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HomeMy WebLinkAboutPermit D06-412 - Charter Homes - Lot 6CHARTER HOMES LOT 6 13016 38 LN S D06 -412 Parcel No.: 7340600808 Address: 13016 38 LN S TUKW Suite No: Tenant: Name: CHARTER HOMES - LOT 6 Address: 1301838 LN S , TUKWILA WA Cityf 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 Owner: Name: CHARTER HOMES INC Address: 601 UNION ST, SUITE 8100 , SEATTLE WA 98101 Phone: Contact Person: Name: KEVIN KAUL Address: 801 UNION ST, STE 5100 , SEATTLE WA 98101 Phone: 208 947 -2205 Contractor: Name: CHARTER HOMES INC Address: 4818 25 AV NE #598 , SEATTLE WA 98105 Phone: Contractor License No: CHARTH1962KF DEVELOPMENT PERMIT **continued on next page ** Permit Number: D06 -412 Issue Date: 06/15/2007 Permit Expires On: 12/12/2007 Expiration Date: 05 /06 /2008 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 2488 SF $FR WITH 444 SF ATTACHED GARAGE (REFERENCE PW04-093) PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, AND DRIVEWAY ACCESS. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction $241,077.98 Fees Collected: $5,178.89 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction VB Occupancy per IBC: 22 doe: IBC-10/06 D06-412 Printed: 06-15 -2007 Public Works Activities: Channelization / Striping: Curb Cut / Access / Sidewalk / CSS: N Perndt Center Authorized Signature: Print Name: / -✓ /'t/ City a.dTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: T Volumes: Cut 50 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: T Street Use: N Profit: N Non - Profit: N Water Main Extension N Private: Public: Water Meter: N Permit Number: D06 -412 Issue Date: 06/15/2007 Permit Expires Om 12/12/2007 Date: (ti -Cc "0"3 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this rmit does n t presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or erfo�c f work. I am authorized to sign and obtain this development permit. Signature: Date: G/t OT 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. doc: IBC-10/06 D06-412 Panted: 06-15 -2007 riot: Cond -10/06 Parcel No.: 7340600808 Address: 13018 38 LN S TUHW Suite No: Tenant: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us CHARTER HOMES - LOT 0 PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -412 ISSVED 11/03/2006 06/15/2007 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 (208/4314870). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 8: 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. T: 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 d -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one - third and lower one - third of the water heater's vertical dimension. A minimum distance of 4 inches shall be maintained above the controls with the strapping. D06-412 Printed: 06-15 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 19: ***PLANNING DIVISION CONDITIONS * ** 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 -3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official front requiring the correction of errors in the construction documents and other data. 20: 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 L03-047. Occupancy for the homes will not be granted until the landscaping is installed. 21: ** *FIRE DEPARTMENT CONDITIONS * ** 22: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 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 805.1) 24: Maximum grade for all projects is 18 %. 23: Adequate ground ladder access to rescue windows shall be provided. 28: Fire hydrant installation requires a Public Works permit. 27: Fire hydrants shall be oriented in the direction of fire apparatus access. 28: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 803.1, 808.1) 29: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 30: These plans were reviewed by Inspector 811. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)875 -4407. 31: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 32: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433-0179 of commencement and completion of work at least 24 hours in advance. 33: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 34: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. doc: Cond -10/06 006-412 Printed: 06-15 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 36: Any material spilled onto any street shall be cleaned up immediately. 38: 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. 37: The Land Altering Permit Fee is based upon an estimated SO cubic yards of cut and 80 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. 38: Front October 1 through April 30, cover any slopes and stockpiles that are 3H:1 V 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 stones. 39: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. doc: Cond - 10/06 continued on next page** D06-412 Printed: 06-15-2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.cttukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: doc: Cond -10/06 rcA/ 114- Date: 4A-C/ 7 006-412 Printed: 06-15 -2007 Site Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.ci.tukwila.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 Pr nt ** King Co Assessor's Tax No Suite Number: 7Y otO — J ci3 Floor: Tenant Name: New Tenant: ❑ Yes ❑..No Property Owners Name: (mot{� t -' > \t 't i y I N D ES t 1---\ r..., - r Mailing Address: ( o h t L I P . 1 l Ot.\ c i . ; 1 ) S l - l." ftO S p a 1.13 t k C K t C) City State Zip Namc:_ lK V t tS �Pa1k L— Day Telephone:(? 2ip) `Ay - 7-7-05 Mailing Address: CO I 1 IAN) t P>MJ . 1 — ) cl xFt1✓ tl0 Q l N.N$Pr qal DI State ( -Cxl -g p City kI GC- AAA G�..cW� C1/4(1 t✓1C — . Fax Number: "y- E -Mail Address: - C ot NE.gw CONTRACTOR INFORMATIOAi (Contractor Inforniation.forMeehanicat (pg 4) for Plumbing and G Pipin (pg - j'4jT - - - . -- - Company Name: CA \ \O ti 1 \O� %� � NI Mailing Address: (oO 1 \A 1N--.11, 0 5T SVA t1v St1 O SALE vN C1 I c�l City State Zip Contact Person: Yf ( t v K f\\A - Day Telephone: /2,, e 14R - ZuC E -Mail Address:_ k ;..x.._t �✓C�VteLJTC'li�(�fc�e- vte' InCG . Fax Number: (`7c310' 04g2 Contractor Registration Number: CH '� —TH - Lot IO CrA Expiration _( 1y(j0 A CHITECT• O F `REC — Allplans must bewet stamp'edby'Architect of Record Company Name: Mailing Address: Contact Person: E -Mail Address: City Day Telephone: Fax Number: State Zip ENGINEER OFoRECORD Alliplans must Mjiledib ngitieer of Record Company Name: Mailing Address: Contact Person: E -Mail Address: 0 1 Appi' meons\Po , ms- Appheamns on Lind -2006- Permit Application doc Revised 4.2006 bb City Day Telephone: Fax Number: State Zip Page 1 of6 `� a >Zttao r Ex 'tit '(.,: Remodel i A dditwnto Existing fr'Stntcture '� s14 Paa p�rf t, r zc //9k Floors dm Ba8enteit AC4�S8Ut�' �ly'QS�}ti6�' �. �ltidcifzd Garag� x Vc t,ey AT`S: t. r e1:44 ii.J' r % stlici CoStied Deck Uncovered Deck Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): cc -r ,refrniec. y 4* S S�f ?AJ1V- n Will there be new rack storage? ❑ ..Yes EICNo (If yes, a separate permit and plan submittal will be required) eas n Square oo, PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) "For an Accessory dwelling, provide the following: Lot Area (sq ft): - 74 9 < . Floor area of principal dwelling: /770 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 tiNo If"yes ", explain: FIRE PROTECTION/H MATERIAL- • 0.. Sprinklers 0-Automatic Fire Alarm W.None ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ❑..No U "yes", attach list of materials and storage location on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. $EPT'IC SYSTEM: ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:VAppilcatiomtfomn AppIica60m On [ined•2006 • hank Applioa6on.doc Revised 4-2006 bh Page 2 of Scope of Work (please provide detailed information): (S/NA,/ /? £S .�� 74/0 V- 093 W ter District L,.W ukwtla Water District #125 ater Availability Provided ewer &wczklatfig.t .. .Tukwila alVue B ❑ ...Sewer Use Certificate ... Sewer Availability Provided Bu trtitted with Application (mark boxes which aoolv); .CivilPlans (Maximum Paper Size - 22" x34 ") Technical Information Report (Storm Drama ❑ ...Bond ❑ .. Insurance .. Easement(s) 0. Dosed Activities (mark boxes that apply): ..Rightof-way Use - Nonprofit for less than 72 hours al /Right-of-way Use - No Disturbance gill ...Construction/Excavation/Fill - Right -of -way Non Right-of-way g ...Total Cut [?( Fill l i'�leasbxe3'e3' °fo Publl��i'ot'lcs'$i171(:ttn #1 f6�1`ees attS��ffittpa #e§tie 1 D cubic yards cubic yards ,.Sanitary Side Sewer ❑ ❑...Cap or Remove Utilities ❑ ❑ ...Frontage Improvements ❑ • ❑...Traffic Control ❑ • ❑ ...Backflow Prevention - Fire Protection Irrigation _ Domestic Water ❑...Permanent Water Meter Size... " ❑ ...Temporary Water Meter Size.. ❑...Water Only Meter Size ❑ ...Sewer Main Extension ❑ ...Water Main Extension OP Public Public Qt40pliwinWorn0Appliatiau 01 tin0U-2006 - Pant Applialion.doa Ravin& 42006 bb Call before you Dig: 1- 800 - 424 -5355 .. Abandon Septic Tank .. Curb Cut . Pavement Cut . Looped Fire Line Private Private ❑ .. Highline ❑ .. yolk in Flood Zone ' .. Stomt Drainage ❑ .. Renton ❑ .. Renton ❑ .. Seattle ❑ .. Approved Septic Plans Provided eotechnical Report ❑...Traffic Impact Analysis .. Maintenance Agreement(s) ❑...Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Grease Interceptor ❑ . hannelization tench Excavation .. Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑...Sewer ❑...SewageTreatment Monthly Service Riling=; Name: Mailing Address: Water Meter ReflmdBillinR; Name: Mailing Address. Number of Public Fire Hydrant(s) Day Telephone: City state zip Day Telephone: city State Zip Page 3 of 6 ,4.,y .. ., ..�. .....e.. �. :V. � 9' .,. ...:. , ;'ac. Fumace<100K BTU N-M bt ##�� r ' . RR ' 1:` is } ¢K ��. M....t3LtI JmY ir3Y .d Air Handling Unit >10,000 CFM �.t • .1�„?•.9(i:5... ... ..... , }.��Ti,' ' Fire Damper , @, r ... i ' 0 -3 HF /100,000 BTU Fumace>100K BTU. Evaporator Cooler Diffuser 3 -15 HF /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat / 15 -30 HF /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 / SO+HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System ,Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment MECHANICAL CONTRACTOR INFORMATION Company Name: $OE" S NEVI CON a^ CV-0CM Or► Mailing Address: 1 31033 F3 12 $ "PLACE 3tes IlkI PJts Wiac 4DPJ - ` city Stele Zie Contact Person: 'lt X-a t 1 A t 1 t•-•\ Telephone: C gga " 131-1S E•Mail Address: .C6&3 1.0 1'111. S w Ci�C�I°A +[ VIGi . CO_ Fax Number: C $2G1 — (?O'-ixn Contractor Registration Number: Rn1 - t4 GR1- Pr Expiration Date: COI 452/9_00t Valuation of Project (contractor's bid price): $ g72-/ Scope of Work (please provide detailed information): <S. N(. t E_ •":tire /91 T/ M se: Residential: New ..P Replacement .... ❑ Commercial: New —.ID Replacement.... Fuel Type: Electric ❑ Gas ....0 Other: Indicate type of mechanical work being installed and the quantity below: Q• AppliaEanabmn.Appiiaua, On Ua 3 -2G06- Pomit App{adoa.aoo Revived 4.3006 eh Page4 ot6 .4`ixture.T'pe 2 , . " tyY" Vi ttursutyp4. ,,,rm: ",7 s�: : Qty ".; `Ftature ;ype.,,: .$ Bathtub or combination bath/shower .." — fountain or water cooler (per head) Wash fountain Gas piping outlets 3 Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic J Floor drain Sinks s 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 Vt.Ut t! - 4Jry Mailing Address: IJ$ I - V FRC 4rC GUMP,P tfict th y —t) . - ENUMrLMJ wk.- R go22_ C ity Sate ti Day Telephone: L Lco 132-c- ) c - Fax Number: (27LPCD$O2. _ Expiration Date. Contact Person: ZRy Rt4 fsr»ii E-Mail Address: N /A Contractor Registration Number: �SEPct2 3*°tC4 1� Valuation of Project (contractor's bid price): $ 74 y ) • Scope of Work (please provide detailed information): ,f>T /Gf1 /n/ 4,,tA, /R /tri Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: WAppliaCmW wAppliotioa On USI3 -2006 - Permit Appliation.doc Revisal: 4 -2006 bb Page 5 or6 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 1053.2 International Building Code (current edition). BUILDING OWNE Signature: Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Print Name: tea /.V ,4t lt. Mailing Address: 60/ CIAI,O)I Jr C u7E S/nn Date Application Expires: 66 I Date Application Accepted: QUppliatiauabmm- Appliendw On [in.U- 2006 - "omit Mpliation.doe Mined 42606 OTE Ap kca 6 e;ko all-perm Date: ///3/p* Day Telephone: 2Q'n 999 220r S f LJa city Stale 9R7a/ Zip Page6of6 RECEIPT NO: R07 -02174 Initials: WER User ID: 1888 Payee: CHARTER HOMES, INC. 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: /hvww.ci.tukwila.wa.us SET ID: 0926 SET NAME: CHARTER HOMES D06 -412 34.35 D06 -433 34.35 D06 -435 34.35 D07 -183 45.80 TOTAL: 148.85 ACCOUNT ITEM LIST: Description BUILDING - RES PLAN CHECK - RES SET RECEIPT Payment Date: 10/04/2007 Total Payment: 148.85 TRANSACTIONId$T: Type Method Description Amount Payment Check 09736 148.85 - TOTAL: 148.85 Account Code Current Pete 000/322.100 90.22 000/345.830 58.63 TOTAL: 148.85 Receipt No.: R07 -01146 Payee: CHARTER HOMES INC ACCOUNT ITEM LIST: Description BUILDING - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ct.tukwila.wa.us RECEIPT Parcel No.: 7340600808 Permit Number: D06 -412 Address: 13016 38 LN 5 TUHW Status: APPROVED Suite No: Applied Date: 11/03/2006 Applicant: CHARTER HOMES - LOT 6 Issue Date: Initials: WER Payment Date: 06/15/2007 02:16 PM User ID: 1655 Balance: 50.00 TRANSACTION LIST: Type Method Description Amount Payment Check 9139 3,735.34 Account Code Current Pmts 000/322.100 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 104.367.120 Payment Amount: 53,735.34 2,217.46 250.00 23.50 113.00 113.00 4.50 1,013.88 Total: $3,735.34 doc: Receint -06 Printed: 06-15 -2007 Doc: RECSETS -06 RECEIPT NO: R06-01764 Initials: JEM User ID: 1166 Payee: CHARTER HOMES, INC. SET ID: 1103 SET TRANSACTIONS: Set Member Amount ACCOUNT ITEM LIST: Description PLAN CHECK - RES Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: hnp: /An nv.ci.tukwila.wa.us D06 -411 1,441.35 1,441.35 606 -413 1,707.50 D06 -414 1,671.41 M06 -243 36.39 M06 -244 36.39 1406 -245 - 38.70 1406 -246 38.70 PG06 - 204 74.00 PG06 -205 74.00 PG06 -206 74.00 PG06 -207 74.00 TOTAL: 1,441.35 SET RECEIPT TRANSACTION LIST: Type Method Description Amount Payment Check 7986 TOTAL: SET NAME: CHARTER HOMES, INC. 6 6,70I.79 Account Code Current Pmts 000/345.830 6,707.79 TOTAL: 6,707.79 Payment Date: 11/03/2006 Total Payment: 6,707.79 1423 11/03 9710 TOTAL 3707.79 Prole.cA C ari 4-# 7 1 1 1 :1- si Z� rio Typsof In ca. r rev. bi-Y 1:4171>ek Address: /30/S 3, 4 AK Lo o +6 Date Call d: Special Instructions: Date ntec4 W.a„ Requester: Phone No: 201-2 7 / — 4 I /9 1 e INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 1Z- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43j1- ;670 4 4proved per applicable codes. INSPECTION RECORD Retain a copy with permit D06-4//2 PERtla NO El Corrections required prior to approval. . • COMMENTS: z <, $58.00 R PECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: - :• ProjeCti i f / _ leype 47. Ani- 4{4.- n of Irction: r t 1 Ac2 a ss . > te, 32 F 2N 5 ,- Date Cal ed: - Special Instructions: 'a Date Wanted: /, n t p.m. Requester: Phoriljo: , d / / - 6 V9' ‘ INSPECTION RECORD Retain a copy with permit D0G- PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1 00, Tukwila, WA 98188 (24 tgS proved per applicable codes. El Corrections required prior to approval. COMMENTS: $58.00 RE1iPEC11ON FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: IDate: Proje ct / / �/ C- /x'I' •- �70Nv/ J (0 • Type of Inspection: / 1 11" 4 r .d Su /v /i0k^ Address: W/t 37 INS Date Called: Special Instructions: Date Wanted: --44/ -U7 Ca m P.m. Requester: Phone No: --27/! /2- INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 INSPECT N0. Y/Vrpproved per applicable codes. El Corrections required prior to approval. COMMENTS: (Date, /,/ E ':.00 REI • CTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: (Date: Project; �Jisg,' &r Lz s Le r Tye of Inspection: F" l / 1 1 V Address: /3024. 7 Date Called: _ Special Instructions: 4 /C trig `;€ 7 Date Wanted: /2 /2 -6 2 m. Requester: Phone No: _706- 27- 6% Approved per applicable codes. /�/ :orrections required prior to approval. �� COMMENTS: & F/O DY 'I CP / /-^4i f P../ F a') / /O -: 4 /C trig `;€ 7 PERMIT NO. CITY OF TUKWIL ' BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Inspecto rate2_ /Yr/a7 [J 58.00 REINSPE N FEE REQUIRED. Prior o inspection. fee must be paid at 6300 So thcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Protect:, t 1/24/ 6� Type of Inspection: , �'J ° C'� � d �1�w Address: - /30 /6 38L.4IS Date Called: Special Instructions: ��e S / d� D Want �1 4 W a .m. Requester: : Phone No: INSPECTION NO INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (20 -3670 COMMENTS: Dat 0 REINSPECTION FEE • QUI • r. Prior o inspection. fee must be at 6300 Southcenter B vd.. Suite 100. Call the schedule reinspection. I R°• t No.: !Date: Approved per applicable codes. Corrections required prior to approval. Project Type of I Address: /30 /l0 362-ti s Date Called: Special Instructions: Date Wanted /O b 9/07 em- P.m. Requester: Phone No: „2 - 2 77 - -G V. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Y (206)431 -3670 INSPECTION RECORD Retain a copy with permit 6300 Southcenter Blvd., #100, Tukwila, WA 98188 IXlApproved per applicable codes. COMMENTS: N om`7 boo - 1Z Corrections required prior to approval. INSPECTION FEE REQ 'RED. Prior o inspection. fee must be t 6300 Southcenter Blvd.. uite 100. 1 the schedule reinspection. 'Receipt No.: 'Date: Project: <)�t4 , " irkmcS Type of Inspection: (41'9 S Address: /3 Olt 3 v1 Ai S Date Called: Special Instructions: Date Wanted: /' S V io CT7 P.m. Requester: Phone No: r0 G Z7/ - G ygL eipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECtION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 'R• 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: nspecto Date I a _ 2 a :.1 1 REINSPECTION FEE RE • UIRED. P r o inspection. fee must be pafid at 6300 Southcenter Blvd. Suite 100 .1 the schedule reinspection. Approved per applicable codes. Corrections required prior to approval. Protect; 0 /7q. 7rr //On/G Type of Inspection: Fitibi /4./C. Address: / 30 /(o se Lv -s Date Called: Date Wanted: // /a X51/47 A!n� Special Instructions: Requester: Phone No: r--,2 o6-zw- 6 y94- INSPE e NO. CITY OF TUKWILA BUILDING DIVISION t 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit tO6 / t PERMIT NO. Approved per applicable codes. E1 Corrections required prior to approval. COMMENTS: Date: REINSPECTION E REQUIR '. Prior o inspection, fee must be d at 6300 Southcente Blvd., Suite 100. Cal the schedule reinspection. 'Receipt No.: 'Date: 5— COMMENTS: (i f1,5sia/6 A /4( (Wee f 01 ✓d5n/a/} \ Address: )30(L a SLry S Z ) Are 4 /l /(x S /A- i( " /r J t /f d e 5 tee opal/ o f shill Ail '/t Date Wanted: l O / 10 /0'7 0 t rr c �R7i /Ae Requester: Phone No: 204 /— (ot/ c (o Pro ecr h4 rac eta -4- s Li) Type of Inspection: ;, >= n a -feCnv 0 \ Address: )30(L a SLry S Date Called: Special Instructions: Date Wanted: l O / 10 /0'7 P.m. Requester: Phone No: 204 /— (ot/ c (o Approved per applicable codes. d ot -2 -+ ( 2 INSPECTION RECORD Retain copy a copy with permit INSPECT I N NO. PERMR NO. CITY OF TUKWILA BUILDING DIVISION i 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 0 C orrections required prior to approval. nspe2to Date: 1 } .00 REINSPECTI ' N FEE REQUIR D. Prior o inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. R eipt No.: (Date: Project: nark✓ ,n )ko s s L Type of Inspection: C (7LA) 6 V Address: 1"3 0 1 (0 3P,Lti, S Date Called: Special Instructions: Date Wanted f : 1 O'1OIo p�,rd- �p Tiequester: Phone No: 7000 7 -67v9 4 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit COMMENTS: Approved per applicable codes. Corrections required prior to approval. 100 REINSPECTIj7N FEE REQUI D. Prior o inspection, fee must be aid at 6300 Southcenter Blvd., Su' a 100. Call the schedule reinspection. 'Receipt No.: 'Date: Do(o -4? PERMIT NO. (206)431-3 %✓ Pro ea ( ,1 : k/ rlomf 4o/ G Type of 1 peal as 791 GA 14,,,, /3O/(31 Gti 5 Date Called: Special Instructions: Date Wanted: g – 3 0 0 (RS P.m. Requester: Phone N C I INSPECTION RECORD Retain a copy with permit 6 0 Z . INSPE ION NO. PE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 • (206)431 -3,6x0 1X1 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: OILY .00 REINSPECTION ftE REQUI D. Prior o inspection. fee must be Id at 6300 Southcenter Blvd.. Sui a 100. Call the schedule reinspection. 'Receipt No.: 'Date: Pro a t: Ca,on /lt/ / /om c j roof Ins oon' ?s of y$ 4,41 /:/ 5 r M J e`" 4" 3 g L / N s Date Called: Special Instructions: Date Wanted: Requester: Phone No: 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 -36 Corrections required prior to approval. COMMENTS: P A .00 REINSPECTION FEE REQUIRED Prior o inspection. fee must be id at 6300 Southcenter Blvd., Suite 00. Call the schedule reinspection. (Receipt No.: 'Date: 6 0 -1 71Z--- PE NO. c Projet: rA 4 Sea ilk /.6 /?; ype of Inspection: l/ti� 1 G�,s Address // % 1 i Date Ile sC Special Instructions: Date Want -15.---0 a.m. �� Requester: Phone No: IN ECTION NO. INSPECTION RECORD Retain a copy with permit 16,. -gin PERM CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 g Approved per applicable codes. Corrections required prior to approval. COMMENTS: e� l ) /o e ��� .00 REIN - CT10N FEE REQUIRED. Prior o inspection. fee must be paid at 63" t Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: (Date: . ' - Pro�je / l.. �n�-�C'/ t 7,c �7 / L/7 Type of In , / oo, ��//N Address: /.34./4 ?32,V S Date Called: Special Instructions: Date W ted: CstMe U — 2 0 % P.m. Requester: Phone No: Corrections required prior to approval. Approved per applicable codes. COMMENTS: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspec 'Receipt No.: INSPECTION RECORD Retain a copy with permit Date: 'Daley 71iN) REINSPECTION F REQUIR�O Prior o inspection, fee must be Id at 6300 Southcenter lvd.. Suite 100. Call the schedule reinspection. Pro'ect; CAITI - r 1 /o/•xs kW Type of Inspection: Fa- A.'17-by (,4i // Address: /30/ 67 j SLAV s Date Called: - Special Instructions: Date Wanted:,, 7 -3 / -O'] q tr Requester: Phone No: ' OA pproved per applicable required prior to approval. codes. Corrections COMMENTS: Inspe r: � 1t, _ . . �.w�1 'Date' 0) 7 / — INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 00 REINSPECTION E REQUIRED. Prior o inspection, fee must be aid at 6300 Southcenter Ivd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: A& -Y/ PER T 0 (206)431.360 Project, l 1 �tv-N' (kQYIA- C, Type of Inspection: - \f F"001 4 fQ -c__, Address: c Date Called: Special Instructions: Date Wanted: �.m Zy- a7 Requester: Phone No: / v IO , /2Z- INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PE 206)431 -3f7 Approved per applicable codes. ci Corrections required prior to approval. COMMENTS: r _, R bt � S58.00 - SPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: lect: Pro'ect: P/ vr1P Iot (o Type of Ip� pection: i'Ctl Fnct� dress: / / ao / (o k An 5 Date Called: /2 /1/ /0 7 .li Special Instructions: f of te-e-4:0 Date Wanted: /a/0kr7 a.m. P.m. Requester ' 1� 0 e Phone No: ?on, n / —& 5196 COMMENTS: P112/17 / 2c &, 4 Sth .li f of te-e-4:0 wl,aA 4 i V rxre -efil YP1Y°7 No ii,t-j/ CC. 1.P 9 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA RUItDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. 