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Home My WebLink AboutPermit D06-435 - Charter Homes - Lot 8CHARTER HOMES LOT 8 13008 38 LN S D06 -435 Parcel No.: 7340600810 Address: 13008 38 LN 3 TUHW Suite No: Tenant: Name: CHARTER HOMES - LOT 8 Address: 13008 38 LN S , TUKWILA WA 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 Contact Person: Name: KEVIN HAUL Address: 601 UNION ST, STE 5100 , SEATTLE WA 98101 Phone: 206 947 -2208 Contractor: Name: CHARTER HOMES INC Address: 4616 25 AV NE #598 , SEATTLE WA 98105 Phone: Contractor License No: CHARTHI982KP Citysf Tukwila Owner: Name: CHARTER HOMES INC Address: 601 UNION ST, SUITE 5100 , SEATTLE WA 98101 Phone: DEVELOPMENT PERMIT Permit Number: D06 - 435 Issue Date: 07/31/2007 Permit Expires On: 01/27/2008 Value of Construction: $250,001.01 Fees Collected: $5,279.75 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 2466 SF SFR WITH 695 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. * *continued on next page ** Expiration Date: 05/06/2008 doc: IBC -10/06 D06-435 Printed: 07 -31 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: 1JAI ( Date: The granting of this pe construction or the pe Signature: Print Name: City o .Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206.431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us c / ,✓K�4 -CJC. Permit Number: D06 -435 Issue Date: 07/31/2007 Permit Expires On: 01/27/2008 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone. N Hauling: N Start Time: End Time: Land Altering: Y 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: Y Street Use: N Profit: N Non - Profit: N 1 -3 1-tr) 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. does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating rmance of wpcC Jan uthorized to sign and obtain this development permit. Date: 771/4 7 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 D06-435 Printed: 07 -31 -2007 Parcel No.: 7340600810 Address: Suite No: Tenant: doc: Cond - 10/06 13008 38 LN 3 TUHW 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 CHARTER HOMES - LOT 8 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -435 ISSUED 11/15/2006 07/31/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/4313670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 8: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 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. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 12: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 13: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parldng garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 18: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila D06 -435 Printed: 07 -31 -2007 Permit Center. 18: ** *FIRE DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: htgx//www.cidukwila.wa.us 16: All electrical work shall be inspected and approved under a separate permit issued by the City of'I'ukwila Building Department (206- 431 - 3670). 17: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 20: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 21: Fire hydrants shall conform to American Water Worlcs Association specifications C- 502 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 22: Fire hydrants shall be oriented in the direction of fire apparatus access. 23: Fire hydrant installation requires a Public Works permit. 24: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 25: Maximum grade for all projects is 15 %. 26: Adequate ground ladder access to rescue windows shall be provided. 27: 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 0.8 inch (12.7mm). (1FC 505.1) 28: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 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 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -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. Traffic Control Plans doc: Cond -10/06 1106-435 Printed: 07-31-2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: httn: / /www.ci.tukwila.wa.us shall be submitted to the Inspector for prior approval. 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. 35: Any material spilled onto any street shall be cleaned up immediately. 36: 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 50 cubic yards of cut and 50 cubic yards of fill. If the fmal 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: From October 1 through April 30, cover any slopes and stockpiles that are 311:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and inunediately before, during and following stores. 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 %. 40: ** *PLANNING DIVISION CONDITIONS * ** 41: 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. doc: Cond -10/06 * *continued on next page ** DO6.435 Printed: 07-31-2007 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whetlier specified herein or not. The granting of this permit does not p::esume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature. Print Name: doc: Cond -10/06 City of Tukwila Depaflment of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwil.., Washington 98188 Phone: 206 -431 -3670 Fax: 2C6 -431 -3665 Web sit:: http: / /www.ci.tukwila.wa.us z 444A/ fft -C Date: 7/3/ 7 D06-435 Printed: 07 -31 -2007 Company Name: Mailing Address: Contact Person: E -Mail Address: Mailing Address: • k ♦ 0 " S Q ApploaoonAPorms- Apphcations On L01e0 -2006 - Permit Application doc Revised 4.2006 bh CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 attp://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 Print ** t —O`l3 King Co Assessor's Tax No.: 7 3 ` 3 (0 0 -- 0 4) 0 Suite Number: Floor: New Tenant: ❑ Yes ❑ ..No Site Address: Tenant Name: Property Owners Name: t VCIA A. Mailing Address: Ot■ 1 Name:_ {<e'/ I Mailing Address: l0O\ l%r 00 E - Mail Address: c cYk 1 ,1/4 .` GA'tl'L. - fe rl'vot'Vk S urc Day Telephone: (zc'ip) c C'*' -- 7 %s v1/4.1R— get DI City State Zip Fax Number: ( 2 - 04 - -- Company Name: CA- Aserc . R2- E-}D� t%�'i t � 1� � • O City State Zip Contact Person: KC V i t4 t15 tk4L Day Telephone: (9 01/1)14 ' 22n6 E -Mail Address: - k ;:,. - �✓C uri CJ✓koyneSIrtC. Fax Number: (Win) 0 Contractor Registration Number: CH A tZT1 Expiration Date: OS I OCP I 2-O 0 B Company Name: Mailing Address: Contact Person: E -Mail Address: ciy Day Telephone: Fax Number: State Zip City Day Telephone: Fax Number: State Zip Page 1 of 6 Valuation of Project (contractor's bid price): S Scope of Work (please provide detailed information): c' F RWWia onsWo ns- Appaauons On Iio.U3006. I .nit Appsadua.doc Revised 4.24306 bh Existing Building Valuation: S Will there be new rack storage? ❑ .. Yes .No (If yes, a separate permit and plan submittal will be required) ,eas in Square' bo age,':: e PLANNING DIVISION: p Single - family building footprint area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) /91 1 7 'For an Accessory dwelling, pro ✓ide the following: Lot Area (sq ft): hag Floor area of principal dwelling: 2VC Floor area for accessory dwelling: 'Provide documentation that shows that the principal owner lives in one of (he dwellings as his or her primary residence. Number of Parking Stalls Providad: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes JNo If"yes", explain- FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers D..Automatic Fire Alarm It6one ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. Yes No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper lndlcaring quantities and Material Sgfety Data Sheets. $EFTJC SYSTEM: On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of Scope of Work (please provide ietailed information): S F Water District la CL..Water District #125 Water Availability Provided Sewer District p�/ ❑...Tukwila L ❑...Sewer Use Certificate Qr...Sewer Availability Provided u witted with Aovlication (mar{ boxes; which anolvl; .Civil Plans (Maximum Paper Size -22 "x34 ") ...Technical Information Report ;Storm Drainage) ❑...Bond ❑..Insurance Easement(s) apposed Activities (mark boxes that anDlv): ❑...Right -of -way Use - Nonprofit or less than 72 hours O Use - No Disturt ance V...Construction/Excavation/Fill - Right-of-way _✓ Non Right-of-way Total Cut cub '. c yards Total Fill .S2 cubic yards anitary Side Sewer ❑ ❑ ...Cap or Remove Utilities ❑ • ❑ ...Frontage Improvements ❑ ❑ ...Traffic Control ❑ • ❑ ...Backtlow Prevention - Fire Protection Irigaticn Domestic Water ❑ ...Pemtanent Water Meter Size... _ ❑ ...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑...Sewe• Monthly Service Billinn to Name: Mailing Address. Water Meter Refand/Billian: Name: Mailing Address: Call before you Dig: 1- 800424 -5555 'Ito Ore' Toile 6" puiktm 'n 1 "far ?e s`pit ft 'Pt QUpplioauoSPonns- Appliuuon4 Or rinan@006 •'emit Applioa6on.don d: seri.. 4-2006 en . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line Private Private ❑..Hi e Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment ❑ .. Renton ❑ .. Seattle ❑ .. Approved Septic Plans Provided Il technical Report l.. Maintenance Agreement(s) ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .y,WWork in Hood Zone 1.Stonn Drainage ❑ ...Deduct Water Meter Size Day Telephone: City City ❑ .. Renton ❑...Traffic Impact Analysis ❑...Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization rench Excavation gQ ..Utility Undergrounding State Tip Day Telephone: State Tip Page 3 of 6 %S ',., Ay, t ,. `,.,_ .- Fumace<I00K BTU �.. .,i4.�I.it� rC" ' _ _ .. Air Handling Unit >10,000 CFM ?9 J �:{ n Fire Damper 4 iii , .. , 0-3 HP /100,000 BTU Fumace>100K BTU. Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat / 15 -30 HP71,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System - Wood/Gas Stove - 30-50 HP /1,750,000 BTU Appliance Vent / Hood and Duct Water Heater / 50+ 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 QM wlk4do Wgmu- APPlintions Q, IinN -2006 - Permit Applintion.doe Revised 4-2006 bA MECHANICAL CONTRACTOR INFORMATION Company Name: ' <_> f 3 t J Cot Sit /C1 1 OtJ Mailing Address: NE 1240' M ALE 1 4 K-KLPd-117 \jNiA% GI ghF4-1— city .. Contact Person: • ii (a k N N ` Day Telephone: C4' 'ROI ^ 0 134S E -Mail Address: .:Ciot.ILiC{ s et 4, Spoct&$1eacfirjtCUInFaxNumber. CN Contractor Registration Number: 1 tJ 0114C.4 Expiration Date: CPI 4,217-004— Valuation of Project (contracto:-'s bid price): $ Y 72.0 Scope of Work (please provide detailed information): SF to ns. -t Tiv M ILsE Residential: New... Replacement .... ❑ Commercial: New .... Replacement....❑ Fuel Tvpe: Electric ❑ Gas ....0 Other: Indicate type of mechanical wo:lc being installed and the quantity below: Page 4 of '`. Ix( eiig, Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic f Floor drain Sinks 5 Dental unit, cuspidor Shower, single head trap / Urinals 15- Dishwasher, domestic, with independent drain Lavatory Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent 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 Fa AS- - Pt 3 8 ► f2 vl iG cum s-n - tIUMf.LRNl geo22— Contact Person: bF% 1RfZy Ats 'sn Day Telephone: (t °tc4* E- Mail Address: is /Pc Fax Number: ( %IP0)802- o I%313 Contractor Registration Number: lsaeP tPT G°i5Rt-1-C r. Expiration Date: Company Name: Mailing Address: Valuation of Project (contractor's bid price): $ 76 yO Scope of Work (please provide detailed information): 3 F1 Rbocbli + W� City Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: WApplicatio. aormsAppliutiau On USS .2006• Pemit Appliwjon.doe Revised: 1-2006 eh State Zip r Page 5 of able .to WIT,/ 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. /lending and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition). 1 HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNS RAUT / ,FLED NT: �� /,,,,/// Signature: 4 Date: / 4 Print Name: 4 V fAi 4-e/L Day Telephone: 2 0C, 917 2-2-0C Mailing Address: Lol)f aftifin ) ,S'% CM S/On ` n - irLi < G fnO/ City State Zip Date Application Expires: 61t!t a I Date Application Accepted: 11 6104 QupplintlanWOmm- Applindon On IinWU.2006 • Panic Appliu4on.doc Minn& 42006 M Staff Initials: Page 6 of 6 RECEIPT NO: ROT -02174 Initials: WER User ID: 1855 Payee: CHARTER HOMES, INC. 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: /haww.ci.tukwila.wa.us SET ID: 0928 SET NAME: CHARTER HOMES SET TRANSACTIONS: Set Member Amount D06 -412 34.35 D06 -433 34.35 D06 -435 34.35 D07 -183 45.80 TOTAL: 148.85 TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description BUILDING - RES PLAN CHECK - RES SET RECEIPT Payment Date: 10/04/2007 Total Payment: 148.85 Amount Payment Check 09736 148.85 TOTAL: 148.85 Account Code Current Prate 000/322.100 90.22 000/345.830 - 58.63 TOTAL: 148.85 Parcel No.: 7340600810 Permit Number: D06 -435 Address: 13008 38 LN 5 TUHW Status: APPROVED Suite No: Applied Date: 11/15/2006 Applicant: CHARTER HOMES - LOT 8 Issue Date: Receipt No.: R07 -01535 Initials: WER User ID: 1655 Payee: CHARTER HOMES TRANSACTION LIST: Type Method Description Payment Check 9335 3,797.80 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 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 RECEIPT Payment Amount: 53, 797.80 Payment Date: 07/31/2007 09:30 AM Balance: 50.00 Amount 2,279.92 250.00 23.50 113.00 113.00 4.50 1,013.88 Total: $3,797.80 doc: Receiot-06 Printed: 07 -31 -2007 Doc: RECSEIS -06 RECEIPT NO: R06 -01823 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: ho: //w w.cttukwilawa.us Initials: JEM Payment Date: 11/15/2006 Total Payment: 4,816.73 User ID: 1165 Payee: CHARTER HOMES, INC. SET ID: 5000000615 SET NAME: 'limp set/Initialized Activities SET TRANSACTIONS: Set Member Amount 1)06 -433 1,671.41 1)06 -434 1,251.89 D06 -435 1,481.95 M06 -256 38.70 M06 -257 36.39 M06 -258 36.39 TOTAL: 1,671.41 TRANSACTION LIST: Type Method Description Payment Check 8071 ACCOUNT ITEM LIST: Description PLAN CHECK - RES SET RECEIPT TOTAL: Amount 4,516.73 4,516.73 Account Code Current Pmte 000/345.830 4,516.73 TOTAL: 4,516.73 17 3 11/15 9716 TOTAL 4516.73 COMMENTS: Type of Ins ection: . 44 .B u : I `. A-1S0 4 (1 Moor sj(14-r�;3'1 J ,) ( kid PL�<1� ef ce 4 I ,' t.1.1J (>1 `t A-ft a \t U A I h-�...' ii 5 r-✓+ f p c.T '-vi k-n - p(e-4`e--- f -ri a.m. 1 Phone No: 2dG 2I' 9 3os 1 1 Pro'e (1 -r l e, �1 Type of Ins ection: . 44 .B u : I `. Address: noes ock4 38 LA/ Sow Date Called: \s ea Lie Special Instructions: 1 ti ° Date Wanted: 3 - 1 3 a.m. Requester: Phone No: 2dG 2I' 9 3os o PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 4-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 INSPECTION NO. Approved per applicable codes. Corrections required prior to approval. Inspe or: INSPECTION RECORD Retain a copy with permit Oa(o -et 3 S (Date: _ i 3 "s/ El S58.00 REINSPECTION FEE REdl1IRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: IDate: 15 COMMENTS: i 4y 1 . ) t c Y I e ("Er 4 - F I T 1 2 , r-e - e -'4 e(7 Address: /300e 3 B to S uP l) rooF C h'tHc t-,t I Fi'e .k'^- Co I (th W-00 lfdJr open.) it—e) ' II E1 r ir5 .a- et --p.. vac,.X( " hv nas ic el 4 L elt, IJL 24-T JAS NE�-d 7 —3 f •rK A-L U ✓e J7?.'r - _ ,'i, ; _ p/67? r ' ".d -`, ( � o / le,-, r4i ,A't1J see.; rJA Project: 04A t#/ gtOm.5 Type of Inspection: wAii.....rot,S Address: /300e 3 B to S Date Called: Special Instructions: Date Wanted: �f /' 7• v 7 , C �'..' , Requester: Phone No: �+ �/-� 7 -2,0‘- 77 7 -22 Approved per applicable codes. Inspect INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D 6- '/35 PERMIT NO. (206)431 -3670 Corrections required prior to approval. S Date: ^a 0 556.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal the schedule reinspection. 'Receipt No.: !Date: Project: / Proj _ ky 1 aerie � I &MO L a f 8 Type of Inspection: U P Gl Address: Date Called: l n ! Z7 /O,2 L / Special Instructions: Date Wanted: / kW; 12/27! c7 ihrtP0P.m. Requester: Bpry,/ Clf7 Phone No: (n oo n712 o' PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 6 INSPECTION NO. INSPECTION RECORD Retain a copy with permit 0 oG - "Or Approved per applicable codes. Date: /2/27/07 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Corrections required prior to approval. COMMENTS: enfre 4ton — SG. 1 nsl to F_nh4 D nspector: )Receipt No.: `Date: COMMENTS: 1 . ' /nS Orr on (or-c f'. Yl — Pi.a-,i on / 7 f 4 ON All_ ,,,,,,4, that.- 4` L4M6 ors-A,r,S COOT C1,,» to rte- CAeckid gil ital :1 nr Ofr°" Special Instructions: t al Id 414).6 S /J/ fen/ re, ael ;PC Iii SGI Jn Phone No: Zoe 917 n2O!/ Project # a or/ro n LA s Type of Inspection: r,."" •H 3 Address' j 3 god ?7 a s Date Called' 2/2J/O? Special Instructions: Date Wanted: ab 7/07 Pao P.m. Requester: II " Phone No: Zoe 917 n2O!/ 2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Ft- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.367 Approved per applicable codes. Inspector: J pob -q; Corrections required prior to approval. (Date W274O2 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal the schedule reinspedion. (Receipt No.: (Date: COMMENTS: Typ f Inspection: 7 ()- ( rt4 k$6-C1t.\ Ra.,F StttrAcTs0,%S.9 Date Wanted: / 2/407 6 / 3 / 44 .-NAC.1 Sc ao - Requester: !�' Phone No: CC ID= 1-toan Ce mss flJ J � Project: , j fR. ` I Typ f Inspection: 7 Address: 1500 - 3T LA/54 Date Called: Special Instructions: .- Date Wanted: / 2/407 a P.m. Requester: !�' Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. 2 (206)431 -3 Q7 Approved per applicable codes. J Corrections required prior to approval. Inspector: •-- {t 'Date: (L( tot07 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cal the schedule reinspection. [Receipt No.: [Date: COMMENTS: Type of Inspection: /Wu S ,i/idPi /r/f It "; 1 I ._L. _ Z. t w Ink ■. Date Wanted: / /��7 1 •I 4 V'N!V,!'W p.m. IV / r ! (:n ' 1K (t) tttss■ iti nosiac RX(w.t T,9ussts t plct b.4 t its• f.,X) L At t., Tw i ' QaL,aii4. 4 stkebt v, LI) hts4t,.4 2t<ta'BUt.et o.c.. @ P('% 5.4-1 E ntss,.:Ati tilA4 of ct5'e2s.e. 2' c4 Misit.k.,' 5 S.w 1Cx a fop- .3 btrAl ;;40,t».1 G S or- r 21a.s2. € eirt, >,ss T r e- f. tA._t4rt� c�` ;Lim1,Cra- Project: /7l vrf,� s / Type of Inspection: /Wu S ,i/idPi /r/f Address: / 31f IA/ s Date Called: Special Instructions: Date Wanted: / /��7 a.l p.m. Requester: Phone No: PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Approved per applicable codes. • 7,6 43s Corrections required prior to approval. Inspect Date: $58.00 REINSPECTIGN FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: i�� Project: 1 4 Ar 7,v?c Type of Ins ecti �5. � /1?e� i Address: �� Date Called: � Special Instructions. Date anted �` `� / ' Requester: Phone No: INSPEL iN NO. INSPECTION RECORD Retain a copy with permit CITY • F TUKWILA BUILDING DIVISION yIS PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - X� Approved per applicable codes. Corrections required prior to approval. C T- st7P , l'✓ /s -v& ` cni �f © 4e TU o'a/P� / DS REINSPECTION FED REQUIRE D , I Prior o inspection. fee must be p d at 6300 Southcenter Blvd., Suite 100. Cal the schedule reinspection. 'Receipt No.: (Date: 1 Pro ci goitres 24 h i�Pr mG Type InsPe • p%` 4 �,}j� ,/ N 5 V J3 OOR 3,S 14/ Date Called: special instructions: Da /2 ntgd2 / � Request Phone No: a.0G -271 -Gc 4 Approved per applicable codes Corrections required prior to approval. OMMENTS: hector d INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ale 1 REINSPE ON FE REQUIRED. P for o inspection. tee must be Id at 6300 Southcenter lvd.. Suite 10 1 . Call the schedule reinspection. Projec�t: - / /�,( C..-1 �oa - 4 2, _ _ . .4 a t ddress: a. - 34 ia-, Date Called: Special Instructions: Date Wanted: .' p.m. • equester. Phone N a Approved per applicable codes. Corrections required prior to approval. COMMENTS: As- 479Gy-3s INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION T 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- Inspector:_ ` Date: El $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: phi - e7 / /m, C Type of Inspection: 2i4/91/1741' -,?i tf A /3 OO 6 31 J / i C G > Date Called: Special Instructions: Dat 1/ 7 t(j Requester: Phone 26‘ -z 7/ Z -4 0 Approved per applicable codes. Da 6-65 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO,_ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 (!}�1 Corrections required prior to approval. COMMENTS: .4107 %Fgvy Z/N'MZE 76) / X 1 7 A1f Pe/nit / os :40 REINSPECTION FEE SQUIRED. or o inspection, fee must be p Id at 6300 Southcenter Bl d.. Suite 1 . Call the schedule reinspection. 'Receipt No.: 'Date: �' Project; leo Type of In pection: . Address: /10 38 Al Date Called: Special Instructions: Date Wanted: T�tt ///7M-7 tls Requester: Phone No: 266-7 7/- 6 W6 proved per applicable codes. Corrections required prior to approval. COMMENTS: 1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION C 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Ins •. ctor. p I Recei• o.: NSPECTION FEE REQUI ED. Prior d a • 00 Southcenter Blvd., Su 100. Ca INSPECTION RECORD Retain a copy with permit . Pro / I Ct f l Type o spection Address: / S Date Called: Special Instructions: Date %anted //a P.m. Requester: Phone No: 36 G -7 7/ - V Approved per applicable codes. Corrections required prior to approval. C O MENTS: NSPECTION RECORD Retain a copy with permit INSP ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Ilrlrspect L` 1 / IDat , ( . I c PERMIT NO. 00 REINSPECTIONfEE REQUIRED. Prior o inspection, fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: t - / C_ /i Type of Inspection: ! ...Rd.. i1 Address: S Date Cal ed: x,33 -39 Instructions: r Date Wanted: Vim. ,2y� �< �� equester: Phone N? 46 _27/ -6 y 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 A pproved per applicable codes. Corrections required prior to approval. COMMENTS: 0 $58.00 REINS ON FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal the schedule reinspection. Receipt No.: (Date: • • Pro ect: C l (kv —OF Type of I pe tion w- EIn J Address: ► �Date fl % 3R Ln. 5, Cal ed: ` 1 08 Special Instructions: - Date Wanted I � eN .0 ' f V a.m. Requester: \ cCAS SD Qw Approved per applicable codes. INSPECTION RECORD Retain a copy with permit bate - y3s PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: 3» 1/05( 4-kAAJ F\ t 1 t t I I ' - Iv No 7 (Inspector: 6 pcj Date: $58.00 REINSPEC11ON FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: (Date: COMMENTS: Type of Inspection: A N a-A-tr/at oket B d a r of Addros: /tea ?1( LE S OW KO I* pi d d 4 Special Instructions: /..