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HomeMy WebLinkAboutPermit D06-433 - Charter Homes - Lot 7CHARTER HOMES LOT 7 1301238LNS D06 -433 Parcel No.: 7340600809 Address: 13012 381 N S TUB:W Suite No: Tenant: Name: CHARTER HOMES - LOT 7 Address: 13012 38 LN S , TUKWILA WA Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206- 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Owner: Name: CHARTER HOMES INC Address: 601 UNION ST, SUITE 5100 , SEATTLE WA 98101 Phone: Contact Person: Name: KEVIN HAUL Address: 601 UNION ST, STE 5100 , SEATTLE WA 98101 Phone: 206947 -2205 Contractor: Name: CHARTER HOMES INC Address: 4616 25 AV NE #598 , SEATTLE WA 98105 Phone: Contractor License No: CHARTHI962KF City\.af Tukwila �. DEVELOPMENT PERMIT * *continued on next page** Permit Number: D06 -433 Issue Date: 07/31/2007 Permit Expires On: 01/27/2008 Expiration Date: 05/06/2008 DESCRIPTION OF WORK: CONSTRUCTION OF 3016 SF SFR WITH 463 SF ATTACHED GARAGE (REFERENCE PW04 -093) PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, AND DRIVEWAY ACCESS. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction: $292,001.41 Fees Collected: $5,760.69 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction VB Occupancy per IBC: 22 doc: IBC - 10/06 D06 -433 Printed: 07 -31 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End lime: Land Altering: Y Volumes: Cut SO c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start lime: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Storm Drainage: 1' Street Use: N Water Main Extension: N Water Meter: N Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this pe construction or the pe Signature: Print Name: -ia City owiTukwila 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 it does not pre ume to give authority to violate or cancel the provisions of any other state or local laws regulating rmance of w4 ..Icp authorized to sign and obtain this development permit. Date: 77? //0 K /AJ io/G Private: Public: Profit: N Non - Profit: N Private: Public: Permit Number: D06 -433 Issue Date: 07/31/2007 Permit Expires On: 01/27 /2008 Date: 1 _7N I — 07 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC-10 /06 D06-433 Printed: 07 -31 -2007 Parcel No.: 7340600809 Address: Suite No: Tenant: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Cond - 10/06 13012 38 LN S TUICW City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us CHARTER HOMES - LOT 7 PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -433 ISSUED 11/15/2006 07/31/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 12: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 13: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila D06-433 Printed: 07- 31.2007 Permit Center. 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (2064313670). 17: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official front requiring the correction of errors in the construction documents and other data. 18: ** *PLANNING DIVISION CONDITIONS * ** 19: Prior to fatal 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. 20: ** *FIRE DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.cf.tukwila.wa.us 21: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 22: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 180 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 23: Fire hydrants shall conform to American Water Works Association specifications C- 602 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 24: Fire hydrants shall be oriented in the direction of fire apparatus access. 25: Fire hydrant installation requires a Public Works permit. 26: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 608.1) 27: Maximum grade for all projects is 15 %. 28: Adequate ground ladder access to rescue windows shall be provided. 29: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 30: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 31: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 32: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 33: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** doc: Cond -10/06 D06-433 Printed: 07 -31 -2007 doe: 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 * *continued on next page ** 34: 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. 35: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 36: 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. 37: Any material spilled onto any street shall be cleaned up immediately. 38: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 39: The Land Altering Permit Fee is based upon an estimated 50 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. 40: From October 1 through April30, cover any slopes and stockpiles that are 311:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 41: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. D06-433 Printed: 07 -31 -2007 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: / /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. Signature: Print Name: doc: Cond -10/06 /1 is/ ei-'it- Date: 7/T f/O D06 -433 Printed: 07 -31 -2007 Lov CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htta://www. ci. tukwila. we. us r7 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print" set. eva -oil - b9 3 King Co Assessor's Tax No.: '7 3'4 O( O '- (D%0 3 Suite Number: Floor: ❑ Yes ❑..No Site Address: Tenant Name: New Tenant: Property Owners Name: rAiit t-ktMES 1 hS r . Mailing Address: t. ti t4 AS lOhl ST ClM no 5nic n V2i ' EO I City Sate tip Name:_ j<eV (1■S (tx L Day Telephone: (z tp) Ct#tF • nos Mailing Address: toot IANIlrhta 4>T 4st S In '1Ti \t3Pr ctql D) Zip E -Mail Address:_ IgAg { Crin•Ons¢ -S li tom: .. Fax Number: (WO - s as City Sate (Contiiaacfoi Company Name: Cil ?--'1 1Z k fS ) ( WC-- • Mailing Address: took lA't'ldl.) 6 ir o no R s %4SPr t City State Zip Contact Person: tSPs%At_ Day Telephone: (7017 - Z7C E- Mail Address:_ Ic t.c-.t Q Ciett:Z%4— e- 441.0vnCSthe:• w Fax Number: (`Zell') .4_ - -O'y '-- Contractor Registration Number: C.-44 A tt' TH'r - t o2— t Expiration Date: OS l CU ( 7_.00 Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: 3 it 0 v •0c 0 .l r nsrphst staidtpedIJpEngineer ofReca; Company Name: Mailing Address: Contact Person: E -Mail Address: o:Wdicanomwo m..Applieuime on IineJ.wo6 - ramie Applieadon.doe erased: 4.20% en Sate State Zip City Day Telephone: Fax Number: Zip Page I of 6 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): S t t4 Cpl t. k M t LM R9 S Will there be new rack storage? ❑ .. Yes ( ...No (If yes, a separate permit and plan submittal will be required) PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 205 c 'For an Accessory dwelling, provide the following: Lot Area (sq R): 023 Floor area of principal dwelling: 01(o 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 7 ..No If "yes ", explain: TIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers 0-Automatic Fire Alarm None 0..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes fNo If'yes", attach list of materials and storage locations on a separate 84/2 x II paper indicating quantities and Material Safety Data Sheets. $EPT C SYSTEML ❑ On -site Septic System -For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. QAApplicationsWormpApplic400ns On Line V -2006. Pmmit Applioedon.doc Rein 4-2006 bb Page 2 of 6 a , s ' d rov ,a � B xistmK dk fi t[ iall t ig f n dorms .: .. cfnRdel g Arm iii St* 0 t AddtHon iii in rwt $ trlia t ore co MO Bclojl s Y ��im § z you` aa4 YY der- t r n 1 Cd St-4 ve7 te, Fio Floors tfiu Basement Access4iy$t �lttac>zga tli(c 111 tA. .E � aetachti�(`'�nipp�t �y; ti oveiC -t- . Uncovered Deck Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): S t t4 Cpl t. k M t LM R9 S Will there be new rack storage? ❑ .. Yes ( ...No (If yes, a separate permit and plan submittal will be required) PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 205 c 'For an Accessory dwelling, provide the following: Lot Area (sq R): 023 Floor area of principal dwelling: 01(o 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 7 ..No If "yes ", explain: TIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers 0-Automatic Fire Alarm None 0..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes fNo If'yes", attach list of materials and storage locations on a separate 84/2 x II paper indicating quantities and Material Safety Data Sheets. $EPT C SYSTEML ❑ On -site Septic System -For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. QAApplicationsWormpApplic400ns On Line V -2006. Pmmit Applioedon.doc Rein 4-2006 bb Page 2 of 6 Scope of Work (please provide detailed information): S F �) 4 r Please refer* Ptj tic {?POt'ks$flettn Lf4r 1`S • Water District Tukwila ..Water District #125 .Water Availability Provided n ...Tukwila Va1Vue ❑ .. Renton ❑ .. Seattle El ...Sewer Use Certificate Sewer Availability Provided ❑ .. Approved Septic Plans Provided Minified with Application (mark boxes which amply): Re Civil Plans (Maximum Paper Size —22" x 34 ") Technical Information Report (Storm Drains ❑...Bond ❑..Insurance Easement(s) Proposed Activities (mark boxes that apply): U ...Right -of -way Use - Nonprofit for less than 72 hours ❑ . Right -of -way Use - No Disturbance NO—Construction/Excavation/Fill - Right-of-way ✓ Non Right-of-sway Oo/Total Cut 5 15 51 ...Total Fill go ,.Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water cubic yards cubic yards ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ —Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑...Water Only Meter Size ❑...Sewer Main Extension Public _ Private _ ❑ ...Water Main Extension Public _ Private It Q:lApplitwonsWompApplicationt On LinN3006. Penne Application.doc Revised 4-2006 bb Call before you Dig: 1400- 424-5555 ❑ .. Highline RJ . Geotechnical Report Maintenance Agreement(s) ❑ 2 -Work in Flood Zone ftQ.. Storm Drainage ❑ .. Renton ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Traffic Impact Analysis ❑...Hold Harmless — (MO) ❑ ...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization Trench Excavation Utility Undergrounding ❑ ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Sewer Monthly Service Billing-= Name: Mailing Address. ❑ ...Water Water Meter RetimdBillina; Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City Slate Zip Day Telephone: city State Zip Page 3 of 6 MECHANICAL CONTRACTOR INFORMATION Company Name: $OFF S N cot-Is-moan otJ Mailing Address: i �3u3 h1� t t ` Zsi"- V A {GIC-K.t_Par> % %IPr c11 City ZiP Contact Person: MIA )t t 1 A 1 f•--N N3 Day Telephone: C +u? gS9 -" 15 E -Mail Address: , dot 4 A rttt Sl &efi a'+t A t ntnFax Number: C4 (POW) Contractor Registration Numbeel- a Expiration Date: r)%14 Valuation of Project (contractor's bid pricey $ C 0 Scope of Work (please provide detailed information): S F 12 Oyucow -L (12(n1 Val Residential: New „le Replacement Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas....❑ Other: Indicate type of mechanical work being installed and the quantity below: C I #Tltr Fumace<IOOK ETU Furnace>100K BTU. Floor Furnace Suspended/WalVFloor Mounted Heater Appliance Vent Repair or Addition to Heat/Refrig/Cooling System Air Handling Unit <10,000 CFM 1 Air Handling Unit >10,000 CFM Evaporator Cooler Ventilation Fan Connected to Single Duct Ventilation System Hood and Duct Incinerator - Domestic Incinerator - Comm/1nd Fire Damper Diffuser Thermostat Wood/Gas Stove Water Heater Emergency Generator Other Mechanical Equipment 1 0 -3 HP /100,000 BTU 3 - HP /500,000 BTU 15 -30 HP /1,000,000 BTU 30-50 HP /1,750,000 BTU 50+ HP /1,750,000 BTU QIMW omm-Apptiauau On IinN -1006 -Pent Applioadon.doo Arvind 4.2006 W Page 4of6 *Jlit'Nr ..TYRe, } ::.?,m ,. .,Qtyz ' 1XtulYralii a ,. ,t fY : ,FlxtureT'vPe.. F`-' %O/Y ,'k'(atUCe tRtt'C., .'x" „ Bathtub or bath/shower i 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 5 Dental unit, cuspidor Shower, single head trap 1 Urinals Dishwasher, domestic, with independent drain 1 Lavatory Water Closet - Budding sewer or trailer park sewer Rain water system - per drain (inside building) Water heater and/or vent I Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas Additional medical gas inlets/outlets - six or more PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: ?,F -AID 'Pt-a1MVj Mailing Address: 3S 1 V EPrt.1t= GuMF I•l b t•D • - alUWaitrJe - ( l8O2Z City .„ Zip Contact Person: E* P-' / A►s iJ Day Telephone: La o° SZc OfC4-1 E -Mail Address: N / pr Fax Number: ('3100- 302 -'13 33 Contractor Registration Number: ' M Ate-_' riics - Expiration Date: s Valuation of Project (contractor's bid price): $ 7G 40 /� Scope of Work (please provide detailed information): S f (23-u6 /4 4- 'Tit wl Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q[ Appliceumniromn.AppIIpEpn On Lint/ -2006- Pemul AppOCerion.doe Revised: 41006 Page 5 of I Date Application Accepted: 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. 13uilding 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 OWNE Signature: Print Name: 444,„ 41.4.— Date: / /// S/mli Day Telephone: 2M 9 Z Z oC Mailing Address:6Of ONJD/J ST Sr,: Soo 414. 98/0 Date Application Expires: o4kg61 QUp:lia isisWoma- MPliatiau On Iin433006 - Pe mit Appliation.doc gavial 47006 La icable to ail perm to City State Zip Staff Initials: Page 6 of 6 RECEIPT NO: R07 -02174 Initials: WER Uses ID: 1858 Payee: CHARTER HOMES, INC. SET ID: 0926 SET NAME: CHARTER HOMES SET TRANSACTIONS: Set Member Amount D06 -412 34.35 D06 -433 34.35 D06 -435 34.35 D07 -183 45.80 TOTAL: 148.85 TRANSACTION LIST: Type Method Description Payment Check 09736 148.85 TOTAL: 148.85 ACCOUNT ITEM LIST: Description BUILDING RE5 PLAN CHECK - RES 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 SET RECEIPT Payment Date: 10/04/2007 Total Payment: 148.85 Amount Account Code Current Pmts 000/322.100 90.22 000/345.830 58.63 TOTAL: 148.85 Receipt No.: R07 -01532 Payee: CHARTER HOMES TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description BUILDING - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 7340600809 Permit Number: D06 -433 Address: 13012 38 LN 8 TUKW Status: APPROVED Suite No: Applied Date: 11/15/2006 Applicant: CHARTER HOMES - LOT 7 Issue Date: Initials: WER Payment Date: 07/31/2007 09:18 AM User ID: 1655 Balance: 50.00 Amount Payment Check 9335 4,089.28 Account Code Current Pmts 000/322.100 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 104.367.120 Total: $4,089.28 Payment Amount: $4,089.28 2,571.40 250.00 23.50 113.00 113.00 4.50 1,013.88 doe: Receiot -06 Printed: 07 -31 -2007 Doc: RECSE75-06 RECEIPT NO: R06 -01823 Initials: JEM User ID: 1185 Payee: CHARTER HOMES, INC. SET ID: 5000000815 SET NAME: Tmp 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: //www.ci.tukwila.wa.us D06 -433 1,671.41 D06 -434 1,251.89 D06 -435 1,481.95 M06 -256 38.70 M06 -257 36.39 M06 -258 36.39 TOTAL: 1,671.41 TRANSACTION LIST: Type Method Description Amount Payment Check 8071 ACCOUNT ITEM LIST: Description PLAN CHECK - RES SET RECEIPT TOTAL: 4,516.73 4,516.73 Account Code Current Pmts 000/345.830 4,516.73 TOTAL: 4,516.73 Payment Date: 11/15/2006 Total Payment: 4,518.73 1768 11/15 9716 TOTAL 4516.73 Projest: ‘ 0114 HOW/#C i_ Type of Inspection: FIARI/ COMMENTS: 2,111`( t.....3 A it ( -1---■r e A c_ce,4r: Address: /3 0 tz seLN c Date Called: Special Instructions: di"-- Date Wanted: 3-26-O ca . . Requester: Phone No 7.0 CP - 76 1 - 736 S r4 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 2,111`( t.....3 A it ( -1---■r e A c_ce,4r: 1 -pt-R 5,\&,ck b.c I° 6 t \•.. It . INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 6(26- `4 PERMIT NO. (206)431-3670 Inspe or: r a te:3 - ) $58.00 REINSPECTION FEE EQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: Date: Project: d 4 7 N - /hi Type of InsgeUion: � Ad dress: 17 3k L AJ Jb 4 Date Date Called: Special Instructions: ! Date Wanted : 3 2G —� a.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTIO NO. 006 -433 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I/`>" 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 'Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspec CTh d .t (Date: Z , > 4 _ a j ❑ $58.00 REINSPECTION FEE REdUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: �/ ,- 9 r CJ 1 P j Type , 0 0f fJnspection: f-10>f -CASU(4 'A Address: a /3017. 3k WJ•1 Date Called: Special Instructions: . / / DateWanted w / a.rn.. Requester: Phone No: 606 q3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P" 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Ins (ector: a (Dat � 2G - °.. ;58.00 REINSPECTION FEE *EQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blv ., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: CmckeYeinis Le- IA Project:I Tyne of Inspection: /-/ 4/..-P1-4Aivi ddress: /301Z 38z,,, s Date Called: Special Instructions: Dat_Taoted: i GP / 2 oe P.m. Requester: Phone It 2 6-_, 3 d INSPECTION RECORD Retain a copy with permit ,00 6 3 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: $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: — -6 Project enipier #0,41,4* < Type of Inspection: 7 Address: /30/2 3 23 1- S Date Called: Special Instructions: Date Wanted: / 2. 4 1 - 67 . . Requester: Phone No: 20 ?7 64 64 INSPECTION RECORD Retain a copy with permit .606 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (Z06)431-3670 Approved per applicable codes. COMMENTS: nspec $ . I Receipt No.: .•• • REINSPECTION FEE REQUIRED. Pijd o inspection, fee must be d at 6300 Southcenter Blvd.. uite 1 Call the schedule reinspection. IDate: El Corrections required prior to approval. • Project:. , ` . Type of Inspection: N— Address: /30/2- 3 g Lam.- Date Cal ed: Special Instructions: Date Wante / yrr,� 7 ! G /� 76.0 / ; : t Requester: hone No: INSPECTION RECORD Retain a copy with permit Dc6- 93 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION V' D 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 7 COMMENTS: Approved per applicable codes. Corrections required prior to approval. Inspector: ; (I 6 / L.. (& $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 1Date: - - �._...::. Proje y,/ / 1 �7 {bC/11°K £7N//l l CST / Type of Inspection: / !