64,./ (Date: (� 4/ o 0.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Inspector: Receipt No.: (Date: 1 Project: „ Q _ fi , 1 �Alf� Type of Inspection: p j Address; ° IC> 3S L4 S- Date Called: ► Special Instructions: �� Date Wanted: a.m. 1 ` 1 ' p.m. Request 9 A �ci Phone No: INSPECTION RECORD Retain a copy with permit Do(o -LI ►2 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. PERMIT NO. Corrections required prior to approval. COMMENTS: \Vo) { Q „A„u (v1 \ silo ) -� Inspector: / ( IDate: I °7 0 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: (Date: Project: • I 1 L Type of Inspection: S Address J' 6 U to ?A 1-N Date Called: Q / / /G � Special Instructions: 110 Lot Date Date Wanted: / / `/ 7j0 a.m. p.m. Requester: { [ Phone No: El Approved per applicable codes. Inspector: 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 El Corrections required prior to approval. COMMENTS: ►� /67 0, ktkA A ��• ,, lAccw. /' .l_ I IDate: / $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cal the schedule reinspection. 'Receipt No.: I Date: COMMENTS: Type of Inspection: E SIN *L Fire Alarm: Address: 130 110 Suite #: 3 (6 Li-) S Contact Person: DA (be_ Permits: Special Instructions: Phone No.: 304 -3 71- 6' ?I jc)te_ or:.) I 0 4 ¥ fi ^/ id ftoJJe ).4TS re& No >r,aCPO C, rc -P4S 't -I /,, c Low, Project: ` ,a " L Type of Inspection: E SIN *L Fire Alarm: Address: 130 110 Suite #: 3 (6 Li-) S Contact Person: DA (be_ Permits: Special Instructions: Phone No.: 304 -3 71- 6' ?I Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupahcy Type: 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Do h - �11a PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 pproved per applicable codes. n Corrections required prior to approval. Inspector: r /v Date: / d /Iz/0 7 Hrs.: / Ail $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 COMMENTS: of Inspection: (9 ` , Address 117 OIL 3k L i s 1kt(V(h ),/I., c. O./Csay1 /ccitt,r( To l 4, 1( (-024 cik IN CI I t r 1 1 Requests(: Y a (va Phone N : .< --. t ' C1 g k • ate , a ra mac Project: i-A �l , -` of Inspection: (9 ` , Address 117 OIL 3k L i s Date Called:. 1 z f l W Special Instructions: Date Wanted: I t r a.m. p.m. Requests(: Y a (va Phone N : ((Lt P Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila, WA 98188 7: PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. C 'Date: PI I W D $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: (Date: _ m � Q O Iz C/') 1-- wQ > 0 Q Iz r4-) .2-, IZ a� E Cn a� W O E Q 0-) ° V N V7 Co N \ 60 •o o � \ �9N � Ln o cry Q o0 U ! 0 �;n N 00 LC) LC) 0, !; L( . 0 I� 1 j N89.00�'40 E 56.03' 9 � oC) >_ 0 a)Ea �C -0 Q�o-I- 0 V)�� ;Q I --J II 0 IM 0 o a o Cn _1 Lo r' C) d- �•� U rlo a� E Cn a� W O E Q 0-) ° V N V7 Co N \ 60 •o o � \ �9N � Ln o cry Q o0 U ! 0 �;n N 00 LC) LC) 0, !; L( . 0 I� 1 j N89.00�'40 E 56.03' 9 � . . ftll�3;�1�11���!�1 Inch 1116 mot 4 r, (.t a8slos ?ft' 5._ II L VL £L S1nee7BZpG,' . . I L� L } x " �{! O 4r w l` � . se }a F'"n +'� �Kr "tF�G''� *•?* ts ^ +y % i,"�Y:+5' +{ t � aS CYt r P a' fa Tx' . t at } "s '7 C c�a9r 7 i � Ca F s s '41 l .. '� IIU .������ ►IIIIII�IIIII1111�1111. III. II�lll�ll�lIII�I. III�I^ II' I�LLLI�III�II�IIII��I��III�JIII�I�llll�l�l�l�( ��II��I�I���III�I��IIII� (�I�f���ll�ll�l�llll�ll�)�l�l_ ��; N >_ 0 a)Ea �C -0 Q�o-I- — I V) II . . ftll�3;�1�11���!�1 Inch 1116 mot 4 r, (.t a8slos ?ft' 5._ II L VL £L S1nee7BZpG,' . . I L� L } x " �{! O 4r w l` � . se }a F'"n +'� �Kr "tF�G''� *•?* ts ^ +y % i,"�Y:+5' +{ t � aS CYt r P a' fa Tx' . t at } "s '7 C c�a9r 7 i � Ca F s s '41 l .. '� IIU .������ ►IIIIII�IIIII1111�1111. III. II�lll�ll�lIII�I. III�I^ II' I�LLLI�III�II�IIII��I��III�JIII�I�llll�l�l�l�( ��II��I�I���III�I��IIII� (�I�f���ll�ll�l�llll�ll�)�l�l_ ��; U Li L[ II 0 IM 0 o II o Cn _1 Lo r' N d- �•� O N N II II _O II cn N O II : E > ° :3 O > •L. C) -� ° 0- O J — o RECEIVED CITY nFT11K AIILA NOV .0 3 2006 PERMITCENTER . . ftll�3;�1�11���!�1 Inch 1116 mot 4 r, (.t a8slos ?ft' 5._ II L VL £L S1nee7BZpG,' . . I L� L } x " �{! O 4r w l` � . se }a F'"n +'� �Kr "tF�G''� *•?* ts ^ +y % i,"�Y:+5' +{ t � aS CYt r P a' fa Tx' . t at } "s '7 C c�a9r 7 i � Ca F s s '41 l .. '� IIU .������ ►IIIIII�IIIII1111�1111. III. II�lll�ll�lIII�I. III�I^ II' I�LLLI�III�II�IIII��I��III�JIII�I�llll�l�l�l�( ��II��I�I���III�I��IIII� (�I�f���ll�ll�l�llll�ll�)�l�l_ ��; I I 40' -0" 34' -0" 6' -0" 17' -5 1/2" 16' -6 1/2" III�I�II� :IIIIIII.I�IIIII���IIIIIIIIIII Inch 1116 2 �ESTCOTT� S!nce187a1•� IIIJ. 111�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIlllllll�lllllllll�It HANGER NAILING SCHEDULE MINIMUM NAILING GIVEN.OTHER NAILING MAY BE CALLED OUT. VALUES REDUCED TO ALLOW USE OF 16d SINKERS. 16d SINKERS MAY BE SUBSTITUTED FOR 10d COMMOM NAILS. HANGER GIRDER NAILING PLIES LUS24 ALL 4 -10d COMM LUS26 ALL 6 -10d COMM MUS2B ALL 6 -10d COMM HUS26 1 • 14 -10d COMM HUS26 2 -3 14 -16d SINKX HUS28 1 22 -10d COMM HUS28 2 -3 22 -16d SINKM THA29 1 16 -10d COMM THA29 2 -3 16 -16d SINKX HHUS28 2 -3 22 -16d SINKX HGUS28 2 -3 36 -16d SINK* X16d ANGLE NAILING REO'D HANGER NAILING IS IMPORTANT IF IN DOUBT CALL R.T.S. OR CONSULT SIMPSON STRONG -TIE CHARTER HOMES PLAN 2550 ►-, ELEV B 3 CAR ROOF TRUSS LAYOUT "86 ", 11B711 3000 LATERAL LOAD APPLIED. NO SHEATHING REQUIRED, SEE ENGINEERING... ALL TRUSSES TO BE SPACED 24" OC UNLESS NOTED OTHERWISE (U.N.O.) PROVIDE FULL BEARING UNDER GIRDER TRUSSES. BEARING BEAM DESIGN BY OTHERS. 18" STANDARD OVERHANG U.N.O,. OVERHANGS NOT SHOWN FOR CLARITY. 6/12 ROOF PITCH U.N.O.. CEILINGS FLAT U.N.O.. SEE ATTACHED FRAMING DETAILS FOR HIP; VALLEY AND GABLE FRAMING. SEE TPI'S HIB -91 FOR BRACING RECOMMENDATIONS. INDIVIDUAL TRUSSES MAY REDUIRE WEB BRACING. SEE TRUSS ENGINEERING SHEETS, PERMANENT BRACING DESIGN BY OTHERS. ROOF TRUSS SUPPLY - (425) 481 -0900 5910 - 234 ST. SE, WOODINVILLE, WA 98012 DESIGNER: JEFF BOPKD REVISED 1 -14 -05 PATH: E: \JEFF \BBLAY \CHARTER \25508 -3C j I I I� I f 111 lTi ilk I 1111 I I I; I I-I I- 1-)11.1 11 1.11 hi -1�Tj i t". �I rl k tal jL ._s 5 ..•V E. z 6 wo 111111I1�III III I II�IIII IIIII�IIII III Ili IIII�I�fIIIIIIII1IIIIIIIII111- FILE Copy r .. ... ............................ ...... sM; IPA AP r RECEIVED CITY(IFTOKWIIP NOV 0 3 2005 t)a; CE E Copyright (c) CompuTrus Inc. 12/13/2007 14:37 2538725285 I (MAR Ii i IIOMI s €or union Street - Sulu poo Seattle. WA g8101 December 13, 2007 Greg Villanueva City of Tukwila Public Works Division Dear Greg Vdtanueve, Hi Greg, I received a call from my site superintendent, Dave Young, asldng me to get something to you this morning, to give you a proposal of our Intel-dohs In regards to our Riverton Plat. Our normal plan of events as to concrete replacement would be to start demo and replacement as soon as we have completed the drywall stage of the last home site in the plat. At this point we will no longer have to be concerned with heavy machinery or large trucks doing any damage to the new concrete, and at this time we can do the entire pat in a more economical and timely manner. This also allows us to contact the existing homeowners in advance with a time frame and expectations of any inconvenience we might have during the re pour. All side walks and curb /gutter w81 be poured to the city's requirements and t would expect need to be inspected by you prier to pour. At this time, I would expect this to happen in March as the weather allows, but 1 understand IFyeu feel the need to hold our last first inspection hostage in this situation. As to the final lilt of asphalt we would tike to get this done as soon as possible after the curb and gutters are done, but this as you know is dictated by the weather even more than the concrete. Please don't forget also ttmt we have performance bonds in place to ensure we compete this work and I'm sure you can understand we would Ike these bonds released as soon as we ran. ff there is anything else I can add to this please feel free to contact me at any time. Kevin )(awl Production Manager Charter Homes Inc Office- 206322.4393 Celt • 206-947.2205 Fax - 253 - 872.5285 Sincerely, Kevin Karl CHARTER MMES Phone: )063)2.4393 fax: 206.327.0482 Charterl Iome$Inc.Com 07/12/2007 13:40 FAX j002 /005 SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40th Street, Tacoma, WA 98409.5897 Telephone (253) 474 -9449 Fax (253) 474 -0153 July 11 2007 CHARTER HOMES 601 Union Street, Suite 5100 Seattle, Washington 98101 TO: Mr. Kevin Kaul SUBJECT: CHARTER HOMES BASIC PLAN 2550 LOCATED IN KING COUNTY, WASHINGTON Dear Mr. Kaul: Per your request, we have reviewed the alternate foundation design regarding the above mentioned basic plan. It Is structurally acceptable to construct the foundation walls in accordance with details 110, 111, and 112. Please refer to the attached sketches SK1 -1, SKI -2, and SK1 -3 for additional information Please feel free to contact our office if you have any questions. Sincerely, SITTS & HILL ENGINEERS, INC. Gerrit Wilson Design Engineer Review =• by E • : rown, P.E. Project Engineer p:11700/11798/pro doe/con /Charter -11 Ju 07 Civil, Structural and Surveying ROBERT J. DAHMEN, P.E. BRENT K. LESLIE, P.E. ROBERT N. ERB, P.L.S. RANDALL C. HAYDON, P.L.S. KATHY A. HARGRAVE, P.E. LARRY G. LINDELL, P.E. RECEIVED CI YOFTUKMA !JUL 2 4 20071 IPERNIDZBARES 00 6 eirf(2 07/12/2007 13:41 FAX AS REV. ON ORAVANC 2550 PLAN KING MINTY, WA _tc7 nt FOUNDA ON DEATAL SCALE: N.T.S. SUBJECT OF REVISION: r RTER HOMES 710TH AVE NE TTLZ. WA 55105 REVS NOTES: TALL BASEMENT WALL WITH JOISTS PARALLEL TO WALL SITTS & HILL ENGINEERS, INC. CIVIL • STRUONRAL • SURVEYING SS01 S 40th ST. TACOMA. MA. Shag 1410212: (233) 474 -S449 RI 004/005 DATE: TYPE: 1. SHEATHING AND NAIUNG PER SHEARWALL SCHEDULE 2. EDGE NAIUNG 3. 5/r DIAMETER ANCHOR BOLTS PER SHEARWALL SCHEDULE. EMBEDMENT PER GSN 4. DO NOT BACKFILL UNTIL FLOOR IS FRAMED 5. 8' THICK CONCRETE WALL 6. 15 BARS AT 8' O.C. VERTICAL AND HORIZONTAL 7. DOWELS TO MATCH AND LAP VERTICAL REINFORCEMENT, ALTERNATE BENDS 8. 4' PERFORATED DRAIN PIPE, SURROUNDED WITH FREE DRMNING GRAVEL - SLOPE TO APPROVED DISCHARGE 9. WOOD STUD WALL 10. PLYWOOD SHEATHING 11. CONNECT EACH JOIST TO BASE PLATE WITH SIMPSON A35 EACH SIDE 12. BLOCKING BY JOIST MANUFACTURER AT 24" O.C. - BLOCK TWO BAYS 13. FLOOR JOISTS PER PLAN 14. TREATED BASE PLATE PER SHEAR WALL SCHEDULE 15. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 16. (2) 14 BARS CONTINUOUS 17. j4 BARS AT 10' O.C. teem —SR— .--M—..- on= .t < a A] wax _KC— 11,798 SK1 -2 SAM .G 07/12/2007 13:40 FAX • AS REV. ON CRANING . miser, 2550 PLAN KING COUNTY. WA moan 99. FOUNDATION DETAL SCALE: N.T.S. r SUBJECT OF REVISION: CHARTER HOMES 6557 'KITH AVE NE SEATRE. WA 96105 TALL BASEMENT WALL WITH JOISTS PERPENDICULAR TO WALL amiDlo 111 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 9901 i. ION 9t. TACOMA, WA. 91401 PHONE: (253) 479 -9449 REVISION /: DATE: NOES: 1. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. EDGE NAILING 3. 5/8' DIAMETER ANCHOR BOLTS PER SHEARWALL SCHEDULE. EMBEDMENT PER GSN 4. DO NOT BACKFILL UNTIL FLOOR 15 FRAMED 5. 8' THICK CONCRETE WALL 6. #5 BARS AT r 0.C. VERTICAL AND HORIZONTAL 7. DOWELS TO MATCH AND LAP VERTICAL REINFORCEMENT, ALTERNATE BENDS 8. 4" PERFORATED DRAIN PIPE, SURROUNDED WITH FREE DRAINING GRAVEL — SLOPE TO APPROVED DISCHARGE 9. WOOD STUD WALL 10. PLYWOOD SHEATHING 11. CONNECT EACH JOIST TO BASE PLATE WITH SIMPSON A35 EACH SIDE 12. FLOOR JOISTS PER PLAN 13. TREATED BASE PLATE PER SHEARWALL SCHEDULE 14. BASE PLATE NAILING PER SHEARWALL SCHEDULE 15. (2) X14 BARS CONTINUOUS 16. #4 BARS AT 10" 0.0. 17. BACKFILL Q003/005 TYPE: bzior /EXPIRES* 02(07 /a1D 1 07/12/2007 13:41 FAX AS REV. ON DRAWS: SUBJECT OF REVISION: om NMI 2 150 PLAN KING COUNTY, WA NUNS IOU Wf •� FOUNDATION DETAL r RTER HOMES 7 12TH AVE NE TTL WA 98105 REVISION 11: TALL CONCRETE WALL AT PONY WA SCALE: N.T.S. an s_ w SITTS & HILL ENGINEERS, INC. OWL • STRUCTURAL • SURVEYING 7001 A 406 ST. TACOMA. a NCO PRONE (253) OF-SW R6005/005 DATE TYP NOTES. 1. EDGE NAILING 2. 2x WOOD STUD PONY WALL WITH SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE 3. FINISH GRADE 4. DOWELS TO MATCH AND LAP VERTICAL REINFORCEMENT 5, BASE PLATE NAILING PER SHEARWALL SCHEDULE 6. PLYWOOD SHEATHING 7. CONNECT EACH JOIST TO BASE PLATE WITH SIMPSON A35 CUPS 8. WOOD JOISTS PER PLAN 9. 5/8' DIAMETER ANCHOR BOLTS PER SHEARWALL SCHEDULE, EMBEDMENT PER GSN 10. (2) 14 BARS, CONTINUOUS 11. 8' THICK CONCRETE WALL 12. j5 BARS AT ID' O.C. VERTICAL AND HORIZONTAL 13. j4 BARS AT 10' O.C. 14. BACKFILL }EXPIRE& 02/07fot _Ss . 0M NC ,� SK1 -3 nen •t Asa ES M sMM m+• - ,. f 11,798 �1TTS &HILL, ENGINEERS, INC. ' rofeaslonal Engtnee4s'and Planners'. :STRUCTURAL CAL6ULATIONS: FOR: Charter Homes 601 Unio n Street, Suite 5110 Seattle, Washington 98101 ERPIRES, :APRIL 24, 1 20 8. REVIEWED rOR CODE COMPLIANCE; APPROVED JUN 1 1 2001 C Of Tukwila BUILDING DIVI ION 901:54Wly 40T Street, Tacoma, WA 98409- 5697: I (252), 4 74 -9448 Fax (253)474 -0153 INDEX Sitts & 1-101 Engineers, Inc. Job Name: CHARTER HOMES 2550 PLAN Professional Engineers & Planners 2901 South 40 Street Job No. 11798 Sheet No. 1 Tacoma, Washington 98409 253 -474 -9449 Fax: 253 -474 -0153 By: GWW Date 08/20/04 BASIS FOR DESIGN 2 DESIGN LOADS 3 LATERAL ANALYSIS 4 — 41 GRAVITY ANALYSIS 42 - 73 BASIS FOR DESIGN BUILDING CODE: 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. LOADS: FOUNDATIONS: CONCRETE: REINFORCING: WOOD: Sitts & Hill Engineers, Inc. Professional Engineers & Planners 2901 South 40 Street Tacoma, Washington 98409 253 -474 -9449 Fax: 253 -474 -0153 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 02 SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED 18" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2,000 PSF. MINIMUM 28 DAY STRENGTH 2,500 PSI. BARS #6 AND LARGER: Fy = 60,000 PSI. BARS #5 AND SMALLER: Fy = 40,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: Fy = 36,000 PSI. BOLTS: A307 JOISTS 2X4— — 2 X 6 OR LARGER--------------- - - - - -- BEAMS WIDTH 4" OR LESS--------------------- - - - - -- WIDTH GREATER THAN 4" LEDGERS AND TOP PLATES STUDS 2X4 2 X 6 OR LARGER POSTS 4X4 4 X 6 OR LARGER 6 X 6 OR LARGER - - -- GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 155 PSI, Fc (PERPENDICULAR) = 650 ENGINEERED BEAMS (PARALLAM): • Fb = 2,900 PSI, Fv = 290 PSI, Fc (PERPENDICULAR) = 650 Job Name: CHARTER HOMES 2550 PLAN Job No. 11798 By: GWW Date WOOD TYPE - -H.F. #2 —H.F. #2 —H.F. #2 D.F. #2 H.F. #2 H.F. #2 H.F. #2 D.F. #2 D.F. #2 D.F. #2 PSI, E = 1,700,000 PSI. PSI, E = 2,000,000 PSI. Sheet No. 2 08120104 DESIGN LOADS ROOF DEAD LOADS: FLOOR LIVE LOADS: Sifts & Hill Engineers, Inc. Job Name: CHARTER HOMES 2550 PLAN Professional Engineers & Planners 2901 South 40 Street Job No. 11798 Sheet No. 3 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253-474-0153 By: GWW Date 08/20/04 ROOF 5.0 PSF INSULATION 2.0 SHEATHING 2.5 FRAMING 2.5 BEAMS 2.0 MISC. MECH., & LGTN. 2.0 12.0 PSF 16.0 PSF TOTAL DEAD LOAD ROOF LIVE LOADS: SNOW 25.0 PSF TOTAL LIVE LOAD FLOOR DEAD LOADS: FLOOR 3.5 PSF 3/4" GWB 2.8 FRAMING 2.5 FLOOR FINISH 1.0 MISC. 2.2 12.0 PSF TOTAL DEAD LOAD OCCUPANCY LOAD 40.0 PSF TOTAL LIVE LOAD r CA SFS BAKE BOARD YV DO 1RM " LEGEND. MEET • M - C SEE STRAP f LEGEND. MEET YI' (11IC - O - CLRE1LN �/ DA S/A BARGE BOARD W W TmIl BLOCK POR SONG 16 x NV GAOL! 2 1 mcinis litilEMENIESEI GM BARGE BO <Im DO RAFTERS 16 W401RH 264 CEILING XTSTE M r4LL P ASNSG • u 0C.. DInERFER TO GUTTER I/4 ".P -0' 0 arttER ROOF FRAMING FLAN 'A' (L 12TAL VIER AT Af0 61. 1 vI L0 ATla UPPER R LWti D PROM A. TYPE vE UP R0a LNAN fWHT G. TCFE vE UP ROO LiwOR FROG G. NOTE VENTED •R' SP • ROOF PI • SKYLG1 510101 • TRUSSES OTHER/ ALL B6. STRIFE CIPGE BEFORE TRUS: • ALL TRI • ALL TRI MAMP4( TM/SSE • DEPT. ALL TW SITE •F • ALL CO MAN GS • TRUSS c =SHIM • TRUSSES WDER I BEAR P MARFN WACHS • APPRO. RARER • LMT M IOEIYTEC FER AN FOLLOW! a. • a ALL ROC FRAMED PART 0 YELL FIl IXFORE eRACM • ROOF IF BEARnr DBxA( TO RESS S•A BARE BOARD W SG TRIM RE ESEARILIALL I OO, /MEET • N • 3E STRAP WERE; St!, • SI • OD.O 1/4'•1 3%4 RAFTERS W 33N CEILNG JOISTS • 24 O4 SAM BARGE BOARD ▪ GI TWIT B LOCK FOR SONG 10' %3I GABLE YOIT man 1 1� ?: i. * ' . T IT I NA BARGE BOARD W #31RM 8TY1 FLAWING P5ERIE14 TO GIOTER WSTALL RASING DIVERtER TO &ITER ROOF FRAMING PLAN 'B' LO: YFP LIRA FRO riP 1P 3 LW/ N LNi FRO NO 8 X . ROC X it O RX 5C . • TRL a ory ALP ✓/ 1 Int CEP TR . ALL MAI OEI • ALL Slit • ALL R • .TR M. TI6 LDIC NA' Orr .AP RW IOE P EP fq • ALL FW Pa Val 02 •RE. BE O B To j I )217-kla406 13z±LA-i<4 . , • • I. J- ' - L1- ; i ri - . i- - 1- L '- 1 ' i ; t1,. :7 .- — • ! ! 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NM _ L .,_._ • • ITT MEMEMEMEll 1 I It •• .01 •• mlawn••• • r i q - • •• . ••.......glawneusammanniif IHMEEMEMEIMMEMENIKEI EMMEN NEM NEEMNSIN ± • ME a rr MAME • NEZIALi IIMMENIMMIEME • i___L . MI i Ili Hi -1- i -1 1 r i L EN MEI MI • MEMIEM EIM MENEM NEE 1 EMU M Ltt son --1 t 1 1 r-l-f- I ; LL11__H-,+± • 'mil ,,L ;. _1_, I 1I IiiIIILL_ .4 _, : SITTS & HI ENGINEERS, INC TACOMA, WASHINGTON (253) 474-9449 PROJECT B4Y DE VE IV/ DESIGNED _ DATE 7/0+ DATE JOB CHECKED wen/ 4i 24 53-o SHEET . OF L( Rev: 560000 User: KW -0602611, Ver 5.6.0, 2- Sep -2002 c)1983 -2002 ENERCALC Engineering Soeware General Timber Beam Page 1 pi11000U1C4 caIculatlm5U10 "...ecw:Calcula Description 'Deflections Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 Center @ Left @ Right Beam 1. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ■ [Full Length Uniform Loads 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 802.31 psi Fb 1,080.00 psi DL DL DL Center Span 3.500 in Left Cantilever 7.250 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 2.76 Iv Fv Dead Load -0.020 In 2.500 ft 2,964.0 • D.L. Dell ) ... 0.030 in 0.000 in 0.000 in 256.00 #!ft #/ft #/ft Span= 5.00ft, Beam Width = 3.5001n x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.776 : 1 2.0 k -ft 2.8 k -ft 2.05k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k - 73.68 psi 95.00 psi Total Load -0.052 in 2.500 It 1,156.69 2.500 ft 0.000 ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 5.00 ft ft ft 400.00 #/ft #/ft #/ft Lu Lu Lu Maximum Shear * 1.5 Allowable Shear. 0.64 k 0.64 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Job # Date: 10:C6AM, 12 JUN 03 7 0.00 It 0.00 It 0.00 ft Beam Design OK 1.9 k 2.4 k @ Left 1.64 k @ Right 1.64 k Camber: @ Left 0.000in @ Center 0.030 in @ Right 0.000in Max 1.64k Max 1.64 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 Rev: 560000 User: KW- 0602811, Ver 5.8.0, 2- Sep -2002 _ (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\1 1000111031 talculatlons 11031.ecw:Calcola Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity L Summary Full Length Uniform Loads [Deflections Center Left Cantilever Right Cantilever Beam 2. Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Q Left Support Max Q Right Support Max. M allow fb 280.03 psi Fb 1,080.00 psi DL DL DL Center Span... Dead Load Deflection -0.003 In ...Location 1.500 ft ...Length/Dell 14,165.0 Camber ( using 1.5 ` D.L. Defl ) ... Q Center 0.004 In Q Left 0.000 In © Right 0.000 In Center Span 3.500 in Left Cantilever 7.250 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 0.72 k -ft 0.00 k -ft 248.00 #/ft #/ft #/ft Span= 3.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin 0,356 ; 1 0.7 k -ft Z8 kft at 1.500 ft at 0.000 ft 0.00 k -ft 0.00 k -ft 2.76 fv 33.84 psi Fv 95.00 psi otal Load -0.007 In 1.500 ft 5,523.44 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 3.00 ft ft ft 388.00 #/ft #/ft Sift Camber: 0.37 k 0.37 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...LengthlDefl Lu Lu Lu Maximum Shear * 1.5 Allowable Shear: Dead Load 0.000 in 0.0 0.0 Job # ry Date: 10:06AM, 12 JUN 03 6 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.9 k 2.4 k Q Left 0.95 k Q Right 0.95 k © Left 0.000in © Center 0.004 in © Right 0.000 in Max 0.95k Max 0.95 k Total Load 0.000 in 0.0 0.000 in 0.000 in 0.0 Rer. 560000 User. KW-0602611. Ver 5.6.0. 2-Sep-2002 ENERCALC Engineering Software General Timber Beam Page 1 pn1100011031MalculatIons 11031.ecvcCaicula v Description `General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements (Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Beam 3. 1 DL DL 01 3.5001n 9.2501n Sawn 1.000 Pin -Pin 64.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Title : Dsgnr: Description : Scope : 12.00 ft Lu ft Lu ft Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi Full Length Uniform Loads 100.00 #Jft #/ft #/ft Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Span= 12.00ft, Beam Width = 3.5001n x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0. 1 Maximum Moment 3.0 k -ft Maximum Shear * 1.5 1.3 k Allowable 3 . 9 k Allowable 2.4 k Max. Positive Moment 2.95 k-ft at 6.000 ft Shear: @ Left 0.98 k Max Negative Moment 0.00 k -ft at 12.000 ft @ Right 0.98 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.149 in Max. M allow 3.89 Reactions... @ Right 0.000in tb 709.74 psi fv 39.76 psi Left DL 0.38 k Max 0.98 k Fb 935.00 psi Fv 75.00 psi Right DL 0.38 k Max 0.98 k Center Span... Dead Load otal Load Left Cantilever... Dead Load Total Load Deflection - 0.0991n -0.255 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,447.2 564.78 Right Cantilever... Camber ( using 1.5 • D.L. Deft) ... Deflection 0.000 In 0.000 in @ Center 0.149 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Rev: 560000 User: KW-0602511, Ver 5.8.0, 2- Sep-2002 _ (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p11/ 000\ 11031 %calculations\11031.ecw:Calcula Description L General Information Calculations are designed to 1997 NOS and 1997 UBC Reguiremen4J [ eflections Section Name 4x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Beam 4. LFuII Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 32.00 #/ft #/ft Alt LL LL LL Title : Dsgnr: Description : Scope: Center Span 3.500 in Left Cantilever 11.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 p61 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 16,00 ft Lu ft Lu ft Lu 50.00 #/ft #/ft Alt Job # Date: 10:O6AM, 12 JUN 03 ID 0.00 ft 0.00 ft 0.00 ft Beam Design OK Span= 16.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.474 : 1 Maximum Moment 2.6 k -ft Maximum Shear * 1.5 0 . 9 k Allowable 5.5 k -ft Allowable 3.7 k Max. Positive Moment 2.62 k -ft at 8.000 ft Shear. @ Left 0.66 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.66 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft © Center 0.107in Max. M allow 5.54 Reactions... @ Right 0.000 in tb 426.50 psi fv 22.19 psi Left DL 0.26 k Max 0.66 k Fb 900.00 psi Fv 95.00 psi Right DL 0.26 k Max 0.66 k Center Span... Dead oad Total Load Left Cantilever... Dead Load Total Load Deflection -0.071 in -0.182 In Deflection 0.000 in 0.000 in ...Location 8.000 ft 8.000 ft ... Length/Defl 0.0 0.0 ... Length/Defl 2,703.7 1,055.12 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0,000 in @ Center 0.107 In ...Length/Defl 0.0 0.0 @ Left 0.000 in • @ Right 0.000 in Rev. 560000 User: KW -0602611. Ver 5.6.0. 