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HomeMy WebLinkAboutPermit D06-434 - Charter Homes - Lot 5CHARTER HOMES LOT 5 1302138 LN S D06 -434 Parcel No.: 7340600807 Address: 1302138 LN it TUKW Suite No: Tenant: Name: CHARTER HOMES - LOT 5 Address: 13021 38 LN S , TUKWILA WA Cityf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http.: / /www.ci.tukwila.wa.us Owner: Name: CHARTER HOMES INC Address: 601 UNION ST, SUITE 5100 , SEATTLE WA 98101 Phone: Contact Person: Name: KEVIN KAUL Address: 801 UNION ST, STE 5100 , SEATTLE WA 98101 Phone: 208 947 -2205 Contractor: Name: CHARTER HOMES INC Address: 4616 25 AV NE #598 , SEATTLE WA 98105 Phone: Contractor License No: CHARTHI96211F DEVELOPMENT PERMIT Permit Number: D06 -434 Issue Date: 06/15/2007 Permit Expires On: 12/12/2007 Value of Construction: $199,102.44 Fees Collected: $5,895.75 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 2019 SF SFR WITH 412 SF ATTACHED GARAGE (REFERENCE PW04-093) PUBLIC WORKS ACTIVTTIESS INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, AND DRIVEWAY ACCESS. WATER DIST. 125 & VAL -VUE SEWER DIST. **continued on next page** Expiration Date: 06/08/2008 doe: IBC -10 /06 D06-434 Printed: 06-15 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: T 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: Stone Drainage: T Street Use: N Profit: N Non- Profit: N Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be compile The granting of this pe construction or the Signature: City o sTukwila 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 N N Private: Public: Permit Number: D06 -434 Issue Date: 00/15/2007 Permit Expires On: 12/12/2007 Date: C(911510 ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. it does not p esume to give authority to violate or cancel the provisions of any other state or local laws regulating nuance ofrk. I am authorized to sign and obtain this development permit. Date: G/ 1 /., Print Name: /1‘ 4/ 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 DO6.434 Printed: 06-15 -2007 Parcel No.: 7340600807 Address: 1302138 LN 5 TRIM Suite No: Tenant: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us CHARTER HOMES - LOT 5 PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -434 ISSUED 11/15/2006 06/15/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 -3870). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 8: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 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. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel-fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 18: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heaters vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. D06-434 Printed: 06-15 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.cttukwila.wa.us 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 4314670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *PLANNING DIVISION CONDITIONS * ** 20: Prior to final approval the landscaping must be installed on each individual lot. Please refer to the landscaping plan that was approved as part of L03 -047. Occupancy for the homes will not be granted until the landscaping is installed. 21: ** *FIRE DEPARTMENT CONDITIONS * ** 22: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 23: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.8 inch (12.7mm). (IFC 505.1) 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) 28: Maximum grade for all projects is 15 %. 26: Fire hydrant installation requires a Public Works permit. 27: Fire hydrants shall be oriented in the d of fire apparatus access. 28: Adequate ground ladder access to rescue windows shall be provided. 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. 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. doe: Cond -10/06 DO6.434 Printed: 06-15-2007 doc: Cond -10/00 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 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. 3T: The Land Altering Permit Fee is based upon an estimated 80 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 38: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 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 %. * *continued on next page** DO6 Printed: 06-15 -2007 Signature: Print Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Date: //f/07 doc: Cond -10/06 D06 -434 Printed: 06 - 2007 S Name:_ t'EV (1 ke-.4\ I--- Mailing Address: . 0 r Mailing Address: ' 0 1 ♦ 1\ G S Lo . � - CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://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 ** /� q fl) King Co Assessor's Tax No.: t 34 O( ° D`2S f1 3 QQ Site Address: I 'l 0 - I ' 1 144 6 Suite Number: Tenant Name: New Tenant: ❑ Yes ❑..No Property Owners Name: (4-11 \KWol _ tk Os• -- t tJ r - - Mailing Address: ( ("!1, 14 KS l Ot- 4v : v;t - Ctr o n 4" S F'-AT \1 . lk)Pc c W t O City State Zip Sim - - PtAJ O`t -O Floor: Day Telephone _ (z QIP) 1 _ ' r • st&t S , City State Zip E -Mail Address: k 1C t t 111.Of' S t Fax r i_ Numbe man— - DA Company Name: CAA 1 - D -A 1. C- 0 City State Zip Contact Person:_ tcc (Iv �/NA.A \ Day Telephone: (2.0ii� 4R - y E -Mail Address: } �1a�.1 Cllr t/1 crkcwiws lnc • Fax Number: (2.010' -i2 Z-- -' �42— Contractor Registration Number: GH A tf? TH" 11 O2_ C. - terb lxpiration Date: CS ( OCQ 12-60e) Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: Company Name: Mailing Address: Contact Person: E -Mail Address: Q Vspplinoons \Forms-Appbcatons On Line\3-2006 - Permit Application doe Revised 4.2006 bh State State Zip City Day Telephone: Fax Number: Zip Page 1 of6 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): S I fiC,1 £ cA4w t t- 1 gfc S • Will there be new rack storage? ❑ .. Yes ,l...No (If yes, a separate permit and plan submittal will be required) PLANNING DIVISION: C Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 11644 *For an Accessory dwelling, provide the following: Lot Area (sq ft): (p SO( o Floor area of principal dwelling: l0 19 Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑....Yes If "yes ", explain: FIR PROTECTION/HAZA MATERIALS: 0.. Sprinklers 0-Automatic Fire Alarm ( .None ❑ -Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes No If • yes ", attach list of materials and storage locations on a separate 8-1/2 x 11 paper indicating quantifies and Material Safety EM: On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. QV PIiwdom\Pomn•Appiiwdde an UnN -20o6 • Permit Appiicaion.doc Revised 42006 Page 2 of 6 P, db (f . ...,.•.....,.. m r _. _...k7 "- :� w t g r� In Sq uare Q0 g ' Yr " r.,r.,., Exasi � f �$[� .yY f P. 10 N% <> liefnlYYdol "z p - j]I to F Ex J i [ruEttlt :},Y� t� y�� .y� 1`j J� �i�i�iyyyV��+Ay �. � �` '372 „ �'� i/417 Floors _ .._.thru_ Basement - Acces o'$U Stuie* ttacl a '= 'e{'/ Z p ,, t a t . .'? .. l le • f ' to4ecad:Deek Uncovered Dock Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): S I fiC,1 £ cA4w t t- 1 gfc S • Will there be new rack storage? ❑ .. Yes ,l...No (If yes, a separate permit and plan submittal will be required) PLANNING DIVISION: C Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 11644 *For an Accessory dwelling, provide the following: Lot Area (sq ft): (p SO( o Floor area of principal dwelling: l0 19 Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑....Yes If "yes ", explain: FIR PROTECTION/HAZA MATERIALS: 0.. Sprinklers 0-Automatic Fire Alarm ( .None ❑ -Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes No If • yes ", attach list of materials and storage locations on a separate 8-1/2 x 11 paper indicating quantifies and Material Safety EM: On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. QV PIiwdom\Pomn•Appiiwdde an UnN -20o6 • Permit Appiicaion.doc Revised 42006 Page 2 of 6 Scope of Work (please provide detailed information): leas0'ie .We yl�ejm# 1;tq'r t`eesar;� pstrtt�fegheet:. ; ..` Psi ter District ,/ Tukwila .. Water District 11125 S ...Water Availability Provided ...Tukwila si ValVue ❑ .. Renton ❑ .. Seattle ❑ ...Sewer Use Certificated... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ub (tted with Annlication (mark boxes which anolv); Civil Plans (Maximum Paper Size — 22" x 34 ") Technical information Report (Storm Draina e) ❑ ...Bond ❑ .. Insurance Easement(s) s vitt mar x s that • ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. ght -of -way Use - No Disturbance V r...Construction/Excevation/Fill - Right -of -way ✓ Non Right-of -way .Total Cut _5 cubic yards .Total Fill Sc) cubic yards .Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑...Temporary Water Meter Size.. 11 ❑...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑...Water Main Extension Public 11 QMppliu4wulPom"- Appliatioa ern Un.U.2006- Permit Appliationetoc Revised: 42006 bit Call before you Dig: 1-800-424-5555 ❑ .. Abandon Septic Tank ❑.. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Private Private ❑ .. Highline ItirGeotechnical Report &IC Maintenance Agreement(s) ❑ .. Right -of-way Use - Profit for less than 72 hours ❑ .. Right -of - -way Use — Potential Disturbance 0 . Work in Flood Zone 1� „Storm Drainage ❑ .. Renton ❑...Traffic impact Analysis ❑...Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization Q< Trench Excavation gr. Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑...Sewer Monthly Service Billing to; Name: Mailing Address: Water Meter Reflmd/Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) ❑...Sewage Treatment Day Telephone: Oty State Zip Day Telephone: City State Zip Page3of6 MECHANICAL CONTRACTOR INFORMATION Company Name: t o & S Nal Cpt vl'JC 1 D(J Mailing Address: 1 3V 3 NE 11-1. 'VLAcC1' cogro City sub zap Contact Person: ¶N u— � U N N \ / Day Telephone: 04-2-s) SS°1 °1345 E-Mail Address: . 4.40.15ct 1u rtn, SDiO'IC fact f I VIGI . CO_ MY1Fax Number. C *7i) $2a ' (.PO?, Contractor Registration Number: ft'tF,St iSter fit" re, Expiration Date: roI Valuation of Project (contractor's bid price): $ L;71A Scope of Work (please provide detailed information): SV Q- ReroCat -t d- "lie -t r1 Residential: New... Replacement.... Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas ....0 Other: Indicate type of mechanical work being installed and the quantity below: Fumace<100K BTU Fumace>100K BTU. Floor Furnace Suspended/Wall/Floor Mounted Heater Appliance Vent Repair or Addition to Heat/Refrig/Cooling System Air Handling Unit <10,000 CFM l Air Handling Unit >10,000 CFM Evaporator Cooler Ventilation Fan Connected to Single Duct Ventilation System Hood and Duct Incinerator • Domestic Incinerator — Comm/Ind Fire Damper Diffuser Themostat Wood/Gas Stove Water Heater • Emergency Generator Other Mechanical Equipment 0-3 H2/100,000 BTU 3 -15 Hp /500,000 BTU 15 -30 HP /1,000,000 BTU 30-50 HP /1,750,000 BTU 50+ HP /1,750,000 BTU Q: Appliadau On Iine3-1006 -Pamir Appliation.doo Raised 41006 en Page 4 of 6 iiiii `. e Sy- •t ``,wpix.o- r ' e ..I er z H < eu afit"ure- eye , : ®" " ata e , a tb 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 / Floor drain Sinks Dental unit, cuspidor Shower, single head trap / Urinals 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/outets for specific gas Additional medical gas inlets/outlets — six or more PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: P A$. - - Pt.0 fY1(zlkir.a Mailing Address: $St VEA'at,t~ GUwVY,e -LAtt'b rct • • - ENiUW.l.- A1h1 City ., State Zip Day Telephone: Cv 00") Fax Number:_(alpo)$02-- Expiration Date: Contact Person: CRY PttSV >-X E -Mail Address: N /Pr Contractor Registration Number: 770Pr12VTaOt 4CE_. p Valuation of Project (contractor's bid price): $ '7G-YO Scope of Work (please provide detailed information): F R Wowa G 4-t 4- - re-( P"... Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q1Appliwdoro Fomn- Appliucpu an Lim A3-2006 • Permit AppIicstion.doc &wind: 4-:005 bh Page 5 of 6 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. $wilding and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER AUTHEDENT: Signature: / / CC // Print Name: gill /et Mailing Address: (o() ( UN ION sr 5 c rn� Date Application Expires: taa I Date Application Accepted: ItLisiotr QWWiudamVomn.Appapdoo, On IinaU4006- P«nm Appao.don.doo Ravine 47006 M _131e .001 pi rfli Date: l0J/b1•• Day Telephone: 204p 951 22,o C 5� szt ILIA- 98'k City State Zip Staff Initials: Page 6 ot6 Doc: RECSE S-06 RECEIPT NO: R07 - 01151 Initials: User ID: JEM 1165 Payee: CHARTER HOMES, INC. SET ID: 0614 SET TRANSACTIONS: Set Member Amount 1 06 -434 1 4,643.86 M06 -257 175.56 PG06 -220 426.00 TOTAL: 5,245.42 TRANSACTION LIST: Type Method Payment ACCOUNT ITEM LIST: Description City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206431 -3665 Web site: http. // ww.ci.tukwila.wa.us Check 9138 BUILDING - RES GAS - RES MECHANICAL - RES PLAN CHECK - RES PLUMBING - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC CONCURRENCY TRAFFIC MITIGATION FEES Description SET RECEIPT TOTAL: 000/322.100 000/322.100 000/322.100 000/345.830 000/322.100 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 104.367.121.00 104.367.120 TOTAL: Payment Date: 06/16/2007 Total Payment: 6,246.42 SET NAME: CHARTER, LOT 5 Amount 5,245.42 5,245.42 Account Code Current Pmts 1,925.98 88.00 175.56 79.00 259.00 250.00 23.50 113.00 113.00 4.50 1,200.00 1,013.88 5,245.42 9375 06/15 9710 TOTAL 5245.42 Initials: User ID: Doc: RECSEPS O6 RECEIPT NO: R06 -01823 JEM 1185 Payee: CHARTER HOMES, INC. SET ID: 5000000615 SET NAME: 'limp set/Initialized Activities SET TRANSACTIONS: Set Member Amount City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431 -3665 Web site: http: /Mnvw.ci.tukwila.wa.us D06 -433 1,671.41 D06 -434 1,251.89 D06 -435 1,481.95 M06 -256 38.70 1406 -257 36,39 1406 -258 36,39 TOTAL: 1,671.41 TRANSACTION LIST: Type Method Descript ion Amount Payment Check 8071 ACCOUNT ITEM LIST: Description PLAN CHECK - RES SET RECEIPT TOTAL: Payment Date: 11/15/2008 Total Payment: 4,518.73 4,516.73 4,516.73 Account Code Current Pmte 000/345.830 4,516.73 TOTAL: 4,518.73 1733 11/15 9716 TOTAL 4516.73 Proje : z £ . r Ter /Lim+ -� o S Type of Inspection: / / 700 ,C �i�,.f Address: ?p / 77 24 Date Called: pedal Instructions: Date Wanted: 7/ —0 —7 P.m. Requester: Phone No: 1 206 -2 7/ — G 4 /911 /e INSPECTION INSPECTION RECORD Retain a copy with permit INSPECTION NO. �ERMR NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Date://, 30- 0 7 $58.00 REINSPF N FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Protect: c.� a� � F1�+C5 Lei S 1- Type of Inspe l 1 (1W. - COMMENTS: Address: via-al '3S L•! S Date Called: 0 14-,Sixli- Si c)4Lici P re-m.- (a4)1-4a& Special Instructions: Date Wanted: 1 4 \' Z�✓i of (S.tn� �rtf Requester: Phone No: Approved per applicable code.' Corrections required prior to approval. COMMENTS: 6) Pete tie ? s ►,. v p-f PP Pao J AA-- eat o 0- MI Pia 4 ki 0 14-,Sixli- Si c)4Lici P re-m.- (a4)1-4a& !.) S-) PQ.s -C 6rs+S e Fcc. )i-s O.aOCt$bDsrt_ c42-e...-it.- s pA, -c.E 00 40-4 3Li INSPECTI NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ■Z. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit nspectora ( Date: 74altri 0;5820 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Proiec : / / %n c ' / ��'!Ai lei 3 Type of Inspection: e / � !�O tiS - Address: / { 30Z/ 3e4., S Date Called: Special Instructions: Date Wanted: / ////G/6 arm P.m. kequester: Phone No: &o6 2 7/ -G .� INSPECTION RECORD Retain a copy with permit IN P ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.;. #100, Tukwila, WA 98188 (206)431 - 67Q EL pproved per applicable codes. 49 6 -«7 El Corrections required prior to approval. COMMENTS: spe qr ' Date //// 0/5 .00 REINSPECI1ON FLEE REQUIRED. Pri dr o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: ^. -.=... -_ • ..�.. Proje t: l 6h4itr,7 b^s/C5 Type f Insp c�ttjppq: _ / 'e6t r flvS Address: /3 62/ 3& Lau 3 Date Called: Special Instructions: Date Wanted:,, M G Requester: Phone No; 13 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 proved per applicable codes. 0 Corrections required prior to approval. COMMENTS: J 1 44 .dw Date / /4 / 7 REINSPE Ol.