--- -\ L., 60A ciof neel S to ,liva w NSYr: L i E_ 444a32nke...... ± (? o i r A I Dar -- 1--o 14E4( ILI • AT e Na I c .46.I 'n — 6:I :1— I e :t Phone No: 7 - 947—Z Z ell tt.5•e4 ■ b 1 ‘ b :XL_ edxrt - ro ;its cj4-1-40 el-) r 54A-41 e,..1 A4:n rret:r • '1 I ft:f /1 I' ( t i. A I tfry �F { /Life frit—, 7 I% La ‘a a - 1`.' CP /- . Project: _ I f1- _I Type of Inspection: A N a-A-tr/at oket B d a r of Addros: /tea ?1( LE S Date Called: Special Instructions: /..--- Date Wanted: /". I I —og P-ol. Requester: Phone No: 7 - 947—Z Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. _ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 , • Approved per applicable codes. Inspector A \ bo4 -435 PERMIT NO. (206)431 3 & 7 O lat orrections required prior to approval. r ate: es/ 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: Pr e t Fvr Ty f nspection.' - �Ddb✓I Cc�(n et el A re ss: Ili c fig'' 6,1 . S. Date Called: Il J 1H 07 ---_ Special Instructions: - Date Wanted: ( ' ��) O �5.m. p.m. Request P ( 2 o(t) .2 7 1 - (p'h(o Approved per applicable codes. Corrections required prior to approval. COMMENTS: i li nju b f 3, 1 4 tkiv`. - J ' nal1M IN' S.1i dto, 6( � nspector: __ Date: i 11( V(7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431, -3670 $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: -42S PERMIT NO. Project: i ('e( ✓ - - Ltf2 Type of Inspection: d44 VV\ /t.f (7 Address: 130 08 3re41,so, Date Called: 1i1ce Wanted: II 1 f n1 _ f / `L/ . a Special Instructions: RequesDate te • Ph 2Dte ye,Nok ,. `, G� 71- & '? c Approved per applicable codes. Corrections required prior tp approval. COMMENTS: ct - 1 - 2) c. t�.re o f (.ti_ f I INSPECTION RECORD Retain a cdpy with permit lb - y�f PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Inspector: Ck !Date: 1y /J7 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: 7(Z, vclt - T - 0 /Li LA-�L Type of Inspection: SCR Address: /3000 Suite #: 38 Pt, S Contact Person: �— %.„- .,_1-1( JL> Special Instructions: Occupancy Type: Phone No.: 7t&gi - 7 - 5'. 0 C Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 pproved per applicable codes. Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 7,ti -y3s PERMIT NUMBERS Corrections required prior to approval. COMMENTS: 1 c �Nwz_ 0< Inspector: 4 tA i Date: /o& $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from he City of Tukwila Finance Department. Call to schedule a reinspection. Firs.: j 1/13/06 T.F.D. Form F.P. 1 SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40` Street, Tacoma, WA 98409 -5697 Tel (253) 474 -9449 Fax (253) 474 -0153 STRUCTURAL CALCULATIONS 2550 PLAN KING COUNTY, WA FOR: Charter Homes 601 Union Street, Suite 5110 Seattle, Washington 98101 EXPIRES APRIL 24, l_OP6B tl (S & H 11,798) August 15, 2006 Pi!? Copy REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 2 2001 ^ N RECEIVED CITY OFT /IKWILP Nov 1 5 7095 PERMIT CENTER ub 435 INDEX Silts & Hill 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: STRUCTURAL STEEL: STRUCTURAL STEEL: Fy = 36,000 PSI. BOLTS: A307 WOOD: JOISTS Sifts & Hill Engineers, Inc. Job Name: CHARTER HOMES 2550 PLAN Professional Engineers & Planners 2901 South 40 Street Job No. 11798 Sheet No 2 Tacoma, Washington 98409 253 -474 -9449 Fax: 253 -474 -0153 By: GWW Date 08/20/04 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 D2 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. WOOD TYPE BEAMS WIDTH 4" OR #2 WIDTH GREATER THAN 4" D.F. #2 LEDGERS AND TOP PLATES H.F. #2 STUDS 2X4 H.F. 2 X 6 OR LARGER H.F. #2 POSTS 4 X 4 D.F. #2 4 X 6 OR LARGER D.F. #2 6X6ORLARGER D.F. #2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 155 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,700,000 PSI. ENGINEERED BEAMS (PARALLAM): Fb = 2,900 PSI, Fv = 290 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 2,000,000 PSI. DESIGN LOADS ROOF DEAD LOADS: FLOOR LIVE LOADS: Sitts & 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 MISC. MECH., & LGTN. 12.0 PSF 2.0 2.0 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 !El IMARUALL S LEOLTO. wen ror SEE OTRAP l LGEW, we!T rol• ROOF FRAMING PLAN 'A' i/4 ".P-0• • LGNT IDENTIFC PER'WR FOL LOLA • A 0. ALL IRO( PART PAR GI I ELL FIT IS RF BRARA LFk •ROOF TF BEARIK DISPLAC TO RES. YE LCCATIO UPPER R LIVOYLO FRONT C. TYPE vE UP ROO Ll,ON FRO 4T C. TYPE vE UP ROC LIVmw. FRONT 6 NOTE vENTED • ROOF Es ROOF PI SICYLIGF ERYLIGF • TW55E! OTUERU • ALL OE. STAN E: DEICE I BEFORE Taus: • ALL TRU • ALL TRU K ANSA( • TRSSE• • ALL T..4 ALL TW SITE POP • ALL CO ry GU • TRUSS C Uu %IKO TRUSSES YOERI B EAR T namuFAc SPACM[ • APPS P RARER • M4 GARDE BOARD OV DO TRIM • EE L• GEC. MEET roP CC GTRAP !DENO. SLIEST • 61' DEG DD 1/4 "• f 0" 'DM RAFTERS W 2X4 CEILNII JOSTE • $4 OZ. 6••• BARGE BOARD IV TK! TRFI BLOCK FOR SING SEX U GAZLE VENT WA Gaeta 60ARD IV N: TRIM NSIALL R AS.I*G DIVERTER 10 GUTTER INSTALL FLAKING DNERtER TO GUTTER ROOF FRAMING PLAN 'B' LCC UPI LIMP FROI T1P UP LN, FRO TTP UP Lrv• FRO NO MP* Ro< SKl 5Kl T. O TF ALL 674 PI OEI TR . ALL Fw 1_. 0EI • • ALL SITE • ALL MAI •TR. Wed • TRL INC DE. FW 6P, RN • LID IDE PET F0. • ALL FR• Ra EEL SEP GR • Rd DE, De TO 4-4- 1 i__:_. ...... ! -i I • • ; t. t_...1_ . ,. .• ;_.. i — 4_, • . ! i ! . . ; . 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DESIGNED .-)71`14 DATE 71o 4- JOB 111118 (253) 474-9449 CHECKED DATE SHEET "DEVE-LOPMENT *paw #1 2.55 .6 OF Rev. 560000 User: KW. 0602611, Ver 5.6.0. 2- Sep -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 11000\ 11C.,' \calculatians1110'...ecw:Calcula Description [General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Beam 1. Title : Dsgnr: Description : Scope: Center Span 3.500In 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 Mow 625.0 psi E 1,600.0 ksi 5.00 ft Lu ft Lu ft Lu Job # Date: 10:06AM, 12 JUN 03 7 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads I [Deflections Center Left Cantilever Right Cantilever Summary DL DL 5 DL 25600 #/ft #/ft #/ft LL LL LL 400.00 #/ft #/ft #/ft Beam Design OK Span= 5.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.7 : 1 Maximum Moment 2.0 k -ft Maximum Shear * 1.5 1 . 9 k Allowable 2 . 8 k Allowable 2 . 4 k Max. Positive Moment 2.05 k -ft at 2,500 ft Shear. @ Left 1.64 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.64 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.030 in Max. M allow 2.76 Reactions... @ Right 0.000 in fb 802.31 psi N 73.68 psi Left DL 0.64 k Max 1.64 k Fb 1,080.00 psi Fv 95.00 psi Right DL 0.64 k Max 1.64 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.020 in -0.052 in Deflection 0.000 In 0.000 in ...Location 2.500 ft 2.500 ft ... Length/Defl 0.0 0.0 ...Length/Defl 2.964.0 1,156.69 Right Cantilever... Camber ( using 1.5 ' D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.030 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)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:1 1000\11037 ‘calculalions \H 031.ecw:Calcula 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 [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections Beam 2. 01 DL DL 248.00 #/ft ft/ft #/ft LL LL LL Title : Dsgnr: Description : Scope : Center Span 3.00ft 3.500 in Left Cantilever ft 7.250 In Right Cantilever ft Sawn Douglas Fir - Larch, No.2 Fb Base Allow 1.000 Fv Allow Pin -Pin Fc Allow E 900.0 psi 95.0 psi 625.0 psi 1,600.0 ksi 388.00 #/ft #/ft #I(t Lu Lu Lu Job # fy Date: 10:06AM, 12 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Span= 3.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.356: 1 Maximum Moment 0.7 k -ft Maximum Shear * 1.5 0.9 k Allowable 2.8 k Allowable 2.4 k Max. Positive Moment 0.72 k -ft at 1.500 ft Shear. © Left 0.95 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.95 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 2.76 Reactions... @ Right 0.000 in lb 280.03 psi fv 33.84 psi Left DL 0.37 k Max 0.95 k Fb 1,080.00 psi Fv 95.00 psi Right DL 0.37 k Max 0.95 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.007 in Deflection 0.000 in 0.000 in ...Location 1.500 ft 1.500 ft ... Length/Defl 0.0 0.0 ...Length/Defl 14,165.0 5,523.44 Right Cantilever... Camber ( using 1.5* D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.004 In ... Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Rev. 560000 User. KW-0602811, Ver 5.6.0, 2- Sep -2002 (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 11000\ 11031 \caiculallons\11031.ecwCalcula 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 LFuil Length Uniform Loads Center Left Cantilever Right Cantilever Summary I Span= 12.00ft, Beam Width = 3.500In x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max Negative Moment Max C Left Support Max @ Right Support Max. M allow tb 709.74 psi Fb 935.00 psi Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 • D @ Center @ Left @ Right Beam 3. DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 0.00 k -ft 0.00 k -ft 3.89 ry Fv Dead Load -0.099 in 8.000 ft 1,447.2 .L. Defl) ... 0.1491n 0.000 In 0.000 in 2.95 k -ft 0.00 k -ft 64.00 #/ft #/ft #/ft 39.76 psi 75.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 0.759 1 3.0 k -ft 3.9 k -ft at 6.000 ft at 12.000 ft LL LL LL Reactions... Left DL Right DL Tine: Dsgnr: Description : Scope : 12.00 ft ft ft 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 100.00 #/ft #/ft #/ft 0.38 k 0.38 k Total Load Left Cantilever... -0.255 in Deflection 6.000 ft ...Length/Defl 564.78 Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Maximum Shear • 1.5 Allowable Shear: Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.3 k 2.4 k @ Left 0.98 k @ Right 0.98 k Camber. @ Left 0.000in @ Center 0.149in @ Right 0.000in Max 0.98k Max 0.98 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 In 0.0 0.0 Rev: 560000 user. KW -0602811. Ver 5.6.0, 2- Sep -2002 _(c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p: t11000111031twlcula lionst11031.ecw.Calcula Description Deflections Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Max @ Left Support Max @ Right Support Max. M allow lb 426.50 psi Fb 900.00 psi Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 * D. @ Center @ Left • @ Right Beam 4. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements t Section Name 4x12 Beam Width Beam Depth Member Type [full Length Uniform Loads M I DL DL DL Center Span Left Cantilever Right Cantilever 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 3.500 in 11.250 in Sawn Span= 16.00ft, Beam Width = 3.5001n x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.474 : 1 Maximum Moment 2.6 k -ft Maximum Shear * 1.5 Allowable 5.5 k -ft Allowable Max. Positive Moment 2.62 k -ft at 8.000 ft Shear. Max. Negative Moment 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 5.54 iv Fv Dead Load -0.071 in 8.000 ft 2,703.7 L. Deft )... 0.107 in 0.000 In 0.000 In 32.00 #/ft #/ft #/ft 22.19 psi 95.00 psi Total Load -0.182 in 8.000 ft 1,055.12 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 16.00 ft Lu ft Lu ft Lu 50.00 #/ft #/ft #/ft Camber: @ Left 0.000 in @ Center 0.107in @ Right 0.000 in 0.26 k 0.26 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Job If Date: 10:06AM, 12 JUN 03 la 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.9 k 3.7 k @ Left 0.66 k @ Right 0.66 k Max 0.66k Max 0.66 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 L Rev: 560000 User: xW -0602611. Ver 5.6.0, 2-Sep-2002 (cp993 -2002 ENERCALC Engineering Software General Timber Beam Page 1 1 p111000tl1031\calcolations\1 1031.ecw.Calotla Description Summary [ Section Name 2x6 Beam Width Beam Depth Member Type Load Der. Factor Beam End Fixity Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right Beam 5. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements i Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 146.38 psi Fb 1,105.00 psi DL DL , DL 1.500 in 5.5001n Sawn 1.000 Pin -Pin [Full Length Uniform Loads I 32.00 #/ft #/11 #/ft Span= 3.00ft, Beam Width = 1.500In x Depth = 5.5in, Ends are Pin -Pin Dead Load -0.002 in 1.500 ft 16,689.3 • D.L. Dell ) ... 0.003 In 0.000 In 0.000 In 0.208 ; 1 0.1 k -ft 0.7 k -ft 0.09 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 0.70 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 1.500 ft 3.000 ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 3.00 ft ft ft 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 50.00 #/ft i#ft #/ft Maximum Shear * 1.5 Allowable Shear. Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Job # Date: 3:14PM, 5 JUN 03 I 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.1 k 0.6 k @ Left 0.12 k @Right 0.12k Camber: @ Left 0.000in @ Center 0.003in @ Right 0.000in 0.05 k Max 0.12 0.05k Max 0.12k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 In 0.0 0.0 • IA 0 LEGD SW 61• +µ/ SEE Enur ! LEGEND. sat • N' I.T UV AVANT SLOCKINSS TO CLEAR I L 202/SD X tra Il v r I 0 START UPPER FLOOR FRAM .. THI 1...1 u v St 6 Ira 5 a- Oi5 Ito .0 A )% b RIM JOIST . yip = ••R •IR Mi- -..5. I N MI•El O S V411,,'_ 30 h x 14 V! RETURN AIR CENTER CP HALL EELCW CROCK FOR MEN RETURN AIR ROTH ADOVE - i d 0 E}— ®- NOTES: EEE I FOR DMENNoNS TO CANS )S e • ALL FLOOR JOISTS TO SE 2•10 HP.1 FLOOR JOISTS •M' OC. UNLESS NOTED. • ALL FLOOR JOIST TO EE CLOCKED AT DEARNG. • It l EEARNG • DC CP JETS. • SEE MAN FLOOR SHEET 3 FOR SEAMS SIgi !ADJUST FOR • -) ) tat SAAOE C0cI7. a+ K27 3-041 EA RAFTER CJ UPPER FLOOR FRAMING PLAN /2 ROOF PER ELE ,M• OHS T.P. WALL h@ATUND ) COT.. is ISG EA STUD, NS 0E0 ROOF •t 6. 00. WM� • E' OC. (N Da •3A' U.1 CLIP EA. PLATE At S•.1 L I GARAG 4 VJ•.1•.0• SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT f3 7�E VVLOPMWNT PLAN if 2550 DESIGNED I DATE 7 104- JOB /0 CHECKED DATE SHEET 13 OF 6 WI?L -I 16. 4/Z j Iz. 151z zoZ 2 4/2_4.10 3 So -I • }> Wr>:1....1- I(0 162 t12 =15/2` -17%0 - W L Li " ~ ZS' 1 W2 -= 5 00 ID w QL.2 ; `Iz• 15/2 50 1 A ) 1D. 15/2 ;QO w t '1W ! -_.4b • z /2 o 2K ID w0 L 7,2 12• ZCr/z 156 W + /2_ 520 1- 2)--)4o 1)Tt2,_ _ W rJL = I(mo oz F 1L'15 2{ IS = d o A A' L( Rev: 560000 User: KW -0602611, Ver 5.6.e. 2- Sep-2002 c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 110001 11031kalculations \11031.ecw:Calcula Description Load Dur. Factor Beam End Fixity Beam 6. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x10.5 Beam Width 3.125 in Beam Depth 10.500 in Member Type GluLam 1.000 Pin -Pin LFuII Length Uniform Loads 1 Summary [Deflections Center Left Cantilever Right Cantilever I Center Span... Deflection ...Location ...Length/De0 Camber ( using 14 D. @ Center @ Left @ Right Span= 8.00ft, Beam Width = 3.125in x Depth = 10.51n, Ends are Pin -Pin Max Stress Ratio 0.480 : 1 Maximum Moment 4.4 k -ft Maximum Shear * 1.5 Allowable 11.5 k -ft Allowable 5.4 k Max Positive Moment 4.42 k -ft at 4.000 ft Shear. @ Left 2.21 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.21 k Max @ Left Support Max @ Right Support Max. M allow fb 922.85 psi Fb 2,400.00 psi DL DL DL 0.00 k -ft 0.00 k -ft 11.48 fv Fv -0.034 In 4.000 ft 2,798.3 L. Defl) ... 0.051 in 0.0001n 0.000 In 202.00 #/ft #!ft #/ft 79.13 psi 165.00 psi Dead_Load Total Load 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 ksl -0.094 in 4.000 ft 1,024.02 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 350.00 #/ft #/ft #/ft 8.00 ft Lu ft Lu ft Lu 0.81 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 2.6 k Camber. @ Left 0.000in @ Center 0.051 in @ Right 0.000 in Max 2.21 k 0.81 k Max 2.21 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 �4 Rev: 560000 User: KW -0602611, Ver 5.6.0, 2- Sep -2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 1 p:1 110001 11031 kalculatlons%11031.ecwCalcula Description Beam 7. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x10.5 Beam Width 3.125 in Beam Depth 10.500 In Member Type GluLam Load Dur. Factor Beam End Fixity Pin -Pin #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 1.000 [Trapezoidal Loads 298.00 #/ft LL @ Left 298.00 #/ft LL @ Right 90.00 #/ft LL © Left 90.00 # /ft LL © Right [Point Loads Dead Load Live Load ...distance Summary Deflections 1,000.0 lbs lbs 5.000 ft 1 Span= 6.00ft, Beam Width = 3.1251n x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.791 : 1 Maximum Moment 4.0 k -ft Maximum Shear * 1.5 4.3 k Allowable 11.5 k-ft Allowable 5.4 k Max. Positive Moment 4.00 k -ft at 3.168 ft Shear: @ Left 2.53 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.85 k Max © Left Support Max @ Right Support Max. M allow fb 835.92 psi Fb 2,400.00 psi Center Span... Deflection ...Location ...Length/Defl @ Left 0.000 In @ Right 0.000 in lbs lbs 0.000 ft 0.00 k -ft 0.00 k -ft 11.48 fv 130.44 psi Fv 165.00 psi Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 165.Opsi Fc Allow 560.0 psi E 1,800.0 ksi lbs lbs 0.000 ft Reactions... Left DL Right DL 500.00 #/ft 500.00 #/ft 300.00 #/ft 300.00 #/ft lbs lbs 0.000 ft Camber: © Left 0.000 in @ Center 0.033in © Right 0.000in 1.04 k 6.00 ft Lu ft Lu ft Lu 1.54 k Start Loc End Loc Start Loc End Loc lbs lbs 0.000 ft Max 2.53 k Max 2.85 k Dead Load Total Load Left Cantilever... Dead Load otal Load -0.022 in -0.048 In Deflection 0.000 in 0.000 In 3.120 ft 3.048 ft ...Length/Defl 0.0 0.0 3,240.9 1,488.88 Right Cantilever... Camber ( using 1.5 ' D.L. Dell ) ... Deflection @ Center 0.033 In ...Length/Defl 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 lbs lbs 0.000 ft Beam Design OK 0.000 in 0.0 lbs lbs 0.000 ft 1� Rev: 560000 User KW- 0602611, Ver 5.8.0, 2- Sep -2002 (c)1963 -2002 ENERCALC Englneenng Software General Timber Beam Page 1 p:\1 1000 \11031 ValculaUonstl 1031.ecw.Calcula Description Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary [Deflections Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 • D @ Center @ Left @ Right Beam 8. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Beam Width Beam Depth Member Type DL DL DL 1.500In 9.250In Sawn 1.000 Pin -Pin [full Length Uniform Loads Span = 15.00ft, 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 820.45 psi ft/ Fb 935.00 psi Fv Dead Load -0.106 in 7.500 ft 1,693.7 .L. Defl) ... 0.159 in 0.000 In 0.000 in 1.46 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 12.00 #/ft #/ft #/ft LL LL LL Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Mow Fv Allow Fc Allow E Depth = 9.25in, Ends are Pin -Pin 0.877 ; 1 1.5 k -ft 1.7 k -ft at 7.500 ft at 0.000 ft 38.11 psI 75.00 psI Total Load -0.461 in 7.500 ft 390.85 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 15.00 ft ft ft 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 40.00 #/ft #/ft #/ft Lu Lu Lu Maximum Shear * 1.5 Allowable Shear: 0.09 k 0.09 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.5 k 1.0 k @ Left 0.39 k @ Right 0.39k Camber. @ Left 0.000 in @ Center 0.159in @ Right 0.000in Max 0.39k Max 0.39 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 5.6.0, 2- Sep-2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 ptf 10001110311cafalalionsll 1031.ecw:Calcufa Description [General Information Calculations are designed to 1997 NOS and 1997 WC Requirements Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Sum [Deflections Beam 9. Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow fb 325.06 psi Fb 990.00 psi Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5 • D Center © Left Right DL DL DL 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 [Full Length Uniform Loads 0.00 k -ft 0.00 k -ft 4.12 1.35 k -ft 0.00 k -ft Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.406 1 Dead Load -0.002 in 2.000 ft 19,730.5 .L. Deft) 0.004 In 0.000 In 0.000 in 156.00 It/ft #/ft Mt 1.4 k -ft 4.1 k -ft at at IL LL LL 520.00 #/ft #/ft #/ft Maximum Shear • 1.5 1 . 2 k Allowable 3.1 k 2.000 ft Shear: © Left 1.35 k 0.000 ft Q Right 1.35 k Camber. @ Left 0.000 in Center 0.004 in © Right 0.000 in Reactions... fv 38.59 psi Left DL 0.31 k Fv 95.00 psi Right DL 0.31 k Total Load -0.011 in 2.000 ft 4,553.19 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft 4.00 ft Lu ft Lu ft Lu Job# /7 Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.35k Max 1.35 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-0602611, Ver 5.6.0. 2- Sep -2002 (c)W83 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:U 1000\ 11031kalculaaons \11031.ecwCalcula Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Y Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 6.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,395.67 psi Fb Z900.00 psi [Deflections Center Span... Deflection ...Location ... Length/Defl Camber ( using 1,5 @ Center @ Left @ Right Beam 10, Prllm: 3.5x9.25 3.5001n 9.250 in Sawn DL DL DL 1.000 Pin -Pin = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.481 : 1 5.8 k -ft 12.1 k -ft 5.80 k -ft at 3.000 ft 0.00 k -ft at 6.000 ft 0.00 k -ft 0.00 k -ft 12.06 Reactions... fv 133.40 psi Left DL Fv 290.00 psi Right DL Dead oad -0,031 in 3.000 ft 2,326.5 • D.L. Deft) ... 0.046 In 0.000 in 0.000 in 490.00 #/ft #/ft #/ft Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Mow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksl otal Load -0.081 in 3.000 ft 883.71 LL LL LL Title : Dsgnr: Description : Scope: 800.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear. Camber: 1.47 k 1.47 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Job # /3l Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 4.3 k 9.4 k @ Left 3.87 k @ Right 3.87 k @ Left 0.000 in @ Center 0.046in @ Right 0.000in Max 3.87 k Max 3.87 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 1 L; ' 4-4 ' 71 • - II ' ,L--' ' - 7 ' 4 - 1 7 1 -' 41 7E-H - . - ' 1 --..- r. 4 i J - I - t 1 i : , I I : 1 • ..-- Irt r , . ig., :III -.-- .._ , . • • • • ___ _.:._...i' • !...• )27 i i " - -•-1-4/a-A-7 . i• 7- ......