> O / % f / etnia‘//d,+ A/30 /2 > Y / N S h Date Called: Special Instructions: Date Wanted: / 30 — d — cysi. p.m. Requester: Phone No: 706 -77/- 6-/96 INSPECTION RECORD y- ��y_�� 3 Retain a copy with permit', -KO INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 'C 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: 0 t (c 'Inspector a I Date: // yv e 7 pproved per applicable codes. El Corrections required prior to approval. $58.00 REINSP 7 ON FEE REQUIRED. Prior o inspection, fee must be paid at 6300 outhcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: !Date: Projc : C_ ` �7�P /�i ?¢ j Type of Inspection: v Gvi4 //5/?'fi/h 5/�llr/ a Address: 1 'gbt/ S Date Called: Special Instructions: Date Wan d: / //z /D '7 �v.th. Requester: Phone No: 6 —z7/ -996 INSPE N NO. PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 Approved per applicable codes. COMMENTS: in ft fix + / ,S 4(44 {Ai 7vs /5A/47 — q,,77lvLP (- O'V6 e e rr - - ll pector: 4 Date: "../ I 'Date: $58. EINSPECTION FE�REQUIRF,fS. Prior o inspection. fee must be pai t 6300 Southcenter vd.. SuiCCee 100. Cal the schedule reinspection. 'Receipt No.: INSPECTION RECORD Retain a copy with permit El Corrections required prior to approval. Proje t: 1 //only; Type f Inspe ion: v ,�c1 . �/r�>h��v� Date Called: Address: / 30/2 .5 8 Z Az S Special Instructions: Date Wanted,* �� / 7 m P Requester: Phone No: 5 INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- COMMENTS: nspect•• : Dat 0 r00 REINSPECTION E REQUIRED. P • o inspection, fee must be d at 6300 Southcenter Blvd., Suite 100. - Il the schedule reinspection. r ec pt No.: (Date: Approved per applicable codes El Corrections required prior to approval. 0 Project ,A /�(Jr�G4 L Hype of Inspection: / j/.4.41/4„4/4)64-- Address: /3 6 17 ?°L.u Date Called: Special Instructions: Date Wanted: /O / /ei /O P.m. Requester: Phone No: avG — z7 / —/ / 56 INSPECTION RECORD Retain a copy with permit INSPECT! N NO. CITY OF TUKWILA BUILDING DIVISION . C 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3670 OMMENTS: Approved per applicable codes. El Corrections required prior to approval. I lr pecto (� IDath / /t ,. 0 . 00 REINSPECTION E REQUIRED. 'or to inspection, fee must be Id at 6300 Southcent r Blvd., Suite 1 000000000000 Call the schedule reinspection. (Receipt No.: !Date: ( ( Project %ij //' // .mss Li ype of Ins ection: T j7.4;v Address: /36/2 Z9Z.v S Date Called: �' Special Instructions: Date Wanted: C�,, _ ? (C _ Q"7 Lam• p.m. RequEster: Phone No: "o 6 - Z7 / -< 72 3 INSPECTION NO. 0 ENTS: nspe 1 ►I INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. Corrections required prior to approval. ace eceipt No.: (Date: D : J 1 G .00 REINSPECTION E R IRED. Prior o inspection, fee must be paid at 6300 Southcent Blvd., Suite 100, Call the schedule reinspection. Project: /4 C NV ' � v x�o i-0� 7 Tv �e_of�Inspe Wed/ . /w fetus/074a � a (,(/ d/ Address: /a 37 Lb Date Called: Special lnstruction " ��i ✓�/UV, Oda 7yr - O ( 2a-.27/ _6 Date 7ted Y n i0? a. m.. 11-5 Requester: Phone No: PERMIT NO. CITY OF TUKWILA BUILDING DIVISION M 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. proved per applicable codes. INSPECTION RECORD Retain a copy with permit D9' -4 COMMENTS: A t. d ee Inspector? l- (Date J 2 c t ;58.00 REINSPPEtION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: (Date: • El Corrections required prior to approval. COMMENTS: rut) ill — O�//f1 /n/ 9 ) ' .65- �r n/ � / i j k .ri 0 D !s 1S 41 ( s; t S rr i,c'i Pi. ) dAiesi 7- I/ 0 Date Called: _-. Special Instructions: Date ted: C a.m. 7 . - 7 -0 7 *Requester: Phon c - 2 7/ -6y9. ‘„ ■ Project: �//�� ( 1 /4 / r�"r / h1 G S id Type of Inspection \, �f /iiVG Address: /mo ?C IA/ S Date Called: _-. Special Instructions: Date ted: C a.m. 7 . - 7 -0 7 *Requester: Phon c - 2 7/ -6y9. ‘„ � INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 RI Approved per applicable codes. s 1144.. 4/ 58.00 REINSPECTIQN FEE REG aid at 6300 Southcenter Blvd.. �Re eipt No.: INSPECTION RECORD Retain a copy with permit PERMIT NO. g" (206)431 -367 El Corrections required prior to approval. 'Date: - T IRED. Prior o inspection, fee must be uite 100. Cal the schedule reinspection. 'Date: Prp 'tl' jt;, ` t t op) Type of Inspection: l " \ n . gdt(lb . J7 � a . y�{,� • st Date Called: c ) . lace l ug Special nstructions: Date Wantet(:, t /p ^ �[ C� P.m. Requester 4D ` INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 0 Approved per applicable codes. ve- 2 2-7(0( sA '7/2 Z 4J INSPECTION RECORD Retain a copy with permit Ibo0-41P PERMIT NO. El Corrections required prior to approval. COMMENTS: 2.12-7/C)$ Inspector: 6 ` I rate: 2 / fdk) 0358.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Pro'e : /r r P� FYnts ice 7 Type of Inspection: SD O Corrections required prior to approval. A dress: /$O/ g J,7 5 Date Called: 01 b‘ /o- Special Instructions: i? S ea, Y 1 - ([ S t U �� 2 �pSS Date Wanted: El h7�o7 C Request IO Phone No: �. Approved per applicable codes. O Corrections required prior to approval. COMMENTS: 1 �. � , k p cA � sr e (1 i FNuti. HS U.Q t a. 6 C ci'-L,Lo(J tl C LAN diLs*t 0640 •/ /' vir Inspector: /q �) I Date g72. f 5) INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El $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: P •' :cC /.ice &000-1.#7 Typ- •f ns•ection: n[L/l L CU ,•,r Ard ss: � 2 33 t-n. S. Date Called: as_ nstructions: Date Wanted: 'f 2 �� 4/GJ p•m• Requeste4 ve Ph No::MNl INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3670 Approved per applicable codes. Inspector. ( - ` I Date: 0 -( PERMIT NO. El Corrections required prior to approval. COMMENTS: 0 2.5_ yet vie-e199 a,v`V c� $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: Project: ChA,xla2 No.»c,5 Lo7"- 7 Type of Inspection fig nr a 1 Address: / 3o/ 2- 31" CA/. -,• Suite #: cit ie / Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 2 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Doh - 4'33 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206-575 -4407 pproved per applicable codes. n Corrections required prior to approval. COMMENTS: riff. F'n-. I Cvi-vip) -er4r 07c 1 tto1 Li4nJ Inspector: 5 Hrs.: Date: 3 )2 y/pcf V $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 COMMENTS: Sprinklers: ). 91 7u5A-✓F /, p4 _ca (r'ou.r -,) `acLla✓ 64ce ,o 6 5 �)_- tt� P.Yc � -,o Li /3oi N°2EL5j r ■ L& S Contact Person: i , Occupancy Type: Special Instructions: Phone No.: 206.- 7)5_ - 7305 — Project: e0 pi Sprinklers: Type of Inspection: /',✓Le c,vs4 Address: i 30 t?- Suite #: 3 8 L& S Contact Person: i , Occupancy Type: Special Instructions: Phone No.: 206.- 7)5_ - 7305 — Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: I INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 n Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Dog- ycz PERMIT NUMBERS 1 -- -Corrections required prior to approval. Inspector: C Date: 7/274 ey Firs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40KStreet, Tacoma. WA98480 -5697 Telephone (253) 474.9449 Fax (259) 47+0153 July 11%2007 CHARTER HOMES 601 Union Street Suite 5100 Seattle, Washington 98101 TO: SUBJECT: Dear Mr. Kaul: Mr. Kevin Kaul CHARTER HOMES BASIC PLAN 2550 LOCATED IN KING COUNTY. WASHINGTON Per your request, we have reviewed the alternate foundation design regarding the above mentioned basic plan. It Is structurally acceptable to construct the foundation walls in accordance with details 110, 111, and 112. Please refer to the attached sketches SKI -1. SK1 2. and SK1.3 for additional information Please feel free to contact our office If you have any questions. Sincerely, SITTS & HILL ENGINEERS. INC. Gerrit Wilson Design Engineer Review:. by: E• = rows, P.E. Project Engineer p:1170011790/pro der -11,Ai 07 It *i :1411.1171:7 Civil, Structural and Surveying to G -933 ROBERTa DAHMEN, RE. BRENT K. LESLIE, RE. ROBERT N. ERB, P.L3. RANDALL C. HAYDON, P.La. KATHY A HARGRAVE, P.E. LARRY Q. LINDELL., P.E. A AS BEV a DWAWINC: 2~550 PLAN KING CCON1 , WA Inc a. FOUNDATION DEATAL. SUB OF JEMSIOW SCALE: N.T.S. I 3, -6' d ` (17) 8' euN. 4-6' TALL BASEMENT WALL WITH JOISTS PARALLEL TO WALL r HARIER H0 5719Tk1 AVE NE EA1TL4 WA 96106 l SITTS & HILL ENGINEERS, INC. a • smucnna • 9Baaw ill i KO St Mena MOP Mac a.-ls FEWSION t DATE IMis 1. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. EDGE NANNG 3. we DIAMETER ANCHOR BOLTS PER SHEARWALL SCHEDULE. EMBEDMENT PER INN 4. DO NOT BACKFILL UNTIL FLOOR IS FRAMED 5. 8' THICK CONCRETE WALL B. 15 BARSAT8'O.C. VERTICAL AND HORIZONTAL 7. DOWELS TO MATCH AM) LAP VERTICAL REINFORCEMENT, ALTERNATE BENDS 8. 4' PERFORATED DRAIN PIPE, SURROUNDED WITH FREE DRAINING GRAVEL — SLOPE TO APPROVED DISCHARGE 9. WOOD SKID WALL 10. PLYWOOD SHEATHING 11. CONNECT EACH JOIST TO BASE PLATE WITH SDAPSON A35 EACH SCE 12. BLOCKING BY JOIST MANUFACTURER AT 24' O.C. — BLOCK TWO BAYS 13. FLOOR JOISTS PER PLAN 14. TREATED BASE PLATE PER SEAR WALL SCHEDULE 15. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 16. (2) 14 BARS CONTINUOUS 17. 14 BARS AT 10' O.C. SIC ■ S lel M fM[ a mm SK1-2 I AR REV. OR DRAM —mot y a,, 2550 L-1. AN KING COUNTY. WA as we FOUNDATION DETAIL sue! or RENDER: TALL BASEMENT WALL WITH JOISTS PERPENDICULAR TO WALL SCALE N.T.S. r - � CHARTER HOMEE 655719TH AVE NE NAME. WA 98105 SITTS & HILL ENGINEERS, INC. CM • $TKUCtURAL •AAIYEMIIc SI01 i 1011. 