{ FEE REQUIREfY. Prior o inspection. fee must be id at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. I keceipt No.: (Date: Proj / e�t J , J ,J (.//- C Y4.4 / s Type of Ins/pection: / /jam So fi - 4/// Address: /3 - 3f Lett_ C Date Called: Special Instructions: 4 Date Wanted: 7 ///7772 gym. Requester: Phone 7.'1/- Z7 /elf!-( 9( INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 0 proved per applicable codes. Corrections required prior to approval. MMENTS: 0 $58.00 REINS CTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: PERMIT NO. g (206)431-3670 COMMENTS: Type of Inspection: Th / /fir 7 1a / /hose ro Add e 2 j ?„9 f /V Date Called: Special Instructions: /2 O�dd / fit J 50 /. f�� y ha/1/4e' a»- aka re/e; " 1\ J Protect: ` / f h� / . vim - Z 4 te S Type of Inspection: Th / /fir 7 1a / /hose ro Add e 2 j ?„9 f /V Date Called: Special Instructions: Date Wanted: / o 7 � p.m. Requester: one o1 /pox INSPECTION RECORD Retain a copy with permit INSPECT(.. NO. PEEAIT NO. CITY 0 TUKWILA BUILDING DIVISION r- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 nspector pproved per applicable cod s. Co rections required prior to approval. El $58.00 REINSP ION FEE REQUIRED. Prior o inspection. fee must be outhcenter Blvd.. Suite 100. Call the schedule reinspection. paid at 6300 -414/ (Date: y —/8'z 7 (Receipt No.: (Date: • Project: i 4 11 L �JAf �/�// J f type of Inspection: f 7.-77/ �. /� Address [�fV 17-107/-3 P' L, Date Called: 45 Special Instructions: Date Wanted: 9 — /7 - 07 Requester: Phone No: 7,a /-'‘ ' INSPECTION RECORD I Retain a copy with permit e a �� y � PERMIT NO. CITY OF TUKWILA BUILDING DIVISION /3 INSPECTION NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. orrections required prior taapproval. COMMENTS: Nit 7.0 e n v �a . rid ":.00 REINSP ION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 . uthcenter Blvd.. Suite 100. Call the schedule reinspection. !Receipt No.: (Date: 1w2- Pro ect: ( ��nv 1I )5 Type o Inspection; e, T 1r ✓5 - Adress: v L N S /O2) 3� Date Called: r Special Instructions: Date Wanted: 9 — t z - C.) p.m. Requester: Phone No: A OG _2-7 Co li 6 • INSPECTION NO. PERMIT NO. - CITY OF TUKWILA BUILDING DIVISION g 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 1 pproved per applicable codes. El Corrections required prior to approval. COMMENTS: spect evami (Date: 9 REINSPECTION FEt REQUIRED Prior o inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. I Rec &pt No.: (Date: INSPECTION RECORD Retain a copy with permit Projery/�J � l yll ,v-C`, )14 Type of Inspection: 4 /%04.f t 'I Address: �7 / / 3o Date Called: Special Instructions: E Li et 5 0/ /9 /6 Date Wanted: //,' �a.n ..----761-07 -p.m. ss v-r� Requester: Phone No: Z 1 r Ki " ` >/ -1 INSPECTION RECORD Retain a copy with permit /2S r35' INSPECTION NO. PERMIT NO. / CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 }3 Approved per applicable codes. El Corrections required prior to approval. COMMENT& Inspect 0 S58. INSPECT(N / REQUIRPD. Prior to inspection, fee must be paid at 6300 Southcentef Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: (Date: COMMENTS: /Ci%; S 7)/ 4 , ii ».r/ ,1//] d - ./ A, key Address: 4 02/ gLw 6 9 /fr /1w / »4 *IA - /,u 7, JLI 4-e-7//'°&. 4 6 Date Wanted: / — 7- o 7 a. . _ ifm. •equester: P (-0G 2 7 / \ - ..i Project; /C /Ci%; S 7)/ . S Address: 4 02/ gLw Date Called: Special Instructions: Date Wanted: / — 7- o 7 a. . _ ifm. •equester: P (-0G 2 7 / 1 4)626:- INSPECTION RECORD Retain a copy with permit INSPE• ION NO. - PERMIT NO. CITY • F TUKWILA BUILDING DIVISION V. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 -3 REINSPECTION FEE REEL IRED. Prior o 1 - pection. fee must be t 6300 Southcenter Blvd.. Site 100. Call t . - schedule reinspection. Date: ❑ Approved per applicable codes. c orrections required prior to approval. 17 § Projec : - ../_ J. /1.:. /i Type of s • ecti • n: 0 /.. • .� Ad Date Called: • ress: J3o --iQ L., S. Special Instructions: Date Wanted a 41— Requester: Phone 7, / 277.6 rye 7I ❑ Approved per applicable codes. INSPECTION RECORD I „ l (� Retain a copy with permit W / � , 1 v PERML NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 431 -3670 Corrections required prior to approval. COMMENTS: 0 tier // ACA -/ ro -kr h Inspector: (Date: ID $58.00 REIN - CTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: 'Projec • tents TTyp echo D e Cal ed: ����� A r �A Special Instructions: Date Wanted. a.m p.m. Requester: Phone No: 7.4r -277 -6994 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION PE 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 pproved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: Date: $58. REINSPECf FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: (o ..p= Lion: 5 4$ -1i y`Type'f Address: 0 r d 2../'-3v t.�5 Date Called: Spec al Instructions: ions: Date Wanted/J � Requester: Phone No: 7 '06 2 i3 )- 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 4 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS 24 ma co vice Date: 0 $58.00 REINSPECTION EE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cal the schedule reinspection. (Receipt No.: (Date: Project: AS_ i . . L. :Ay", Type of Inspect' 0 . _ Ad. ress: )30 2 / — t 3g Lh S Date Cal ed: Special Instructions: : Date Wanted: / a. m • �� "- -2010 �7 p.. m Requesteff``. / Phone No: / ^ -/ 2D6 27I &5fr INSPECTION RECORD Retain a copy with permit INSPECT' O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 0 ;58.00 T SPECTION FEEL EQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Proj ( / #'rev f /6n 5 Type of Insp ti an : z � -d ) , � �.. /'; Addrtss: /5(2J 3 & A) 5 Date Called: Special Instructions: Date Wanted: 7 - 3 /- 6 a... p m m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTI• NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: apcu.'. Date: `7- g (-F7 : .00 REINSPEC110N E REQUIR . Prior o inspection, fee must be „J Id at 6300 Southcen Blvd., Sui 100. Call the schedule reinspection. 'Receipt No.: (Date: Pr�o'e r� P / f�0nc3 / 5 Type of Inspection: N. ` /n/ ,c ; L Address: /302/ 3 9 LA-) S Date Called: Special Instructions: m-. Date Wanted: CIA_ 7 : -) �- / -67 / p.m. Requester: P . e o - Z 7l - 65(79 � A pproved per applicable codes. Corrections required prior to approval. C O MENTS: nsp • or: .4 INSPECTION RECORD Retain a copy with permit INSPECT • NO. CITY • F TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 a 7)6)6 - ` SL./ —31 - .00 REINSPECTION REQUI D. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Su to 100. Cal the schedule reinspection. Receipt No.: (Date: Pro �i i l�i fs 3 Type of In ctio z T I - av ,✓y rn,,t.} Date Called: Address: Special Instructions: Date Wanted: /" /o -0 7 Requester: Phone No: INSPECTION RECORD Retain a copy with permit PE IT CITY OF TUKWILA BUILDING DIVISION Doer 3 L 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: f i r 4i 9r 5-/ Sir/ Av ow specto 00 R REfeipt No.: I Dat7 `02 0 FEE RE RED. Prior o inspection, tee must be id at 6300 Southce er Blv ., Suite 100. Call the schedule reinspection. (Date: Proiec P7 »47 </ /ncs / Type of�pection: ` O r / o' ,v 4 // Address: /362/ 3Pl�t, Date Called: Special Instructions: Date / Wanted: Requester: Phone N te a '— 27/ —lam y5.4. � -�{ xlApproved per applicable codes. IjCorrections required prior to approval. COMMENTS: 4/OTF. - -?r/-S / // S -/n( - /4/74//%117-- -4/ 14 V — l H'1 / 5 $/`a./? In pector: 'Receipt No.: SPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (Date: Date:/1 2$ _ (206)431 -36 Or/ REINSPECTION FED REQUIRED. P r o inspection. fee must be at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. COMMENT& s (/Je7 I a 1 / . ) e 7 710 /7r,r i'4/ 7 7 J1s,-' 5 r rrI .0>,--) -, w41 ;Al b beg, i Project, I t c Lr [ 4 nr -Y !v1 Address: Date Called: v'h ?t 3P 1. , S Special Instructions: Date Wanted: /. (, -? (0-O 7 Requester: Phone No: r oG -Z1 t - G5C f/ Inspe INSPECTION NO. eipt No.: firlArra INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Date; 'Date: Approved per applicable codes. El Corrections required prior to approval. -2 G .00 REINSPECTION REQUIRED. Prjbr o inspection, fee must be aid at 6300 Southcenter Ivd.. Suite 100 the schedule reinspection. Inspe INSPECTION NO. eipt No.: firlArra INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Date; 'Date: Approved per applicable codes. El Corrections required prior to approval. -2 G .00 REINSPECTION REQUIRED. Prjbr o inspection, fee must be aid at 6300 Southcenter Ivd.. Suite 100 the schedule reinspection. Project: Cie ir'FP ( 4rnes -L-5 Type of Insp,egction: KO fT✓trck Address: iWai , in Date Called: Up-7 i,7 Special Instructions: Date Wanted: "'n Requester: Dave. Phone No: 200 al/ -6Y96 hi Cc LA Dot -yc INSPECTION RECORD Retain a-copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. COMMENTS: it 11(4o C ` C etk 10413) c f Corrections required prior to approval. Inspector: oA) JDate: (tip /oo $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Project: ��i Type of Inspection: A Address 20 3C j 5. Date Called: 7/ film. S Special Instructions: Zfir ` / ✓ Date Wanted: 7 / / .a.m. p.m. Requester: Phone No: 30 INSPECTION RECORD Retain a copy with permit 406 -yt PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: i,p J . s na f)i' Inspector: tMi (Date: 7A5SJ 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: 1�ct: Il iyt v�Pf1YIPS dot s Type of Inspection: Srb Address: / ;oa) '-k )n 5 Date Called: 0-7/oy/07 Special Instructions: Date Wanted: // . a.m. kequest i Phone No: . 5) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. COMMENTS: 9 1 1 e S 5( k Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval: c) _ (Date: t go) O $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: Caaatc-s /Arm ‘ IA/ Type of Inspection: Address: /3o7/ 3Y GN S. Suite #: Contact Person: Ti) RVe 1 4. Special Instructions: Phone No.: 706 27)- 4V% Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit — Doer - 93V PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East. Tukwila, Wa. 98188 206- 575 -4407 Approved per applicable codes Corrections required prior to approval. COMMENTS: E.V T1!{t �NFf7r Inspector:4 )/5/Z Date: // fie /07 Hrs.: / $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form. Doc 1/13/06 T.F.D. Form F.P. 113 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 CALCUL c. PLAN 2008 S/L KING COUNTY, WA FOR: Charter Homes 601 Union Street, Suite 3920 Seattle, Washington 98101 EXPIRES EBRUARY 07, 2008 July 7, 2006 FILE COPY t0_.: RECSVED CTIYOFTHIGNILP NOV , 15 2006 PERMITCENTER INDEX Sitts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 -474 -9449 Fax: 253 - 474 -0153 BASIS FOR DESIGN 2 DESIGN LOADS 3 GRAVITY ANALYSIS 4 - 45 LATERAL ANALYSIS 46 - 61 Job Name: PLAN 2008 S/L Job No: 13,110 Sheet No: 1 By: KJH Date: June, 2006 BASIS Sitts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 -474 -9449 Fax: 253 -474 -0153 BUILDING CODE: 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. LOADS: CONCRETE: Job Name: PLAN 2008 S/L ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. WIND LOAD = 85 MPH WIND SPEED, EXPOSURE: B. SEISMIC DESIGN CATEGORY: D. FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" MINIMUM BELOW FINISHED GRADE ALLOWABLE BEARING VALUE = 1,500 PSF. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO COMPLY WITH EXPOSURE REQUIREMENT OF IBC TABLE 1904.2.2(2). STRUCTURAL DESIGN IS BASED ON fc OF 2,500 PSI. PER IBC 1704.4, NO SPECIAL INSPECTION REQUIRED. REINFORCING: BARS #4 AND SMALLER: Fy = 40,000 PSI. BARS #5 AND LARGER: Fy = 60,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: ASTM A36 (Fy = 36,000 PSI). ANCHOR BOLTS: ASTM F1554 GRADE 36. WOOD: Job No: 13,110 Sheet No: 2 WOOD TYPE JOISTS 2X4 HF #2 2X6 OR LARGER HF#2 BEAMS WIDTH 4" OR LESS DF #2 WIDTH GREATER THAN 4" DF #2 LEDGERS AND TOP PLATES WIDTH 4" OR LESS HF#2 STUDS 2X4 HF#2 2X6 OR LARGER HF #2 POSTS 4X4 DF#2 4X6 OR LARGER DF #2 6X6 OR LARGER DF #2 By: KJH Date: June, 2006 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 240 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. ENGINEERED WOOD BEAMS (PARALLAM PSL): Fb = 2,900 PSI, Fv = 290 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 2,000,000 PSI. DESIGN LOADS ROOF DEAD LOADS: ROOF LIVE LOADS: FLOOR DEAD LOADS: Sitts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 -474 -9449 Fax: 253 - 474 -0153 ROOF 6.5 PSF INSULATION 2.0 PSF SHEATHING 1.5 PSF FRAMING 2.5 PSF BEAMS 1.5 PSF MISC. MECH., & LGTN. 2.0 PSF 16.0 PSF FLR. COVER 1.0 PSF INSULATION 1.0 PSF SHEATHING 3.0 PSF FRAMING 3.0 PSF BEAMS 2.0 PSF MISC. MECH., & LGTN. 2.0 PSF FLOOR LIVE LOADS: 40 PSF Job Name: PLAN 2008 S/L Job No: 13,110 Sheet No: 3 By: KJH Date: June, 2006 TOTAL DEAD LOAD 25 PSF SNOW LOAD 12.0 PSF TOTAL DEAD LOAD PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ROOF FRAMING PLAN SCALE. V4. I' 04 SITTS & HILL ENGINEERS, INC. 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Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow fb 401.43 psi Fb 1,006.25 psi Center Span... Dead Load Deflection -0.014 in ...Location 3.000 ft ...Length /Deft 5,255.8 Camber ( using 1.5 w D.L. Deft ) ... Q Center 0.021 in Left 0.000 In Right 0.000 in Bending Analysis Ck 29.150 Cf 1.000 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction Le Rb DL DL DL 5.500 in 9.500 in Sawn 1.150 Pin -Pin 240.00 #/ft #/ft #/t 0.403 ; 1 2.8 k -ft 6.9 k -ft 2.77 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 6.94 fv 39.41 psi Fv 97.75 psi 0.000 ft 0.000 Max Moment 2.77 k -ft 0.00 k -ft 0.00 k -ft Left Support 2.06 k 21.064 in2 97.75 psi 1.84 k 1.84 k Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Beam Fb Base Allow 875.0 psi Fv Allow Fc Allow E Total Load -0.035 in 3.000 ft 2,051.05 LL LL LL Span= 6.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Sxx 82.729 1n3 CI 1844.999 Sxx Read 33.00 in3 0.00 in3 0.00 in3 Right Support 2.06 k 21.064 in2 97.75 psi Title : Dsgnr: Description : Scope: 6.00 ft ft ft 85.0 psi 625.0 psi 1,300.0 ksi L Full Length Uniform Loads 375.00 #/ft fNft #/ft Maximum Shear * 1.5 2.1 k Allowable 5.1 k 3.000 ft Shear: Q Left 1.84 k 0.000 ft Q Right 1.84 k Camber. © Left 0.000 in © Center 0.021 in Right 0.000 in Reactions... Left DL 0.72 k Max 1.84k Right DL 0.72 k Max 1.84 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Stress Calcs Bearing Length Req'd Bearing Length Req'd Lu Lu Lu Area 52.250 in2 Allowable fb 1,006.25 psi 1,006.25 psi 1,006.25 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.537 in 0.537 in Job # Date: 10:15AM, 26 JUN 06 0.00 ft 0.00 ft 0.00 ft 06 Beam Design OK 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User: KW -0802611, Ver 5.8.0, 1 -Dec -2003 (c983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 II 131 10 ecw.Cakutatiens Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined L [Deflections Section Name 6x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads r Center Left Cantilever Right Cantilever Summary Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5* Center @ Left @ Right Bending Analysis Ck 29.150 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Beam 2A 1 5.500 in 7.500 in Sawn Span= 5.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.341 : 1 Maximum Moment 1.5 k -ft Allowable 4.3 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow Ib 342.91 psi Fb 1,006.25 psi Le Rb DL DL DL 1.150 Pin -Pin 1.47 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.32 tv Fv Dead Load -0.010 in 2.500 ft 5,829.0 D.L. Defl ) ... 0.015In 0.000 In 0.000 In 0.000 ft 0.000 Max Moment 1.47 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.33 k 13.602 in2 97.75 psi 1.18 k 1.18 k 184.00 #/ft #/ft #/t 32.23 psi 97.75 psi Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E at 2.500 ft at 5.000 ft Total Load -0.026 in 2.500 ft 2.274.71 LL LL LL Reactions... Left DL Right DL Scope : Sxx 51.5631n3 CI 1178.750 Sxx Read 17.57 1n3 0.00 in3 0.00 in3 @ Right Support 1.33 k 13.602 in2 97.75 psi Title : Dsgnr: Description : Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd No.2 Beam 875.0 psi 85.0 psi 625.0 psi 1,300.0 ksi 287.50 #/tt #/ft #/ft 5.00 ft Lu ft Lu ft Lu Maximum Shear • 1.5 Allowable Shear. Camber. 