-.., ..,_,.., _ i. • - -1---, 1-1- ' f , , L: i i411;714-: 4774 7477 f, - i - l ietitL - 1.: 1- " 1- i -- j 7" ..i_• ,._!.....: • ___, .';i . ' I ' ' I 4- - it : ; -777 771 -7 7 II L I 1 1 I 7 i --47.: -7- -7 . ' - 4 ' -±11-7-1 ! !*;...., , , •--i . 'J. ; 4_ 0 C- at -C7 j ; 7‘..- Tyt" 7- 1 i_. ,•-••! i . 4 I • 7 a l - • ' I I i : I! 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Li i ; --- i- i--t- rezcm,--5 r‘ -7- -'-- ' 47- J-4 1 ' ' 14 k_1:2- I 1 ' t41,.. - 1 r l ): ; i bi .--1 I t .--- -- TH • • 1 i - g6' TT): I lli Inkiamennessuestainzio . i • : I I ' ) Tr 1 ti 1 -& 1 --ftfir- • _±.4) ma - . 14•Ileki , i."7- • Millaaffal f_ _MIN a L-E ■ a . a II ma . i I L ' NINIIIMMI• NE • 1 h 171--) • • 1111.21S•1 i n in En . t 7 'ET , IThii 1 -1- Nam • • 7771 , • . - , ,..._1, i_u_ i • 1 4 WRIllil • • . . ■ • f a 1- -- W , 1 alum IBM' smommunts ■ •• rrl . •no as ma in sliAll MI 4- fr I 1 I 1 L l ' i rri r i-,[il • • • : - 1 • 1 ' 1 1 1-1- • • I j_ Li I 'LL , , I J__LL _ _ _ SITTS & HILL ENGINEERS INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT iMsf nVELOMENr ?LAW DESIGNED DATE CHECKED DATE #05 7/ of JOB PM / SHEET OF At,: 560000 User: KW- 0602811. Ver 5.$ Q, 2-Sep-2002 (0)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 11000\11031 calculations \11031.ecw.Calcula Description General 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 Summary [Deflections Span = 5.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 468.83 psi fv Fb 990.00 psi Fv Center Span... Deflection ...Location ...Lengtil/Deff Camber ( using 1.5 @ Center @ Left @ Right Beam 11. 1 DL DL DL 0.00 k -ft 0.00 k -ft 4.12 Dead Load -0.005 In 2.500 ft 10,943.8 • D.L. Deft)... 0.008 In 0.000 In 0.000 In Center Span 3.500 in Left Cantilever 9.250 In Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Affow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin - Fe Allow 625.0 psi E 1,600.0 ksi 144.00 #/ft #/ft #/ft = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.530 : 1 1.9 k -ft 4.1 k -ft 1.95 k -ft at 2.500 ft 0.00 -ft at 0.000 ft 50.31 psi 95.00 psi otal Load -0.024 In 2.500 ft 2,525.50 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 5.00 ft ft ft 480.00 #/ft #/ft Wft 1.6 k 3.1 k @ Left 1.56 k @Right 1.56k Camber. @ Left 0.000in @ Center 0.008in @ Right 0.000in Maximum Shear * 1.5 Allowable Shear: 0.36 k 0.36 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Deft Lu Lu Lu Job # Date: 3:14PM, 5 JUN 03 Za 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.56 k Max 1.56 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 110001 11031Yaiculalions 111031.ew:Calcula Description Beam 12. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements j Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.125x16.5 3.1251n 16.5001n GluLam 1.000 Pin -Pin [Full Length Uniform Loads [Deflections Center Left Cantilever Right Cantilever Summary I Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5 ii Center Left ra Right DL DL DL Span= 17.00ft, Beam Width = 3.1251n x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0.862 : 1 Maximum Moment 24.5 k -ft Allowable 28.4 k -ft Max. Positive Moment 24.46 k -ft at 8.500 ft Max. Negative Moment 0.00 k -ft at 17.000 ft Max 4 Left Support 0.00 k -ft Max © Right Support 0.00 k -ft Max M allow 28.36 fb 2,069.72 psi fv 140.62 psi Fb 2,400.00 psi Fv 165.00 psi Dead Load -0.236 in 8.500 ft 865.9 • D.L. Deft) ... 0.353 In 0.000ln 0.000 in 264.00 #/ft #/ft #/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 Total Load -0.604 in 8.500 ft 337.65 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 413.00 #/ft #/ft #/ft Maximum Shear * 1.5 7.3 k Allowable 8.5 k Shear: © Left 5.75k Right 5.75k Camber. @Left 0.000in Center 0.353 in ig Right 0.000in 2.24 k Max 5.75k 2.24 k Max 5.75 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 17.00 ft Lu ft Lu ft Lu 0.000 in 0.0 Job # Date: 3:14PM, 5 JUN 03 4 0.00 ft 0.00 ft 0.00 ft Beam Design OK Dead Load otal Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.0 Rev: 560000 User. KW -0602611. Ver 5.6.0, 2- Sep-2002 _ (c1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 r p: 1110001110311calcvlaeons ■11031.ecwCalcula Description Beam 13. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x13.5 Beam Width 5.125 In Beam Depth 13.500 in Member Type GluLam Load Dur. Factor Beam End Fixity Full Length Uniform Loads Y Center Left Cantilever Right Cantilever Summary I DL DL DL Span= 19.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow 1.000 Pin -Pin fb 1,989.68 psi fv Fb 2,395.76 psi Fv [Deflections Center Span... Deflection ...Location ...Lengthloefl Camber ( using 1.5 @ Center @ Left @ Right 0.00 k -ft 0.00 k -ft 31.08 Dead Load -0 205 in 9.500 ft 1,114.2 • D.L. Defi) ... 0,307 In 0,000 In 0.000in 132.00 #/ft #/ft #/ft 5.125in x Depth = 13 Sin Ends are Pin -Pin 0.831 : 1 25.8 k -ft 31.1 k -ft 25.81 k -ft at 9.500 ft 0.00 k -ft at 0.000 ft 104.62 psi 165.00 psi Total Load -0.887 In 9.500 ft 257.12 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 Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi 440.00 #/ft #/ft #/ft Maximum Shear • 1.5 Allowable Shear. 1.25 k 1.25 k Left Cantilever... Deflection ...Length/Deli Right Cantilever... Deflection ...Length/Defl 19.00ft Lu ft Lu ft Lu Camber. Job # Date: 3:14PM, 5 JUN 03 2Z 0.00 ft 0.00 ft 0.00 ft Beam Design OK 7.2 k 11.4 k @ Left 5.43 k @ Right 5.43 k @ Left 0.000in @ Center 0.3071n @ Right 0.000in Max 5.43k Max 5.43 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)1963 -2002 ENERCALC Engineering Soflware General Timber Beam Page 1 p311000U 1031kalculations11031 .ecw:Calcula Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements r [Deflections Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary I Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5 * D. Center © Left @ Right n Beam 14. DL DL DL Span= 12.00ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Q Left Support Max Q Right Support Max. M allow fb 686.66 psi Fb 935.00 psl 1.500 In 9.250 in Sawn 1.000 Pin -Pin [Full Length Uniform Loads Dead Load -0.058 in 6.000 ft 2,481.0 L. Defl ) ... 0.087 In 0.000 in 0.000 in 16.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.247 in 6.000 ft 583.76 LL LL LL Title : Dsgnr: Description : Scope: .500in x Depth = 9.25in, Ends are Pin -Pin 0.734 ; 1 12 k -ft 1.7 k -ft 1.22 k -ft at 6.000 ft 0.00 -ft at 0.000 ft 0.00 k -ft 0.00 k 1.67 Reactions... fv 38.46 psi Left DL Fv 75.00 psi Right DL 12.00 ft ft ft 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 52.00 #/ft #/ft Wit Maximum Shear * 1.5 Allowable Shear. 0.10 k 0.10 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft Lu Lu Lu 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 Q Left 0.41 k @ Right 0.41 k Camber: Q Left 0.000 in Q Center 0.087 in Q Right 0.000 in Max 0.41 k Max 0.41 k pead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 In 0.0 0.0 L Description Section Name Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary [Deflections Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow Po 1,690.33 psi Fb 2,400.00 psi Center Span... Deflection ...Location ...LengthfDefl Camber ( using 1.5 @ Center @ Left @ Right Beam 15. 3.125x16.5 3.125 In 16.500 in GluLam I DL DL DL 1.000 Pin -Pin Dead Load -0.267 in 9.500 ft 852.8 • D.L. Deft) ... 0.401 In 0.000 In 0.000 In 192.00 #/ft #/ft #/ft 0.788 : 1 22.3 k -ft 28.4 k -ft 22.34k -ft at 0.00k -ft at 0.00 k -ft 0.00 k -ft 28.36 N 117.10 psi FY 165.00 psi Total Load -0.689 in 9.500 ft 330.78 9.500 ft 0.000 ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Rev. 560000 User KW -0602611, Ver 5.6.0, 2- Sep-2002 (0(1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p01100011103ncalculaUansU 1031.ecw.Calcula [General Information Calculations are designed to 1997 NDS and 1997 NC Requirements Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi EY Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi Span= 19.00ft, Beam Width - = 3.125in x Depth = 16.5in, Ends are Pin -Pin 19.00 ft ft ft 303.00 #/ft #/ft #/ft 1.62 k 1.82 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection - ..LengthfDefl Lu Lu Lu Maximum Shear * 1.5 Allowable Shear. 0.000 in 0.0 Job # Date: 3:14PM, 5 JUN 03 "f- 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads I Beam Design OK 6.0 k 8.5 k @ Left 4.70 k @ Right 4.70 k Camber: @ Left 0.000 in @ Center 0.401 in @ Right 0.000 in Max 4.70 k Max 4.70 k Dead Load otal Load 0.000 in 0.000 in 0.0 0.0 0.000 In 0.0 - SITTS & HILL ENGINEERS, INC. DESIGNED 4Sil DATE JOB 11 SHEET 25" OF TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE NvELamz-ivi norm 4 255 PROJECT • ; ' ' - • 1-- 1-+ ' ! I 1 ! im ,.--.- ; - L t . , ._,_ r - -J i 4 I t ,, -4.4) • -L4-41-t-frF-0E4 4F :4i ( I -ki • -41,1H- i-ii; . - r - • ityr-r,4 (I Ti / 1 -12 t r i 4 OrAinAr.vPpr 7!_74- 41 I i „ T_T „ .11 et:g ' - - • • 3 1. • I'4 • 7 .- — • -- )••••:- 11 1 - 313 - k - e 1 : 3 ; 7.33>C2 triT C.T_Ti L: _ r ' — . , > 1* - 1 1- 11. 2 11 - Itt_._ 4- 1 'F fl 44 volt a ■ -• t , J r' -1 " ri I -- 7 - r -7- ' I • L 1 ' - r ?S 1 r 7 :(3) G_ 7 1 El . . ! #; 3 - • - -.7 • : ( I pH r i 1; 1 3134-7 1 FL! k ' 1 • FH .• 1- 1 ITT HIT • . a • • ! H- • 'LI- H.- it" 1-41.17- • ._.. 1 . k!-JH • • • :44-44- • --17rn I • . . I I ' •- 1-4-1 lYi - )-34 3+ r.r - rr 1 • I . . ' ' ' . • I ' •- - - I I-L- • -4-1 ; - -- . --. --. I. f -...: I.- i -i- ..,_-... " P. M . I • -- • --' - -1- '44 - 44 , --L-4, I --i--- r - 1—, - f . . - - i . l• i • -± - ----- • - --- ' I 7 .. T , 3-3--- - 3 • 3 I . . _ _ . • 3 . :1 - r : I . 1 . s'•IIIII ..LL. L LL LL. 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 Cpb := I CM := I C t := I CL := 1 Cp := 1.1 E':= 1300000-psi F" F •C C F" 1430 psi (3) - 2x6 HF #2 Built Up Post Properties F", c D' Fc c = P Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 KcE := 03 Kc FOE SL Cp L 2•C J \ 2•C F' := CP F ", F = 677psi F 2 1 + Fca F "c F Spread Footing Design Soil Bearing Pressure (S Sb := 2000•psf P := 5700•11) PTL Fwidth C Kf F' = 593 psi P ,, a := F& A. 3 -2x6 HF #2 Built Up Post in a Wall P a = 146781b Fwide, = 2.8 ft H:= 9-ft psf := par plf := psf•ft lb := plf 144 Kf o= I (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := (3)4.5•in t:= 5.5-in At t•h t•h 3 I 12 I.2 — h C = 0.4 A = 24.8in I = 41.8 in S = 18.6 in USE 24 "x24 "x10" Ftq. w/ (2) #4 Bars Ea. Way. 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 17. w/ 5.4kips Loads Maximum Load For (3) -2x4 HF #2 Built up Wood Post F,:= 1300-psi CD := 1 F := 1300000 -psi F "c-= Fc•CD - CFc Axial Load Capacity Slenderness Ratio (SL) SL h K Fos SL C :— F' := C F " = 1430psi C 0.8 KO := 0.3 Spread Footing Design Soil Bearing Pressure (Sb) C 1 c := 1 C 1 C 1 Cp 1.1 FCE = 677 psi Sp := 2000•psf Pn, := 5400-lb PTy Fwidth :_ Sb Kf F' 593 psi 1 := F'&A F = 2.7f1 2 psi H:= 9-ft psf 144 (3) -2x4 HF #2 Built Up Post Properties Kf:= 1 (Kr= 0.6 for unbraced nailed built up posts - 0.75 for bolted) h:= (3)•1.5•in t:= 3.5-in A= 15.8in A t•h 3 I := 1 h I = 26.6 in 12 I.2 S :_ — h C = 0.4 S=11.8 in plf := psf•ft lb := plf•ft 3 - 2x4 HF #2 Built Up Post in a Wall Pmax = 93401b USE 1'-4" continuous footing ok. CHARTER HOMES 2550 PLAN 4311 SITTS & HILL ENGINEERS. INC. DESIGNED DATE TACOMA, WASHINGTON PROJECT ! I I 'r - Et . ! I 1-1- --. • • 1 I L I , • :4>cr h 4 , .1__. . • __. ju g 14 +.$4 14 I. T 2Y ! r • ! ' } - 1 - I ,2 • -: -• . • ' H „ P±I.1- VipiLtr-J:ja,:n 0.641.17.--171.6 " 14-H- niki!!!-EEI r ri f ' 0 • ' r n-k- I . 1 1 -14 I - .7! 2+4-S12-11-11 I • • 1--4 1 4 rt_AIS-L tirlH -}1H110.1-J-it-74. iti . ,16, i-4- HH r: ! _ JoB - plvg- , L I ti1 2 M LL }A/ v. T .4 HLL - P 1 - 4 : A/ H t 1 ti ( 4 74-9449 . . . it 2 C 5 HE 5T CKED DATE SHEET • 28 OF • 4-: • • !-- trkj ill ti 4, : • r • iii • i f - ).: ..lekricr P1 1 '! rty - 1: .24:: i-1.-Ht L.-_-_pi. .4. - -r- ..• !••!: '- 1 FR -±1 r .r . H4. i !_11,9„ -__I. i hi • - E' ; i ; ! k 14!'t /!till-r4it? -4-± 1 !t !' - r_ii-!-ItLti,1211-.2.- r / L L 7L I I -1 (4 -6 1 Lj : • : ffit t _ r i i __ti 17_._, n _a. 1 ` E i_it t l -L 11 + -H E' H IT, I T: : • _I , 1 ,__, I r - ; I 1 1-- j 1 ; I 7 I ' -+ -- 1' t ] I in I 1 • • _la , r.! 11.11 r . 1T- ; It ] • - ' ' • / 72 711-1-771 ..L I itri---7-Th - illeMIIIIMRIMintinsmisaisi L. 401,.2114.°1_Lt 11;1- ! t ! ! 1 ' i ! • • • ; 7/of _ '• - . . _ . i• ■■■ ""''' • " • r ! . , 1 ' ' ' ' ' ---i- L • .'-'-' -E--:-. • "-. . . ri-r .• , .4.1. 1..i-i- 1 - 1 - 1 -r -• - -1:- " ':' : !• • : , •• : : -- H ! !---1 ----- : _LI - - • -- hi i 'I ;:!-!!-! 14_,. ,__. • _. .• . --. • j- -'• .i- Hi!: :7:1 14 ; 71 rt ; , . -rill Fr i 7- i 1 • H l 'ii : a' i.--••; !••J,--'i , , 4 FT-, ' 4 i-1 ' -!-- ..-. -.--• -• ' I ' 3---1 ! FT: I i 1 in , , , , • ---, _Li • • ' ' 1 ! Lit _ I ' • r-1 ITI-R.4-P. • 18 10 _•...__• • • 1.1.9 ...nrirmlim .m.frrEm 1 immuniireimanem: . 1 I11-17- i ii-f, PT it ri-rtki 111111•11•11•11 V me .111. •: 1 .11 I n F: F. • a •14-E-1 urL. ,.111., i _r_! i i 17 ; L ... J . ,_Li._, .L ..._ __ .---- r - L5 I P LIBEEND. SEEP 'Er 7 SEE *MAP LEGEND, *LW 40 La.110 I/2 fume CL{G. 6TIN Lau. TO 6• {COY! CONCRETE 2b y'.3• FOUNDATION PLAN IT-5 Vi• Rev: 560000 _ User 200022 ENERCALC Engineering 5.6.0, So 2-Sep-2002 aoNwdre General Timber Beam Page 1 p:111000111031t Iculallpns111031.env:Calcvla Description [General Information Calculations are designed to 1997 N135 and 1997 UBC Requirements Full Length Uniform Loads L Summary [Deflections Section Name 4x10 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 18. I Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 508.05 psi Fb 990.00 psi DL DL DL Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 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 0.00k -ft at 0.00 k -ft 0.00 k -ft 4.12 fv Fv Dead oad -0.003In 1.750 ft 12,090.8 L. Defl) 0.005 In 0.000 In 0.000 in 380.00 #/ft #/ft #/ft 62.66 psi 95.00 psi Total Load -0.013 in 1.750 ft 3,329.34 1.750 ft 3.500 ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 1,000.00 #/ft #/ft #/ft 3.50 ft Lu ft Lu ft Lu Maximum Shear * 1.5 Allowable Shear. Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Job # Date: 3:14PM, 5 JUN 03 0.66 k 0.66 k 0.00 ft 0.00 ft 0.00 ft Beam Design OK 2.0 k 3.1 k @Left 2.41k @ Right 2.41 k Camber. @ Left 0.000in @ Center 0.005 in @ Right 0.000 in Max 2.41 k Max 2.41 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 3D Rev. 560000 U ser: KW -0602811, Ver 5.6.0, 2- Sep-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 1 p911000\ 11031 calculations \ 11031.eay.Calcula Description Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Beam 19. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 3.500 In 9.250 in Sawn 1.000 Pin -Pin LFuII Length Uniform Loads [Deflections Center Left Cantilever Right Cantilever Summary I DL DL 150.00 Aft #/ft #/ft Span= 4.50ft, Beam Width = 3.500in x Depth = 9.25in, Max Stress Ratio 0.474 1 Maximum Moment 1.6 k -ft Allowable 4.1 k -ft Max. Positive Moment 1.65 k -ft at Max. Negative Moment 0.00 k -ft at Max @ Left Support Max @ Right Support Max. M allow fb 395.58 psi Fb 990.00 psi Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5 Center Qa Left Right 0.00 k -ft 0.00 k -ft 4.12 N Fv 44.99 psi 95.00 psi Dead L ad Total Load -0.004 in -0.016 in 2.250 ft 2.250 ft 14,411.6 3,325.76 D.L Defl) ... 0.006 in 0.000 In 0.000 in LL LL LL Ends are Pin -Pin 2.250 ft 0.000 ft Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Mow Fv Allow Fc Mow E Maximum Shear Allowable Shear: 4.50 ft ft ft 900.0 psi 95.0 psi 625.0 psi 1,600.0 ksi 500.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Camber: 0.34 k 0.34 k Lu Lu Lu *1.5 Left tg Right Left Center Right Max Max 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 1.46 k 1.46 k 0.000in 0.006in 0.000 in 1.46 k 1.46 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 3/ Rev: 560000 User: KW -0602611. Ver 5.6.0, 2- Sep-2002 /01963 -2002 ENERCALC Engineering Sollware General Timber Beam Page 1 II pit f000U 10311pkufallons111031 .ecw:Calcvla Description Beam 20. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity LFuII Length Uniform Loads Center Left Cantilever Right Cantilever Summary I Span= 13.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 805.87 pal Fb 935.00 psi Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right DL DL DL 1.500 in 9.250 in Sawn 1.000 Pin -Pin 0.00 k -ft 0.00 k -ft 1.67 fv Fv Dead Load -0.0801n 6.500 ft 1,951.4 D.L. ) ... 0.1201n 0.000 in 0.000 In 1.44 k -ft 0.00 k -ft 16.00 #/ft #/ft #/ft 0.862 • 1 1.4 k -ft 1.7 k -ft at 6.500 ft at 0.000 ft 42.43 psi 75.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.340 in 6.500 ft 459.14 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 52.00 #/ft #/ft #/ft Maximum Shear' 1.5 Allowable Shear. 0.10 k 0.10 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 13.00 ft Lu ft Lu ft Lu Camber. Job # Date: 3:14PM, 5 JUN 03 aZ 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.6 k 1.0 k @Left 0.44k @ Right 0.44k @ Left 0.000in @ Center 0.120in @ Right 0.000 in Max 0.44 k Max 0.44 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 ' 0000 0 0000 0 171000011 1 0 ❑ 0 0 p 00 0 0 0 00 0 O000 AREA SUMMARY: 3 CAR GARAGE • i9! W. FRONT ELEVATION 3 CAR GAR ROOF FRAMING PLAN 33 • ter- -6-- WY-1 lit L •n6 • " POST SASE LN 36 C04 PAD •/ *OS IP 04 ER CONC. SLAB 0040. SLAB - SLOPS 3 TOWARDS 0.14. DOORS. - -_- LPT.SRICK LOWER 3 GARA t MAY ONLY. 3 LY. SAP/ sE CL•1114YUS {WT6• 5• l OAR OR GARAGE 3• TWMRO6 ql POoR l ve • 13 N aLS 566 Ca' TO SE P AF. !LAS OR PRESSURE TREATED 3•V•6.•V3 OLD RIFn4) R) amp = - L-LT`CC7 WA LL COVE CONTINUOUS QO OP 2 READER 10 OAR DR 20' - 0• OPL V STUD M14' 5' 3 5 �, v 20' -0• FOUNDATION PLAN I /4 "• I' -0" MAIN FLOOR PLAN V4 ".I' -0" L RAISE CONC. STEM WALL TO 6 ABOVE CONCRETE SLAB (3)2 •A 3Q SITTS & HILL ENGINEERS, INC. DESIGNED tIr11 DATE 77o4 JOB )Q1 DATE SHEET 3 . OF TACOMA, WASHINGTON (253) 474 -9449 CHECKED PROJECT SAY ➢ &V Lo7MENT T'-9N If 255b w . Ib•2:0- I IA-- pst , 4/Is c7F 2 • LAGS ; LXC? ?GST tSk * 12' F -V� ( 3) zxa Pt ..w 3 • 130 • . 13100 wer 16. 3o /z i�_f? 23jz_ 22 it-co w LL- � 2S , 3 0/2_± 2. (7 /1Z? �NOL % 12 24C��to�.36# w�L r 2,6/, t . • Rev: 560000 Use: KW -0602611. Ver 5.6.0. 2-Sep-2002 _ (c)1963 -2002 ENERCALC Engineering Soleore General Timber Beam Page 1 p11100011103 11calcIalons11031.ecwCakula Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 'Deflections Section Name 4x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 'Full Length Uniform Loads r Center Left Cantilever Right Cantilever Summary t Beam 21. DL DL DL Scope : Center Span 3.500 In Left Cantilever 11.250 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 208.00 #/ft It/ft #/ft LL LL LL Span= 9.0Oft, Beam Width = 3.500in x Depth = 11 25in Ends are Pin -Pin Max Stress Ratio 0.975 : 1 Maximum Moment 5.4 k -ft Allowable 5.5 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 877.17 psi Fb 900.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.046 In 4.500 ft 2,337.1 L. Deft) ... 0.069 In 0.000 In 0.000 in 5.40 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 5.54 fv Fv 72.37 psi 95.00 psi at 4.500 ft at 9.000 ft Total Load -0.118 in 4.500 ft 912.05 Reactions... Left DL Right DL Title : Dsgnr: Description : 325.00 ft/ft ft/ft ft/ft 0.94 k 0.94 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...LengthiDefl 9.013 ft Lu ft Lu ft Lu Maximum Shear * 1.5 Allowable Shear. Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 2.8 k 3.7 k @ Left 2.40k @ Right 2.40 k Camber. @ Left 0.000in © Center 0.0691n @ Right 0.0001n Max 2.40k Max 2.40 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 In 0.0 0.0 Description Deflections Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL © Right Dead Load Live Load ...distance Summary Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. @ Center iQ Left @ Right Beam 22. Prllm: 3.5x9.25 3.500 in 9.250 In 1,300.0 lbs lbs 3.000 ft 1.000 Pin -Pin 336.00 #/ft LL @ Left 336.00 #/ft LL © Right 96.00 #/ft LL © Left 96.00 it/ft LL @ Right 336.00 #/ft LL @ Left 338.00 #/ft LL @ Right 1,300.0 lbs lbs 8.000 ft Span= 11.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow 12.06 tb 2,141.25 psi fv Fb 2,900.00 psi Fv Dead Load -0.325 in 5.500 ft 405.5 LDeil 0.488 In 0.000 in 0.000 in Fv Allow Fc Allow E Ibs lbs 0.000 ft Depth = 9.25in, Ends are Pin -Pin 0.738 ; 1 8.9 k -ft 12.1 k -ft 8.91 k -ft at 5.500 ft 0.00 k -ft at 11.000 ft 0.00 k -ft 0.00 k -ft Total Load -0.453 In 5.500 ft 291.15 Title : Dsgnr: Description : Scope : Rev. 560000 User: Kw- 0602611, yet 5.8.0, 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p1110001110311ralarla tIons111031.ecw:Calcula General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements r Center Span 11.00ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi Job # Date: 4:22PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft [Trapezoidal Loads 427.00 if/ft Start Loc 0.000 ft 427.00 It/ft End Loc 3.000 ft 52.00 #/ft Start Loc 3.000 ft 52.00 #/ft End Loc 8.000 ft 427.00 #/ft Start Loc 8.000 ft 427.00 #/ft End Loc 11.000 ft [point Loads lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft Maximum Shear' 1.5 5.1 k Allowable 9.4 k Shear: © Left 3.96k @ Right 3.96 k Camber. © Left 0.000 in © Center 0.488 in Reactions... © Right 0.000in 156.99 psi Left DL 2.55 k Max 3.96 k 290.00 psi Right DL 2.55 k Max 3.96 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 In 0.000 in 0.0 0.0 lbs lbs 0.000 ft 37 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 chic EAB 23. w/ 13.1 Kips Load Maximum Load For 6x6 DF #1 Wood Post F 1000•psi CD:= 1 CFb:= 1 Cm := 1 Ct:= 1 CL:= 1 Cp 1 E':= 1600000•psi F " Fe CD•Cp F " c = 1 000psi 6x6 DF #1 Wood Post Properties Axial Load Capacity Slenderness Ratio (SL) SL := h C:= 0.8 K := 0.3 ICcr Fes SL C FcE = 1245psi S := 1 - 2 S = 27.7 in F� FO 2 h 1 +— 1 +— Fog " F" 2-C c 2C C Kf C =0.8 F' := C F' = 761 psi Spread Footing Design Soil Bearing Pressure (S Sb 2000•psf Pm 13100.1b PTT, Fwidth Sb Fwidtb = 6.5 ft H:= 9•ft Kr:= 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h 5.5-in t:= 5.5.in psf:= p s' plf:= psf•ft lb:= plf•ft 144 A: = t•h A= 30.3in I := 02 I = 76.3 in 12 6x6 DF #1 Wood Post Pmax = 23015 lb USE 36 "x36 "x12" thick Spread footing, w/ f4) #4 Bars Ea. Way CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 4749449 Fax (253) 474-0153 PROJECT :CHARTER HOMES 2550 PLAN 3q 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 C := I CFb := I CM := 1 C I C := I CFC := 1.1 E':= 1300000-psi (3) - 2x4 HF #2 Built Up Post Properties F " F CD•CFc F " = 1430psi Axial Load Capacity Slenderness Ratio (SL) SL= 6 C:= 0.8 K =0.3 Kct•E' FcE:= SL 2 C FcE 1 + F " 2-C 1+ F", F',:= C F " F' = 593 psi Spread Footing Design Soil Bearing Pressure (S FO = 677 psi Sb := 2000•psf PT 8400-lb Pm F . cE FOE F 2-C C Kf F = 4.2 ft H:= 9-ft psf := psr plf := psf-ft lb := plf-ft 144 Kf := 1 ( = 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= 15.8 in th 3 I:= I= 26.6in 12 S:= I - S= 11.Sin h C = 0.4 P := F' A 3 -2x4 HF #2 Built Up Post in a Wall P = 93401b USE 24 "x24 "x10 " ftq w/ (2) #4 bars ea. way 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 25. Check studs wall F 1300-psi CD:= 1 CFb = 1.5 CM:= 1 Ct:= 1 Cy:= 1 CFr:= 1.15 Cr := 1.15 Fb:= 850-psi F Fb' CD- CFb' Cm- Ct'CL'Cr F", := 1 'c'CD•CFc 1300000-psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL := h ICcrE' FcE SL C :_ F' := P C F " P = 816 psi F„,„ & F' A P = 6729 lb 32-ft Pn, := [(16.psf + 40-psf). (—) + (12-psf + 40•psf)• JJ 1.33-ft P := r(16 psfj C 3 � ft + (12 psfj (2'Z ft 1.33.11 Axial Stress (DL +Wind) C 1.15 P ° c = Fc CD F ce 1 + • Pc C P ' 2•C PDL fDL := A F 1 + c � F", 2-C F" 1495psi C:= 0.8 KCE := 0.3 FCE = 1011 psi F" = 1719psi F cE F " 2 -C fDL = 44 psi 1 9 -ft psf := 44 Psi plf := psf-ft lb := plf-ft F'b = 1466 psi C =0.5 Try - 2x6 HF #2 Studs @ 16" o.c. t:= 1.5-in h 5.5•in A t•h t•h I.