7L LINIk N IMO 1'1198: 891 pMO/q NOTE 1. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. EDGE NAILING 3. 5/8" DIAMETER ANCHOR BOLTS PER SHEARWALL SCHEDULE. EMBEDMENT PER GSN 4. DO NOT BACKFILL UNft FLOOR IS FRAMED 5. 6" THICK CONCRETE WALL 6. j5 BARS AT 8" O.C. VERTICAL AND HORIZONTAL 7. DOWELS TO MATCH AND LAP VERTICAL_ REINFORCEMENT, ALTERNATE BENDS 8. 4 PERFORATE DRAIN PIPE SURROUNDED WITH FREE DRAINING GRAY L - SLOPE TO APPROVED GE 9. WOOD STUD 10. PLYWOOD SHEA 11. CONNECT EACH ! JOIST TO BASE PLATE WITH SIMPSON A35 EACH SIDE 12. FLOOR JOISTS PER PUN 13. TREATED BASE PLATE PER SHEARWALL SCHEDULE 14. BASE PLATE NAILING PER SHEARWALL SCHEDULE 15. (2) 14 BARS CONTINUOUS 16. t4 BARS AT 10" O.C. 17. BACKFILL AS REV. CB CRAVING: a- , 2560 PLAN x!G COUN1Y. VIA a CiATICN nETAi. SCALE: N.TS. SUBJECT OE RENSiON: NOM IM OM ER HOLE 855719TH AVE NE 'EATRI. WA lila awnswo k SITTS & HILL ENGINEERS, INC. C a • a • MAIRVMD Mali MN 1L tal& IVY MOB PROUD CtS7104 -me DAM TIP 1. EDGE NAILING 2. 2x WOOD STUD PONY WALL WUH SHEATHING AND ATTACHMENT PER SHEARWAUL SCHEDULE 3. FINISH GRADE 4. DOWELS TO MATCH AND LAP VERTICAL REINFORCEMENT 5. R PER 6. PLYWOOD SHEATHING 7. CONNECT EACH JOIST TO BASE PLATE WITH SIMPSON A35 CLIPS 8. WOOD JOISTS PER PLAN 9. 5 ' DIAMETER ANCHOR BOLTS POT SHEARWALL SCHEDULE, EMBEDMENT PER GSN 10. (2) 14 BARS, CONTINUOUS 11. B' THICK CONCRETE WALL 12. Ei r cAL RS ATIO'O.C. AND HORIZONTAL 13. #4 BARS AT 10'0.C. 14. BACKFILL � MIw wan ammo a ._.t_ MIN ow. .�.. _- • 1TAA 11,798 11,7 98 SK1-3 SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40 Street, Tacoma, WA 98409 -5697 Tel (253) 4749449 Fax (253) 474 -0153 STRUCTURAL CALCULATIONS PLAN 3016 KING COUNTY, WA Pert Edo. Pin r. /- i . . c. FOR: Charter Homes,. 601 Union Street, Suite 3920 Seattle, Washington 98101 • REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 2 2007 City. Of Tukwila LD IVI 'IN EXPIRES APRIL 24, �20t18 (S & H 12,890) (RDS 6703) August 15, 2006 FILE COPY .� •fit J: CITYQF1IJKWEIP NOV :1 5 2006 PERNIITCENTER 13466-44%3 INDEX Sitts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 - 474 -9449 Fax: 253 -474 -0153 BASIS FOR DESIGN 2 DESIGN LOADS 3 GRAVITY ANALYSIS 4 - 36 LATERAL ANALYSIS 37 - 66 Job Name: PLAN 3016 Job No: 12,890 Sheet No: 1 By: KJH Date: February, 2006 BASIS BUILDING CODE: 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. LOADS: ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. WIND LOAD = 85 MPH WIND SPEED, EXPOSURE: B. SEISMIC DESIGN CATEGORY: D. FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 1,500 PSF. CONCRETE: 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: Sifts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 -474 -9449 Fax: 253 -474 -0153 Job Name: PLAN 3016 Job No: 12,890 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. 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: February, 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. Sheet No: 2 DESIGN LOADS ROOF DEAD LOADS: ROOF LIVE LOADS: FLOOR DEAD LOADS: FLOOR LIVE LOADS: Sifts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 - 474 -9449 Fax: 253 -474 -0153 Job Name: PLAN 3016 Job No: 12,890 Sheet No: 3 By: KJH Date: February, 2006 ROOF 6.5 PSF INSULATION 2.0 PSF SHEATHING 1.5 PSF FRAMING 2.5 PSF BEAMS 1.5 PSF MISC. MECH., & LGTN. 2.0 PSF 16,0 PSF TOTAL DEAD LOAD 25 PSF SNOW LOAD FLR. COVER 1.0 PSF INSULATION 1.0 PSF SHEATHING 3.0 PSF FRAMING 3.0 PSF BEAMS 2.0 PSF MISC. MECH., & LGTN. 2.0 PSF 12.0 PSF TOTAL DEAD LOAD 40 PSF PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ATTIC VIMMATIa REQUIRED LOCATIRI CR PROVIDED MK SOS OF MOM (ADOO) MIN MOD. VENT (I:F) (AX300YI (AX300F2 GROM AMA (SF) 50 R EEO D AT EAVE 5O % REOD 3p' a SAVE ROUTS ROOF MI SF. 561 SP. ).S] SF. LEE 5F. 35 SF.) A SF. PORCH ROOF E SF. 031 SF, OA SF. 015 SP. LOWER •AR M SP. 033 SP. 001SP. OO15F 3' AEOVE SAVES MRLA CR PROVIDED MK SOS OF MOM TTIT VENT ROOF VENTS AT 211 SF. EA 0Ad.E VENTS 15• EFFICIENT FfGNDED HOUSE (6) • IK (2116 • 43 6.16 SF.) ].S SF. PORCH (2) • 35 0 35 SF.) A SF. OAR (H• 211 0 31 SF.) •ISF. EAVES VBOLATKN PROVIDED MK WS DOVE,• OP REODI TYPE VENT PEAL VENT AT .430 SF. EA F'RJNDED EIFO AT AO PER 3 HOLES NOHSE (3l • In 1)5) • L1S 394 SF.) 33 SF. PORCH 0 ENE • 03 3 SF.) A SP. 6Y5 • (M3 • 53 3 Sf.) DBF. r + L r r L > 3 l• O•nr%= CC9 AMAMI.. T-F51 A LI I A I VENTILATION REQUIREMENTS NOTES: • S EVERY SAVE BALI: TO BE VENTED • DOI 0301.107 (811 • ( BCO 2115A 144 • VEMILATIGN• A (SFI EF REOD (300) • GABLE VENTS KM EIUREI (NU SF • VBOED BLOCKING OVER RIPON%. • MCP OM. TO SC W SI N G AT B AY UNLESS OTHERWISE NOTED. • ICS PECIES TO SE MV ELM 071ER1116E NOTED. • SCM1YMR mum* DIIS3 - RAPE+ GLASS • TRUSSES I RAPERS BULL SE • 30 DC. UNLESS OTHERWISE NOTED. • ALL BEAKS Alb HEADERS TO SE VERGED ant STAMPED BYOFERNG CALOILATIOIS TIE C•ICE FIST BE MOWED 0111 ANY VAMATIONE BEFORE FR'✓CFPDSY TRUSS NOTES: • ALL TREy3 SHALL CARET NAMPAC1SES STMT. • ALL 1RRSES WALL BE PETALLED BRACED TO NNVAC1IN6 SPECOICATIDAS. • TRUSSES WILL NOT BE FIELD ALTERED WTIMAIT PRIOR BUILDING DEPT. APB?CJAL OR BY NEERNG CALO4.ATIOMr • ALL MIMES SHALL HAVE DENY! DETAILS • DRAYEY5 ON SI'15 FOR RW9G IRSPECM31 • ALL CMIECTIOIS 6 RAKERS. JACK Q3 HIP 1RI5SE5 TO PLAN GIRDER TO BC PROVIDED BY TR155 PIANOACTU E. • MUM DR435105 TO BE STAMPED A5D SO E0 By A LICENSED OASHNGTOI STAR SMACKER& BYNEEA TRUSSES SHALL SE PTAFFACIUED N A PLAT APPROVED EIDER 114E IEOItIS4TS CF SECTION 0011. tam TRBS BALL BEM THE QUALITY CONTROL STAMP (SECTION 331161 AS SELL AS MASFKTFOO PLANTS NAE(ADDRESS. OE501 LOAD AD 1WML1 SPACJEL • APPROVED RANGES &IDE.D 5€ USED AT ALL COSECITONS OF RAIER6 JACK OR HIP TRAMS TO MAN ENDER TRUSSES. • LIGHT METAL RATE CONECTORS TO NAVE FIELD AND GIRDER IDB11FCATIOI l0LR'Ln0I MADED, MARKED. OR OTIEROESE P ERMANENTLY ANXED TO EACH MUM SHALL CONTAN TIE FOLLOWING. 4 1B11PD O TIE E MIKE MW IS FACTNG COTANT. THE E DE65N LOAD. C. TIE ORES *flats • ALL ROOF TRUM SM EE WALL BE SO 5 MD TED NTO TE FRAMEWORK AND I GL. EP •ORINO WALLS LS SO 0 AS TO FORM AN NTEGRA PAIR IT TIE ENE 013LDN1 ROLE TRW` ENALL HAVE Join's WELL IMMO AO PULL HAM ALL 1N01014 MBlEOE ILELL TIGHTENED B EFORE ANY LOAD IS RACED LECH TIE MSS. DIAGONAL AID MAY BRACING SHALL BE USED TO BRACE ALL ROOF TRIMES. FILE NC SND3 SHEET SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT . ifl A.1: / i }I (iJ ...)fr 3O/ln Obi 11a..J1) 1 :3Z fr : -_. _ ...���,.✓L' 7 x ..( 0.'.. 1 ) 4 0,i al Cc!ff _ ... rI-II)) IOIPr i`Ft( 1140 /015 1 � ibt.- IG1 . ZIt : ; . . . . • a . .. . . It u 5 )�f R7 l ...- ' L UsC . 3 ..Y6 R .lb `12...!it,:6 DESIGNED K11-1 ++ CHECKED DATE t.bS., 00,3 DATE 02 - O(4 JOB L2,4"9/5 SHEET 5 OF _ Rev: 580004 User: KW -0602611, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Englneedng Software General Timber Beam Page 1 II 12890.ecw:Calwlations Description RI General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3.125x10.5 Beam Width 3.125In Beam Depth 10.500 In Member Type GluLam Load Dur. Factor Beam End Fixity Full Length Uniform Loads I Center Left Cantilever Right Cantilever L Summary Span= 8.00ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max. Negative Moment Max Left Support Max Q Right Support Max. M allow fb 1,439.45 psi Fb 2,760.00 psi Deflections Bending Analysis Ck 20.711 Cv 1.000 Center el Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction Le Rb DL DL DL 1.150 Pin -Pin 0.522 ; 1 6.9 k -ft 13.2 k -ft 6.89 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 13.21 fv Fv Center Span... Dead Load Deflection -0.057 in ...Location 4.000 ft ...Length /Defl 1,682.3 Camber ( using 1.5 • D.L. Deg) ... 01 Center 0.086 In f Left 0.000 in el Right 0.000 in 0.000 ft 0.000 Max Moment 6.89 k -ft 0.00 k -ft 0.00 k -ft tg) Left Support 4.05 k 14.674 In2 276.00 psi 3.44 k 3.44 k 336.00 Mt #/ft it/ft 123.43 psi 276.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Affow 650.0 psf E 1,800.0 ksi Total Load -0.146 In 4.000 ft 656.52 4.000 ft 0.000 ft LL LL LL Reactions... Left DL Right DL Scope : Sxx 57.422 1n3 CI 3443.999 29.95 in3 0.00 In3 0.00 in3 (� Right Support 4.05 k 14.674 in2 276.00 psi Title : Dsgnr: Description : 525.00 #/it #/ft #/ft Maximum Shear *13 Allowable Shear: C Left Q Right Camber. C Left Cl Center C Right 1.34 k 1.34 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd 6.00 ft Lu ft Lu ft Lu Max Max ead Load 0.000 In 0.0 Area 32.813 in2 Allowable fb 2,760.00 psi 2,760.00 psi 2,760.00 psi 1.696 in 1.696 in 0.000 in 0.0 Job # Date: 8:39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 4.1 k 9.1 k 3.44 k 3.44 k 0.000 in 0.086 in 0.000 in 3.44 k 3.44 k Total Load 0.000 in 0.0 0.000 in 0.0 6 (Stress Calcs Rev: 580004 User. KW -0602611, Ver 5.8.0, 1-Dec-2003 (c)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculaticns Description 'General Information Code Ref: 1997/2001 NDS, 2000/2003180, 2003 NFPA 5000. Base allowables are user defined Deflections Section Name 4x10 Center Span 16.00 ft Lu Beam Width 3.500 in Left Cantilever ft Lu Beam Depth 9.250 in Right Cantilever ft Lu Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.150 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1.600.0 ksi Load Dur. Factor Beam End Fixity 'Full Length Uniform Loads r Center Left Cantilever Right Cantilever Summary Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * @ Center @ Left @ Right Bending Analysis Ck 31.887 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ib 630.88 psi Fb 1,242.00 psi DL DL DL ad Load -0.128 in 8.000 ft 1,502.9 D.L. Deft ) ... 