248 Sxx Read 134.50 Ina 0.00 in3 0.00 in3 @ Right Support 6.73 k 28.044 1112 240.00 psi Tine: Dsgnr: Description : Scope: 470.00 Mt 470.00 #lit 390.00 #/ft 390.00 #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Bearing Length Req'd Bearing Length Req'd 19.50 ft Lu ft Lu ft Lu 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Start Loc End Loc Start Loc End Loc Maximum Shear * 1.5 7.3 k Allowable 20.3 k 9.360 ft Shear. @ Left 5.66 k 0.000 ft @ Right 5.16 k Camber. @ Left 0.000 in (0 Center 0.180 in @ Right 0.000 in 1.31 k Max 5.66k 1.19 k Max 5.16 k Allowable lb 2,342.07 psi 2,342.07 psi 2,342.07 psi Area 84.563 1n2 Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 Stress Caics 1.700 in 1.549 in Job # Date: 3:45PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft 0.000 ft 9.000 ft 9.000 ft 19.500 ft Beam Design OK 0.000 in 0.000 in 0.0 0.0 26 Rev: 580004 User. KW -0802611, Ver 5.8.0, 1-Dec -2003 (0)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calwlatlons Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 5.125x16.5 5.125 in 16.500 in GluLam [Full Length Uniform Loads Center Left Cantilever Right Cantilever [Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL Right DL DL DL 1.600 Ain -Pin Dead Load Live Load ...distance Summary 80.0 lbs /25.0 lbs 11.500 ft I Span = 19.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 1,366.04 psi Fb 2,342.07 psi Deflections 80.0 lbs 125.0 lbs 16.500 ft 45.39 Center Span... peed Load Deflection -0.245 In ...Location 10.218ft ...Length/Deft 954.5 Camber ( using 1.5 • D.L. Defl ) ... @ Center 0.368 In @ Left 0.000 In @ Right 0.000 in 18 (Dead + 0.75Live + 0.75Snow + 0.75W ind) 75.00 #/ft #/ft #/ft 122.00 #/ft LL @ Left 122.00 #/ft LL @ Right 122.00 #/ft LL @ Left 122,00 #/ft LL @ Right #/ft LL @ Left #/ft LL @ Right fv 92.22 psi Fv 264.00 psi Center Span 19.50ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir (Horizontal), 24FV4 Fb Base Allow 1,500.0 psi Fv Allow Fc Allow E 999.2 lbs lbs 11.500 ft = 5.125in x Depth = 16.5in, Ends are Pin -Pin 0.583 ; 1 Total Load -0.572 in 9.984 ft 409.03 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 165.0 psi 560.0 psi 1,600.0 ksi 187.50 #/ft 1//ft #/ft 37.50 #/ft Start Loc 9.000 ft 37.50 #/ft End Loc 11.500 ft 37.50 Mt Start Loc 16.500 ft 37.50 #/h End Loc 19.500 ft 97.20 #/ft Start Loc 0.000 ft 9720 #/ft End Lac 19.500 ft 999.2 lbs lbs lbs lbs lbs lbs 16.500 ft 0.000 ft 0.000 ft 26.5 k -ft Maximum Shear • 1.5 45.4 k -ft Allowable 26.47 k -ft at 11.232 ft Shear: -0.00 k -ft at 19.500 ft 0.00 k -ft Camber: @ Left 0.000 in 0.00 k -ft @ Center 0.368in @Right 0.000in 1.51 k 2.78 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Job # Date: 1:49PM, 6 MAR 06 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000ft Beam Design OK 7.8 k 22.3 k Left 4.41k @ Right 5.89k Max 4.41k Max 5.89k Dead Load To I Load 0.000 In 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 27 Description Bending Analysis Ck 20.940 Cv 0.976 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 18 (Dead + 0.75Live + 0.75Snow + 0.75W ind) Le Rb M, V, a D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location - 0.000 ft 0.000 Max Moment 26.47 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 5.90 k 22.360 1n2 264.00 psi 4.41 k 5.89 k 0.00 ft 0.00 ft 0.00 ft Sxx 232 547 in3 CI 4412.324 Sxx Redd 135.64 In3 0.00 In3 0.00 in3 @ Right Support 7.80 k 29.540 in2 264.00 psi Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Rev: 580004 User. KW- 0602611, Vet 5.8.0, 1 -Dec -2003 (01983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 12990.ecw:Calatations [Stress Calcs r Beating Length Req'd Bearing Length Req'd Area 84.563 in2 Allowable fb 2,342.07 psi 2,342.07 psi 2,342.07 psi 1.537 in 2.051 in Shear 4.41 k 0.00 k 0.00 k Job # Date: 1:49PM, 6 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 28 Query Values M m Fr m I I PROJECT: PLAN 3016 z n CHARTER HOMES PATE: I -IH -06 I -71 -06 29 A nrclnrurl Al nrciriI crrnnrre SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 LOWER FLOOR FRAMING 19. DL := 12 psf LL := 40 psf Span := 4 ft TW:= 14 +9 ft :_ (DL + LL)•TW + 90 w = 1286 plf w•Span max 8 w-Span ax 2 Vmax A .— 1.5 F,, M •12 S im = b := 3.5 in h := 9.25 in b-h 3 3 I :_ 12 Fb& Use a 4x10 D.F. #2 5•w•Span 384-E'•I Span- 12 Aallow 360 M a = 2572 113- ft V as = 2572 lb A ey = 21.43 in S, = 28.58 in 1= 230.84 = 0.02 in &allow = 0.13 in PROJECT: CHARTER HOMES PLAN 3106 Fb := 900 psi F „:= 180 psi E := 1600000 psi A:= 32.38 in S := 49.91 in in Fb. := Fb•Cd•CFC, C; F E-Ci Cd:= 1.0 Cp:= 1.2 C r 1.0 1.0 Fb. = 1080 psi Fv = 180 psi E' = 1600000 psi 12890 Gravity.mcd 02/21/06 d esi g n KJH 3 chk BRL CHARTER HOMES PLAN 3106 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: CHARTER HOMES PLAN 3106 12890 Gravity.mcd 02/21/06 31 design KJH chk BRL 20. DL 12 psf LL := 40 psf Span := 5.5 ft TW 12.5 ft w := (DL + LL) • TW w-Span 2 8 w•Span V,,,,„:— 2 A rcs := 1.5• Finax J S Mmax• eq Fly b := 3.5 in h =9.25 in I: = b•h 3 12 5•w•Span 4 .1728 Amax 384•E'•I Span. 12 Aatbw 360 S rcq = 27.31 in Use a 4x10 D.F. #2 w =650 plf FbI:= Fb•Cd•CFC •Ci Fb. = 1080 psi Mmax = 2457.81 1b -ft Fv F Cd•C; F,, = 180 psi V = 1787.5 lb E':= E•C E' = 1600000 psi A ra; = 14.9 in I = 230.84 A max = 0.036 in Aatl0w = 0.18 in Fb := 900 psi F,,:= 180 psi E := 1600000 psi A := 32.38 in S:= 49.91 in in Cd:= 1.0 CF:= 1.2 C 1.0 C;:= 1.0 CHARTER HOMES PLAN 3106 SITTS & HILL ENGINEERS INC. PROJECT:12890 CHARTER HOMES PLAN 2901 SO. 40th St., Tacoma, WA 98409 3016 5697 Telephone (253) 474 - 9449 12890 Gravity - KJH.mcd 03/06/06 32 design KJH chk BRL Stud Wall Analysis HF #2 H: =9.ft F := 1300•psi CD := 1.15 Cm := 13 CMS 1 C 1 Q 1 Ft, := 850•psi F' Fb•CD•CFb•CM•Cr CL•C F'b = 1461 psi F"c FC F " = 1645 psi E':= 1300000•psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL := h C:= 0.8 Ka := 0.3 F� :— ICc SL C t + 0.375•in Cb FOE 1 + F"c 2•C F := C F " Fl = 838 psi FOE = 1011 psi PmaxBearing := C FOE " Z 1 + — Fa P F C = 0.51 2•C ) C P•t•L:= [(16•psf + 25•psf)•(21•ft) + (12•psf + 40•psf)•(7.541) + 190•plfJ.1.33•ft PDL :_ [(16•psf)•(21•ft) + (12•psf)-(7.5•ft) + 190p1f1•1.3341 Prim := if (PmexBea g PmaxAxial, PmaxBearing, PmaxAnial) Try - 2x6 Studs @ 16" o.c. t := 1.5.in A := t-h t•h I. 12 I S:_— c P max e0ring = 41771b PmaxAxial F' A PmaxAxial = 691016 psf= psl plf =psf•ft lb== — plf• ft 144 CF 1.10 C 1.15 F := 405•psi h := 5.5•in A= 8.3 in I= 20.8 in S= 7.6in h c := 2 — PDL = 8191b Pn = 19171b < P 41771b O.K PLAN 3016 SITTS & HILL ENGINEERS INC. PROJECT:12890 CHARTER HOMES PLAN 2901 SO. 40th St., Tacoma, WA 98409- 3016 5697 • Telephone (253) 474 -9449 12890 Gravity- KJH.mcd 03/06/06 33 design KJH chk BRL Axial Stress (DL +Wind) CD:= 1.33 F "c:= FeCD'CFc FOE 1 +— F C P 2.0 PDL fDL -= A Bending Stresses CD := 1 P = Fb'CD'CFb'CM'Ct CL'Cr wwmd := 14.4•psf•1.33•ft wwind'li M 8 M 461 : = F b F "c = 1902 psi FCE z 1 +— F"c f = 99 psi M = fb = S f b 308 si — P Combined Stresses Fwidth 2•C C M = 194 Mb Fcs F C fnLl z 1 fb — 0.28 <1 O.K. F ) 1 _ fDL F FEE Cont. wall Footing Design Soil Bearing Pressure (Sb) Sb := 1500.psf Pil, = 1917113 P 1.33-ft Sb C = 0.46 F := C•F " F = 866 psi Fb= 1271 psi Fwldth = 0.96 ft S, = 1.83 in < S = 7.56 in O.K. USE 2x6 Studs (m 16" o.c, USE 1 x 8" thick continuous footing PLAN 3016 SITTS & HILL ENGINEERS INC. PROJECT:12890 CHARTER HOMES PLAN 2901 SO. 40th St., Tacoma, WA 98409- 3016 5697 • Telephone (253) 474 -9449 12890 Gravity - KJH.mcd 03/06/06 34 design KJH chk BRL (2) -2x6 HF #2 Built -Up Post F 1300•psi CD:= 1 Cry := 13 cm := 1 C t := 1 CF n := 1.1 E':= I300000•psi F'c:= Fc CD•CFc F " = 1430psi Axial Load Capacity Slenderness Ratio (SL) SL := C := 0.8 KOE := 03 F :_ Kcp•E' SL I.2 S:= — F h 1 + — F " Cp:= 2C Kf C = 0.2 F' := C F " Ft, = 287 psi (2) -2x6 HF#2 Built -Up Post PmaxAxial = 4728 lb Base Plate Bearing Stress t + 0.375 -in Cb F = 301 psi F 2 1 + Fce F " p 2•C C Cb = 1.13 H:= 9•ft psf := - 121 plf := psf -ft lb := plf•ft FinaxAxial F'i A I'maxBear ng Cb•Fcp•A PmaxBearing = 7518 lb "max i if(PmaxBeanng < P maxAxial , PmaxBearing,FinaxAxial) P = 47281b (2) -2x6 HF #2 Built -Up Post Properties Kf:= I h := 5.5•in t:= 2- 1.5 -in A tit t•h I: 12 `t = 0.6 for unbraced nailed wilt up posts - 0.75 for bolted 1.0 for braced built up posts) A = 16.5 in I = 41.6 in S = 15.1111 F 405 -psi PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 • Telephone (253) 474 -9449 PROJECT:12890 CHARTER HOMES PLAN 3016 12890 Gravity- KJH.mcd 03/06/06 35 design KJH chk BRL (3) - 2x6 HF #2 Built - Up Post F I300-psi C 1 E':= 1300000•psi F", = PC CD'CFc Axial Load Capacity Slenderness Ratio (SL) SL := — t KCE•E' FCE SL 2 C Fe := ;.r, C := 0.8 K7E := 0.3 F' = 593 psi (3) - 2x6 HF#2 Built - Up Post PmaxAxial = 14678 lb Base Plate Bearing Stress t + 0375-in Cb PmaxBearing := Cb•F A Emax = 10859 lb F " = 1430psi CR, := 1.3 C 1 C 1 C I CF 1.1 F 405•psi F� = 677 psi Cb = 1.08 Kr PmaxAxial Fc A P max B ear i n g = 10859 lb P := if(PmaxBearing < PmaxAxial >PmaxBearing >PmaxAxial) psi H 9 -ft psf :_ 144 (3) -2x6 HF #2 Built -Up Post Properties IQ = h := 5.5•in t = 3.1.5-in A:= t-h 3 I . t 12 S:= I_2 h Cp = 0.41 plf = psf•ft lb := plf-ft .Kf = 0.0 for unbraced nailed