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 M p111000111031calwlaIIons \11031.ecw:Calala Description Beam 5. General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Full Length Uniform Loads 1 Deflections Section Name 2x6 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary DL DL , DL 1.5001n 5.5001n Sawn 1.000 Pin -Pin Span= 3.00ft, Beam Width = 1.5001n x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 0.70 lb 146.38 psi Fb 1,105.00 psi 0.09 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Center Span... Dead Load Deflection -0.002 In ...Location 1.500 ft ...Length/Defl 16,689.3 Camber ( using 1.5 D.L. Defl) ... @ Center 0.003 In @ Left 0.000 In @ Right 0.000 in 32.00 #/ft #/ft #/ft Depth = 5.51n, Ends are Pin -Pin 0.208 : 1 0.1 k -ft 0.7 k -ft at 1.500 ft at 3.000 ft fv 15.57 psi Fv 75.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.006 in 1.500 ft 6,512.89 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksl 50.00 #/ft #Nft #/ft Maximum Shear * 1.5 Allowable Shear. 0.05 k 0.05 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Deft 3.00 ft ft ft Lu Lu Lu Job # Date: 3:14PM, 5 JUN 03 / 1 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.1 k 0.6 k @Left 0.12k @ Right 0.12 k Camber: @ Left 0.0001n @Center 0.003in @ Right 0.000in Max 0.12k Max 0.12 k Dead Load Total Load 0.0001n 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 r L _n • ADJUST BLOCKING RE. CLEAR 202/513 0 LEAA70. SIGN ser En STRAP LEGEIO. MIST BP P.1 N Z ,b fit 1%1 RPM IST �' V4 "•I' -0' BLOCK FOR PURN RETURN AIR RLENTM Yf 10 V1 % 14 V[ RETURN AIR CENTER OF HALL DEIGN I, NOTES: SEE El FOR 1211EN6IOA TO CANS 6 e BAP EA RAFTER TO CA 1J EF- 1E- • ALL FLOOR JOISTS 10 BE 1%N ME. •1 FLOOR JDlme •K 00. 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TACOMA, WASHINGTON (253) 474-9449 PROJECT R41 PEVELWITNT ?LAW 4, DESIGNED DATE CHECKED DATE . ■ 71 * JOB )1 SHEET 13 OF L R . 560000 User: KW-0602611. Ver 5.6.0, 2-Sep-2002 (41983.2002 ENERCALC Engineering Somvar General Timber Beam Page 1 1 p111000\ 11031 1calculallons \11031.ecw.Calcula Description General Information Calculations are designed to 1997 NDS and 1997 UDC Requirements [Deflections Section Name 3.125x10.5 Beam Width 3.1251n Beam Depth 10.500 Member Type GluLam Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary n Beam 6. 1 DL DL , DL 1.000 Pin -Pin Title : Dsgnr: Description : Scope : Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi 8.00 ft Lu ft Lu ft Lu Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 if 0.00 ft 1 + [Full Length Uniform Loads 1 Beam Design OK 202.00 #/ft #/ft #/ft LL LL LL 350.00 #/ft #/ft #/ft Span= B.00ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.480 : 1 Maximum Moment 4.4 k -ft Maximum Shear * 1.5 2.6 k Allowable 11.5 k -ft Allowable 5.4 k Max. Positive Moment 4.42 k -ft at 4.000 ft Shear. c Left 2.21 k Max. Negative Moment 0.00 k -ft at 0.000 ft © Right 2.21 k Max © Left Support 0.00 k -ft Camber. © Left 0.000In Max © Right Support 0.00 k -ft © Center 0.051 in Max. M allow 11.48 Reactions... © Right 0.0001n ft) 922.85 psi fv 79.13 psi Left DL 0.81 k Max 2.21 k Fb 2,400.00 psi Fv 165.00 psi Right DL 0.81 k Max 2.21 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.034 in -0.094 In Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length /Defl 0.0 0.0 ...Length/Defl 2,798.3 1,024.02 Right Cantilever... Camber ( using 1.5 " D.L. Defl) ... Deflection 0.000 in 0.000 In Center 0.051 In ...Length/Defl 0.0 0.0 a Left 0.000 In Right 0.0001n Rev: 660000 User: KW-0602611, Ver 5.6.0, 2- Sep-2002 ` (c)1963-2002 ENERCALC Engineering Software General Timber Beam Page 1 p011000 \ 11031 \ alculallons \11031.ecw:Calcula !General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Description Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Trapezoidal Loads b #1 DL Q Left DL Q Right #2 DL Q Left DL Q Right L Point Loads Dead Load Live Load ...distance Summary Span= 6.00ft, Beam Width = 3.1251n x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment Allowable Max. Positive Moment 4.00 k -ft at 3.168 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max Q Left Support 0.00 k -ft Max Q Right Support 0.00 k -ft Max. M allow 11.48 Po 835.92 psi fv 130.44 psi Fb 2,400.00 psi Fv Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center Q Left Q Right Beam 7. 3.125x10.5 3.125 in 10.500 In GluLam 1,000.01bs tbs 5.000 ft 1 1.000 Pin -Pin 298.00 #/ft LL Q Left 298.00 #/ft LL Q Right 90.00 #/ft LL Q Left 90.00 #/ft LL Q Right Dead Load -0.022 In 3.120 ft 3,240.9 • D.L. Defl ) ... 0.033 In 0.000 In 0.000 In Ibs fbs 0.000 ft 4.0 k -ft 11.5 k -ft 165.00 psi Ibs tbs 0.000 ft Total Load -0.048 In 3.048 It 1,488.88 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi FvAllow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi 500.00 #/ft 500.00 #/ft 300.00 #/ft 300.00 #/ft 1 Ibs Ibs 0.000 ft Maximum Shear Allowable Shear: 1.04 k 1.54 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 6.00 ft ft ft Camber: Lu Lu Lu Start Loc End Loc Start Loc End Loc Ibs Ibs 0.000 ft • 1.5 © Left @ Right @ Left @ Center @ Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft 0.000 ft 5.000 ft 5.000 ft 6.000 ft Ibs tbs 0.000 It Beam Design OK 4.3 k 5.4 k 2.53 k 2.85 k 0.000 in 0.033in 0.000in 2.53 k 2.85 k Total Load 0.000 in 0.0 0.000 in 0.0 Ibs fbs 0.000 ft 1; ) . Rev: 560000 User. KW-0602611, Ver 5.6.0, 2 -Sep -2002 _(c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 I p:\ 11000 \ 110311 caIculallans111031 .ecw:Caiwla Description L General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Deflections Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Beam 8. 1 DL DL DL 1.500 in 9.2501n Sawn 1.000 Pin -Pin 12.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Title : Dsgnr: Description : Scope : 15.00ft Lu It Lu ft Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi L Full Length Uniform Loads 1 40.00 #/ft #/ft #/ft Job # Date: 3:14PM, 5 JUN 03 '! 0.00 ft 0.00 ft 0.00 ft Beam Design OK Span = 15.00ft, Beam Width = 1.500In x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio x• : 1 Maximum Moment 1.5 k -ft Maximum Shear * 1.5 0.5 k Allowable 1 . 7 k - ft Allowable 1.0 k Max. Positive Moment 1.46 k -ft at 7.500 ft Shear: @ Left 0.39 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.39 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.159 in Max. M allow 1.67 Reactions... @Right 0.000in fb 820.45 psi fv 38.11 psi Left DL 0.09 k Max 0.39 k Fb 935.00 psi Fv 75.00 psi Right DL 0.09 k Max 0.39 k Center Span... Dead Load Total Load Left Cantilever... D ead Load Total Load Deflection -0.106 in -0.461 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,693.7 390.85 Right Cantilever... Camber ( using 1.5 • D.L. Dell ) ... Deflection 0.000 in 0.000 in © Center 0.159 in ...Length/Deft 0.0 0.0 @ Left 0.000 In © Right 0.000 In Rev: 560000 User: KW- 0602611, Ver 5.6.0. 2 -Sep -2002 (c)1993 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p: 111000t11031kaicula11ons111031 .ecw:Catcula Description General information Calculations are designed to 1997 NDS and 1997 UBC Requirements d [Deflections Section Name 4x10 Center Span 4.00ft Lu Beam Width 3.500 in Left Cantilever ft Lu Beam Depth 9.250In Right Cantilever ft Lu Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor Beam End Fixity LFull Length Uniform Loads Center. Left Cantilever Right Cantilever Summary Beam 9. 1 DL DL DL 1.000 Fv AIIow Pin -Pin Fc Allow E 156.00 Alt #/ft #/ft LL LL LL Tine: Dsgnr: Description ; Scope: 95.0 psi 625.0 psi 1,600.0 ksi 520.00 #/ft #/ft #/ft Job# /7 Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Span= 4.00ft, Beam Width = 3.5001n x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.406 : 1 Maximum Moment 1.4 k -ft Maximum Shear* 1.5 1.2 k Allowable 4 . 1 k Allowable 3.1 k Max Positive Moment 1.35 k -ft at 2.000 ft Shear. @ Left 1.35 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.35 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.004 in Max M allow 4.12 Reactions... @ Right 0.000 in tb 325.06 psi fv 38.59 psi Left DL 0.31 k Max 1.35 k Fb 990.00 psi Fv 95.00 psi Right DL 0.31 k Max 1.35 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 In -0.011 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 19,730.5 4,553.19 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 In 0.000 In @ Center 0.004 ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Rev: 500000 User. KW -0002611, Ver 5.6.0. 2-Sep-2002 (c)19034032 ENERCALC Engineering Software General Timber Beam Page 1 pn1/ 000N1031kalcula &onst1t031.ecerCalala Description [General Information Calculations are designed to 1997 NDS and 1997 USG Requirements ■ Full Length Uniform Loads Summary [Deflections Section Name Prtim: 3.5x9.25 Beam Width 3.500 In Beam Depth 9.250 in Member Type Sawn Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever e Beam 10. DL DL DL 1.000 Pin -Pln @ Left 0.000 in Right 0.000 In 490.00 #/ft #/ft #/ft Fv Allow Fc Allow E LL LL LL Title : Dsgnr: Description : Scope: Center Span 6.00ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2 OE Fb Base Allow 2,900.0 psi 290.0 psl 650.0 psl 2,000.0 ksi 800.00 #/ft #/ft #/ft Job # /a Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.481 • 1 Maximum Moment 5.8 k -ft Maximum Shear * 1.5 4.3 k Allowable 12.1 k-ft Allowable 9.4 k Max. Positive Moment 5.80 k -ft at 3.000 ft Shear. @ Left 3.87 k Max. Negative Moment 0.00 k-ft at 6.000 if @ Right 3.87 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.046in Max. M allow 12.06 Reactions... @ Right 0.000 in fb 1,395.67 psi fv 133.40 psi Left DL 1.47 k Max 3.87 k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.47 k Max 3.87 k Center Span... pead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.031 in -0.081 in Deflection 0.000 in 0.000 In ...Location 3.000 ft 3.000 ft ...LengthVDefl 0.0 0.0 ... Length/Defl 2,326.5 883.71 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 In @ Center 0.046 In ...Length/Defl 0.0 0.0 I - . .• 4 :.H , • ;.__ j :.; • -L.. 4 ! 1 4i 41 1 - 1 --- 1 4 4 : ' - 112 T ! ?-. j ± 11-- 1 .--,- i • 4 i : -4-1 : _H 11 •-,- -- •-• i , • ,.... _ „ . ! ; , . rri 1 • • • 4!: . lego it,- 11 ;---H ••-#- LL : __4.. i i!:;; - . - 7 - , .. - E f _El ; ! )4 1 t. : TT' 1 172.. il .,_ - ___ ___ ; 'Hi; (It If ,:. •• .- Tii __L : ! L ...■ LL i L I 1 ' ' ''' r Li ct . ' T LILT I 1 7 7 t t■ iLL . rill - ; L . fl-T , 7 , , . • L L. .-4 I 1 1 . PIC '. • 1_•._ 1 1 , _ F I --t-1: !-- WI 1 1-TETF -H-1 , 1 : 1--F • ' . i _ j __, . , , : t , , : : i I cm i 'Jr) 1.--1-i -, 1- , : , t ni - L4 , : - , /- , I 11 LT 1 ; 7 . , - -; - L + - q i 7 1-- •--r-• 7; ; ----- -1 14- 3 p1/42. 3T '• - 1j . jt, . ITT: "It/ H ilt,HIT4 [ID _,L, L- 7, ' L. I-4 I ; ; [ 1 n• !!';4 I ! , 7 -4- HL r 5 :2cc=naL t: - .t-- Z: 4__ - : -- -1 tr - ITT a, t r'+" j_ 2 5.13ry Et' !!..!.::-• -7. ' r : *_. 1" hz • -L--...._ ' it — - vt,til.f. :.-...•_ I' I- I I !".; . i ITT riii , ,---; -- - '- ' ' 1._i_. L.I ' 1 : , -, 1 i•-•1 : 2.: 1 1. , , i , . )7.- , , i ' • ; I I ff 17 I I H.- ;(±? • i - t 7 --• - '''r ] , ! , 1 , 4 : - -: - I....7.• 11.E2 .. j . 2c1 ' Z:. t.-2-,.'"---Q24-14 , 4- , - in-1 1 i --- _k It_ Pad t - tr.! I 7 '••-• iiinninnMIMMInallnill , I.-H ri 41 . . 4Til ' i ' i_L i- • se F----tftr ‘: I .- 1 r , NM ME 2 4; - "s7..._,_ 9 _... , , sr 0 Li + , • f LH 17T2 . .Adn'i, r 1"--4- ! I I ---Li ; i -1:f ; ; : , • I _ b: • 1: -- .--1... ; ! ■ Li_ . :...i...j kki I [ 1 1 1 .. , , , : . . , ,.. - 1 1- •• 1 !14 1 j, .-- — 77' TN - 17 - 171/v.tt-Tre f-H ' t-t .÷1ft. 1 41 : -H-11r. 1 • * -H • -- - 1 - -1 14: -L- C 7 +1 r - ci. _::: • 1: t - : —. , 0 . _L — ,. ,.._: th - ti t i_, ---,- FLPL_T - 7 - , ojSir,` _ - •- !,1 4 , ,7 :--,-1- --;--. : — • ._ L it 41:1 H i .. 1 . ... i 1 i __ ,_ - _., t...._,_ ,_,_ i_i....1 ' - • -- - r !.. • j 4-. j-f•: -T1 -I- hit-4 --- -- Fr .• __,,., L. i LI-i 4.),: ___., •__I_L.4 : H , ,_ _ - !.j L-c , ... 1 I ...t_. ,..... ___.; _ _:_. r- - - -:- . k : i t tt --.1 -17. ITh - r ' , - , .--e- r • E.-fra. I i .1-4-i H ;it - • • • 4 j 1 ! • ,_1!: ! is_ c t_ , _ , : j _ j ' • 1--- _1.0.-1 ' 1 , •11 II i i I - -HMI Nintanumnstesan 4 47 1 _, 1 -Hji• r TTI .1 1 .__.-- I ii 1 1 1 ' , 1 i 1 1 1-, ) i 1 m _L 1 , T-1-1-4-1-1- L L • ma awns 1 1 • ma J. so animun ' - --E - Li I --LIT-l+f- • Hil se •• •••••""u'inn IN . In __ Fp - L - t - t - 'r 'r H MOM IMMIX M FT 7 E IT 4 , /111 1 is MIIIII ler mi • ratwasirom Tfr - 3.._Th_l_i_IJ_ _.-4_ . . , II INIIIMMIMI wows. Fr im It:. i 1 liT MIN w ti MI I l I i • w a I 1 Ti 1-it iiL 1 I i 1 1 _ti- H-4. la No nom r . • , 1 I L_L l_i_.; (.__i i L.:_•, _ ._ ...Li. . : _ _Li..I _LI_ _LL_ SITTS & ILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT 134s( • WEOPMEkr PLAW DESIGNED i 1% if DATE CHECKED DATE 4 0; 1 61) 7/of JOB 11/74 SHEET OF Rev: 560000 User: KW -0602611, Ver 5.8.0, 2- Sep-2002 (c)19812002 ENERCALC Engineering Software General Timber Beam Page 1 II p1110001 11031caIwiat0 ns111031.eow:Calcula Description Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fbdty Center Left Cantilever Right Cantilever Summary [Deflections Beam 11. 1 DL DL DL 144.00 #/ft #Nft #/ft LL LL LL Title : Dsgnr: Description : Scope: General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ■ Center Span 3.500 in Left Cantilever 9.250 In ' Right Cantilever Sawn Douglas Fit - 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 480.00 #/ft #/ft #/ft 5.00 ft Lu ft Lu ft Lu Job # Date: 3:14PM, 5 JUN 03 20 0.00 ft 0.00 ft 0.00 ft 'Full Length Uniform Loads 1 Beam Design OK Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends am Pin -Pin Max Stress Ratio 0.530 : 1 Maximum Moment 1.9 k -ft Maximum Shear * 1.5 1.6 k Allowable 4 . 1 k-ft Allowable 3.1 k Max. Positive Moment 1.95 k -ft at 2.500 ft Shear. © Left 1.56 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.56 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.008 in Max. M allow 4.12 Reactions... @ Right 0.000 in fb 468.83 psi fv 50.31 psi Left DL 0.36 k Max 1.56k Fb 990.00 psi Fv 95.00 psi Right DL 0.36 k Max 1.56 k Center Span... pead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.0051n -0.024 in Deflection 0.000 in 0.000 In ...Location 2.500 ft 2.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 10,943.8 2,525.50 Right Cantilever... Camber ( using 1.5 • D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.008 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (e)1963 -2002 ENERCALC Engineering Refiners General Timber Beam Page 1 p:11100011103fV lcutations11103f.envealcula Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ■ Section Name 3.125x16.5 Beam Width 3.1251n Beam Depth 16.500 In Member Type GluLam Load Dur. Factor Beam End Fixity [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary [Deflections Max @ Left Support Max @ Right Support Max. M allow Ib 2,069.72 psi Fb 2,400.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D @ Center @ Left @ Right Beam 12. DL DL DL 1.000 Pin -Pin Span= 17.00ft, Beam Width = 3.125in x Depth = 16.51n, Ends are Pin -Pin Max Stress Ratio 0.862: 1 Maximum Moment 24.5 k -ft Maximum Shear * 1.5 Allowable 28.4 k -ft Allowable Max. Positive Moment 24.46 k -ft at 8.500 ft Shear. Max. Negative Moment 0.00 k -ft at 17.000 ft 0.00 k -ft 0.00 k -ft 28.36 tv Fv 264.00 #/ft #/ft #/ft 140.62 psi 165.00 psi pead Load Total Load -02361n -0.604 in 8.500 if 8.500 ft 865.9 337.65 .L.Defl )... 0.353 In 0.000 in 0.0001n LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Nlow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi 413.00 #/tt #/ft #/ft 2.24 k 2.24 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ... Length/Defl 17.00ft Lu ft Lu ft Lu Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 7.3 k 8.5 k @ Left 5.75 k @ Right 5.75 k Camber. @ Left 0.000in @ Center 0.353in @ Right 0.000 In Max 5.75 k Max 5.75 k Dead Load Total Load 0.0001n 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev. 560000 User. KW -0602611, Ver 5.6.0. 2-Sep-2002 ` (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p111000111031 \calculalions\11031.evx:Calcula Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Center DL Left Cantilever DL Right Cantilever DL Summary [Deflections Beam 13. Section Name 5.125x13.5 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Max. Positive Moment Max Negative Moment 13.500In GluLam 1.000 Pin -Pin 132.00 #/ft #/ft #/ft Span= 19.00ft, Beam Width = 5.1251n x Depth = 13.51n, Ends are Pin -Pln Max Stress Ratio 0.831 ; 1 Maximum Moment 25.8 k -ft Allowable 31.1 k -ft 25.81 k -ft at 9.500 ft 0.00 k -ft at 0.000 ft Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi LL LL LL Title : Dsgnr: Description : Scope: 19.00 ft Lu ft Lu ft Lu Job # Date: 3:14PM, 5 JUN 03 ZZ 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads 440.00 #/ft #/ft ft/ft Maximum Shear * 1.5 Allowable Shear. CO Left @ Right Beam Design OK 7.2 k 11.4 k 5.43 k 5.43 k Max © Left Support 0.00 k -ft Camber. C Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.307 in Max. M allow 31.08 Reactlons... @ Right 0.000in tb 1,989.68 psi fv 104.62 psi Left DL 1.25 k Max 5.43 k Fb 2,395.76 psi Fv 165.00 psi Right DL 1.25 k Max 5.43 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.205In -0.887 in Deflection 0.000 In 0.000 in ...Location 9.500 ft 9.500 ft ... Length/Defl 0.0 0.0 ...Length/Defl 1,114.2 257.12 Rlght Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 In © Center 0.3071n ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Lk Rev: 560000 User: KW-0602611. Vet 5.6.0, 2- Sep -2002 (ci1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p3110001 11031Valculations 111031.eav:Calcula Description {General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor 1.000 Beam End Fixity Pin -Pin [Full Length Uniform Loads 1 Center Left Cantilever Right Cantilever Summary [Deflections Beam 14. DL DL DL 1.500 in 9.250In Sawn 16.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Title : Dsgnr: Description : Scope: 12.00 ft Lu ft Lu ft Lu 850.0 psl 75.0 psi 405.0 psi 1,300.0 ksl 52.00 #/ft #!ft #/ft Span= 12.00ft, Beam Width = 1.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.734 : 1 Maximum Moment 1.2 k -ft Maximum Shear * 1.5 Allowable 1 . 7 k - ft Allowable Max. Positive Moment 1.22 k -ft at 6.000 ft Shear. @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right Max @ Left Support 0.00 k -ft Camber: C Left 0.000 in Max @ Right Support 0.00 k ft @ Center 0.0871n Max. M allow 1.67 Reactions... @ Right 0.0001n fb 686.66 psi fv 38.46 psi Left DL 0.10 k Max 0.41 k Fb 935.00 psi Fv 75.00 psl Right DL 0.10 k Max 0.41 k Job # Date: 3:14PM, 5 JUN 03 23 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.5 k 1.0 k 0.41 k 0.41 k Center Span... pead Load otai Load Left Cantilever... Dead Load Total Load Deflection -0.058 in -0.247 In Deflection 0.000 In 0.000 in ...Location 6.000ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,481.0 583.76 Right Cantilever... Camber ( using 1.5* D.L. Deft ) ... Deflection 0.000 In 0.000 in @ Center 0.087 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Rev. 560000 User KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 II p:\ 11000111031tcaIcuIaVans111031 .ecw:Calcula Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements L Summary Maximum Moment 22.3 k -ft Allowable 28.4 k -ft Max. Positive Moment 22.34 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 28.36 fb 1,890.33 psi fv 117.10 psi Fb 2,400.00 psi Fv 165.00 psi Deflections Section Name 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 D. @ Center @Left @ Right Beam 15. 3.125x16.5 3.125 in 16.5001n GluLam DL DL DL 1.000 Pin -Pin Dead Load -0.267 in 9.500 ft 852.8 L. Deft)... 0.401 in 0.000 in 0.000 In 192.00 #/ft #/ft #/ft Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi 19.00 ft ft ft Full Length Uniform Loads 1 Span= 19.00ft, Beam Width = 3.125in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0.788 ; 1 Total Load -0.689 In 9.500 ft 330.78 9.500 ft 0.000 ft LL LL LL Reactions... Left DL Right DL 303.00 #/ft #/ft St/ft Maximum Shear * 1.5 Allowable Shear. 1.82 k 1.82 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Job # Date: 3:14PM, 5 JUN 03 „24.. 0.00 ft 0.00 ft 0.00 ft Beam Design OK 6.0 k 6.5 k @ Left 4.70 k @ Right 4.70 k Camber. @ Left 0.000 in @ Center 0.401 in @ Right 0.000in Max 4.70 k Max 4.70 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 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474 -9449 CHECKED DATE PROJECT DESIGNED_. _ DATE Soy 7D& v E i _ o n 1 F - A L T ?LM - 2 S b JOC I) 7 SHEET 2 _ S OF SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :CHARTER HOMES 2550 PLAN 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB 16. w/ 5.7kips Loads Maximum Load For (3) -2x6 HF #2 Built up Wood Post F := 1300-psi CD := 1 C m := 1 CM := 1 C 1 C := 1 C := 1.1 E':= 1300000-psi F" F •C C F" 1430 si (3) -2x6 HF #2 Built Up Post Properties c = c D' Fc c = P Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 KCE := 0.3 KC FCE :_ SL 2 FCE ] + F", c 2•C F', := C,-F", FCE = 677 psi FCE �2 F "c 2-C Spread Footing Design Soil Bearing Pressure (Sb) Sb 2000•psf Prr, 5700.1b PTL Fwidth Fat P C Kr Fwidth = 2.811 H:= 9•ft psf := pst plf := psf•ft 144 Kr := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h = (3)•I.5•in t := 5.5•in A t-h t•h 3 I.= 12 A = 24.8 in I= 41.8 in S:= — S= 18.6in h C = 0.4 F', = 593 psi P,,,„,:= Fe it 3 -2x6 HF #2 Built Up Post In a Wall P = 146781b USE 24 "x24"x10" Ftq. wI (2) #4 Bars Ea. Way. lb := plf•ft CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :CHARTER HOMES Telephone (253) 474 -9449 2550 PLAN Fax (253) 474 -0153 z / — 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB 17. w/ 5.4kips Loads Maximum Load For (3) -2x4 HF #2 Built up Wood Post Axial Load Capacity Slenderness Ratio (SL) SL :_ — h KCE•E' FCE SL C: =0.8 KCE: = Spread Footing Design Soil Bearing Pressure (Sb) FCE = 677 psi S := I_2 Kr FcE " F 2 h 1 + — 1 + — F Cp F,, F _ c Cp =0.4 2•C � 2•C C Sb := 2000 -psf P ft := 5400 -1b FTL Fwidth = Sb width = 2.7 ft H := 9.ft psf := psi plf := psf .ft 144 F := 1300 -psi CD = 1 CFI, = 1 CM := 1 c,:= 1 c 1 CF := 1.1 E':= 1300000 -psi F " F Cp•CF F", = 1430 psi (3) -2x4 HF #2 Built Up Post Properties IC 1 (Kr= 0.6 for unbraced nailed built up posts 0.75 for bolted) h:= (3)•1.5 -in t:= 3.5 -in A: =t -h A= 15.8in 1:= t-11 I = 26.6 in 12 S = 11.8in Fc: =CP " �= 593 P„,„, := 32x4HF #2 Built Up Post in a Wall P max = 93401b USE 1'd" continuous footing ok. lb := plf -ft CHARTER HOMES 2550 PLAN 1 r _... 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'14b1 79a .&,ft.3a?trle.r;-rg N. .1 1 GROWL SPACE ' 1 nAOe JOIST - •nil VIeaEOf A PI ENrIRE atm. SPACE O+£R i .... m f..36 p' -0. 