= S:_ — c 12 A = 8.3 in I = 20.8 in S = 7.6in h c := — 2 PDL = 361 lb Pn = 12821b < P r 67291b O_K Fcp C = 03 F' := C P F" F' = 847 psi CHARTER HOMES 2550 PLAN Sins & 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 Bending Stresses C 1.15 F Fb'CD'CFb'CM'Ct CL'Cr w,,,,d:= 15•psf•1.33•ft wwind•H z M 8 Sreq _ • Combined Stresses f = 321 psi M = 202 ft•]b 2 fDt + 1 fb = 02 < 1 O.K. USE 2x6 HF #2 Studs ft 16" o.c. P ) 1 - fix Fb Exterior wall typical. Fes, Cont. wall Footing Design Soil Bearing Pressure (Sb) Sb := 2000•psf Pn = 12821b Pn. 1.33.ft Fwidth -_ , Fib = 1686 Fwidtb = 0.5 ft S req = 1.44 in < S= 7.56in O.K. . USE 1'4" x 8" thick continuous footing CHARTER HOMES 2550 PLAN 4) _ SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 984095697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT: CHARTER HOMES 2550 PLAN Al-- 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 := 1 S =1.379 Sms := Fe S SMS = 1.4 2 Sips := 3SMs Sos = 0.9 V Equation 16 -56 Assume SITE COEFFICIENT 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 R := 6.5 • THE RESPONSE MODIFICATION FACTOR W BUILDING /STRUCTURE WEIGHT SEISMIC BASE SHEAR 1.2•SDS V := W R V = 0.17 W Minimum p = 1.4 E Vp w 1.4 Lateral forces will be distributed along lines of force /resistance. Lines of force/resistance will be investigated for both wind and seismic lateral loads. TABLE 1615.1.1 TABLE 1617.6.2 CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Pax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design G W W 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 X = 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 8 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 1.35 1.61 30' 1.00 1.40 1.66 35' 1.05 1.45 1.70 MEAN ROOF HEIGHT FOR THE BUILDING IS 24' 2 := 1.0 4,:= 1.0 CHARTER HOMES 2550 PLAN 43 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 GWW chk EAB ps30 © Basic Wind Speed 85 mph 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 f 0.1 x least horizontal dimension = 0.1 x 34 = 3.4 feet a, = m i n j 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' a := 3.441 0.1 x least horizontal dim ension = 0.1 x 20 = 2 feet a2 = mutt 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" a 3 -ft CHARTER HOMES 2550 PLAN G • G ARAGE I VA• X b' LWHT BACK MA TRIP Alm*IO FROM 111200W5 OILY DOAYA CANER TRIM i' HCWL BEVEL SIDING S In a I N• B E RASHKG HAM fLOC i I _I.a■■■�_ Ir III I ■ ■ ■ ■■ M MO MIMO ,_I_I On 11 IIIII ■ 1\\ MEI 1 1 11 11 I MN IIIIMr ■ ■ ■ ■ ■ ■ ■ MI El IN ■ ■ ■ ■ ■ ■ ■ ■ ■ Yl1cT.E 1/fA ]x' ORE M. TRM /1'xD' RID MA A TRn ARgNp I MCO16 2X3 TL7W1021EI _ / I� �11�MI 1111� ti / I �� \1I 111\REI. IEr u1 11 \IMI11E1\ E/PI(S• BARGE DOA49 I I\ \111111 \a �II1 \ \11 \I� \ma 111/ W TROY •MIIIAMI C \111 \ \. MIIIJGi11E■Ii\1d1 \111 \_111\h I.CMINI INISIUSIEa1 \. , 111 MI1111a SAME` MA BANG � Cy1 111\\11 \MIIIry(B��1Mat ■ \MINI \ \II IIEMI11\111�111 •II■ai1 \11_ .. "I\111E - 111 510 elo FRONT ELEVATION "A" 4x4 EAVE BRACES' CEOAR SHAKE SIDING REAR ELEVATION "A" D CONC. STOP OPTICHA,. OPEN RAIIPG 4; OP Co GGK.RETI MN A* PA .00. STOOP f PAT W\\ H 3/4X6 BARGE BO W DO TRR1 736 OFR. 2003 ]KTLSM? W ]%6 CURB GUTTER \ / v NORM BEVEL EOM NAILER BERND 944)[3 BAR' 3 OA / N'%b' GABLE VENT RIGHT ELEVATION "A" ROOFING BY CRRR-Th \ / / X ODD LEFT ELEVATION "A" Me SKYLIGHT ON ]N• CLRB n CATµ CEILING INSIDE MASTER SOME P•91r 9P ""9 I II II I 6.4JL ..d6 ■J (3) ] ° ] ° OPTIONAL IAN FLOOR 'XIS' GABLE vBM ■ OGLER 1'ITER 46 '4x C. STOOP yNG PA110,,, 5 /Axe. BARGE D DG TR." TEG TES OPT. )O.e SKTLIWIT ON 2%6 CURB OPT VAULT \ / / X S 1.57151L OEVEL 51D6G )4 NAILER OEMEO 514x6 S4 5 Oil R2201 0T CGN112 xb GABLE VENT , DOD RIGHT ELEVATION "5" SEW SKYLIGHT 04 3 %5 CURB n LEFT ELEVATION "5" D LATH GEILMG 6L51OE PWtTER SUITE r °9r -9r-, I 11 11 1 L.kJL ■JL ■J l!3! °l.LFILNDL 0 TT4M FLOOR xis' G4etE VENT e� POSER METER - O 4c 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,,,„-pal P := a. Upper Floor: pbl := 2.3•psf P = 14.41bff P 10.4]bf 2 PEwta: Pat'9•ft•2•a1 + P - 2•ai) + (24.ft - 241 pcl := 10.4•psf Pbt X1• I w 'pb1 Pd1:= X1• Iwpol pdl := 2.4-psf Pb1 = 2.31b ft P = 2.41b ft PNS2l := Pa1•� + 2•a1.2a1.0.5).2 + Pd-[(34-ft - 2•a 34•ft•8•ft•0.5 - 2.at'2' PNS21 = 3231.4 lb PEW21 := P + 2•a 2 •a t •0.5)•2 + P - 2•a + 15•ft•8•ft•0.5 - 2•a1.2-ac PEw2t = 1650.61b PNs22 P + 2•a1.2•a1.0.5 + P - 2-a -ft + 28•ft•8•ft•0.5 - 2•a a,] PEw22a 0 ft + Pb1.8•ft + (P Pd - 2-a1+ (22-ft - 2•a1)•0.5] / PEw22b:= (P 4•ft + Pb1.8•ft)- 2 -al +(P i-5•ft +Pdt•840•(22- ft- 2•a1)•0.5 Main Floor: PNS11 := P + P - 2•a1.2).9.ft Foy] := P + P - 2411.2).9•ft PNS12 := P + P - 2•a1.2) PEWI2a := P + P - 240 + (24.ft - 2•a1)•0.51•9•ft PEW12b := Pa1'9•ft•2•a1 + P - 2•a1)•0.5.9•ft PNS13 ( Pat' 4• ft+ Pb1. 9• ft) -2•at•2 +( Pct .4•ft +Pdt•9-ft)•(12.5•ft- 2•a1-2) PEwt3 := Pat• + 2. a1.2•a1.0.42 + P - 2•a1.2)•4•ft + 26•f - 9•ft.0.5 - 2•a1.2•ad PN322 = 2972.61b PEw22a = 1677.4 lb PEW22b = 1057.9 lb PNS11 = 36721b PEwtt = 1893.6 lb PN512 = 3110.4 lb PEw12a = 2360.2 lb PEw12b = 1686.21b PNSt3 = 995.41b PEwl3 = 27011b PN514 := P + 4•ft•2•a + 2•a1.2•a1.0.5) + P - 2•a1.2) + 4•ft•(10•ft - 2•a + 10•ft•5•ft•0.5 - 2•a1.241.0.5] PNS14 = 3987.7lb PEW14 = 2360.2 lb CHARTER HOMES 2550 PLAN 43- • rrr L � 0 LEGEND, L MC T NW SEE .TRAP / LEOETID WELT roP I I I LI f I } II I I L J 6P' RI N. AN FLUE ¶tW) A 1 !014 E1 •RO CARP Hit{3EDROOH CARPET ro 214 e' -C N l M : h e;i � MIIINKI WWII MINNatl ar 1313 Y EN E0' -o UPPER FLOSV AT ELEV '5' OPEN TO ENTRY EIELO2 5 FIXED A 3' 3 V4 4'4 3 /A 5) 214 34 UPPER FLOOR PLAN O TUE • FIRE • WAL 1NLE • ALL YAE • WAT NOT !P • ALL UNIT SITE FON NO • ALL ALL •TTP -AoL • FIRE • a • G LI LI W • N Y 6 • N FI' FE • TOF NOT •TTP NOT •yK E .mac •NAN •II6T I . LEE NOT •YEN • ALL STA MEV O O O O O 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) LateraLmcd 8/20/2004 design GWW chk EAB Upper Floor Walls Upper Floor Wall Line A: Total Wall Length: La := 17.5-ft PEW21 va2 :— Wind Shear Seismic Tributary Weight: Roof := 16•psf •34•ft•15.5•ft•0.5 Wall := 10 Wa2:= Roof + Wall E Wag Seismic Force: Eater La E = 54.11bft -1 Check wall section: la:= 17.5-ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: U:= La OTM := E -H 2 Roof := 16•psf-(2.0.5 + I)•ft•la Wall := 10•psf•H,„2•1a Total := Roof + Wall DLR := Total- la 2 OTM - DLR (a DLR = 171501b ft U = — 547.41b Plate Height: va2 = 47.21b ff i Roof = 42161b Wall = 1360lb Wag = 55761b Seismic Controls Design NO HOLDOWN 11,2 :=-- 8-ft OTM = 75711b ft Roof = 5601b Wall= 14001b Total = 19601b Shear Wail Type P1 9 10d nails @ 61 Capacity ,i CHARTER HOMES 2550 PLAN SILTS & 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.ft Wind Shear Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: PEw2r PEW22a vb2 Eb2 Lb Lb vb2 = 250.3 lb E.Wb2 Eb2 = 241.3 lb ft" 1 Wind Controls Design Lb := 10.ft OTM := vb2-Lb-H Roof := 16.psf .2.Th 0.5-Lb Wall := 10.psf.11„ Total := Wall + Roof b DLR := Total.— L 2 OTM – DLR U Lb OTM = 75711b ft U= 1522.11b SIMPSON MST37 all Type P1-6 10d nail 6 6"46. Capacity Fi270iPLF-- Seismic Tributary Weight: Roof := 16.psf. [(34. Th15.5. ft + 20.ft-23•)•0.5 + 20-11.15.5- ft] Roof = 128561b Wall := 10•psf-34•Thlf0.5 Wall = 1360 Wb2 := Roof + Wall Wb2 = 142161b Roof = 160 lb Wall = 800Th 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) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line C (PLAN A): Total Wall Length: Wind Shear Lc := 5•ft + 5•ft vc2 := PEW22b Lc Resisting Moment: DLR := Total. k DLR = 15001b ft 2 vc2 = 105.8 lb ft Seismic Tributary Weight: Roof := 16•psf•20•ft•23•ft•0.5 Roof = 36801b Wall := 10•psf•20•ft•H Wall = 800 lb Wc2: Roof + Wall W = 44801b E. W i Seismic Force: E c 2 Ed= 761b8 Wind Controls Design Lc Check wall section: lc:= 5 -ft Overturning Moment: OTM := vc2.1c•H OTM = 4231.71b ft Dead load resisting: Roof := 16-psf•(2.0.5+ 1.5)•ft•Ic Roof = 20016 Wall := l0-psf •H2•lc Wall = 4001b Total := Roof + Wall Total = 600 lb Net Uplift: U:= OTM — DLR U = 546.3 lb NO HOLDOWN lc ShearWall._Type P1-6 10d nails© 6 ".O.C. 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 1 1798 (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 Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: PEW22b vc2 Lc Seismic Tributary Weight: Roof := 16•psf- 20•ft•23-ft•0.5 Roof = 36801b Wall = 10•psf•20•ft41 •0.5 Wall = 800 lb W := Roof + Wall Wa = 4480 lb Seismic Force: Ea E Wa Ea= 76lbff Wind Controls Design Lc lc:= 3•ft OTM := vc2- lc•H OTM = 25391b ft Roof := 16•psf•(2.0.5 + L5)41-lc Roof = 120 lb Wall_ 10•psf•Hlc Wall =240ib Total := Roof + Wall Total = 360 lb DLR := Total- lc DLR = 5401b ft 2 OTM — DLR lc vc2 = 105.81b U= 666.31b NO HOLDOWN Shear.Wall Type 15,' 10d nall,S @ 6' O C; Capacity;= 278' P, L.F'' 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 Upper Floor Wall Line 1: Total Wall Length: Wind Shear Ll:= 18•ft +8.5•ft 8 \PNS21 + PNs22)• v12 := Li Seismic Tributary Weight: Roof := 16•psf•(15.5•ft•34•ft + 36.ft- 28•ft)•0.5 Wall 10-psf•51.5•ft•H W12 := Roof + Wall Seismic Force: E•W12 E14. Ll Check wall section: 11 := 8.5•ft Overturning Moment: Dead load resisting: Resisting Moment: DLR := Total • 11 2 E 91.8lbff' DLR = 118491b ft v12= 117.11bft Roof = 12280 lb Wall = 2060 lb W12 = 143401b Wind Controls Design OTM - v12-11.11 OTM= 7959.8 lb ft Roof 16-psf•(28.0.5 + 1.5)•ft•11 Roof = 2108 lb Wall := 10•psf- 1-4, Wall = 680 lb Total := Roof + Wall Total = 2788 lb Net Uplift: U:= OTM - DLR U = -457.6 lb NOHOLDOWN 11 Shear Wall, Type Pi ,6 10d nab Capaoify ;27B P.LF. 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 (BC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line 2: Total Wall Length: L2 := 14.5•ft Pi 0.5 v22 .— Wind Shear Seismic Force: L2 L2 Seismic Tributary Weight: Roof := 16.psf.36.ft.2841.0.5 Wall := 10•psf.36•ft•1 W22 := Roof + Wall E.W22 Check wall section: 12 := 14.5•ft E= 111.21b Overturning Moment: OTM := E22.12.14 OTM = 12904.4 lb ft Dead load resisting: Roof := 16•psf.(20•0.5 + 1.5)•1•12 Roof = 2668 lb Wall := 1013s/412 Wall = 1160th Total := Roof + Wall Total = 3828 lb 12 Resisting Moment: DLR := Total.— DLR = 27753 lb ft 2 Net Uplift: U: OTM – DLR – U = – 1024 lb NO HOLDOWN 12 v22 = 102.51b Roof = 8064 lb Wall = 1440 lb W22 = 95041b Shear Wall Type P1-6 lOd nails @,8 Seismic Controls Design CapicitY 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 s} 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line 3: Total Wall Length: L3 := 4•ft + 4•ft Wind Shear PNS21 v13:= L3 v13 = 2021bft Seismic Tributary Weight: Roof := 16•psf• 15.5•ft•34•ft•0.5 Roof = 42161b Wall := 1 Opal • 15.54E44 Wall = 6201b W13 := Roof + Wall W13 = 4836lb Seismic Force: E13 E W13 B13 = 102.6 lbff Wind Controls Design L3 Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: 13 := 4•ft OTM := v13.13•H OTM = 6462.7 lb ft Roof := 16-psf•(2.0.5 + 1.5)•ft•13 Roof = 160 lb Wall := 10- psf•H4, Wall = 320 lb Total Roof + Wall Total = 480 lb DLR := Total. 13 2 Net Uplift: U:- OTM - DLR 13 DLR = 9601b11 U= 1375.71b SIMPSON MST37 Shear Wall Type P1 - 6 10d nails@ 6' 0 ' : Capacity' 278 - PLF CHARTER HOMES 2550 PLAN (U ]t BCD FIIWaNa N LAWWRT RIR TN RR. ] F WALL (3) lr6 ENTRY 3 RAn.E VENT N EX! T ENTER T GA E NICT 61 w, u IR OLD GARAGg • cat. !LAB-ELOPE TOWARD* OR DOOR Y..7 GAR OR �lK OF BAU ABOVE 642 DPI R' - IR' 10' - 0' T' -0 IR• COG. PATIO OYb• ]0'•0 - P4 1R• MAIN FLOOR PLAN S I/4` 1 w WE MEET L WA' </ E!8 ETRAf MEMO. tier YIP 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 G W W 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 : Seismic Tributary Weight: Roof := 16•psf•34•ft•15•ft-0.5 Wall: 10Epsf•34•ft•(H + Hw2) Floor:= 12•psf•34•ft•15 -n.0.5 Wal := Roof + Wall + Floor E•Wat La Check wall section: la:= 4 -ft Seismic Force: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: Eat (PEw21 + PEWI1)• La DLR Total. la 2 U :_ OTM - DLR la E = 128.91bff OTM := E -1 Roof := 16•psf•(2.0.5 + 1)•ft-la Floor := 12•psf• 15- ft•0.5.1a Wall := 10•psf -0I + H Total Wall + Roof + Floor U= 575.91b Plate Height: Hw1 := 9•ft val = 118.l1bft Roof = 40801b Wall = 42501b Floor = 30601b Wat = 113901b Seismic Controls Design NO HOLDOWN Shear WallType 01-6 bd nails @8 QC Capacity 27 $,P LF:s,' OTM = 4639.61b ft Roof = 1281b Floor = 3601b Wall = 680 Total = 1168 ]b DLR = 9601b ft CHARTER HOMES 2550 PLAN 6-7 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 B: Total Wall Length: Lb := 5.5•ft + 9•ft Wind Shear Seismic Tributary Weight: Roof := 16•psf•(3441.15- ft + 204ft.39•ft).0.5 Roof = 10320 lb Wall := 10•psf•34•ft.(H4,1.0.5 + H ,2) Wall = 42501b Floor := 12 •psf•(34•ft•15•ft +20•ft•39•ft)•0.5 Floor = 77401b Wb := Roof + Wall + Floor E•Wbl Seismic Force: E bl := Lb Check wall section: Lb 5.5.ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: (PEW21 + PEWII }•0.5 + (PEW22a + PEW12a) vbl :- Lb OTM:= vb1•Lb•H Roof := 16•psf•(2.0.5 + 1)•ft.Lb Wall := 10•psf.(H + H Floor := 12•psf•24.5•ft•0.5•Lb Total Wall + Floor + Roof DLR := Total Lb 2 vbl = 400.71b Wbl = 22310lb Ebi = 261.1lbff Wind Controls Design OTM = 19832.8 lb ft Roof = 176 lb Wall = 935 lb Floor = 808.5 lb Total = 1919.5 lb DLR = 5278.61b ft U:= OTM - DLR U = 2646.21b SIMPSON STHD1ORJ Lb Shear Wo Typ@ P1 4 1011 nails @ 4" O C. Capacity" =:418 PLF CHARTER HOMES 2550 PLAN 'fl 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 LC 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 vcl : Seismic Tributary Weight: Roof 16•psf•20•ft•24•ft.0.5 Wall := 10•psf•20•ft•(H41•0.5 + H Floor := 12•psf•20•ft•24•ft-O.5 W := Roof + Wall + Floor E Wd1 Lc Seismic Force: Ed = PEW22b + PEW12b Lc vcl = 731.81bft E = 417.31b ft l Wind Controls Design USE LATERAL RESTRAINED PANEL, SEE DETAIL 403 Roof = 38401b Wall = 25001b Floor = 2880 lb W = 92201b 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 D Total Wall Length: Ld 3.ft +3.ft Wind Shear Seismic Tributary Weight: Roof := 16-psf•12.5•ft•26•ft•0.5 Wall := 10•psf•12.5•ft•H Seismic Force: Check wall section: Id:. 3.ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift vdl ?EWI3' Ld Wdl := Roof + Wall Wdi = 3162.5 lb E. Wd1 Ed1 Ld Ed1 = 89.5lb8 OTM:= vdl•Id H Roof := 16•psf•30.0.5•ft•ld Wall := 10•psf•H Total := Roof + Wall DLR:= Total. ]d 2 OTM — DLR U ld vd l = 225.11b ti 1 U= 1530.71b Roof = 26001b Wall = 562.5 lb Wind Controls Design Shear Wall Type P.1 -6 tOdnails @6 " 0C.:':. Capacity ' OTM = 6077.2 lb ft Roof = 720 lb Wall = 270 lb Total = 9901b DLR = 14851bft SIMPSON STHD1ORJ CHARTER HOMES 2550 PLAN (02 Sins & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN C 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 1: Total Wall Length: Ll := 30.5•ft Wind Shear ( 't FNS /l T 4.1312 ' 41324 v11 :_ L1 v11 = 212.91b ft I Seismic Tributary Weight: Roof := 16•psf•(15•ft•34•ft + 394/•20•ft).0.5 Roof = 10320 lb Wall := 10•psf•54•ft.(H + H Wall = 45901b Floor := 1 2•psf •(15.11.34•ft +3941•204)•0.5 Floor = 7740 lb W := Roof + Wall + Floor W = 22650lb Seismic Force: Ell := E Wll E11 = 126lbft Wind Controls Design L1 Check wall section: 11 30.5-ft Overturning Moment: OTM := v11•l1•H OTM = 58438.7 lbft Dead load resisting: Roof := 16•psf•(2041.0.5 + 1.5•ft)•l1 Roof = 56121b Wall := 10•psf•(H + H0•11 Wall = 51851b Floor = 12•psf •1.334).0.5.11 Floor = 243.41b Total := Roof + Wall + Floor Total = 11040.4 lb Resisting Moment DLR Total.-- DLR = 168365.9lb 2 Net Uplift: U:= OTM — DLR U = —3604.2 lb NO HOLDOWN 11 Shear. 01lTgpa ■1 6 10d nails @ 6" o p Capacity 278PLF' !. 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 (1BC) LateraLmcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 2: Total Wall Length: L 16.5•ft (PNSI2 + PNS22). Wind Shear v21 :_ L2 Seismic Tributary Weight: Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: Roof := 16•psf•39•ft•20•ft•0.5 Roof = 62401b Wail := IO•psf•39•ft•(H + H Wall = 4875 ib Floor:= 12•psf•39•ft•20•ft•0.5 Floor = 46801b WY1 := Roof + Wall + Floor W21 = 15795 lb E•W2 E21 L2 12:= 16.5-ft OTM:= v21.12•H E21 = 162.5 lb ft I Roof := 16•psf•(20 -ft•0.5 + 1.5•ft)•12 Wall := 10.psf -(H + H Floor:= 12•psf•1.33.0.5•ft•12 Total := Roof + Wail + Floor DLR := Total. � 2 v21 = 184.3 lb t3 1 Wind Controls Design OTM = 27373.5 lb ft Roof = 3036 lb Wall = 2805 lb Floor= 131.71b Total = 5972.7 ib DLR = 49274.5 lb ft U:_ OTM —DLR U=- 1327.31b NO HOLDOWN 12 Shear Wa T -P1„6 10d nails'@ 6' O;O'; ; Cdpa c lty. =;278 PLF CHARTER HOMES 2550 PLAN 6a" 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 Wall Line 3: Total Wall Length: L3 10.ft (FNStt + FNS21)• Wind Shear v31 Seismic Tributary Weight: Roof := 16•psf•15•ft•34•ft.0.5 Wall 10.psf• 15•ft.(H + 14 Floor := 12•psf•15•ft•3441•O.5 W := Roof + Wall + Floor Seismic Force: E31 E•W L3 L3 Check wall section: 13 := 10•ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: Eat = 1531bft OTM:= v31.13444 Roof := 16.psf•(2.0.5 + 1)-ft-13 Wall 10-psf•(11 + Floor:= 12•psf•1.33•ft•13 Total := Roof + Wall + Floor DLR:= Total- 13 2 v31 = 345.21b f 1 Roof = 40801b Wall = 18751b Floor = 30601b W = 90151b Wind Controls Design DLR = 10898 lb ft ShearlNap Type P1-4 1Od pails s' @4 O C.F Capabity ='41 PLF OTM = 31065.1 lb ft Roof = 3201b Wall = 17001b Floor = 159.61b Total = 2179.61b U:— OTM — DLR U= 2016.71b SIMPSON STHDIORJ 13 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 4: Total Wall Length: Wind Shear Seismic Tributary Weight: Seismic Force. Roof := 16•psf•26•ft•12.5•ft•0.5 Wall := l0 psf•26•ft•H W41 := Roof + Wall E41 := E al E41 = 160lbft' Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: L4:= 4.ft v41. -' L4 14:= 4.ft OTM := E41•14•H Roof := 16- psf•4.0.5•ft•14 Wall := 10-psf•H Total := Roof + Wall DLR:= Total-- U OTM — DLR 14 Seismic Controls Design DLR = 976lbft U = 1195.71b v41= 124.41bft Roof = 26001b Wall = 11701b W41 = 37701b OTM = 5758.7 lb ft Roof = 1281b Wall = 360 lb Total = 4881b Shur Wall Type P1 .10d nails;@ Capacity:= 27,8; PLF SIMPSON STHDIORJ CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 TSlephone (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 5: Total Wall Length: L5:= 4.ft + 9•ft Wind Shear v51 :_ INSl3 L5 Seismic Tributary Weight: Roof := 16- psf•26•ft•20•ft•0.5 Wall := 1OEpsf•26•ft•H W51 := Roof + Wall E W51 Seismic Force: Est := L5 E51 = 69.61bff Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: I5:= 4•ft OTM := E51 Roof := 16•psf•(2.0.5 + 1)-ft-15 Wall := 10•psf•H Total := Roof + Wall DLR := Total. 15 2 OTM — DLR U:— 15 Seismic Controls Design DLR = 976 Ib ft v51 = 38.31b f£ Roof = 41601b Wall= 1170Ib W51 = 53301b OTM = 2505.11bft Roof = 128 lb Wall = 360 lb Total = 488 lb U= 3823 lb NO HOLDOWN S 0# T,yge Px1 6 Capacity := 278 PLF CHARTER HOMES 2550 PLAN 2 X b WALL DIRECT VENT OAS r? � F 112621: I IC' -T Vt• YDb __ran P B]R3Ti DIP ,.M 53 5 RNR ICR • N•4fP. l GP 34 TEI • (3AF41r7 S , 413 1/7 CY A), 0AM GARAGES 4' CO)C, ELb -NOTE 3 TOWARDS DM DOOR p M•1•Dx DAR DR ELK W WALL ABOVE MG DP2 9' -5 N' nips 1 - 1 2xS RIRRMK N IAIPCRT Rt 3) ]•6 0) ]•6 m 3 V1.]W PSL DINING RM. 2•6 CARPET V4LLT MALI WALL LIVING RM. CARPET VAaT ENTRY "4 .4111 PT POST nr CQIRETE PAD EXTEND 4• M1 PAST C0.13'N • BIDES OPT GAWAGE SEE MIET 6' SEE STRAP LEGEND. Siff ET -sr R' -3 N' IO ' -b 3'•b V1• ]' -9 V4• 3' -] 3/ CONC. PATIO G WIC 30' -O' l'•6 N O' -5 V3 MA MAIN FLOOR PLAN 1/4'•.1 0 I/4•. r m OR DO 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: Check wall section: 11 := 5.ft Overturning Moment: OTM:= v11•1141 OTM = 8629.2 lb ft Dead load resisting: Resisting Moment: Net Uplift: U:= (PNS21 + PNSII)• vl l LI Roof := 16•psf•(15•ft•34-ft+ 14•ft•20.ft)•0,5 Roof = 63201b Wall := I Ppsf•29•ft•(H + H Wall = 2465 lb Floor= 12•psf•(15•ft•34•ft+ 14ft•20.ft)•0.5 Floor = 47401b W11 := Roof + Wall + Floor W = 13525 lb En LI Roof := 16•psf•(17•ft•0.5 + 1.54)•11 Roof = 800 lb Wall := IO•psf.(I + 11 w 2).11 Wall = 850 lb Floor := 12•psf• I.33•ft•0.5•11 Floor = 39.9 lb Total Roof + Wall + Floor Total = 1689.91b DLR := Total- 11 2 OTM — DLR Il v11 = 191.81bfY En = 127.51be Wind Controls Design DLR = 4224.8 lb ft U = 880.91b NO HOLDOWN Shear Wall Type P1. -6 10d nail's`@ 6" 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 (1BC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 2 (3-Car Garage Optioq: Total Wall Length: L2 := 16.54t Wind Shear v21 (FNs22 + pNsi4)• L2 Seismic Tributary Weight: Roof := 16•psf•39.ft•3640.5 Roof = 11232 lb Wall := 10.psf•394.