built ip posts - 0.75 for bolted 1.0 for braced built up posts) A = 24.8 in I = 62.4 in S = 22.7in PLAN 3016 • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT:12890 CHARTER HOMES PLAN 3016 12890 Gravity - KJH.mcd 03/06/06 3 sign KJH chk BRL 4x4 HF #2 Post F, := 1300•psi C := 1 C 1.5 Cp 1 C 1 C 1 CF R := 1.15 F 405.psi E':= 1300000•psi F", := F CD.CF F " = 1495 psi Axial Load Capacity Slenderness Ratio (SL) SL := FI h FciE C :_ KcE.E' SL C: =0.8 KcE: = 0.3 FcE = 410 psi 2 FcE 1 +F Fm F', F'c K 2•C 2•C C F := C P F " Fl = 383 psi 4x4 HF #2 Post PmaxAxial = 4694 lb Base Plate Bearing Stress t + 0.375 -in Cb Cb= 1.11 PmaxAxial F' A PmaxBearing Cb•Fcp'A Pmaxnearing = 5493 lb Pmax if (PmaxBearing < PmaxAxial) PmaxBearing , PmaxAxial) Pmax = 4694Ib psi H:= 9.ft psf :_ 144 plf := psf -ft ]b:= pi ft 4x4 HF #2 Post Properties Kf:= 1 h := 3.5 -in t = 3.54n A := t•h 3 h I t := — 12 S := I_2 h C = 0.26 ' f = 0.6 for unbraced nailed built Jp posts - 0.75 for bolted 1.0 for braced built up posts) A = 12.3 in 1= 12.5in 5= 7.1 in PLAN 3016 MCE Ground Motion - Conterminous 48 States Zip Code - 98102 Central Latitude = 47.634467 Central Longitude = - 122.319935 Period MCE Sa (sec) ( %g) 0.2 149.9 MCE Value of Ss, Site Class B 1.0 052.0 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 149.9 Sa = FaSs, Fa = 1.00 1.0 078.0 Sa = FvS1, Fv = 1.50 37 SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 ' Fax (253)474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 38 design KJH chk BRL LATERAL ANALYSIS : AS PER SECTION 1616.6 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, THE HORIZONTAL SEISMIC FORCE "Qe" SHALL BE DETERMINED BY ONE OF THE TYPES OF ANALYSES PERMITTED BY SECTION 9.5.2.5.1 OF ASCE 7 -02. AS PERMITTED IN SECTION 9.5.2.5.1 OF ASCE 7 -02, THE EQUIVALENT LATERAL FORCE PROCEDURE DESCRIBED IN SECTION 9.5.5 OF ASCE 7 -02 SHALL BE USED TO DETERMINE THE SEISMIC FORCE "Qe ". AS PER SECTION 1617.1 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, THE SEISMIC LOAD EFFECT "E" FOR USE IN THE BASIC LOAD COMBINATIONS OF SECTION 1605.3 (OR SECTION 2.4.1 OF ASCE 7 -02) SHALL BE DETERMINED IN ACCORDANCE WITH SECTION 9.5.2.7 OF ASCE 7 -02. R := 6 S 1.499 S := 0.520 SDS SDI F 1.0 F„ 1.5 I:= 1.0 T C := 0.02 x := 0.75 k C h 18.5•ft h W D W RESPONSE MODIFICATION COEFFICIENT, TABLE 9.51.2 MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS MAPPED SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS DESIGN SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD ACCELERATION BASED SITE COEFFICIENT, TABLE 9.4.1.2.4a VELOCITY BASED SITE COEFFICIENT AT ONE SECOND PERIOD, TABLE 9.4.2.4b OCCUPANCY IMPORTANCE FACTOR, TABLE 9.4.1 FUNDAMENTAL PERIOD OF THE STRUCTURE IN SECONDS, EQUATION 9.5.5.3.2 -1 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 9.5.5.3.2 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 9.5.5.32 EXPONENT RELATING TO THE PERIOD OF THE STRUCTURE, SECTION 9.5.5.4 VERTICAL SEISMIC DISTRIBUTION FACTOR, EQUATION 9.5.5.4 -2 HEIGHT IN FEET ABOVE THE BASE TO THE HIGHEST LEVEL OF THE STRUCTURE HEIGHT IN FEET ABOVE THE BASE OF THE STRUCTURE TO LEVEL "n" WEIGHT OF THE STRUCTURE AT LEVEL "n" SEISMIC DESIGN CATEGORY psf :_ ]b — fe SEISMIC WEIGHT OF STRUCTURE t /hn�x T: =C• ft T = 0.1784 k:= iftT50.5,1,1 if(TZ2.5,2,1 + 2'5 —Till 2 SDS 3'Fs'Ss SDS = 0 SDS SDI Csmex := Tel C, := max(min(C , Csmax). Csmin) C = 0.167 Cst 2 k =1 2 SDI := 3•FeSt ; := 0.044 SDI = 0.52 lb plf := ft PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 - 5697 Telephone (253) 474 -9449 • Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 39 design KJH chk BRL SEISMIC FORCES SHALL BE DISTRIBUTED VERTICALLY IN ACCORDANCE WITH SECTION 9.5.5.4 wiz 2188•ft w ww 16-psf w 1362-ft w 463•ft (wGR +w )•(12•psf + 10-psf) w2.1i2 Cv2 w2.h2 + wl•hl w k Cvi w2-h2 + wl•hl C.2 = 0.623 Cvt = 0.377 w2 = 35008 lb Wtiv= 1362 ft2 wok = 463 ft w = 401501b h 18.5•ft h := 9.75- THE SEISMIC FORCE AT EACH LEVEL OF THE STRUCTURE SHALL BE DETERMINED IN ACCORDANCE WITH EQUATIONS 9.5.5.2 -1 AND 9.5.5.4 -1 V2 C (w2 + w1) V2 = 7802.1 lb V := Cvl •C + wl) VI = 4715.91b CONSERVATIVELY, ASSUME A REDUNDANCY FACTOR OF 1 / 0.7, WHICH IS APPROXIMATLEY EQUAL TO 1.4 1 p 0.7 THE SEISMIC FORCE "V" IS A STRENGTH LEVEL FORCE - REDUCE THE SEISMIC FORCE TO THE ALLOWABLE STRESS LEVEL "E" EE2 = 0.7V2 p EE2 = 7802.1 lb EE1 := 0.7VI-p EE = 4715.91b THE CONTROLLING LOAD COMBINATION FOR THE SEISMIC ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 8 OF SECTION 2.4.1 OF ASCE 7 -02, SHOWN BELOW: 0.6D +0.7E +H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H' MAY BE TAKEN AS EQUAL TO ZERO. THE COEFFICIENT "0.7" BEFORE THE SEISMIC LOAD EFFECT FACTOR "E" IS THE REDUCTION TERM TO CONVERT THE STRENGTH LEVEL FORCES TO THE ALLOWABLE STRESS LEVEL FORCES. AS THE SEISMIC FORCES HAVE ALREADY BEEN CONVERTED TO ALLOWABLE STRESS LEVEL, THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D +E AS PER SECTION 9.5.2.7 OF ASCE 7 -02, THE VERTICAL SEISMIC EFFECT TERM "0.2 Sds D" NEED ONLY BE USED IN LOAD COMBINATIONS 3 AND 4 IN SECTION 2.4.1 OF ASCE 7 -02. THE VERTICAL SEISMIC EFFECT TERM SHALL NOT APPLY TO THIS ANALYSIS. PLAN 3016 1E1111111. \ - - a I NMI NMI al I P! !I14�IuE".11 E SI II MA 41411114 10109; IIIIIIIr O gi ;PEER FL . e. 4 CORNER 81 (SIDE m 2)0 OVER Ixs TRI81 nY I°PER OCR N MAN FL. E. 5/4• 8 EARAE BOARD W/ 82 TRIM b 24• C01POSITIOV R0CFN6 YE T Al METAL GUTTER 66 FASCIA It. IR - la RI: IE3ESI� ■ 3 -�O' I IS.I =i ing = �� I��Y =C ■i ■i ■1� sill i IIIIIII� ST ®®®®®®®® � ❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑ ❑❑❑❑❑ ❑❑L7 3 METAL GUTTER eI 136 FASCIA' ]X3 OvEI X4 TRIM 4 I j WORM Gave- NOM] I • 14]' WO R. MAR FLOOR STCRE VENEER M ASTN APPLLEO AS PER MANIPAL'NES SPEf3, IYPER FL. t. UPPER FLOOR MAIN FL R. MAN FLOOR 114• x b• LIGHT BLOCC COMPONTNM ROOM*, FRONT ELEVATION "A" tWal I It IN . 3 ) . -/ OPT. nl P 7 FIX CRAKE y 1 OPT. PP /'- •• HOWL BEVEL SOEG-/ O DD DOD GCMG STOOP VENT OPTIONAL CfEN RAILING OPT. CAIDEORAL 1*tIT G.E. CEILING H MST. ow ]X3 OVER IXI TRH/ /l`WITE 4000 STOOP EXTEND MI4 PAST COUSIN 4 WOES WOW MARGE BOARD R/ SO TRIM 0o .I 14240.4 TO ante...If ;ONO hal 1A•11.0a. ma 1ST gape P.n. WINDOW/DOOR FLASHING STEP (SIDING INSTALLER.) 0.11•Saliain. LAW 14.1. On00 WINDOW/DOOR FLASHING STEP 2 NOTES: s/4 MU J ' - I KEYSTONE l4 314'. I•.p• IgbE AMER* OR ADDRESS TO BE POSTED AND PLANLY VINOUS AND LEGIBLE PRO}Re S.. pRR OAD RYAITPI3 DWlLLAS MONDE CALVE SHEET METAL PLASMIC. a CONTER FLAWING AT AU. ROOF FE TWAT WS ECLICM OMEftrt CYAK AT ALL JOINTS 4 PENETRATIONS N EXTEMOM S ALL& AD)ACSRT GROUND NIIACE SMALL EE MO'B• AWAY PROM T!! 61DUCTURE WITH A GRADIENT OF AT LEAST IR' PER FOOT 10€ A DISTANCE CV Sy' OR FIOIE SST+ 4 NANSVI 7.1 PE ALL GLOMS. PROVISIONS WALL ISE mace PIlVe4T ACCIMILATKY+w SUMAC, WAWA R311.43 TIE FLOOR OR LAMAS AT THE EXIT DOOR SHALL NOT BE MOM 3441I I N' LOVER THAN THE TOP CP THE TIENI0.O GUARDRAIL AND HA+DR445 TO EE ABLE TO NTNSTAO A SINGLE POST LOAD APPLIED II ANY DIRECTION AT lit TOP MOST PART. OR ]pp b. COICENWRATED 4'D 30 bs APPLED HOWL TO ANT MPN BALUSTERS OR MILL CQ10E4TS PER IRO P 3 OR MARE STEPS DOAN TO GRADE ARE REa1RED AND OR FININ20 MICA I114rt b GREATER THAN E' ABOVE POSED GRADE • PROVIDE GUARD RAIL ,NOW SURFACE DOORS TO SE NO MOTE FAH 1 -1/2' BELGA DOOR THRESHOLD MAD PROVIDE A AA RN DISTANCE OF 35' 54 MRT OF DOOR RIGHT ELEVATION "A" LUG CI F- B.2 FILE N *ASIA SHEET — �~ A PEER R. C •PER FLOOR ANR-B. 4A CORER ry earl (EAOG NJ (SIDE) AN FLOOR • H Nis - al: IKML BEVEL (IDRG \ / \ / \ 1 1 / TSG CCH'ONTIW ROOFIi METAL GUTTER Of bb FAEGIA.Th UPPER FL. g, CORNER TRIM MACK/ LO (SIDE/ UPPER FLOOR MAN FL. E MAN FLOOR A' NOB) BEVEL /^ SONG REAR ELEVATION 'IA" ITa (FTAL ORIER O/ la FASCJA^ NOTES: ROUSE RAISERS OR ADPPESS TO SE POSTED AND PLAINLY VISIBLE AC LEGIBLE MOM ME STREET OR ROAD FRONTING be DWELLING. PROVIPE GALVE SHEET METAL FLASMMO • COUNTER FLAWING AT ALL POOP PNITRATIOTN NCWDN3 CRlNEY. CSLR AT ALL .IONT5 I PENETRATIONS N EXTERIOR WALLS. ADJACENT GROLND SURFACE SHALL DE SLOPED AWAY FROM THE STRICTURE WITH • GRADIENT OP AT LEAST IO• F${ FOOT FOR A DISTYCE OP 4 OR MORE INN A MAXFVI 3d Au ELGPE9. F ROVIEIOIS NLLL BE MADE TO PREVENT ACMRLATICN GF N$iACe EATER NO ▪ MORE FLOOR OR LAFORG AT THE EXIT 000R MALL HE TARE GUARDRAIL AND UARJRAIL• TO SE ABLE TO WTHITAVO A ENGLE PONT LOAD ORIEO N ANT DIRECTION AT THE IC? MOST PART. OF ]BO b• CONCENTRATED AND 50 b. APPLIED NOM TO ANY INTERMEDIATE eauutervei OR WILL CO'EY.NRNTS PER IRS, P OR MORE STEPS OWN TO GRADE ARE REOIIRED APO FOR FISHED POCK UNGLAT IS GREATER TLµ M ABOVE MINED GRADE • PROVIDE GUARD RAIL. LYIDNG SURFACE • DOORS TO BE NO MORE IRAN I.112• BELOY DOOR NYQNIOLD AND PROVIDE A MM RN DISTANCE OP N FRONT CA DOOR (FRAMER) WINDOW/DOOR FLASHING STEP I •, (SIDING INSTALLER) sons me urns an wea. 11•ra RANKS aI• O. WNDOWDOOR FLASHING STEP 2 W 0 a H 00 Qrv�Y FILE NO: SIAM BA SHEET SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 ' Fax (253)474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 42 design KJH chk BRL WIND USE SIMPLIFIED WIND LOAD METHOD PER IBC SECTION 1609.6. Ps= X Iw Ps30 X = ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE, TABLE 1609.6.2.1(4) Iw = IMPORTANCE