5. -y 5' -0• 0 - 0. • . 07'- 1 J I I l r -� � A b W'T r 4sus a 1 - , I i-e- I -0 r rTl y i l it 1-- L e-h— — 0 . a - — i - t — --1 e 1 — 4 bJ O / -04 Ib J L bJ L bJ I. e I 1 0• 3' 3' -6• 3' 3' -6 3/0 3' -9 VJ• OPT a ARAG 2 N• 5' -3' • 5' -0 1/4• 5' -6 N• CONC. SLAB .• CONC. GUS - 5L0F3 3. 30910®5 OH 00 010, )0'-0. 30' -0• 10 -6 N" 5' -5 N• 1 r 1 1 r 1 r 7 J L_ • ?J k L?J L J L_ i CV 4x1 roar m e 1 60 1 ON )I l _ X 3s•a]ixl0• C41C I tip, d 3H' F I'd 3/4 J. 0• 6 4 6• 4 -41 { I 1'-• N WAY 4190 4' -II IR• O j5 1#2• CQY ISTKI•I V © L1931353 INEET L 11' yen STRM LW4030 63E67 VA' FOUNDATION PLAN I/4 "•1'.0" Rev: 560000 User. KW -0602611, Ver 5.6.0, 2-Sep-2002 (c)19632002 ENERCALC Engineering Software General Timber Beam Page 1 pMl000\ 11031 \calculations \11031.ecw:Calwla t Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements k Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity !Full Length Uniform Loads Center Left Cantilever Right Cantilever L Summary !Deflections Beam 18. 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max Negative Moment Max © Left Support Max @ Right Support Max M allow lb Fb Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 Q Center (g Left Right DL DL DL Span= 3.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.660 ; 1 2.1 k -ft 4.1 k -ft 2.11 k -ft at 1.750 ft 0.00 k -ft at 3.500 It 0.00 k -ft 0.00 k -ft 4.12 Reactions... 508.05 psi fv 62.66 psi Left DL 990.00 psi Fv 95.00 psi Right DL Dead Load -0.003 In 1.750 ft 12,090.8 • D.L. Deft)... 0.005 In 0.000 In 0.000 in 380.00 #/ft #/ft #/ft Total Load -0.013 in 1.750 ft 3,329.34 LL LL LL Title : Dsgnr: Description : Scope: 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 1,000.00 #/ft #/ft #/ft 3.50 ft Lu ft Lu ft Lu Maximum Shear' 1.5 Allowable Shear. 2.0 k 3.1 k @ Left 2.41 k @ Right 2.41 k Camber. @ Left 0.000In @ Center 0.0051n @ Right 0.000in 0.66 k 0.66 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Lengt tDefl Job # Date: 3 :14PM, 5 JUN 03 0.00 if 0.00 ft 0.00 ft Beam Design OK Max 2.41 k Max 2.41 k 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 30 Rev: 560000 User. KW-060261 f, Ver5.6.0, 2- Sep -2002 _(c)1943 -2002 ENERCALC Engineering Software General Timber Beam Page j p: 110001 110311calculalions111031 .ecw.Calcula Description LGeneral Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever L Summary Deflections Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max Q Right Support Max. M allow tb 395.58 psi Fb 990.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 Center Left Q Right Beam 19. DL DL DL Center Span 3.500 in Left Cantilever 9.250 ln 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 peadload -0.004 In 2.250 ft 14,411.6 • D.L. Deft ) 0.006 in 0.000 In 0.000In 150.00 #/ft #/ft #/ft LL LL LL Span= 4.50ft, Beam Width = 3.5001n x Depth = 9 25in Ends are Pin -PIn 0.474 : 1 1.6 k -ft 4.1 k -ft 1.65 k -ft at 2.250 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 4.12 Reactions... Tv 44.99 psi Left DL Fv 95.00 psl Right DL Total Load -0.016 In 2.250 ft 3,325.76 Title Dsgnr: Description : Scope: 4,50 ft ft ft 500.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 0.34 k 0.34 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...LengthlDefl Lu Lu Lu Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.5 k 3.1 k Left 1.46 k © Right 1.46 k Camber: © Left 0.000in Center 0.0061n Right 0.000in Max 1.46k Max 1.46 k Dead Loaq Total Load 0.0001n 0.000 in 0.0 0.0 0.000 In 0.000 in 0.0 0.0 3r Rev: 560000 User: KW -0602611. Ver 5.6.0. 2•Sep-2002 _101083-2002 ENERCALC Engineering Software General Timber Beam Page 1 1 p:\ 11000111031\ calculations\ 11031.ecw:Calcula Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements k Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads r Center Left Cantilever Right Cantilever L Summary [Deflections Beam 20. Span= 13.00ft, 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 fb 805.87 psi Fb 935.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. @ Center @ Left © Right DL DL DL 1.500 in 9.2501n Sawn 1.000 Pin -Pin tv Fv Dead Load -0.080 in 6.500 ft 1,951.4 L. Deft)... 0.1201n 0.000 In 0.000 In 16.00 #/ft #/ft #/ft 42.43 psi 75.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fe Allow E Total oad -0.340 in 6.500 ft 459.14 LL LL LL Depth = 9.251n, Ends are Pin -Pin 0.862 1 1.4 k -ft 1.7 k -ft 1.44 k -ft at 6.500 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k-ft Reactions... Left DL Right DL Title : Dsgnr Description : Scope : 13.00 ft ft ft 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 52.00 Mt #/ft #/ft 0.10 k 0.10 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Maximum Shear * 1.5 Allowable Shear. Dead oad 0.000 in 0.0 0,000 in 0.0 Job # Date: 3:14PM, 5 JUN 03 32- 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.6 k 1.0 k @ Left 0.44 k @ Right 0.44 k Camber, @ Left 0.0001n @ Center 0.120in @ Right 0.0001n Max 0.44 k Max 0.44 k otal Load 0.000 in 0.0 0.000 in 0.0 0 i ❑ 0000❑❑ 00000000 ❑ ❑❑❑CJLJ❑ 00 ❑0 FRONT ELEVATION 3 CAR CHAR AREA SUMMARY: 3 CAR GARAGE • ASS SA ]X! BARGE BOARD LW m TRm 1.) ROOF FRAMING FLAN ,< OPTICS AL OPEN FAIL 33 L •.6 F' POST BASE OR NI 04•5 COR PAD . /46 b'04 Ell "OPT. GRIG '^{,' - /POJR 4• FORINRD AND LOSER S FRONT GARAGE L 2 BAT att. 1' -10 N CONC. SLAB 4 CONC. SLAG - SLOPE ,• TOWARDS OR DOORS. POSER METE R v rrOM. GAR DR 14 GARAGE I S r •CCIC. SLAG -SLOPE TOWARDS GM DOOR SVS. D VI OLD RCLCG6 'et TO Be r Ai. SLAG OR PRESSURE TREATED 412 4 MEAD S3 APP. ,0' -e S leO1L OAR OR 9' -5 V! 34 GLG (741W4117/ M.= - CLPi CPITKL7130Ve CARMkA1S 412 DP 2 IIbER O OP(. •I STUB I/4"• P-0" FOUNDATION PLAN L RAISE COIL STEM WALL TO S• AEORE WDIETE SLAG MAIN FLOOR PLAN 9] i 4 (3)] . 3Q- Fl SITTS & HILL ENGINEERS, INC. DESIGNED. JL U DAIS 704- 3O© 1 /OP _ TACOMA, WASHINGTON (253) 474 -9449 CHECKED PEOJECT M f PE-VV LORMkNT 71-1)/t/ # 2 556 DATE_ _ SHEET OF 2 w nL = 2 ) J U xiz PP 4- 2 : 22_•_ - �✓� _ 1 6.3otz t- 12, 2 ;97- �o X336 1- A1LL ) ; 25 3 0/2_ t10 42? # yAioL , t2. 2:6/ ( �. t� o� 36� use ; /2x I r T w/3X3 v2 1 1 1 i l 1 J 1 -4 ■ Rev 560000 User. KW -0602611. Ver5.6.0. 2-Sep-2002 (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p911000% 11031 1calwlalons111031.ecwCalcula Description Beam 21. 'General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements (Deflections Section Name 4x12 Center Span 9.00 ft Lu Beam Width 3.500 fn Left Cantilever ft Lu Beam Depth 11.2501n Right Cantilever ft Lu Member Type 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 Load Dur. Factor Beam End Fixity LFull Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 DL DL DL 208.00 #/ft #/ft #✓ft LL LL LL Title : Dsgnr. Description : Scope: 325.00 Mt #/ft #/ft Job # Date: 3:14PM, 5 JUN 03 0,00 ft 0.00 ft 0.00 ft Beam Design OK Span= 9.00ft, Beam Width = 3.5001n x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment 5.4 k -ft Maximum Shear • 1.5 Z8 k Allowable 5.5 k -ft Allowable 3.7 k Max. Positive Moment 5.40 k -ft at 4.500 ft Shear. @ Left 2.40 k Max Negative Moment 0.00 k -ft at 9.000 It @ Right 2.40 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0 069 in Max. M allow 5.54 Reactions... @ Right 0.000in fb 877.17 psi fit 72.37 psi Left DL 0.94 k Max 2.40 k Fb 900.00 psi Fv 95.00 psi Right DL 0.94 k Max 2.40 k Center Span... Peed Load otal Load Left Cantilever... Dead Load Total Load Deflection -0.046 in -0.118 in Deflection 0.000 in 0.000 in ...Location 4.500 ft 4.500 ft ... Length/Defl 0.0 0.0 ...Length/Defl 2,337.1 912.05 Right Cantilever... Camber ( using 1.5 * D.L. Deft) ... Deflection 0.000 in 0.000 in @ Center 0.069 In ...Length/Defl 0.0 0.0 @ Left . 0.000 In a Right 0.000 In Rev. 560000 User: KW -0602611, Ver 5,6.0. 2-Sep-2002 (c)1903 -2002 ENERCALC Engineering Software Genera! Timber Beam Page 1 Pal 1000U 1031 1calwlaUons \11031.ecw.Calcvla Description !General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity #1 DL t Left DL (fit Right #2 DL (BJ Left DL @ Right #3 DL Q Left DL {t0 Right [Point Loads Dead Load Live Load ...distance Summary 1,300.0 Ibs )bs 3.000 ft Span= 11.O0ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.738: 1 Maximum Moment 8.9 k -ft Maximum Shear' 1.5 Allowable 121 k-ft Allowable Max Positive Moment 8.91 k -ft at 5.500 ft Shear: Max Negative Moment 0.00 -ft at 11.000 ft Max © Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 12.06 Reactions... 1v 156.99 psi Left DL 2.55 k Fv 290.00 psi Right DL 2.55 k tb 2,141.25 psi Fb 2,900.00 psi Deflections Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5 © Center Left Right Beam 22. PrIlm: 3.5x9.25 3.500In 9.2501n 1.000 Pin -Pin 336.00 ft/ft LL © Left 336.00 #/ft LL © Right 96.00 #/ft LL © Left 96.00 #/ft LL © Right 336.00 #/ft LL © Left 336.00 #/ft LL © Right 1,300.0 Ibs lbs 8.000 ft Center Span 11.00ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow Fv Allow Fc Allow E Ibs Ibs 0.00011 Dead Load otal Load -0.325 -0.4531n 5.500 ft 5.500 ft 405.5 291.15 D.L. Defl ) ... 0.488 in 0.000 In 0.000in Title : Dsgnr: Description : Scope: 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 427.00 #/ft Start Loc 427.00 #/ft End Loc 52.00 #/ft Start Loc 52.00 #/ft End Loc 427.00 #/ft Start Loc 427.00 St/ft End Loc Ibs Ibs lbs Ibs 0.000 ft 0.000 ft Left Cantilever... Deflection ...Length/Defl Right Cantltever... Deflection ...Length/Deli Job # Date: 4:22PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft 0.000 ft 3.000 ft 3.000 ft 8.000 ft 8.000 ft 11.000 ft Ibs lbs 0.000 ft Ibs Ibs 0.000 ft Beam Design OK 5.1 k 9.4 k Left 3.96 k @ Right 3.96k Camber. © Left 0.000in © Center 0.488in Right 0.000in Max 3.96 k Max 3.96 k Dead Load Total Load 0.0001n 0.000in 0.0 0.0 0.0001n 0.000 in 0.0 0.0 37 SITTS & HILL ENGINEERS INC. 2901 SO. 401h SL, Tacorpa, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :CHARTER HOMES 2550 PLAN 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB 23. w/ 13.1Kips Load Maximum Load For 6x6 DF #1 Wood Post H:= 9-ft := psi psf plf := psf•ft 144 F 1000 -psi CD := 1 Cpb := 1 Cm := 1 C := 1 cc= 1 Cp := 1 E':= 1600000•psi F"c Fc•CD•Cpc r = 1000psi 6x6 DF #1 Wood Post Properties Axial Load Capacity Slendemess Ratio (SL) SL := h C := 0.8 KO := 0.3 FcE :_ KO -E' SL FcE = 1245 psi 2 1 + 1 + Fcs F " c F " F Kf Cp 2•C 2 - C F' C -F", Ft, = 761 psi max := F' A Spread Footing Design Soil Bearing Pressure (S Sb := 2000•psf Pm 13100-lb P• 1 Emu, • Sb Fwidtb = 6.511 Kf 1 (K = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h:= 5.5•in t 5.5•in A := t -h A = 30.3 in 3 I th I= 76.3 12 S := I - S = 27.7 in h Cp = 0.8 6x6 DF #1 Wood Post P,", = 23015 USE 36 "x36 "x12" thick Spread footing, wi 14) #4 Bars Ea. Way lb plf •ft CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 Fax (253) 474-0153 PROJECT :CHARTER HOMES 2550 PLAN 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB 24. w/ 8.4kips Loads Maximum Load For (3) -2x4 HF #2 Built up Wood Post F� := 1300-psi CD x 1 Cpt, := 1 C := 1 C := 1 Cf := 1 CF := 1.1 E' := 1300000-psi F " F� Co•C F "� = 1430psi (3) -2x4 HF #2 Built Up Post Properties Axial Load Capacity Slendemess Ratio (SL) SL := h C := 0.8 Kr := 03 FcF C KcE• SL 2•C 2 F� 1 + F Fce F Pc K F', := C F', = 593 psi Pmax := F'e A 3 -2x4 HF #2 Built Up Post in a Wall Pmsx = 93401b Spread Footing Design Soil Bearing Pressure (Sp) FcE = 677 psi k 2-C J C Sb:= 2000•psf P := 8400-lb PTL width Sb t:= 3.5-in 12 I.2 S :_ — h Kf C = 0.4 F = 4.2 ft 2 H:= 9-ft psf := pst plf := psf•ft lb := plf 144 Kr= := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h (3)-1.5-in A t-h A= 15.8in 3 I:= th I= 26.6 S = 11.8in USE 24 "x24 "x10" ftq w/ (2) #4 bars ea. wav CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th SL, Tacoma, WA 98409-5697 Telephone (253) 474.9449 Fax (253) 474 -0153 PROJECT :CHARTER HOMES 2550 PLAN 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB 25. Check studs wall F := 1300-psi CD 1 CFb := 1.5 Cm := 1 CL 1 C := 1 CF, := 1.15 C,.:= 1.15 Fb:= 850-psi F'b:= Fb'CD•CFb CL.C, F'b = 1466 psi F"c:= Fe F "c= 1495 psi E':= 1300000-psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL := h KcE,•E' FCE SL F I + cE F " 2 p' C F' := C " F 816 psi P � := F' A P, = 67291b Pit := [(16•psf + 40•psf)•I I + (12-psf + 40•psf)• 2 '� )j 1.33-ft PDL :— [(I6 •psf) \ 3 l ft/ + (12 psf) \ 2. ft/ 133.ft Axial Stress (DL +Wind) C := 1.15 F"'c:= Fc'CD•CFc FDL fDL. A C 0.8 KBE := 0.3 F = 1011 psi 2-C C F "c= 1719psi 1 + FcE 1 + FcE F's Cp.. c 2-C 2-C C _ f = 44 psi Fcg F H:= 9-ft C = 0.5 psf := psi plf := psf -ft lb := plf•ft Try - 2x6 HF #2 Studs Q 16" o.c. h t:= 1.5-in h:= 5.5-in c.= 2 A: =t•h A= 8.3in 3 I:= th I= 20.8in4 • 12 S := I S = 7.6 in PDL = 361 lb Pit = 1282Ib < P,, = 67291b O_K C = 0.5 F := C F = 847 psi CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :CHARTER HOMES 2550 PLAN CHARTER HOMES 2550 PLAN 4y 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB Bending Stresses CD:= 1.15 Fb Fb•CD CL wind = 15•psf•1.33•ft z Wwind'H M 8 M S t e i l Fb fb. s Combined Stresses 1- Fcg f = 321 psi M = 202 ft•Ib Cont. wall Footing Design Soil Bearing Pressure (Sb) S := 2000•psf P = 12821b Pp, 1.33.11 Fwidd,— Sb Fb = 1686 psi S = 1.44 in < S = 7.56 in O.K. z f+ 1 11) — 0.2 < 1 O.K. USE 2x6 HF #2 Studs (off 16" o.c. fDL Fb Exterior wall typical. F = 0.5ft USE 1'-4" x 8" thick continuous footing SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN A2, 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB LATERAL ANALYSIS : BASED ON 2003 INTERNATIONAL BUILDING CODE SEISMIC LOADS BASED ON IBC CHAPTER 16 SEISMIC DESIGN CATEGORY: D2 F,:= S, := 1379 Sgs : = F;S, S1,ys = L4 2 SOS 3 Sets SOS = 0.9 R := 6.5 • THE RESPONSE MODIFICATION FACTOR TABLE 1617.6.2 W BUILDING /STRUCTURE WEIGHT V SEISMIC BASE SHEAR 1.2•SOs Equation 16-56 V R Assume p := L4 SITE COEFFICIENT TABLE 1615.1.1 THE MAPPED SPECTRAL ACCELERATION FOR SHORT PERIOD THE MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE ACCELERATION FOR SHORT PERIODS 5% DAMPED DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS V = 0.17 W Minimum E: Vp W L4 Lateral forces will be distributed along lines of force /resistance. Lines of force /resistance will be investigated for both wind and seismic lateral loads. CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB WIND - USE SIMPLIFIED WIND LOAD METHOD TO QUALIFY FOR SIMPLIFIED WIND LOAD METHOD, THE STRUCTURE MUST BE: 1) FLAT, GABLED OR HIPPED ROOF; AND 2) THE MEAN ROOF HEIGHT IS LESS THAN THE LEAST HORIZONTAL DIMENSION 34 FEET Ps = X Iw ps30 WHERE: WIND EXPOSURE = B 85 mph WIND SPEED = ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE (TABLE 1609.6.2.1(4)) Iw = IMPORTANT FACTOR (TABLE 1609.5) ps30 = SIMPLIFIED DESIGN WIND PRESSURE FOR EXPOSURE B AT h = 30 FEET, AND FOR Iw = 1.0 (TABLE 1609.6.2.1(1)) x Mean Roof Height (ft) Wind Exposure B C D 15' 1.00 1.21 1.47 20' 1.00 1.29 1.55 25' 1.00 135 1.61 30' 1.00 1.40 1.66 35' 1.05 1.45 1.70 MEAN ROOF HEIGHT FOR THE BUILDING IS 24' Xt: =1.0 := 1.0 CHARTER HOMES 2550 PLAN 43 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474.9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB ps30 @ Basic Wind Speed 85 mph a, := 3.4•ft a2:= 3.ft Zones Horizontal Pressure (psf) Roof Angle Roof Rise Load A B C D 'degree) in 12" Case - - - - 0 - 5 Flat 1 11.5 -5.9 7.6 -3.5 10 2 1 12.9 -5.4 8.6 -3.1 15 3 1 14.4 -4.8 9.6 -2.7 20 4 1 15.9 -4.2 10.6 -2.3 25 6 1 14.4 2.3 10.4 2.4 30 -45 7 to 12 1 12.9 8.8 10.2 7.0 0.1 x least horizontal dimension = 0A x 34 = 3.4 feet = m 0.4 x mean roof height = 0.4 x 23 = 9.2 feet BUT NOT LESS THAN 3' OR 4% OF LEAST HORIZONTAL DIMENSION = 1.4' _ 50.1 x least horizontal dimension = 0.1 x 20 = 2 feet a 2 - min l 0.4 x mean roof height = 0.4 x 23 = 9.2 feet BUT NOT LESS THAN 3' OR 4% OF LEAST HORIZONTAL DIMENSION = 0.8" CHARTER HOMES 2550 PLAN 6)1 G • GARAGE W Xtl LIGM CLOCK WI 1RM OVER FRONT y1pg16 ONLY DONNA COpJER 6• RORIZ REVEL 61O IN•xI VP IW Z FLASH MAIN FLOOR dA TRIM ARCUC WMOp16 DO W4 TRI TLP /I fe - - 1 � � IIII YIIY \�� Y. 1YYYl1 IY Y�Y IIY� �OuYYYU6- 61.x6' emcE e: - /ulY1 uYO� �Y�u�YU. UM Ca TRIM •YY�IgGI pIYY� 11 niEril I�YY• IYYYIY��I� Y6Z'IY�YYIYrIYYYY 64'X6' SAND �YIYie. Y••Y�I•IYY6_ \� xSTa - �. 6 eY YYYYY��1.IfIyGY1i�Y� �� Y2'f1c -0i�1• •' ��� �I - I WGINNE 1 61D6G MEM ■■■ M■■ 1� ••�••. .RGVND � t � e�� FRONT ELEVATION "A" REAR ELEVATION "A" • .1' -0 4X4 EAVE D ACES' CEDAR SHAKE 61PMG CONC. STOOP OPTIONAL OPEN RAIL ITC, 4S eG CCTGffR W A' PA .P6. OT00' CONC. P1/4710N 3/45S IBAR E 50 oV Oa TRH Tan OM 2040 SKTLLIIT ]X 04 • C r HOWL BEVEL HOW 4 �]Y RAILER \ / BEUW WAX, Ban \ / sox % / \ / X •• ON b[FlG BT NHTR� R•Xb•64KP 4.541 ' 1 OPT WILT RIGHT ELEVATION "A" 000 LEFT ELEVATION "A" ]MO SKYLIGRT ON ]Xb OIRB n CA1110EIL046 3510E MASTER SUITE II n I L�JL�J6� (31 ] °I° Or TILN4L Hum PLO OR IA IS' GABLE VERY 11 POSER METER 4-6 -, CAM CEILING •51OE RASTER SURE 1 11 n 1 1. i „ — .11. —.1 (3) a°}•(pTIGN4L GRC sTaoR r PAI M r 341 ,sa CIT. ]Bb SKYLIGHT 04 ]%6 G4® •• OH r ICRIt BEVEL 61DN5 RIGHT ELEVATION "B” L ItOOP G ST cWTR 6 �1M RULER \ / BERw $a s / 3 011 % / 702t, SKYLUAIT 04 2 %6 CIITID 11 LEFT ELEVATION "B" I(AER METER r O 4'8 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409.5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Roof Rise is 6:12, pal := 14.4•psf P _ X1•1 -pa1 P := A 1 pbl 2.3•psf P = 14.411 P = 10.41b ft PEW14 := P a 1' 9 • ft • 2 •a1 + P - 2•a + (24 -ft - 2•aj•0.519•ft pc! := 10.4•psf P := 1 1 - 4 1 3131 Pd1 := 1 pd1 pol := 2.4-psf Pb1 = 2.31b ft Pd1 = 2.4113 ft 2 Upper Floor: PNS2t := P 2•al + 2•a + P - 2- a 2) -4•ft + 34-ft-8-ft-0.5 - 2•a1-2 -a1] PNS21 = 3231.411, PEW21 P l + 2•a1.241.0.5) -2 + Pd-[(15-ft - 2•a -4 -ft + 15-ft-8-ft-0.5 - 2•a1.2 -a1 PEW21 = 1650.61b PNS := P + 2•a 2- a1.0.5) -2 + P - 2•al- 214 -ft + 28- ft- 8•ft -0.5 - 2•a PEW22a :_ (P + Pbl- 8•11).2•al + (P -5•ft + Pdl•8•0[15.54t - 2 -a + (22 -ft - 2•a -0.5] PEw22b :_ (1 Pb -al + (P -ft + Pdl•8•ft) -(22 -ft - 2•a0•0.5 Main Floor: PNS1I P + P01 -(3441 - 2- a 2) -9•ft PEW11 := P 9•ft•2 -a -2 + P -(15•ft - 24 ft PNS12 := P 2•a + P - 2 -a1.2) PEW12a P + P -ft - 2•al) + (24-ft - 24 0.5]-9 -ft PEWI2b:= P + P - 240•0.5.9 -ft PNS13 (P -ft + P ft)- 2 -a -2 + (P -ft + P ft)- (12.5•ft - 2•a PNs22 = 2972.6 Ib PEw22a = 1677.41b PEW22b = 1057.91b P NSII = 36721b PEWII = 1893.61b PNSI2 = 3110.41b PEw12a = 2360.2 Ib PEW12b = 1686.2 lb PNS13 = 995.41b PEW13:= P + 2•a + P426 -ft - 2•at•2).4•ft+ 26-ft-9-ft-0.5 - 2•a1.2•at] PEW13 = 27011b PNSta := Pai + 4-11.2-a1 + 2.14-2.a1-03) + P [9 •ft• ( 28•ft - 2•a1.2) + 4.11-(104 1- 2.a + 10-ft-51t.0.5 - 2•a1.2•a PNS14 = 3987.71b PEWl4 = 2360.21b CHARTER HOMES 2550 PLAN (5. L= 1541EA; LL LE0E3O. MEET • N • 1 MEE! *TRAP 1.110040. NEST • N • IV 0w• SFfROAH CARPET 115T 5FPROOM CARPEL (4)1.. OPEN TO ENTRY BELO3� 3. OVAL Tllp !U EKLvHe 5 iICNd'O� [ O . RUE LWO0Z t 16Gi 1 b D 4 34'.0 -9 1/7 3' -4 N' IB'-10 D' -E Er I s' -3 V7 +: T 9 V 20'-0 UPPER FLOW AT ELEV (5) 244 se? NXEP X 1/4 "•' -0" l UPPER FLOOR PLAN 0 TUF • FIRE • L911 • Pat NLE • ALL YlE • RAT NOT F'1 • ALL WIT FOR FLK NO • ALL ALL TTP •sa. • FIFE N Lf • N E • N FP ! PC • TOP NOT NOT 5NC . RIC • NGN .NST USE NOT • YEN S TA 6TP' OFR BEN 0 0 0 0 0 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Walls Upper Floor Wall Line A: Total Wall Length: Wind Shear Seismic Tributary Weight: Roof := 16•psf•34- ft•15.5•ft•0.5 Wall 10•psf•34 ft•H Wa2 Roof + Wall Seismic Force: Check wall section: la 17.5•ft Overturning Moment: Dead load resisting: La := 17.5•ft va2 :- E•W32 Eat • _ La La Net Uplift: U := OTM - DLR la E = 54.1 ft I OTM := E Roof 16•psf•(2.0.5 + 1)•ft•la Wall 10•psf•11 Total Roof + Wall Resisting Moment: DLR Total. la 2 DLR = 17150 lb ft U = — 547.416 Plate Height: H 8-ft va2 = 47.21b ft Roof = 42161b Wall = 136016 W = 55761b Shear Wall Type P1-6 Seismic Controls Design 10d. halls @ 81029 Capacity = 278, PLF ;. OTM = 75711b ft Roof = 5601b Wall = 14001b Total = 19601b NO HOLDOWN CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474-9449 Fax (253) 474-0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line B: Total Wall Length: Lb := 10.11 Wind Shear Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: PEw2r PEW22a vb2 Seismic Tributary Weight: Roof := 16•psf-[(34ft•15.5•ft + 20•11•23•0•0.5 + 20.11•15.5-ft] Wall := 10•psf.34•11•14,2•0.5 Wb2 := Roof + Wall Eb2 B-W Lb Lb Eb2 = 241.31be Lb := 10.ft OTM := vb2.Lb-H,,2 Roof := 16•psf•2-ft•0.5•Lb Wall := 10-psf•}4, Total := Wall + Roof Lb DLR := Total- 2 vb2 = 250.3 lb ft Wind Controls Design OTM = 75711bft OTM — DLR Net Uplift: U. U= 1522.11b SIMPSON MST37 Lb Sheer VVall Thia 10d itaii Capacity FL2ZQ Roof = 12856 lb Wall = 13601b Wb2 = 142161b Roof = 160113 Wall = 8001b Total = 9601b DLR = 48001b ft CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Laterahmcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line C (PLAN A): Total Wall Length: Wind Shear Lc 5 -ft + 5.ft pEW22b vc2 Lc Check wall section: lc 5.ft Resisting Moment: DLR:= Total. lc DLR = 15001bft 2 vc2 = 105.81b8 1 Seismic Tributary Weight: Roof := 16•psf•20•ft•23•ft•0.5 Roof = 36801b Wall := 10- psf•20•ft•H Wall = 8001b W� := Roof + Wall W = 44801b E•Wa Seismic Force: E Ems= 76168 Wind Controls Design Lc Overturning Moment: OTM := vc2.1c•H,2 OTM = 4231.7lb ft Dead load resisting: Roof 16•psf- (2.0.5 + 15) -ft-lc Roof = 2001b Wall := 10•psf•H -1c Wall = 4001b Total := Roof + Wall Total = 600 Ib Net Uplift: 1J:— OTM — DLR U = 546.3 Ib NO HOLDOWN lc Shear 111.aIIType P1-6 10d,nalls @ 8 O.C. Capac t =.278 PLI= CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN s4 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line C (PLAN B): Total Wall Length: Lc := 3.ft + 4•ft + 3.ft Wind Shear Seismic Force: vc2 :_ PEW22b Lc Seismic Tributary Weight: Roof := 16•psf•20•ft•23•ft•0.5 Wall := 10•psf•20•ft•H. •0.5 Wc2 Roof + Wall Check wall section: lc 3.ft E•Wc2 E Lc E = 7616 ft Resisting Moment: DLR := Total. le DLR = 5401b ft 2 vc2 = 105.81bfi 1 Roof = 36801b Wall = 80016 Wc2 = 44801b Wind Controls Design Overturning Moment: OTM:= vc2•Ic•Hw2 OTM = 25391bft Dead load resisting: Roof := 16•psf•(2.0.5 + 1.5)•ft-lc Roof = 1201b Wall := 10•psf•H •1c Wall = 2401b Total := Roof + Wall Total = 3601b Net Uplift: U:= OTM — DLR U= 666.31b NO HOLDOWN lc Shear W;ali T P1fi 1bd H Capacity;- 278: PLF CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line 1: Total Wall Length: LI := 18•ft + 8.5•ft (PN$21 + PNS22)• v12 :_ LI Wind Shear Seismic Tributary Weight: Roof := 16•psf415.541.34.ft + 36•0•284)•0.5 Roof = 122801b Wall := 10•psf•51.5•ft•H2.0.5 Wall = 20601b W1Y:= Roof + Wall W12 = 143401b Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: E•Wt2 E12 := LI 11 := 8.5•ft OTM v12.11•H Roof := 16•psf•(28.0.5 + 1.5) -ft•11 Wall 10•psf- H Total := Roof + Wall DLR Total. 11 2 E12= 91.81bff DLR = 118491b ft v12 = 117.11bff Wind Controls Design OTM = 7959.8 lb ft Roof = 21081b Wall = 680 Ib Total = 27881b Net Uplift: U := OTM - DLR U = - 457.61b NO HOLDOWN 11 Stlear Walt,Type Pi, 6 Capacity,= 278 - PLF,'; CHARTER HOMES 2550 PLAN SITS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 96409-5697 Telephone (253) 474-9449 Fax (253) 474-0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateralmcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line 2: Total Wall Length: L2 := 14.5-ft Wind Shear PNS22' 0 - 5 v22 .