0.46 k 0.46 k [Stress Calcs r Area 41.250 in2 Allowable ib 1,006.25 psi 1,006.25 psi 1,006.25 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.343 in 0.343 in Job # Date: 10:15AM, 26 JUN 06 0.00 ft 0.00 ft 0.00 ft 07 Beam Design OK 1.3 k 4.0 k @Left 1.18k @Right 1.18k @ Left 0.000in @ Center 0.015in @ Right 0.000in Max 1.18k Max 1.18k 0.000 in 0.000 in 0.0 0.0 1 • 08 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT 200e ?LAW DESIGNED M.772 DATE 0144/23A7/4 JOBJ /In CHECKED..; Q I DATE U1 - '6 — (Ole A SAEET OF____ n. nnn Iu■umnunlemo • ■ ®�®■■■��■ ,.► 7, u ' ■ �� , r,� ■ � ■■ �� ■■■■ ' up ' ■■■ .. m■■ �■�■ ME _ u.m......mmnn �.. ! 3► i•n..nn■n..mnMN unto ORR : i .. .. ' on :'l:. E'."nn....�ii ..nufl.... 1111111111 m ■mi.nnnn■ ■ ..:. nnn ■n. n: ammo : :n . ml.• 'i:.:';;i;UMs moon n• � n i::.� a: NOM EU dal: ■■ ■.■.■ L1 .nm.m.mna.. ■nn.n.:: ■n ■ ■■■ ■n ■ ■� ■■■ • • �,. � � il � : :: MONNE :a n ■ in. 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DESIGNED KJH CHECKED TACOMA, WASHINGTON (253) 4749449 PROJECT 2 121»' OLa 1.) 12, x 1 .3: VLF u7 1, ItO • L. Jr , L.F 4 a C s z .,. 3 .• Y; /Ds 1 x. 1 + .1 "� 41,` zi 1 ED TIE t. I . ) tit 3 ,±10%.41 t 1-5,x/ 3.+ 2. ( ± pG � ;_._ qy 12. *. L'13 _ g IPtf i h-sra ', l a X 3L q a 1 (l.F ,, 1. H. i 13) 7, Hit -. W.L.1 1 HDx 1,33 ..�5Y t Zt.Z tl,,Ci: LH : I itlI .I31- iiHi.. + � 1 , . d0= --152, /if Z 2.. f ! 1 ! ? , .- DLO F 1 1 �: j2tIr 3 T LOH.r.L , 1 � l,„:) ( +.1) t Tn + iar.itb) . t3L'tt -Y t a ,t. '11 c5(.lD ,2b3 VLF ' ! , I, -,__.1 2u.a I 1 . , `iD ;Y.A1i 4. 2. PLf 1 1 r II' IInj oW t Ala . t4 C Z. ) + &0 1 *;it,.( 1 4 \" 340 :_ Lk • DATE 0/7/13 /Olo JOB /3 DATE 01 510 SREET 13,x, rt_v OF .zq" (R) - 111Pryr ,-, LM adx ) To. r (111) 205 SITTS & HILL ENGINEERS. INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT 2 O K 01H DESIGNED KT DATE 19(0 - 6, JOB f3/ CHECKED_________ ZL DATE o '/O /OCa iSfEET OF WbL iz 1 = W05- GI.F. ' Wau _ YL 1:4 ' 95D i�4f llst. • sT x:9: r,. 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OF 11111 EE i=aunn ■ ■ . � Nnm ■UMI o __� ____ ■■t• u =NN =V.. = =n. rung 1 Rev: 560004 User KW-0602611, Ver 5.8.0, 1 -Dec -2003 _ (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 13110.ecw:Calculations Description [Deflections Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever #1 DL @ Left DL @ Right Summary Center Span... Deflection ...Location ...LengthlDefl Camber ( using 1.5 @ Center @ Left @ Right Bending Analysis Ck 22.210 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Beam 4 General Information Code Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ! Section Name 3.125x9 Beam Width 3.125 in Beam Depth 9.000 in Member Type GluLam 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ft) 1,352.96 psi Fb 2,400.00 psi Le Rb DL DL DL 1.000 Pin -Pin LFuII Length Uniform Loads [Trapezoidal Loads 102.00 #/ft 102.00 #/ft Span= 6.00ft, Beam Width = 3.125in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0.669 : 1 4.76 k -ft 0.00 k-ft 0.00 k -ft 0.00 k -ft 8.44 fv Fv Dead Load -0.029 in 3.000 ft 2,467.2 D.L. Defl) ... 0.044 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 4.76 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 3.58 k 18.826 In2 190.00 psi 3.17 k 3.17 k 240.00 #/ft #/ft #/ft LL @ Left LL @ Right 4.8 k -ft 8.4 k -ft at at 127.18 psi 190.00 psi Total Load -0.090 In 3.000 ft 798.27 LL LL LL Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 190.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 340.00 #/ft 340.00 #/ft Sxx 42.188 in3 CI 3170.999 Sxx Red'd 23.78 in3 0.00 in3 0.00 in3 @ Right Support 3.58 k 18.826 in2 190.00 psi Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...LengtiJOefl Bearing Length Req'd Bearing Length Req'd 6.00 ft ft ft 375.00 #/ft #/ft #/ft Lu Lu Lu Start Loc End Loc Area 28.125 in2 Allowable ib 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.561 in 1.561 in Job # Date: 10:15AM, 26 JUN 06 • 0.00 ft 0.00 ft 0.00 ft 0.000 It 6.000 ft 13 Beam Design OK Maximum Shear' 1.5 3.6 k Allowable 5.3 k 3.000 ft Shear. @ Left 3.17 k 0.000 ft @ Right 3.17 k Camber: @ Left 0.000 in @Center 0.044 in Reactions... @ Right 0.000 in Left DL 1.03 k Max 3.17k Right DL 1.03 k Max 3.17 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 Stress Calcs 1 Rev: 580004 User: KW- 0602611, Ver5.8.0, 1-Dec-2003 _ (c) 1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 II 13110.ecw:Calcvlalions Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC 2003 NFPA 5000. Base allowables are user defined ` Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity !Pull Length Uniform Loads 1 Center Left Cantilever Right Cantilever Summary Max Max n !Deflections Left Support Right Support Max. M allow ft) 478.21 psi Fb 1,050.00 psi Center Span... Deflection ...Location ...Length/Defl Bending Analysis Ck 34.680 Cf 1.200 @ Center @ Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Beam 5 f Camber ( using 1.5 • D.L Deft ) ... @ Center 0.012 in @ Left 0.000 in @ Right 0.0001n Le Rb DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin Dead Load -0.008 in 3.000 ft 8,941.0 0.000 ft 0.000 Max Moment 1.99 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.48 k 15.577 in2 95.00 psi 1.33 k 1.33 k 102.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 1.99 k -ft Max. Negative Moment 0.00 k -ft 0.481 ; 1 2.0 k -ft 4.4 k-ft 0.00 k-ft 0.00 k -ft 4.37 fv 45.71 psi Fv 95.00 psi at 3.000 ft at 6.000 ft Reactions... Left OL Right DL Title : Dsgnr: Description : Scope 875.0 psi 95.0 psi 625.0 psi 1,600.0 ksi 340.00 #/ft #!ft #/ft Maximum Shear * 1.5 Allowable Shear. 0.31 k 0.31 k Total Load Left Cantilever... -0.035 in Deflection 3.000 ft ...Length /Deft 2,063.32 Sxx 49.911 1n3 CI 1325.999 Su Rea'd 22.73 in3 0.00 in3 0.00 @ Right Support 1.48 k 15.577 ln2 95.00 psi Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd 6.00ft Lu ft Lu ft Lu Job # Date: 10:15AM, 26 JUN 06 14 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.5 k 3.1 k @ Left 1.33 k @Right 1.33k Camber: @ Left 0.000in © Center 0.012 in @ Right 0.000in Area 32.375 in2 Allowable ib 1,050.00 psi 1,050.00 psi 1,050.00 psi Max 1.33k Max 1.33k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.606 in 0.606 in 0.000 in 0.000 in 0.0 0.0 [Stress Gales 1 1 Rev: 560004 User: KW- 0602611. Ver5.8.0, 1- Dec-2003 (c)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 131 10.e w:Calculalians Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined I Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Beam 6 PrIlm: 3.5x9.25 3.500 in 9.250 in Manuf /So.Pine 1 DL DL DL 1.000 Pin -Pin 180.00 #/ft #/ft #/ft Span= 9.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable 0.655 : 1 7.9 k -ft 12.1 k -ft at 4.500 ft at 9.000 ft Max. Positive Moment 7.90 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 12.06 fb 1,898.76 psi fv 135.30 psi Fb 2,900.00 psi Fv 290.00 psi Deflections Center Span... Dead oad Deflection -0.0581n ...Location 4.500 ft ...Length/Dell 1,876.5 Camber ( using 1.5 * D.L. Den) .,. @ Center 0.086 In @ Left 0.0001n @ Right 0.000 In Bending Analysts Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 7.90 k -ft 0.00 k -ft 0.00 k -ft © Left Support 4.38 k 15.105 in2 290.00 psi 3.51 k 3.51 k Center Span 9.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow Fv Allow Fc Allow E otal Load -0.249 in 4.500 ft 433.04 LL LL LL Reactions... Left DL Right DL Scope: Sxx 49.911 1n3 CI 3509.999 Su Rea'd 32.68 in3 0.00 in3 0.00 in3 @ Right Support 4.38 k 15.105 in2 290.00 psi Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 600.00 #/ft #/ft #/ft Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Area 32.375 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.543 in 1.543 in Job # Date: 10:15AM, 26 JUN 06 0.00 ft 0.00 ft 0.00 ft 15 Beam Design OK Maximum Shear' 1.5 4.4 k Allowable 9.4 k Shear. @ Left 3.51 k @ Right 3.51 k Camber: @ Left 0.000in @ Center 0.086in @ Right 0.000in 0.81 k Max 3.51 k 0.81 k Max 3.51 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 Stress Calcs r Rev: 580004 User. KW -0602611, Ver 5.8.0. 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Section Name 5.125x16.5 Beam Width 5.125 in Beam Depth Member Type Load Dur. Factor Beam End Fixity [Trapezoidal Loads #1 DL @ Left DL C Right #2 DL @ Left DL @ Right Point Loads Dead Load Live Load ...distance L Summary ( [Deflections Beam 7 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 1,690.89 psi Fb 2,336.15 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5* D. © Center @ Left @ Right 1 16.500 in GluLam 1.000 Pin -Pin 123.00 #/ft 123.00 it/ft 63.00 #/ft 63.00 #/ft General Timber Beam Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined LL @ Left LL n Right LL @ Left IL @ Right Center Span 20.00ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 190.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 2,224.0 Ibs 1,281.0 tbs Ibs Ibs 14.000 ft 16.000 ft Dead Load -0.319 in 10.640 ft 753.5 L. Defl ... 0.478 in 0.000 in 0.000 in 0.724 • 1 32.8 k -ft 45.3 k -ft 32.77k -ft at 0.00k -ft at 0.00 k -ft 0.00 k -ft 45.27 fv 99.38 psi Fv 190.00 psi Ibs lbs 0.000 ft 11.120 ft 20.000 ft Total Load -0.682 in 10.160 ft 351.99 Reactions.., Left DL Right DL Title : Dsgnr: Description : Scope: 410.00 #/ft 410.00 #/ft 210.00 *ft 210.00 #/ft Span= 20.00ft, Beam Width = 5.125in x Depth = 16.5in, Ends are Pin -Pin Ibs Ibs 0.000 ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Camber. 2.07 k 3.28 k Start Loc End Loc Start Loc End Loc Ibs Ibs 0.000 ft Maximum Shear * 1.5 Allowable Shear: Job # Date: 10:23AM, 7 JUL 06 0.00 ft 0.00 ft 0.00 ft 0.000 if 14.000 ft 14.000 ft 16.000 ft tbs Ibs 0.000 ft 16 Page 1 13110.ecw:Caiculations Ws Ibs 0.000 ft Beam Design OK 8.4 k 16,1 k @ Left 5.91 k @ Right 5.60 k @ Left 0.000 in @ Center 0.478 in @ Right 0.000 in Max 5.91 k Max 5.60 k Dead oad Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580004 User: KW- 0602811, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 7 Bending Analysis Ck 22.210 Cv 0.973 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction [Query Values Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 32.77 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 7.78 k 40.937 in2 190.00 psi 5.91 k 5.60 k 0.00 ft 0.00 ft 0.00 ft Sxx 232.547 in3 CI 5910.198 Sxx Read 168.32 in3 0.00 in3 0.00 in3 @ Right Support 8.40 k 44.233 in2 190.00 psi Moment 0.00 k -ft 0.00k -ft 0.00 k -ft Title : Dsgnr: Description : Scope: General Timber Beam Stress Calcs Bearing Length Req'd Bearing Length Req'd Area 84.563 1n2 Allowable lb 2,336.15 psi 2,336.15 psi 2,336.15 psi 1.774 in 1.682 In Shear 5.91 k 0.00 k 0.00 k Job # Date: 10:23AM, 7 JUL 06 Deflection 0.0000 in 0.0000 in 0.0000 in 17 Page 2 r 13110.ecs:Calculalions 1 Full Length Uniform Loads Rev: 580004 User KW-0602611, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering &A ware Description Deflections Center Left Cantilever Right Cantilever #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Beam 8 Dead Load 174.0 Ibs IJve Load Ibs ...distance 3.000 ft Summary 1 DL DL DL #/ft 136.00 #/ft 200.00 #/ft 200.00 #/ft 815.01bs Ibs 5.000 ft Title : Dsgnr: Description : Scope : General Timber Beam General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3 -2x10 Center Span 10.50ft Lu 0.00 ft Beam Width 4.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Fb Base Allow 850.0 psi Load Our. Factor 1.000 Fv Allow 75.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi E 1,300.0 ksi 8.00 #/ft #/ft #/ft LL @ Left LL @ Right LL @ Left LL @ Right 617.0 Ibs Ibs 7.000 ft LL LL LL #/ft 87.50 #/ft 187.50 #/m 187.50 #/ft Ibs Ibs 0.000ft 26.60 #/ft /Nft #/ft Start Loc 0.000 ft End Loc 3.000 ft Start Loc 7.000 it End Loc 10.500 ft Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft Job # Date: 10:23AM, 7 JUL 06 18 Page 1 13110.ecw:Calculations [Trapezoidal Loads 1 Point Loads Ibs Ibs 0.000ft Beam Design OK Span= 10.50ft, Beam Width = 4.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.989 : 1 Maximum Moment 5.4 k -rt Maximum Shear' 1.5 2 . 9 k Allowable 5.5 k -ft Allowable 3.1 k Max. Positive Moment 5.39 k-ft at 4.998 ft Shear: @Left 1.44k Max. Negative Moment -0.00 k -ft at 10.500 ft @ Right 2.22 k Max @ Left Support 0.00 k - ft Camber: @ Left 0.000in Max @ Right Support 0.00 lc-ft @ Center 0.317 in Max. M allow 5.45 Reactions... @ Right 0.000 in lb 1,008.29 psi fv 68.68 psi Left DL 1.08 k Max 1.44 k Fb 1,020.00 psi Fv 75.00 psi Right DL 1.51 k Max 2.22 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.21 t In -0.271 in Deflection 0.000 in 0.000 in ...Location 5.376 ft 5.376 ft ...Length/Defl 0.0 0.0 ...Length/Defl 596.0 465.31 Right Cantilever... Camber ( using 13 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.317 in ...Length/Defl 0.0 0.0 @ Left 0.000 in 0 Right 0.000 in 1 Rev: 580004 User: KW -0802611, Ver 5.8.0, 1- Dec -2003 _ (c01983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 13110.ecw:Calwlations Description Stress Calcs Bending Analysis Ck 31.716 Cf 1.200 @ Center © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv. Allowable Bearing @ Supports Max Left Reaction Max. Right Reaction Beam 8 M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = © Left Cant. Location = Le Rb 0.000 ft 0.000 Max Moment 5.39 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.08 k 27.770 In2 75.00 psi 1.44 k 2.22 k 0.00 ft 0.00 ft 0.00 ft Scope: Sxx 64.172 in3 CI 1435.941 Sxx Reo'd 63.43 In3 0.00 in3 0.00 in3 Right Support 2.86 k 38.115 in2 75.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00k-ft 0.00 k -ft Title : Dsgnr: Description : Area 41.625 in2 Allowable fb 1,020.00 psi 1,020.00 psi 1,020.00 psi 0.788 in 1.221 in Job # Date: 10:23AM, 7 JUL 06 19 [Query Values 1 Shear 1.44 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Rev: 580004 User. KW -0602611, Ver 5.8.0. 1-Dec-2003 (e)1983 -2003 ENERCALC Engineering Software Description BEAM 9 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined ` Section Name 3 -2x10 Center Span 10.50ft Lu 0.00 ft Beam Width 4.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 In Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Fb Base Allow 850.0 psi Load Dur. Factor 1.000 Fv Allow 150.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi E 1,300.0 ksi Tra ezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right Dead Load Uve Load ...distance L Summary Deflections 205.0 lbs lbs 3.000 ft i 152.00 #/ft 152.00 #/ft 8.00 #/ft 8.00 #/ft 152.00 #/ft 152.00 #/ft General Timber Beam LL @ Left LL @ Right LL @ Left LL ) Right LL @ Left LL @ Right Title: Dsgnr: Description : Scope: 126.00 #/ft 126.00 #/ft 26.70 #/ft 26.70 Nit 126.00 #/ft 126.00 #/ft Start Loc 0.000 It End Loc 3.000 ft Start Loc 3.000 ft End Loc 7.500 ft Start Loc 7.500 ft End Loc 10.500 ft 492.0 lbs 205.0 lbs Ibs Ibs 7.000 ft 7.500 ft Ibs lbs 0.000 ft Ibs Ibs lbs Ibs 0.000 ft 0.000 ft Job # Date: 10:23AM, 7 JUL 06 20 Span= 10.50ft, Beam Width = 4.500in x Depth = 9.25in, Ends am Pin -Pin Max Stress Ratio 0.601 : 1 Maximum Moment 3.3 k -ft Maximum Shear' 1.5 1.9 k Allowable 5.5 k -ft Allowable 6.2 k Max. Positive Moment 3.28 k -ft at 6.972 ft Shear. @ Left 1.28 k Max. Negative Moment 0.00 k -ft at 10.500 ft @ Right 1.45 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.184in Max. M allow 5.45 Reactions... @ Right 0.000in Ib 613.37 psi fv 44.50 psi Left DL 0.84 k Max 1.28 k Fb 1,020.00 psi Fv 150.00 psi Right DL 1.01 k Max 1.45 k Page 1 13110.ecw:Calculations Beam Design OK Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.123 in - 0.168 in Deflection 0.000 In 0.000 in ...Location 5.418 ft 5.376 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,026.4 751.27 Right Cantilever... Camber ( using 1.5' D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.184 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Ibs Ibs 0.000 ft Rev: 580004 User: KW-0602611, Vet 526, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description BEAM 9 Stress Calcs 1 Bending Analysis Ck 31.716 Cf 1.200 @ Center @ Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction c0 Le Rb M, V, 8 0 @ Specified Locations @ Center Span Location = @ Right Cant. Location = Left Cant. Location - . 