FACTOR, TABLE 1604.5 Ps30 = SIMPLIFIED DESIGN WIND PRESSURE, TABLE 1609.6.2.1(1) Le =2a := LO lv := LO p := 14.4•psf Ps30b = 2.3•psf pow := 10.4 -psf Ps3od := 2.4-psf Le = LENGTH OF THE WIND PRESSURE END ZONES a = LEAST OF (10% OF THE LEAST HORIZONTAL DIMENSION or 0.4 x MEAN ROOD HEIGHT) BUT NOT LESS THAN (4% OF THE LEAST HORIZONTAL DIRECTION or 3'-0 ") H = MEAN ROOF HEIGHT Ls = LEAST HORIZONTAL DIMENSION H:= 23.6-ft L,:= 40-ft at := min(0.10•L „0.4•H) a2:= max(0.04.L„3•ft) a:= if(at <a2,a2,ai) L” 2-a WIND EXPOSURE = B 85 mph 3- SECOND GUST WIND SPEED Psa := max(X•I Ps30a, Psb := max(X•Iw'Ps30b, Psu := max(X•Iw'Ps3oc, 10 'Psf) Psa : = max(X•4,130od,10•psf) at = 4ft a2 = 3 ft a =4ft L� = 8ft H�:= 10.25-ft H2 := 4.5-ft Ht := 9-ft P 14.41bft p = l O Ib ft psc = 10.4lb ft1 Psd = 10111 EXPOSED HEIGHT OF ROOF EXPOSED HEIGHT OF UPPER FLOOR EXPOSED HEIGHT OF LOWER FLOOR THE CONTROLLING LOAD COMBINATION FOR THE WIND ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 7 OF SECTION 2.4.1 OF ASCE 7 -02, SHOWN BELOW: 0.6D + W + H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE. GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H' MAY BE TAKEN AS EQUAL TO ZERO. THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D + W LATERAL FORCES WILL BE DISTRIBUTED ALONG LINES OF FORCE/RESISTANCE. LINES OF FORCE /RESISTANCE WILL BE INVESTIGATED FOR BOTH WIND AND SEISMIC LATERAL LOADS. LATERAL FORCES WILL BE RESISTED BY PLYWOOD DIAPHRAGMS AND WOOD SHEARWALLS SUPPORTED ON CONCRETE FOUNDATIONS. PLAN 3016 3' -9 I/1 LIGHT BEDROOM 4 CARPET 4' -3 MST BEDROOM CARPET (31 •4 a r. •4•R TW -10 ' - 3 ITT 1'40 I/2' BONUS fCi CARPET IT -S VP 3.5 I f 0 UPPER PI IX)R PI LN LEGO° -ro eVE£rnl_ TUBS 4 SHOWERS: • FIRE SLOOK PDEN5TDO • LIMIT SOCCER ROY TO 25 GPM • WALLS M 5 ALL DE WATERPROOF TO MN 12' ABOVE FWISIIED FLO • ALL GLADYG MCLUDING WNDOM WITHIN 10' 0 DRAIN INLET TO BE !NETT GLASS. • • WITERWOOP eta AT MSS Are a*aERs NW TO BE NSTALLED OVER A VAPOR BARKER RNA PANT POIIIED AT NB 4 11140U-ER RIRRO.NDI • ALL RaER Aim RYE IWO ro BE RNF)ACTW@O FIBERGLASS WITS UNLESS NOTED OTHERWISE. SITE WILT WOOER RECEPTORS MALL SE TESTED WNW W TIGHT/ate 11 PER C N}AJ NOTES: • ALL EIN • HORS. TO BE Ay y4 UNLESS NOTED OTIERwSE. ALL DEWS 4BBS EP PTY ISLESB NOTED OT•IErose. • n .. G TO SE 5.1 VY Y ET NY MOS • SOLID SLODCS G OVER SUPPORTS. • PIPE BLOCK. • ALL PLYCND PENETRATIONS • PIE 51-0004O RECYIIPl° AT FLOOR AND CEILING BUT NOT w FT NTEM45 VERTICAL. NO RRE SLOWING REC AT STAIRS. CONCEALED SPACES CP • SKLIESG AXED SPACES �EOT14 CEILING AND FLOOR LE` ELS NO AT TEN POOP CW - INTERVALS • AT ALL 501404 DROPPED SO COVERED CEILINGS, • NO PIRE SLCCRRG REWIRED AT STAIRS TV 0 FIBERGLASS SSYLATiON MAT BE SbTINitD POR A R2 SLCOC • N 0•E•SGS AWNED VENTS. PUBS. DUCTS. CWNETS. PIREPLACES AND OVULAR OPENINGS AT CEILIG AND FLOOR LEV4S. • AT WEANS SETLLEE4 ATTIC MACES AND CHPNEY CHASES TCR PACTDRT NE.T CNPESTS ANC rues • TOP OP WIDOW Y D ABOVE PRISED PLR SOLE% NOTED OfSRSSE • WIN err WALLS TO SE LIS • S' OC. YLESS NOTED OTIERMO. • WOKE DETECTOR T BE Not !RED I NTEIC/N•ECTED •I BROW. BATTERY TYPICAL. • In0 A MARLS TO SE AUDIBLE N ALL BEDROO15. • ALL STORAGE AND SPACES ODER STA WAS! TO BE PINIONED WWI TYPE EC GWa • LW awe. 04 HoLSEG A*AGE CO'N N WALLS, ALL mamma WALLS. POSTS. mans ND CEILEGE WITHOUT LIVSC AREA ABOVE. • GARAGE CEILINGS WTH LIVING AREA ABOVE TO BE 5/V TIRE - N• GOB TYPICAL R 2 LAYERS MOD NTH TOW • NANORAIL 5A' W ABOVE TREAD ICN1G OEOC WA OPAIL TO BB PT WOOD CEDAR SLOP PABRCATED ERO GHT IRON w PD PREFAB NTEEL TUBE AND TAG. - • PEW MOW Y CONTRACTOR - OWNER GIIAIDRML AND WA DRAILS TO BE ABLE TO CTIbTN0 A 421149LE PONT LOAD APPLIED N ANY OIRECTICN AT TIE TOP MOOT PART. W 250 b• CPICENTRATED AND SO b• 4PTLED IGRE TO ANY NIFEEDIAIE SALLISTER3 OR KILL CO9 LS.0 • **TALL FIREPLACE/CO PER MMSEACTECR SPECOICATIONS. • I DENOTES sown mama UNDER CONCENTRATED LOADS USE Iv M AT O WALLS. USE nl LA AT C DULLS. IOLESS HOTE3 0TLERHEB • VENT ALL PA WIRIER EbWST To OUTSIDE • ALL EXAMS AND IEACEW TO BE VERIFIED arm STRAW EGNEERIG CALNLATIGS THIS CPRCE MST DE 10141!0 WITH ANY VARIATIOP !WORE PROCEED/ • ALL ENTERK.R DOOR AND MEADOW OPENINGS TO SE FL444E0 TO LMT MOISTURE NIRSIO• -SEE EVEVATIO4 PAGES • TYPICAL O IT • 30 ATTIC ACCESS O ROLE NOUSE PAN •TOA AS REWIRED CA 141344W 111 RETURN AR is % H V1' 3' DOWN PROM CE65G OR I n OR FLOOR O • TI01M- 254 41 N 2 • BART SID. 313' SKYLIGHT N OFS' LIGHT NNW 3• -r TW-t11A YIALL FILE NL 5105 SHEET CO SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 - 9449 • Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 44 design KJH chk BRL Upper Floor Walls Floor Wall Line A: Total Wall Length: Laa:= 18•ft +6•ft Wind Tributary Width: TW:= 41•ft•0.5 Total Wind Force: V„,:= pse'(TW – L j.(H + Hr) + psaLe' (H + H Wind Shear Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: V = 3616.71b VSa vaa := — Laa Eaa:= EE2 ES:= Eaa — Lan laa:= 6-ft Roof := 16•psf• 11.5•ft•laa Wall := 1O- psf •Hwlaa Total := Roof + Wall OTM := vaa•laa•H,, OTM E 40-ft-41-f1-0.5 a 40 -ft-41 •ft•0.5 wit DLR 0.6Total- 1 DLR := 0.6Total 12 OTM – DLR UW : laa OTM – DLR U := laa U := max(U vaa = 150.71b11 Eaa = 2924 lb E 121.8lbff Roof = 11041b Wall = 480 lb Total = 1584 lb OTM = 7233.4 lb ft OTM = 58481bft DLR = 2851.216 ft DLR = 2351.21bft U = 730.41b U = 499.51b Plate Height: H,„:= 8•ft Shea[ Wali Type P,16 1bd NAILS ,@ Capacity 359:,,Q,Lf o;`. S)iear Wail LI0d NAILS 0 6 i,. C' Capacity UPLIFT U= 730.416 RESISTEDBYetAQFRS AN4 /OR GcRNEfj FRAMING N0 HOLDOWN PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 45 02/25/06 design KJH chk BRL Floor Wall Line C: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear. Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Lcc 3•ft + 3•ft TW 41.11.0.5 V„ Psi TW.(H, + 11 V = 3144.7 lb V vcc:= — Lcc Ecc EE (20•ft.41•ft)•0.5 Ecc E — Lcc E Ec := 2r - H w Icc:= 3.ft w R Roof := 16•psf•3.5.ft.lcc Wall := 10•psf•Hw lcc Total Roof + Wall OTM„, := vcc•lcc•H OTM, Ee lcc•H DLR„ := 0.6Tota1 lcc 2 DLR, := 0.6Total • IZc OTM„ — DLR„ U -- Icc OTM, – DLR, U, := Ice U max(U vcc = 524.1 Ib tt t Ecc = 14621b E, = 243.7lb R t Ec = 324.9lb 8 Roof = 1681b Wall = 240 lb Total = 408 lb OTM = 12578.8 lb ft OTM, = 58481b ft DLR,, = 367/ lb ft DLR, = 367.2 lb ft U = 4070.5 lb U, = 1826.911, Plate Height: H 8•ft Shear WaU,n P'1-4 10d NAILS;;@ 4" O.C; Capacit ;:528 PLF { SheanWafl,Type P„1 4 lOd NAILS.`@ 4 °,O,Ci Capacity '377 PLF ;, U = 4070.51b USE jsr60,skMPSON STRAP TIF NOLDO W N PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 ' Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 4 D esign KJH chk BRL Floor Wall Line D: Total Wall Length: Wind Tributary Width: TW:= 11.5.ft•0.5 Ldd := 2.5-ft + 2.5-ft + 2.5-ft + 2.5-ft Total Wind Force: Vdd := p (TW — L -(H + Hr) + p Le (H2 + H Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Vdd = 1354lb vdd := Vdd Ldd Edd := EE2 20ft- 11.5 -ft-0.5 WR Edd Ed. Ldd Ed Ed= 2 123.ft) Hw idd := 2.5-ft Roof := 16.psf•2 -ft-ldd Wall := 10•psf- H Total := Roof + Wall OTM,,, := vdd • lad -H, OTM,:= Edddd•H DLR = 0.6Tota1 - DLR, 0.6Total • 12d OTM - DLR Uw . ldd OTM, - DLR, U,:= 1dd U:= vdd = 135.41b Edd = 410.1 lb Ed = 41 1b ft Ed= 65.6 Roof = 801b Wall = 2001b Total = 2801b OTM, = 2708.11b ft OTM, = 820.11bft DLR 210lbft DLR., = 210 lb ft U = 999.21b U,= 244.1 lb U = 999.21b Plate Height: H,,,:= 8 -ft Shear Wall�Type` P1 -6 10d NAILS; (c� 6 O.C:' Capacity p:35 PLF S hea r Wall 10d NAILS` Q,apaclilr �, U$E :MST3Z SIIv1PSON, STRAP: iTIE,HOLDOWN PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 • Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 4 1 design KJH chk BRL Floor Wall Line 1: Total Wall Length: Wind Tributary Width: TW:= 20•ft•0.5 V11 := Pse•Le H2 + pse — Le)•H2 + Psb'Le'Hr + Psd'(TW — Le)•Hr Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L11 19•ft + 8.5ft + 4ft + 4.ft V = 16371b Vt1 v11 = — L11 53•ft•20•ft•0.5 Ell := EE2 111 := 4.ft Roof := 16•psf•2•ft•Il1 Wall := 10•psf•H, 11l Total := Roof + Wall OTM v11.111.H OTM := E1.111 •H WR DLR, := 0.6Tota1. DLR, := 0.6Tota1. OTM — DLR,, :— 111 OTM — DLR, U 111 U max(U v11 = 46.1 lbft t Ell = 1889.91b E 53.21b Roof = 128 lb Wall = 3201b Total = 448 lb OTM = 1475.6 lb ft OTM = 1703.61b ft DLR, = 537.61b ft DLR, = 537.6 lb ft U = 234.51b U = 291.51b Plate Height: H := 8•ft Shear WaliTy"pe P,1-G 10d NAILS @ „6” O C; Capacity = 355 8 5ear Wall Type P1=6 10d. NAILS @„6^ O C:! C = 254 PLF U = 291.516 UPLIFT1 ESTStEb liYJ- IEADERS AND /OR CORNER FRA&tING, NO RIOLDOWN. I „a PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 4749449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 48 design KJH chk BRL Floor Wall Line 2: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L22 := 12.5ft TW := (20•ft+ 20•ft)•0.5 V22 psc' TW'H2 Psd'TW'Hr "22 = 2986 lb v22 :_ V L22 E22 := EE2 40•ft•53-ft-0.5 µ'R E22 L22 122:= 12.5•ft Roof := 16•psf•12-ft•122 Wall := 10•psf•Hw 122 Total := Roof + Wall OTM,,, v22.122•H OTM, := E DLR„ := 0.6Tota1 122 DLR, := 0.6Total 22 OTM, — DLR,, U w 122 OTM, — DLR, U, :_ 122 U:= max(U t Shea(Wall Type 1 v22 = 238.916 ft 10d NAILS Cgpacity "528 PLF,;;?' E22 = 3779.8 lb E2 = 302.416 ft Roof = 2400 lb Wa11= 1000lb Total = 3400 lb OTM, = 23888 lb ft OTM, = 