– L2 Seismic Tributary Weight: Roof := 16•psf-36-ft-28-ft-0.5 Wall := 10-psf -36- ft-H2-0.5 W22 := Roof + Wall 22 Seismic Force: E22 E•W L2 Check wall section: 12 14.5-ft E22 = 1 11 .21b fr v22 = 102.51bft Roof = 80641b Wall = 14401b W22 = 95041b Shear Wall Type 1?1 10C1paile Seismic Controls Design CaO6citjr. 7a PLF'.' Overtuming Moment: OTM := En-12-H„2 OTM = 12904.4 lb ft Dead load resisting: Roof := 16.psf-(20-0.5 + 1.5)-ft-12 Roof = 26681b Wall := 10-psf-H„, Wall = 1160 lb Total := Roof + Wall Total = 3828 lb 12 Resisting Moment: DLR := Total. DLR = 27753 lb ft 2 OTM – DLR Net Uplift: U:= U= NO HOLDOWN 12 CHARTER HOMES 2550 PLAN - Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN s? 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line 3: Total Wall Length: Wind Shear L3 := 4-ft + 4-ft v13 :_ Check wall section: 13 4-ft PNS21 L3 v13 = 2021b ft Seismic Tributary Weight: Roof := 16•psf•15.5•ft•34•ft•0.5 Roof = 42161b Wall 10•psf• I5.5- ft•H Wall = 6201b W13 := Roof + Wall W13 = 4836113 DW13 Seismic Force: E13:_ EI3 = 102.6 thff Wind Controls Design L3 Overturning Moment: OTM := v13-13-11,,, OTM = 6462.71bft Dead load resisting: Roof := 16•psf- (2.0.5 + 1.5)•ft•13 Roof = 1601b Wall := 10•psf•H Wall = 3201b Total Roof + Wall Total = 480 Ib Resisting Moment: DLR Total. DLR = 960Ibft 2 Net Uplift: U:– OTM – DLR U= 1375.71b SIMPSON MST37 13 Shea: Wall Type; P1 -6 1 0d nails 0;67 o.C: Capacity' = 27& PLF CHARTER HOMES 2550 PLAN 0' e' -4' 4' -3 N N0' -5' }• -5 V2 2' -9 1/4 3' -2 314" CONC. PAT1 OW' S. /d• ®SRS ,•! . ��;i5' PC�@i.T•_r:...' .,. 2 . .'.U:' I "'c�J'L`:S .. NOOK L eke 2— FAMILY RM 4*: 1 1 30 AP P. V UML • CAa ET IN ^ 0 1111 ...r 0 4 d i • } P \ 5'.l' 3' -b' 0'.O• 3.9 • iLia b'.l N' 4 Fr6 g ... 2 y 5 W]30 III 1223 REF ___ 0. 11 — tt 1 E A ' �uYi•5r S`wY S Ni1, 3 t�� �• ]LwrIt.DTr.a" � m I^ p e u C _ 3n�9Wrx �Nj1 �.: G RM. N, • 241. 2. AFrP 0 PEN 6 V.T. •� ,M.. i m `°1PE1 W) 'I � _ _ DI NT 1a LASPE VAULT , r 4 II � ;ma,E uL�fLL E �e]n• P 0 - Le °In w'A O J - Le C25.1 , � War =I� _ • � I r ? ' ( � J • / 9��i a 4. - l • 1110, .. • . 17Ef ti VAULT '.1 , J ij . , ]k. I opt nm FURRING M LMI0RT MK $k 3" C rut pp i4 I. y/ ,� -1 v { � ' r , hrsr, l4 / % L k El - : / _ C LIVING RM. ,'•II' INS r2 . 10 ii, CARPET VAULT ' c m 2 Y 2.AtZSO t r 07 N•NpLG > qAM � ;:' 1 ] ■ b) L6 '? 4 YV A AG S ' n)3° ✓ su 41 SLAB-SLOPE • DS W POOR 3' -9 V/ 3' -91/4 b' -} 3/4 6' -J 3/4 r r 7+4472-b-141 Ox awe oft � 1 L J 12 I I s I 34•4 t - til.re aoau anov9 _ AA w"} I I 1 0J254 __.t_ 1 I A / a A % r rAD EXTEND Ca EXTEND 4' FUR PAST COLUMN • snE! 7 O Tr r �I r - 5 N• I' -D U2' F-b .-- 1 - 6 U]' JO O' 40 ce 0 41 OPT GARAGE SeS MEET 61 1.116010. FEET 9EE STRAP LEB00, MsET'SP 20' MAIN 1/4 "'I' -0` FLOOR PLAN MA I/4 "• I' S5 = SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474.9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Walls Main Floor Wall Line A: Total Wall Length: La := 4•ft + 5.5.ft + 5.5.ft Wind Shear val (PEw21 + PEWtt)•0.5 La Seismic Tributary Weight: Roof := 16•psf•34•ft•15•ft•0.5 Wall := 10 psf•34•ft•(H + H Floor:= 12•psf•34•ft•15•ft•0.5 W Roof + Wall + Floor Seismic Force: Check wall section: Overtuming Moment: Dead load resisting: Resisting Moment: Net Uplift: U E• Wat Eat La la:= 4 -ft E = 128.91b OTM := E Roof := 16•psf•(2.0.5 + 1)•ft•1a Floor:= 12•psf•15•ft•0.5.1a Wall := 10•psf•(H, + H Total := Wall + Roof + Floor DLR := Total. la 2 OTM — DLR is U = 575.91b Plate Height: val = 118.11bfr Roof = 40801b Wall = 42501b Floor = 306011) Wat = 113901b Seismic Controls Design NO HOLDOWN 9•ft Shear Wall Type P'1C6 1OdHalls Capacity _ 27 PLF } OTM = 4639.61bft Roof = 1281b Floor = 360 Ib Wall = 680 Ib Total = 116811) DLR = 960 lb ft CHARTER HOMES 2550 PLAN 5 SITTS & HILL ENGINEERS INC. 2901 SO. 40th SL, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line El: Total Wall Length: Lb := 5.5•ft+ 9•ft Wind Shear Seismic Tributary Weight: Roof := 16•psf•(34•ft• 15•ft + 20-1139- 0)-0.5 Wall := 10•psf•34•ft.(Ht•0.5 + 11,0) Floor:= 12•psf•(34- ft•15•ft + 20- ft•39•ft)•0.5 Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: (PEW2t + PEW! 0'0.5 + (PEwVza + PEW12a) vbl Lb Wbt := Roof + Wall + Floor E'Wbt Ebt Lb Lb := 5.5•ft OTM:= vb1-Lb•H Roof := 16•psf • (2.0.5 + 1)-ft-Lb Wall := 10•psf•(H + 1-1 Floor 12•psf•24.5•ft•0.5-Lb Total Wall + Floor + Roof DLR Total - Lb 2 OTM — DLR U Lb vb1 = 400.71b Roof = 103201b Wall = 42501b Floor = 77401b W = 223101b Ebt = 261.1 1bf t Wind Controls Design U = 264621b OTM= /9832.8 Roof = 1761b Wall = 935 Ib Floor = 808.51b Total = I919.51b DLR = 527&61b ft SIMPSON STHD1ORJ Shear Wall Type,P1-4 10d nails @ 1 O C • ; Capacity' ='418 PLF HOMES 2550 PLAN tt 0 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474-0153 PROJECT: CHARTER HOMES 2550 PLAN GI 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line C: Total Wall Length: Lc:= 1.875•ft+ 1.875•ft Wind Shear PEW22b - f PEW12b vc1 Lc vcl = 731.81bft Seismic Tributary Weight: Roof := 16•psf- 2041•24•ft•0.5 Roof = 38401b Wall := I0•psf•20•ft•�F%1.0.5 + 11,,, Wall = 25001b Floor := 12•psf•20•ft•24•ft•0.5 Floor = 2880 Ib W Roof + Wall + Floor W = 92201b Seismic Force: E L I := E ` E = 417.31bft Wind Controls Design Lc USE LATERAL RESTRAINED PANEL, SEE DETAIL 403 CHARTER HOMES 2550 PLAN SUITS & HILL ENGINEERS INC. 2901 SO. 40th S1, Tacoma, WA 98409 -5697 PROJECT: CHARTER HOMES • Telephone (253) 474 -9449 2550 PLAN Fax (253)474 -0153 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line D: Total Watt Length: Ld:= 3-ft + 3•ft Wind Shear Psw13 Shear Wall TypaP1 -6 vdl . vdl = 225.1 lb ft 1 10d nails @ 6 OiC. ';. Capacity 278 P Seismic Tributary Weight: Roof := 16- psf•12.5•ft- 26•ft•0.5 Wall 10•psf • 12.5 •ft•H Wdt := Roof + Wall E•W'dt Seismic Force: Edt Resisting Moment: Net Uplift: Ld OTM - DLR U Id Roof = 26001b Wall = 562.51b Wdt = 3162.51b Edt = 89.51btf t Wind Controls Design Check wall section: Id 3 .ft Overturning Moment: OTM := vd1.1d•H OTM = 6077.2Ibft Dead load resisting: Roof := 16-psf•30•0.5•ft-Id Roof = 7201b Wall := 10•psf•I Wall = 270 Ib Total := Roof + Wall Total = 9901b DLR:= Total.— DLR = 14851bft U= 1530.7Ib SIMPSON STHD1ORJ CHARTER HOMES 2550 PLAN 62- SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 1: Total Wall Length: LI := 30.5•ft Wind Shear Seismic Tributary Weight: Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: (pNS21 + F14S11 + FNS12 + FNS24 v11 :_ LI Roof := 16- psf•(15• 1.34•ft + 39.ft•20•ft)•0.5 Wall := 10•psf•54•f1-(H,„2 + H Floor 12•psf•(15•ft•34•ft + 39•ft•20•ft)•0.5 W := Roof + Wall + Floor E•Wll E11•— L1 11 := 30.5•ft E 126lbfi OTM - DLR U:- 11 OTM:= v11•I1•H Roof := 16•psf •(20•ft -0.5 + 1.540-11 Wall 10•psf•(H + H)•11 Floor := 12•psf•1.33•1.0.5•11 Total := Roof + Wall + Floor DLR := Total. 11 2 U = — 3604.21b v11= 212.91bff Roof = 103201b Wall = 45901b Floor = 7740 Ib W = 22650 1b Wind Controls Design OTM = 58438.7 lb ft Roof = 56121b Wall = 51851b Floor = 243.41b Total = 11040.4 Ib DLR = 168365.9 lb ft NO HOLDOWN Sheatoin T -6 IN nails C , 278 PLF '. CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474.9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 2: Total Wall Length: L 16.5•ft \FN512 + FNs22)• Wind Shear v21 := L2 Seismic Tributary Weight: Seismic Force: Roof 16- psf•39•ft•20•ft•0.5 Roof = 62401b Wall := 10.psf•39•ft•(H +H Wall = 48751b Floor:= 12•psf•39•ft•20•ft•0.5 Floor = 46801b W21 := Roof + Wall + Floor W21 = 15795 Ib Resisting Moment: Net Uplift: E'W2t E21 L2 Check wall section: 12 := /6.5-ft Overturning Moment: OTM := v21.12H OTM = 27373.5 lb ft Dead load resisting: Roof := 16-psf•(20-ft•0.5 + 1.5•ft)•12 Roof = 30361b Wall := 10•psf•(H + H Wall = 28051b Floor:= 12.psf•1.33.0.5•ft-12 Floor= 131.71b Total := Roof + Wall + Floor Total = 5972.7 Ib DLR := Total- - 2 E21 = 162.51b f 1 v21 = 184.31b ft Wind Controls Design DLR = 49274.5 Ib ft :_ OTM - DLR U U = - 1327.31b NO HOLDOW N 12 Shear V11all T P1; 6 •Ggpaclty:= 2 78 PLF CHARTER HOMES 2550 PLAN 6 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 6@ 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor WaII Line 3: Total Wall Length: L3 := 10.ft v31 :_ (PNSI t + PNS21) -0 L3 Wind Shear Seismic Tributary Weight: Net Uplift: Roof := 16•psf•15•ft•34•R.0.5 Roof = 40801b Wall := 10•psf•15•ft•(H + 11,4 Wall = 18751b Floor 12-psf•15•ft•34•ft•0.5 Floor = 30601b W := Roof + Wall + Floor W = 90151b Seismic Force: E :_ E — E31 = 1531bft Wind Controls Design L3 Check wall section: 13 := 1O•ft Overturning Moment: Dead load resisting: Resisting Moment: OTM := v31.13•H OTM = 31065.1 lb ft Roof := 16•psf•(2.0.5+ 1)•ft•13 Roof = 3201b Wa11:= 10•psf•(H + H Wall = 17001b Floor 12•psf•1.33•ft-13 Floor = 159.61b Total := Roof + Wall + Floor Total = 2179.61b DLR := Total. — 2 DLR = 108981b ft Sheer WaII Type P1-4 v31 = 345.21bff 10d hails C C pecity = 418 - PL'F ' OTM -DLR U: U= 2016.71b SIMPSON CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th Si, Tacoma, WA 98409-5697 Telephone (253) 474-9449 Fax (253) 474-0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 4: Total Wall Length: Wind Shear v41 :- Seismic Tributary Weight: Seismic Force: L4 := 4•ft PNSI3' • L4 v41 = 124.41b Roof := 16•psf-261t.12.5.ft.0.5 Wall := 10. psf -26-ft.H, .0.5 W41 := Roof + Wall Check wall section: 14= 4•ft E .1 E41 = 1601bft L4 Roof = 26001b Wall = 11701b W41 = 377011, Seismic Controls Design Overtuming Moment: OTM := E41.14-1 OTM = 5758.71bft Dead load resisting: Roof := 16-psf.4.0.5•ft-14 Roof = 128 lb Wall := 10.psf Wall = 360 lb Total := Roof + Wall Total = 488 lb 14 Resisting Moment: DLR := Total— DLR = 976 lb ft 2 ipb§.0 OTM - DLR Net Uplift: U:- U = 1195.71b SIMPSON STHDIORJ 14 CHARTER HOMES 2550 PLAN Telephone (253) 474 -9449 2550 PLAN Fax (253) 474 -0153 C� g 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 5: Total Wall Length: L5:= 4•ft + 9•ft Wind Shear v51 Seismic Tributary Weight: PNSt3' °• L5 Roof 16.psf•2641.20•ft•0.5 Wall 10•psf •26•ft•H •0.5 W51 := Roof + Wall E•a'st Seismic Force: E51 := L5 E51 = 69.61bft Check wall section: 15 := 4•ft Resisting Moment: DLR:= Total. DLR = 9761bft 2 v51 =38.31bft Roof = 41601b Wail = 11701b W51 = 53301b Seismic Controls Design Overtuming Moment: OTM := E51.15•H OTM = 2505.11b ft Dead load resisting: Roof 16•psf•(2.0.5 + 1)41•15 Roof = 1281b Wall := 10-psf•H Wall = 3601b Total := Roof + Wall Total = 488 Ib Net Uplift: U:= OTM – DLR U= 38231b NO HOLDOWN 15 Sheaf Type 19;10 10d nails; @ O C. ,, •Capacit 278 PLR y CHARTER HOMES 2550 PLAN 6y' u)x. 3 V 1/2 Ole , .7 ") xx NS DIRECT wrt am F E Thnt= Ix89411 2• TO • 41 4!?. xxe wWZRf. N LAUNDRY FT1 (313.6 (3)x.6 m 3 1/2 • 3 I/• DINING RM xvb CARPET VNli HAL. WALL LIVING RM- CARPET Vd1T Al t4 .9 4. -1 IR• •x6T 114230 (3) xx6 ENTRY COMPETE PAD EXTEND v xW PAST CC4311.1 • 610E3 OPT GAWAGE DEE 'MEET 61 so So ® s •w•nwrvn\ (3AM GARAGE 4 CRC- SLAB -SLOPE 3 TPYMDS 014 DOOR IS•1.OH hue DR - .. - LNE CP 31SLL ABOVE 40 D••] CONC. PATIO 12 U4 ".I' -0" MAIN FLOOR PLAN 20' -O• p P -5 1R• BA' e4 H b M8 USE Ha w OF 00 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 70 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 1 (3 -Car Garage Option): Total Wall Length: LI := 5-ft + 7.5•ft + 5.5.ft Wind Shear Seismic Tributary Weight: Seismic Force: Resisting Moment: Net Uplift: \PN52i +PNSII)' v11 :_ L1 Roof := 16•psf•(15•ft•34•ft + 14•ft•20•ft)•0.5 Roof = 632016 Wall := 10•psf•2944H + 11 -0.5 Wall = 2465Ib Floor:= I2•psf•(I5•ft•34.ft+ 14-ft•20•ft)•0.5 Floor = 47401b W Roof + Wall+ Floor W11 = 135251b Elt• L1 v11 =191.81b11 Eii = 127.51be Wind Controls Design Check wall section: 11 := 5•ft Overtuming Moment: OTM := v11.11441 OTM = 8629.21bft Dead load resisting: Roof := 16•psf•(17•ft•0.5 + 1.5-ft)-11 Roof = 8001b Wall 10•psf•(H + H Wall = 850 lb Floor := 12•psf•1.3341.0.5.11 Floor = 395 Ib Total := Roof + Wall + Floor Total = 1689.91b DLR := Total 11 2 DLR = 4224.81b ft OTM —DLR U U = 880.9Ib NO HOLDOWN 11 Shear Type Pt,.' -6 lOd nailsyc�il 0' O G .,,' Capacity.' = =278 PLF;'' CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 96409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design G W W chk EAB Main Floor Wall Line 2 (3 -Car Garage Option): Total Wall Length: L2 = 16.5-ft (Pus-22 + PNS14) L2 Wind Shear v21 : Seismic Tributary Weight: Roof := 16•psf•39•ft•3641•0.5 Roof = 11232 Ib Wall := 10•psf•39.ft•(H,,,1 + H Wall = 48751b Floor := I2•psf•39•0.20•ft•0.5 Floor = 4680 Ib W21 := Roof + Wall + Floor Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: • EN- L2 12:= 16.5-ft OTM := E DLR := Total • 12 2 E21 = 213.81b 8 v21 = 210.91b 8 1 W21 = 20787 lb Seismic Controls Design OTM = 317523 lb ft Roof := 16•psf•(20•ft•0.5 + 1.5•ft)•l2 Roof = 30361b Wall := 10•psf•0H4 + H Wall = 2805 Ib Floor 12•psf•1.33.0.541•12 Floor = 131.7 Ib Total := Roof + Wall + Floor Total = 5972.7 Ib DLR = 49274.5 lb ft U:= OTM—DLR U = —10621b NOHOLDOWN Shear Wai(r e`P1 = 6 Capacit , 278 PLF.: ` CHARTER HOMES 2550 PLAN SETTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB 72 Main Floor Wall Line 6 (3 -Car Garage Option): Total Wall Length: L6:= 234i 6 \PNS22' PNS14)• v61 :_ Wind Shear Seismic Tributary Weight: Seismic Force: L6 Roof := 16•psf•39.ft•36•ft 0.5 Wall := 10•psf•39.ft•(H + H w1 .0.5) Floor 12•psf•39•ft•20•ftt0.5 W61 := Roof + Wall + Floor Check wall section: 16 := 2341 Overturning Moment: Dead load resisting: Resisting Moment: E•W 61 E61:= L6 Net Uplift: U := OTM — DLR 16 OTM := E61.16•H E61 = 153.41b8 Roof := 16•psf•(10•ft 0.5 + 1.54)•16 Wall 10•psf 41 Total := Roof + Wail DLR:= Total• 2 U = —850.5 Ib v61 = 151.31bft 1 Roof = 112321b Wall = 48751b Floor = 46801b W61 = 20787 lb Seismic Controls Design OTM = 31752.3 lb ft Roof = 23921b Wall = 20701b Total = 446216 DLR = 51313113ft NO HOLDOWN Shear :Waft T0pe;P..1. 6 190 nails @ 6 .O:C, Capacity 278: PLF CHARTER HOMES 2550 PLAN Lod- 2X6 FAMILY RN CARPET DIRECT VENT GAS PIP Tbnz 1189 *to l4 TG. .l ATP. u 1 STUD(gi7 (3• 5.6 DINING RM S�5 U'RPET vd411 11AV GALL I IVINri e11 CARPET va4T S1 NMI M M•S PT ro51 TV- OMEre PAD EXTEND • Tit PAST CQIIM 4 NOES OPT GA¢F AGE an SWEET GI Nf DI6 T GARAGE •• CaC. 6LAS -SLOP! 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Subject: Report of Geotechnical Services 9 Lot Short Plat on South 130 Street Tukwila, Washington Dear Mr. Parnell: SITE AND PROJECT DESCRIPTION Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting 19231 -36 Avenue W >, Suite 5201 Lynnwood, Washington 98036 FILE COPY ^` REVIEWED i ok CODE COMPLIANCE APPROVED JUN 1'1 2001 Of Tukwila B ILDIN DIVI ION J -631 February 9, 2000 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 foundationi 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 western portion of the site, and minor cuts and fills in the eastern 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 g- -pted geotechnical engineering practices for the exclusive use of Keystar, Inc., atd .t,' r specific application to this project. NOV 0 3 2006 PERMITCENTER pr The project site is located on the south side of South 130 Street between 37 Avenue 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, DUo42M 12.. 9 Lot Short Plat on South 130 Street Tukwila, Washington FIELD EXPLORATION Subsurface Conditions Zipper Zeman Associates, Inc. Im¢t_lItv e...,,,,.w c..:r. r.__.._. .a.., J-631 February 8, 2000 Page 2 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 western margin of the site to slopes approaching 35 percent along the topographically lower, eastern 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 western 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. 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 eastem 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. 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 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 eastern 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 13201 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 RN 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 eastern 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 eastern 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 ha'ard 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 I00 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 undiained shear strength greater than 2,000 psf. 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 B201 Zinner 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 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 proofinlling 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 Zinser Zeman Associates, Inc. 19231 — 361y Avenue W., Suite 9201 Lynnwood, Washington 98036 (425) 771-3304 9 Lot Short Plat on South 130 Street Tukwila, Washington 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 backfilled 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 spells, 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 five 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:1V 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. Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 ` Lynnwood, Washington 98036 J -631 February 8, 2000 Page 6 (425) 771.3304 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 7 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 firm, 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 spalls, 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 5201 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 spoiling. 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:1 V 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. 19231 — 36ty Avenue W., Suite 13201 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 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 ''A 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 bather. The impermeable membrane should be protected by two inches of fine, moist sand Zipner 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 Backfilled Walls 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. 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 13201 Lynnwood, Washington 98036 (425) 771-3304 9 Lot Short Plat 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 Backfilled 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 spans which are underlain by a geotextile with similar strength characteristics as Amoco 2016 woven fabric. Construction Considerations 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 8201 Lynnwood, Washington 98036 J -631 February 8, 2000 Page 11 (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 our 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 4/312000 .� Enclosures: Figure 1— Site and Exploration Plan Test Pit Logs TP -1 through TP -5 19232 — 36ty Avenue W., Suite 8201 Respectfully submitted, Zipper Zeman Associates, Inc. J ,^ a.a'm.$.tp James P. Georgis Staff Geologist 35T James B. Thompson, P.E. Principal J -631 February 8, 2000 Page 12 Zinger Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 6573 50. FT. • 4 5 LEGEND g B C: 0383 ru LST 10. 71•0e0-0e01 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 Lm . n.oao-01ro 0 SCALE IN FEET 60 ZIPPER ZEMAN ASSOCIATES INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT N0.1.631 DATE: JANUARY 2000 DRAWN 13Y: JPG SCALE: I " •• 60' 9 LOT SHORT PLAT ON SOUTH 130 STREET TUKWILA, WASHINGTON SITE AND EXPLORATION PLAN FIGURE 1 1923136 AM w. �U, Test Pit TP -1 Project: 9 Lot Short Plat on South 130' Street Location: See Site and Exploration Plan, Figure 1 Project No: J-631 Elevation: 75 Feet Date Excavated: 1/24/2000 Depth Material Description Sample N %M Testing (D) 6" loose, moist to wet, brown, ruw sandy silt with race gravel and fine organic _Mwerk"rops0`T Sta moist, mottled gray -brown, fine sandy SILT. 2.0 Median dense grading to dense at 4', moist mottled gray brown, silty SAND with S -1 17 trace to some grovel. (Weathered glacial till) I I I 4.0 I I 130 1 1 6.0 I 8.0 Vary dense, mois4 gray, silty SAND with trace to some gravel. (Unweathered glacial till) 10.0 rest pit terminated at 10 feet on 1.34-00. I No aewpage or caving observed at time of exploration. 12.0 14.0 16.0 L_ 18.0 I In a "I. Test Pit 77-2 Location: See Site and Exploration Plan, Figure I Elevation: 76 Feet Depth Material Description (it) C Loose, moist to wet, brown, silty SAND with some organic material. (Topsoil) Loose to medium dense, racial, mottled gray- brown, silty SAND with uses to some gavel. Whe mesh observed at 1.8 feet. (Fitt) 2.0 1 Loose to medium dense, wak mottled gray- brown, thinly ioterhedded silty fine SAND and stiff sandy SILT with some fine send and trace clay.. 4.0 6 Q Medium dense grading to dense at 6, moist to wet, grey- brown, silty SAND with some gravel. (Glacial till) 8.0 10.0 1 Test Pit at 10 feet on 1- 242000 with backhoe refusal. No seepage observed ai time of exploration. Slight caving above S feet. 12.0 1 14,0 Project: 9 Lot Short Plat on South 130 Street Project No: J -631 Date Excavated: 1/24/2000 Sample Nc %M Testing S -1 10 I i S-2 I 10 If II I i I I I I 19231 36 Ave. W. Suite B201, Lynnwood, %,binglon yaw, Test Pit TP -3 Location: See Site and Exploration Plan, Figure I Elevation: 78 Feet Depth Material Description (ft) C loose, moist to wet, brown, silty SAND with roots and two orgenie materiel. (Topsoa) Loose, moist grading to wet, brown, silty $oe to medium SAND g sdins to fine to sedum SAND with some sik. 2.0 4.0 1 Dense grading to very dense, moist, gray-brow, silty SAND with trace to some 6.0 gravel ®d true cobbles. (Glacial T0l) r Ow foot diameter boulder encountered at6.5' 8.0 Test pit terminated at 8.S feet on 1.242000 with backhoe reftaL No seepage observed at time otezplenwon. 10.0 Slight Caving from 3.5 feet 12.0 14.0 16.0 18.0 Project: 9 Lot Short Plat on South 130 Street Project No: J-631 Date Excavated: 1124/2000 I Sample Nc %M Testing 1 1 S -1 3 I S -2 t 19231 3e Ave. W. Suite B201, Lynnwood, Washington 98036 Test Pit TP-4 Location: See Site and Exploration Plan, Figure 1 Elevation: 97 Feet Depth Material Description 00 6" Loose, wet, brown, silty SAND with some organic material and fine toots. (Topsom Loose to medium dense, moist to saturated, gray -brown, silty SAND with trace gravel. i41Q Stiff, wet, mottled gray -brown, sandy SILT with trace clay. 4.0 Dense, moist, light gray- brown, silty fine SAND with trace grtwei to very stiff fine, sandy SILT. Glacial Till) 6.0 8.0 10.0 12.0 14.0 16.0 Teat Pit Terminated at 10 feet on 124200D. Slight seepage observed at 2 feet at time ofexploation. No caving observed. Project: 9 Lot Short Plat on South 13CP Street Project No: J-631 Date Excavated: 1)24!2000 Sample NC %M Testing S] 10 S-2 I I I S -3 I 18.0 7 # 2utmeaQ iu[uS£ tth '90U :and 1111111111111 SIZE 2x 4 2x 4 2x 4 LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: HF #2 BOTTOM CHORDS: HF #2 1- 4 WEBS: HF STD /STUD 1- 5 TC LATERAL SUPPORT <= 12"0C. DON. BC LATERAL SUPPORT <= 12 "OC. UON. t I � 1' C -3x6 1 FILE NO.: A2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357628 PANEL (5) 1- 4 12 6.00 12 Scale: 1/4" JOB NAME: CHARTER HOMES, 25508..."A2" 10 -00 -00 C - 3x6 10 -00 -00 This design prepared from computer input by RTS - CHASE LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD = TOTAL LOAD = BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 1' C -4x6 4.0" TRUSS SPAN 20'- 0.0" LOAD DURATION INCREASE a 1.15 SPACED 24.0" 0.C. C -5x7.7 C- 2.5x2.6 20 -00 -00 C- 2.5x2.6 WARNINGS: 1. R.ad NI G.MrI Nobs and Waring. bards ctlpmglan of tureen. L Bulldr and erealon conlncla should be adv W d Wall General Notes end Wendngs bekre conmrucdon o nwnsrlcsa. 