0.000 ft 0.000 Max Moment 3.28 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.61 k 10.709 In2 150.00 psi 1.28 k 1.45 k 0.00 ft 0.00 ft 0.00 ft Title : Dsgnr: Description : Scope : General Timber Beam S)of 64.172 in3 CI 1281.075 Svc Reo'd 38 59 in3 0.00 in3 0.00 in3 © Right Support 1.85 k 12.349 in2 150.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Area 41.625 in2 Allowable fb 1,020.00 psi 1,020.00 psi 1,020.00 psi 0.703 in 0.793 in Shear 1.28 k 0.00 k 0.00 k Job # Date: 10:23AM, 7 JUL 06 21 Page 2 II 13110.ecw:Calculalions [Query Values 1 Deflection 0.0000 in 0.0000 in 0.0000 in Rev 580004 U ser: KW-0602611, Ver5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 13110.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user deflnedj Dead Load Live Load ...distance Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,595.95 psi Fb 2,400.00 psi Deflections Seam 10 Section Name 3.125x18.0 Beam Width 3.125in Beam Depth 18.000 in Member Type Glutam Load Dur. Factor Beam End Fixity #1 DL @ Left DL @ Right #2 DL © Left DL @ Right #3 DL @ Left DL © Right #4 DL © Left DL @ Right 1,445.0 lbs Ibs 2.500 ft 1 Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 *D. @ Center © Left @ Right 1.000 Pin -Pin 32.00 #/ft LL @ Left 32.00 #/ft LL @ Right 236.00 #/ft LL © Left 236.00 #/ft LL © Right 75.00 #/ft LL @ Left 75.00 #/ft LL © Right 340.00 #/ft LL © Left 340.00 #/ft LL © Right 1,433.0 Ibs Ibs 5.000 ft 22.44 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft 33.75 fv Fv Dead Load -0.246In 7.936 ft 780.9 L. Deft ) 0.369 in 0.000 in 0.000 in 142.50 psi 190.00 psi Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 190.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 16.00 ft ft ft Trapezoidal Loads 1,433.0 Ibs Ibs 11.000 ft Span= 16.00ft, Beam Width = 3.125in x Depth = 18.in, Ends are Pin -Pin 0.750 : 1 22.4 k -ft 33.7 k -ft at 7.936 ft at 16.000 ft Total Load -0.395 In 8.000 ft 486.52 Reactions... Left DL Right DL 50.00 Mt Start Loc 0.000 ft 50.00 #/ft End Loc 2.500 ft 350.00 #/ft Start Loc 2.500 ft 350.00 #/ft End Loc 5.000 ft 240.00 #/ft Start Loc 5.000 ft 240.00 #/ ft End Loc 11.000 ft 372.50 #/ ft Start Loc 11.000 ft 372.50 *ft End Loc 16.000 ft [point Loads lbs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ...LengtiVDefl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Job # Date: 10:23AM, 7 JUL 06 0.00 ft 0.00 ft 0.00 ft 8.0 k 10.7 k © Left 5.46 k @ Right 5.97k Camber: @ Left 0.000in @ Center 0.369in @ Right 0.000in 3.67 k Max 5.46k 3.46 k Max 5.97 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 22 Ibs Ibs 0.000 ft Beam Design OK Rev: 590004 User. KW -0602811, Ver 52.0, 1- Dec•003 L (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 II 13110.ecw:Calculations Description Stress Calcs 1 Bending Analysis Ck 22.210 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Beam 10 Le Rb [Query Values M, V, & D @ Specified Locations © Center Span Location = @ Right Cant. Location = Left Cant. Location = 0.000 ft 0.000 Max Moment 22.44 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 8.02 k 42.188 in2 190.00 psi 5.46 k 5.97 k 0.00 ft 0.00 ft 0.00 ft Sxx 168.750 in3 CI 5464.483 Sxx Reo'd 112.22 in3 0.00 in3 0.00 in3 @ Right Support 7.38 k 38.844 in2 190.00 psi Title : Dsgnr: Description : Scope: Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Area 56.250 in2 Allowable 1b 2,400.00 psi 2,400.00 psi 2,400.00 psi 2.690 In 2.939 in Shear 5.46 k 0.00 k 0.00 k Job # Date: 10:23AM, 7 JUL 06 Deflection 0.0000 In 0.0000 in 0.0000 in 23 Rev: 580004 User: KW -0602611, Ver 5.6.0, 1 -Dec -2003 (0)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 13110.ecw:Calculations Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined i [Full Length Uniform Loads 1 L Summary Deflections Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right Bending Analysis Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Beam 11 Prllm: 5.25x9.25 5.250 In 9.250 in Manuf /So.Pine 1 Le Rb DL DL DL 1.000 Pin -Pin Span= 14.00ft, Beam Width = 5.250in Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max M allow 18.09 lb 1,786.76 psi fv Fb 2,900.00 psi Fv 11.15 k -ft Dead Load -0.131 In 7.000 ft 1,281.9 • D.L. Deft) 0.1971n 0.000 in 0.0001n 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.000 ft 0.000 Max Moment 11.15 k-ft 0.00 k -ft 0.00 k -ft @ Left Support 4.28 k 14.761 1n2 290.00 psi 3.18 k 3.18 k 105.00 #/ft #/ft #/ft 88.15 psi 290.00 psi Center Span 14.00 ft Lu Left Cantilever ft Lu Right Cantilever It Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow Fc Allow E -0.568 in 7.000 ft 295.83 LL LL LL Reactions... Left Dl Right DL Svc 74.8671n3 CI 3184.999 Svc Reed 46.13 in3 0.00 in3 0.00 1n3 @ Right Support 4.28 k 14.761 1n2 290.00 psi x Depth = 9.25in, Ends are Pin -Pin 0.616 : 1 11.1 k -ft 18.1 k -ft at 7.000 ft at 14.000 ft Title : Dsgnr: Description : Scope: Bearing Length Req'd Bearing Length Req'd 290.0 psi 650 0 psi 2,000.0 ksi 350.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 4.3 k 14.1 k @Left 3.18k @ Right 3.18 k Camber: @ Left 0.000 in @ Center 0.197in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear. 0.73 k 0.73 k Stress Calcs 1 Area 48.563 in2 Allowable Po 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.933 in 0.933 in Job # Date: 10:15AM, 26 JUN 06 0.00 ft 0.00 ft 0.00 ft Max 3.18k Max 3.18 k 0.000 in 0.000 in 0.0 0.0 Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 24 Beam Design OK Rev: 580004 User KW-0802611. Ver 5.8.0, 1 -Dec -2003 _ (c11983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 13110.ecw:Calculation5 Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined L Summary [Deflections Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 992.75 psi Fb 1,075.25 psi Center Span... Pead Load Deflection -0.156 In ...Location 8.250 ft ...Length/Defl 1,272.5 Camber ( using 1.5 • D.L. Defl ) ... @ Center 0.2331n Left 0.000 in @ Right 0.000 In Bending Analysts Ck 31.716 Le Cf 1.100 Rb @ Center Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Beam 12 DL DL DL 1.500 in 9.250 in Sawn 1.000 Pin -Pin 0.000 ft 0.000 Max Moment 1.77 k -ft 0.00 k -ft 0.00 k -ft © Left Support 0.59 k 7.825 1n2 75.00 psi 12.00 #/ft #/ft 1#ft 1.77 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1.92 fv 42.30 psi Fv 75.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Full Length Uniform Loads Total Load -0.674 In 8.250 ft 293.65 at 8.250 ft at 16.500 ft Sxx CI LL LL LL Span = 16.50ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.923 1 Maximum Moment 1.8 k -ft Allowable 1.9 k -ft Reactions... Left DL Right to Scope: 21.391 in3 429.000 Sxx Re0'd 19.75 In3 0.00 in3 0.00 in3 @ Right Support 0.59 k 7.825 in2 75.00 psi Title : Dsgnr: Description : 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 40.00 #m #/ft #/ft Maximum Shear • 1.5 Allowable Shear. 0.10 k 0.10 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl 16.50ft Lu ft Lu ft Lu 0.6 k 1.0 k @ Left 0.43 k @ Right 0.43 k Camber: @ Left 0.000 in @ Center 0.233 In @ Right 0.0001n [Stress Calcs 1 Area 13.875 in2 Allowable tb 1,075.25 psi 1,075.25 psi 1,075.25 psi 0.43 k Bearing Length Req'd 0.706 In 0.43 k Bearing Length Req'd 0.706 In Job # Date: 10:15AM, 26 JUN 06 0.00 ft 0.00 ft 0.00 ft Repetitive Member Max 0.43 k Max 0.43 k 0.000 in 0.000 In 0.0 0.0 Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 25 Beam Design OK Rev: 560004 User KW- 0602611. Ver5.6.0. 1-Dec-2003 (c)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 13110.ecw:Calculations LFuII Length Uniform Loads Description General Information Code Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Summary Deflections Beam 13 Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Bending Analysis Ck 31.716 Cf 1.100 © Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Searing @ Supports Max. Left Reaction Max. Right Reaction 1 Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fl 820 09 psi Fb 935.00 psi Le Rb DL DL DL 1.500 in 9.250 in Sawn 1.000 Pin -Pin Span = 13.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.877 : 1 Maximum Moment 1.5 k -ft Allowable 1.7 k -ft 1.46 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1.67 tv Fv Center Span... Pead Load Deflection -0.080 in ...Location 6.500 ft ...Length /Deft 1,951.4 Camber ( using 1.5 D.L. Defl ) ... © Center 0.120 in @ Left 0.000 In Right 0.000 In 0.000 ft 0.000 Max Moment 1.46 k -ft 0.00 k -ft 0.00 k -ft © Left Support 0.60 k 7.988 1n2 75.00 psi 16.00 #/ft #✓ft #/ft 43.18 psi 75.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Aflow Fv Allow Fc Allow E at 6.500 ft at 13.000 ft Total Load -0.346 In 6.500 ft 451.18 LL LL LL Reactions... Left DL Right DL Sxx 21.391 in3 CI 449.800 Sxx Read 18.76 in3 0.00 in3 0.00 in3 © Right Support 0.60 k 7.988 In2 75.00 psi Title : Dsgnr: Description : Scope: 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 53.20 t#ft Mt #/ft Maximum Shear * 1.5 Allowable Shear. 0.10 k 0.10 k Left Cantilever... Deflection ...Lengfh/Defl Right Cantilever... Deflection ...I.ength/Defl 13.00 ft Lu ft Lu ft Lu Area 13.875 1n2 Allowable lb 935.00 psi 935.00 psi 935.00 psi 0.45 k Bearing Length Req'd 0.740 in 0.45 k Beating Length Req'd 0.740 In Job # Date: 10:15AM, 26 JUN 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.6 k 1.0 k © Left 0.45k © Right 0.45 k Camber. © Left 0.000 in © Center 0.120 in 4 Right 0.000 in Max 0.45k Max 0.45 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 26 Stress Calcs 1 Rev: 580004 User: KW -0602611, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 13110.ecw:Calwlations Description Dead Load Uve Load ...distance Summary `Deflections Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ...Length/Dell Camber ( using 1.5 *13 @ Center @ Left @ Right Beam 14 General Information Code Ret 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 2x10 Beam Width Beam Depth Member Type 480.0 Ibs Ibs 10.000 ft 1 Span= 8.00ft, Right Cant= Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 616.53 psi Fb 935.00 psi DL DL DL 1.500 in 9.250 in Sawn 1.000 Pin -Pin Full Length Uniform Loads Dead Load 0.044 in 4.800 ft 2,198.1 .L. Deft ... 0.066 in 0.000 in 0.116 in Ibs Ibs 0.000 ft 16.00 #/ft #/ft 16.00 #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Ibs Ibs 0.000 ft LL LL LL Title : Dsgnr: Description : Scope : 8.00 ft Lu ft Lu 2.00ft Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 53.20 #/ft iNft 53.50 #/ft Point Loads Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft 2.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin 0.816 : 1 -1.1 k -ft 1.7 k -ft 0.17 k -ft at 2.200 ft -0.99 k -ft at 8.000 11 0.00 k -ft -1.10 k -ft 1.67 Reactions... fv 61.21 psi Left DL -0.06 k Fv 75.00 psi Right DL 0.70 k Total Load 0.012 in 6.280 ft 8,325.62 Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Job # Date: 10:15AM, 26 JUN 06 Ibs Ibs 0.000 ft 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.8 k 1.0 k @Left 0.15k @ Right 0.62k Camber. @ Left 0.000 in @ Center 0.066in @ Right 0.116in Max 0.15k Max 1.03 k Dead Load Total Load 0.000 In 0.000 in 0.0 0.0 -0.078 in -0.087 in 618.2 552.9 27 Ibs Ibs 0.00011 Rev: 580004 User: KW -0602811, Ver 5.8.0, 1- 0ec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Beam 14 Stress Calcs Bending Analysis Ck 31.716 Cf 1.100 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing 0 Supports Max Left Reaction Max Right Reaction Le Rb M, V, & D 0 Specified Locations al Center Span Location = Right Cant Location = Left Cant. Location = 0.000 ft 0.000 Max Moment 0.99 k -ft 0.00 k -ft 1.10 k -ft Left Support 0.15 k 2.004 in2 75.00 psi 0.15 k 1.03 k 0.00 ft 0.00 ft 0.00 ft General Timber Beam S)x C I 21.391 in3 152.800 Sxx Read 12.73 in3 0.00 in3 14.10 in3 Right Support 0.85 k 11.324 in2 75.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Area 13.875 in2 Allowable fb 935.00 psi 935.00 psi 935.00 psi 0 252 in 1.701 in Query Values Shear 0.14 k 0.14 k 0.00 k Job # Date: 10:15AM, 26 JUN 06 Deflection 0.0000 in 0.0000 in 0.0000 in 28 Page 2 II 131 I0 ecw:Calculations Rev: 580004 User: KW-0602611, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software General Timber Beam Page 1 13110.ecw:Calculations Description General Information [Full Length Uniform Loads Summary Deflections Section Name 2x4 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Bending Analysis Ck 31.716 Cf 1.500 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Beam 15 1 DL DL DL 1.500 in 3.500 in Sawn fb 492.00 psi Fb 1,466.25 psi 1.000 Pin -Pin Span= 3.50ft, Beam Width = 1.500in x Depth = 3.5in, Ends are Pin -Pin Max Stress Ratio 0.459 1 Maximum Moment 0.1 k -ft Allowable 0.4 k -ft Max. Positive Moment 0.13 k -ft at 1.750 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 0.37 Center Span... Dead Load Deflection -0.016 In ...Location 1.750 ft ...Length/Deft 2,708.4 Camber ( using 1.5 • D.L. Deft ) ... @ Center 0.023 in @ Left 0.000 in @ Right 0.000 In Le Rb fv 34.44 psi Fv 75.00 psi 0.000 ft 0.000 Max Moment 0.13 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.18 k 2.411 in2 75.00 psi 0.14 k 0.14 k Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 32.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.040 in 1.750 ft 1,056.94 LL LL LL Reactions... Left DL Right DL Scope: 3.063 1n3 143.500 Svc Redd 1.03 In3 0.00 in3 0.00 in3 @ Right Support 0.18 k 2.411 In2 75.00 psi Title : Dsgnr: Description : Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd 3.50 ft Lu It Lu It Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 50.00 #/ft #/ft #/ft Maximum Shear • 1.5 Allowable Shear: Job # Date: 10:23AM, 7 JUL 06 0.00 ft 0.00 It 0.00 ft Repetitive Member Beam Design OK 0.2 k 0.4 k @ Left 0.14k @ Right 0.14 k Camber: @ Left 0.000in @ Center 0.023in @ Right 0.000in 0.06 k 0.06 k Area 5.250 In2 Allowable fb 1,466.25 psi 1,466.25 psi 1,466.25 psi Max 0.14 k Max 0.14 k Dead Load Total oad 0.000 in 0.000 in 0.0 0.0 0.236 in 0.236 in 0.000 in 0.000 in 0.0 0.0 Stress Calcs r 29 Rev: 560004 User: KW -0602611, Ver 5.80, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 13110.ecw:CaIsolations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 1 Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary i Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left 0) Right Bending Analysis Ck 19.860 Cf 1.000 @ Center @ Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Beam 17 Prlim: 3.5x11.875 3.500 ih 11.875 in Manuf /So.Pine Le Rb DL DL DL 1.150 Pin -Pin pead Load -0.002 In 3.000 ft 37,687.2 D.L. Defl ) ... 0.003 In 0.000 In 0.000 In 0.000 ft 0.000 Max Moment 0.74 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.50 k 1.487 in2 333.50 psi 0.49 k 0.49 k 64.00 #/fl #/ft #/ft Center Span 6.00 It Lu Left Cantilever ft Lu Right Cantilever if Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow Fc Allow E Scope: Span= 6.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.036 • 1 Maximum Moment 0.7 k -ft Allowable 22.9 k -ft Max. Positive Moment 0.74 k -ft at Max. Negative Moment 0.00 k -ft at Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 22.86 fb 107.66 psi fv 11.93 psi Fb 3,335.00 psi Fv 333.50 psi Total Load -0.005 in 3.000 ft 14,707.20 LL LL LL Sxx 82.2591n3 CI 492.000 Sxx Rettig 2.66 in3 0.00 in3 0.00 in3 @ Right Support 0.50 k 1.487 in2 333 50 psi Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 290.0 psi 650.0 psi 2,000.0 ksi LFuII Length Uniform Loads 100.00 #/ft #/ft #/ft Maximum Shear * 1.5 0.5 k Allowable 13.9 k 3.000 ft Shear: © Left 0.49k 6.000 ft @ Right 0.49k Camber: 0 Left 0.000 in @ Center 0.003in Reactions... @ Right 0.000 in Left DL 0.19 k Max 0.49 k Right DL 0.19 k Max 0.49 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ... Length/Defl Allowable fb 3,335.00 psi 3,335.00 psi 3,335.00 psi Area 41.563 ln2 Dead Load Total Load 0.000 In 0.000 In 0.0 0.0 [Stress Calcs 0.216 in 0.216 in Job # Date: 10:04AM, 26 JON 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.000 0.000 in 0.0 0.0 30 Rev: 580004 User KW- 0602611. Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 13110.ecwCalwlations General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined [Full Length Uniform Loads LPoint Loads Description Dead Load Live Load ...distance Summary [Deflections Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Beam 18 Pr!Im: 3.5x9.25 3.500 In 9.250 in Manuf /So.Pine 1 DL DL DL 1.000 Pin -Pin 3,087.0 Ibs 763.0 Ibs Ibs Ibs 10.000 ft 10.000 ft 16.00 #/ft #/ft 16.00 #/ft Fv Allow Fc Allow E Span= 8.00ft, Right Cant= 2.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin - Pin Max Stress Ratio 0 : 1 Maximum Moment - 7.8 k - ft Allowable 12.1 k -ft Max. Positive Moment 0.00 k -ft at Max. Negative Moment -7.73 k -ft at Max @ Left Support 0.00 k -ft Max sz Right Support -7.84 k -ft Max. M allow 12.06 ib 1,884.55 psi fv 182.35 psi Fb 2,900.00 psi Fv 290.00 psi Ibs Ibs 0.000 ft Center Span... pead Load Total Load Deflection 0.116 in 0.105 In ...Location 4.640 ft 4.720 ft ... Length/Defl 829.6 910.39 Camber ( using 1.5 • D.L Defl) .., Center 0.174 In Left 0.000 in Q Right 0.279 In Center Span 8.00 ft Left Cantilever ft Right Cantilever 2.00ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi 0.000 ft 8.000 ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Ibs Ibs 0.000 ft 290.0 psi 650.0 psi 2,000.0 ksi 53.20 #/ft tYft 53.20 #/ft Maximum Shear Allowable Shear: -0.90 k 4.91 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Camber. Lu Lu Lu Ibs Ibs 0.000 ft * 1.5 Q Left Right @ Left Center Right Max Max Job # Date: 10:15AM, 26 JUN 06 Ibs Ibs 0.000 ft 0.00 ft 0.00 ft 0.00 ft 5.9 k 9.4 k 0.92 k 3.99 k 0.000 in 0.174 in 0.279in -0.70 k 5.24 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 -0.186 In -0.189 In 258.0 254.6 Ibs Ibs 0.000 ft Beam Design OK 31 1 Description Bending Analysis Ck 21.298 Cf 1.000 tg Center © Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Beam 18 Le Rb M, V, & D la Specified Locations © Center Span Location = CO Right Cant Location = Q Left Cant. Location = 0.000 ft 0.000 Max Moment 7.73 k -ft 0.00 k -ft 7.84 k -ft © Left Support 1.39 k 4.800 In2 290.00 psi -0.70 k 5.24 k 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Tine: Dsgnr. Description : Scope: Rev: 580004 User: KW-0502611, Ver 5.5.0, 1-Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 13110.ecw:Caiculations tress Calcs Y Sxx 49.911 in3 CI 689.700 Sxx Redd 31.99 in3 0.00 in3 32.43 in3 Right Support 5.90 k 20 358 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Area 32.375 in2 Allowable ft) 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.309 in 2.305 in Shear -0.70 k -0.70 k 0.00 k Job # Date: 10:15AM, 26 JUN 06 (Query Values Deflection 0.0000 in 0.0000 in 0.0000 in 32 I I .01 " 1 .... Iltilf S "'=NiMOTERAr 11791111615665Mir..- i... I1 —r �� • III Coa4 CIsC ' CRAWL SPAC 1/2 r0 .91 • 1 9 6 MIL aL/LK)VB. t • O 4 -0 N, 1i 4'-4• � ii�w w�i w R 4'O' aIwww 1. II .rn cmA r_ C4 OWCY �s o O '6U=.911:9 • • a • 14'4 • o-.b 6� ' .91 • Mallika I 6TS - OVr 4 aucs 24' LORD S, Q 1 ii 1 T41 Coal C 1 Car Ur Tal Iroi.sirr Aul Icy 11r- p • MINIMUM CY ',LK *. ∎ I tali 4 laa 70 .91 1=4: KT' O y IT • ' a l l, ■ Ur 1 0915 AO 29ail 7 'Cr• Ittl Car • ••. 5LAB ON GRADE • p� '"4'CONO. OVERT ({ , • . •. '4.64 FlLL . lLOPC 4' To TO OH. DOORS ' 0 .. L :• , • J 02 T,H' roUNDATION YE ,a a0'4 OA. y FOUNDATION PLAN SGAL 44' • IW' KM 2bOgf 33 J SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT O Q& ?IAN DESIGNED ' N 14 DATE 06 /Z -0 JOB ',W/O DATE (Thlyil- /n0 3 R EE OF CHECKED Bra . • W =AMU ■ _ N■■ IMMO ...�.■■■.■■�■ • C . • so IN ± ■■ ■ nn■■■■■■■ ■N ■ t i ■■m■ SO ■M ■N■■ ■NN • WM ■■■ u uCCCCW MIMMUMMEIMMIMMM Ern "Cr MMINUMMIEUMMUMMXIMMUMMIMEM II IMMILMIMMIMMUM 1■1■1■1■ l sdE!]!sn!jII I IL I fflL . /■■ N1■■■■■■ 1n : ■ ■1n ■ ■ ■■■■ ■■■1 ■ ■Nm1■1N■1 ■ ■ ■ ■■ nCM■l 11111111 ■ • � • 3 _ ; • ; AA, 1■nN ■nun■■■■C■CNC■■Cnnn■n My • • mm 1■. ■ . .. ■. ■C■n ■ ■u■■■nfE / /W■■■■ u ■E ■.e . ■_. n ■ ■m.■E ■■■■ ■■1■■ ■m ■ ■ ■ ■N ■W �.. ����...N.■.■■ ■■C n■■Clmommo■CCC■■■n■ ■n■■ ■■ ■ • ' • - nnauas • • hE mom BMW MEd �.■ 1111■ ; ■l� ■Y ■ ■ ■■r■■ ■N■ ■ ■R OSN■.■aO ■. ®■� ATM 1 1■1■ 1■■ MIMIke 17 MIMS p� +�+� ■ ■ ■ -■■ ■� ■■■ �■N ■■ �■ • A" . . • frDl u W a Iu••EM ■■ ■ ■N ■ ■■ nn ■■■■ ■■l J 111 III an r I +- 4 C■■ ■■� ■�■� ■■ ■ ■n■ IL. ... 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C.::■Ci NC11 ■ �C■■■i■C■■m■■iC■ °■ ■�CCCCmiiC■iiiiiiii ■CCCC�u■.•nn ■■■ n■ n ■ p n ■ ■ ■ ■ �C�C ■■ ■ ■I■M ailiiiiiii ■ ■■■ ll 1111■ EMMWHIMMEMOMMMMINMEMIMMWEEMEMENUMM ■■ •••••••••••••••••• ME■t CC = r ■■ i■ Nn CC _I sC. • rY . ti 41- no mum min msemmumnnummumm........nminmommonomm.... ■■■ ■■■■■■■■■■ m■■n■■■■■■■■■■■■■■■■■nn ■mu■■u■■ C . u1■■■■■■■■■■■m1 ■■.■■ ■■ ■ ■ ■■.. ■ ■■..■■■■■■/■ ■n■ ■ ■■■■■■■■■ ■n■nE■1n■1 ■1■ ■l■ ■■■1 f { ■■ i N■■l■ ■ fN■■■ M■M■ ■ ■■■m■ n ■ ■■ n . . .■ n � q�■■■■ ■n ■/ { 1111■.• ■N■■■ ■.l nI� 1111■■■ i ■ ■ � f . ... Morn 1 ■ ■1n ■■ E■■■■n■N N ■ ■N MOMMORMOOMMONOMMUMMN ■N■n■ nM N M1.■ ■ ■ ■ ■■■E■ N.nn■■■■n■■■/ ■ Rev: 580004 User. KW -0802611. Ver 5.8.0, 1- Dec-2003 _(c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 13110.ecw:Catcutations Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined [Full Length Uniform Loads k [Deflections Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow tb 458.87 psi Fb 1,050.00 psi Center Span... Dead Load Deflection -0.004 in ...Location 2.250 ft ... Length/Defl 12,423.8 Camber ( using 1.5 • D.L. Deft) ... © Center 0.007 In © Left 0.000 In © Right 0.000 In Bending Analysis Ck 34.680 Cf 1.200 © Center Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction 1) Beam 16 4x10 Center Span 4.50 ft Lu 3.500 in Left Cantilever ft Lu 9.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Le Rb DL DL DL 1.000 Fv Allow Pin -Pin Fc Allow E 0.000 ft 0.000 Max Moment 1.91 k -ft 0.00 k -ft 0.00 k -ft © Left Support 1.69 k 17.786 1n2 95.00 psi 1.70 k 1.70 k 174.00 #/ft #/ft #/ft LL LL LL Span= 4.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.549 • 1 1.9 k -ft 4.4 k -ft 1.91 k -ft at 2 250 ft 0.00 k -ft at 4.500 ft 0.00 It-ft 0.00 k -ft 4.37 fv 52.19 psi Fv 95.00 psi Total Load -0.019 in 2.250 ft 2 867.04 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Svc 49.911 In3 CI 1696.499 Sxx Req'd 21.81 in3 0.00 in3 0.00 in3 © Right Support 1.69 k 17.786 in2 95.00 psi Bearing Length Req'd Bearing Length Req'd 95.0 psi 625.0 psi 1,600.0 ksi 580.00 #/ft #/ft #/ft Job # Date: 10:15AM, 26 JUN 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Maximum Shear * 1.5 1 . 7 k Allowable 3.1 k Shear: © Left 1.70k © Right 1.70k Camber: © Left 0.000in © Center 0.007in © Right 0.000in 0.39 k Max 1.70k 0.39 k Max 1.70 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Area 32.375 in2 Allowable fb 1,050.00 psi 1,050.00 psi 1,050.00 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.776 in 0.776 in 35 0.000 in 0.000 in 0.0 0.0 [Stress Calcs 1 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: 2008 PLAN 36 13110 Gravity.mcd 06123106 design KJH chk BRL 2x6 Stud Wall Analysis HF #2 H: =9•ft F = 1300-psi CD 1.15 CFb:= 1.3 C 1 Cc= 1 CL 1 F 850 psi F' := Fb CD•CFb -CM -C CL CT Fy = 1461 psi F " := F CD-CF F " = 1645 psi E':= 1300000-psi Axial Load Capacity (DL +LL) Slendemess Ratio (SL) SL := C := 0.8 K := 0.3 KCE•E' F cE SL 1 +— F C :_ 2•C F Cp F' FCE Axial Stress (DL +WInd) C 1.0 F "c:= FC•CD F' = 838 psi P := [(16•psf + 25•psf)•(15•ft) + (12-psf + 40•psf)•(8.5•ft) + 90•pIfj.1,33.ft PDL:= [( 1 6.psf)•(15.ft) + (12-psf)-(8.5•ft) + 90plf)•1.33 -ft F " 1430psi 1 +FcE 1 + Fce F' F' C 2•C 2•C PDL fDL := A F 1011 psi Fez P PTL fDL = 70 psi fj := A C = 0.51 P». F'cA Pmu =69101b C = 0.56 f = 185 psi CF c := 1.1 Try - 2x6 Studs @ 16" o.c. t := 1.5-in h := 5.5-in A: =t•h A = 8.3in 3 I .= th I= 20.8in4 12 I Sz — S =7.6in C : 1.15 CP F' F = 805 psi h c := 2 — PDL = 575 lb P = 152616 < P = 69101b O_K CHARTER HOMES SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 Bending Stresses CD:= I .6 F Fb• Cry Cm. Cm- Ct'CL'Cr 'wind := 14.4•psf-1.33.ft 2 wwine 11 M := M = 194 ft. lb 8 S req F, fb = 308 psi Combined Stresses (fn.) 4 1 ft. = 0.24 F f i _ F'b FcE Cont. wall Footing Design Soil Bearing Pressure (Sb) Sb := 1500 P = 15261b Pn. F'b = 2033 psi PROJECT: 2008 PLAN S 1 < S= 7.56in OK < 1 O.K. USE 2x6 Studs 0 16" o.c. 1.33-ft Fwidtb S Fwidtb = 0.76 ft b use 1'-4" x 8" thick continuous footing 13110 Gravity.mcd 06/23/06 design KJH chk BRL CHARTER HOMES SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 2x4 Stud Wall Analysis HF #2 H: =9ft F 1300•psi CD:= 1.15 Cm:= 1.5 CM = 1 C t 1 CL:= 1 CF 1.15 C 1.15 Fb := 850-psi F'b:= .Fb'CD'CFb'CM'CYCCC F' b= 1686psi F " := F C C F " = 1719 psi E':= 1300000-psi Axial Load Capacity (DL +LL) Slendemess Ratio (SL) SL := h FCE :_ kyr SL FCE 1 + F " C 2C C := 0.8 itcE := 0.3 F Cp F " F' = 387 psi Pmax := F',• A P = 20321b P•11 := [(16•psf + 25•psf)•(10.5•ft) + (12•psf + 40•psf)•(5•ft) + 90•plfj•1.33 -ft PDL := [(16-psf j• (10.540 + (12-psf)-(5.ft) + 90pif j • 1.33. ft Axial Stress (DL +Wind) CD := 1.0 F "c = 1495 psi 1 + 1 + Fc F C := 2•C 2-C FcE = 410 psi 2 1 + FCE FeE c p C 0.23 2•C C Pot. PTI. fDL A fDL = SI Psi fly:= A PROJECT: 2008 PLAN 1 S :_— c Fit = 103816 < Pmxx = 20321b O_K `cE c C p 0. 26 P := Cp F' P = 383 psi fn = 198 psi Try - 2x4 Studs @ 16" o.c. t := 1.5-in h := 35•in A: =t-h A = 5.3 in 3 I:= th I= 5.41n 12 S = 3.1 in h 2 PDL = 423 lb 13110 Gravity.mcd 06/23/06 design KJH chk BRL CHARTER HOMES SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 'Telephone (253) 474 -9449 PROJECT: 2008 PLAN 39 13110 Gravity.mcd 06/23/06 design KJH chk BRL Bending Stresses CD:= 1.6 F'b := Fb•CD•CFb CM•C; CL Cr H'wind 14.4- psf-1.33-ft wwind M 8 M Sreq fb. S Combined Stresses fb = 760psi fm z 1 + 1 • fb _ 0.89 ( F', fit Fb 1 — Fa M = 194 ft-lb Cont. wall Footing Design Soil Bearing Pressure (Sb) Sb := 1500•psf Pn = 1038 lb Pn 1.31 ft Sb F'b = 2346 psi < 1 O.K. USE 2x4 Studs 0 16" o.c. Fwidtb = 0.52 ft S, = 0.99 in < S = 3.06 in O.K. use 1'-4" x 8" thick continuous footing CHARTER HOMES SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 'Telephone (253) 474 -9449 PROJECT: 2008 PLAN 13110 Gravity.mcd 06/23/06 design KJH chk BRL 40 (2) -2x6 HF #2 Built -Up Post F 1300-psi CD := 1 CF6:= 1.3 Cm := 1 C := 1 C L := 1 CF := 1.1 E' = 1300000 -psi F "r= FC'CD•CFc F 1430 psi Axial Load Capacity Slendemess Ratio (SL) H SL := — t F CE: = K -E SL 2 FCE 1 +— F ", C p :_ 2•C C := 0.8 KcE := 03 F := C F ", F = 287 psi (2) -2x6 HF #2 Built -Up Post Pmaxt = 47281b Base Plate Bearing Stress t + 0.375•in Cb P := Cb•F FCE = 301 psi Pmaximum := min(P, t ,P Cb = 1.13 Pmax2 = 75181b H:= 9-ft psf := pst plf := psf•ft Ib:= plf•ft 144 "maxi FeA Pmaximum = 4728.28Ib (2) - 2x6 HF #2 Built - Up Post Properties K 1 t:= 2.1.5•in h := 5.5 -in A := t•h A = 16.5 in th 3 1. 12 I.2 h C 0.2 F := 405-psi (Kt = 0.6 for unbraced nailed built up posts - 0.75 for bolted) 1= 41.6in S = 15.1 in CHARTER HOMES SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 'Telephone (253) 474 -9449 PROJECT: 2008 PLAN 41 13110 Gravity.mcd 06/23/06 design KJH chk BRL (2) - 2x4 HF #2 Built - Up Post F 1300psi C := E':= 1300000-psi F " = 1495 psi Axial Load Capacity Slenderness Ratio (SL) SL := H C:= 0.8 KcE := 0.3 KcE.E' FCE :_ FcE = 301 psi I.= t I = 10.7 in SL2 12 I2 S:= h S= 6.lin3 1 + FCE 1 + FCE Fce C 2-C 2-C C K C =0.19 P := C F (2) -2x4 HF#2 Built -Up Post P = 30161b Base Plate Bearing Stress t + 0.3754n Cb [ Pmaximum := min frmaxl,Pmax2) F' = 287 psi Pmaxt F"c A CFb:= 1.5 Cpt:= 1 C := 1 C 1 Cp 1.15 F 405-psi Cb = 1.13 P := Cb'Fcp A P = 4784113 H := 9-ft psf Psi 144 P i mam = 3016.2411, A := t -h A = 10.51n (2) -2x4 HF #2 Built-Up Post Properties Kf := 1 ( f = 0.6 for unbraced nailed built up posts - 0.75 for bolted) t:= 2-1.5•in h := 3.5•in plf := psf-ft lb := plf-ft CHARTER HOMES SITTS & HILL ENGINEERS INC. • 2901 SO. 40th St., Tacoma, WA 98409- 5697 • Telephone (253) 474 -9449 PROJECT: 2008 PLAN 42 13110 Gravity.mcd 06/23/06 design KJH chk BRL (3) - 2x4 HF #2 Built - Up Post psi H: = 9•ft psf:= 144 pif := psf -ft lb := plf•ft F�:= 1300psi CD:= 1 CR,:= 1.5 CM:= 1 C 1 := 1 Cp := 1.15 F 405-psi E':= 1300000-psi F" F •C C F" 1495 si (3) - 2x4 HF #2 Built - Up Post Properties c' c D' Fc c= P Axial Load Capacity Slenderness Ratio (SL) SL =H C 0.8 Ka =0.3 FcE FO = 677 psi z 1 +F 1 +Fa Fa F ", F " C 2•C Fc:= Cp " F " c (3) -2x4 HF #2 Built -Up Post Pmaxt = 94111b Base Plate Bearing Stress t + 0.375-in Cb 2•C C = 598psi P =FiA Cb = 1.08 P„.2:= ;T Pmaxz = 691016 Pmaximum := min(Pmaxt,Pmax2 Pmaximum = 6910.31 lb K f := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) t:= 3.1.5 -in h 3.5.in A: =t•h A = 15.8in th I. 12 I.2 S — h C = 0.4 = 16.1 in S= 9.2in CHARTER HOMES 81178 & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 'Telephone (253) 474 -9449 PROJECT: 2008 PLAN 13110 Gravity.mcd 06/23/06 design KJH 43 chk BRL 4x4 DF #2 Post F, 1350 psi CD 1 CFl := 1.5 Cp t 1 C := 1 C := 1 C := 1.15 F := 405•psi E' := 1600000-psi F", := F C F ", = 1552 psi 4x4 DF #2 Post Properties � Axial Load Capacity Slendemess Ratio (SL) SL:= C:= 0.8 K := 0.3 FE := KO•E' SL FeE r C :_ 2•C F := Cp'F "c 4x4 DF #2 Post Pmaxl = 56901b Base Plate Bearing Stress t + 0.375•in Cb• FcE = 504 psi = 464 psi Pmax t := F' A Cb = 1.11 Pmax2 := C A Pmax2 = 54931b H := 9 ft psf := Psi 144 t:= 3.5•in h := 3.5•in Pmaximum := min(Pmaxi,Pmax2) P = 5492.81 lb A: =th A= 12.3in ICI := 1 ( = 0.6 for unbraced nailed built up posts - 0.75 for bolted) 3 I:= th 1= 12.5in4 12 S:= 1 - S= 7.1in plf := psf-ft lb := plf .ft CHARTER HOMES SITTS & HILL ENGINEERS, INC. TACOMA. WASHINGTON DESIGNED KJH DATE 6/23/06 JOB 13,110 TEL: (253)474 -9449 CHECKED BRL DATE SHEET PROJECT CHARTER HOMES 2008 PLAN OF SPREAD FOOTING ANALYSIS SOIL BEARING CAPACITY = 1,500 PSF DIMENSION (FT) W B BEARING CAPACITY (LBS) Note: FOOTING TYPE 54 "X54 "X 12" FTG 48 "X48 "X 12" FTG 42 "X42 "X 12" FTG 36 "X36 "X 12" FTG 30 "X30 "X 10" FTG 24 "X24"X 10" FTG 18 "X18"X 10" FTG 16 "X8" CONT. FTG 12 "X6" CONT. FTG 4.5 4.5 30375 4 4 24000 3.5 3.5 18375 3 3 13500 2.5 2.5 9375 2 2 6000 1.5 1.5 3375 1.33 0.67 8000 1.00 0.50 6000 1. Minimum reinforcement ratio per ACI 318 -02 7.12.2.1. REINFORCEMENT 6#4 E.W. 6#4 E.W. 5#4 E.W. 4#4 E,W. 4#4 E.W. 3#4 E.W. 2#4 E.W. 2#4 Cont. 2#4 Cont. 4 4 MCE Ground Motion - Conterminous 48 States Zip Code - 98150 Central Latitude = . 47.630792 Central Longitude = - 122.34422 Period MCE Sa (sec) ( %g) 0.2 151.5 MCE Value of Ss, Site Class B 1.0 052.7 MCE Value of 51, Site Class B Spectral Parameters for Site Class D 0.2 151.5 Sa = FaSs, Fa = 1.00 1.0 079.0 Sa = FvS1, Fv = 1.50 45 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 - Fax (253) 474-0153 PROJECT: 2008 PLAN 46 13110 Lateral.mcd 06/23/06 design KJH chk BRL LATERAL ANALYSIS (WOOD STRUCTURAL PANEL SHEARWALLS): AS PER SECTION 1617.1 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, THE SEISMIC LOAD EFFECT "E" FOR USE IN THE BASIC LOAD COMBINATIONS OF SECTION 1605.3 SHALL BE DETERMINED IN ACCORDANCE WITH SECTION 9.5.2.7 OF ASCE 7 -02. THE SEISMIC BASE SHEAR "Qe = V "SHALL BE DETERMINED IN ACCORDANCE WITH SECTION 9.5.5 "EQUIVALENT LATERAL FORCE PROCEDURE" OF ASCE 7 -02. R := 6 RESPONSE MODIFICATION COEFFICIENT FOR WOOD STRUCTURAL PANELS, TABLE 9.5.2.2 S := 1.515 MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS Si := 0.527 MAPPED SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD SDS DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS S DESIGN SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD F := 1.0 ACCELERATION BASED SITE COEFFICIENT, TABLE 9.4.1.2.4a F, 1.50 VELOCITY BASED SITE COEFFICIENT AT ONE SECOND PERIOD, TABLE 9.4.2.46 I:= 1.0 OCCUPANCY IMPORTANCE FACTOR, TABLE 9.4.1 T := 0.186 FUNDAMENTAL PERIOD OF THE STRUCTURE IN SECONDS, EQUATION 9.5.5.3.2 -1 k 1 EXPONENT RELATING TO THE PERIOD OF THE STRUCTURE, SECTION 9.5.5.4 C VERTICAL SEISMIC DISTRIBUTION FACTOR, EQUATION 9.5.5.4 -2 h„ := 19.5.ft HEIGHT IN FEET ABOVE THE BASE TO THE HIGHEST LEVEL OF THE STRUCTURE h HEIGHT IN FEET ABOVE THE BASE OF THE STRUCTURE TO LEVEL "n" w WEIGHT OF THE STRUCTURE AT LEVEL "n" D SEISMIC DESIGN CATEGORY �V SEISMIC WEIGHT OF STRUCTURE 2 SDS := 3 S Csl :_ SDS R w 7 := (30-30 + 18.21)ft•ft•(16 psf) SDS = 1.01 SDI Csmas :_ T� C := max(min(Csl,Csmax),Csmin) C = 0.168 w (30.30 + 18.21)ft.ft•(12 psf + 10•psf) + (6.21)ft•ft•(16psf) 2 SDI := 3 SI Csmin 0.044SDS-I SDI = 0.527 SEISMIC FORCES SHALL BE DISTRIBUTED VERTICALLY IN ACCORDANCE WITH SECTION 9.5.5.4 w = 20448110 h := 19.25 -ft w = 301321b h := 10.25• ft CHARTER HOMES SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2008 PLAN 13110 Lateral.mcd 06/23/06 design KJH chk BRL 47 /wl.hlk + w2.h2 wt•ht Cvt Wt.htk + w2•112 THE SEISMIC FORCE AT EACH LEVEL OF THE STRUCTURE SHALL BE DETERMINED IN ACCORDANCE WITH EQUATIONS 9.5.5.2 -1 AND 9.5.5.4 -1 V2 := C (w2 + wt V2 = 4770.91b REDUNDANCY FACTOR V := C + w p2 := 1.4 p 1.4 THE SEISMIC FORCE "V" IS A STRENGTH LEVEL FORCE - REDUCE THE SEISMIC FORCE TO THE ALLOWABLE STRESS LEVEL "E" E22 Ett V2' P2 1,4 Vrpt 1.4 w C = 0.56 Cvt = 0.44 V = 3743.41b E22 = 4770.9 E = 3743.41b LATERAL FORCES WILL BE DISTRIBUTED ALONG LINES OF FORCE/RESISTANCE. LINES OF FORCE /RESISTANCE WILL BE INVESTIGATED FOR BOTH WIND AND SEISMIC LATERAL LOADS. LATERAL FORCES WILL BE RESISTED BY PLYWOOD DIAPHRAGMS AND WOOD SHEARWALLS SUPPORTED ON CONCRETE FOUNDATIONS. CHARTER HOMES FRONT ELEVATION O . CO SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 • Fax (253) 474 -0153 PROJECT: 2008 PLAN 13110 Lateral.mcd 06/23/06 design KJH 4 9 chk BRL WIND USE SIMPLIFIED WIND LOAD METHOD PER IBC SECTION 1609.6. Ps= k Iw Ps30 WIND EXPOSURE = B 85 mph 3- SECOND GUST WIND SPEED k = ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE, TABLE 1609.6.2.1(4) Iw = IMPORTANCE FACTOR, TABLE 1604.5 Ps30 = SIMPLIFIED DESIGN WIND PRESSURE, TABLE 1609.6.2.1(1) X := 1.0 1,, := 1.0 Poo, 14.4 -psf p = max(l0psf : p3o psa= 14.4Ibft Ps30b 2 . 