30238.516 ft DLR„ = 1275016 ft DLR, = 127501b ft Lk, = 89116 U, = 1399.1 lb Plate Height: H 8•ft Shear "6111, e: 10d NAILS;@ 4 "I Capacity. = U = 1399.116 144E MST37 SI 4PSPN STRAP T!E HOEDOWN PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 49sign KJH chk BRL Floor Wall Line 3: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L33 := 17-ft + 4ft + 4ft TV/ 20•ft•0.5 V33 = Psa Le + Psc•(TW — L + Psb•Le.Hr + Psd•(TW — L V3 = 1637 lb V33 v33:= L33 — 20•ft•41•ft•0.5 E33 EE2 wR E3 E33 L33 133 := 4•ft Roof := 16•psf•2•ft•133 Wall := 10- psf44; 133 Total := Roof + Wall OTM v33.133•H OTM E3.133•H DLR, := 0.6Total 13 DLR. := 0.6Total• Z3 OTM — DLR„, U 133 OTM — DLR, U s 133 U := max(U U v33 = 65.5 lb f 1 E33 = 14621b E3 = 58.5 11 Roof = 1281b Wall = 320 lb Total = 4481b OTM = 2095.4 lb ft OTM, = 1871.41b ft DLR, = 537.6 lb ft DLR, = 537.61b ft U = 389A lb U = 333.41b Plate Height: H:= 8.ft Shear Wall Type° Pf;$ 1.9:a NAILS @ 6 ", O C ?, Capacity =;355 PLF ;; S hear WaQType P1,7:0 TOd NAILS; Capacity =':254 U = 389.4 lb UPLIFT RESISTED SY HEADERS AND /OR CORNERPMING WJJ N9 HOLDON R3F EEDED ' _ • ', " +9;; PLAN 3016 1 0'-e' CON. 40 CI9 S -IS In• 1 ; MAIOLOOR PLAN SEE " LEO ENC . • S • SHEETS NOTES: • ALL EMA I WRB. TO SE 4y ry• UNLESS NOTED OTHERWISE. ALL SASE SEATS ASWSIED CY/ LNLESS NOTED OTHETS$5E. ALL bW LAN EIEAI'IS ASKEW 1P -VA UNLESS NOTED OT£RIASE. ALL PARALLMM SEAMS ASWTED tee 114.555 NOTED OWE Ril SE • T1T. e. TO GE eves . SOLE) BLOCKING OVER SUPPORTS. • EIRE SLOOP, • ALL M111CW PENETRATI • COCEALEO MACES Cr SW GALLO AND PARTITILNB. NCLUONG ROWED SPACES AT eoTN CEILING Asp FLOOR LEVELS • AT ALL. SCENTS. DROPPED AND COWED CEILINGS. • FIE BLOCKING REQUIRED AT FLOOR AN CEILING BUT NOT IS INTERVALS VERTICAL NO FM CLCOCSO RED AT STAIRS. • N OPENINGS ARQND VENTS. PIPES. DUCTS. COMETS. NEM1ACES Yp SPSLAR OPENSGS AT CEILSG AND FLOOR LEVELS. • AT ORNNGS EE1EEN ATTIC SPACES AND CNINET CHASES FOR FACTORY WILT COMETS MO FLUES. • TOP OR YRbaa6 • S'- WASovE ?IAN Na UNLESS Homo onemee. • TTP 5)0. WALLS TO SE NS • K• OD eye NOTED OTLEFWSS • SMOKE DETECTORS TO EE NOT WIRED AI BATTERY BACCJ•. R'W2 DETECTORS TO SE A UDIELE IN ALL SED OTIt • HANDRAIL • H - M' ABOVE TREAD NOSING. • GUARDRAIL AEC HANDRAILS TO SE ABLE 10 WITHSTAND A SINGLE PONY LOAD APPLIED N ANY DIRECTION AT THE Top MOST Pete 100 S• CIOICENTRATEO AND Se Ty APPGED main TO ANY NRR4OGTE SALLYTEES OR Wee CRPOISITS PER IRS. • DECK G I GRAIL TO SE PT 00 00. CEDAR or e NGT FAdCATED II I4T PDI « Nq PR@AD STEEL nee AD tea. - FELD YERFT v CONTRACTOR • DU.ER • INSTALL FIREPLy{(N PER NANHFACTIYER SPECPUCATWe. • ® DENOTES Sole SEARING DOER COCEgTRATED LOADS USE (111.4 AT S• WALL). SSE (Ii 1M AT •• WALLS. V1E55 N TED OT E NOSE. • W DENOTES MULTIPLE CRIPPLE • WADERS OVER S'•e• LONG OR AT SWEAR • AEL ENDS OR TOLD POW! - SEE PLANS. • DOOR DETNIEY KNEe I GARAGE TO SE I.JI SOLI WOOD DDOR AO YEAINER STPITED. • V1• GA/S. ON 14015E/GARAGE COMM WALLS, ALL state WED. WALLS pole BEAMS MO CEILINGS tumour ABOK GARAGE O ILN ANTI LING AREA ADOVE TO SE SS TYPE •I O0 TYPICAL (1 LAYERS REDO WITH TES/ • 1Y SLOOG AT Sr FOR TER'IDBTAR • ea ALL PANS. DRYER EbeET TO OUTSIDE. • ALL SEAMS AND HEADERS TO SE VERIFIED WTU STAMPED ENGINEERING C4yATI.NS. TW6 OFFICE RIOT SE NOTIFIED STN ANT VAMATIOIS • OORS PROCEEDED. • ALL EXTERIOR DOOR AND Wee O SN GS TO BE RAYED TO LEST MOISTURE NTRSKN . SEE EVEVATION PAGES - TYPICAL • ERC SFSS - FASTENERS FOR PRESSURE PRESERVATIVE AND RRE RETAROAAT• TREATED W]L'V SHALL OE OF HOT- DIPPED GALVAUED STEEL . STABILES! STEEL SILKEN BRONZE OR WEAR WALL EOTTOM PLATE NAILRG AND ALL HAILING AT PRESSURE TREATED PLATERTEM OERS SHALL SE Wi- DIPPED LNC-COATED GALVANIZED STEEL OR STANLEY! eTELL NAILS PER SC ly. E ATER HEATER PER 51 NAECA IEIBNIC STRAP PER le.. NOS IGNITION WARM YO HEATING ELBIENTS TO BE INN AO MOVE FINISHED FLOOR. MIESSWZEO SYSTEM • OT510E AIR DUCT (NO NELE 1015E FAH RED AREO) P ERDYS N NORE WIVE VENTS • YFCLE NoEE FAN IS REQUIRED 0 10 24' CRAWL SPACE ACCESS ET O R • X Sr ATTIC ACCESS CF A VERIFY W DINER C- CLEARA62 woo same ow O DIRECT TENT GAS / rep TOTAL FIREPLACE. INSTALL PER MANPACTGRRS SPEC. PTEPAa. FP.. TO SEAR TE STAY O AN APPROVED TESTIS LAS. PROVIDES MNDE AIR DUCT FOR 0 -c E RAMCE PIP Olr. HEARTH PER BU LDERO/0ER 0 NCLE ROSE PAN - AS REWIRED Q 00 pn Q SHEET FILE Mc 5103 • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 - 5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 r J Jlesign KJH chk BRL Lower Floor Walls Floor Wall Line A: Total Wall Length: Wind Tributary Width: TW := 29•ft•0.5 La := 4.25•ft + 5.25•ft + 8.75•ft Total Wind Force: V,:= p,; L H1 + p„. (TW - L + V Wind Shear Seismic Base Shear Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: V, = 5261.91b V, va — La Ea := EE 29•ft-40•ft•0.5 + E 40•ft•41 -ft 0.5 t 2 wup wR Ea E := — La la:= 4.25•ft Roof := 16-psf •21 •ft•la Wall := 10•psf•Hw la.2 Floor := 12•psf•7.5ft•la Total := Roof + Wall + Floor OTM := va-la•H OTM, := E la•H DLR := 0.6Total• la DLR, := 0.6Total. z OTM - DLR Uw la OTM, – DLR, U, la U := max(U Roof = 1428 lb Wall = 680 lb Floor = 382.51b Total = 2490.5 lb OTM = 9803 Ib ft OTM, = 9188.8 lb ft DLR = 3175.41b ft DLR, = 3175.4 lb ft U = 1559.4lb U, = 1414.91b Plate Height: H 8-ft va = 288.3 lb ff I E = 270.3 lb ft_I Ea = 4932.2lb Shear: 0.1.TypeF1, g 10d NAILS @6 " ; OC;'. Capacity = 355 PLF -?: Shear Wall TypeP1 =fi 10d 'NAILS @ 8 " A.Q: Capacity" ='254 PLF U = 1559,416 t1Sh STHD8RJ SIMPSON STRAP T I,E HOEDOWN PLAN 3016 • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 - 5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 5 2 design KJH chk BRL Floor Wall Line B: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Lb 5.5.ft +941 TW := (29ft + 24.5•ft)•0.5 Vb p,e TWH1 Vb = 2503.8 lb Vb vb := Lb — Eb EEt.(24ft•20•ft +29-ft•40- ft)•0.5 WR Eb. Lb — lbb := 5,5•ft Roof := 16•psf•204•lbb Wall := 10•psf Ibb•2 Floor := 12•psf• 12.5ft•lbb Total := Roof + Wall + Floor OTM vb-Ibb•H,, OTM, := Eb•lbb•H DLR := 0.6TotaI. IZb DLR, := 0.6Total• 1 OTM„ – DLR UW lbb OTM, - DLR, U, := Ibb U:= max(UW,Us) vb = 172.71b ft Eb = 1767.4lb Eb= 121.9Ib8 Roof = 17601b Wall = 8801b Floor = 825 lb Total = 34651b OTM = 7597.7 lb ft OTM, = 5363,1 lb ft DLR = 57173 lb ft DLR, = 5717.3 lb ft U = 341.91b U,=- 64.4lb U = 341.9 lb Plate Height: H = 8.ft $Heai'WaIIro P "Ei 10d NAILS @ Capaci { = 355'PLO `. Shear Walt Type 01 :6 10d0AIL @ ^OC! Capacity'= 254 PLF ? UPLIFT RESISTED BY HEAD A tJD /QR CORNER FRAMING. O HOEDOWN NEEDED PLAN 3016 • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474-0153 PROJECT :12890 CHARTER HOMES 12890 Lagr (IBC).mcd J 02/25/06 design KIN chk BRL Floor Wall Line C: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Lc := 3.ft + 3•ft TW:= 41.11.0.5 Vc psc•TWH1 + V u V, = 5063.5 lb V, vc := — Lc Ec := EEt 41•ft•20•ft•0.5 + EE Z• (20•ft.41•ft)•05 WUF WR Ec• 8 1.3) E Lc E, Ec 2( - lc:= 3.ft Roof := 16•psf•3.5 -ft•lc Wall : 10•psf•Hw lc•2 Floor := 12•psf -0.67-ft- lc Total := Roof + Wall + Floor OTM vc•lc -H OTM, := E� lc•H DLR,,, 0.6Total- Z DLR, 0.6Total• Z OTM – DLR„ U it OTM, – DLR, U, lc U := max(U U vc = 843.9 lb ft t E, = 295.6 lb ft Ec = 394.11b ft Roof = 168 lb Wall = 480 lb Floor = 24.1 lb Total = 672.1 lb OTM = 20254Ib OTM, = 7093.216 ft DLR„ = 604.91bft DLR, = 604.91bft U = 6549.7 lb U, = 2162.81b U= 6549.7 lb Plate Height H 8•ft SheOr#0111 ype 10dNAILS @2;� Capacity_, %83 PL Ec = 2881.6 lb Shea Vap 1,Od NAILS,, Capacity USE HDQ8,SIMPSON HOLDQWN ' ...., a PLAN 3016 SIFTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474-0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (1BC).mcd 02/25/06 5 4design KJH chk BRL Floor Wall Line D: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear. Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Ldd := 2•ft +2 -ft TW:= 24.5•ft•0.5 Vdd Psc - L,)-Hi + Psa LdHI + Vdd V = 2788.6 lb Vdd dd Ldd Edd:= EEl 24.5ft•20•ft•0.5 + EEZ 20ft- 11.541.0.5 W'UF WR E d .= Ldd Ed Ede 2I 2 — l H w ldd := 2•ft Roof := 16•psf- 2 -ft•ldd Wall := 10•psf•H ldd -2 Floor := 12•psf- 6.25•ft•lc Total := Roof + Wall + Floor OTM vdd•tdd -H OTM, := Ed•ldd•H DLR, := 0.6Total. i2d DLR, := 0.6Total ]d OTM - DLR. Uw idd OTM, - DLR, U, := ldd U max(U U Plate Height: H w := 5•ft UF(AIS STEM. WALL ANDREDUCE HEADER HEIGHT WITH CQNTINOUOUS H EADER TO LIMIT PANEL'HEIGHT,TO vdd = 697.2 lb ft l E = 314.616 ft Ed= 393.21b& Roof = 64 lb Wall = 200 lb Floor = 225 lb Total = 489 lb OTM = 6971.6 lb ft OTM, = 3145.91b ft DLR = 293.4 lb ft DLR, = 293.41b ft U = 3339.1 lb U, = 1426.3 lb U = 3339.1 lb Strear Walt Type R1=2 10dNAILS @2' OC'' Capacity ='`883 PLF "; Edd = 1258.4 lb Shear Wall Type P1 2 10d NAILS @'2' O C Capaplty 6 31 PLF U S NOL PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 f Telephone (253) 474 -9449 • Fax (253)474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 5 5design KJH chk BRL Floor Wall Line 1: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: LI := 31•ft + 7.75ft + 5ft TW := 20•ft-0.5 VI = Psa + Psc'(TW – L + ViI V = 2861 lb V vl := LI — vt = 65.4 lbff 53,ft•20•ft•0.5 + EEZ• 53.ft-20•ft•0.5 El := EE El = 372516 wuF WR El EI. LI — 11 := 5.ft Roof := 16•psf•2.5•ft41 Wall: 10•psf•Hw 11.2 Floor := 12•psf• 1.33ft•ll Total := Roof + Wall + Floor OTM v1•11•H4, OTM E DLR 0.6Total. 