3. 1x3 comps wWn web bracing must be Nstallad where shown ". A All label force retlwg elements such as temporary and pernenent bracing, must ha deagned and aaaded by dealoner of complete structure. Compoinn Swum.; Ire responeiblliry for such braang. 5. No bad shoutd beappled la any componenl until aaer all bracing and hWners are complete, and at m finis ahauk any loads greater t design wade be applied h any camponem. 0. CompisTrde hae no control overand assume. no reeponalblllty la, tha fabdGdon. handling. shipment and lowWWean o1 comporwne. I. T1ds desgn h hanlahed subieab the limttadens an bode dealgns set fonh by TPI M HIBal orTPWITCA In SCSI l.03 rophs of wbkh wig be hunlshed by CompuTrde upon raggael. 10 -00 -00 C -3x6 10 -00 -00 12 \16.00 3 001=- 12 35.0 PSF 8.0 PSF 43.0 PSF 11111111111111111111111111111111111111111111 C -3x6 1 rn 0 BRG @ BRG @ General Notes. unless otherwise noted: 1. Design lo support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced at 2 -0' o.c. and al 12 -0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contracts. 5. Design assumes trusses are to be used in a non - corrosive environment. 6. D and are for "dry ondition' of use. esign assumes full bearing at all supports shown. Shim or wedge if necessary 7. Design assumes adequate drainage t faces is 6. Plates shall be littered on ti faces o and placed so (heir center 9. ines ts Indicate C slaa f o of f n plat te e In niches. 10. Ci b v 11. R es of the CompuTrus Platte,, indicated by the prefix The (t )) Indicates Section tess ge r rnate rial to u ssed the arre 2b ga. Trans ID: 102473 7.1.3T(1L) -F IRC B 1a 2167 W 1= T 2= -1738 8 2- 2166 W 2- T 3- -1738 B 3= 2166 W 3- T 4= -2462 B 4- 2167 W 4- W 5a LEFT 860 71 - 615 1220 - 615 71 RIGHT = 660 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.38 DP / 2.12 HF / 2.02 SPF 20'- 0.0" 1.38 DF / 2.12 HF / 2.02 SPF MAX LL DEFL = - 0.166" @ 10'- 0.0" L/360 = 0.636" MAX TL DEFL = - 0.286" @ 10'- 0.0" L/240 = 0.954" MAX HORIZ. LL DEFL = 0.128" @ 8 MAX HORIZ. TL DEFL - 0.220" @ 8 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 481 -0900 1 EXPIRES 6/30107 1111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HE #2 1- 4 BOTTOM CHORDS: 2x 4 MSR 1650F 1- 2 WEBS: 2x 4 HF STD /STUD 1 - 3 TC LATERAL SUPPORT <= 12 "OC. DON. BC LATERAL SUPPORT <= 12 "0C. VON. rn O 1' 1 FILE NO.: A3 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357629 10 -00 -00 Scale: 1/4" JOB NAME: CHARTER HOMES, 25508... "A3" This design prepared from computer input by RTS - CHASE 20 -00 -00 TRUSS SPAN 20'- 0.0" LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD w 10 -00 -00 WARNINGS: 1. Rasp all General Notes and Warnings Wore coMruclbn of imam. 2. Builder and erection caodactor should be advised of all General Notes and Warnings before construction commences. 3. 1x3 compremfon web brazing must be Installed when shown +. 4. All lateral force resisting elements such as temporary and permanent bracing, must be deslgid and provided by designer of ddm9lote structure. CompoTrus assumes no reepontblltty for such bracing. 5. No load should be implied to any component uMll alter ail bracing and fasteners are complete, and at no time Should any loads greater than design loads be applied to sus component. 5. Compurrue has no control over and assumes no responsibility for the bbdv UOn, handling, shipment and Installation of components. 7. This design is furnished subject to the limitations on buss designs set forth by TIN In 111841 or TPWITCA N SCSI 1-03 copies of which will be furnleMd by CompuTnre upon request. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 35.0 PSF 8.0 PSF 43.0 PSF 1 111111 111111111111 1111111111111111111 SINGLE MEMBER FORCES 4WRDH T 1= -1418 B 1- 1193 W 1= -404 T 2- -1030 B 2- 1193 W 2- 581 T 3- -1030 W 3= -404 T 9- -1418 LEFT - 860 RIGHT = 860 BEARING AREA REQUIRED (SQ. IN) BRG @ 0'- 0.0" 1.38 DF / 2.12 HF / 2.02 SPF BRG @ 20'- 0.0" 1.38 DF / 2.12 HF / 2.02 SPF MAX LL DEFL = - 0.050" @ 10 0.0" L/360 = 0.647" MAX TL DEFL = - 0.085" @ 10'- 0.0" L/240 = 0.971" MAX ICRIZ. LL DEFL = 0.021" @ 6 MAX HORIZ. TL DEFL - 0.035" @ 6 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 431 -0900 1 EXPIRES 6130107 • 1 11IIII , CompuTvus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF #2 1- 2 BOTTOM CHORDS: 2x 8 DF SS 1- 2 WEBS: 2x 4 HF STD /STUD I- 3 TC LATERAL SUPPORT <= 12 "OC. UON. BC LATERAL SUPPORT <= 12 "0C. UON. Single member as shown. Hangers attached to the bottom chord will have 1.5" max. nail penetration. car Scale: 3/8" JOB NAME: CHARTER HO FILE NO. : 131 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357630 C- 5x14.5 C -3x4.3 5, 25508..."B1" 12 6.00 C -5x7.7 8 -00 -00 This design prepared from computer input by RTS - CHASE TC ONIF LL( BC UNIF LL( 50.0) +DL( 225.0) +DL( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. Bottom chord requires plates held down 4" typical UON and hanger height covers 85% or more of member depth. C- 2.5x4.3 C -4x7.7 C - 7x7.7 WARNINGS: 1. Read all General Notes and Warnings before canmucNOn of trusses. L Builder end erection contractor should be advised of all General Name and Warnings before oanrtruclion commencer. 3. 1x3 compression web bracing coal be Metalled when sheen e. 4. AS lateral forts resisting elements such as temporary and permanent bracing, mat be designed and provided by designer of complete structure. Com plains assumes no napansIbYlry for such bating. d. No load should be appied to any component pal after au bracing and fasteners are complete. and at no time should any loads greater than design (Made be applied bany component. e. Compares has no control over and assumes no nsponolbehy for the fabrication, handling, shipment and Installation of components. T. This design Is hindered subfect to tie Imitations on truss designs set forth by TM In HIBA/ omTPPWTCA In SCSI 1-03 copies of which will be furnished by Compdrms upon request. 8 -00 -00 GIRDER SUPPORTING 20 -00 -00 LOAD DURATION INCREASE = 1.15 + LOADING 20.0)- 70.0 PLF 0'- 0.0" TO 178.0)- 403.0 PLF 0'- 0.0" TO 1 11111 1 1111 11111 11111 11111 111 1111 1111 1111 8'- 0.0" V B'- 0.0" V BRG @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown 4. 2. Deslu assumes t thetp. and both= chords to be laterally braced at 5. Design assumes To be used in e n vironment, Bred are for "dry conddlan" of us a. 6. Design a full beating at ail ll supports w shown. Shim or wedge If 7. Design as snssulmes adequate oril ddraina tors, an paced so mar center 9. D inndicyyaes tte lon values o p in 10. Cr basic de the CanpuTrus Plate, indicated by the prefix t 1. designator (18) Indicates 18 p ga.. mat l is ud t used: M others a 2b the LEFT Trans ID: 102473 7 . 1.3T (11.4 -F IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1= -1864 B 1= 1611 W 1= 1627 T 2- -61 B 2- 1552 W 2= -1922 W 3- -91 1892 RIGHT = 1892 BEARING AREA REQUIRED ISQ. IN) 0'- 0.0" 3.03 DF / 4.67 HF / 4.45 SPY 8'- 0.0" 3.03 OF / 4.67 HF / 4.45 SPY MAX LL DEFL = - 0.023" @ 4' - 7.0" L/360 = 0.247" MAX TL DEFL = - 0.040" @ 4'- 7.0" L /240 = 0.371" MAX HORIZ. LL DEFL = 0.004" @ 4 MAX HORIZ. TL DEFL = 0.007" @ 4 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 431 -0900 7 EXPIRES 6/30/07 111111111111 CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANELS) TOP CHORDS; 2x 4 HF *2 1- 4 BOTTOM CHORDS: 2x 4 MSR 1650E 1- 3 WEBS: 2x 4 HF STD /STUD 1- 4 TC LATERAL SUPPORT <= 12 "OC. VON. BC LATERAL SUPPORT c= 12 "0C. DON. T 12 6.001/ 14 -00 -00 This design prepared from computer input by RTS - CHASE C -4x6 4.0" TRUSS SPAN 28'- 0.0" LOAD DURATION INCREASE = 1.15 SPACED 24.0" 0.C. LOADING LL( 25.01 +01,( 10.0) ON TOP CHORD - DL ON BOTTOM CHORD - TOTAL LOAD = BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 14 -00 -00 12 X6.00 35.0 PSF 8.0 PSF 43.0 PSF b J. -3x7.7 12 -00 -00 Scale: 3/16" JOB NAME: CHARTER HOMES, 25508... "82" FILE NO.: B2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357631 C- 2.5x4.3 C- 2.5x4.3(5) 28 -00 -00 C- 2.5x4.3 16 -00 -00 WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 2 Builds and erection contractor should be advised el all General Notes and Warnings before Construction commences. 3. 1x3 compression web bracing mist be Installed whore shown 4. AN lateral force resisting elemanN such as temporary and permanent bracing, mum be deafened and provided by aagnna compete assure. CompuTrus alums no responsibility for such Mackie. 5. No Toad should be applied to any component until after a1 bracing and semen are swoons, and at no time should any loads greater than design bads be applied to soy component 5. CompuTrus bas M calrboI over and assures no ssponalmlM for the fabrication, handlg, shlprent and lnstalspon of components. Z. TNe design is famished subject to gs llmItadom on truss *whine sal ash by TPI In 141611 or TPWITCA In SCSI1 .03 copies of which will be furnished by CompuTna u00n nasal. C -3x7.7 y 1 111111 11111 11111 11111 11111 11111 11111 1111 1111 0 1 q 0 BRG @ BRG @ General Notes. unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom chords b be laterally braced at 0.c. and at 12 o.c. respectivelly. 3. 2x4 Impact bridging or lateral bracing equired where shown + 4. Installation of truss Is the res siblPly of the respective convector. 5. a D n esign assures trusses are too b be used in a non- corrosive enwmnment 6. Desig assumes 'dry ianes condition" full bearing et all supports shown. Shim or wedge If 7. Des aaisumes adequate drainage Is provided. 8. of P lines later shall be located on both faces of buss, and placed so their center 9. DB s Indicate size joint platee center indhes. 10. Fgr bash de values ofte CompuTrus Plate, indicated by the prefix C, see O 11. The CompuTrus Net Section Plate is Indicated by the nrefs "Ce' the designatw(18) Indleates 18 tie. Mated&is used A➢ others are 2b ga. Trans ID: 102473 7.1.3T(1L) -F IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1= -2088 B 1= 1771 W 1= -491 T 2= -1818 B 2= 1142 W 2= 680 T 3= -1818 R 3= 1771 W 3- 680 T 4= -2088 W 4= -491 LEFT = 1204 RIGHT = 1204 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.93 DF / 2.97 HF / 2.83 SPF 28'- 0.0" 1.93 DF / 2.97 HF / 2.83 SPF MAX LL DEFL - -0.103" @ 18'- 5.8" L/360 = 0.914" MAX TL DEFL - - 0.177" @ 18'- 5.8" L/240 = 1.371" MAX HORIZ. LL DEFL - 0.039" @ 7 MAX NORIZ. TL DEFL = 0.065" @ 7 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to Rain windforce- resisting system and components and cladding criteria. ROUE TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE WA 98072 431 -0900 EXPIRES 6130107 III II I II !ill ," CompuTrus LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 6 MSR 1650F 1- 6 BOTTOM CHORDS: 2x 8 OF SS 1- 6 WEBS: 2x 4 HF STD /STUD 1 -2, 4, 6, 8- 9 2x 4 MSR 1650F 3,5, 7 TC LATERAL SUPPORT <= 12 "0C. VON. 8C LATERAL SUPPORT <= 12 "OC. VON. 1' Scale: 1/8" JOB NAME: CHARTER HOMES, 2550B. FILE NO.: B3 DATE: 7/15/2005 DES BY: AM SEQ.: 2357632 6.00[7 TC UNIF LL( BC UNIF LL( BC UNIF LL( BOTTOM CHORD CHECKED MDR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3 "x.131 DIA GUN nails staggered at: 12" oc throughout 2x6 top chords, 7" oc throughout 2x8 bottom chords, 12" oc throughout webs. Note: Stagger splices on adjacent members. Barcom cr.ord requires plates held down 4" typical VON and hanger height covers 85% cr more of member depth. 14 -00 -00 14 -00 -00 12 1' C -4x7.7 4.0" aK 12 'J6.00 C- 5.5x7.7 '� C- 5.5x7,7 C 5.5x7.7 I C- 5.5x7.7 C- 5x14.5 C- =x14.5 a 'at ► � � e p. O 0 C -3x4.3 C- 7x9.4C -7x7.7 C -3x4.3 C -3x7.7 C- 7x11 "9(S) C-3x7.7 C -7x7.7 12 -00 -00 28 -00 -00 This design prepared from computer input by RTS - CHASE 16 -00 -00 WARNWG3: 1. Rod all Gemml Hates and Wamings 00!0(5 cwtetruprion a(Ouseet 2 60der and erecMn coMmclar Mould be advlesd ul all General Notes and Wsminge before construction commsncet 3. 1"3 Camprblon web bntlne must M Maubed where shown.. 4. All Iale,l forc0 msls1Ng 5 Wr5Ms am h u temporary and permanent brcing, must be deagned and provided by dosilner of complete structure, CompuTns saump no mpansibllity for such brcng. !. No bad should0 appIMd l0a"y componeO weir after al Neale and rstenus are coniiett and M no Wr Siould any lo=de greater Nan d.Mgn loads be applied m any component a CompuTmshas M ConNM mstandaasumesno(5aponNbiliy ter the tabdcadon, handlblg, ="!=mane an lnstsllaMn M componente. T. This do lgn 1s hunWhed subJM ro the llmlulbns on wee assigns sM forth by 1P1 In NlIi1 orTPWRCA N 60511.63 co=ws of whIch wm be NrNaMd by CompuTrus upon request 28 -00 -00 GIRDER SUPPORTING 15 -03 -08 FROM 17 -05-00 TO 28-00 -00 LOAD DURATION INCREASE = 1.15 + LOADING 50.0) +DL( 20.0)- 70.0 PLF 0'- 0.0" TO 0.0) +DL( 16.01= 16.0 PLF 0'- 0.0" TO 166.1) +0L( 135.6)■ 301.8 PLF 17'- 5.0" To - BC CONC LL +DL■ 3135,0 LBS @ 17'- 5.0" 1' 1111111 11111 11111 1011 1111 11111 11111 1111 1111 28'- 17'- 28'- 0.0" V 5.0" V 0.0" V General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced at 20 o.c. and at 12'-0' o.c. respectively. 3. 2x4 Impact bridging or lateral brawn required where shown a 4. Installation of truss Is the responslbP t ly of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment. 8. D and are for "dry condition' of use. esign assumes roll bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage Is umvided. 8. Plates shall be located on both fades of truss, and placed so their center Ines coincide with joint center lines. 9. Digits indicate size of plate In Inches. 10. For bassicLQ .8. on values R 41f to CompuTrus Plate, indicated by the mew 11. designs ooh (113) Indicates Section ga. material is u by used. All others are 2b the IRC 200 2 MEMBER FORCES 4WRDH T 1= -5858 1= 5162 W 1= -24 W 8= -1490 T 2= -5546 2= 5164 W 2= -318 W 9= 1188 T 3= -5284 3= 4894 W 3= 94 T 4= -5280 4= 7446 W 4= -346 T 5= -8578 5= 8858 W 5= 4380 T 6- -10030 6= 8878 W 6= -4236 W 7= 4378 LEFT 2917 RIGHT = 5651 BEARING AREA REQUIRED (SQ. IN) BAG @ 0'- 0.0" 4.67 DF / 7.20 HF / 6.86 SPF BRG @ 28'- 0.0" 9.04 DF / 13.95 NF / 13.30 SPF MAX LL DEFL = - 0.066" @ 18'- MAX TL DEFL - - 0.220" @ 18'- MAX RORI2. LL DEFL - 0.017" @ MAX IFORIZ. TL DEFL = 0.053" @ NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 .reflecting a 90 mph wind load (enclosed structure, Exposure 8,.height to 30 feet). Design conforms to main windforce-resisting system and components and z ladding criteria. ROOF T NUSS SUPPLY, INC. - P.O. BOX 532 WOODINVILLE, WA 98072 Trans ID: 102473 7.1.3T(1L) - 3.6" L/360 = 0.903" 3.6" L /240 = 1.354" 12 12 [EXPIRES 6/30/07 111111111111 CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 42 1- 3 BOTTOM CHORDS: 2x 4 HF 42 1- 2 WEBS: 2x 4 HF STD /STUD 1- 4 TC LATERAL SUPPORT <= 12 "0C. UON. BC LATERAL SUPPORT <= 12 "0C. WN. ,1 C- 2.5x4.3 6.001/ Scale: 1 /4" JOB NAME: CHARTER HOMES, 25508. FILE NO.: 84 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357633 12 B4" 14 -00 -00 C- 2.5x2.6 12 -00 -00 This design prepared from computer input by RTS - CHASE TRUSS SPAN 17'- 4.0" WAD DURATION INCREASE = 1.15 SPACED 24.0" 0.C. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD = TOTAL LOAD = BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C -4x6 12 v 6.00 4.0" 4`.( 3 -04 -00 C -3x4.3 C- 2.5x4.3 C- 2.5x4.3(5) 17 -04 -00 5 -04 -00 WAINWGS: 1. find all Oenenl Not s and Wembps bsfor ommmdlon of bused. 1 BullSrand anmloncandor tlmuldbeadytdofan General Notesand Wamings bon conatruclbn command. 1 1x3 eommpnWonwM bream met b mstapad won Moms +. 4. M Waral fora radsting tiemenis such ac temporary and permanent bmclnd, moat be dSYtmb and pmymed by dedpner dcmmlete Infann n. CompuTna nsumaa no neponemeay roc such bracing. b, NotndShodd bappbdtoany comporarauMaaear aI bradng and faManan and complew, and m no urea should am (pads arestar than dedgn Iosda b applied many compomM. O. CompuTnishac:m control OVWand assumesnomsponslbllty for 1m hbdcatlon, hurdling, NNpmem and Inatallauon d components. 7. mis dsslgn Ia (unshed subpd tf the limxadone on buss dolens an roan by TPI M wl5Al or TPIM'TCA M SCSI 1.03 copies of which will be furnished by CompuTma upon request 1' C- 2.5x2.6 ,1 35.0 8.0 43.0 PSF PSF PSF 11111111111111111111111111111 1 111111111111111 IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1= -1108 8 1= 904 W 1= -514 T 2- -836 8 2= 246 W 2- 712 T 3- 56 W 3= -633 W 4= -117 BRG @ BRG @ General Notes, unless olhervnse noted: 1. Des'gn b support loads as shown, 2 Des(gn assumes the top and bom cnocds to be Iatemty braced at 2'-0 ac. and at17 -0"Cc. res 'el 3. 2x41mpact bridging or lateral bradnrqo ulred where shorn ++ allatlon of lnlssis th5 resoansibility me respecllve contractor. 4. Des'gn assumes busses are to be used In a rmncootsive entronment end erafbr'dry conditibn'duse. 6. Design assumes WII beadng at all suppods shown, Shim or wedge @ 7. D e gr assumes adequate drainage Is oroWded. 8. Plates shell be located on both fades Of wss, and paced so their center Ines coincide with Joint Center lines. 9. Digits Indicate size of plate in inches. 10. Fo basic design values of the CompuTms Plate, indicated by the prefix C', sea LC B.o. R.R. 4211. 11. The Comp fr s Net Section Plate Is indicated by the prefix 'CN' me designator ( ) ' ga. material is used. Ad others are 2b ga. Trans ID: 1D2473 7.1.3T(1L) -F LEFT = 745 RIGHT = 745 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.19 DF / 1.84 HF / 1.75 SPF 17'- 4.0" 1.19 DF / 1.84 HF / 1.75 SPF MAX LL DEFL = - 0.035" @ 7'- MAX TL DEFL = - 0.059" @ 7'- MAX HORIZ. LL DEFL - 0.011" @ MAX HORIZ. TL DEFL = 0.018" @ 2.5" L/360 = 0.558" 2.5" L/240 = 0.837" 5 5 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. ROOF TRUSS SUPPLY INC. C. 50X 532 V1, yr_;;3 WA.. 98072 451-3900 [ EXPIRES 6130107 1111111111111 / CompuTrus Inc. 5 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2:; 4 HF #2 1- 2, 5- 9 2x 4 M5R 1650F 3- 4 BOTTOM CHORDS: 2x 6 MSR 1650F 1 - 4 WEBS: 2x 4 HF STD /STUD 1- 8 TC LATERAL SUPPORT <= 12 "0C. UON. BC LATERAL SUPPORT <= 12 "0C. LVN. = = NOTE: 1x3 BRACING AT 24 "0C DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 1' J FILE NO.: 86 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357634 8 -00 -00 7 -08 -00 Scale: 3/16" JOB NAME: CHARTER HOMES, 25508... "86" This design prepared from computer input by RTS - CHASE 12 -00 -00 C- 2.5x4.3 C- 2.5x4.3 28 -00 -00 TRUSS SPAN 28' 0.0" LOAD DURATION INCREASE = 1.15 a LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD = TOTAL LOAD = 35.0 PLF 8.0 PLF 43.0 PLF -BC UNIF LL +DL- 24.0 PLF 20'- 0.0" TO 28'- 0.0" V ( 2 ) complete trusses required. Join together 2 ply with 3 "x.131 DIA GUN nails staggered at: 12' oc throughout 2x4 top chords, 12" oc throughout 2x6 bottom chords, 12" oc throughout webs. - CONC LL+DL- 654.0 LBS @ 20'- 0.0" -BC CONC LL4DL- 1892.0 LBS @ 20'- 0.0" LEFT - 1344 RIGHT = 2598 1' C -5x7.7 WARNINGS I. Rene all General No1N and Warnings heron cmMruction of trusses. 2. Builder and erection contractor Mould be advised of all General Notes and Warnings before con.buctlen cpmlteneea 3. tat compression web bracing must be butaaed when shown ". 4. AN lateral lore asletrog elements such es temporary and pommel bracing, mutt be designed and provided by designer of complete structure. CompuTrut assume. no responsibility for such bracing. 5. No load should be applied t0 any component until alter all bracing aM fawners are complete. and at Munn should any loads puler than design loads be applied to any component 4. CompuTnu has M condo our and assumes no responsibility fouler fabrication, handling, sidpnnnt and 10slaNa0on of components. T. TN* design is furnished subject to the limitations on Wes designs rat form by TPI In H1041 or TPNwTCA In SCSI 143 copies of which Mil be bnmwlad by CampuTms upon tequila 8 -00 -00 7 -08 -00 12 1111111111111111111111 11111111111111111111111 General Notes, uMess otherwlse noted: 1. Deeppeign to support loads as shown. 2. 3. 2x4 " 9mpac bddgi g a Ieteral b n cured where shown + ebterallybmcedat 4. Installation of truss is be resomslbl8ty ddd the respecgve contract . 5. esign assumes trusses are ro be usdd In a non- conosive environment, .D 8. Dessslegsnsesfssssumes f ili et ell support. shown. Shim a wedge If 7. a ion assumes adeguale d�aInag h pro e. I a shall be located on both fa c es of ln ms, a nd placed so their center 9. Ines s Inndiicate l 9n size plate n In 10. or basic f I.Lesa argues of e CompuTnls Plate, indicated by the prefix of the 11. dealgna� (18) indicates 18 goamate Is u edYNI others are 2b go. BRG @ BRG @ 7/1(10 Trans ID: 102473 7.1.3T (110 -F IRC 2003 2 MEMBER FORCES 4WRDH T 1= -2674 8 1= 2342 W 1= 44 T 2= -2636 B 2= 3610 W 2= 950 T 3= 0 B 3- 4502 W 3= -1596 T 4= -2340 8 4= 4688 W 4= 992 T 5= -4140 W 5= -674 T 6= -4842 W 6= 426 T 7= 0 W 7= 1548 T 8= -5406 W 8= 256 T 9= -5332 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 2.15 DF / 3.32 HF / 3.16 SPF 28'- 0.0" 4.16 DF / 6.42 HF / 6.11 5PF MAX LL DEFL = - 0.031" @ 14'- 0.0" L/360 = 0.914" MAX TL DEFL = - 0.199" @ 20'- 4.0" L/240 = 1.371" MAX NORIZ. LL DEFL = 0.008" @ 15 MAX RORIE. TL DEFL - 0.050" @ 15 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 43 -0900 { EXPIRES 6130/07 111001111111 / CompuTrus Inc. SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF #2 1- 8 BOTTOM CHORDS: 2x 6 MSR 1650F 1- 3 WEBS: 2x 4 HF STD /STUD 1- 6 LUMBER SPECIFICATIONS = NOTE: 1x3 BRACING AT 24 "0C UON. = FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 1 L C -3x7.7 FILE NO.: 87 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357635 10 -00 -00 12 6.00 V 9 -08 -00 12 -00 -00 Scale: 3/16" JOB NAME: CHARTER HOMES, 25508...187" C -4x6 C -3x7.7 C- 5x6(5) Jr This design prepared from computer input by RTS - CHASE 8 -00 -00 C- 2.5x4.3 28 -00 -00 TRUSS SPAN 28'- 0.0" WAD DURATION INCREASE - 1.15 SPACED 24.0" 0.C. WADING LL( 25.0)+DL( 10.0) ON TOP CHORD DL ON BOTTOM CHORD -' TOTAL WAD = TC LATERAL SUPPORT <- 12 "OC. t1DN, BC LATERAL SUPPORT <- 12 "0C. UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON - CONCURRENTLY. C -4x6 C -3x7.7 16 -00 -00 WARNINGS: 1. Read all General Notes and Warnings before construction of treaties. 2. Bonder and erection contractor should he advised of all General Notes and Wbmings before construction nmnencew 1 Its compression web bracing most be Metaled when shown a, 4. NI Ieeral force resisting elements such as temporary and permanent bracing. must be designed and provided by designer of complete Wmcun. CompuTms sesu es no nspanelblllq for such bracing. A No load should be applied to any cwnpanem twill after es bracing end fasteners an complete, and et no time should any loads greater than design loads be applied to any component. 