(H„2 +1-1, Wall = 48751b Floor := 12•psf•39.ft•20-ft•0.5 Floor = 4680 lb WP1 Roof + Wall + Floor Seismic Force: E Check wall section: 12 16.5•ft • E . W21 L2 E21= 213.8168 v21 = 210.91b8 W21 = 207871b Seismic Controls Design Overturning Moment: OTM := E -H OTM = 31752.3lbft Dead load resisting: Roof := 16•psf•(20•110.5 + 1.54)•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 lb Resisting Moment: DLR := Total- 12 DLR = 49274.5lbft 2 Net Uplift: U := OTM� DLR U = — 1062lb NO HOLDOWN Shear;yya i Type -P1 =6 1.0d nails @ 6" 0.C. Capacity = 276 PLF CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Tplephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB CHARTER HOMES 2550 PLAN 72- Main Floor Wall Line 6 (3 -Car Garage Option): Total Wall Length: L6 23-ft (FNS22 + PNSI4) Wind Shear v61 :– L6 Seismic Tributary Weight: Seismic Force: Roof := 16-psf•39-ft•36•ft-0.5 Wall := l0-psf•39• ft- (H + H, Floor := 12•psf•39•ft•20•ft•0.5 W61 := Roof + Wall + Floor Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: U:= E E61 L6 16 23-ft OTM:= E6146-H4, E61 = 153.41b 8 1 Roof := 16•psf • (10•ft-0.5 + L540-16 Wall l0-psf•11 r1 .16 Total := Roof + Wall DLR := Totals— 6 2 OTM – DLR 16 U = – 850.5 lb v6I = 151.31b ft Roof = 11232 lb Wall = 4875 lb Floor = 46801b W61 = 20787 lb Seismic Controls Design OTM = 31752.3 lb ft Roof = 23921b Wall = 2070 lb Total = 4462 lb DLR = 51313 lb ft NO HOLDOWN ShearWallTypaP,1A 10d nails @ 6.' 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P PI; al bi R• �t a CHARTER H01AE3 — 2850 PLAN -' p C I f M al e SCHEDULE end I STRAPS DETALS Charter Homes 0067 10th hr. it 'S ON 00106 1011 1 s Il f € { i gI P i eta •••• P a aacaaa saaaaai taaaaa aaar al e wa 1 .y e amass aaaary� Fn aaaaa1a IJ -°- te = =_ �u SITTS & HILL ENGINEERS, INC. OVL • Ma • 0 RaC w as VG S w w CM) 474-06* r %• r• r M S• r k He 01 PO wIX fwNl atom >� n` .m[ mm Keystar, Inc. do R.N. Parnell Company 4422 -187 Place SE Issaquah, Washington 98027 Attention: Mr. Robert N. Parnell, P.E. Subject: Report of Geotechnical Services 9 Lot Short Plat on South 130 Street Tukwila, Washington Dear Mr. Parnell: Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a copy of the above - referenced report. This report presents the results of our subsurface exploration and geologic reconnaissance study relative to foundation and construction considerations, as well as the City of Tukwila Sensitive Area designations for the project site. The field evaluation was completed on January 24, 2000. The purpose of the evaluation was to establish general surface and subsurface conditions at the site from which conclusions and recommendations regarding foundation" design and construction considerations could be formulated, and to address Sensitive Area designations as defined by the City of Tukwila. The scope of our work consisted of subsurface test pit explorations, a visual reconnaissance, geotechnical engineering analyses, and preparation of this report. We expect that changes in existing site grades will consist of minor cuts in the 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 generally accepted geotechnical engineering practices for the exclusive use of Keystar, Inc., and their ag4IECEWED specific application to this project. CITYOFTUKWILP NOV 15 7006 PERMITCENTER 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, SITE AND PROJECT DESCRIPTION 19231 -36 Avenue W>, Suite B201 Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting FILE Copy N, 1-631 February 9, 2000 R EVIEWED FOR CODE COMPLIANCE APPROVED BUILDING DIVISION Lynnwood, Washington 98036 PW(425) 771 . 9 Lot Short Plat on South 130 Street Tukwila, Washington 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. FIELD EXPLORATION The subsurface exploration program conducted for this study consisted of completing five test pit explorations across the site. Test pits TP -1 through TP -3 were advanced on the moderately steep east - facing slope that encompasses the eastern portion quarter of the site. The remaining two test pits were advanced in the western portion of the site. Locating the test pit explorations was based upon the Site and Exploration Plan, Figure 1, and measuring from existing site features. The test pit explorations were completed to depths ranging from 8.5 to 10 feet below the existing ground surface. Ground surface elevations at the test pit locations were interpreted from the topographic information presented in Figure 1. An experienced engineering geologist from our firm monitored the test pit explorations and logged the soil and groundwater conditions encountered. Dynamic Cone Penetrometer tests were completed in general accordance with ASTM Special Publication No. 399 to assess relative soil density. Subsurface Conditions The subsurface soil conditions revealed by the test pit explorations were relatively consistent with respect to soil type and density. The test pits encountered approximately 4 to 6 inches of topsoil consisting of loose, moist to wet, silty sand to soft sandy silt with some organic material and a trace of gravel. In general, loose to medium dense, moist to saturated, silty sand with a trace to some gravel and stiff sandy silt with a trace of clay were encountered below the topsoil to depths on the order of 1.5 to 5 feet below existing grades. These silty sand to sandy silt soils, interpreted as alluvial deposits, were overlain by approximately 1.5 feet of loose to Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington Groundwater J -631 February 8, 2000 Page 3 medium dense, moist, silty sand with trace to some gravel interpreted as fill in test pit TP -2. Underlying the alluvium, medium dense to very dense, moist, silty sand with trace to some gravel was encountered to the total depth explored at 10 feet below existing grade and is interpreted as glacial till. The dense glacial till typically has high strength and low compressibility characteristics due to its depositional history. At the time of the subsurface evaluation, we observed slight surficial ponded water. The USGS map Geology of the Des Moines Quadrangle, Washington (Map GQ -159), dated 1962, shows the site as being mantled by undifferentiated Pre - Vashon Glacial Drift. Based on our surface and subsurface observations, the site soils are more representative of alluvial soils over Vashon Till which are both mapped within a quarter mile of the subject site. Soil descriptions presented in this report are based on the subsurface conditions encountered at the specific test pit locations. Variations in subsurface conditions may exist between the exploration locations, and the nature and extent of variations between the explorations may not become evident until construction. If variations then appear, it may be necessary to reevaluate the recommendations presented in this report. Slight perched groundwater seepage was encountered only in test pit TP -4 at a depth of 2 feet below existing grade at the time of exploration. The local groundwater table was not encountered in the explorations. It should be noted that groundwater conditions and soil moisture contents are expected to vary with changes in season, precipitation, site utilization, and other on- and off -site factors. Given the relatively dense nature of the soils a few feet beneath the existing ground surface, near surface perched groundwater conditions should be expected to develop following periods of prolonged precipitation. CONCLUSIONS AND RECOMMENDATIONS We anticipate that the proposed development will utilize wood frame construction above reinforced concrete, cast - in - place foundations and concrete slab - on - grade floors. Based upon the subsurface exploration program, the project appears feasible utilizing conventional shallow foundation support. Sensitive Area Considerations The 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 B201 Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 4 "Class 3 areas, where landslide potential is high, which includes areas sloping between 20% and 40 %, and which are underlain by relatively impermeable soils or bedrock, and which also include all areas sloping more steeply than 40 %." The drawing prepared by 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 hazard to the subject property or surrounding properties, in our opinion. Seismic Criteria Figure 16 -2 in the 1997 Uniform Building Code classifies the subject site as being within Seismic Zone 3 Based on the subsurface conditions encountered at the site and published geologic literature, it is our opinion that Soil Profile Type S be used to describe the average soil properties within the upper 100 feet beneath the site. This designation describes soils that are considered very dense with a shear wave velocity of 1,200 to 2,500 feet per second, Standard Penetration Test values greater than 50, and an undrained shear strength greater than 2,000 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 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street 'Tukwila, Washington Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 J -631 February 8, 2000 Page 5 Site Preparation We anticipate that this project will require minor cuts and fills to establish the access road and building pad grades. Site preparation should include the removal of all vegetation, root mass, organic soils, existing structures, undocumented fill material, and any deleterious debris from building and paving areas, . or those locations where "structural fill" is to be placed. Preparation for site grading and construction should begin with procedures intended to drain ponded water and control surface water runoff. It will not be possible to successfully utilize on- site soils as "structural fill" if accumulated water is not drained prior to grading, or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on -site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork and foundation construction phases of the project Following clearing and grubbing, organic -rich silty sand and sandy silt topsoil will need to be stripped in the building and pavement areas, as well as those areas to receive structural fill. Topsoil thickness is anticipated to be between 4 and 6 inches in these areas. Localized areas of deeper organics, such as root systems, may be encountered within the project site and should likewise be removed. Any excavations that extend below finish grades should be backfilled with structural fill as outlined subsequently in this report. In our opinion, the topsoil is not suitable for reuse as structural fill and should therefore be exported from the site or used for landscaping purposes. After stripping of the topsoil is completed, the exposed soils will generally consist of silty sand to sandy silt with trace to some gravel. After stripping, and prior to placement of structural fill, we recommend that foundation, floor subgrade, sidewalk and pavement subgrade areas, and areas to receive structural fill be proofrolled and compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure. Due to the silty nature of the near - surface soils, proofrolling and adequate compaction can only be achieved when the soils are within approximately t 3 percent of the optimum moisture content. Proofrolling should be accomplished with a heavy compactor, loaded double -axle dump truck, or other heavy equipment under the observation of a representative from our firm. This observer will assess the subgrade conditions prior to filling. Areas where loose surface soils exist due to grubbing and stripping operations should be considered fill to the depth of the disturbance and treated as subsequently recommended for structural fill placement. The need for or advisability of proofrolling due to soil moisture conditions should determined at the time of construction. We recommend that a representative of our firm observe the soil conditions prior to and during proofrolling to evaluate the suitability of stripped subgrades. Earthwork may be difficult or impossible during periods of elevated soil moisture and wet weather due to the moisture sensitive nature of the silty site soils. Excavated site soils may (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 6 not be reusable as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. If on -site soils become unusable, it may become necessary to import clean, granular soils to complete wet weather site work. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to expose firm, non - yielding, non - organic soils and 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 spalls, crushed recycled concrete, or clean pit -run sand and gravel over these areas would further protect the soils from construction traffic. Structural Fill All fill material placed in building, pavement, and non - landscaped areas should be placed in accordance with the recommendations herein for structural fill Prior to placement, the surfaces to receive structural fill should be prepared as previously described. All structural fill should be free of organic material, debris, or other deleterious material. Individual particle size should be less than 6 inches in maximum dimension. Structural fill should be placed in lifts no greater than 8 inches in loose thickness. The structural fill should be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure in building areas and to a depth of 2 feet below the subgrade surface in pavement areas. Below a depth of 2 feet in pavement areas, the structural fill should be compacted to at least 90 percent of ASTM:D -1557. We recommend that a representative from our firm be present during grading so that an adequate number of density tests can be conducted as structural fill placement occurs. In this way, the adequacy of the earthwork may be evaluated as it proceeds. In the case of roadway and utility trench filling and wall backfilling in municipal rights -of -way, the backfill should be placed and compacted in accordance with current local codes and standards. Where the existing ground surface slopes more than 5H: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. 19231 —36ty Avenue W., suite 6201 `. 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 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 2H: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 spans, 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; Zipper Zeman Associates, Inc. 19231 -36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington 4. Surcharge loadings adjacent to the excavation; 5. The length of time the excavation remains open. J -631 February 8, 2000 Page 8 It is exceedingly difficult under the variable circumstances to pre - establish a safe and "maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes with plastic or to otherwise protect the slopes from the elements and minimize sloughing and erosion. We do not recommend vertical slopes or cuts deeper than 4 feet if worker access is necessary. The cuts should be adequately sloped or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and local regulations. According to Chapter 296 -155, Part N, Excavation Trenching and Shoring, of the Washington Administrative Code (WAC), it is our opinion that the soils encountered at the site would be classified as Type B soils. According to the Code, excavations less than 20 feet deep in Type B soils may be cut at a maximum temporary slope angle of 45 degrees (1H:1V). We recommend that temporary cuts exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and destabilization. We generally recommend all permanent slopes be designed at a 2H:1V 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 B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street I1lkwila 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 barrier. The impermeable membrane should be protected by two inches of fine, moist sand Zipper Zeman Associates, Inc. 19231 —36ty Avenue W., Suite B201 - Lynnwood, Washington 98036 (425) 771.3304 . 9 Lot Short Plat on South 130' Street Tukwila, Washington Backflled 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 B201 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 spalls which are underlain by a geotextile with similar strength characteristics as Amoco 2016 woven fabric. Construction Considerations Zipper Zeman Associates, Inc. 19231 -361y Avenue W.. Suite 8201 Lynnwood, Washington 98036 J -631 February 8, 2000 Page 11 The native soils that will be exposed upon completion of stripping contain a significant percentage of fine- grained particles. These silty soils are susceptible to disturbance, particularly when wet. We recommend that the contractor make every effort to minimize disturbance of stripped surfaces. These efforts may include directing surface water away from open excavations and the placement of a crushed rock or concrete mud slab surface in the footing trench excavations. If site work is accomplished in wet weather, the placement of clean sand and gravel below paved areas would promote future drainage and improve subgrade support. In addition, vehicle traffic over wet subgrades or prepared areas should be minimized. Application of these measures will reduce the likelihood of additional overexcavafion of disturbed soils and associated costs for export and import will be reduced. (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 thins 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 .I Enclosures: Figure I — Site and Exploration Plan Test Pit Logs TP -1 through TP -5 19231— 36ty Avenue W., Suite B201 Respectfully submitted, Zipper Zeman Associates, Inc. James P. Georgis Staff Geologist P . G e.ct+d James B. Thompson, P.E. Principal Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 aBT - 3 . J -631 February 8, 2000 Page 12 (425) 771 -3304 6573 50 . FT. TP -2 L T 7 3; SL.F 2 S! 7 LEGEND TAX LOT NO. 711080 -0801 - TP -1 Test pit number and approximate location. I Reference: Drawing entitled: " Keystar, Inc., Proposed 9 Lot Shot Plat ", prepared by RN Parnell Company, last revised 12/09/99. 60 30 140 It 410110 1.. LOT I. 711060 -0000 0 60 SCALE IN FEET 3i Y2 ZIPPER ZEMAN ASSOCIATES INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO. J-631 DATE: JANUARY 2000 DRAWN BY: JPG SCALE: I" = 60' 9 LOT SHORT NAT ON SOUTH 130 STREET TUKWILA, WASHINGTON SITE AND EXPLORATION PLAN FIGURE 1 19231 36 "' Ave. w, ow.c o..�., _ ,._.... 11.741.0 air 19231 36 Ave. W. Suite 8201, Lynnwood, Washington vnuro 19231 36 Ave. W. Suite B201, Lynnwood, Washington 98036 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 -JOd COMM LUS26 ALL 6 -10d COMM MUS28 ALL 6 -10d COMM HUS26 1 14 -10d COMM HUS26 2 -3 14 -16d SINKM HUS28 1 22 -10d COMM HUS28 2 -3 22 -16d SINKX THA29 1 16 -10d COMM THA29 2 -3 16 -16d SINKX HHUS28 2 -3 22 -16d SINKM HGUS2B 2-3 36-164 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 1186" 11B711'3000 LATERAL LOAD APPLIED. NO SHEATHING o'nisslons, REQUIRED, SEE ENGINEERING... `' ~1c%K.� 1) ALL TRUSSES TO BE SPACED 24' OC UNLESS NOTED OTHERWISE (U.N.O.) 2) PROVIDE FULL BEARING UNDER GIRDER TRUSSES. 3) BEARING BEAM DESIGN BY OTHERS. 4)• 18` STANDARD OVERHANG U.N.O,. OVERHANGS NOT SHOWN FOR CLARITY. i 5) 6/12 ROOF PITCH U.N.O.. 6) CEILINGS FLAT U.N.O.. 1) SEE ATTACHED FRAMING DETAILS FOR HIP, VALLEY AND GABLE FRAMING. 8) SEE TPI'S HIB -91 FOR BRACING RECOMMENDATIONS. INDIVIDUAL TRUSSES MAY REQUIRE WEB BRACING, SEE, TRUSS ENGINEERING SHEETS. PERMANENT BRACING DESIGN BY OTHERS. 5910 - 234 ST. SE, WOODINVILLE, -WA 98072 DESIGNER: JEFF BOPKO REVISED 1 -14 -05 PATH: E: \JEFF \BBLAY \CHARTER \255OB -3C 4U -U r 1- 11, 11 1- 31�( �( ��fiii�i4' ITi��i(i5I'i��'�)�>>i6 Inch 1/18 a� .r�+ (�+' t t } 4 2 1:{ i ', � X5,1/ �I ¢ 'St ` f'� 'J1CV1 1 4E� {�I� it A gvtEzVSY�4tktf%r.�'-16.e� a'`ftj't t� 1 t .. z ra •�+- +...«=rr••�.z.. Axt s'� ray ,( o vY '_. SIM 18�],� } �` '' '3;v i; 3 ✓ d i'' w C''esl (�x'i'.. �'r 9L' b6 £6 Z4, LL 0 +1r 6 8 L 1. I l I I I I I I I` �� .nilNn NiilN�i in�lNii 11)11[11'1 nuliiii ii;iliill i�iiliui 111111111 iinliiii uili`l`ii iiiliiit iiiiliiu 111111111 111111111 iiiiliiu i REVIEWED FOR CODE COMPLIANCE APPROVED UN 2 2 20 7 i 0f Tukwila RECEIVED CITYOFTUKWILP NOV 15 2000 PERMITCENTER m"4S5 Copyright (c) CompuTrus Inc. 0 1111111111111 / CompuThus SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF #2 1- 4 BOTTOM CHORDS: u 2x 4 HF #2 1- 4 WEBS: 2x 4 HF STD /STUD 1- 5 I LUMBER SPECIFICATIONS TC LATERAL SUPPORT <= 12 "0C. 00th. BC LATERAL SUPPORT <= 12 "OC. UON, cn 0 I 0 C -3x 6 12 12 6.00 - 0 Scale: 1/4" JOB NAME: CHARTER HOMES, 25508... "A2" FILE NO.: A2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357628 10 -00 -00 C -3x 10 -00 -00 This design prepared from computer input by RTS - CHASE TRUSS SPAN 20'- 0.0" LOAD DURATION INCREASE - 1.15 SPACED 24.0" 0.C. WARNINGS 1. Read an General Notes and Warnings before before construction of busses. 2. Bulkier be and erection contractor should bdvied of all General Notes and Warnings before construction commences. 3. 133 comprenlonweb bracing must be installed where shown +. 4. All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibility for ouch bracing. e. No load should be applied to any component until after all bracing and fastfasteners fase are complete. and at no time should any loads greater than design loads be applied to any component. e. CompuTms has no control aver and asaumsa no reseonbblmy for the fabdoadp", handling, shipment and lastallagwl of components. T. This design Is bathed subject to the gmltegone on truss designs set forth by TPI In 111.41 or MAMA furnished copies of which will be hnehed by CompuTrra upon request. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD - 8.0 PSF TOTAL LOAD a. 43.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE IDAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 1 C -4x6 4.0" 4 I 1 20 -00 -00 10 -00 -00 -3x6 12 I, S ��C-5x7.7 _ -3x6 C C- 2.5x2.6 C- 2.5x2.6 ` 10 -00 -00 3 00 - 12 111111111111111111111111111111111111111111111 to 0 0 BRG @ BRG 8 General Notes, unless otherwise noted: 1. Des gn to support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced at 3. 