0.192 in 0.000 in 0.000 in Le Rb 0.000 ft 0.000 Max Moment 2.62 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.89 k 4.297 1n2 207.00 psi 0.66 k 0.66 k 32.00 #m #/ft #/ft Scope: Span= 16.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.508 ; 1 Maximum Moment 2.6 k -ft Allowable 5.2 k -ft otal Load -0.327 in 8.000 ft 586.50 LL LL LL Sxx 49.911 in3 Cl 656.000 Sxx Read 25.35 in3 0.001n3 0.001n3 @ Right Support 0.89 k 4.297 1n2 207.00 psi Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 50.00 Mt #/ft #/ft Area 32.375 in2 Allowable lb 1,242.00 psi 1,242.00 psi 1,242.00 psi Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection . ...Length/Defl Job # Date: 8:39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Maximum Shear * 1.5 OS k Allowable 6.7 k Beam Design OK 2.62 k -ft at 8.000 ft Shear: 0 Left 0.66 k 0.00 k -ft at 0.000 ft @ Right 0.66 k 0.00 k -ft Camber. 0 Left 0.000 in 0.00 k -ft @Center 0.192 in 5.17 Reactions... 0 Right 0.000in fv 27.48 psi Left DL 0.26 k Max 0.66 k Fv 207.00 psi Right DL 0.26 k Max 0.66 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 'Stress Calcs 0.300 in 0.300 in 0.000 in 0.000 in 0.0 0.0 7 Rev: 580004 User: KW-0802611, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 y 12890.ecw:Caloulalions j Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ■ Deflections Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 Q Center Q Left Q Right Max. Positive Moment Max. Negative Moment Max Q Left Support Max Q Right Support Max. M allow fb 100.29 psi Fb 1,345.50 psi Bending Analysts Ck 31.887 Cf 1.300 Q Center Q Left Support Q Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction R3 4x8 Center Span 5.00 ft 3.500 in Left Cantilever ft 7.2501n Right Cantilever ft Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.150 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads I I Le Rb DL DL DL Span= 5.00ft, Beam Width = 3.500in x Depth = 7.251n, Ends are Pin -Pin Max Stress Ratio 0.075 Maximum Moment 0.3 k -ft Allowable 3.4 k -ft 0.26 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.44 N Fv Dead Load -0.003 In 2.500 ft 23,712.1 • D.L. Defl ) ... 0.004 In 0.000 In 0.000 In Stress Calcs I 0.000 ft 0.000 Max Moment 0.26 k -ft 0.00 k -ft 0.00 k -ft Q Left Support 0.23 k 1.129 in2 207.00 psi 0.20 k 0.20 k 32.00 #/ft #/ft #/ft 9.21 psi 207.00 psi at 2.500 ft at 0.000 ft Jotal Load Left Cantilever... - 0.0061n Deflection 2.500 ft ...Length/Defl 9,253.52 Sxx CI LL LL LL Reactions... Left DL Right DL 30.661 in3 205.000 Sxx Read 2.29 in3 0.00 in3 0.00 in3 Q Right Support 0.23 k 1.129 in2 207.00 psi Title : Dsgnr: Description : Scope : 50.00 #/ft #/ft #/ft 0.2 k 5.3 k Q Left 0.20 k QRight 0.20k Camber. Q Left 0.000in Q Center 0.004 in Q Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 0.08 k 0.08 k Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Bearing Length Req'd 0.094 In Bearing Length Req'd 0 094 in Max 020 k Max 0.20 k Dead Load 0.000 in 0.0 Area 25.375 in2 Allowable lb 1,345.50 psi 1,345.50 psi 1,345.50 psi Job # Date: 8:39AM, 21 FEB 06 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft . 8 Beam Design OK Total Load 0.000 in 0.0 0.000 In 0.0 Rev: 560004 User: KW -0602811, Ver 5.6.0.1- Dec-2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 I2890.ecw :Calculations Description R4 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined [Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Scope: Center Span 3.500 in Left Cantilever 9.2501n Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.150 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads r Center Left Cantilever Right Cantilever Summary DL DL DL 64.00 Mt #/ft #/ft LL LL LL Span= 12.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max e Left Support Max @ Right Support Max. M allow tb 709.74 psi Fb 1,242.00 psi Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.3 @ Center @Left @ Right Bending Analysis Ck 31.887 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -0.081 in 6.000 ft 1,781.2 • D.L. Dell ) ... 0.121 in 0.000 in 0.000 in Le Rb 0.571 • 3.0 k -ft 5.2 k -ft 2.95 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 5.17 N 39.76 psi Fv 207.00 psi 0.000 ft 0.000 Max Moment 2.95 k -ft 0.00 k -ft 0.00 k -ft e Left Support 1.29 k 6.218 in2 207.00 psi 0.98 k 0.98 k Total Load -0.207 in 6.000 ft 695.11 Sxx CI 6.000 ft 12.000 ft Reactions... Left DL Right DL 49.911 1n3 984.000 Sxx Redd 28.52 1n3 0.00 in3 0.00 Ina e Right Support 1.29 k 6.218 in2 207.00 psi Title : Dsgnr: Description : 12.00 ft ft ft 100.00 Mt #/ft #/ft 1.3 k 6.7 k @ Left 0.98 k @ Right 0.98 k Camber. @ Left 0.000 in @ Center 0.121 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear. 0.38 k 0.38 k Left Cantilever... Deflection ...Length/Dell Right Cantilever... Deflection ...Length/Defl Area Lu Lu Lu Dead Load 0.000 In 0.0 32.375 1n2 Allowable fb 1,242.00 psi 1,242.00 psi 1,242.00 psi Bearing Length Req'd 0.450 In Bearing Length Req'd 0.450 In Max 0.98 k Max 0.98 k 0.000 In 0.0 Job # Date: 8:39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 9 [Stress Calcs I ) ; Rev: 580004 User. KW -0602811, Ver 5.8 0, 1- Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Sofiware General Timber Beam Page 1 II 12e90.ecw.Celculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined [Full Length Uniform Loads I Summary Span= 2.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 160.65 psi Fb 1,466.25 psi Deflections Section Name 2x4 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 29.576 Cf 1.500 @ Center @ Left Support (0 Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction R5 I Le Rb DL DL DL 1.500 in 3.500 In Sawn 1.150 Pin -Pin = 1.500in x Depth = 3.5in, Ends are Pin -Pin 0.110 : 1 0.0 k -ft 0.4 k -ft 0.04 k -ft at 1.000 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 0.37 fv Fv Dead Load -0.002 In 1.000 ft 14,515.4 D.L. Den) ... 0.002 In 0.000 In 0.000 In 0.000 ft 0.000 Max Moment 0.04 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.09 k 0.508 in2 172.50 psi 0.08 k 0.08 k 32.00 #In #/ft #/ft 16.68 psi 172.50 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Reactions... Left DL Right DL Tine: Dsgnr: Description : Scope: Sxx 3.063 in3 CI 82.000 Svc Recd 0.34 In3 0.00 ina 0.00 in3 © Right Support 0.09 k 0.508 in2 172.50 psi Bearing Length Req'd Bearing Length Req'd 2.00ft Lu ft Lu ft Lu 850 0 psi 150.0 psi 405.0 psi 1,300.0 ksi 50.00 Mt #/ft #/ft 0.1 k 0.9 k @ Left 0.08k @ Right 0.08 k Camber. @ Left 0.000 in © Center 0.002 in © Right 0.000 in Maximum Shear * 1.5 Allowable Shear. 0.03 k 0.03 k Total Load Left Cantilever... -0.004 In Deflection 1.000 ft ...Length /Defl 5,664.53 Right Cantilever... Deflection ... Length/Defl Area 5.250 in2 [Stress Calcs Allowable tb 1,466.25 psi 1,466.25 psi 1,466.25 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.135 in 0.135 in Job # Date: 8:39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Max 0.08k Max 0.08 k 0.000 in 0.000 in 0.0 0.0 10 Beam Design OK -4 r b AR? UPPER FLOOR FRAMING PR(T9 THIS CORNER WC 1F. 4 • 11. On UNG / I I111111 iI1 111171 ADJUST as. ill Tv EAR HE HE HEAT Pal RE* DETAIL 20]51] 1.1.1 CLIP EA. � \ \C PLATE AT Y-II SIR aie� (AO.UST FOR =� llla' 055 nP. WALL BRAINING ]KA Ca YV (]) WO EA STUD b1* O5B ROOF SHEATHS* IL Ed • Sr OL. ON Trt • 74 OG GARAGE COOm 1 I r CCr S_1 i•.n 3 • •• • — _ -- NOTE: B@SL2@L Tx • No OG 0 4 GARAGE G.L.B. DETAIL w -B • ALL FLOOR XNSTS TO BE PER PLMI • ALL FLOGS JOIST TO OE CLOCKED • BEARING. • SEE MAN FLOOR MEET E FOR BEM® M3a. • AU. BEAMS Mp HEADERS TO BE VERFIED WITH STATED DG*EERN3 CALCULATIONS This OFFICE MET BE NOTgED am ANT VAR1AI1fl BEFORE PROCEEDSS • ALL MANGERS TO BE LUSTIO 2 LUSI10 - OR EgwALDIT • MN 7' DEAR W • DO OP JETS. .. w oe FILE NC WIGS SHEET A I SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT NV elA (- ROM's/ rut%) 3f) (IP DESIGNED K • DATE CHECKED DATE tbs la - 03 02 - 2D "" OE/ JOB 121/1) SHEET • 120F 7 ; ; I • • • • I ; _ • : I to; . . . , I1•t4. = is . 1. I RI ,-; 54 114- ' 1 • : . : • • : , . , . . 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T ! ! • ' ' ! • - - I TH --": - - - ■ : • ' : : : . -I . 1 . C) . I i ; ■ I 1 • I 1 , -.. H..., ,...tliPi> 77 -..11 1V,- j ciTh1;11 -'- 4L :1 , : i . • - - . 1 - i - : LH . . • S it. t ' 2,... ' , _22,1 ' --1--1- ' ' r ' • -, . 04 ! '12 ti i.,t_46;i1---:-.t.r-;.-+-7-:--":-7-1.1:---t .; T -. 1 , -:" . ,c ' • - . : - ' ,- • , • 1 ,.. .; • i i , 1 i • 1 • I 1 t CO .1 4 siii:i I . , --- r . --- i - i -- , -, , .1 7 ; !If i i i , • f , , , : ; , ! , i 1 { ■ SITTS & HILL ENGINEERS , INC. DESIGNED IOW TACOMA, W SHINGTON 253) 474 -9449 / / CHECKED PROJECT � ,4.bid �: YY1� P[ at /(0 tJs DATE O - zo& JOB 12.110 DATE SHEET LIOF tly vaQ,, 17._41,11i.75 11k] IyI z {2 s7 R_.. 