3 'Psf Psb max�l0psf,? .Iw Ps3ob) Psb = 101bft 2 poc := 10.4 -psf p max( °Opsf, •I ,3o j p = 10.41bf 2 p 2.4.psf p$d:= max( Psd = 10Ibft2 Le = LENGTH OF THE WIND PRESSURE END ZONES Le =2a a = LEAST OF (10% OF THE LEAST HORIZONTAL DIMENSION or 0.4 x MEAN ROOF HEIGHT) BUT NOT LESS THAN (4% OF THE LEAST HORIZONTAL DIRECTION or 3' -0") H = MEAN ROOF HEIGHT Ls = LEAST HORIZONTAL DIMENSION H:= 2325•ft L := 30•ft at := min(0.10•L at = 3 ft a := max(0.04.L a2 = 3 ft a := if(at < a2,az,at) a = 3 ft L := 2•a L =6ft H := 7.5-ft EXPOSED HEIGHT OF ROOF H2:= 4.5•ft EXPOSED HEIGHT OF UPPER FLOOR H := 9.75.ft EXPOSED HEIGHT OF LOWER FLOOR VA := 7•ft-14.4psf Vc 1541.10.4psf CHARTER HOMES UPPER FLOOR PLAN SCALE 1/4" • I'-O" CI enelt> 01 Aid AVITCCL 50 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 'Fax (253) 474 -0153 PROJECT: 2008 PLAN 13110 Lateral.mcd 06/23/06 design KJH 51 chk BRL Upper Floor Walls Floor Wall Line A: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Laa:= 10.541 TW 30.5•ft•05 V., := VA•L + Vc•(TW — Lel Vas = 2047.816 vaa := Vas vaa = 1951b ft fiear Vl/al1 Type Pi 6 Laa � nails @ 6° O C apaci4y 355,PLF ,_r Eaa:= E 30.5-ft•0.5 46-ft Ea: Laa laa:= 10.5 -ft Roof := 16 -psf-15.5- ft-laa Wall := 10•psf•Hwlaa Total := Roof + Wall OTM —DLR. U. • laa OTM, — DLR, U := laa U:= max(U,,U Eaa = 1581.71b E = 150.61b t Shear Wall Type P1-6 10d nails @ 6" O.C. Capacity = 254 PLF Roof = 26041b Wall = 8401b Total = 34441b OTM, := vaa•laa•H OTM. = 16382.4Ibft E OTM, := — •laa•F1 OTM, = 90381b ft P2 DLR., := 0.6Total • lZ DLR, = 10848.6 lb ft DLR, :_ (0.6 — 0.14 • Sps)Total • 12 DLR, = 8291.916 ft U = 5271b = 71.1 lb U= 5271b Plate Height: H 8. ft t }2EQD CHARTER HOMES SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT: 2008 PLAN 52 13110 Lateratmcd 06/23/06 design KJH chk BRL Floor Wall Line B: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overtuming: OTM„ vbb•lbb -H.,, OTM„ = 45554.41b E Seismic Overturning: OTM, := b •1bb•H w OTM, = 13631] lbft P2 Wind Resisting Moment: DLR := 0.6Total• 1 2 6 DLR„ = 1419.61b ft lbb Seismic Resisting Moment: DLR, := (0.6 - 0.14•S Z DLR, = 1085 lbft Net Uplift: Lbb := 6.5•ft Plate Height: H 8-ft TW := 46•ft•0.5 Vbb:= p, 15.5•ft•H2 + p,d- 15.5 -ft -H,+ p 30.5•ft•(H + H Vbb = 5694.31b vbb := Vbb Lbb Ebb := E Ebb Eb Lbb lbb = 6.5-ft Roof := 16•psf•2•ft•lbb Wall 10•psf•H Ibb Total := Roof + Wall OTM, - DLR„ U° Ibb OTM, - DLR, U,:= Ibb U := max(U vbb = 876 lb ft t Ebb = 2385.416 Eb = 3671b fr Roof = 2081b Wall = 52016 Total = 72816 U = 6790 Ib U, = 1930216 U = 67901b $heorwoli fiype'I'"9`'2 `iOd halls @ 2 -O C bapaclty 8$3 a` Shear Wall Type P1 -2 10d nails @ 2" O.C. Capacity = 631 PLF COILED STRAPS HQLDOWN CHARTER HOMES a • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2008 PLAN 13110 Lateral.mcd 06/23/06 design KJH 53 chk BRL Floor Wall Line C: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear Seismic Force: Check Aspect Ratio: Dead load resisting: Lcc := 3.25•ft + 3.25.11 + 3•ft + 3•ft TW:= 15.5-ft•0.5 V Psa•Le'H2 + Psc'(TW – L0) + Psb'L&Hr + Psd'(TW – Ht = 10521b V oe vcc := — Lcc 15.5•ft•0.5 Ecc := E 2 2 . 4641 Ecc E ` Lcc E Ec ( l 2(33 -ft 1 1-i Check wall section: Icc := 341 Roof := 16•psf•2.5• ft. lcc Wall := 10•psf -H lee Total = Roof + Wall vcc = 84.2 ft" 1 Ecc = 803.81b = 64.31bfi Ec = 85.71b fi 1 Roof = 120 Wall = 2401b Total = 360 lb Wind Overturning: OTM„ := vccicc•H OTM = 2019.716ft Seismic Overturnin E 9: OTM, :_ = •Icc•H OTM, = 1102.316 ft P2 Wind Resisting Moment: DLR 0.6Tota1. DLR = 324 lb ft Seismic Resisting Moment: DLR, :_ (0.6 – 0.14•SDS)Total• Icc DLR., = 247.6Ib ft 2 Plate Height: H 8-ft Shear Wall Type P1'- 4.Od .nafls.�.6' O C, Capacity= a55,PLP Shear Wall Type P1 -6 10d nails © 6" O.C. Capacity = 254 PLF OTM„, – DLR Net Uplift: U„,:– U = 565.21b Ice OTM, – DLR, U, := U, = 284.91b lcc U max(U,U U= 565.216 : op HOLDOVIINN roEp. CHARTER HOMES SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 fax (253) 474 -0153 PROJECT: 2008 PLAN 13110 Lateral.mcd 06/23/06 design KJH chk BRL 54 Floor Wall Line 1: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: U Lll := (15.25 + 17.5)ft TW := 30•ft•0.5 Vl t := Psa + Pse(TW — Le) + Psbtc H + Psd'(TW Le) Hr VI v11: = LI1 Ell := F. 0 Ell := LII 1)1 := 15.5.ft Roof := 16-psf•2.5 -ft•111 Wall := 10•psf•Hw I11 Total := Roof + Wall OTM v11-111 •H OTM = 7326.416ft OTM := --11 1 -H,„, OTM = 6451.4 lb ft P2 DLR := 0.6Total• DLR = 86491bft DLR :_ (0.6 — 0.14•SDs)Totaf• 111 DLR = 6610.7Ibft 2 U := OTM - DLR 111 OTM - DLR 111 U max(U Roof = 620 lb Wall = 12401b Total = 18601b U = -85.3 lb U = -10.3 lb U = - 10.316 Plate Height: H 8-ft V = 19351b v11 = 59.1 lbft l Shear Wall Type P1-6 10d nails @ 6" O.C. Capacity = 355 PLF Ell = 2385.41b Et = 72.8 t Sfieai Wan TypeP?=5 r10d,nalls Capadity, 254;PLF`; NO HC±LDQWfJ NEEbE) CHARTER HOMES • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 'Fax (253) 474 -0153 PROJECT: 2008 PLAN 13110 Lateral.mcd 06/23/06 design KJH chk BRL 55 Floor Wall Line 2: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: v22 := V v22 = 80.61b Shear Wall Type P1-6 L22 10d nails @ 6" O.C. Capacity = 355 PLF Seismic Base Shear: E22 := E E22 = 2385.41b Seismic Force: E 2:= E22 E2 = 99.41bft Sfiear.Wall Type ° 01s L22 ;10d nails @ e "A C 't ;: capacity : =,254 PLF'. Check wall section: 122 := 10.5•ft Dead load resisting: Roof := 16-psf•2.5-ft-122 Roof = 420 Ib Wail := l0•psf•H 122 Wall = 8401b Total = Roof + Wall Total = 12601b Wind Overturning: Seismic Overturning: Wind Resisting Moment: Net Uplift: L22:= (10.5 + 13.5)ft Plate Height: H 8.ft TW:= 30•ft.0.5 V22 := Ps/L/112 + Psc'(T — L4 + Psb'Le'Hr+ Psd'(TW – Le)'Hr V22 = 1935 Ib OTM,„ := v22• 122.H OTM,„ = 6772.51b ft E OTM ? •122•H µ , P2 DLR 0.6Total 1 2 2 — Moment: DL 122 Seismic Resisting R :_ (0.6 - 0.14•S 2 OTM,, - DLR Uµ, 122 OTM, – DLR U 122 U:= max(U OTM, = 5963.61b ft DLR = 39691b ft DLR = 3033.6 lb ft U = 267 Ib U =2791b U = 279 Ib NO NPt1DO CHARTER HOMES 1 Cf1 ?Lou& PLAN. 56 'SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2008 PLAN 13110 Lateral.mcd 06/23/06 design KJH 57 chk BRL Lower Floor Walls Floor Wall Line A: Total Wall Length: Wind Tributary Width: Total Wind Force: Dead load resisting: Wind Overtuming: Seismic Overtuming: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: La :_ (3.75 + 3.75)•ft TW:= 31•ft-0.5 Va P 1 e HI i Psc•(TW – L H + Va, V = 3853.5113 Wind Shear va := Va va= St3.8lbf2 head rilfe11. t: La I0d nails @3 :_ apacity 688 PL Seismic Base Shear: Ea := E 31•ft•0.5 + E 30.5•ft•0.5 Ea = 2742.1 lb tt 50-ft n 46•ft Seismic Force: E := Ea E = 365.6113 ft t La Check Aspect Ratio: Ea Ea .- 2(— Check wall section: la:= 3.75•ft 3.751 H Ea = 438.7113 Roof := 16•psf•15.5• ft- Ia Roof = 930113 Wall := 10•psf•1 la•2 Wall = 675113 Floor := /2•psf-8ft•la Floor = 3601b Total := Roof + Wall + Floor Total = 1965113 OTM va•1a-H OTM„,= 17340.7Ibft E. a •IaFI OTM 8813.9113ft Pt DLR 0.6Total. 2 DLR„, = 2210.6 lb ft Plate Height: Shear Wall Type P1 -3 10d nails @ 6" O.C. Capacity = 492 PLF H := 9•ft DLR, := (0.6 – 0.14•SDS)Total• 2 DLR, = 1689.71b ft OTM – DLR U := U = 4034.71b la OTM, – DLR, U, := U, = 1899.81b la 1SE'$fi ID RJ I1MPSON U:= max(U U = 4034.71b $TRAPTII HOLDOWN CHARTER HOMES 'SITTS & HILL ENGINEERS INC. _ 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 ,Fax (253) 474 -0153 PROJECT: 2008 PLAN 13110 Lateral.mcd 06/23106 design KJH chk BRL 58 Floor Wall Line B: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear Seismic Force: Check wall section: Dead load resisting: Wind Overtuming: Seismic Overtuming: Wind Resisting Moment: Net Uplift: Lb (5 + 7.25) -ft TW 50•ft•0.5 Vb psi (TW) + Vbb Vb = 8229.31b V vb := Lb — Eb:= E11.0.5 E Eb. Eb Lb — lbb := 5-ft Roof 16•psf•2•ft•Ibb Wall := 10•psf•H Floor := 12•psf•7ft•lbb Total := Roof + Wall + Floor OTM„ := vb•1bb•H OTM„, = 30230.1 lbft E OTM, := b •1bb•H OTM, = 11170.41b ft P t OTM„, - DLR Uw ibb OTM, - DLR, U, Ibb U:= max(U Roof = 1601b Wall = 900 Ib Floor = 420 Ib Total = 14801b DLR := 0.6Total l DLR = 2220 Ib ft Seismic Resisting Moment: DLR., := (0.6 - 0.14•SDs)Total• ]bb DLR., = 1696.81bft 2 U = 5602 Ib U, = 1894.71bb U = 56021b Plate Height: H 9.ft vb= 671.81b& Eb = 4257.1 lb �5�te0r �pll Type P'I -3 Capaci`fy 6,88 PLF; Eb = 347.51bf t Shear Wall Type P1 -3 10d nails @ 3" O.C. Capacity = 492 PLF sr 1 S1MpSON IIOLDOW N CHARTER HOMES 'SITTS & HILL ENGINEERS INC. a 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 .Fax (253) 474 -0153 PROJECT: 2008 PLAN 13110 Lateral.mcd 06/23/06 design KJ chk GRL 59 Floor Wall Line C: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: OTM := vc•1c-11,„ Seismic Overtuming: Wind Resisting Moment: Net Uplift: Lc := (6.3 + 6.3)•ft Plate Height H := 9.ft TW:= 19-ft•0.5 Vc psa•Le H + p (TW – L Hi + V V = 2249.3 Ib V vc := — Lc E22 Ec Ell 19•ft•0.5 + I5.5•ft 0.5 Ec = 15151b 50- • 46•ft Ec E — Lc lc = 6.3•ft Roof 16-psf•3.5-ft•lc Roof =352.816 Wall := I0-psf•Hw Ic Wall = 567 Ib Floor := 12•psf-Oft•le Floor = 0 Ib Total := Roof + Wall + Floor Total = 919.8lb E OTM, := — DLR := 0.6Tota1.2 Seismic Resisting Moment: DLR := (0.6 – 0.14•Sos)Tota1• lc 2 OTM, – DLR U,„: lc U OTM – DLR lc U = max(Uw, Us) vc= 178.51bft E = 120.21b ft-1 Shear Wall Type P1 110d halls @ Capacity 355 i'LF, Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 254 PLF OTM„,= I0121.61bft OTM, = 4869.8 lb ft DLR = 1738.4 lb ft DLR = 1328.71b ft U = 1330.716 U = 562.1 lb U = 1330.7 Ib RUSE I-1D8 SIMPS;ON STRAP,TIg,HOLDOW N CHARTER HOMES ' SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 • Fax (253) 474 -0153 PROJECT: 2008 PLAN 13110 Lateral.mcd 06/23/06 design KJH 60 chkBRL Floor Wall Line 1: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Overturning: Seismic Overtuming: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: LI := (25 + 9)ft Plate Height: H := 9 ft TW := 30•ft -0.5 V! = psa + psc.(TW – L -H + V11 V = 36901b V Wind Shear: vl :_ — Lt Seismic Base Shear: El := E + E El = 4257.1 lb Seismic Force: E := El E = 125.21bft 1 Shear velj =Type'P 6 — L1 C6110cHy 254 PLF.; Check wall section: 11 := 9•ft Dead load resisting: Roof := 16•psf- 2.5401 Roof = 3601b Wall := 10•psf- 11 Wall = 16201b Wall := 12- psf- 0.670•I1 Floor = 0 Ib Total := Roof + Wall + Floor Total = 432.4 Ib OTM v1.11 -1-1 E OTM,:= .11 -H P1 DLR„, := 0.6Total. 2 DLR, :_ (0.6 – 0.14•Sns)Total• 11 2 OTM – DLR„ Uw. 11 OTM, – DLR, U, 11 U := maxi; OTM = 8790.9 Ib ft OTM, = 7244.3 lb ft DLR,, = 1167.4 lb ft DLR, = 892.3 Ib ft U = 847.11b U, = 705.81b U = 847.1 lb vi = 108.51bft 1 Shear Wail Type P1 10d nails @ 6" O.C. Capacity = 355 PLF NO:1101.tiOl? N fl (40 CHARTER HOMES 'SITTS & HILL ENGINEERS INC. =2901 SO. 40th St., Tacoma, WA 98409 -5697 'Telephone (253) 474 -9449 Fax (253) 474-0153 PROJECT: 2008 PLAN 13110 Lateral.mcd 06/23/06 design KJH chk BRL 61 Floor Wall Line 2: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Overtuming: Seismic Overturning: Wind Resisting Moment: L2:= (I3)ft TW := 30•ft•0.5 V2 psa• + ps0.(TW - L + V22 V2 = 36901b Wind Shear: v2 := V2 v2 = 283.81bft t Shear Wall Type P1-4 L2 10d nails @ 4" O.C. Capacity = 528 PLF Seismic Base Shear: E2 E 0.5 + E22.0.5 E2 = 4257.1 lb ShOONatl 1 : 4 Seismic Force: E2 = E2 E2 = 327.51bff t 40driads @ 4" &O. L2 Papecity = 377 I?LF• ' : Check wall section: 12 13•ft Dead Toad resisting: Roof := I6•psf•2.5•ft-12 Roof = 520 1b Wall := 10.psf.H, 12.2 Wall = 23401b Floor := 12•psf•0.67ft-12 Floor = 104.5 Ib Total := Roof + Wall + Floor Total = 2964.5 Ib OTM := v2.12 H E OTM, ? •12•H W Pt DLR,„ := 0.6Total. 22 Seismic Resisting Moment: DL 12 g DLR, := (0.6 - 0.14•Spg�Total• 2 Net Uplift: OTM - DLR UW 12 OTM, - DLR, 12 OTM = 332101b ft OTM, = 27367.41b ft DLR„ = 11561.6 lb ft DLR, = 8836.91b ft U = 1665.3 lb U, = 1425.41b Plate Height: H 9.ft U max(U U = 1665.31b USE STH08Ft 1 SIMPS0W STRAP TIE HOLP(' WN CHARTER HOMES 1 Keystar, Inc. c/o R.N. Parnell C&'inpany 4422 -187 Place SE Issaquah, Washington 98027 Attention: Mr. Robert N. Parnell, P.E. Subject: Dear Mr. Parnell: SITE AND PROJECT DESCRIPTION Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting FILE Copy Perm!* No. Report of Geotechnical Services 9 Lot Short Plat on South 130 Street Tukwila, Washington 1 -631 February 9, 2000 — REVIEWED FOR CODE COMPLIANCE ::zrize JUN 1 1 2007 Of Tukwila B ILDIII Dal °zt -�'' "h APPROVED Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a copy of the above - referenced report. This report presents the results of our subsurface exploration and geologic reconnaissance study relative to foundation and construction considerations, as well as the City of Tukwila Sensitive Area designations for the project site. The field evaluation was completed on January 24, 2000. The purpose of the evaluation was to establish general surface and subsurface conditions at the site from which conclusions and recommendations regarding foundation design and construction considerations could be formulated, and to address Sensitive Area designations as defined by the City of Tukwila. The scope of our work consisted of subsurface test pit explorations, a visual reconnaissance, geotechnical engineering analyses, and preparation of this report. We expect that changes in existing site grades will consist of minor cuts in the westem portion . of the site, and minor cuts and fills in the 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 acce geotechnical engineering practices for the exclusive use of Keystar, Inc., and their specific application to this project. LA NOV 15 2006 PERMITGENIER 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, 1923136 Avenue W>, Suite B201 Lynnwood, Washington 98036 71 (54N 1 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, eastem portion of the site. The total site relief across the site is about 34 feet. Based upon preliminary site plans, we understand that the proposed development will consist of nine single- family residential lots, construction of a cul -de -sac connected to South 130 Street, and installation of a stormwater water quality vault. Finished floor elevations and grading plans were not provided at the time of our evaluation. The buildings would be sited radially around the proposed cul-de -sac and would encompass both the flatter westem portions of the site and the steeper eastern side of the site. The proposed nine -lot subdivision and cul -de- sac, as well as the approximate locations of the explorations accomplished for this study, are shown on the Site and Exploration Plan, Figure 1. Once building elevations are finalized, we recommend that ZZA be allowed to review the plans in order to determine that the recommendations presented herein are suitable for the proposed design and have been correctly interpreted. FIELD EXPLORATION The subsurface exploration program conducted for this study consisted of completing five test pit explorations across the site. Test pits TP -1 through TP -3 were advanced on the moderately steep east - facing slope that encompasses the eastern portion quarter of the site. The remaining two test pits were advanced in the western portion of the site. Locating the test pit explorations was based upon the Site and Exploration Plan, Figure 1, and measuring from existing site features. The test pit explorations were completed to depths ranging from 8.5 to 10 feet below the existing ground surface. Ground surface elevations at the test pit locations were interpreted from the topographic information presented in Figure 1. An experienced engineering geologist from our firm monitored the test pit explorations and logged the soil and groundwater conditions encountered. Dynamic Cone Penetrometer tests were completed in general accordance with ASTM Special Publication No. 399 to assess relative soil density. Subsurface Conditions 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 IM91 _ 2.0...,.w.