2 %4 impa odging or llateral bracngggl . required where shown + + 4. Installation of truss is the respansibilt of the respective Contractor. 5, Design assumes trusses are to be us in a non-corrosive environment, 6. D and are for "dry ondition" of use. es gn assumes full bearing at all supports shown. Shim or wedge If necessary. 7. Des gn assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and pieced so their center ines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. 10. Fgr bask design values of the CornpuTrus Plate, indicated by the prefix C , see I.G.B.O. R.R. 4211. 11. designator((18) Indicates Section cat18 Pra a Indicated t es us e red' All others are 2b ga. ga. material us . IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1- -2462 B 1= 2167 W 1= 71 T 2= -1738 B 2- 2166 W 2= -615 T 3- -1738 B 3= 2166 W 3= 1220 T 4= -2462 B 4= 2167 Si 4= -615 W 5= 71 LEFT = 860 RIGHT = 860 BEARING AREA REQUIRED (SQ. IN) 0' 0.0" 1.38 OF / 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 DEFT - - 0.286" @ 10'- or 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 491-0900 7/ r/O Trans ID: 102473 7.1.3T(1L) -F 1 EXPIRES 6130107 w I j SIZE 2x 4 2x 4 2x 4 LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: HF 42 BOTTOM CHORDS: MSR 1650F WEBS: HF STD /STUD 1- 3 PANELS) 1- 4 1- 2 TC LATERAL SUPPORT <= 12 "OC. UON. BC LATERAL SUPPORT <= 12 "OC. UON. Scale: 1/4" JOB NAME: CHARTER HOMES, FILE NO.: A3 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357629 2550B... "A3 This design prepared from computer input by RTS - CHASE C- 5x7.7(S) 20 -00 -00 WARNINGS: 1. Read all General Notes and Warning before dents wcdon or bussee. 2. Bulkier and erestlon Cmttnctor should be advised of all Gemmel Notes and Warnings before construction camamnce4 3. txi compression web bracing must be Installed where shown a. 4. All lateral lone resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibility for such bracing. d. No load should be applied to any component until after all bracing and fasteners are comply, and N no time Should any loads greater than design loads be applied to any component. 3. CampuTms has no control over and assumes no responsibility for the FabricatIon, handling shipment and InsNIlatIon of components. 7. This design Is furnished subject to the limitations on truss designs set forth by TPI In HIS411 or TPVMTCA N SCSI 1st capes of which will be furnished by CompuTrus upon request TRUSS SPAN 20'- 0.0" LOAD DURATION INCREASE - 1.15 SPACED 24.0" 0.C. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 8.0 PSF TOTAL WAD = 43.0 PSF BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON - CONCURRENTLY. 111111 11111111E11111 11111 1111111111 I I I I III I BRG @ BAG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom rlwrds to be laterally braced at 2'-0 o.c. and at 17 -0' b.c. respecttvn 3. 2x4 Impact bridging or lateral bracing Wed where shown + 4. Installation of truss is the responsibility respective contractor. 5. Design assumes trusses are to be used in a non - corrosive environment. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 0. 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 bastp design values of the CompuTnm Plate. Indicated by the prefix C ", see I.C.B.D. R.R. 4211. 11. The C us Net Section Plate is t ed by the prefix "CN" the designator ator (1 (18) indicates 18 ga. material rial is Is used. All others are 2b ga. IRC 2003 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 4 - 1418 LEFT = 860 RIGHT = B60 BEARING AREA REQUIRED (SQ. IN) 0 0.0" 1.38 DF / 2.12 HF / 2.02 SPF 20'- 0.0" 1.38 DF / 2.12 HF / 2.02 SPF MAX LL DEFL - - 0.050" @ 10'- 0.0" 0/360 = 0.647" MAX TL DEFL = - 0.085" @ 10'- 0.0" L/240 = 0.971" MAX ItORIZ. 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 431-3900 7 / If /O Trans ID: 102473 7.1.3T(1L) -F EXPIRES 6/30107 I 11111111 III / CompuTrus_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 1- 3 TC LATERAL SUPPORT <- 12 "0C. UON. BC LATERAL SUPPORT c= 12 "OC. UON. Single member as shown. Hangers attached to the bottom chord will have 1.5" max. nail penetration. Cr) t o . Scale: 3/(1" ), JOB NAME: CHARTER HOMES, 25508... "81" FILE NO.: B1 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357630 C- 5x 12 6.00 V C -5x7.7 C -3x4.3 C -4x7.7 8 -00 -00 This design prepared from computer input by RTS - CHASE TC UNIF LL( 50.0) +DL( BC UNIF LL( 225.0) +DL( BOTTOM CHORD CHECKED FOR 1OPSF LIVE MAD. 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 -7x7.7 WARNINGS 1. Read all General Note and Wambge befoe condracilon of irutea. L BuIlder and erectIon Wntractm Mould be adveed stall General Now ant Wambme before mnatmclbn commences 3. 1aa wmpresIon NW bracIlg must be Metaled where shown +. 4. All IsleS fora resisting elements such as temyorary sad Wrmamnt baring, must be designed and Wwlded by desIgner of complete etnictura ConpuTnm taumee no responelbelty for such bracing. A No lad shoud bi applIed to any component usl st erati bncirp end fasteners are complete. end at no Nine should am loads paler then desIgn lads be applied to any component d. CompuTruelwno control oar end assume, nowponsSAIty for the fabdatlan, handlep, ehlpment and Installation of components. 7. TNs aalpl le furKehed subject to the umtiations on boas designs set forth by TPI In NIH1 or7PWVTCA I SCSI 1-0.1 aisle, of which will be frunlshed by CompuTnle Icon rearrest 8 -00 -00 GIRDER SUPPORTING 20 -00 -00 LOAD DURATION INCREASE - 1.15 + LOADING 20.0)- 70.0 PLF 0'- 0.0" TO 178.01- 403.0 PLF 0'- 0.0" TO M O 0 11111111111111111111111111111111111111111111 8'- 0.0" V 8'- 0.0" V BRG @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. 2x4 Impact assumes the top and bottom p chords to be laterally braced at 3. . Installation ti of hiss iIs he b5ty ufred a respect shown e contractor. 5. Design assumes busses are to 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 If BCes 7. sign s umel adernate dralnege k d. B. sates sell be located on ham faces of Wss, and placed so their center Ines coincide with joint center Imes. 9. inns indicate size of plate In Inches. 10. tar b@asic�d design R aR 4211 11. The CpnpuTrus Net Campo /ors Plate, Indicated by the prefix t B Plate is Indicated by las prefix "CN' the designator (18) indicates 18 ga. material is used. AU others are2b ga. Trans ID: 102473 7.1.3T(1L) -F IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1- -1864 B 1= 1611 W 1= 1627 T 2= -61 B 2= 1552 N 2= -1922 W 3- -91 LEFT - 1892 RIGHT = 1B92 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 3.03 OF / 4.67 HF / 4.45 SPF 3.03 DF / 4.67 HF / 4.45 SPF 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 /If /O EXPIRES 6/30/07 11111111111 / CompuTrus Inc. SIZE 2x 4 2x 4 2x 4 LUMBER SPECIFICATIONS TC LATERAL SUPPORT c= 12 "OC. UON. BC LATERAL SUPPORT <= 12 "OC. UON. rn 0 O SPECIE GRADE TOP CHORDS: HF #2 BOTTOM CHORDS: MSR 1650F WEBS: HF STD /STUD 1- 4 1' C -3x7.7 FILE NO.: B2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357631 PANEL(S) 1- 4 1- 3 12 Scale: 3/16" JOB NAME: CHARTER HOMES, 25508 14 -00 -00 12 -00 -00 C -4x6 C- 2.5x4.3 C-2.5x4.3(S) B2 This design prepared from computer input by RTS - CHASE 28 -00 -00 TRUSS SPAN 28'- 0.0" 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 LOAD - C- 2.5x4.3 14 -00 -00 16 -00 -00 WARNINGS: 1. Mad all General Note. and Wamings before connruc1bn of trusses. 2. guilder and erection contract or should be advised of all General Nobs and Warnings before conetrudion commence, 3. 1s3 cdnpns wad hoeing must be Installed when sown 4. All Iaterel ford resisting elenoenb each as temporary sad permanent bracing must be designed and provided by designer of pdrpldte structure. CdeuTnm assures no responsibility for such bradns a. No had should be applied to any component edit after all bracing and fastener are complete. and N no ems should any bade greeter than design toads be applied to any compoenl. I. Cmrponus has no control over end assumes no maponahbllgy forme labnwM ei, heading, ehipmenl and Mnsdiation at components. T. This design is fumrahed subject to the limitations on buss designs ad forth by TM hn Hmi1 or TPW?CA I lC81143 co pes of which will be finished by CoropuTrus upon request. BOTTOM CHORD CHECKED FOR 1OPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON- CONCURRENTLY. 12 C -3x7.7 35.0 PSF 8.0 PSF 43.0 PSF 1111111111111111111111111111111111111111111 rn ;o BRG @ BRG @ General Noted, unless otherwise 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 at 12' -0' ac. respecti 3. 2x4 Impact bridging or lateral bracing ulred where shown + + 4. Installation of truss is the responsibitty. the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge If nece 7. P l es aail e b e located ca n oe adequate both ace faces of Is vboss 8. a Inns c shall e with joint t e r faces buss, and placed to their center 9. Digits Indicate size plate In Inches. 10. For bas c . values 2s1 11. � ConpuTrus Plate, indicated by the prefix designator (18 Indicates 1B ga. ms Is Indicated Is us by . All others are 2b the 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 B 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 HORIZ. 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 main windforce- resisting system and components and cladding criteria. ROOF TRUSS SUPPLY, INC. P.Q. BOX 532 WOODINVILLE, WA 98072 431-0900 III111111!! CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 6 MSR 1650E 1- 6 BOTTOM CHORDS: 2x 8 DF SS 1- 6 WEBS: 2x 4 HF STD /STUD 1 -2, 4, 2x 4 MSR 1650F 3,5, 7 TC LATERAL SUPPORT <= 12 "0C. UON. BC LATERAL SUPPORT <= 12 "0C. UON. 1' coo C -5x14. 0 I 0 b k FILE NO.: B3 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357632 12 6.00 12 -00 -00 Scale: I /8" JOB NAME: CHARTER HOMES, 2550B 6, 8- 9 4.0" 4 TC UNIF LL( BC UNIF LL( BC UNIF LL( Jr C -4x7.7 28 -00 -00 This design prepared from computer input by RTS - CHASE 16 -00 -00 50.0) +DL( 0.0) +DL( 166.1) +DL( 12 C- 5.5x7.7 C- 5.5x7.7 C- 5.5x7.7 C - 5.5x 7.7 5 I� I` -5x14.5 . 44111 C -3x4.3 C -7x9.4 C -7x7.7 C -3x4.3 C -3x7.7 C- 7x11.9(5) C -3x7.7 C -7x7.7 WARNINGS: 1. Reed all General Notes and Warnings before construction of trusses. 2. Builder end erection contractor should be advised of all General Notes and Warnings before contraction commences. 2. 153 compression web bracing must be Metaled where shown +. 4. All lateral force resisting elements such as temporary and permanent braving. must be deigned and provided by designer of complete structure. CompuTrue assume no reaponNNllty for such tracing. 5. No load Mould be applied to any component until after all bracing and hMdwn are Co elate, end at no time should any loads greater than design loads be epplld toany component. s. CompuTnie bee no control over and assumes no resyonaibIlidy for the fabrication, handling, shipment and Installation of components. 7. TN. design ts finished alibied to the Unladen on trust designs set fonh by TM In HIB411 or TPIIWTCA N BCSI 1a4 copies of which will he furnished 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 20.01= 70.0 PLF 0'- 16.0)= 16.0 PLF 0'- 135.6)= 301.8 PLF 17'- -BC CONC LL +DL= 3135.0 LBS @ 17'- 5.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE UDAD. 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 2x6 bottom chords, 12" oc throughout webs. Note: Stagger splices on adjacent members. Bottom chord requires plates held down 4" typical UON and hanger h eight ers 85% cr more of member depth. 14 -00 -00 14 -00 -00 'j6.00 1' y b 0.0" TO 0.0' TO 5.0" 10 11111111111 11111111011111111111011111111111 28'- 17'- 28'- 0.0" V 5.0" V 0.0" V IRC 200 T 1- -5858 T 2- -5546 T 3= -5284 T4= -5280 T 5= -0578 T 6= -10030 BRG @ BEG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design area l assumes the top and bottom chords to be laterally braced at P o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown ++ 4. Installation of truss Is the responsibillW or the respective contractor. 5. Design assumes trusses are to be used in a non - corrosive environment, and are for 'dap condition' of use. 8. Design assumes full bearing at all supports shown. Shim or wedge If necessa 7. Design assumes adequate drainage is provided. e. Plates shag be located on both faces of truss, and placed so their center 9. D Ines coincide with joint center lines. igits Indicate size of plate in Inches. 10. For basic design values 2 or the CompuTnis Plate, indicated by the prefix 11.111e � Trussln Net Section Xio Plate Is Indicated by the prefix "ON' me designator ) ga. material is usedYAN others are 2b ga. Trans ID: 102473 7.1.3T(1L) -F 2 MEMBER FORCES 4WRDH 1= 5162 W 1= -24 W 8= -1490 2= 5164 W 2= -318 W 9- 1188 3= 4894 W 3= 94 4= 7446 W 4= -346 5= 0858 W 5= 4380 6= 8878 W 6= -4236 W 7= 4378 LEFT = 2917 RIGHT = 5651 BEARING AREA REQUIRED (SQ. IN) 0' 0.0" 4.67 DF / 7.20 HF / 6.86 SPF 28' 0.0" 9.04 DF / 13.95 HF / 13.30 SPF MAX LL DEFL - - 0.066" @ 18'- 3.6" L/360 - 0.903" MAX TL DEFL = - 0.220' @ 18'- 3.6" L/240 = 1.354" MAX WDRIZ. LL DEFL - 0.017" 8 12 MAX RORIZ. TL DEFL = 0.053" @ 12 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 z ladding criteria. ROOF B SUPPLY, iNC. RO. BOX 532 W00U(NVILLE WA 98072 431-G900 l EXPIRES 6/30/07 EMU GumpuThus Inc. SIZE 2x 4 Zx 4 2x 4 LUMBER SPECIFICATIONS SPECIE GRADE PANEL IS TOP CHORDS: HF 112 1- 3 BOTTOM CHORDS: HF 42 1- 2 WEBS: HF STD /STUD 1- 4 TC LATERAL SUPPORT <- 12 "OC. DON. BC LATERAL SUPPORT <= 12 "OC. DDN. * FILE NO.: B4 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357633 - 2.5x4.3 12 6.001/ Scale: 1/4" F JOB NAME: CHARTER HOMES, 25505... "B4" 14 -00 -00 C- 2.5x2.6 12 -00 -00 17 -04 -00 This design prepared from computer input by RTS - CHASE LOADING LL( 25.0) +DLI 10.0) ON TOP CHORD - DL ON BOTTOM CHORD = TOTAL WAD - BOTTOM CHORD CHECKED FOR LOPSF LIVE WAD.. TOP AND BOTTOM CHORD LIVE WADS ACT NON - CONCURRENTLY. l TRUSS SPAN 17'- 4.0" LOAD DURATION INCREASE - 1.15 SPACED 24.0" O.C. 1 C -4x6 4.0" nfT( 3 -04 -00 5 -04 -00 W*RNWGS: 1. Read MGemeral Notes and WwmNW beforra consiruclbn ofbueset 1 Builder and erection contractor should be advised of all General Notes and Warnings before coNNYction Wmnrcet 3. txi comprssion web bracing must be instabd when awn+. 4. All Tatars fart, resisting ein,entasuch as temporary and per anentbacing, mint be designed end provided by designer of complete structure. Ce mpuTrus stsumuro na pon sibgiry roc eudr bracing. S. No load should be applied to any component until after all bracing and fasteners an complete, and at no time Mould any loads greater than design loads be applied to any component. S. CompuTrus hes no control over and Dangles no responsibility for the fabrication, Mindere. shipment and Installation of components. 7. This design Is furnished subject to the limaatlau on trues designs set fodh by 7?' M Waal or Wt&dTCA In SCSI 143 copies of which will be furnished by Computing upon request. 12 C -3x4.3 C- 2.5x4.3 C- 2.5x4.3(S) C- 2.5x2.6 3, 35.0 PSF 8.0 PSF 43.0 PSF 1111111 11111 11111 1111111111 11111 11111 11111111 m CO T 1= T 2= T 3= BRG @ MG @ General Notes, unless othenvse noted: 1. Design to support loads as shown. 2. Desl assumes the top and bottom fiords to be laterally braced at 2'-0 o.c. and at 17-0" .c. resppeecce 3. 2x4 Impact bridging or lateral bracing squired where shown + + 4. Installation of truss Is the resp sibitry of the respective contractor. 5. Design assumes trusses are lobe used in a non - corrosive environment. 6. Designassr pees condition" g et all supports shown. Shim or wedge if 7. D assumes adequate drainage is B. Plates shall be located on both faces truss, and pieced so their center lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. 10. For basic design values of the CompuTn s Plate, indicated by the prefix C". see .0 8.0. R.R. 4211. 11. The CornpuTnis Net Section Plate is indicated by the prefix 'CN' the designator (18) indicates 18 ga. malarial is used. All others are 29 ga. Trans ID: 102473 7.1.3T(1L) -F IRC 2003 SINGLE MEMBER FORCES 4WRDH -1108 B 1= 904 W 1= -514 -836 B 2= 246 W 2= 712 56 W 3= -633 N 4= -117 LEFT = 745 RIGHT = 745 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.19 OF / 1.84 HF / 1.75 5FF 17'- 4,0" 1.19 OF / 1.84 HF / 1.75 SPF MAX LL DEFL = - 0.035" @ 7'- 2.5" L/360 = 0.558" MAX TL DEFL - - 0.059" @ 7'- 2.5" L/240 = 0.837" MAX I*DRIZ. LL DEFL = 0,011" @ 5 MAX NORIZ. TL DEFL - 0.018" @ 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 l BI6S Uw(L.Y, INC. PC. BOX 532 YO ;;J WVI^IA -E. �//'IA. 98072 71/f6o EXPIRES 6130/07 License Information License CHARTHI962KF Licensee Name CHARTER HOMES INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602386032 Ind. Ins. Account Id #1 Business Type CORPORATION Address 1 601 UNION STREET Address 2 SUITE 5100 City SEATTLE County KING State WA Zip 98101 Phone 2063224393 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 5/6/2004 Expiration Date 5/6/2008 Suspend Date Separation Date Parent Company Previous License BAYDEC•022MB Next License CAMBRPL953NE Associated License Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #1 DEVELOPERS SURETY & INDEM CO 572947C 05/05/2004 Until Cancelled $12,000.00 05/06/2004 Business Owner Information Name Role Effective Date Expiration Date LUDDEN, MARK PRESIDENT 05/06/2004 Look Up a Contractor, Electrician or Plumber License Detail 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 maintain a surety bond or assignment of account and carry general liability insurance. https: // fortress. wa. gov /lni/bbip/ printer .aspx?License= CHARTHI962KF 07/31/2007 1111111111111 ," CumpuTrus LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANELS) TOP CHORDS: 2x 4 HF 42 2x 4 MSR 1650F 3- 4 BOTTOM CHORDS: 2x 6 MSR 1650E 1- 4 WEBS: 2x 4 HF STD /STUD 1- 8 rh 0 a l FILE NO. BE DATE: 7/15/2005 DES. BY: AM SEQ.: 2357634 8 -00 -00 1- 2, 5- 9 TC LATERAL SUPPORT <= 12 "0C. UON. BC LATERAL SUPPORT <= 12 "0C. VON. = NOTE: 1x3 BRACING = AT 24 "OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 7 -08 -00 T 12 C- 5x7.7+ 6.001/ C- 2.5x2.6 3x9.4+ C- 5.5x9.4+ Scale: 3/16" JOB NAME: CHARTER HOMES, 25508... "06" This design prepared from computer input by RTS - CHASE I' 111 12 -00 -00 C- 2.5x4.3 C- 2.5x4.3 K 0.25" C- 7x7.7(S) 28 -00 -00 TRUSS SPAN 28'- 0.0" LOAD DURATION INCREASE - 1.15 + LOADING LL( 25.0! +DL( 10.0) ON TOP CHORD = 35.0 PLF DL ON BOTTOM CHORD = 8.0 PLF TOTAL LOAD . 43.0 PLF -BC UNIF LL +DL= 24.0 PLF 20'- 0.0" TO 28'- 0.0" V -TC CONC LL +DL= 654.0 LBS @ 20'- 0.0" -BC CONC LL +DL= 1892.0 LBS @ 20'- 0.0" 12 ) 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" or throughout webs. C -5x7.7 C- 5.5x9.4 WARNINGS: 1. Read sh General Notes and Warnings before construction of trusses. L Builder and erection contractor should be advised of all General Note and Warnings before construction commences. 3. 1xa compression web bracing must be baased where shown o. A All lateral force resisting element meth as temporary and prmanem bracing, must he designed and provided by designer of complete Moisture. Co mpuTroe assumes no responsblllty for such bracing. 3. No load ehoJd be applied to any component umg idler all bracing and teeters m cenplei, and at no tins should any tads greater than design bads be implied to any compoed. G. Comperes has no control over and assumes no responsibility for the fabrication, landing, shipment and Installation of components. 7. This design Is temished subject to the Bmitadons On truss designs new forth by WI In HIB41 or TPBW1CA m SCSI 1-03 copies of which will be furnished by CompuTms upon request 8 -00 -00 7 -08 -00 T 12 X16.00 C- 2.5x2.6 C -3x9.4 1111111 1 111111111 1 11111 1 1111111111111111111 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 at 'A' ow. and at 12'-0' p.c. respectielY. 3. 4 Impact bridging or lateral bracing reouired where shown ++ 4. installation of truss is the responslblt4 of the respective contractor. 5. Design assumes trusses are to be used in a non - corrosive environment and ss es for 'dry fllb n g e lea. all supports pports shown. Shim or wedge If necessary. eSUmas y full B l ova 8. Plates shall be located on both eve o truss, placed so their center 9. Di indicate with Joint plate in Inch es. 10. Fre basic design values of the CmnpuTms Plate, indicated by the prefix C. see L B.0. RR 4211. 11. The (18) iindicates gs. mate mad by the others are 2b the IRC 2003 2 T 1= -2674 T 2= -2636 T 3= T 4= T 5= T 6= T 7= 7 8= T 9= 0 - 2340 -4140 - 4842 0 - 5406 -5332 LEFT = 1399 RIGHT MEMBER FORCES 4WRDH B 1= 2342 W 1= 44 B 2= 3610 W 2= 950 B 3= 4502 W 3= -1596 B 4= 4680 W 4= 992 W 5= -674 W 6= 426 W 7= 1548 W 8= 256 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 2.15 DF / 3.32 HF / 3.16 SPF 28'- 0.0" 4.16 DF / 6.92 HF / 6.11 SPF 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 HORIZ. LL DEFL = 0.008' @ 15 MAX HORIZ. 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 R, 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 771(10 Trans ID: 102473 7.1.3T(1L) -F 2598 EXPIRES 6130107 101111111/ CompuTrus LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 82 1- 8 BOTTOM CHORDS: 2x 6 NSA 1650F 1- 3 WEBS: 2x 4 HF STD /STUD 1- 6 TC LATERAL SUPPORT <= 12 "OC. DON. BC LATERAL SUPPORT <- 12 "OC. t1DN. NOTE = 1x3 BRACING AT 24"0C CON. - FOR -- ALL FLAT TOP CHORD AREAS NOT SHEATHED r1 0 1' b C -3x7.7 FILE NO.: B7 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357635 10 - 00 - 00 12 6.001/ C- 2.5x2.6 9 -08 -00 12 -00 -00 Scale: 3/16" JOB NAME: CHARTER HOMES, 25508... "87" C -3x7.7 C- 5x6(S) b This design prepared from computer input by RTS - CHASE 8 -00 -00 C- 2.5x4.3 28 -00 -00 TRUSS SPAN 28'- 0.0" LOAD DURATION INCREASE - 1.15 SPACED 24.0" O.C. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = PSF TOTAL ILIAD - 43.