1L : 04- < iz ` I ��t _ triSt 11 Pp .14r? T nd6,. I� kobL,= IZ `It] :.31.1k 1 SD .; Pr iRD'.1� IbS .r JI\ a .fU.uJi 1L�o 0.b ce.u_? Ugt. 5 VA x 9 Yz . _est, Rev: 580004 User. KW-0602511, Ver 5.8.0, 1 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculatlans Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name 5.125x10.5 Beam Width 5.125 in Beam Depth 10.500 in Member Type GluLam Load Dur. Factor Beam End Fixity 9 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi LFull Length Uniform Loads I Center Left Cantilever Right Cantilever DL DL DL 90.00 #/ft #/ft #/ft LL LL LL [Trapezoidal Loads r #1 DL @ Left DL © Right Dead Load Live Load ...distance L Summary [Deflections 672.0 lbs 1,050.0 lbs 7.000 ft I 426.00 #/ft 426.00 #/ft LL t Left LL © Right [Point Loads r lbs lbs 0.000 ft lbs lbs 0.000 ft Span= 8.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.325 : 1 Maximum Moment Allowable Max Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow ib 549.91 psi Fb 2,400.00 psi Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5 Center Left Right Dead Load -0.016 in 4224 ft 5,950.9 • D.L. Defl ) ... 0.024 In 0.000 in 0.000 In 4.3 k -ft 18.8 k -ft 4.32 k -ft at -0.00 k -ft at 0.00 k -ft 0.00 k -ft 18.83 fv 78.04 psi Fv 240.00 psi Total Load -0.057 In 4.160 ft 1,676.94 4.704 ft 8.000 ft Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 300.00 #/ft #/ft #/ft 525.00 #/ft Start Loc 7.000 ft 525 00 #/ft End Loc 8.000 ft lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft Maximum Shear * 1.5 Allowable Shear. 0.47 k 1.35 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl 8.00 ft ft ft Camber: Lu Lu Lu © Left Right Left Center © Right Max Max C Job # Date: 1:22PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 4.2 k 12.9 k 1.83 k 3.96 k 0.000 in 0.024 in 0.000 in 1.83 k 3.96 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 14 lbs lbs 0.000ft Rev: 580004 User: NW- 0602611, Vet 5.8.0, 1 -Dec -2003 (0)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 I 12890.ecw:CelculatIons Description 9 Stress Delos r Bending Analysis Ck 22 210 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations @ Center Span Locati n — Right Cant. Location = Left Cant. Location = 0.000 ft 0.000 Max Moment 4.32 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.25 k 9.361 in2 240.00 psi 1.83 k 3.96 k 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope: Sxx 94.172 in3 CI 1834.687 Sxx Req'd 21.58 in3 0.00 in3 0.00 in3 @ Right Support 4.20 k 17.498 In2 240.00 psi Bearing Length Req'd Bearing Length Req'd Area 53.813 in2 Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 0.551 in 1.188 in [Query Values r Shear 1.83 k 0.00 k 0.00 k Job # Date: 1:22PM, 4 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 15 Rev: 580004 User. I(w -0602811, Vet 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Celculations Description General Information Deflections Section Name 5.125x10.5 Beam Width 5.125 in Beam Depth 10.500 In Member Type GluLam Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever #1 DL @ Left DL @ Right Dead Load Live Load ...distance Summary 10 3,444.0 lbs lbs 5.000 ft 1 Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 *D. @ Center @ Left @ Right 1.000 Pin -Pin Full Length Uniform Loads r DL DL DL 426.00 *ft 426.00 ##ft lbs lbs 0.000 ft Span= 6.00ft, Beam Width = 5.125in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 18.83 fb 962.37 psi fv Fb 2,400.00 psi Fv 7.55 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Dead Load -0.034 in 3.192 ft 2,097.7 L. Deft) ... 0.051 in 0.000ln 0.000 In Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 87.00 #/ft #/ft #/ft LL @ Left LL © Right 157.67 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 1,600.0 ksi lbs lbs 0.000 ft LL LL LL Depth = 10.5in, Ends are Pin -Pin 0.830 : 1 7.6 k -ft 18.8 k -ft at 3.384 ft at 0.000 ft Total Load -0.063 in 3.096 ft 1,142.49 Reactions... Left DL Right DL Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 6.00 ft ft ft 290.00 #/ft #/ft #/ft Lu Lu Lu Trapezoidal Loads I 525.00 It/ft Start Lac 0000 ft 525.00 Mt End Loc 5.000 ft Point Loads I lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 8.5 k 10.2 k @ Left 4.48 k @ Right 5.98 k Camber: @ Left 0.000 in @ Center 0.051 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 2.08 k 4.02 k Job # Date: 3:44PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 4.48 k Max 5.98 k Dead Load • Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 In 0.0 0.0 lbs lbs 0.000 ft 16 Rev: 580004 User: KW -0602611. Ver5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 12890.ecw:Calculatlons Description 10 [Stress Calcs Bending Analysis Ck 20.940 Cv 1.000 Q 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 7.55 k -ft 0.00 k -ft 0.00 k -ft Left Support 5.00 k 26.300 In2 190.00 psi 4.48 k 5.98 k [Query Values r M, V, 8 D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant Location = 0.00 ft 0.00 ft 0.00 ft Scope: Sxx 94.172in3 CI 4478.748 5xx Recd 37.76 in3 0.00 h3 0.00 in3 @ Right Support 8.48 k 44.657 in2 190.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr. Description : Area 53.813 in2 Allowable ft) 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.344 in 1.796 in Shear 4.48 k 0.00 k 0.00 k Job # Date: 3:44PM, 4 MAR 06 Deflection 0.0000 In 0.0000 in 0.0000 in 17 Rev: 5430004 User: KW -0602611, Ver 5.8.0, 1- Dec -2003 _(c)1883 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculalions Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Deflections Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity LFull Length Uniform Loads I Center Left Cantilever Right Cantilever Summary Max @ Left Support Max @ Right Support Max. M allow lb 848.03 psi Fb 935.00 psi Center Span... Dead Load Deflection -0.114 in ...Location 7.625 ft ...Length/Den 1,611.8 Camber ( using 1.5' D.L. Dent ... @ Center 0.170 In Left 0.000 In @ Right 0.000 in Bending Analysis Ck 31.716 Cf 1.100 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 11 I Le Rb DL DL DL 1.5001n 9.250 in Sawn 1.000 Pin -Pin 0.000 ft 0.000 Max Moment 1.51 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.54 k 3.584 in2 150.00 psi 12.00 #/ft #/ft #/ft Span= 15 25ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.907 : 1 Maximum Moment 1.5 k -ft Maximum Shear * 1.5 Allowable 1 . 7 k Allowable 2.1 k Max. Positive Moment 1.51 k -ft at 7.625 ft Shear: @ Left 0.40 k Max. Negative Moment 0.00 k -ft at 15.250 ft @ Right 0.40 k 0.00 k -ft 0.00 k -ft 1.67 Tv 38.75 psi Fv 150.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.492 in 7.625 ft 371.94 Sxz CI LL LL LL Reactions... Left DL Right DL Scope: 21.391 M3 396.500 Sxx Req'd 19.40 in3 0.00 Ina 0.00 in3 @ Right Support 0.54 k 3.584 In2 150.00 psi Title : Dsgnr: Description : 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 40.00 #/ft #/ft #mt 0.09 k 0.09 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl 15.25ft Lu ft Lu ft Lu Area 13.875 in2 Allowable fb 935.00 psi 935.00 psi 935.00 psi 0.40 k Bearing Length Req'd 0.653 In 0.40 k Bearing Length Req'd 0.653 in Job # Date: 11:34AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.5 k Camber: @Left 0.000in @Center 0.170 in @ Right 0.000in Max 0.40 k Max 0.40 k Dead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 18 LStress Gales Rev: 580004 User. KW -0802811, Var 55.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculalions Description General Information Code Ref: 1997/2001 NOS, 2000/2003 (SC, 2003 NFPA 5000. Base allowables are user defined r Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever [Point Loads Dead Load Live Load ...distance L Summary Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0 .129: 1 Maximum Moment 0.4 k -ft Maximum Shear * 1.5 Allowable 4.5 k -ft Allowable Max. Positive Moment 0.39 k -ft at 2.080 ft Shear. Max. Negative Moment 0.00 k -ft at 4.000 ft Max @ Left Support Max @ Right Support Max. M allow ib 92.84 psi Fb 1,080.00 psi [Deflections Center Span... Deflection ...Location ...Length/Defl Camber (using 1.5 @ Center @ Left @ Right 12 61.0 lbs lbs 3.000 ft I DL DL DL Center Span 3.500 in Left Cantilever 9.2501n Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi lbs lbs 0.000 ft 0.00 k -ft 0.00 k -ft 4.49 fv Fv Dead Load -0.002 In 2.032 ft 22,498.6 ' D.L. Deft )... 