2 DLR., := 0.6TotaI. Z OTM – DLR U :_ 11 OTM - DLR U s := 11 U := max(U U E = 85.11b ft Roof = 200 lb Wall = 800 lb Floor = 79.81b Total = 1079.8 lb OTM = 2615.81b ft OTM = 3405.7 lb ft DLR = 1619.7 lb ft DLR = 1619.71b ft U = 199.216 U = 357.216 U = 357.21 Plate Height: H 8•ft Shear Wail Type P1 -6 104 NAIL`.§ O;,C; Capacity= 355 PLF.;'': Shear Wail Type P1 ,'. =6 101 NAILS 0 7:0,C: Capacity ,= 254 ()Ruff, BY HEADERS AND /OR CORNER FRAMIr10;' No HOEDOWN NEEDED ' PLAN 3016 • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474-9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd a 02/25/06 56 design KJH chk BRL Floor Wall Line 2: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L2:= 16.5•ft TW := (20•ft + 20•ft)•0.5 V2 psi TWH + V22 V2 = 4858 lb V v2 := L2 (20.ft-53-ft + 20•ft•53•ft)•0.5 20•ft•53•ft-O.5 E2:= EE • + EE wUF wR E2 : L2 — 12:= 16.5-ft Roof := 16•psf•6•ft•12 Wall := 10.psf -1412.2 Floor I 2•psf • 1.33ft•12 Total := Roof + Wall + Floor OTM := v2.12•}1 OTM, := E DLR := 0.6Tota1.2 DLR, := 0.6Tota1.2 OTM – DLR, U . 12 OTM, – DLR, U, 12 U:= max(1j v2 = 294.41b ff 1 E2 = 337Ib Roof = 15841b Wall = 2640lb Floor = 2613 lb Total = 4487.3 lb OTM = 38864 lb ft OTM, = 44481 lb ft DLR,„ = 22212.316 ft DLR, = 222123 lb ft U = 1009.2 lb U, = 1349.61b Plate Height: H := 8 - ft S(lear Wa11 Type 10d NAILS @ 4' Ci: Capacity .7. PL'F,q'1 E2 = 5560.1 lb S6001-Nall Typep•a 10d NAILS @ 4 ".Ow:O Capacity 377`PLF`',',; U= 1349.616 , . . USE S'fFiDB SJMPS Q STRAP: TIE - jPLD01NN PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 • Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 57 design KJH chk BRL Floor Wall Line 3: Total Wall Length: Wind Tributary Width: TW 20 -ft-0.5 Total Wind Force: V3 := p, Le HI + Th (TW - L) -H + V33 Wind Shear Seismic Base Shear. Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L3 := 17-ft + loft Plate Height: H = 8.ft V3 = 2861 lb V3 v3 := L3 — 53•ft•20•ft•0.5 20- ft- 41•ft•0.5 E3 EE1- + EE2 wup W'R E3. L3 — 13 := 10-ft Roof := 16- psf•I•ft.13 Wall := 10- psf•H Floor := 12 -psf •2.1.33ft•13 Total := Roof + Wall + Floor OTM,„ := v3 -13 -H OTM, := E3.13•H DLR := 0.6Total- 2 DLR, := 0.6Tota1- ! 2 OTM – DLR„, Uw 13 OTM, – DLR, U, := 13 U := max(U v3 = 106lb E3 = 122.11bft l Roof = 160 lb Wall= 16001b Floor = 319.21b Total = 2079.2 lb OTM, = 84771b R OTM, = 9769.2lbft DLR = 6237.6 DLR, = 6237.6 lb ft U = 223.91b U = 353.21b ShearNlall r � '6 iaOd NAiLS @,6" O Oi Cgpacity' 355 PLF E3 = 32971lb Sfiear Wa11,Type P1-6 Capacity =;254 PLF ; U = 353.21b UPLIFT RESISTED B HEADERS AND /OR GORIER F f2AMING'.NO {OLD•WN'N ' PLAN 3016 r —��. a.rr eo.aa 8: 8 ccc ■oa ewvc SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: CHARTER HOMES PLAN 3106 12890 Gravity.mcd 02/21/06 59 design KJH chk BRL THREE CAR GARAGE OPTION 21. DL := 16 psf Fb := 900 psi Cd 1.15 C; := 1.0 LL 25 psf F := 95 psi CF := 1.2 Span := 8 ft E:= 1600000 psi C:= 1.0 TW := 12.33 ft w :_ (DL + LL)•TW w = 505.53 plf Fb. := Fb•Cd-CF•C Ci Ft; = 1242 psi w•Span Mmaa := 8 Mem = 4044.24 lb-ft F F Cd•C F = 109.25 )si w• Span Vmax Vow, = 2022.12 lb E' := E•C, E' = 1600000 psi 2 A ray :— 1.5 VF axe A,. = 27.76 in ST44 : M<,a,� • 12 Sray = 39.07 in Fb Use a 4x10 O.F. #2 A:= 32.38 in S := 49.91 in b := 3.5 in h := 9.25 in b•h s I:= 12 5- w•Span Anu :_ Aallow 384•E'•I Span. 12 240 I = 230.84 in Amax = 0.126 in tallow = 0.4 in CHARTER HOMES PLAN 3106 Cr. • a t• S Y 1ico " .i 7i ,'an..w n...v., • 30.C. X +•J. %Cr! )' T0UVO3 04 OOOM v•fL n�. I I II D Ali G1UU d S t ---- -----le t O00 A 'Mee. name • *woe TO O! -RIO CO 4E ...SELF ` O.OINi ww'ES.IOCV![ nN L)A• MICJCY ,{ • SN• type Y O WB 04 ALL .CaE oar'GE YYTCXrsc // t.LLI. P05T, I p€W.OLL.•eal • CELP •✓e2 Ib_lea 4area • a T • vbs..> OR .R.1 0 02JFJt TIM 4. cc. 4 YLp EV• PoSl1 W M1T TO *• ... rO PWrcGT 3 • mi • ,e1 ca rr cT oaru e A 13)5) •,1 ql 0 a I cu r3— — T..1 4'4' • 1.114O eau. =OWE CO.ru7044*10 a. ) 7300E4 . ca. on MAIN FLOOR PLAN e P.ro d7'} 1 60 Rev: 580004 User: KW- 0602611, Ver 5.8.0, 1- Dec.2003 (c)1983.2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculations Description General Information Code Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Summary Member 22 Prlim: 3.5x9.25 3.500 in 9.250 In Manuf /So.Pine I 1.150 Pin -Pin 306.00 #/ft LL @ Left 306.00 #/ft LL @ Right 8.00 #/ft LL @ Left 8.00 #/ft LL @ Right Title : Dsgnr: Description : Scope: Center Span 11.50ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow Fc Allow E [Trapezoidal Loads 337.50 #/ft 337.50 #/ft 26.70 #/ft 26.70 #/ft 290.0 psi 650.0 psi 2,000.0 ksi Lu Lu Lu Start Loc End Loc Start Loc End Loc Span= 11.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.808 : 1 Maximum Moment 11.2 k -ft Maximum Shear' 1.5 Allowable 13.9 k -ft Allowable Max. Positive Moment 11.21 k -ft at 5.750 ft Shear. Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support Max @ Right Support Max. M allow ib 2,695.53 psi Fb 3,335.00 psi Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.268 in 5.750 ft 515.6 D.L. Deft) ... 0.401 in 0.000 in 0.000 in Stress Cafes k Bending Analysis Ck 19.860 Cf 1.000 @ Center Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction (if Le Rb 0.00 k -ft 0.00 k -ft 13.87 Iv Fv 0.000 ft 0.000 Max Moment 11.21 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 5.10 k 15.295 in2 333.50 psi 3.90 k 3.90 k 157.55 psi 333.50 psi Total Load -0.578 In 5.750 ft 238.73 Reactions... Left DL Right DL Sxx 49.911 In3 CI 3899.648 Sxx Reath 40.34 in3 0.00 Ina 0.00 in3 @ Right Support 5.10 k 15.295 In2 333.50 psi Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd Job # Date: 11:56AM, 6 MAR 06 0.00 ft 0.00 ft 0.00 ft 0.000 ft 11.500 ft 0.000 ft 11.500 ft Beam Design OK 5.1 k 10.8 k @ Left 3.90 k @ Right 3.90 k Camber. @ Left 0.000 in @ Center 0.401 in @ Right 0.000 in 1.81 k 1.81 k Area 32.375 in2 Allowable fb 3,335.00 psi 3,335.00 psi 3,335.00 psi Max 3.90k Max 3.90 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 1.714 in 1.714 in 0.000 in 0.000 in 0.0 0.0 61 Title : Dsgnr: Description : Scope : Job It Date: 11:56AM, 6 MAR 06 62 Rev: 580004 User. 1(W -0602811, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 12890.ecw:calculalions Description Member 22 'Query Values M, V, & D @ Specified Locations @ Center Span Location = © Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 3.90 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in •••O. OAR Ca 5 GAR. on. Lite lir S'-5 V2. I LEE GIREp 77. 6e1 WEARALLL LEO. s of LEO1•13. 414EET L L GARAGE CCNC, OLPO-OLOPE S TOOANsca al OCOR 57nocurn I ‘C.C.Cail. Ca TO ER r AA ELM. OR PREIIIILIRE TREATED , POOR ISETIEEN HOLY I GARAGE TO BE SOLID CORE snap I I CLOS.* 'Ora. (POOR Mk 1-31Ie THICK) I) 2 • OW rrre GSa al Ski, 1.10JOCCJRAcE StepORTING t WALLS. POST. Alit MI T EZ-LARE • CECNO WERE. rrusrea FRAM GREATER THAN War. 9 g uaAr ESP. POSTS Sit PLY TO 45 AP? TO PROTECT g 5 F1 MINOR FRAC! DAMAGE A t „. 42 r.—w irNer CENT LOA 4•I0 Cf 2 MADER MAIN FLOOR PLAN e LITE 150% Y-I0 I • b• •4I FRI T.; F !NV • . ....• •••• - • ..•- SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 3016 PLAN 11910 Lateral- GR.mcd 03/06/06 6 4Dsgn KJH Chk 13RL Three Car Garage Option Walls Wall Line G1: Total Wall Length: Lgl := 6.5-ft Seismic Tributary Weight: Roof := 16•psf•10-ft•23•ft•.5 Wall := l0-psf•10•ft -5ft W := Roof + Wall Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: (E• E gt Lgl lgl := 6.5-ft OTM:= E Roof := 16•psf•13•ft•lgl Wall := l0•psf•H.,•lgl Total := Roof + Wall DLR Total ]gl DLR = 60841bft 2 U :_ OTM - DLR Igl U = - 404.81b Roof = 18401b Wall = 500 lb W = 23401b Plate Height: H:= 8 -ft E = 66.4 lb ft - Wind Controls Design OTM = 3452.5 lb ft Roof = 1352 lb Wall = 520 lb Total = 1872 lb NO HOLDDOWN REQUIRED CHARTER HOMES 3016 PLAN e SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 1 - Telephone (253) 474.9449 I Fax (253) 474-0153 PROJECT: CHARTER HOMES 3016 PLAN 11910 Lateral - GR.mcd 03/06/06 s eJ Dsgn KJH Chk BRL Main Floor Wall Line G2: Total Wall Length: Lg2 := 1.33•ft Seismic Tributary Weight: Roof := 16•psf•10•ft•23•ft•.5 Wall := 10•psf•1041.5ft W := Roof + Wall Seismic Force: E (E• W) Lg2 Roof = 18401b Wall = 500 lb W = 23401b Plate Height: H 8•ft E = 324.5 lb 8 USE,LATERAL,RESTRAINT PANEL ON WALL PIER } CHARTER HOMES 3016 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 3016 PLAN 11910 Lateral - GR.mcd 03/06/06 6 6 Dsgn KJH Chk BRL Wall Line G3: Total Wan Length: Lg3 23•ft Seismic Tributary Weight: Roof := 16•psf•10•ft•23• Wall := 10•psf•23•ft•5ft W := Roof + Wall Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: ( g3 • Lg3 1g3 := 23•ft OTM := E Roof := 16-psf•2•ft -lg3 Wall := 10-psf•H lg3 Total := Roof + Wall DLR := Total Ig3 2 U OTM — DLR Ig3 U = — 978.21b Roof = 3680 lb Wall= 11501b W = 48301b E = 38 lbff Wind Controls Design DLR = 29624 lb ft Plate Height: H 8-ft OTM = 7126.4 lb ft Roof = 736 lb Wall = 1840 lb Total = 25761b NO HOLbDOWN REQUIRED CHARTER HOMES 3016 PLAN 04 -05 -2007 KEVIN KAUL 601 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit Application No. D06 -413 3813 S 130 ST TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 11/03/2006 , 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 05/02/2007 . 