•. 11/ C. a.. D9/11 Zipper Zeman Associates, Inc. 1 . r 1 1 1 1_ r 1 1 1 1 1 1 1 1 t. 1 9 Lot Short Plat on South 130 Street Tukwila, Washington J -63I 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 reconunendations presented in this report. Groundwater 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 4. 1 1 1 1 1 1 1 1 1 1 1 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 5 Site Preparation We anticipate that this project will require minor cuts and fills to establish the access road and building pad grades. Site preparation should include the removal of all vegetation, root mass, organic soils, existing structures, undocumented fill material, and any deleterious debris from building and paving areas, or those locations where "structural fill" is to be placed. Preparation for site grading and construction should begin with procedures intended to drain ponded water and control surface water runoff. It will not be possible to successfully utilize on- site soils as "structural fill" if accumulated water is not drained prior to grading, or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on -site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork and foundation construction phases of the project Following clearing and grubbing, organic -rich silty sand and sandy silt topsoil will need to be stripped in the building and pavement areas, as well as those areas to receive structural fill. Topsoil thickness is anticipated to be between 4 and 6 inches in these areas. Localized areas of deeper organics, such as root systems, may be encountered within the project site and should likewise be removed. Any excavations that extend below finish grades should be backfilled with structural fill as outlined subsequently in this report. In our opinion, the topsoil is not suitable for reuse as structural fill and should therefore be exported from the site or used for Landscaping purposes. After stripping of the topsoil is completed, the exposed soils will generally consist of silty sand to sandy silt with trace to some gravel. After stripping, and prior to placement of structural fill, we recommend that foundation, floor subgrade, sidewalk and pavement subgrade areas, and areas to receive structural fill be proofrolled and compacted to a firm and unyielding condition in order . to achieve a minimum compaction level of 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure. Due to the silty nature of the near - surface soils, proofrolling and adequate compaction can only be achieved when the soils are within approximately 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 Zipper Zeman Associates, Inc. 19231 — 361y 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 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 bacldll 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 5201" Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington The suitability of soils for structural fill use depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, or impossible, to achieve. Generally, . soils containing more than about 10 percent fines by weight (based on that soil fraction passing the U.S. No. 4 sieve) cannot be compacted to a 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 J -631 February 8, 2000 , Page 7 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 spalls, may be necessary until vegetation is established. Temporary and Permanent Cut Slopes Temporary slope stability is a function of many factors, including the following: 1. The presence and abundance of groundwater, 2. The type and density of the various soil strata; 3. The depth of cut; Zipper Zeman Associates, Inc. 19231— 361y Avenue W., Suite 8201 Lynnwood. Washington 98036 (425) 771-3304. 9 Lot Short Plat on South 130 Street Tukwila, Washington 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 spatting. 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 (IH:I V). We recommend that temporary cuts exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and destabilization. We generally recommend all permanent slopes be designed at a 2H:1 V inclination or flatter. It has been our experience that the permanent slopes steeper than 2H:1 V will tend to ravel and slough to a flatter inclination over time. In addition, with the steeper slopes, topsoil erodes readily and it is more difficult and takes longer to establish vegetation for slope protection. Shallow Foundations 4. Surcharge loadings adjacent to the excavation; 5. The Length of time the excavation remains open. All footings should be founded on the medium dense to dense native soils, or on compacted structural fill which is placed above a stripped and properly prepared subgrade. Footings should not be founded on or within loose or disturbed native or fill soil unless it has been evaluated and approved by the geotechnical engineer. Continuous or column footings may be designed for a maximum allowable bearing pressure of 2,000 psf. A one -third increase in these bearing pressures may be used for short-term wind or seismic loading. For building and retaining wall foundations, we recommend using an allowable base friction value of 0.35 and a maximum allowable passive resistance of 225 pcf for those foundations embedded at least 18 inches below finish grades. Exterior footings should extend at least 18 inches below adjacent grade for frost protection, while the interior footings should extend at least 12 inches below adjacent grade. We also recommend that all foundations be set back at least 5 feet horizontally from the face of any slope which is steeper than 20 percent. This distance should be measured horizontally from the side of the footing to the slope face. We recommend that all continuous and isolated footings be at least 15 and 18 inches in width, respectively. 19231 — 36ty Avenue W., Suite 13201 J -631 February 8, 2000 Page 8 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 1 1 1 1 1 1 • 1 1 1 1 1 • 1 1 • 1 9 Lot Short Plat on South 130 Street Tukwila, Washington 1 -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 V2 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 8201 - Lynnwood. Washington 98036 (425) 771 -3304 9 Let Short Plat on South 130 Street Tukwila, Washington Backfilled Walls J -631 February 8, 2000 Page 10 placed both above and below the membrane. The sand cover will provide protection for the membrane and will promote uniform curing of the concrete slab. The sand cover should be moistened and tamped prior to slab placement. Depending on final building configurations and floor grades, it may be appropriate to provide underslab drainage for the new houses. All backfill placed behind walls or around foundation elements should be placed in accordance with our recommendations for structural fill. The following recommended earth pressures, presented as equivalent fluid weights, are based on the assumption of a uniform level backfill with no buildup of hydrostatic pressure behind the wall. To minimize lateral earth pressures and prevent the buildup of hydrostatic pressures, the backfill within 24 inches of the wall should contain less than 5 percent fines, based on that portion passing the U.S. No. 4 sieve, coupled with a perforated pipe drain placed at the base of the wall backfill, similar in configuration to that described for the perimeter footings. The upper 1 -foot of the wall backfill should consist of a low permeability silty soil and be sloped away from the wall in order to reduce the potential for surface water infiltration behind the wall. If the backfilled walls are structurally restrained from lateral movement at the top, we recommend that they be designed for an "at -rest" equivalent fluid weight of 55 pounds per cubic foot(pct). 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 8201 Lynnwood, Washington 98036 (425) 771 -3304 1 1 1 1 1 1 1 1 1 1 1 1 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 11 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 backfiIl 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 spells and possibly a geotextile. We recommend using a minimum 1 foot thickness of 4 to 6 inch quarry spells which are underlain by a geotextile with similar strength characteristics as Amoco 2016 woven fabric. Construction Considerations The native soils that will be exposed upon completion of stripping contain a significant percentage of fine- grained particles. These silty soils are susceptible to disturbance, particularly when wet. We recommend that the contractor make every effort to minimize disturbance of stripped surfaces. These efforts may include directing_ surface water away from open excavations and the placement of a crushed rock or concrete mud slab surface in the footing trench excavations. If site work is accomplished in wet weather, the placement of clean sand and gravel below paved areas would promote future drainage and improve subgrade support. In addition, vehicle traffic over wet subgrades or prepared areas should be minimized. Application of these measures will reduce the likelihood of additional overexcavation of disturbed soils and associated costs for export and import will be reduced. Zipper Zeman Associates, Inc. 19231 — 361y Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771 -3304 1 1 1 1 1 9 Lot Short Plat on South 130' Street Tukwila, Washington CLOSURE The conclusions and recommendations presented in this report are based on the explorations accomplished for this study. The number, location, and depth of the explorations for this study were completed within the site and scope constraints of the project so as to yield the information necessary to formulate our recommendations. Some of the plans for this project were in the preliminary stage at the time this report was written. Under the circumstances, it is recommended that we be provided the opportunity for general review of the project plans and specifications in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity and performance of the foundation systems at this site depend greatly on proper site preparation and construction procedures. Field judgement by a qualified engineer will be necessary in order to determine the adequacy of the site drainage and foundation support systems. Therefore, because of our familiarity with the site soils, we recommend that Zipper Zeman Associates, Inc. be retained to provide geotechnical engineering services during the earthwork and foundation construction phases of the project. If variations in the subsurface conditions are observed at the time of construction, we would be able to provide additional geotechnical engineering recommendations to the contractor and owner in a timely manner as the project construction progresses. If other engineering or soil inspection firms are used during earthwork, we recommend that the transfer of responsibility be completed in accordance with Volume 1, Section 3317.9 of the Uniform Building Code. We appreciate this opportunity to be of service to you, and would be pleased to discuss the contents of this report or other aspects of the project with you at your convenience. EXPIRES 4/3/2000 .) Enclosures: Figure 1— Site and Exploration Plan Test Pit Logs TP -1 through TP -5 Respectfully submitted, Zipper Zeman Associates, Inc. J ate, G e.n.a James P. Georgis Staff Geologist James B. Thompson, P.E. Principal Zipper Zeman Associates, Inc. 19231— 36ty Avenue W. Suite 13201 Lynnwood, Washington 98036 ck J -631 February 8, 2000 Page 12 (425)771 -3304 I I 1 0 LEGEND G`TP -1 Test pit number and approximate location. I Reference: Drawing entitled: " Keystar, Inc., Proposed 9 Lot Shot PIC, prepared by RN Parnell Company, last revised 12/09/99. 60 30 0 SCALE IN FEET 60 ZIPPER ZEMAN ASSOCIATES INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO. J-631 DATE: JANUARY 2000 DRAWN BY: JPO SCALE: I 60' 9 LOT SHORT PLAT ON SOUTH 130'" STREET TUKWIfA, WASHINGTON SITE AND EXPLORATION PLAN FIGURE 1 1 1 1 1 1 19231 36"' Ave. w. auaw ......, .,��.. _. Test Pit TP -1 Project: 9 Lot Short Plat on South 130 Street Project No: 1631 Date Excavated. 1/24t2000 Location: See Site and Exploration Plan, Figure 1 Elevation: 75 Feet Depth (ft) Material Description Sample Nc %M Testing 6" loose, moist to wet, brown, fine sandy silt with trace gravel and fine organic Stiff, moist, mottled gray -brown, fine sandy SILT. 2.0 S'1 17 Medium dense grading to dense at 4', moist, mottled gray - hrown, silty SAND with pace to some gravel. (Weathered glacial till) 4.0 30 6.0 8.0 Vay dense, moist, gray, silty SAND with trace to some gravel (Unweathered glacial tr11) 10.0 Test pit terminated at 10 feet on 1 - 24 - 00. No seepage or caving observed at time of exploration. 12.0 14.0 16.0 18.0 1 1 1 1 1 19231 36"' Ave. w. auaw ......, .,��.. _. 1 1 1 1 1 1 1 1 Test Pit TP -2 Project: 9 Lot Short Plat on South 130 Street Project No: 3-631 Date Excavated 1/24/2000 Location: See Site and Exploration Plan, Figure 1 Elevation: 76 Feet Depth eft) Material Description Sample Nc %M Testing 4" Loose, moist to wet, brown, silty SAND with some organic material. (Topsoil) Loose to medium dense, moist, mottled gray- brown, silty SAND with trace to some 2.0 gravel. Wire mesh observed at 1.8 feet (Fill) S -1 10 Loose to medium dense, wet, mottled gray-brown, thinly interbedded silty fine SAND and stiff sandy SILT with some fine sand and trace clay. 4.0 S-2 10 6.0 Medium dense grading to dense at 6', moist to wet, gray- brown, silty SAND with some gravel. (Glacial nil) 8.0 10.0 Test Pit tenninated at 10 feet on 1- 24-2000 with bedtime refusal. No seepage observed at time of exploration. Slight caving above S feet. • 12.0 14.0 16.0 18.0 1 1 1 1 1 1 1 1 1 1 1 LJ1Y a a-� 19231 3e Ave. W. Suite 8201, Lynnwood, Washington 9611,0 Test Pit TP -3 Project: 9 Lot Short Plat on South 130' Street Project No: 3431 Date Excavated. 1/24/2000 Location: See Site and Exploration Plan, Figure 1 Elevation: 78 Feet Depth (0) Material Description - Sample N %M Testing 4" loose, moist to wet, brown, silty SAND with routs and fine organic material. \ (Tapsoil) 2.0 Loose, moist grading to wet, brown, silty fine to medium SAND grading tonne to medium SAND with some silt. S -1 3 4.0 S -2 6 Dense grading to very dense, moist, gray -brown, silty SAND with trace to some gravel and trace cobbles. (Glacial 1171) One foot diameter boulder encountered at 6.5' 8.0 Test Pit terminated at g.5 het on 1-24-2000 with backhoe refusal. No seepage observed at time of exploration. Slight caving from 3.5 feet • 10.0 12.0 14.0 16.0 18.0 1 1 1 LJ1Y a a-� 19231 3e Ave. W. Suite 8201, Lynnwood, Washington 9611,0 1 1 1 1 aaa 19231 36N Ave. W. Suite B201, Lynnwood, Washington 98036 Test Pit TP-4 Project: 9 Lot Short Plat on South 130r Street Project No: J-631 Date Excavated 1/24/2000 Location: See Site and Exploration Plan, Figure 1 Elevation: 97 Feet Depth (ft) Material Description Sample N %M Testing 6" Loose, wet, brown, silty SAND with some organic material and fine toots. .