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON-CONCURRENTLY. C -3x7.7 16 -00 -00 WARNMGS: 1. Read s General Notes and Warnings before construction of trusses. L Builder and suction contractor should be advised of all General Notes and Warnings bean construction commences. 1. W campmates web braying must be Instilled where shown 1. All Morel tome renting .Mmate Such as Hmpomy and permanent bracing. must be designed and provided by designer of compote structure. ComptaTna assume no nsonslblllty for auW bracing. 5. No load should be applied o any comsemM Unt arer at bracing and fasteners an compote, and at no tine should any loads greater than design bads be applied to any component. a. CompuTrus has no control our and assumes no insensibility or the fabrication. handling, shipment and Installation al sempauntt T. TM* design to furnished subject to the limitations on truss deigns at forth by 101 In HIB411 or TPWITCA N SCSI 1L3 cons of which wig be furnished by CompuTna upon Muni 10 -00 -00 9 -08 -00 12 \I 6.00 C- 2.5x2.6 C -3x7.7 Jr -,I 11111111111111111111111111111111111111101111 BRG @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the and bottom ords to be laterally braced at 2' -0 o.c. and at 12'-0" .c. respectively. 3. 2x4 Impact bridging or lateral bracing Wed where shown + + 4. Installation of truss Is the responsibility MM the respective contactor, 5. Design assum trusses are b be used in a non-corrosive environment, 6. raDesigeassumes s 'thy � bearing at all supports shown. Shim or wedge if De 7. sign easumes adequate drainage is rovided. 8. Plates shall b locat dl n biloth faces of truss, and placed so their center fines 9. Digits indicate n size of plate In inches. 10. C bas c. es ig dn. values R 211 the CompuTrus Plate Indicated by the prefix 11. des Ba ( 15. g . matte material iss t � y All Obeys are 2u 2bga IRC 2003 SINGLE MEMBER FORCES T 1- -2117 B 1- 1809 W 1= T 2= -1822 B 2= 1778 W 2= T 3= 0 B 3= 1809 N 3= T 4= -1567 W 4= T 5= -1567 W 5= T 6= 0 W 6= T 7= -1822 T 8= -2117 Trans ID: 102473 7.1.3T(2L) -F 4NROH - 263 491 - 289 -289 49C -263 LEFT = 1204 RIGHT = 1204 BEARING AREA REQUIRED (SQ. IN) 0 0.0" 1.93 OF / 2.97. HF / 2.83 SPF 28' 0.0" 1.93 DF / 2.97 HF / 2.83 SPF MAX LL DEFL = - 0.093" 6 14'- 0.0" L/360 = 0.903" MAX TL DEFL = - 0.158" @ 14'- 0.0" L/240 = 1.354" MAX HORIZ. LL DEFL = 0.028" @ 13 MAX HORIZ. TL DEFL = 0.047" @ 13 COND. 2: 3000.00 LBS DRAG WAD. 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). B44F MUSS SUPPLY INC. P.O. BOX 832 WOCUINVILLE WA 98072 4141 -0900 7/brio EXPIRES 6/30/07 111111111111 / CompuTrus r SIZE 2x 4 2x 6 2x 4 LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: HF #2 BOTTOM CHORDS: MSR 165DF WEBS: HF STD /STUD 1- 6 PANEL(S) 1.- 8 1- 3 TC LATERAL SUPPORT <= 12 "0C. IAN. BC LATERAL SUPPORT <- 12 "0C. UON. NOTE: 1x3 BRACING AT 24'0C DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED FILE NO.: B7 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357635 -L1 WARNINGS: 1. Read all General Notes and Warnings before construction of wane. 2. BWlder and unction contractor should be advised of all General Notes and Wanting. before conavucemi commences. 1 1x3 compression web bracing most be htataned when shown 5. A All lateral force mtlethar elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTna assumes no responsibility for such bracing. 5. No load should be applied to any component until after •g bracing and fasteners are complete, and at no time should any Ioa45 greater than design loads be applied to any component. 5. CompuTrus hes no control over and assumes no responsibility for Om fabrication, handling, shipment and Installation of components. 1. This design Is furnished subject to the limitations on truss designs set forth by WI In 14IB•51 or TPSWTCA N SCSI 1.03 copies of which will be furnished by Computrue upon request. TRUSS SPAN 28'- 0.0" LOAD DURATION INCREASE a 1.15 SPACED 24.0" O.C. LOADING LL( 0.01 +DL( 10.0) ON TOP CHORD - DL ON BOTTOM CHORD - TOTAL LOAD a 3000.00 LBS DRAG LOAD. SHEARWALL 0.00 to 28.00. 10.0 PSF 8.0 PSF 18,0 PSF 1 111111 111 11111 11111 11111 1111 111 11111111 BRG @ BRG 8 General Notes, unless otherwise noted: 1. Design to support loads as shown 2. Igo assumes the t and bottom chords lobe lateraly braced at A' c.c. and at12'.0'o..respectivelyv. 3. 4 Impact bridging Nidgingorlateralbracing required where shown ++ 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses Ire to be used in a non-comosive environment, 6. D red are ford condition' of use. esigr assumes full beadng at all supports shown. Shim or wedge if ecessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of toss, and placed so their center Ines coincide with Joint center fines. 9. Digits indicate size of plate in inches. 10. For basic C deEsigpn values of the CompuTrus Plate, indicated by the prefix C". see I. .6.0. R.R. 4211 11. The CornpuTrus Net Section Plata is Indicated by the prefix 'ON' the designator (18) indicates 16 ga. material is used. All others are 2b ga. SINGLE MEMBER FORCES T 1= -846 B 1= 728 W 1= -56 T 2= - 772 B 2= 732 W 2= 245 T 3= 0 B 3= 728 W 3= -82 T 4= -672 w 4= -82 T 5= -672 W 5= 245 T 6- 0 W 6= -56 T 7= -772 T 8e -846 LEFT = 504 RIGHT = 504 BEARING AREA REQUIRED (SQ. IN) 0' - 0.0" 0.81 DF / 1.24 HF / 1.19 SPF 28' 0.0" 0.81 DF / 1.24 HF / 1.19 SPF ROOF TRUSS SUPPLY. INC. RO. BOX 532 WO DiNVILLE. /ln... 98072 491-0900 Trans ID: 7.1.3T - l EXPIRES 6130107 l'11 ll 1111111 / CumpuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF #2 1- 4 BOTTOM CHORDS: 2x 4 HF #2 1- 2 WEBS: 2x 4 HF STD /STUD 1- 3 TC LATERAL SUPPORT <- 12 "OC. UON. BC LATERAL SUPPORT <= 12 "OC. UON. 0 I c 1' ; i Scale: 1/4" d JOB NAME: CHARTER HOMES, FILE NO.: C2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357636 12 12 6.00 7 -08 -12 C- 2.5x2.6 2550B... "C2" 7 -08 -12 This design prepared from computer input by RTS - CHASE C -4x4.3 4.0" J 15 -05 -08 TRUSS SPAN 15'- 5.5" LOAD DURATION INCREASE = 1.15 SPACED 24.0" 0.C. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 8.0 PSF TOTAL WAD - 43.0 PSF BOTTOM CHORD CHECKED FOR lOPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 7 -08 -12 12 C- 2.5x2.6 �flf�ei�� C -3x9.3 C -5x7.7 C -3x4.3 - 3 00 7 -08 -12 X6.00 12 WARNINGS 1. Reed aB Gmn,N Notes and Warnings before construction at busses. 2. Builder and erection contractor should be advised of all General Nob. end Warnings before construction commences. 3. tae compression web bracing must be bstaledwhore shown a. 4. AB lateral force renting elements such as temporery and pemuneM bracing, MUM be designed and provided by designer of complete structure. CoopuTn= smumes no responsibility for such bracing. 3. No load should be applied to any component uMll alter as bracing and fasteners are complete, and at no time should any beds greater than design loads be applied to any component. S. CompuTms has no control over and assumes no responsibility for the fabrication. handling, shipment and installation of components. 1. This design Is furnished subject to the limitation on hose designs set form by TPI In 1110 -91 or TPIMRCA b SCSI 1-03 copies or which will be furnished by ComptTnie upon moues. 1. 0 1 111111111111111111111111111111111111111111111 BRG @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the lop and bottom Chords to be laterally braced at 2'-0^ o.c. and at 12-0' 8.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 assumes trusses are to be used in a non - corrosive environment. and are for - dry condition' of use. 8. Design assumes full bearing al all supports shown. Shim or wedge if necessary. 7. Design ssumes adequate drainage is provided. 8. Plates shag be located on both faces of truss. and placed so their center inns coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic sic design values of the CompuTres Plate, indicated by the prefix C ", see 1. 8.8. R.R. 4211. 11. The CompuTrus Net Section Plate is indicated by the prefix "CN' the r ator (1 (18) indicates 18 ga. malarial is used. All others are 2b ga. Trans ID: 102473 7.1.3T(1L) - IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1= -1692 B 1= 1480 N 1= -330 T 2= - 1286 B 2= 1480 W 2= 878 T 3= -1286 W 3= -330 T 4- -1692 LEFT - 665 RIGHT = 665 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.06 DF / 1.64 HF / 1.56 5PF 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 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. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODIINVILLE, WA 98072 4151-09.00 111111111111 ,/ CompuT?us Inc. SIZE 2x 4 2x 4 2x 4 LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: HF *2 BOTTOM CHORDS: HF 42 WEBS: HF STD /STUD TC LATERAL SUPPORT <= 12 "OC. UON. BC LATERAL SUPPORT <= 12 "0C. UON. l C 0 0 7 Scale: 3/8" ' SOB NAME: CHARTER HOMES, FILE NO.: C3 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357637 PANEL(S) 1- 4 I- 2 1- 3 2550B,.. C3" 12 12 6.00 V C- 2.5x2.6 -=n3.00 7 -05 -12 This design prepared from computer input by RTS - CHASE 7 -05 -12 WARNINGS: 1. Read all General Notes and Warnings before construction of trusses 2. Buller and erection conbacla should be advised of all General Notes and Warnings before construction commences. 1 tx3 compression web bracing must be Installed when shown 4. Al lateral tome regaling elements such es temporary and permanent bracing, must be designed 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 time should any leads greater than design loads be applied to any component. s. ConpuTrue has no control new and assumes no responsibility for the rabdnetion handling, shipment and Installation of components. 7. ibis design is Mnlened subject to the imitation on trues designs set forth by WI N wieif or TPIIWTCA In SCSI 1 -03 copies of which will be furnished by Conputrue upon request. TRUSS SPAN 15'- 1.0" 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 WAD = 15 -01 -00 35.0 PSF 8.0 PSF 43.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON- CONCURRENTLY. 7 -07 -04 C -4x4.3 4.0" I�\ -411 C -3x4.3 C 5x7.7 12 C- 2.5x2.6 7 -07 -04 1 111111I I 111 1111111111111111111111111 101 1111 �I6.00 3.00 12 Y BRG @ BRG @ C -3x4.3 General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. esl gn assumes the lop and bottom chords to be laterally braced at ' o.c. and at 12 8.c, respectively. 3.2x4 Impact bridging or lateral bracing required where shorn + + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to 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 If necessary. 7 Design assumes adequate drainage Is provided. B. . Plates shall be located on both faces of truss. and placed so their center lines coincide with joint center lines. i 9. Digits Indicate size of plate in inches. 10. Fgr basic design values of the CanpuTrus Plate, Indicated by the prefix C , see LC.B.D. R.R 4211. 11. The or ( 18) i n d ic a tes Section Plate ga. ml Is us YNl ot hers a r e 2b ea. Trans ID: 102473 7- 1.3T(1L) -F IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1= -1692 B 1= 1480 W le -330 T 2= -1286 B 2= 1480 W 2= 878 T 3= -1286 W 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 w - 0.145" @ 7'- 5.8" L/240 = 0.727" MAX HORIZ. LL DEFL = 0.069" @ 6 MAX HORIZ. 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. u) F TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVIL.LE, WA 98072 4alX 00 EXPIRES 6/30/07 1111111111111 / CampuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 6 MSR 1650E 1- 2 BOTTOM CHORDS: , 2x 8 DF SS 1- 3 WEBS: 2x 4 MSR 1650F 1- 2 TC LATERAL SUPPORT <= 12 "OC. DON. BC LATERAL SUPPORT <= 12 "OC. UON. Caution: Note bearing area requirements. Single member as shown. Hangers attached to the bottom chord will have 1.5" max. nail penetration. Scale: 3/8" JOB NAME: CHARTER HOMES, 25508... "C4" FILE NO. : C4 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357638 I C- 5x14.5 12 6.00 7 -05 -12 This design prepared from computer input by RTS - CHASE TC UNIF LL( 50.0) +DL( BC UNIF LL( 191.7) +DLI 15 -01 -00 GIRDER SUPPORTING 17 -04 -00 LOAD DURATION INCREASE = 1.15 + 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. 4. C -5x9.4 5.0" C -3x7.7 C -3x7.7 15 -01 -00 WARNINGS: 1. Read all General Notes end Warnings before Construction of trusses, 2. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 3. 1x3 compr salon web bracing must be Installed where shown •. 4. All lateral force resisting elements such as temporary and permanent bracing, most be designed and provided by designer of complete structure. CompuTrus assumes no responsibility for such bracing. S. No load should be applied to any component until after all bracing and teleners are complete, and at no time should any loads greater than design loads be applied to any component e. CompuTrus Ise no control over and assumes no responsibility for the fabrication, handling, shipment and lnatelladsn of components. 7. This design is hwnishad subject to the ambitions on (rose designs mit forth by WI in HIB411 or TPIWITCA In BCSI 1-03 wpbs of which will be furnisMd by CongtTms upon request LOADING 20.0)- 70.0 PLF 154.0)= 345.7 PLF 0'- 0.0" To 0'- 0.0" '10 7 -07 -04 12 1111111111111111111 11111111111111111111111111 �I 6.00 15'- 15'- 1.0" V 1.0" V 1 C- 5x14.5 BRG @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2, esign assumes the top and bottom chords to be laterally braced at ' -0'o.c. and at 17-0' o.c. respectively. 3. x4 Impact bridging or lateral bracing required where shown • + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment and are for 'dry condition' of use. 8. Design assumes lull bearing at all supports shown. Shim or wedge H necessary. 7. Design a l lmes adequate drainage is l be located on both faces of trus, provided. 8. Plates shall coincide l truss, and placed so their center 9. Digits IIicce 9 s 9 ire l of platte r center lines. 10. For see basic design values 2 o f 11. the CompuTrus Plate, indicated by the prefix The (1) indicates Section gds materia l is uu edY� others are 2b ga. IRC 2003 SINGLE MEMBER FORCES T 1= -4448 B 1= 3864 N 1= T 2= -4462 B 2= 2916 W 2= B 3= 3889 Trans ID: 102473 7.1.3T(1L) -F 4WRDH 1926 I978 LEFT = 3135 RIGHT = 3135 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 5.02 DF / 7.74 HF / 7.38 SPF 15'- 1.0" 5.02 OF / 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 plain windforce- resisting system and components and cladding criteria. !ROOF 'TRUSS SUPPLY, INC. P.O. BOX 532 W00DINVILLE, WA 98072 x'51 -'3100 7hfl0 I EXPIRES 6130/07 111111111111 SIZE 2x 4 2x 4 2x 4 2x 4 LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: MSR 1650F BOTTOM CHORDS: MSR 1650F WEBS: HF STD /STUD MSR 1650E TC LATERAL SUPPORT <= 12 "OC. DON. BC LATERAL SUPPORT <= 12 "0C. UON. Scale: 3/16" F JOB NAME: CHARTER FILE NO.: D2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357639 PANEL(S) 1- 6 1- 5 1- 4, 6- 8 5 y l y 4 -09 -08 5 -03 -00 HOMES, 25508... "02" 15 -04 -00 This design prepared from computer input by RTS - CHASE 12 12 -06 -08 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. 30 -09 -08 TRUSS SPAN 30'- 9.5" LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 26 -00 -00 1• WARNINGS: 1. Read all General Notes nd Warnings baton construction of Misses. 2. Builder and traction contractor should bt advised of all General Notes and Warnings before construction commences. a, tea tomprenlon web bracing must be Installed where shown +. 4. All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTras assumes no responsibility for such bracing. 5. No load should be applied to any component until after at bracing and fastener* are complete, and N no the should any loads greater than design loads be applied to any comyoneta. O. CompuTn,s has no control over and assumes no responsibility for the labilcatlon, Penciling, aMpmam and menllauon a components. 7. Tds design Is furnished aublea to the gmlWlone on trues desIgns set forth by Tal In HIB-01 or TIGONTCA In BC511-03 copies of which will be fur,tbhed by CompuTre upon request. 15 -05 -08 12 35.0 PSF 8.0 PSF 43.0 PSF 13 -00 -00 1 111111 11111 11111 111111111111111 11111 1111 1111 1 y T 1- 482 B 1= -341 W 1= -396 W 8= 88 T 2= 494 B 2- 1062 W 2= -1973 T 3= -1344 B 3= 1389 W 3= 324 T 4- -3050 B 4= 3978 W 4= -338 T 5= -3099 B 5= 3978 W 5= 2415 T 6= -9366 W 6= -326 W 7= -1080 BRG @ BRG @ General Notes, unless alherwise 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 at 17 -0' o.c. respectively. 3. 244 Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the res onsibility of the respective contractor. 5. Design assumes trusses are I be used In a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge if 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 bast design values of the CompuTms Plate, Indicated by the prefix C', see I R.R. 4211. 11. The CompuTms Net Section Plate Is Indicated by the CN' the prefix designator (18) Indicates 18 ga. material is used. All o are 2b ga. Trans ID: 102473 7.1.3T(1L) -F IRC SINGLE MEMBER FORCES 4WRDH CANT @ 4'- 9.5" LEFT = 1577 RIGHT = 1071 BEARING AREA REQUIRED (SQ. 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 = 0.836" MAX TL DEFL = - 0.649" @ 23'- 9.7" L/240 - 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. ROOF' rptJ55 SUPPLY, INC. P.O. BOX 532 WOODINVILI"E, WA. 98072 11111111111 ■ r l LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 1650F 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 "OC. UDN. BC LATERAL SUPPORT o- 12 "OC. UON. b Scale: 3/16" JOB NAME: : CHARTER HO FILE NO.: D3 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357640 CompuTrus Inc. 4 -09 -08 5 -03 -00 5, 25508... "D3 This design prepared from computer input by RTS - CHASE 12 12 -06 -08 TRUSS SPAN 30'- 3.5" 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 30 -03 -08 25 -05 -00 WARNINGS: 1. Read all General Noss and Warnings before construction of trusses. 2. Bulkier and erection contractor Mould be advised of all General Notes and Warnings baron construction commences. S 1v compression web bracing must be Nmaledwhare shown +. 4. All lateral force resisting elements such as temporary and permanent bracing, mud be designed and provided by designer of complete endure. Gen/ants assumed no responsibility for such bracing. 5. No load should be applied to any component urn after as bracing and rasNen are complete. and at no time should any loads greater than design bads be applied to any composes. I. CompuTrue has no control over and assumes no responsibility for me fabrication, handling. shipment and Installation of components. 7. This design Is furnished Subject to the limitation on truss ChIeldne set forth by TPI in NIB.el or TPkWTCA In BC311 -03 copies of which will be furnished by CompuTrus upon request. 35.0 PSF 8.0 PSF 43.0 PSF 12 -06 -00 1 111111 11111 11111 1111 11111 11111111111111 12 1 y IRC B 2= 1047 W 2= -1953 T 3= -1325 B 3= 1364 W 3= 317 T 4= -2991 B 4= 3821 W 4= -327 T 5= -3038 B 5= 3820 W 5= 2362 T 6= -4208 W 6= -330 W 7= -984 BRG @ BRG @ 0 0 General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the lop and bottom chords to be laterally braced at 7-0" 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 assumes trusses are to be used In a noncorrosive environment, 8. and esare assumes full condition' f att at supports ew 9 D shown. Shim ovl or wedge If e. Platees she bebc m both (ac of Was, and placed so mNr center Ines coincide with joint center lines. 9. Digits Indicate size of plate In inches. 10. Fir basic design values of the CompuTrus Plate, indicated by the prefix C , see I.C... R.R. 4211. 11. The CompuTrus Net Section Plate is Indicated by the prefix TN' the designator (18) Indicates 18 ga. material Is use6 NI others are 2b ga. Trans ID: 102473 7.1.3T(1L) -F CANT @ 4'- 9.5" LEFT = 1567 RIGHT = 1038 BEARING AREA REQUIRED (SQ. IN) 4'- 9.5" 2.51 OF / 3.87 HF / 3.69 SPF 30'- 3.5" 1.66 OF / 2.56 HF / 2.44 SPF 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 HDRIZ. LL DEFL = 0.268" @ 10 MAX BDRIZ. 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 El 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 481-090 [ EXPIRES 6130107 4WRDH W 8= 86 11111101111 / CompuTrus Inc. SIZE SPECIE GRADE PANELS) TOP CHORDS: 2x 4 HF 42 1- 2 BOTTOM CHORDS: 2x 4 MSR 1650F 1 4 WEBS: :t 2x 4 HF STD /STUD I- 2 LUMBER SPECIFICATIONS TC LATERAL SUPPORT r = 12 "0C. UON. BC LATERAL SUPPORT <= 12 "OC. QON. , Scale: 1/2" K JOB NAME: CHARTER HOMES, 2550B... "D4" 6.00 L This design prepared from computer input by RTS - CHASE TRUSS SPAN 8'- 10.5" WAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. WADING LLI 25.0)+DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD = TOTAL WAD = 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON - CONCURRENTLY. C- 2,5x2.6 8 -10 -08 35.0 PSF 8.0 PSF 43.0 PSF b 11111111111111111111111111111111111110111111 0 en 0 P BRG @ BRG @ Trans ID: 102473 7.1.3T(1L) -F IRC -76 W 2= -120 LEFT - 381 RIGHT = 382 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 0.61 DF / 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 I4JRIZ. 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 MUSS SUPPLY, INC. P.O. BOX 532 WOO DINVILLE, WA 98072 4i .O9 FILE NO.: D9 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357641 WARNINGS: 1. Read all General Notes and Wambgs before construction of trusses. Z. sunder and erection contractor should be advised of all General Notes and Warnings before construction commences. S. led compression web bracing must be Installed where shown 4. an lateral force resisting elements such as temporary and permanent bracing, TIM be designed and provided by designer of complete structure. ConpuTres assumes no responsibility for such bracing. 5. No load should be applied to any component °Mg after all bracing end fasteners are complete, and at no time should arty loads greater than design loads be applied to any component C. CompuTn= has no control over and aaWmes no responsblllty for the fabrication, handling,, shipment and Installation of components. 7. This design is banished subject to the Imitations on buss designs set forth by WI In HIb.1 Of TM/MCA In SCSI1.03 copies of which will be turMsbed by CompuTNs u request 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 2' -0' o.c. and at 12-0' o.e. respectively. 