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 05/02/2007. 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, er Marshall Permit Technician xc: Permit File No. D06-413 City of Tukwila 0' 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 DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS April 12, 2007 Charter Homes D06 -411, D06 -413, D06 -414 38XX LDR The Planning Division of DCD has reviewed the above permit application. The application as submitted is approved with the following condition(s): 1. Prior to final approval the landscaping must be installed on each individual 3_ J 4 \ lot. Please refer to the landscaping plan that was approved as part of-L-88- J eft. Occupancy for the homes will not be granted until the landscaping is installed. 6oi Union Street - Suite 392o Seattle, 6'A 98101 February 20, 2007 Allen Johannessen Tukwila Building Division 6300 Southcenter Blvd Ste 100 Tukwila, Washington 98188 RE: Determination of completeness memo Charter Homes Inc. Permits # D06411, 413,414 Dear Mr. Joahannessen Phone: 206.322.4393 Fax: 206.322.0482 CharterHomeslnc.com According to your memo, number 3 pertains to sloping conditions of these individual lots and any possible stepping of the foundation. As the plot plans that were resubmitted indicate, the slope on these first three lots is fairly flat. At this time I do not expect to have any reason to step the foundation or even the excavation. There are nine lots in this plat, lots 1-5 are flat, but lots 6-9 have slopes that will have to be revisited on a lot by kit basis. If there are any further questions, please don't hesitate to contact me. Sincerely, / C Kevin Kaul Production Manager Charter Homes Inc. 205- 947 -2205 February 14, 2006 Kevin Kaul 601 Union St, Ste 5100 Seattle WA 98101 RE: Letter of Incomplete Application # 2 Development Permit Application D06 -413 Charter Homes, Lot 2 — 38xx S 130 St Dear Mr. Kaul: This letter is to inform you that your resubmittal received at the City of Tukwila Permit Center on February 9, 2007 is determined to be incomplete. Before your application can continue the plan review process the following comment from the following department needs to be addressed: Buiidina Department: Bob Benedicto, at 206 431 -3675, if you have any questions concerning the following comment. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by g messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Enclosures File: D06 -413 Department of Community Development Steve Lancaster, Director 1. Item #3 in Incomplete Letter #1 was not addressed. A copy of the memo has been provided. City of Tukwila P:ilennifer'ncomplete Letters \2006\BuildingV)06 -413 Incomplete Ltr #2.DOC iem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665 Determination of Completeness Memo Date: November 7, 2006 Project Name: Carter Homes, Lot 2 Permit #: D06-413 Plan Review: Men Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner A Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The geotech report shows different sloping conditions for each lot. Provide individual site plans specific for each separate lot that identifies lot topographical lines. 2. Identify building set backs on the site plan. (Please note above "PLAN SUBMITTALS" "all sheets shall be the same size ", this Includes site plan.) 3. Elevation sheets and foundation plan shall be consistent in identifying stepping foundations as it pertains to each individual lots sloping condition. (Note: Steep sloping lots shall require additional lateral engineering depending on the height of the stepped foundation and shall be consistent with the geotech report specifications. Provide additional engineering ifappfcable.) (IRC R602.11.3, IRC 106.1.1 & 106.2) 4. The site plan shall Identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotech report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department The Intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) Should there be questions conceming the above requirements, contact the Building Division at 206431-3670. No further comments at this time. November 14, 2006 Kevin Kual 601 Union St, Ste 5100 Seattle WA 98101 RE: Letter of Incomplete Application # 1 Development Permit Application D06 -413 Charter Homes, Lot 2 Dear Mr. Kual: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 3, 2006 is determined to be incomplete. Before your application can continue the plan review process the following items from the following departments need to be addressed: Building Department: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the attached memo. Fire Department: Alan Metzler, at 206 575 -4407, if you have any questions concerning the following comments. 1. Provide a site plan that encompasses all lots and shows access from public road and location of nearest fire hydrant location. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accented through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, arshall t Technician Enclosures File: D06 -4I3 City of Tukwila P:Vennifer\lncomplete Letters \2006\Building\D064l 3 Incomplete Ltr #1 .DOC jem ftve Steven Al. 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 Determination of Completeness Memo Date: November 7, 2006 Project Name: Charter Homes, Lot 2 Permit D06-413 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner A Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped not copied.) 1. The geotech report shows different sloping conditions for each lot. Provide individual site plans specific for each separate lot that identifies lot topographical lines. 2. Identify building set backs on the site plan. (Please note above "PLAN SUBMITTALS" "all sheets shall be the same size ", this Includes site plan.) 3. Elevation sheets and foundation plan shall be consistent in identifying stepping foundations as it pertains to each individual lots sloping condition. (Note: Steep sloping lots shall require additional lateral engineering depending on the height of the stepped foundation and shall be consistent with the geotech report specifications. Provide additional engineering if applicable.) (IRC R602.11.3, IRC 106.1.1 & 106.2) 4. The site plan shall identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotech report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Woks Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) Should there be questions concerning the above requirements, contact the Building Division at 2064313670. No further comments at this time. PERMIT COORD COPY, PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -413 DATE: 02 -20 -07 PROJECT NAME: CHARTER HOMES, LOT 2 SITE ADDRESS: 38XX S 130 ST Original Plan Submittal X Response to Incomplete Letter # 2 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: :y� u "B ilding D PoIb is Wor� 4 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES/THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 7 -7807 Incomplete ❑ Approved with Conditions 61 if-tr Plan Ing Di it ❑ Permit Coordinator ❑ DUE DATE: 02 -22-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required DATE: DUE DATE: 03-22-07 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -413 DATE: 2 -9 -07 PROJECT NAME: CHARTER HOMES - LOT 2 SITE ADDRESS: 130XX 39 LN S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # before Permit Issued DEPART t D I Ilding ivisio Public Works PLAN REVIEW /ROUTING SLIP DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ APPROVALS OR CORRECTIONS: Documentsfroutinp slip.doc 2 -28-02 `QERMIT COORD COPY Fire P rbveention �I Structural ❑ Incomplete Planning Division Permit Coordinator ❑ DUE DATE: 2 -13-07 g Not Applicable ❑ Comments Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incompl Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 3 -13 -07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments Issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -413 DATE: 11 -06 -06 PROJECT NAME: CHARTER HOMES, LOT 2 SITE ADDRESS: 38XX S 130 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: 4 tiijding 'vision Id Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 PERMIT COORD COPY �' PLAN REVIEW /ROUTING SLIP S11 dewid s -i-a Fire Prevention Structural Incomplete ❑ Permit Coordinator ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: 11119l , ,,._/ �.,,( LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Lyl Fire p(J Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: DUE DATE: 11-07-06 Not Applicable ❑ No further Review Required DATE: Planning Division DUE DATE: 12-05 Approved with Conditions Not Approved (attach comments)❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW El Staff Initials: I a1 City # Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431 -3670 Fax: 206 -431 -3665 Web site: httu://www.ctnikwila.wa.us Revision submittals must be submitted In person at the Permit Center. Revisions will not be accepted through the mail fax; etc. Date: 2/ 7 Plan Check/Permit Number: Response to Incomplete Letter # 2 Steven M. Mullet, Mayor Steve Lancaster, Director cIrP&c * FEB 2 0 2007 [� Response to Correction Letter # ❑ . Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or (` Plans Examiner Project Name: Lt/%4flL2 j#Hr/j $ Lc A 2 Project Address: 4 ,/ a I, 3 ,, s 5/ • Contact Person: / i la V/ /V Ott/4 Phone Number: t a e 4 y? 2 Z d r Summary of Revision: rrEof .3 NA- Sheet Number(s): "Cloud" or highlight all areas of revision including date of r Received at the City of Tukwila Permit Center by: 114: 1 Entered in Permits Plus on 021211 v t ff Mpplicatwns\tmms- epphutions on One revaum submittal Created: a- 112004 Revised: City of Tukwila MppLwiwuVonns- ppIutiau on bncYevuion submittal Created: Revised: Department of Community Development 6300 Southcenter Boulevard, Suite 11100 lblcwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: httm //wunv.cLtukwila.wa.us [A Entered in Permits Plus on ti A-01 Ac . SS its AN T %sue Date: rrri • 9 200 Plan Check/Permit Number: ) Q(, — y 13 Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fa'A etc. Response to Incomplete Letter it N 0 Response to Correction Letter # ❑ . Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Ci-M Max S 2 U 0 t'w S Lc — r 2— Project Address: 39t e Sia.1/4m-t Contact Person: KPty L Phone Number: 7.0(0 44 - 2- 2 oS Summary of Revision: 1�S ts'S Ro 0-4-Ai RECEIVED Cf1YOr uKV ILA FEB 0 Sheet Number(s): PER CENTER "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: �j 4.0f r Approx. Remaining Years Pavement Mitigation Fee 0-1 $0.00 1 -2 (10 %) $1.00 2 -5 (25 %) $2.50 5 -7 (33 %) $3.30 7 -10 (50 %) $5.00 10-15 (75 %) $7.50 15 -20 (100 %) $10.00 PUBLIC WORKS BULLETIN A3 PAVEMENT MITIGATION AND TRANSPORTATION IMPACT FEES CITY OF TUKWILA Public Works Department 206 - 433 -0179 This Bulletin summarizes pavement mitigation fees and transportation impact fees applicable to private development projects within the city. PAVEMENT MITIGATION FEE The City does not allow pavement cuts in pavement that is three years old or newer (TMC 11.04 Recently Improved Street), except by written approval from the Public Works Director. Public Works charges a pavement mitigation fee whenever pavement in the right -of -way is disturbed. The pavement mitigation fee compensates the City for reduced life span due to disturbance of roadway surfaces. The fee is based on the total square footage of impacted pavement and on the remaining life of the existing pavement. The mitigation fee, based on cut limits shown on the permit plan set, is paid when the permit is issued. To estimate the cut area, add two feet to all sides of the expected cut limits before calculating the area. This fee may be adjusted, based on the Inspector's measurement of the actual cut limits. Use the following table to estimate the pavement mitigation fee. TRANSPORTATION IMPACT FEE Consistent with the Comprehensive Plan, the Six-year Transportation Plan and the Capital Improvement Plan, the transportation impact fee helps ensure that new development bears its proportionate fair share of transportation facilities necessitated by the new development. The fee applies to any construction, reconstruction, conversion, structural alteration, relocation or enlargement of any structure that requires a building permit and generates any new PM peak hour trips . The transportation impact fee is charged to each development according to an impact fee schedule based on defined zones. The fees are assessed as part of the building permit and are due and payable when the permit is issued. (TMC 9.48 and Ordinance 2111) This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 12.312005 1 Land Uses Unit of I Measure Zone 1 Zone 2 Zone 3 Zone 4 Cost per Trip All Other Uses I $1,736.80 $1,357.77 $1,061.20 $819.38 Residential Single Family dwelling $1,659.35 $1,297.22 11,013.88 $782.84 Multi Family dwelling $712.09 $556.69 $435.09 $335.95 Retirement Community dwelling $722.89 $565.13 $441.69 $341.04 Nursing Home /Convalescent Center bed $289.15 $226.05 $176.68 $136.42 Assisted Living dwelling $289.15 $226.05 $176.68 $136.42 Commercial - Services Drive -in Bank sq ft/GFA $23.14 $18.09 $14.14 $10.92 Walk -in Bank sq ft/GFA $18.67 $14.60 $11.41 $8.81 Day Care Center sq ft/GFA $9.28 $7.25 $5.67 $4.38 Library sq ft/GFA $4.24 $3.32 $2.59 $2.00 Post Office sq ft/GFA $6.46 $5.05 $3.95 $3.05 Hotel /Motel room $1,107.80 $866.04 $676.87 $522.63 Service Station VFP $3,203.13 $2,504.10 $1,957.14 $1,511.17 Service Station /Minimart VFP $3,203.13 $2,504.10 $1,957.14 $1,511.17 Service Station /Minimart/Car Wash VFP $3,203.13 $2,504.10 $1,957.14 $1,511.17 Carwash (Self -Serve) Stall $2,826.58 $2,209.72 $1,727.06 $1,333.51 Movie Theater screen $64.24 $50.22 $39.25 $30.31 Health Club sq ft/GFA $4.42 $3.46 $2.70 $2.09 Racquet Club sq ft/GFA $1.99 $1.56 $1.22 $0.94 Marina Berth $247.38 $193.39 $151.15 $116.71 Commercial - Institutional Elementary School /Jr. High School student $195.27 $152.66 $119.31 $92.13 High School student $131.43 $102.75 $80.31 $62.01 University/College student $267.56 $209.17 $163.48 $126.23 Church sq ft/GFA $1.15 $0.90 $0.70 $0.54 Hospital sq ft/GFA $2.22 $1.73 $1.35 $1.05 Commercial - Restaurant Restaurant sq ft/GFA $9.56 $7.48' $5.84 $4.51 Fast Food Restaurant w/o drive thru sq ft/GFA $12.27 $9.60 $7.50 $5.79 Fast Food Restaurant w drive/thru sq ft/GFA $16.26 $12.71 $9.94 $7.67 industrial Light Industry/High Technology sq ft/GFA $2.06 $1.61 $1.26 $0.97 Industrial Park sq ft/GFA $2.06 $1.61 $1.26 $0.97 Warehousing /Storage sq ft/GFA $1.15 $0.90 $0.70 $0.54 Mini Warehouse sq ft/GFA $0.50 $0.39 $0.31 $0.24 Attachment A Traffic Impact Fee Schedule 2007 GLA= Gross Leasible Area GFA= Gross Floor Area VFP= Vehicle Fueling Positions (Maximum number of vehicles that can be fueled simultaneously) 2 Land Uses Unit of Measure Zone 1 Zone 2 Zone 3 Zone 4 Cost per Trip All Other Uses $1,736.80 $1,357.77 $1,061.20 $819.38 Commercial - Retail Shopping Center up to 9,999 sq ft sq ft/GLA $4.18 $3.27 $2.55 $1.97 10,000 sq ft- 49,999 sq ft sq ft/GLA $3.51 $2.75 $2.15 $1.66 50,000 sq ft- 99,999 sq ft sq ft/GLA $3.03 $2.37 $1.85 $1.43 100,000 sq ft- 199,999 sq ft sq ft/GLA $2.61 $2.04 $1.59 $1.23 200,000 sq ft- 299,999 sq ft sq ft/GLA $2.38 $1.86 $1.45 $1.12 300,000 sq ft- 399,999 sq ft sq ft/GLA $2.82 $2.21 $1.72 $1.33 over 400,000 sq ft sq ft/GLA $3.17 $2.48 $1.94 $1.49 Miscellaneous Retail Sales sq ft/GFA $3.17 $2.48 $1.94 $1.49 Supermarket sq ft/GFA $7.73 $6.04 $4.72 $3.64 Convenience Market sq ft/GFA $14.39 $11.25 $8.79 $6.79 Nursery/Garden Center sq ft/GFA $2.62 $2.05 $1.60 $1.24 Furniture Store sq ft/GFA $0.22 $0.17 $0.13 $0.10 Car Sales - New /Used sq ft/GFA $4.56 $3.57 $2.79 $2.15 Auto Care Center sq ft/GLA $2.62 $2.05 $1.60 $1.24 Quick Lubrication Vehicle Shop Service Bay $2,899.10 $2,266.42 $1,771.37 $1,367.73 Auto Parts Sales sq ft/GFA $3.34 $2.61 $2.04 $1.58 Pharmacy (with Drive Through) sq ft/GFA $3.44 $2.69 $2.10 $1.62 Pharmacy (no Drive Through) sq ft/GFA $3.36 $2.63 $2.05 $1.58 Free Standing Discount Store sq ft/GFA $3.13 $2.44 $1.91 $1.47 Hardware /Paint Store sq ft/GFA $2.66 $2.08 $1.62 $1.25 Discount Club sq ft/GFA $3.13 $2.44 $1.91 $1.47 Video Rental sq ft/GFA $4.88 $3.82 $2.98 $2.30 Home Improvement Superstore sq ft/GFA $1.33 $1.04 $0.81 $0.63 Tire Store Service Bay $1,938.32 $1,515.31 $1,184.33 $914.45 Electronics Superstore sq ft/GFA $3.11 $2.43 $1.90 $1.46 Commercial - Office Administrative Office up to 9,999 sq ft sq ft/GFA $8.10 $6.33 $4.95 $3.82 10,000 sq ft-49,999 sq ft sq ft/GFA $8.10 $6.33 $4.95 $3.82 50,000 sq ft- 99,999 sq ft sq ft/GFA $4.70 $3.67 $2.87 $2.22 100,000 sq ft- 199,999 sq ft sq ft/GFA $3.56 $2.78 $2.17 $1.68 200,000 sq ft- 299,999 sq ft sq ft/GFA $3.10 $2.43 $1.90 $1.46 over 300,000 sq ft sq ft/GFA $2.91 $2.27 $1.78 $1.37 Medical Office /Clinic sq ft/GFA $6.29 $4.91 $3.84 $2.97 3 Attachment A Traffic Impact Fee Schedule 2007 GLA= Gross Leasible Area GFA= Gross Floor Area VFP= Vehicle Fueling Positions (Maximum number of vehicles that can be fueled simultaneously) 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 I 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 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 CH#i,erele Ho pii5 (Le Z ) PERMIT # 4 - 413 ( @/3009 - SSA. ki 5.) 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 SO cubic yards 50 cubic yards Enter total fill volume Use the following table to estimate the grading plan review and permit fee. se the greater of the excavation and fill volumes. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 1 SOO /too 0 ,76•0400 1 pa 4 geo --- $ TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 36 r 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. (1) (5) (4) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for l" 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 I 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C+D) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 $ /I Z - (6) ( 0 $ 23 - (8) WATER METER FEE P is anent and Water Only ers Size (inches) Installation Cascade Water lance RCF • 01.01.2007 2.31.2007 Total Fee 0.75 $600 297 $5897 1 $1100 ., 13,242.50 $14,342.50 1.5 $2400 $26,485 $28,885 2 $2800 $42,376 $45,176 3 $4400 >;4,752 $89,152 4 $7800 $1 ' 425 $148,015 6 $12500 $264,. 