6. CtmpuTIW has no control over and assumes no responsibIlity for the fabrication. handling. shipment and Installation of components. T. This design le furnished subject to the limitations on base designs set forth by TPI In 11113.91 or TPPNTCA In SCSI 1.03 copies of which wm be furnished by CornpuTms upon request. 10 -00 -00 9 -08 -00 35.0 PSF 8.0 PSF 43.0 PSF 12 \16.00 1 111111 11111 11111 11111 11111 11111 11111 101 1111 General Notes, unless other wise noted: 1, Design to support loads as shown, 2, D -0 ' a d mes 1 a l p a. and b oot climb to be laterally braced at 3, 2x4 Impact bridging or lateral bracing re where shown a Installatiassumeeson of truss is sses Ne ere to resoon b e Usesibistydd of in a the non<aroary respecuve coe enNmnmntractor. Design rclmo 8, Design sa asssumes full condition" al all supports shown. Shim o wedge if 7, n e a Sumes adequate drainage Is provided. 8, Plates shall be located on both fades of Puss, and placed so their center ines coincide with joint center ones. 9. Digits Indicate sii of Mate in Inches. 10. For basic I. aaC sipg gn values gp of the CompuTrus Plate, Indicated by the prefix 11. The CompuTws Net Section Plate le Indicated b the qp fix "CM' the designat r (18) Indicates 18 ga. material Is used All others are 2b ga. Trans ID: 102473 7.1.3T(2L) -F IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1- -2117 B 1= 1809 W 1- -263 T 2= -1822 B 2- 1778 W 2- 491 T 3- 0 B 3= 1809 W 3= -289 T 4- -1567 W 4- -289 T 5- -1567 W 5= 49C T 6= 0 W 6- -263 T 7- -1822 T 8= -2117 LEFT a 1204 RIGHT - 1204 BEARING AREA REQUIRED (SQ. IN) BRG @ 0'- 0.0" 1.93 DF / 2.97 HF / 2.83 SPY BRG @ 28'- 0.0" 1.93 DF / 2.97 HF / 2.83 SPF MAX LL DEFL = - 0.093" @ 14'- MAX TL DEFL = - 0.158" @ 14'- MAX HORIZ. LL DEFL - 0.028" @ MAX HDRIZ. TL DEFL - 0.047" @ 0.0" L/360 = 0.903" 0.0" L/240 = 1.354" 13 13 BOND. 2: 3000.00 LBS DRAG LOAD. ' SHEARWALL 0.00 to 28.00 VOTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 30 feet). ROOF TRUSS SUPPLY INC, P.O. BOX $32 WOODINVILLE, WA 98072 I EXPIRES 6/30/07 1111111111111 CompuTrus Inc. r LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 12 1- 8 BOTTOM CHORDS: 2x 6 HSR 1650F 1- 3 WEBS: 2x 4 HF STD /STUD 1- 6 TC LATERAL SUPPORT <■ 12 "0C. UON. BC LATERAL SUPPORT <= 12 "0C. (EN. == NOTE 1x3 BRACING AT 24 "0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED FILE NO.: B7 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357635 - L1 TRUSS SPAN 28'- 0.0" LOAD DURATION INCREASE = 1.15 SPACED 24.0" 0.C. LOADING LL( 0.0) +DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD = TOTAL LOAD = 3000.00 LBS DRAG LOAD. SHEARWALL 0.00 to 28.00. WARNINGS: 1. Reed all pnnl Notes end Warnings before construction of truant 1 Solider and erection connector Amid be advised of all General Nola and Wi nlings ban constnSGtlon commences. 1 lel conpanbn lib bracing mat b haandwhen shown 4. 4. All lateral fora ranting Moments audit as temporary and permanent bracing, mutt be de.IpW and aovkled by designer of complete amount Computres assumes no responsibility for such bracing. 5. No toed timid be applied to any component until after all bracing and fastener* are compas, and at no gore should any loads wester than design bade he applIPd roan componn a. CompuTrus has no contra over and assumes no responsibility for to fabrication, handling, admnanl and installation of component 7. Tae design Is banished subject to the limitation on truss designs Met forth by TPI In HIBM or TPImTCA in SCSI 1413 copies of which will be hrnished by CompuTrus upon newish 10.0 PSF 8.0 PSF 18.0 PSF 11110111111 1111111 1 111111E 11 I I I l 11111 11 1111111 I I l l l 1 111 BRG @ BRG @ General Notes, unless otlwwise noted: 1. Design eee.ppssg to support the top and bottom loads as rs�hhoownn.B��Y�_ 4. 3. 2jnxy4�Im� and a l r feal bretl iy reouired where shown mid at 5. Design a mes� tru ls sse es s are�dd a non iosive environment. and.are b ee r 'dry condition' of use. 8. ODesi�t y mss full bearing al all supports shown. Shim or wedge If 7. Design assumes adequate drainage is provided. 6. Plates shall be located an both faces of Truss. end placed so their center 'nes coincide with join) center lines. 9. Digits Indicate site of plate in Inches. 10. For basic design value5 of the CompuTms Plate. indicated by the prefix C'. see I.C.B.o. R.R. 4211. 11. designator (18) Indicates Net Section 1 8 g . Indicated is us by . All o thers are 2b the SINGLE MEMBER FORCES T 1= -846 B 1= 728 W 1= T 2= -772 B 2- 732 W 2= T 3= 0 B 3 - 728 W 3= T 4 - -672 W 4= T 5= -672 W 5= T 6- 0 W 6= T 7= -772 T 8- -B46 LEFT = Trans ID: 7 .1. 3T (2L) -56 245 -82 - B2 245 - 56 504 RIGHT = 504 BEARING AREA REQUIRED (SQ. IN) 0' 0.0" 0.81 DF / 1.24 HF / 28'- 0.0" 0.81 DF / 1.24 HF / [ EXPIRES 6/30/07 F 1.19 SPF 1.19 SPF ROOF TRUSS SUPPLY. INC. P.O. BOX 532 1 N'OOD NVILLG ��.��INA 98072 481-0900 11111111111 SIZE 2x 4 2x 4 3 2x 4 / CompuTrus Inc. LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: HF @2 BOTTOM CHORDS: HF 12 WEBS: HF STD /STUD TC LATERAL SUPPORT <= 12 "0C. UON. BC LATERAL SUPPORT <- 12 "0C. UON. 1' C -3x4.3 b Scale: 1/4" L JOB NAME: CHARTER HOMES, 25508... "C2" FILE NO.: C2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357636 This design prepared from computer input by RTS - CHASE TRUSS SPAN 15'- 5.5" WAD DURATION INCREASE = 1.15 PANEL(S) SPACED 24.0" 0.C. 1- 4 LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = 1- 2 DL ON BOTTOM CHORD - TOTAL LOAD = 1- 3 1.2 6.00 7 -08 -12 7 -08 -12 1' C -4x4.3 4.0" .hr J 15 -05 -08 BOTTOM CHORD CHECKED FOR 1OPSF LIVE IAAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7 -08 -12 12 -=n3 00 3.001 12 12 7 -08 -12 J6.00 WARNINGS: 1. Reed all General Notes and Warnings before construction of trusses 2. Builder and merlon contractor should be advised of all General Notes and Wanting@ before csa.tnIclbn commences 3. la Compression web bracing mutt be Installed whom shown 5. 4. All lateral force reNsdn3 .laments Such as temporary and permanent bracing, most be designed and provided by designer of complete structure. ConpuTne assumes no responsibility for such bracing. 5. No led should be applied to any component until alter an bracing and (sateen are complete, and at no time should any loads grealr than design loads be applied to any camaenL a. CompuTrus has no control over and assumes no responsibility for the fbdsslon. handling. shipment and Installation oI components. T. This design Is furnished subject to tha Iimeatimw on truss dealne set forth by TPI In 111341 or TPIMTCA In SCSI 1-W copies of which will be furnished by Comp,sTn' upon request. T as C- 2.5x2.6 'Itti C- 2.5x2.6 illil C -5x7.7 C 3x4.3 35.0 PSF 8.0 PSF 43.0 PSF to 0 I 0 0 111111111111111111111111111111111111111111111 BRG @ BRG @ General Notes, unless otherwise noted: 1. Design to support bads as shovm. 2. Design assumes the 1 and bottom chords to be lalorally braced at 2'-0" o.c. and at 12'-0" 0.c. res 3. 2x4 Impact bridging or lateral b where shovel + + 4. Installation of truss is the responsibihly the respective contractor. 5. Design assumes trusses are lo be used in a noncorrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge H necessary. 7. Design assumes adequate drainage Is provided. 8. Plates shall be located on both faces of truss, and placed so their center ines coincide with joint center lines. 9. Digits Indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by the prefix C ". see I.C.B.IJ. R.R. 4211. 11. The CompuTrus Net Section Plate Is Indicated byt the prefix are 2b the designator (1B) Indicates 18 go. material is used ga. IRC 2003 SINGLE MEMBER FORCES T 1= -1692 B 1= 1480 W 1= T 2= -1286 8 2= 1480 W 2= T 3= -1286 W 3= T 4= -1692 Trans ID: 102473 7.1.3T(1L) -F 4WRDH - 330 878 - 330 LEFT = 665 RIGHT = 665 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.06 DF / 1.64 HF / 1.56 SPF 15'- 5.5" 1.06 DF / 1.64 HF / 1.56 SPF MAX LL DEFL = - 0.088" @ 7'- 8.8" L/360 = 0.485" MAX TL DEFL = - 0.145" @ 7'- 8.8" L/240 = 0.727" MAX HORIZ. LL DEFL = 0.069" @ 6 MAX IKIRIZ. TL DEFL - 0.112" @ 6 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. HOOF TRUSS SUPPLY, INC. P.O. BOX 532 W000IINVILLE, WA 98072 451-0900 1 EXPIRES 8/30/07 1111111111111 Compurr'us Inc. SIZE 2x 4 2x 4 2x 4 LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: HE' @2 BOTTOM CHORDS: HF 42 WEBS: HF STD /STUD 1- 3 PANELS) 1- 4 1- 2 TC LATERAL SUPPORT <= 12"OC. VON. BC LATERAL SUPPORT <= 12 "0C. UON. FILE NO.: C3 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357637 Scale: 3/8" ' JOB NAME: CHARTER HOMES, 25508... "C3" 12 12 6.00 .-3 00 7 -05 -12 C- 2.5x2. 6 This design prepared from computer input by RTS - CHASE 7 -05 -12 TRUSS SPAN 15'- 1.0" LOAD DURATION INCREASE = 1.15 SPACED 24.0" 0.C. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD - DL ON BOTTOM CHORD - TOTAL WAD - BOTTOM CHORD CHECKED FOR 10PSF LIVE WAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. C -4x4.3 9.0" 11\ C -3x9.3 C 5x7.7 15 -01 -00 WARNINGS: 1. Read all General Notes and Warnings Were canalnmtbn of trusses. 2. Builder and snorkel contractor should be advised of all General Notes and Warning* before construction commence& 3. txd compression web Mani must be belled where shown 4 All lateral force resbttep elements such as temporary and permanent bracing. must be designed and provided by designer of complete mmcture. CompuTnie assumes no responsibility ter such lacing. S. No Toad should be awned to any comprnaM unl after all bracing and Intones N complete, and II es gm. should any Made greater than design loads be applied to any compasm. d. CmnpuTnre Mss no control over end assures no responsibility for the labdssdon, handling, ahlpnent and installation of denponenb. T. this design Is furnished sullied to the limitations on truss designs sat form by TPI In H11341 or TpW'RCA In SCSI 143 copies of which wig be furnished by Compuinas upon request. 35.0 PSF 8.0 PSF 43.0 PSF 7 -07 -04 C- 2.5x2.6 7 -07 -04 111111111111111111111111111111111111111111111 12 Q 6.00 3 00.. 12 BRG @ BRG @ C -3x4.3 General Notes, unless otherwise noted: 1. Design to support loads o as shown. Y� 2. 3. 2x44Impact ar lateral el racno reeulred where shown ++ at 4. Installation of buss is the responsibilit y_ M the respective contractor. 5. Design assumes busses are to be used in a non.conosive environment and are for "dry condition" of use. 6. Design assumes full bearing at ml supports shown. Shim or wedge N necessary. 7. Design 5ssumes adequate drainage Is provided. 6. Plates shall be located on both faces of buss, and placed so moor center 9. Dig IInndIIWcdqqrile with joint plat In Inches. 10. Fc r basic .G.s'D. N 4271 Comp Trus Plate, Indicated by the prefix 11. The Comp nos Net SeclionPlalsId Lc led by the prefix "CHI'. the designator 16 indicates 18 used. All others are 2 ga. Trans ID: 102473 7.1. (1L) -F IRC 2003 SINGLE MEMBER FORCES 4NRDH T 1 - - 1692 B 1- 1480 N 1= -330 T 2- -1286 B 2= 1480 N 2= 878 T 3- -1286 N 3= -330 T 4= -1692 LEFT = 643 RIGHT = 654 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.03 DF / 1.59 HF / 1.51 SPF 15'- 1.0" 1.05 DF / 1.61 HF / 1.54 SPF MAX LL DEFL = - 0.088" @ 7 ' - 5.8" L/360 = 0.485" MAX TL DEFL = - 0.145" @ 7'- 5.8" L/240 = 0.727" MAX HORIZ. LL DEFL = 0.069" @ 6 MAX HDRIZ. TL DEFL = 0.112" @ 6 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. r*CWF rHUSS SUPPLY, INC. P.Q. BOX 532 WOO DINVILLE, WA 98072 131.0900 EXPIRES 6130/07 1111111111111 SIZE 2x 6 2x 8 2x 4 LUMBER SPECIFICATIONS Scale: 3/8" JOB NAME: CHARTER HO FILE NO.: C4 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357638 SPECIE GRADE PANEL(S) TOP CHORDS: MSR 1650F 1- 2 BOTTOM CHORDS: DF 5S 1- 3 WEBS: MSR 1650F 1- 2 TC LATERAL SUPPORT < 12 "0C. DON. BC LATERAL SUPPORT <= 12"0C. UON. Caution: Note bearing area requirements. Single member as shown. Hangers attached to the bottom chord will have 1.5" max. nail penetration. 1' C -5x 5, 25508... "04" 12 6.00 E7 7 -05 -12 This design prepared from computer input by RTS - CHASE TC UNIF LL( BC UNIF LL( 50.0)+DLI 191.7) +DL( BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. Bottom chord requires plates held down 4" typical UON and hanger height covers 85% or more of member depth. C -5x9.4 5.0" ,r 19.5 -" r %\141%4%. C -3x7.7 C -3x7.7 15 -01 -00 WARNINGS: 1. Read al General Nona are Wamings baron conaruclbn of Iruso. . 2 SulIMr and mdlon conlrclor Mould be advNed of all General NoNa and Wamngs baton conWuctlon commences. 3. 1x3 commsenn wed Otacing must M MstauadwIan mown +. 4. All lateral tom nalaMg eMmenb each as temporary aM permanent bracing, mua M deagnad and provided by deagnet of cmpnn sbudun. CmnpuTne assumes m naponabllty for aura bracing. a Nomad Mould be applad to any cmponent unm after as bradng and tamnm are comylae, aM a m dme Mould em load. grater den daagn pads be epplMd n sny component. a. CampuTrus Ms no control over and usumu no nspmabllity Mr Ne fabrication, handling, Mlp.neMand InMadadan alconppmnls. 7. TNS daalgn M b"NsMd subbol M Ne Imhalms on bbse designs set bM by TPI In HIOJ1 orTPmffCA N SCSI 14m copies otwhkhwlll be IurnlaMd by CornpuTUs won regmm. 15-01 -00 GIRDER SUPPORTING 17 -04 -00 LOAD DURATION INCREASE - 1.15 + LOADING 20.0)• 70.0 PLF 0' - 0.0" TO 154.0)- 345.7 PLF 0'- 0.0" TO 7 -07 -04 12 11111111111111111111011111100 a 1111111001111 X6.00 15'- 1.0" V 15'- 1.0" V C- 5x14.5 8RG @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Desgn assumes the top and bottom chords to be laterally braced at o.c. and at 12' -0" sc. respectively. 3. 244 Impact bodging or lateral bracing required where shown + 4. Inslalladon of truss is the respansibifty of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment and are for 'dry Condition* of use. 6. Design assumes full bearing al all supports shown. Shim or wedge If necessary. Design assumes adequate drainage is Vrovided. 8. Plates shall be located on both faces of truss, and placed so Men center Ines coincide with Joint center lines. 10. FFior basic design I the C� Inches. Male, indicated by the prefix n C", see I.C.B.O. R.R. 4211. 11. by prefix The (18) 1 indicates tm es 18 go. materal is u ed. All tteerrs are 2b ga. IRC SINGLE MEMBER FORCES T 1- -4448 B 1- 3864 8 la T 2■ -4462 B 2- 2916 N 2- B 3- 3889 Trans ID: 102473 7.1.3T(110 -F 4WRDH 1926 1978 LEFT - 3135 RIGHT - 3135 BEARING AREA REQUIRED (5Q. IN) 0'- 0.0" 5.02 DF / 7.74 HF / 7.38 SPF 15'- 1.0" 5,02 DF / 7.74 HF / 7.38 SPF MAX LL DEFL = - 0.068" @ 9'- 6.5" L/360 = 0.483" MAX TL DEFL = - 0.119" @ 9'- 6.5" L /240 = 0.725" MAX HORIZ. LL DEFL - 0.017" @ 5 MAX HORIZ. TL DEFL - 0.030" @ 5 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to Main windforce- resisting system and components and cladding criteria. ROOF 'muss a 'PPLY, INC. P.O. BOX 532 WOODINVIL.LE, WA 98072 451 -0900 II11111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 1650E 1- 6 BOTTOM CHORDS: 2x 4 MSR 1650F 1- 5 WEBS: 2x 4 HF STD /STUD 1- 4, 6- 8 2x 4 MSR 1650F 5 TC LATERAL SUPPORT <= 12 "0C. UON. BC LATERAL SUPPORT <= 12 "0C. VON. "7 t 0 C- 2.5x4.3 1 b FILE NO.: D2 DATE: 7/15/2005 DES. BY AM SEQ.: 2357639 12 6.001/ C- 2.5x2.6 4 -09 -08 5 -03 -00 * C -5x7.7 Scale: 3/16" JOB NAME: CHARTER HOMES, 25508... "02" 15 -04 -00 This design prepared from computer input by RTS - CHASE 14 00 12 12 -06 -08 LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD a DL ON BOTTOM CHORD = TOTAL IDAD = BOTTOM CHORD CHECKED FOR 1OPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C- 5.5x7.7 7.7" 30 -09 -08 26-00-00 WARNINGS: 1. and all General Notes and Warnings before construction of trusses. 2. Builder and erecllon contractor should be advised of all General Notes and Wanlings before construction commences. 3. 1t3 compression web tracing must be Installed wham mown a. 4. All literal Tome resisting elements such as temporary and permanent bracing, must be destgned and provided by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 5. No load should be applied to any component until after an bracing and fasteners are complete, and at no ems should any bade greater than design loads be applied to any component d. CompuTrus has no control Duet and assumes no msyonsINllty for the fabdcatlan, handling, eggplant and Installation of components. 7. TNS design is furnished subject to the llmtiseora on truss designs sat form by TPI In HIS-91 or TPNYTCA In SCSI 1-03 cophs of which will be furnished by CompuTrus upon requasf. TRUSS SPAN 30'- 9.5" LOAD DURATION INCREASE a 1.15 SPACED 24.0" 0.C. 15 -05 -08 12 ..� C- 2.5x2.6 C -3x7.7 C -4x4,3 C C 2.5x9.3 C- 2.5x2. 6 4,00L� 12 13 -00 -00 35.0 PSF 8.0 PSF 43.0 PSF X16.00 11111111111111111111111111111111111111111111 in BRG @ BRG 8 General Notes, unless othe,wlse noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced at 2-0' o.c. and al 12' -0" 0.0. respectively 3. 2x4 Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the respcnslbllity 01 the respective contractor. 5. Design assumes trusses are to be used In a non- corrosive environment, and are for "dry cohdltion" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge 11 necessary. 7. Desi 66ssumes adequate draina is Gtlded. 6. Plates elsell be locale0 an both laces of ro W an tl placed so their center Ines coincide with joint center lines. 9. Digits Indicate tl gg size of plate In Incises. 10. Cgr basic c _design values 4211. 11. the CompuTrus Plate, Indicated by the prefix The designator (18) Indicates Section Plate . ate Is used. the are 2b the CANT @ 4'- 9.5" LEFT = 1577 Trans ID: 102473 7.1.3T(1L) -1 IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1= 482 B 1= -341 W 1= -396 W 8= 88 T 2a 494 B 2= 1062 W 2= -1973 T 3= -1344 B 3- 1389 W 3= '324 T 4- -3050 B 4a 3978 W 4a -338 T 5= -3099 B 5= 3978 W 5= 2415 T 6= -4366 W 6a -326 W 7= -1080 RIGHT = 1071 BEARING AREA REQUIRED (5Q. IN) 4' - 9.5" 2.52 DF / 3.89 HF / 3.71 SPF 30'- 9.5" 1.71 DF / 2.64 HF / 2.52 SPF MAX LL DEFL - 0.110" @ 0'- 0.0" L /180 = 0.319" MAX TL DEFL = 0.188" @ 0'- 0.0" L /120 = 0.479" MAX LL DEFL = - 0.377" @ 23'- 9.7" L/360 a 0.836" MAX TL DEFL a - 0.649" @ 23'- 9.7" L/240 a 1.254" MAX HORIZ. LL DEFL = 0.286" @ 10 MAX HORIZ. TL DEFL =, 0.491" @ 10 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. HOOF TRUSS SUPPLY, INC. P.0. BOX 532 WOODINVILLE, WA 98072 1111111111111 CompuTrus SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 1650E 1- 6 BOTTOM CHORDS: 2x 4 MSR 1650F 1- 5 WEBS: 2x 4 HF STD /STUD 1- 4, 6- 8 2x 4 MSR 1650F 5 LUMBER SPECIFICATIONS TC LATERAL SUPPORT <= 12"0C. WN. BC LATERAL SUPPORT <= 12"OC. (ON. 0- 2.5x4.3 1 * FILE NO.: D3 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357640 C- 2.5x2.6 12 6.001.-- 4 -09 -08 5 -03 -00 C -5x7.7 Scale: 3/16" 008 NAME: CHARTER HOMES, 25508... "03" 15 -04 -00 This design prepared from computer input by RTS - CHASE C -3x7.7 ‘ C -3x9.3 C -7x7.7 C-2 .5x9.3 C- 2. 5x2.6 -%34 00 12 12 -06 -08 WADING LL( 25.0) +DL( 10.0) ON TOP CHORD s DL ON BOTTOM CHORD s TOTAL WAD - BOTTOM CHORD CHECKED FOR IOPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 1' C- 5.5x7.7 7.7" 30 -03 -08 TRUSS SPAN 30'- 3.5" LOAD DURATION INCREASE s 1.15 SPACED 24.0" 0.0. 2 5 -06 -0 C- 2.5x2.6 WARNINGS: 1. Mad aN General Notes and Warnings before construction of trusses. 3. Builder and erection contractor should be advised of all General Notes and Wattling. afore construction commences. 1 1a3 compression cob bracing mnual W Installed wen shown ". 4. MI lateral force resisting elements such as temporary and permanent Mamng, must he designed and provided by designer of complete structure. CompuTrus assumes no naponslbllty for such braMmg. 5. No lad should be applied to any romponsst until after ell bracing and taanMre are complete, and N no time Mould any lads greater than design load. M applied to any oompoMn. 5. CompuTwa Ms M control am and assumes M responsibility ror Ne labddatlon, handling. shipment and Installation of components. 7. TIM design N furnished subject to the limitations on truss designs set forth by TIN In HIB.91 or TPWITCA N SCSI 1.03 copies of whichwlll M furnished by CompuTras upon requeaL 14 -11 -08 12 -06 -00 35.0 PSF 8.0 PSF 43.0 PSF 12 X6.00 4.00 C� 1 111111 Hill 111111111111111 11111 111111111 12 1' a C -4x7.7 b IRC 2003 T 1- 482 T 2= 494 T 3- -1325 T 4- -2991 T 5s -3038 T 6s -4208 BRG @ BRG @ MAX LL DEFL - 0.101" @ 0'- 0.0" L /180 - 0.319" MAX TL DEFL - 0.173" @ 0'- 0.0" L /120 - 0.479" MAX LL DEFL = - 0.346" @ 23'- 9.7" L/360 = 0.828" MAX TL DEFL - - 0.596" @ 23'- 9.7" L/240 = 1.242" MAX HORIZ. LL DEFL = 0.268" 8 10 MAX HDRIZ. TL DEFL = 0.461" @ 10 NOTE; Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce - resisting system and components and cladding criteria. 0 General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom chords b be laterally braced at 2'-0' o.c. and at 12 -0" o.c. respectively 3. 2x4 Impact bridging or lateral tiradng required where shown ++ 4. Installatlon of W ss Is the responsibility of the respective coniracla. 5. Design assumes busses are to be used in a noncomoslve environment and are FIX "dry conditlon' of use. 6. Design assumes full beating et all supplxl shown. Shim 0 wedge If ne cessary. 7. ❑ later hall b e cat duets both laces of truss, and placed so their center Imes coincide with joint center lines. 9. Di Indicate size of plate in inches. 10. For or b basic design values of the ConpuTMS Plate, indicated by the prefix "C', see I.0 B.O. R.R. 4211. oref� 11. des (18) (Indicates Section gPa. Plate Ices Indicated others are 2b 9e. SINGLE MEMBER FORCES B 1- -342 W 1= -396 B 2- 1047 W 2- -1953 B 3- 1364 W 3- 317 B 4- 3821 W 4= -327 B 5s 3820 W 5- 2362 W 6= -330 W 7s -984 CANT @ 4'- 9.5" LEFT = 1567 RIGHT = 1038 BEARING AREA REQUIRED (SQ. IN) 4'- 9.5" 2.51 DF / 3.87 HF / 30'- 3.5" 1.66 DF / 2.56 HF / Trans ID: 102473 7.1.31'(1L) -F 4WRDH W 8= 86 3.69 SPF 2.44 SPF ROOF. MUSS SUPPLY, 6W6. 2 0. BOX 532 WOOOINVILLE, WA 98072 491-0900 11110101111 SIZE 2x 4 2x 4 2a: 4 Campo Inc. LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: HF 02 BOTTOM CHORDS: MSR 1650F WEBS: HF STD /STUD 1- 2 FILE NO.: D4 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357641 PANEL(S) 1- 2 TC LATERAL SUPPORT <= 12 "0C. UON. BC LATERAL SUPPORT <= 12 "0C. UDN. Scale: 1/2" JOB NAME: CHARTER HOMES, 2550B. ."D4" This design prepared from computer input by RTS - CHASE TRUSS SPAN 8'- 10.5" ILIAD DURATION INCREASE - 1.15 SPACED 24.0" 0.C. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD - DL ON BOTTOM CHORD = TOTAL LOAD = 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. WARNINGS: 1. Reed all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General Notes and Windage before construction commences. 3. tea compression web bracing must be Installed when shown a. 4. All lateral force resisting Moments Such as temporary and pemmsnent bracing, must be designed and provided by designer of nonwhite structure. CompuTrus assumes no nepomlbtlty for such braclng. a. No Fwd should be applied to any component' MN after as bracing and tsstenem are template, and at no time should any Toads greater Nan design beds be applied to any temwoneM. O. CompuTres has no control over and assumes no responsibility for me obrwton, handling. sidpneu and Inmlteton of compuwna. 