3. Zeta Impact bridging or lateral bracing required where shown + + 4. Inslaltatlon of truss Is the rescrosib4lty of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for dry condition' of use B. assumes full bearing at all supports shown. Shim or wedge H necessary. 7. Design assumes adequate drainage M provided. B. 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 LC B.O. R.R. 4211. 11. The CompuTrus Indicates te 18 ga. l �te i r n ial i is used. At op el are 2b the a dits 18 gr I EXPIRES 6130/07 111111 111111 SIZE 2x 4 2x 4 2x 4 LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: HF 42 BOTTOM CHORDS: HF *2 WEBS: HF STD /STUD 1- 4 FILE NO E2 DATE: 7/15/2005 DES. BY AM SEQ.: 2357642 CumpuTrusInc. PANEL(S) 1- 4 1- 3 TC LATERAL SUPPORT <= 12 "OC. UDN. BC LATERAL SUPPORT <= 12 "0C. UON. 12 6.00 V 11 -06 -08 This design prepared from computer input by RTS - CHASE TRUSS SPAN 23'- 1.0" WAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD = TOTAL WAD = C -4x4.3 4.0" .(I 11 -06 -08 12 35.0 PSF 8.0 PSF 43.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. -16.00 1' ,1 .1 \ h\a " C- 2.5x2.6 C- 2.5x2.6 -4x4.3 Scale: 1/4" JOB NAME: CHARTER HOMES, 2550B 9 -01 -00 'E2" C- 2.5x4.3 C- 2.5x4.3(S) 23 -01 -00 C- 2.5x4.3 WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General Notes and Wamings before construction commences. 3. is compression web bracing mist be installed when shown +. 4. All lateral tone resisting elements such as temporary and permanent bracing, mwe be designed and provided by designer of compete structure. CompuTna alums no responsibility for such bracing. 5. No load should be applied to any component until alter ag bracing and fasteners en complete, and at no dole should any loads greater than design shads be applied to any component. e. CompuTrua has ne control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components. 7. This design Is furnished subject to me limitations on truss designs set forth by TPl In Hlu't or TPUWTCA m BC511 -03 copies or which will be furnished by Compares upon request 14 -00 -00 1 111111 11m 1111111111 11111 111111111111111111 C -4x4.3 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 at 2-0' 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 responsibirity of the respective contractor. 5. Design assumes trusses are to be used In a non- corrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge If n ecess B F. Desi assumes adequate drainage Is provided. FL Plates shell be located on both faces of buss, and placed so their center Ines coincide ith Joint center lines. 9. Digits Indicate si of plate the Co en. 10. For s e Bi D. R R 42of the ComWTrvs Plate, indicated by the prefix 11. The Com uTrvs Net Section Plate Is indicated by the prefix 'CN` the designator (18) Indicates 18 ga. material is uses. All others are 2b ga. IRC -1429 B 3= 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 OF / 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 HORIZ. 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. FFQOP' I'FRUS5 SUPPLY, INC. 1".0 - BOX 532 WOODINV!U WA 98012 431-0900 Trans ID: 102473 7.1.3T(1L) -E 07 -02 -2007 KEVIN !CAUL 601 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit Application No. D06 -435 13008 38 LN S TUKW Dear Permit Applicant: xc: Permit File No. D06 -435 Thank you for your cooperation in this matter. City of Tukwila 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 11/15/2006 , 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 08/12/2007 . 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 08/12/2007. 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. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 DATE: CONTACT: RE: ADDRESS: ZONING: June 22, 2007 Kevin Kaul D06 -435 38XX S. 130 St. LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application is approved subject to the following conditions(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. Building Division Review Memo Date: June 5, 2007 Project Name: Charter Homes, Lot 8 Permit #: 006-435 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please identify a footing drain or a crawl space water discharge system on the site plan. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system as recommended in the soils report The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 2. In addition to item 1), on sheet D1, correct foundation detail to show footing drain at the base of the footing. 3. Sheet 7B front porch side overhang appears to extend into the setbacks. Overhang shall extend no more than 18" into the set back Revise plan to meet setback requirements. Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. • Page 1 DATE: CONTACT: RE: ADDRESS: ZONING: May 23, 2007 Kevin Kaul D06 -435 13008 38 Ln S LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as cannot be approved: 1. The comment letter dated November 16, 2006 noted, "Update the site map to reflect the tree planning plan that was approved under L05- 006 ". The response given on the site map was "No significant trees on this lot. No replacement trees required ". The City approved the removal of trees as part of the parent parcel that this lot was part of. The approved plan clearly shows that trees will be planted on the lot as mitigation for trees removed from the parent parcel Revise the site plan to reflect those trees approved under L05 -006. See attached plans. April 27, 2007 Kevin Kaul Charter Homes Inc. 601 Union St, Ste 5100 Seattle WA 98101 City of Tukwila ila Steven Al. Mullet; Mayor Department of Community Development Steve Lancaster, Director RE: Request for Permit Application Extensions Charter Homes Inc. Dear Mr. Kaul: Sincerely, arshall Permit Technician File: Permit No. D06 -413, D06- 433 -435 M06 -244, M06- 256 -258 P006 -205, P006- 219 -221 P:VemifeAEntension Letteramnit ApplicadomV7e6.412++ Application Extension.doc .ie•t 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 P606 -219 D06 -434 M06 -257 P606 -220 D06 -435 M06 -258 P606 -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 permit 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. NI/ 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 -431 -3665 CIIA13T1[13 1 TOMES 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 I D06 -412 2.B86473 I C D06 -433 Li D06 -434 is D06 -435 Plumbing and Gas applications .86 -204 % PG06 -205 2- P606=206 3 P666 4. PG06 -219 y PG06 -220'\ oC frj Is PG06 -221 p lication #'s 65IozIo 65 KO- Thank you for you consideration, Kevin Kaul Production Manager Charter Homes Inc. 206 -947 -2205 Mechanical applications Mua243 I M06 -244 Z M0G- -245 3 M06 -246 ' M06-25 Li M06 -257 M06 -258 s in KIM 'b , >e April 26, 2007 errv APR 26 2007 w aktircant h kv 6 \0,5\401\ii. o wl 6 GAT h to I� 7( ' 4214 04 -05 -2007 KEVIN KAUL 601 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit Application No. D06 - 435 Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 11/15/2006 , 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 05/14/2007 . 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 05/14/2007. 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, fer Marshall Pc • ' t Technician xc: Permit File No. D06 -435 VM 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 20, 2006 Kevin Kaul Charter Homes, Inc. 601 Union St, Ste 5100 Seattle WA 98101 Dear Mr. Kaul: City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D06 -435 Charter Homes, Lot 8 — 38xx S 130 St This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 15, 2006 is determined to be incomplete. Before your application can continue the plan review process the following item from the following department needs to be addressed: Fire Department: Alan Metzler, at 206 575-4404, if you have any questions concerning the following comment. 1. Provide a detailed site plan showing the nearest fire hydrant location and access from the public street to the house. Planning Department: Brandon Miles, at 206 - 4313684, if you have any questions concerning the Sincerely, Enclosures File: D06 -435 ( Yi , rshall ician attached memo. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made In person and will not be accepted through the mail or by a messeneer service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. P:Vennifer\ncomplete Letters \2006\Building'D06 -435 Incomplete Ltr #1.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431.3665 DATE: CONTACT: RE: ADDRESS: ZONING: November 16, 2006 Kevin Kaul D06 -435 Not Assigned Low Density Residential (LDR) PLANNING DIVISION COMMENTS Planning Division of DCD has reviewed the permit application. The application as submitted cannot be approved. 1. The site map shown in the building permit does not match the site plat that was given preliminary approval. 2. The overhang on the south elevation extends too far into the five foot setback area. The maximum overhang within the setback area is 18 inches. Revise the plans to reflect the correct overhang. 3. The footprint of the home appears to be too large for the lot. Please provide footprint calculations for the home with garage and any porch or deck taller than 18 inches in height. 4. Provide the total area for the driveway. Please note that no more than 50% of the front yard or 800 square feet, whichever is smaller, may be approved durable uniform surface. It appears that the driveway occupies more than 50 percent of the front yard. 5. Update the site map to reflect the tree planting plan that was approved under L05 -006. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 $23.50 101 -1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001- 200,000 $269.75 for 1' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for l 200,000, PLUS 57.25 for each additional 10,000 or fraction thereof. PROJECT N A M E C i m i z s e C H e p 1t d 8 PERMIT # 6 • • • 4 3 . 5 (0 /3 - ;fl t.4,) 5. ) If you do not provide con actor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. I. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water 0 to o Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume O cubic yards Enter total fill volume O cubic yards 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 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 1 Soo / nenep 1/se 4s of A. $ /me- $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPCATION (1+4 +5) $ 36t e- The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. (4) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for l 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1' 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the e 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 6. Permit Issuance/Inspgction Fee (B +C +D) 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 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 7. Pavement Mitigation Fee $ e (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 113 to estimate the p so $ / 12 — (6) 0 $ 23 - (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2007- 1231.2007 Total Fee 0.75 $600 $5297 $5897 $1100 $13,242.50 $14,342.50 1.5 $2400 $26,485 $28,885 2 $2800 $42,376 $45,176 3 $4400 $84,752 $89,152 4 $7800 $132,425 $148,015 6 $12500 $264,850 $277,350 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 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 $ 1 IS G. Other Fees $ SS Total A through G $ 40 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8+9 +10) $ S 144 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. Approved 09.25.02 Last Revised Jan. 2006 Total A through E $ — (9) Temporary Meter 0.75" 2.5" $300 $1,000 3 civhi Part A• (To Be Completed by.Applicant) Purpose of Certificate: ❑ Building Permit ❑ Preliminary Plat or PUD ❑ Other Short Subdivision ❑ Rezone Proposed Use: 0 Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other one: Bo b T ... #3 k5ov Applicants Name: f ADS f:{ViPP' S ?11G. Ph (2oo),3aa -�F393 tx Property Address or Approximate Location: Tax Lot Number. i - 1 . 3 82'1 S I - Ar Th =e\- 7,3 d))t303 Legal Description(Attach Map and Legal Description if necessary): , "fi "toes ►ecw� -s LH id es - { o$ trod* 54 , e In li.n,-r 6 + ba.vis 1 epIirF Le. cs S A t &c5f Part B •(To.Be Completed by Sewer Agency) 1. ❑ a. Sewer Service will be provided by side sewer connection only to an existing size sewer feet from the site and the sewer system has the capacity to serve the proposed use OR 4a 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 sitb; and /or ® (3) other (describe): Pevt / tor it Fenr1e , C 4)rco of Co fly/ti 2. (Must be completed if 1.b above is checked) Qig 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. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $4250.70 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co /Metro without notice.) f b. Easements: ❑ Required • ❑ May be Required . CIT RECEIVED c. Other. YOFTUKWILA NOV 15 ?ON PERMITCENTER Yt'QN RING;- PWARGYi} CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY, ❑ Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby certify that the above sewer agency information is true. This certification shall be valid for one year fr• he date of signat re. By Title J 14816 Military Road South P.O. Box 50 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 9/22/96" Date ttkv495 Applicant's Signature ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non- Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District pr 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. 'acknowledge that I have received the Certificate of Sewer Availability/Non- Availability and this Attachment, and fully undefstand the terms and conditions herein. Date 9/ 5/ Owner /Agent Signature 1. 2. 3. OTY QF TUKWILA Community Development Department Permit Center 6300 Southcenter 8Ivd., Suite 100 Tukwila, WA 98188 Permit Center/Buil&Bg Division: E06431.3§79 Public Works Department 206- 433 -0179 Planning Division: 206 -431 -3670 Address: (poi en if 51©15 Phone: Ltd g Q 8'10/ This certificate Is for the p ru pos � l4®sidentlal Building Permit ❑ Preliminary Piet ❑ Commercial/Industrial Building Permit ❑ Rezone The proposed project Is within T l�t- t I CC (Use separate sheet it more mom la needed) I hereby certify that the above information is true and correct. CERTIFICATE Of WATER AVAILABILITY Required only if outside City of Tukwila water district I�/r PERMIT NO.: ' gera Ri p.a Site address (attach map end jjegal description showing hydrant location and size of main); 32 7 S. ! - N �r .1/_ .aeJ ox i! n s n ti r c, :MOT A'�.+II `'y Walla `1C"n 4- � � .1 �lAl�A��+n.� 1 +�1'�9��{.d..( '.41'1 fe ,.Ir V:.G�,.Y WnN. `ie 1 1 1 /e..! .zar arse: Address: Phone: ❑ Short Subdivision ❑ Other Estimated number of service connections and water meter size(s)• Vehicular distance from nearest hydrant 16 the co it datatchlrcibl- 125 ft. Area is served by (Water Utility District): rr I tit Ui� t 1 f'lr X3121 fit i Date (11 Improvements required. The Improvements required to upgrade the water system to bring it Into compliance with the utilities' comprehensive plan or to meet the minimum flow" requirements of the project before connection and to meet the State cross connection control requirements: 4. Based upon the Improvements listed above, water can be pr ad and will be available at the site with a flow of 2 - 7 D O gpm at 20 psi residual for a duration of 2 hours at a velocity of / fps is documented by the attached calculations. Water availability: Q^�cceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. ❑ System is not capable of providing service to this project. 1 By Zoe- a7 -2 — ?$ c7 This certificate is not valid without Water District No. 125's attachment entitl "Attachment to Certificate of Water Availability." 11/'11 (City /County) RECEIVED CITY OFTUKWILP NOV 1520i PERMITCENTER Date 1455 ACTIVITY NUMBER: D06 -435 DATE: 09 -24 -07 PROJECT NAME: CHARTER HOMES , LOT 8 SITE ADDRESS: 13008 38 LN S Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 After Permit Issued DEPARTMENTS: B i g isior b Public Works Complete Comments: Approved Notation: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: LJ REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 s '°PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire P revention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ DATE: DATE: Pl 1311 g 441 Permit Coordinator ❑ DUE DATE: 09-25 -07 Not Applicable ❑ 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 g Structural Review Required ❑ No further Review Required ❑ DUE DATE: 10-23-07 Approved with Conditions ❑ Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: 006 -435 DATE: 06 -15 -07 PROJECT NAME: CHARTER HOMES LOT 8 SITE ADDRESS: 13008 38 LN S Original Plan Submittal _ Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS a • l(r ' V l B I • vision Public Works ‘1( loy Fire Prevention Structural DETERMINATION OF 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: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS' Planning /0D7(i ivision CO "il Pl ani Division Permit Coordinator DUE DATE: 06-19 -07 Not Applicable ❑ No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07 -24 -07 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documentenoutlng slip.doc 2.2602 Complete Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 PERMIT COORD COPL PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -435 DATE: 05 -18 -07 PROJECT NAME: CHARTER HOMES, LOT 8 SITE ADDRESS: 13008 38 LN S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPAR /5Y6i Buil I g Divl i n Fire Prevention K Pu_ bl is Work (/ � Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES/THURS RONG: Please Route MI Structural Review Required REVIEWER'S INITIALS: gll /IW ro 0-541 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 05-22-07 Not Applicable ❑ No further Review Required DATE: DATE: RA C 14 0 1 Planning Division Permit Coordinator ❑ DUE DATE: 06-19-07 Approved with Conditions ❑ Not Approved (attach comments) Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ig Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: Building Division Public Works Complete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Document ✓routing slip.doc 2 -28-02 ,Ad00 aa000 Aland ?. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -435 DATE: 11 -15 -06 PROJECT NAME: CHARTER HOMES, LOT 8 SITE ADDRESS: 38XX S 130 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued A hut II•iv,'i Fire Prevention III Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: It Departments determined incomplete: Bldg ❑ Fire] PI n4:1 PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: DATE: RA. dafget Planning Division Permit Coordinator ri DUE DATE: 11-16-06 Not Applicable ❑ No further Review Required DATE: DUE DATE: 12-14-06 Approved with Conditions ❑ Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: Summary of Revision: tft 4 fr rvn i bra P!ril-o '(U gt,SVAto MAI Vi cii G v Received by: /f l-cJi t/ ,(,1- )C 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:141i SITE ADDRESS: 1 fX I tA3 REVISION LOG PERMIT NO: A7 G' 4g ORIGINAL ISSUE DATE: U+ k (please Print) (please print) (please print) (please Print) (please print) 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: htb: /AvwW.cttukwtia.wa.w • Revision subtiiittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mai4 fax, etc. Date: AI 107 Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # I after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Rt L Lo S Project Address: 1 3011 Si ?IS L 5- S. Ta v.v.> Lim Contact Person: KE.0 t 1J R/w t_ Phone Number: 20 — 4' y '7- 2 2 o C Summary of Revision: A4-/ 61. Pa 0 P 0 ss art eo - L� ✓sf- l 13 K /57 - tflz J Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 4t Entered in Permits Plus on eft I V! ta- Sapphcauonss formsipplteaions on beat -anion submittal Octet 1- 13-2004 Revised: RECEIVED CITY OF TUICIN/14 SEP 24 2007 Steven M. Mullet, Mayor Steve Lancaster, Director City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (o / i- A 1 7 Plan Check/Permit Number: D06-435 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # ^ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Charter Homes Lot 8 Project Address: 13008 38 Ln S Contact Person: Kevin Kaul Summary of Revision: C-Ar P" .0 ,Crrn MG 01- ego-E./4 *u f Oc3T" RECEIVED CRY of TUK4VrLA JUN 1 2007 Sheet Number(s): PERMIT CENTER "Cloud" or highlight all areas of revision including date of rev ton e Received at the City of Tukwila wila Permit Center by: tit. 9-r e [S— Entered in Permits Plus on (.0 –07 lapplications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206431 -3665 Web site: http:• / /www.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director Phone Number: 2.o to 9 4{7.- t2 bC Date: 5I i'i /o7 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 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D06-435 ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # _ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Charter Homes, Lot 8 Project Address: 38XX S 130 St Contact Person: 40 t t■ 4 tnlL Steven M. Mullet, Mayor Steve Lancaster, Director Phone Number: 2.0 Co °/' f7 22LU Summary of Revision: F t (lr< ) — 'Pt-5 FI Nb TAT t`1\ a*P C IAtn j .. 4. }Sot ba arr I b co-,- y S 7u- t.IU1air- \- r ?L4 4 ROA /1Sn e Pt -awL WITH F.scts GRAfl S ir4 C-L.. 2- — tibUSS r� tUs sc Aasusntb To At -tan FOR OJf RHMJ65 Wr TrfSf cE ca 3 - root rMt.tr rDI n'C nes NS +(n vL 'Ryes( Qbt■ --I fl 'MPkv\Y A Ra.A CoAr0LA-TIO..1S i \AN£ d£FSisa itS � Tzf Zevrn/6 PLA-A/ 5 NoT gfifCC7 y tS g r Sheet Number(s): - "Cloud" or highlight all areas of revision including date of rev 'o Received at the City of Tukwila Permit Center by: Entered in Permits Plus on S— (a—C) 7 \applicadons\tortns- applications on Iinelrevision submittal Created: 8-13-2004 Revised: (Li itlECENED -C1e.TUhCW1iA MAY 18 2VO I PFFM1T CENTER x x x x x x x x x x x x x x x x x x x x x x x