0 $277,350 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 3 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 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 $ ( IS G. Other Fees $ $5 Total A through G $ ,01$ — (10) DUE WHEN PERMIT IS ISSUED (6+7 +8 +9 +10) $ 1 s Sit slat 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. Temporary Meter / 0.75" 2.5" $300 David McPherson - Banner Bank L03 -r" From: Donald Tomaso To: David(d)ci.tukwila.wa.us Date: 02/15/2007 9:32 am Subject: Banner Bank L03 -047 Dave, Here you go, let me know if you have any questions. Don L03 -047 The private street will be 38th Lane South (not 39 Ave South as shown on drawing) Lot 1, 13005 38th Lane South Lot 2,13009 38th Lane South Lot 3, 13013 38th Lane South Lot 4, 13017 38th Lane South Lot 5, 13021 38th Lane South Lot 6, 13016 38th Lane South Lot 7, 13012 38th Lane South Lot 8, 13008 38th Lane South Lot 9, 13004 38th Lane South Questions let me know. Don Address: CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenrer Blvd., Suite 100 Tukwila, WA 96t88 Permit Center /Buij ,: Division: 206'4313670 Public Works Department 206 - 433 -0179 Planning Division: 206 -431 -3670 Site address (attach map and legal description showing hydrant location end size of main): 38a- S. WitialeiSsWW swell ' a IT°- a.M5154;1ar7.. « } 4+v `i t• elK . • ears • amt:; S S if 6 D Address: Phone: _ (t9 s" G to This certificate is for the purposes ar. )esidentiel Building Permit ❑ Commercial /Industrial Building Permit ❑ Rezone ❑ Preliminary Piet Estimated number of service connections end water meter size(s): Vehicular distance from nearest hydrant td the YV/1 V 1t Wt �ibT 125 ft, Area is served (Water Utility District)• LLttSS Ilr Owner /Agent Signature affkzala 1. The proposed project is within Nan separate sheet if mare mom it /waded) NI A- 2. [ -C mprovements required. 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: 4. Based upon the improvements listed above. water can be pr e4 and will be available at the site with a flow of 7---7 C o gpm at 20 psi residual for a duration of 2 hours it a velocity of / fps es documented by the attached calculations. 5. Water availability: Q -rcceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements In Item B-2 are met. ❑ System Is not capable of providing service to this project. I hereby certify that the above information is true and correct. CERTIFICATE OF WATER AVAILABILITY Required only If outside City of Tukwila water district Phone: Attachment to Certificate of Water Availability." PERMIT NO.: ❑ Short Subdivision ❑ Other Date r By Zoe- a 7L- 2 - ?s This certificate is not valid without Water District No. 125's attachment entitled (City /County) ��j NOV . 3 2006 PERMITCSNTER q -/ Z�06 Date p a - 0-7 3 ,Part A': (To Be Completed bit Applicant) , Purpose of Certificate: ❑ Building Permit ❑ Preliminary Plat or PUD ❑ Other Short Subdivision ❑ Rezone Proposed Use: g Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: Phone: So 0„)_43 0.5or� SOS C�1r� PrmPS TnG- (2v�),�d� -�F39i act Property Address or Approximate Location: Tax Lot Number. 1 - 3 82. I -A t Th t . 7 43 1 4a0OSO.i Legal Description(Attach Map and Legal Description if necessary): - {br o-- Tans.* 54 , tvex -61 de. Sn4e ru r lcavcrrackG Lk( &ieS-f of- bctdis Replx+ Less 5S /m Part B: ,(To Be Completed by Agency) 1. ❑ a. Sewer Service will be provided by side sewer connection only to an existing size sewer feet from the site and the sewer system has the capacity to serve the proposed use. OR ® b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection c on system on the site; and/or (3) other(describe): Peval t-c Lr�s,.r e , (4 /rco Cor ! e ® �) 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. CII a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $4250.70 /residential equivalent, will be billed directly by IGng County after connection to the sewer system. (Subject to change by King Co /Metro without notice.) b. Easements: ❑ Required - ❑ May be Required . RECEIVED c. Other. CITYOFTUKWItP • NOV 0 3 2006 PERMITGENTER 14816 Military Road South P.O. Bow j50 Tukwila, Vltlt 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 By CERTIFICATE OF. SEWER AVA !LABILITY /NONAVAILABILITY ❑ Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby certify that the above sewer agency information is true. This certification shall be valid for one year fr•W he date of signat re. �IG Title / Two 1 41 3 Date ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist orthat may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the-subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non- Availability and this Attachment, and fully unde /stand the terpes and conditions herein. Applicant's Signature . 9/9/v - ‘ Date License Information License CHARTHI962KF Licensee Name CHARTER. HOMES INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602386032 Ind. Ins. Account Id #1 Business Type CORPORATION Address 1 601 UNION STREET Address 2 SUITE 5100 City SEATTLE County KING State WA Zip 98101 Phone 2063224393 Status ACTIVE Specialty I GENERAL Specialty 2 UNUSED Effective Date 5/6/2004 Expiration Date 5/6/2008 Suspend Date Separation Date Parent Company Previous License BAYDEC'022MB Next License CAMBRPL953NE Associated License Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #1 DEVELOPERS SURETY & INDEM CO 572947C 05/05/2004 Until Cancelled $12,000.00 05/06/2004 Business Owner Information Name Role Effective Date Expiration Date LUDDEN, MARK PRESIDENT 05/06/2004 Look Up a Contractor, Electrician or Plumber License Detail 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. Page 1 of 2 https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= CHARTHI962KF 04/20/2007 �o N89 °09'40 "E 100.00 Co a� 00 C-0 Cn, L Co O 00 0-) �I N IlLn N 4-j < �pN I Lq 110 O CN N O � O I O 0 > O U CD II o N o � .� CD U o J • • m /O v ! F-- W Q O Q a- N89 °09'40 "E 100.00 Co 5' BSBL 00 C-0 Cn, � Co N �I N IlLn N N O �pN I Lq 110 O 0 0 N O O I CO p GJ > O U CD II o N o � p0 o J 5' BSBL N89 009 40 E O 83.85 m /O v ! F-- W Q O Q a- IIII~ IIILIII! Ili1l�������I�I���12IIILIIIII3LI` TiIIII1I) IT4hL1II ,1.I���IL11561, Inch 1118 n . AXIESTCOTTV 4 , _. Slna1872j° ' �V l liiii�iiii�l( u�inililu. Lili�uiiliiii�illlilf1�iIIIIIIII�lilllllll�llllllll�llillllil�Hlllllll�lllllllll�lllll > O E � Co N ?, -� CLCDC) cnc�n� I I I I I I I L- p. 00 U� Cn, � N n O O J O 0 0 N O 4-1 U) > p. II o N IIII~ IIILIII! 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OR CONSULT SIMPSON STRONG -TIE 3 CAR OPTION i io is 40' -0' 37' -0' 3' -0' - 11110A o 1 B1 � o 1B 101-01 10 -D -6 1 F2 40'-0' III` I- IIIIIIIIIII1II������I���I��2�_I pI1 l�l �if���II 41j1.i ��.IIIIIII.�I5IIIIIIII�lill1�61 Inch 1 /18 a S1=18721" {. A5?i 3 Y4�Pia ��. K a J�.ilw Fri y 9L Il i Z4 ' .6b, OL "� E Z ll 4 WO i) �nnlnn�nlllllil�illlltuiliiilllili�iliilliu�i► iliillll' iiliiii�IInliiii��ii�l�lli�i�i�liiii�l���l11111,, IIIIlllll l�lllllilu� CHARTER HOMES 3016 ELEV B GAR LT 3RD CAR SHOWN ROOF TRUSS LAYOUT ROOF TRUSS SUPPLY - (425) 4B1 -0900 rZ !• -• ' 5910 - 234 ST. SE, WOODINVILLE, WA 68072 DESIGNER: JEFF BOPKO REVISED 3- 09,06 PATH: S: \JEFF \BELAY \CHARTER \3O16B 1) ALL TRUSSES TO BE SPACED 24' OC UNLESS NOTED OTHERWISE (U.N.O.) 2) PROVIDE FULL BEARING UNDER GIRDER TRUSSES. 3) BEARING BEAM DESIGN BY OTHERS, 4) 18' STANDARD OVERHANG U.N.O.. OVERHANGS NOT SHOWN FOR CLARITY. 5) 6/12 ROOF PITCH U.N.U.. 5) CEILINGS FLAT U.N.O.. 7) SEE ATTACHED FRAMING DETAILS FOR HIP, VALLEY AND GABLE FRAMING. 9) SEE TPI'S HIB -91 FOR BRACING RECOMMENDATIONS. INDIVIDUAL TRUSSES MAY REQUIRE WEB BRACING. SEE TRUSS ENGINEERING SHEETS. PERMANENT BRACING DESIGN BY OThERS. AREA OF SLOPED CEILIN L i FZLE Copy Perr);t No. LJ -Storm �d: 'REVIEWED FOR ; CODE COMPLIANCE APPROVED APR 17 1007 Ci* Of Tukwila ' RECEIVED CITY OFTUKWILP NOV 0 3 2006 PERMITCEMIER m 13 Copyright (c) CompuTrus Inc. 0 / m N m / - 11110A o 1 B1 � o 1B 101-01 10 -D -6 1 F2 40'-0' III` I- IIIIIIIIIII1II������I���I��2�_I pI1 l�l �if���II 41j1.i ��.IIIIIII.�I5IIIIIIII�lill1�61 Inch 1 /18 a S1=18721" {. A5?i 3 Y4�Pia ��. K a J�.ilw Fri y 9L Il i Z4 ' .6b, OL "� E Z ll 4 WO i) �nnlnn�nlllllil�illlltuiliiilllili�iliilliu�i► iliillll' iiliiii�IInliiii��ii�l�lli�i�i�liiii�l���l11111,, IIIIlllll l�lllllilu� CHARTER HOMES 3016 ELEV B GAR LT 3RD CAR SHOWN ROOF TRUSS LAYOUT ROOF TRUSS SUPPLY - (425) 4B1 -0900 rZ !• -• ' 5910 - 234 ST. SE, WOODINVILLE, WA 68072 DESIGNER: JEFF BOPKO REVISED 3- 09,06 PATH: S: \JEFF \BELAY \CHARTER \3O16B 1) ALL TRUSSES TO BE SPACED 24' OC UNLESS NOTED OTHERWISE (U.N.O.) 2) PROVIDE FULL BEARING UNDER GIRDER TRUSSES. 3) BEARING BEAM DESIGN BY OTHERS, 4) 18' STANDARD OVERHANG U.N.O.. OVERHANGS NOT SHOWN FOR CLARITY. 5) 6/12 ROOF PITCH U.N.U.. 5) CEILINGS FLAT U.N.O.. 7) SEE ATTACHED FRAMING DETAILS FOR HIP, VALLEY AND GABLE FRAMING. 9) SEE TPI'S HIB -91 FOR BRACING RECOMMENDATIONS. INDIVIDUAL TRUSSES MAY REQUIRE WEB BRACING. SEE TRUSS ENGINEERING SHEETS. PERMANENT BRACING DESIGN BY OThERS. AREA OF SLOPED CEILIN L i FZLE Copy Perr);t No. LJ -Storm �d: 'REVIEWED FOR ; CODE COMPLIANCE APPROVED APR 17 1007 Ci* Of Tukwila ' RECEIVED CITY OFTUKWILP NOV 0 3 2006 PERMITCEMIER m 13 Copyright (c) CompuTrus Inc. 0