7. woe demgn is hunched subject to the limitation on trues designs set fort by TPI In HI841 or TPIN/SCA In Breit-03 copies of which wig be fun,Med by CompuTrus upon request. C- 2.5x2.6 35.0 PSF 8.0 PSF 43.0 PSF 11111111111111111111011111111111111111111111 0 O m 0 BRG @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced al o.c. and at 12 -0' o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + 4. Installation of truss is the responsibility of the respective contractor. 5. Design a /s s ds s T u d m dr e ey s Trusses are 10 be used in a non-corrosive environment, 6. D f�b eaarin g at all supports shown. Shim or wedge if necessary. sic 7. . Plates absumes shall be located d on adequate fac 0? bu provided. s,, d placed so their center Ines coincide w m lof center Inches. 9. Di 10. gits Indicate size of o For basic design O v lu 4217 it. �puTnu Platte,, Indic by the prefix The on&1u Section dee 1 8 g , r is indicated usserc the are 2b ,the IRC SINGLE MEMBER FORCES T1- -415 B1- 315 W1- T 2- -76 W 2= 1 /brio Trans ID: 102473 7.1.3T(1L) -F LEFT - 381 RIGHT = 382 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 0.61 OF / 0.94 HF / 0.90 SPF 8'- 10.5" 0.61 DF / 0.94 HF / 0.90 SPF MAX LL DEFL - - 0.007" @ 4'- 7.7" L/360 = 0.276" MAX TL DEFL - - 0.010" @ 4'- 7.7" L/240 0.415" MAX HORIZ. LL DEFL = 0.003" @ 3 MAX HORIZ. TL DEFL = 0.004" @ 3 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. ROOF E RUSS SUPPLY, INC. P.C. BOX 532 WOODINVILLE, WA 98072 ri�+i,tuVk) [ EXPIRES 6/30107 4WRDH -310 -120 C ompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 42 1- 4 BOTTOM CHORDS: 2x 4 HF 42 1- 3 WEBS: 2x 4 HF STD /STUD 1- 4 TC LATERAL SUPPORT <w 12 "OC. UDN. BC LATERAL SUPPORT <= 12 "0C. UON. 0 fr .1 3, C -4x4.3 Scale: 1/4" J08 NAME: CHARTER HO FILE NO.: E2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357642 12 6.001 11 -06 -08 9 -01 -00 ES, 25509... "E2' C- 2.5x4.3 C- 2.5x4.3(5) This design prepared from computer input by RTS - CHASE J TRUSS SPAN 23'- 1.0" LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. LOADING LL( 25.01 +DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD = TOTAL LOAD = BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. C -4x4.3 4.0" 23 -01 -00 C- 2.5x4.3 WARNINGS: 1. Read all General Notes and Warnings before constrction of trusses. 1 Builder and erection connector Mould b adaleed of all General Notes and Warnings bore construction commences. 3. 1x1 compression web bracing must be installed when shown +. 4. An lateral force misting elements such as temporary 304 permanent pacing, must be desimwd and provided by designer of complete stmdur. CompuTrss assumes no responsibility for such bredng. d. No load should be applied to any component mdl after all bracing and fasteners am complete, and st no time should any loads greater than design loads be applied foamy component. 6. CompuTres has no combo) over and assumes no responeibllfy for Me fabrication, handling. Shipment and Installation of components. T. This design a furnished subject to the limitations on truss designs sot forth by TPI In N113N1 or TPBNTCA N SCSI 1-03 copies of which will be furnished by ComptTrus upon request. 11 -06 -08 14 -00 -00 12 35.0 PSF 8.0 PSF 43.0 PSF v6.00 1111111 11111111111111111111 111111111 11111111 C -4x4.3 T b y BRG @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced al 2'-0 o.c. and at 12'-0" oz. respectively. 3.2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibility of the respective contractor. 5. and are assumes trusses are to be used in a non-corrosive environment, resign asssumes re full bearing n at all supports use, pprea wedge bead 8. shown. Shim or vretl a If necessary mo 7. P�lates l be locaeo ted adequate drainage Is buse and placed so their center 9. Digits iindicate size Joint la in Inches. 10. Pqr bast design values of the CtxnpuTnm Plate. indicated by the prefix 11. The CompuTn° R.R. ett Secllon Plate is indicated by the prefix 'CN" the (18) indicates 18 ga. material is used. All others are 2b ga. IRC SINGLE MEMBER FORCES 4WRDH T 1= -1643 8 1= 1378 W 1= -369 T2= -1429 B 2= 904 W2= 521 T3= -1429 133= 1378 W 3= 521 T 4= -1643 W 4= -369 LEFT = 993 RIGHT = 993 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.59 DF / 2.45 HF / 2.34 SPF 23'- 1.0" 1.59 DF / 2.45 HF / 2.34 SPF MAX LL DEFL = - 0.066" @ 15'- 2.5" L/360 = 0.739" MAX TL DEFL = - 0.114" @ 15'- 2.5" L/240 = 1.108" MAX ItDRIZ. LL DEFL = 0.028" @ 7 MAX HORIZ. TL DEFL = 0.048" @ 7 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. HOOF •'FUSS SUPPLY, INC. BOX 532 WOODINVILL.E, WA. 98072 Si ^till 4' 7 / trri o Trans ID: 102473 7.1.3T(1L) -8 EXPIRES 6/30/07 06-04 -2007 KEVIN KAUL 601 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit Application No. D06-412 13016 38 LN S TUKW Dear Permit Applicant: Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 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 07/31/2007 . 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 Penn it Center prior to your expiration date of 07/31/2007. 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. ac: Permit File No. D06 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 April 27, 2007 Kevin Kaul Charter Homes Inc. 601 Union St, Ste 5100 Seattle WA 98101 RE: Request for Permit Application Extensions Charter Homes Inc. Dear Mr. Kaul: This letter is in response to your written request for an extension to Permit Application Nos: D06 -412 M06 -244 PG06 -205 D06 -433 M06 -256 PG06 -219 D06 -434 M06 -257 PG06 -220 D06 -435 M06 -258 PG06 -221 The Acting Building Official has reviewed your letter and considered your request to extend the above referenced permit applications. The City of Tukwila Building Division will be extending the expiration date of pennit application nos. D06 -412, M06 -244 and PG06 -205 for an additional 90 days (through July 31, 2007). The remaining permit applications will also be extended an additional 90 days (through August 12, 2007). The other permits referenced in your letter have been issued and therefore will not be extended at this time. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, arshall Permit Technician City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director File: Permit No. D06-413, D06433 -435 M06 -244, M06- 256 -258 PG06 -205, P006 -219 -221 P:Ve,mifAExtemao Letten\Pemil Applicatbm\D06412++ APPlip4on Excrneioadoc jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 Building Official City of Tukwila Dept. of Community Development 6300 Southcenter Blvd Suite 100 Tukwila, WA. 98188 RE: Expiring Permit Applications To whom it may concern, Due to the unexpected length of time it has taken to receive final plat approval for Riverton Lane, we are hereby requesting an extension for the following listed permit applications. The additional 90 days will allow us to process the permits through the building department. Building D06 -412 tB9d:4I3 'S D06 -433 Li D06 -434 U D06-435 plication #'s l 'Sltnbn os IW 6=t Plumbing and Gas applications - F606404 I PG06 -205 =gce6r Kiva- 3 Pse6 -207 - 1 (YIP S PG06 -219 4 PG06 -220 0((('1 b PG06 -221 Thank you for you consideration, Kevin Kaul Production Manager Charter Homes Inc. 206- 947 -2205 Mechanical applications MU6 -243 I M06 -244 t1He6.245 3 M86446 I T M06-25 4 M06 -257 & M06 -258 sin April 26, 2007 envAl g �ktiVlLq APR 2 6 2007 Palma c evtaR osfrf cc) _ �� \ 6711 17 ogP2 44 oIfr - k h Pi" o'1Ifz►4 charterhomesinc.com April 20, 2007 Kevin Kaul 601 Union St, Ste 5100 Seattle WA 98101 City of Tukwila ila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Dear Mr. Kual: RE: Letter of Incomplete Application # 2 Development Permit Application D06 -412 Charter Homes, Lot 6 This letter is to inform you that your resubmittal received at the City of Tukwila Permit Center on April 17, 2007 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: Fire Department: Man 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 note that this also must be the same size as the other plan sheets. 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. Enclosures File: D06 -412 P:VcnniferVncomplete Letters\2006\Building\D06 -412 Incomplete Ltr 142.DOC jem 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 19, 2007 Charter Homes D06 -412, D06 -434 13016 38 Lane and 13021 38 Lane 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 lot. Please refer to the landscaping plan that was approved as part of L03- 047. Occupancy for the homes will not be granted until the landscaping is installed. 04 -05 -2007 KEVIN KAUL 601 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit Application No. D06 -412 3813S130STTUKW 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, 440 Ter Marshall Permit Technician xc: Permit File No. D06 -412 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 November 14, 2006 Kevin Kual 601 Union St, Ste 5100 Seattle WA 98101 RE: Letter of Incomplete Application # 1 Development Permit Application D06 -412 Charter Homes, Lot 6 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: Buildine Department: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the attached memo. Fire Department: Man 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 accepted throueh the mail or by a messeneer service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Enclosures File: D06 -412 arshall hnician City of Tukwila PAlennifer'lncomplete Letters \2006\Building\D06 -412 Incomplete Ltr #I.DOC jem 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 Determination of Completeness Memo Date: November 7, 2006 Project Name: Charter Homes, Lot 6 Permit #: D06-412 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 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 oonceming the above requirements, contact the Building Division at 206-431 -3670. No further comments at this time. • QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 523.50 101 -1,000 537.00 1,001 - 10,000 549.25 ]0,001 - 100,000 549.25 for I 10,000, PLUS 524.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 5269.75 for I 100,000, PLUS SI3.25 for each additional 10,000 or fraction thereof. 200,001 or more 5402.25 for 1 200,000, PLUS 57.25 for each additional 10,000 or fraction thereof. PROJECT NAME CHA HopIES• ( . ) PERMIT # b06 - •12 ( & /3 0 f 6'Siva LN 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 5200,000 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 Enter total fill volume Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. GRADING Plan Review and Permit Fees TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPUCATION (1+4 +5) $ 342?"-- 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. Approved 09.25.02 Last Revised Jan. 2006 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPUCATION PW may adjust estimated fees 'S cubic yards 50 cubic yards 1 9e %eo / 4Seo j;250 (1) $ — (5) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for le 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for l 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the l 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 PWmay adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ r' (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 $ I 1 2- (6) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC •1.013007- 123I.2001 Total Fee 0.75 $600 $5297 $5897 1 $1100 $13,242.50 $14,342.50 1.5 S2400 $26,485 $28,885 2 $2800 $42,376 $45,176 3 $4400 $84,752 $89,152 4 $7800 $132,425 $148,015 6 S12500 $264,850 $277,350 Approved 09.25.02 Last Revised Jan. 2006 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($50) C. Water Meter - Permanent* D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al 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 $ / 3 — G. Other Fees $ / SS Total A through G $ � 18 S ' (10) DUE WHEN PERMIT IS ISSUED (6+7 +8+9 +10) $ / 14 r1 SS ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Pennittee's action or inaction shall be charged $47.00 per inspection. 0.75" 2.5" S300 $ 1,000 Temporary Meter 3 athi 4/ 1/47 CITY OF TUI[WIlA Community Development Department Permit Center 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98188 Permit CenterIBuil . Division: ZOOsti)•a67o `f Public Works Department: 206 - 433 -0179 Planning Division: 206-131 -3670 0 n i V A ti. 0 P t I 1 Site address (attach map end jegal deaalption showing hydrant Salim Ind eizo of main): 38x7 S. lBocGf, sr Alt_ tdot i ::'snl° -aW »i` L: `"'tl ame: Address: 4p0/ lXhi on Phone: ,r (O F4 1077 80 Address: Phone ;, - This certificate Is for the pu o rh-4estdential Building Permit ❑ Preliminary Mel ❑ Commerclatnndustriel Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant td the VVl1 LI [ LJt 1� I 125 ft Area Is served by (Water Utility District): v v!1 Ln .7 t 1 f1 Owner/Agent Signature 1. Z. The proposed project Is within Tl t4-a-tit.1 CC. r improvements required. N� (Use separate sheet it more room is needed) I tie'reby certify that the above Information Is We and correct. 4. Based upon the Improvements listed above, water can be proy��ad and at 20 psi residual fur a duration of 2 hours at a velocity of - / 5. Water availability: l[a —rcceptable service oan be provided to this project ❑ Acceptable service cannot be provided to this project unless the ❑ System is not capable of providing service to this project. CERTIFICATE OF WATER AVAILABILITY Required only If outside City of Tukwila water district PERMIT NO.: ❑ Shan Subdivision ❑ Other Date • ( City /County) 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 meat the State cross connection control requirements: will be available at the site with a flow of 2_7 00 gpm fps as documented by the attached calculations. C�YOFTI � KWI1 0 NOV 03 no) Improvements In Item B-2 are met. By Z oe- a Y- 2 - ?SiC7 This certificate is not valid without Water District No. 125's attachment entitled Attachment to Certificate of Water Availability." PERMIT 7E� c1 — i Z —DC, Date —7 a— 07 Part A' (To Bo Completot) by, Applicant).. . Purpose of Certificate: ❑ Building Permit ❑ Preliminary Plat or PUD ❑ Other 54 Short Subdivision ❑ Rezone Proposed Use: g Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other /� Phone: Bob Thoh- laSo✓• Applicants Name: / CMr/�fP,^ ,ren .7nG- (zoo,3 _43 .rxf- Os-- Property Address or Approximate Location: Tax Lot Number. 1 - 31S2 13rm" =' - . 7 ,'�D,i , Legal Description(Attach Map and Legal Description if necessary): r lbr o4 Trosi 54 , " feet from the site and the sewer system has the capacity to serve the proposed use. OR ® b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or I c �) (3) other (describe): Dever foye -✓I Eitenr /o s, ( irco o4 Lo vkp/e rc�r 2. (Must be completed if 1.b above is checked) ca 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. 01 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, $4250.70 /residential equivalent, wi - . -. directly by King County after connection to the sewer system. (Subject to change 1 ; 7,...; Y�$ p, without notice.) go ` NOV 0 3 2006 b. Easements: ❑ Required • ❑ May be Required c. Other. o or r p6d$ p Iy3 �i;yl y KING' A i r; By Title 14816 Military Road South P.O. Box S50 Tukwila, tS 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF. SEWER •AVAILABILITY /NON - AVAILA ❑ Certificate of Sewer Availability OR ❑ . Certificate of Sewer Non - Availability hereby certify that the above sewer - agency information is true. This certification shall be valid for one year fr•,ykhe date of signat e g/ %; Date ATTACIIMENT 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 011 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 SeaTae 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 'have received the Certificate ofSewer Availability/NonAvailability and this Attachment, and fully undefstand the ter and conditions herein. Applicant's Signature . 9/4/ Date ACTIVITY NUMBER: D06 -412 DATE: 09 -24 -07 PROJECT NAME: CHARTER HOMES , LOT 6 SITE ADDRESS: 13016 38 LN S Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 After Permit Issued DEPARTMENTS: Build g flt't ion Public Works ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required DATE: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Alto 4e9 otio Ant kc Fire Prevention Planning Division ixj Structural Incomplete ❑ ❑ Permit Coordinator n DUE DATE: 09-5-07 Not Applicable ❑ DUE DATE: 10-23-07 DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing , Iip.doc 2-28-02 DEPARTMENTS: � g s 5 07 Bw ng Ives on APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 .PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -412 DATE: 04 -26 -07 PROJECT NAME: CHARTER HOMES, LOT 6 SITE ADDRESS: 13016 38 LN S Original Plan Submittal X Response to Incomplete Letter # 2 Response to Correction Letter # Revision # After Permit Issued 4WG 6- Fire Prevention Pinork /f Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUESTTHURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: Approved with Conditions ❑ Permit Coordinator ❑ DUE DATE: 0501-07 No further Review Required DATE: DUE DATE: 0529-07 Not Approved (attach comments) ❑ DATE: Planning Division Not Applicable Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY ` PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -412 DATE: 04 -17 -07 PROJECT NAME: CHARTER HOMES, LOT 6 SITE ADDRESS: 13016 38 LN S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention j Structural DETERMINATION OF COMPLETENESS: (Tues., Thyrs.) Complete ❑ Comments: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 Incomplete E DATE: DATE: P a Wing Division Permit Coordinator ❑ DUE DATE: 04 -19-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: tr LO Y� LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire :l Ping ❑ PW ❑ Staff Initials:k No further Review Required DUE DATE: 05-17-07 Approved with Conditions ❑ Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -412 DATE: 11 -03 -06 PROJECT NAME: CHARTER HOMES, LOT 6 SITE ADDRESS: 38XX S 130 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: !swiping II6 ivision Public Works ig Complete ❑ Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing dip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Planning Division ❑ Permit Coordinator ❑ Permit Center Use Only I - INCOMPLETE LETTER MAILED: II I I4 WN Departments determined incomplete: Bldg NI Fire% Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: DUE DATE: 11 -07-06 Not Applicable ❑ LETTER OF COMPLETENESS MAILED: No further Review Required DATE: DUE DATE: 12-05-06 Approved with Conditions ❑ Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED STAFF INITIALS DATE STAFF IN ALS Summary of Revision: Received by: Summary of Revision: %ft 4 rpv (betn Pir na '() 't UFV/rr la (i - vil cOOrt1G5 Received by: K¢winl «40/ REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: a SITE ADDRESS: REVISION LOG PERMIT NO: sV 0 it LI 12 ORIGINAL ISSUE DATE: C(i' I (Sl}- (please print) (please print) (please print) (please print) (please print) Revision submittals must be submitted In person at the Permit Center. Revisions will not be accepted through " the matt; fa; etc' • Plan Check/Permit Number: b 0(o - Date: 0 0 0 City of Tukwila Department of Community Development 6300 Sovthcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431-3665 Web site: httrilwww.cttukwila.wa.tu Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: R%VtnT0t3 Lert4 Project Address: 1 ?id Lt Contact Person: ri 1({. Summary of Revision: C-44 ors& ti f[.. "Pam Pest-11 — 1 am o l9 -r �.0 Steven Id Mullet Mayor Steve Lancaster, Director CITY O F T ultwrL,a SEP 24 2007 'Eflt4 ! C;cr.ta S• luKw '• I -� Li A— Ev ` Phoae Number: 20 C. 9.-!7 - 2,2,0 To Et.€M/4f0 Dra.LK WVS -S Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: \ gj Entered in Permits Plus on (( 1 /4 Wl% VppbcadonsVmnwapphcauoos on lux Vonswn submittal Created: 5-13.2004 Revised: City of Tukwila Project Address: 13016 38 Ln S 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 1 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through (� the mail, fax, etc. Date: aq l H.f, I/5 Plan Check/Permit Number: D06 -412 ® Response to Incomplete Letter # '2- ❑ Response to Correction Letter # ❑ Revision 11 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Charter Homes, Lot 6 Contact Person: /I ' 1V /N goat \applications\forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director orrv APR 26 2007 Phone Number: 2940 94/ 22 O,r Summary of Revision: n �7 /� ( oaRgcr &,>.o- Sr aF &Oritsrvb Sn �M✓ .51 Zs t5 a' ¢czec Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 0412,0, City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 8100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ftttp: /Answ.cLtubvilawaas 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, fax eta Date: 41 / 7 /7 Plan Check/Permft Number: 1) D(o - `{ ‘ W . Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: l Ohl PA,TC.(2 OMM 9 S La-t- Co Project Address: (30tle ' / 3 R LM/S Sew ,rw V Contact Person: KE ► 1 kMJ t, Phone Number: Zo C. 91( L 2.0.5 Summary of Revision: -- C �7 D RR ter c�t z S J' n. an-4/ Z S'irr 4ern/ Td it ad-ii 6£ To pn4 iv/c/o-7 /vi/b/ 7770W5 A/6 . ' a-74./ s r RECIDVED CtTv APR 17 2607 PERM CE.V't ES, q Z eN77 F Y .r t2i4>NA,z A iAa.i[i-nR Kit /Au c/ Sheet Number(s): "Cloud" or highlight all areas of revision ine/trding date of revision Received at the City of Tukwila Permit Center by: !j r1 1/ Entered in Permits Plus on _CEAt � ■appl,atwmVotna- eppheauons an bnSvvown submittal Created: 11- 13.2004 Revised: Bond Infornudon 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 512,000.00 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 Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with Lea to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must mamtain a surety bond or assignment of account and cant' general liability insurance. License Information License Licensee Name Licensee Type UBI Ind. Ins. Account Id Business Type Address 1 Address 2 City County State Zip Phone Status Specialty 1 Specialty 2 Effective Date Expiration Date Suspend Date Separation Date Parent Company Previous License Next License Associated License CHARTHI962KF CHARTER HOMES INC CONSTRUCTION CONTRACTOR 602386032 CORPORATION 601 UNION STREET SUITE 5100 SEATTLE KING WA 98101 2063224393 ACTIVE GENERAL UNUSED 5/6/2004 5/6/2008 BAYDEC•022MB CAMBRPL953NE httns:// fnrtress. wa. anv /Ini/hhin /nrinter.asnx7T.icenae =f`,HARTHI962KF 06/15/2007 x deck detail x foundation plan main floor framing plan main floor plan upper floor framing plan upper floor plan a roof framing plan b elevation b elevation b building sections details 3 car garage option retaining walls typical foundation framing details typical floor framing detalis typical roof framing details typical holddown details shear wall schedule and straps details x map x