0.003 in 0.000 In 0.000 In 120.00 #/ft #Ifl #/ft 1225 psi 95.00 psi lbs lbs 0.000 ft Total Load -0.003 in 2.016 ft 15,841.51 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: lbs lbs 0.000 ft Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length/Defl 4.00 ft Lu ft Lu ft Lu 57.50 Mt #/ft #/ft 0.26 k 0.29 k lbs lbs 0.000 ft Job # Date: 3:45PM, 4 MAR 06 lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.4 k 3.1 k @ Left 0.37 k @ Right 0.40 k Camber. @ Left 0.000 in @ Center 0.003 in @ Right 0.000 in Max 0.37k Max 0.40 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 19 lbs lbs 0.000 ft Rev: 580004 User: KW-0502611, Ver 5.8.0, 1 -Dec -2003 _ (c)1983 -2003 ENERCALC Engineenng Software General Timber Beam Page 2 I 12890.ecw:Calculalions Description 12 Stress Calcs Bending Analysis Ck 34.195 Cf 1.200 Center Left Supped @ 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 0.39 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.35 k 3.694 in2 95.00 psi 0.37 k 0.40 k Scope: Su 49.911 in3 CI 370.250 So Read 4.29 in3 0.00 in3 0.00 In3 © Right Support 0.40 k 4.175 in2 95.00 psi Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd Area 32.375 in2 Allowable tb 1,080.00 psi 1,080.00 psi 1,080.00 psi 0.169 In 0.183 in Job # Date: 3:45PM, 4 MAR 06 20 Query Values Y M, V, 8 D @ Specified Locations Center Span Location = @ Right Cant. Location = © Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 0.37 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Rev: 580004 User: KW -0602611, Ver 6.6.0,1 -Dec -2003 (c)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890 ecw:Cafcufalions Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined MOM Full Length Uniform Loads Summary [Deflections Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Bending Analysts Ck 31.716 Cf 1.100 a Center a Left Support a Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction 13 Le Rb DL DL DL 1.500 in 9.250 in Sawn 1.000 Pin -Pin Span= 13.50ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.947 1 Maximum Moment 1.6 k -ft Allowable 1.7 k -ft Max. Positive Moment 1.58k -ft at Max. Negative Moment 0.00 k -ft at Max a Left Support 0.00 k -ft Max a Right Support 0.00 k -ft Max. M allow 1.67 fb 885.66 psi fv Fb 935.00 psi Center Span... Dead Load Deflection -0.093 In ...Location 6.750 ft ...Length/Defl 1,742.5 Camber ( using 1.5* D.L. Den) ... a Center 0.139 In Left 0.000 In a Right 0.000 In Reactions... 44.91 psi Left DL Fv 150.00 psi Right DL 0.000 ft 0.000 Max Moment 1.58 k -ft 0.00 k -ft 0.00 k -ft a Left Support 0.62 k 4.154 in2 150.00 psi 0.47 k 0.47 k 16.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.403 in 6.750 ft 402.30 Sxx C I • 6.750 ft 0.000 ft LL LL LL 21.391 in3 467.775 Sxx Redd 20 26 in3 0.00 in3 0.00 (n3 a Right Support 0.62 k 4.154 in2 150.00 psi Title: Dsgnr: Description : Scope: Bearing Length Req'd Bearing Length Req'd 13.50 ft ft ft 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 53.30 #/ft it/ft #/t Maximum Shear * 1.5 Allowable Shear: a Left a Right Camber: a Left a Center a Right 0.11 k Max 0.11 k Max Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu [Stress Cafes Area 13.875 in2 Allowable fb 935.00 psi 935.00 psi 935.00 psi 0.770 In 0.770 in Job # Date: 1:19PM, 3 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.6 k 2.1 k 0.47 k 0.47 k 0.000in 0.139 in 0.000 in 0.47 k 0.47 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 21 Rev: 580004 User: KW -0602611, Ver 5.8.0, 1 -Dec -2003 (c)1933 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calcelations Description 14 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined II Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 [Deflections Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max ci Right Support Max. M allow ib 263.72 psi Fb 1,080.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * @ Center @ Left @ Right Bending Analysis Ck 34.195 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Searing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -0.003 In 2.500 ft 19,455.7 D.L. Den) ... 0.005 in 0.000 in 0.000 in [Stress Caics Le Rb 01 DL DL Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 1.10 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.49 fv 28.30 psi Fv 180.00 psi 0.000 ft 0.000 Max Moment 1.10 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.92 k 5.089 in2 180.00 psi 0.88 k 0.88 k 81.00 #/ft #/ft #/ft 0.244 : 1 1.1 k -ft 4.5 k -ft at 2.500 ft at 5.000 ft Total Load -0.013 In 2.500 ft 4,489.78 Svc CI LL LL LL Reactions... Left DL Right DL Scope : 49.911 in3 877.500 Sxx Read 12.19 1n3 0.00 in3 0.00 1n3 @ Right Support 0.92 k 5.089 1n2 180.00 psi Title : Dsgnr: Description : 5.00 ft ft ft 270.00 #/ft #/ft #/ft Maximum Shear * 1.5 0.9 k Allowable 5.8 k Shear: @ Left 0.88 k @ Right 0.88 k Camber: @ Left 0.000in @ Center 0.005 in @ Right 0.000 in 0.20 k Max 0.88k 0.20 k Max 0.88 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection • ...Length/Defl Beadng Length Req'd Bearing Length Req'd LU Lu Lu Area 32.375 1n2 &Utowable 11 1,080.00 psi 1,080.00 psi 1,080.00 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.401 in 0.401 in Job # Date: 1:22PM, 3 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.000 In 0.000 in 0.0 0.0 22 Rev: 580004 User KW -0602611, Ver5,8.0, 1- Dec-2003 (c)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name Beam Width Beam Depth Member Type Full Length Uniform Loads Center Left Cantilever Right Cantilever #1 DL a Left DL @ Right [Point Loads Load Dur. Factor Beam End Fixity Dead Load Live Load ...distance L Summary [Deflections 15 Prftm: 5.25x9.5 5.250 In 9.500In Manuf /So.Pine 1,281.0 lbs 525.0 lbs 1.000 ft I Maximum Moment Allowable Max. Posilve Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 2,201.28 psi Fb 2,900.00 psi Center Span... Deflection ...Location ...length /Deft Camber ( using 1.5 * D @ Center @ Left @ Right DL DL DL 1.000 Pin -Pin [Trapezoidal Loads 122.00 #/ft 122.00 #/ft Dead Load -0.334 in 7.380 ft 539.0 .L. Deft) ... 0.501 In 0.000 In 0.000 in lbs lbs 0.000 ft 72.00 #/ft #/ft #/ft LL @ Left LL @ Right Span= 15.00ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0 .759 : 1 14.5 k -ft 19.1 k -ft 14.49 k-ft at -0.00 k -ft at 0.00 k -ft 0.00 k -ft 19.08 fv 147.55 psi Fv 290.00 psi Center Span 15.00ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow Fc Allow E lbs lbs 0.000 ft Total Load -0.790 in 7.440 ft 227.76 7.260 ft 15.000 ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 50.00 #/ft 50.00 #/ft lbs lbs 0.000 ft 290.0 psi 650.0 psi 2,000.0 ksl 240.00 #/ft 7 t/ft #/ft 2.53 k 1.54 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Start Loc End Loc lbs lbs 0.000 ft Maximum Shear* 1.5 Allowable Shear: Job # Date: 2:27PM, 4 MAR 06 1.000 ft 15.000 ft lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft Beam Design OK 7.4 k 14.5 k @Left 5.15k @ Right 3.74 k Camber. @ Left 0.000 in @ Center 0.501 in @ Right 0.000 in Max 5.15 Max 3.74 k Dead Load Total Load 0.000 In 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000 ft 23 Rev: 580004 User: KW -0802611, Ver SAO, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 12890 .ecw:Calculatlons Description 15 [Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 (t3 Center Left Support Q 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 Center Span Location = Q Right Cant. Location = Left Cant. Location = 0.000 ft 0.000 Max Moment 14.49 k -ft 0.00 k -ft 0.00 k -ft Q Left Support 7.36 k 25.376 in2 290.00 psi 5.15 k 3.74 k 0.00 ft 0.00 ft 0.00 ft Scope: S)x 76.969 in3 CI 5149.332 Sxx Req'd 59.94 in3 0.00 in3 0.00 in3 Right Support 5.05 k 17.416 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Tine: Dsgnr: Description : Area 49.875 in2 Allowable Po 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.509 In 1.097 in Job # Date: 2:27PM, 4 MAR 06 24 Query Values Shear 5.15 k 0.00 k 0.00 k Deflection 0.0000 In 0.0000 in 0.0000 in Rev: 580004 User. KW -0502611, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12800.ecw:Calculalions Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Deflections Section Name Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever [Trapezoidal Loads #1 DL @ Left DL @ Right 16 Summary Span= 6.50ft, Beam Width = 3.500in x Depth = 9 25in Ends are Pin -Pin Max Stress Ratio 0 569 : 1 Maximum Moment 2.6 k -ft Allowable 4.5 k -ft Max. Positive Moment 2.56 k -ft at 3.250 ft Max. Negative Moment 0.00 k -ft at 6.500 ft Max @ Left Support 0.00 k -ft Max a Right Support 0.00 k -ft Max. M allow tb 614.56 psi Fb 1,080.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. @ Center @ Left @ Right Bending Analysis Ck 34.195 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 4x10 Center Span 6.50 ft 3.5001n Left Cantilever ft 9.2501n Right Cantilever ft Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Le Rb DL DL DL 122.00 #/ft 122.00 #/ft Dead Load -0.021 In 3.250 ft 3,697.4 L. Deft) ... 