(Topsoil) 2.0 Loose to medium dense, moist to saturated, gray -brown, silty SAND with trace gravel. 8 - 1 to Stiff; wet, mottled gray-brown, sandy SILT with trace clay. 4.0 S -2 Dense, moist, light gay- brown, silty fine SAND with Max gravel to very stiff fine, sandy SILT. ( Glacial Till) 6.0 1 i 8.0 S-3 10.0 Test Pit Terminated at 10 feet on 1-24-2000. Slight seepage observed at 2 fat at time of exploation. No caving observed. 12.0 14.0 16.0 18.0 1 1 1 1 aaa 19231 36N Ave. W. Suite B201, Lynnwood, Washington 98036 April 27, 2007 Kevin Kaul Charter Homes Inc. 601 Union St, Ste 5100 Seattle WA 98101 RE: Request for Permit Application Extensions Charter Homes Inc. Dear Mr. Kaul: City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director This letter is in response to your written request for an extension to Permit Application Nos: D06 -412 M06 -244 PG06 -205 D06 -433 M06 -256 PG06 -219 D06 -434 M06 -257 PG06 -220 D06 -435 M06 -258 PG06 -221 The Acting Building Official has reviewed your letter and considered your request to extend the above referenced permit applications. The City of Tukwila Building Division will be extending the expiration date of 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. Sincerely, arshall Permit Technician File: Permit No. D06 -413, D06 -433 -435 M06 -244, M06- 256 -258 PG06.205, P006 -219 -221 P.Vami&Exteneioo Isttas\Pemit Applicatiom006412++ Application Ezomsioadoc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 CI-IART[fl 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 1 D06-412 2.O06=FT3 T D06-433 '4 D06 -434 ti D06 -435 plication #'s 05 I W 60I Plumbing and Gas applications -06 -204 1 PG06 -205 riv 2 - PG06:206' 3 PG06-207 IVh17 C PG06 -219 ti PG06 -220 \ aC fro If PG06 -221 Thank you for you consideration, Kevin Kaul Production Manager Charter Homes Inc. 206- 947 -2205 Mechanical applications Mtw -Z43 1 M06 -244 t- M0CF245 3 /0 1136-246 M06-25 '4 M06 -257 M06 -258 65 April 26, 2007 arv APR 2 6 2007 rcE, ocipi U PI ± \co, p Km- -A tglig0 -/ k t1-1 I April 20, 2007 Kevin Kaul Charter Homes, Inc. 601 Union St, Ste 5100 Seattle WA 98101 Dear Mr. Kaul: City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 2 Development Permit Application D06 -434 Charter Homes, Lot 5 —13021 38 Ln S This letter is to inform you that your resubmittal received at the City of Tukwila Permit Center on April 17, 2007 is determined to be incomplete. Before your application can continue the plan review process the following 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 site plan that encompasses all lots and shows access from public road and location of nearest fire hydrant location. Please note that this also must be the same size as the other plan sheets. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accented through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Enclosures File: D06 -434 P:UenniferMncomplete t.ette' x12006 \Building\D06 -434 Incomplete LIT #2.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS April 19, 2007 Charter Homes D06 -412, D06 -434 13016 38 Lane and 13021 38 Lane LDR The Planning Division of DCD has reviewed the above permit application. The application as submitted is approved with the following condition(s): 1. Prior to final approval the landscaping must be installed on each individual lot. Please refer to the landscaping plan that was approved as part of L03- 047. Occupancy for the homes will not be granted until the landscaping is installed. 04 -05 -2007 ICEVIN KAUL 501 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit Application No. 1)06 -434 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, xc: Permit File No. D06 -434 City of Tukwila Steven M. Mullet, Mayor Department of Community Development ' Steve Lancaster, Director 6300 Southcenter Boulevard, Sulte #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 November 20, 2006 RE: Letter of Incomplete Application # 1 Development Permit Application 006 -434 Charter Homes, Lot 5 — 38xx S 130 St Kevin Kaul Charter Homes, Inc. 601 Union St, Ste 5100 Seattle WA 98101 Dear Mr. Kaul: Sot City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 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 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 messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Enclosures File: 006 - 434 P:Vennifer\Incomplete Letters120061Buildina\D06.434 Incomplete Ltr #I.DOC )ern 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 -434 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. Update the site map to reflect the tree planting plan that was approved under L05 -006. 2. The front door must face towards 39 Ave South (TMC 18.50.050). 3. There is a proposed 15 -foot utility easement along the east property line. See the pending short plat application (L03 -047). 4. The rear setback is ten feet not five feet as indicated on the plans. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 523.50 10] —1,000 537.00 1,001 - 10,000 549.25 10,001 — 100,000 549.25 for 1 10,000, PLUS 524.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1" 100,000, PLUS 513.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for I 200,000, PLUS 57.25 for each additional 10,000 or fraction thereof. V BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL. FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME CH14 Hopi a( ? )PERMTT 72)0(o .1-31- (e /30$/•;n L.+ 5.) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than 5200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C+D) 500 5. Enter total excavation volume cubic yards Enter total fill volume 50 cubic yards 40oo %o%ao D 4 Sao $ Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. GRADING Plan Review and Permit Fees $ TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4 +5) $ 7.402. .t The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2006 1 (5) (4) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 – 1,000 $37.00 for 1" 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 - 15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50%) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 - (10%) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL. FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 18 to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 5 $ (tz — (6) (7) 0 $ 23 - (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installatlon Cascade Water Alliance RCFC 01.01.2007 -12 .31.2007 Total Fee 0.75 3600 35297 35897 1 31100 313,242.50 314,342.50 1.5 32400 326,485 328,885 2 52800 $42,376 $45,176 3 54400 $84,752 389,152 4 37800 $132,425 5148,015 6 312500 $264,850 3277,350 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PWmayadjust 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 G. Other Fees (5FR)Teetvit• Otocurtgioci Teri'( fet Fog Stg (G) HoustC . 4 9 6= DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Last Revised Jan. 2006 Total A through E $ $ joss $ / Zoo t% Total A through G ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE 0.75" 2.5" $300 $1,000 Temporary Meter 3 $ ( atm (10) Part A: (To Be Completec�by Applicant) , , Purpose of Certificate: ❑ Building Permit ❑ Preliminary Plat or PUD ❑ Other Short Subdivision ❑ Rezone Proposed Use: O Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other A Applicants Name: `` Phone: Bo b -- / - 11 or.� astir PP Chne+7"e�" IhmP.s file_ (20c)r5r.3- /F39,3 l /Or r Property Address or Approximate Location: Tax Lot Number. i - •- 1 . 3 R 2 1 S ' 1; CM =5\ . 7,3 s © i Legal Description(Attach Map and Legal Description if necessary): L( Taro 54, suers, Sc. Sml-erta-►oavcrra IJeS bcwiS Rej &a-F Laic 8 /QLW ,Part. B:. (To Be Complete/el 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 ® 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 sitS; and /or ® (3) other (describe): Rein lore ✓I it *c.&.r /01/2 (4Jrco.4 Cavyk 2. (Must be completed if 1.b above is checked) Cii 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. 51 a. The proposed protect 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) IGng 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.) CIlYOF b. Easements: ❑ Required • ❑ May be Required NOV .1 5 2006 c. Other. PERMITCB1TER rnc ,rowaM , CERTIFICATE: OF SEINER 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•,� a date of signat re. By Pio Title 14816 Military Road South P.O. Box X 7 50 Tukwila, ON 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 2/2 PA; Date spok -�I�-I The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist orthat may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the-subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District pr applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the gover'nniental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/NonAvailability and this Attachment, and fully undefstand the terpzs and conditions herein. Applicant's Signature ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILITY . 9/9/ Date vF1 F 4 1 4ot l m u 110 14,kt, Site address (attach map and legal description showing hydrant location and size of main►: 32a7 S. 13o.PA sT CS ;VIM )) • � ..� . Gib �)K.1 o�s amt: Address: /poi (Qhi �i tf Sion Phone: , r , , to g 8 0 ddress: Phone: This certific Is for the p poses 6 3 I - "*esldentlat Building Permit ❑ Preliminary Plat ❑ Commercial /Industrial Building Paring ❑ Rezone Estimated number of service connections end water meter size(s): Vehicular distance from nearest hydrant td the % I LI f t �ltr 125 ft. Area is served by (Water Utility District): !1 tl f tr Owner /Agent Signature "MAMA ts'1`4 nir 1. The proposed project Is within 1 t - Last.( /r. t CC �t Y+•l 2. o mprovements required. 3. The improvements required to upgrade the water system to bring It Into compliance with the utilities' comprehensive plan or to meet the minimum 11ow'requirements of the project before connection end to meet the State cross connection control requirements; Mae separate sheet it more room Is needed) 4. Based upon the Improvements listed above. water can be prtge, and will be available at the site with a flow of Z CO gem et 20 psi reslduel for a duration of 2 hours at a velocity of fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements In Rem B -2 are met. ❑ System Is not capable of providing service to this project. I hereby certify that the above Information Is true and correct. �.v CITY OF TUAWILt . Community Development Department Permit Center 63120 Southcenter Blvd., Suite 100 Tukwila, WA 98188 N f Pt- 70(0- a y -2 — ?s 7 CERTIFICATE OF WATER AVAILABILITY Required only It outside City of Tukwila water district Attachment to Certificate of Water Availability. Date Permit Center/Build' Division: 206431.3070 Public Works Department: 206- 433 -0179 Planning Division: 206-431-3670 ❑ Short Subdivision ❑ Other (City /County) RECBVED eiTYncritmois NOV 1 b ZUOII IInn PB3MITCENTER /- -t., - 06 B y Date 2 -0`9 This certificate is not valid without Water District No. 125's attachment entitled 1�o(o -yam ' PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -434 DATE: 04 -26 -07 PROJECT NAME: CHARTER HOMES, LOT 5 SITE ADDRESS: 13021 38 LN S Original Plan Submittal X Response to Incomplete Letter # 2 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: BuiitlingDi n P p I FJYVl or tl" t Comments: Approved ❑ Notation: Documents/routing flip.doc 2-28-02 REVIEWER'S INITIALS: Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUjING: Please Route Structural Review RequiredStructural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved with Conditions Fore rev 191 No further Review Required DATE: DATE: Planning Division ❑ Permit Coordinator ❑ DUE DATE: 05-01-07 Not Applicable ❑ DUE DATE: 05-29-07 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -434 DATE: 04 -17 -07 PROJECT NAME: CHARTER HOMES, LOT 5 SITE ADDRESS: 13021 38 LN S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works ss ;PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP tgi � dry( - �1 Fire revention Structural DETERMINATION OF COMPLETENESS: (Tues., Thyrs.) Complete ❑ Incomplete I Comments: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2.28-02 DUE DATE: 04-19-07 Permit Center Use Only INCOMPLETE LETTER MAILED: �(� LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire tia Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: Oa Mv c- 44( Planning Division Permit Coordinator ❑ Not Applicable ❑ DUE DATE: 05-17 -07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -434 DATE: 11 -15 -06 PROJECT NAME: CHARTER HOMES, LOT 5 SITE ADDRESS: 38XX S 130 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., T)turs.) Complete ❑ Incomplete rLt /JI Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Itkiat Departments determined incomplete: Bldg ❑ Fire PIng‘14 PW ❑ Staff Initial TU ES/TH U RS, ROUTING: Please Route 1 ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slipAoc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP t ,mac 5a dctnt, I Fire Prevention Structural LETTER OF COMPLETENESS MAILED: Planning Division it/ Permit Coordinator ❑ DUE DATE: 11-16-06 Not Applicable ❑ No further Review Required DATE: DUE DATE: 12 -14 -06 Approved with Conditions ❑ Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: "us/ 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. the mail, fax, etc. Date: A Plan ChecWPermit Number: � Response to Incomplete Letter # �d— ❑ Response to Correction Letter # ❑ Revision # _ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Charter Homes, Lot 5 Project Address: 130 1 38 L /f /t v \applications Vorms- applications on line\revision submittal Created: 8 -13 -2004 Revised: �, (mice- ci zE — &c)6& 7 Sry Set Revisions will not be accepted through D06 -434 a Steven M. Mullet, Mayor Steve Lancaster, Director Ftsca C lA APR 26 2007 NE11Ae41 cE�A(TEh Contact Person: f. ✓/N L Phone Number: 2296 147 Z 2os� Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by Entered in Permits Plus on ( l I at* 5 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, far, etc Date: City of Tukwila c6 Entered in Permits Plus on d j 41 tapplatatiaasVorrnsapplicattoas on I nelrevnion aubmn d Created: 1-13-2004 Revised: Department of Community Development 6300 Soad>aater Boulevard, Suite 8100 Tukwila, Washington 98188 Phone: 206431 -300 Fax: 206431 -3665 Web site: hap :!/www.ci.tukwila.waw w Plan ChecWPermit Number: l Dbfo — '1 e't Response to Incomplete Letter 8 I Response to Correction Letter 8 ❑ Revision 8 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED CITY OF TIMAMA APR 17 1007 pERWT CENTEF Project Name: 71 U thrtn l 1. -.R+V S L oT 5 CI 410 Mt S Project Address: 13o2-1 3 16..01.- $tt LANS Snc► -1 Contact Person: KF411 /J Phone Number: 2A(0 4 3(i 7 Z2.0 S Summary of Revision: /-- r5 j rs »lisp 7- , Sit, �✓ Ts r ,Qg vanavws 2-- fi sispVG¢ «ev ss' ,v T i a t>;,� , rzf £T -- A4 /S anti rr F¢T yenta ,r 13 ,4 ,vt ` /— CH9,vlf . PFoft StrR,4c,e 7b /0 F.en Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by- 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 512,000.00 05/06/2004 Business Owner Information Name Role Effective Date Expiration Date LUDDEN, MARK PRESIDENT 05/06/2004 Look Up a Contractor, Electrir;an or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. License Information License Licensee Name Licensee Type UBI Ind. Ins. Account Id Business Type Address 1 Address 2 City County State Zip Phone Status Specialty 1 Specialty 2 Effective Date Expiration Date Suspend Date Separation Date Parent Company Previous License Next License Associated License CHARTHI962KF CHARTER HOMES INC CONSTRUCTION CONTRACTOR 602386032 CORPORATION 601 UNION STREET SUITE 5100 SEATTLE KING WA 98101 2063224393 ACTIVE GENERAL UNUSED 5/6/2004 5/6/2008 BAYDEC•022MB CAMBRPL953NE httns:// fnrlress. wa. onv/ Ini/ hhin/ nrinter .aanx7T.icense= CHARTHT962KF 06/15/2007