0.032 In 0.000 in 0.000 In 4.49 fv 55.97 psi Fv 180.00 psi [Stress Calcs r 0.000 ft 0.000 Max Moment 2.56 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.81 k 10.067 in2 180.00 psi 1.57 k 1.57 k 72.00 #/ft #/ft #/ft LL @ Left LL @ Right Total Load -0.053 In 3.250 ft 1,482.03 Sxx Cl LL LL LL Reactions... Left DL Right DL 49.911 in3 1572.999 Sxx Req'd 28.40 in3 0.00 in3 0.00 in3 @ Right Support 1.81 k 10.067 in2 180.00 psi Title : Dsgnr: Description : Scope : 50.00 #/ft 50.00 #/ft Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd 240.00 #/ft #/ft #/ft Lu Lu Lu Start Loc End Loc Area 32.375 in2 Allowable tb 1,080.00 psi 1,080.00 psi 1,080.00 psi 0.719 in 0.719 in Job # Date: 2:27PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft 0.000 ft 6.500 ft Beam Design OK Maximum Shear' 1.5 1.8 k Allowable 5.8 k Shear. @Left 1.57k @ Right 1.57 k Camber: @ Left 0.000 in @ Center 0.0321n @ Right 0.000in 0.63 k Max 1.57k 0.63 k Max 1.57 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 25 Rev: 580004 User: KW -0802811, Ver5.8.0, 1 -Dec -2003 (0)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculatons Description General Information Deflections Section Name 5.125x16.5 Beam Width 5.125 in Beam Depth 16.500 in Member Type GluLam Load Dur. Factor Beam End Fixity #1 DL @ Left DL @ Right #2 DL a Left DL a Right Summary Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 1,354.57 psi Fb 2,342.07 psi Bending Analysis Ck 22.210 Cv 0.976 @ Center @ Left Support @ Right Support Shear Analysts Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction 17 Le Rb 1.000 Pin -Pin Trapezoidal Loads I 141.00 #/ft 141.00 #/ft 117.00 #/ft 117.00 #/ft Center Span... Dead Load Deflection -0.120 in ...Location 9.672 ft ...Length/Deft 1,947.6 Camber ( using 1.5 • D.L. Defl) ... @ Center 0.180 In @ Left 0.000 In @ Right 0.000 In 0.000 ft 0.000 Max Moment 26.25 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 7.28 k 30.332 1n2 240.00 psi 5.66 k 5.16 k Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined LL a Left LL @ Right LL @ Left LL @ Right Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E Span= 19.50ft, Beam Width = 5.125in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0.578 : 1 Maximum Moment 26.3 k -ft Allowable 45.4 k -ft 26 25 k -ft at 9.360 ft Shear: @ Left 5.66 k 0.00 k -ft at 0.000 ft @ Right 5.16 k 0.00 k -ft Camber a Left 0.0001n 0.00 k-ft @ Center 0.180in 45.39 @ Right 0.000 in N 86.09 psi 1.31 k Max 5.66 k Fv 240.00 psi 1.19 k Max 5.16 k Total Load -0.521 in 9.672 ft 449.45 Reactions... Left DL Right DL Sxx 232.547 in3 CI 5663.248 Sxx Reo'd 134.50 in3 0.00 in3 0.00 in3 @ Right Support 6.73 k 28.044 In2 240.00 psi Title : Dsgnr: Description : Scope : 470.00 #/ft 470.00 #/ft 390.00 #/ft 390.00 #/ft Bearing Length Req'd Bearing Length Req'd 19.50 ft Lu ft Lu ft Lu 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Start Loc End Loc Start Loc End Loc Maximum Shear * 1.5 7.3 k Allowable 20.3 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Area 84.563 in2 Allowable ft) 2,342.07 psi 2,342.07 psi 2,342.07 psi Job # Date: 3:45PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft 0.000 ft 9.000 ft 9.000 ft 19.500 ft Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 Stress Catcs 1.700 in 1.549 in 0.000 in 0.000 in 0.0 0.0 26 Rev: 580004 User: KW -0602811 Vet 580, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12690.ecw:Calculalions Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowabies are user defined ■ Section Name 5.125x16.5 Beam Width 5.125 In Beam Depth 16.500 in Member Type GluLam Load Dur. Factor Beam End Fixity [Full Length Uniform Loads [Deflections Center Left Cantilever Right Cantilever #1 DL @Left DL @ Right #2 DL @ Left DL C Right #3 DL @ Left DL a Right Dead Load Live Load ...distance Summary Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5 * @ Center @ Left @ Right 18 (Dead + 0.75Live + 0.75Snow + 0.75W ind) 80.O lbs 125.0 lbs 11.500 ft DL DL DL 1.600 Pin -Pin 80.0 lbs 125.0 lbs 16.500 ft Dead Load -0.245 10.218 ft 954.5 D.L. Defl ) ... 0.3681n 0.000 in 0.000 in 75.00 #/ft #/ft #/ft Fv Allow Fc Allow E 122 00 #4t LL @ Left 122.00 *ft LL @ Right 122.00 #/ft LL @ Left 122.00 Mt IL @ Right # 1 LL @ Left #/ft LL @ Right 999.2 lbs lbs 11.500 ft LL LL LL Span- 19.50ft, Beam Width = 5.125in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0.583 : 1 Maximum Moment 26.5 k - ft Allowable 45.4 k -ft Max. Positive Moment 26.47 k -ft at 11.232 ft Max. Negative Moment -0.00 k -ft at 19.500 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 45.39 lb 1,366.04 psi fv 92.22 pal Fb 2,342.07 psi Fv 264.00 psi Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Center Span 19.50 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir (Horizontal), 24F -V4 Fb Base Allow 1,500.0 psi 165.0 psi 560.0 psi 1,600.0 ksi 187.50 ft/ft Mt It/ft [Trapezoidal Loads 37.50 #/ft Start Loc 37.50 #/ft End Loc 37.50 #/ft Start Loc 37.50 #/ft End Loc 97.20 #/ft Start Loc 97.20 #/ft End Loc [Point Loads r 999.2 lbs lbs lbs lbs 16.500 ft 0.000 ft 7.8 k 22.3 k @ Left 4.41 k a Right 5.89 k Camber: @Left 0.000 in a Center 0.368 in a Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 1.51 k 2.78 k Total Load Left Cantilever... -0.572 In Deflection 9.984 ft ...Length/Deft 409.03 Right Cantilever... Deflection ... Length/Deft Job It Date: 1:49PM, 6 MAR 06 lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft 9.000 ft 11.500 ft 16.500 ft 19.500 ft 0.000 ft 19.500 ft lbs lbs 0.00011 Beam Design OK Max 4.41 k Max 5.89 k Dead Load Total Load 0.0001n 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 27 Scope : Rev: 580004 User. KW -0602811, Ver 5.8.0, 1- Dec -2003 (c)1953 -2003 ENERCALC Engineering Software General Timber Beam Page 2 12990.ecw:Celailations Description 18 (Dead + 0.75Live + 0.75Snow + 0.75Wind) Stress Calcs I Bending Analysts Ck 20.940 Cv 0.976 @ Center (� Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location @ Left Cant. Location = 0.000 ft 0.000 Max Moment 26.47 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 5.90 k 22.360 In2 264.00 psi 4.41 k 5.89 k 0.00 ft 0.00 ft 0.00 ft Sxx 232 547 in3 CI 4412.324 Sxx Req'd 135.64 in3 0.00 in3 0.00 in3 @ Right Support 7.80 k 29.540 in2 264.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Area 84.563 in2 Allowable fb 2,342.07 psi 2,342.07 psi 2,342.07 psi Shear 1.537 in 2.051 in Job # Date: 1:49PM, 6 MAR 06 28 LQuery Values r 4.41 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in r 0 Err r N 0 1 1 1 N i ; PROJECT: PLAN 3016 I = � z CHARTER HOMES PATE: I -18 -06 1 -71 -06 29 I i nrclnr.ltl A nrcl/.1 crn' dirt SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 LOWER FLOOR FRAMING 19. DL := 12 psf LL := 40 psf Span := 4 ft TW 14 +9 ft w := (DL + LL)-TW + 90 w = 1286 plf w •S an2 M,,,, = 2572 lb• ft V := w pan V,,,,, = 2572 lb 2 Am, 1.5- Vmax A = 21.43 in Fp M •12 S = 28.58 in Fb• Use a 4x10 D.F. #2 b := 3.5 in h := 9.25 in b•h 12 5•w- Span 4 .1728 dma 384•E'•I Span• 12 A °now • 360 Fb := 900 psi F 180 psi E := 1600000 psi I = 230.84 i d = 0.02 in Asnow = 0.13 in PROJECT: CHARTER HOMES PLAN 3106 A:= 3238 in S := 49.91 in Fly := Fb•Cd•CFCr Ci Fv:= F, •Cd•C; E':= E•C Cd := 1.0 CF := 1.2 C := 1.0 C; 1.0 F = 1080 psi F = 180 psi E' = 1600000 psi 12690 Gravity.mcd 02/21/06 esign KJH 3 chk BRL CHARTER HOMES PLAN 3106 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- .5697 Telephone (253) 474 -9449 PROJECT: CHARTER HOMES PLAN 3106 12890 Gravity.mcd 02/21/06 31 design KJH chk BRL 20. DL := 12 psf LL 40 psf Span := 5.5 ft TW 12.5 ft w :_ (DL + LL)•TW w•Span 2 Mmaz := 8 w• Span V max :— 2 V 1.5 M 12 b = 3.5 in h := 9.25 in 12 5•w•Span 4 .1728 AMU 384 -E'•I Span-12 Aauow— 360 Use a 4x10 D.F. #2 w = 650 plf Fb := 900 psi F„:= 180 psi E := 1600000 psi Fly Fb•Cd-CF•C Mmax = 2457.81 lb-ft Fy F1/ Cd-C; Vmax = 1787.5 lb E' := EC A rty = 14.9 in S ray = 27.31 in 3 I := b — h I = 230.84 in A max = 0.036 in Aanow = 0.18 in A:= 32.38 in S := 49.91 i Cd:= 1.0 CF:= 1.2 C 1.0 C; 1.0 Fly = 1080 psi F = 180 psi E' = 1600000 psi CHARTER HOMES PLAN 3106 SITTS & HILL ENGINEERS INC. PROJECT:12890 CHARTER HOMES PLAN 2901 SO. 40th St., Tacoma, WA 98409 - 3016 5697 Telephone (253) 474 -9449 12890 Gravity - KJH.mcd 03/06/06 32 design KJH chk BRL Stud Wall Analysis HF #2 H:= 9-ft F := 1300-psi CD := 1.15 CFb := 13 CM := 1 C := 1 Fb := 850-psi F' := Fb•CD.CFb•CM•C, CL•C F = 1461 psi F "c Fi CD•CFc F " = 1645 psi E = 1300000-psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL C:= 0.8 Ka 0.3 F� :_ K E' SL t + 0375•in Cb:= t C F' := C F " Fa= 1011psi N 2 1 + F S B 1 + F S B F" Fi 2•C , 2-C � Pmaxfearing = Cb•A•Fcp PmaxBearing = 41771b FOE F" C =0.51 C CL := 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 S:= I S= 7.6in F' = 838 psi PmaxAxial := F'i A PmaxAxial = 6910 lb PTL := [(16•psf + 25-psf)-(21-ft) + (12-psf + 40•psf)•(7.5•ft) + 190•plf ] • 1.33•ft PDL:= [(16•psf)•(21•ft) + (12•psf)•(7.5•ft) + 190plf]•1.33•ft Pmax = if(PmaxBearing <PmaxAxial PmaxBeanng,PmaxAxial) CF = 1.10 psf = P s i plf = psf•ft lb = p1f•ft 144 C y 1.15 F 405-psi h c := — 2 PDL = 819 lb Pm = 19171b < P =41771b O_K PLAN 3016 SITTS & HILL ENGINEERS INC. PROJECT:12890 CHARTER HOMES PLAN 2901 SO. 40th St., Tacoma, WA 98409- 3016 5697 Telephone (253) 474 -9449 12890 Gravity- KJH.mcd 03/06/06 33 design KJH chk BRL Axial Stress (DL +Wind) CD:= 1.33 F "c:= Fe CD•CFc C PDL fDL A F 1 +— F " 2•C wwind := 14.4•psf•1.33•ft Wwind•H M 8 M 8 rtiq Combined Stresses F F " = 1902 psi FOE F " 2•C fDL = 99psi Bending Stresses CD:= 1 F'6:= Fb M = 8 f b = f S b 30si — P width M = 194 ft•ib Cont. wall Footing Design Soil Bearing Pressure (Sb) Sb:= 1500•psf Pq = 1917lb — 0.28 <1 O.K. Pm 1,33•ft Sb Faa P C =0.46 C F = 1271 psi Fwidd, = 0.96 ft F',:= CP F " F' 866 psi S, 1.83in < S= 7.56 O.K. . USE 2x6 Studs (off 16" o.c. USE 1'4" x 8" thick continuous footing PLAN 3016 SITTS & HILL ENGINEERS INC. PROJECT:12890 CHARTER HOMES PLAN 2901 SO. 40th St., Tacoma, WA 98409- 3016 5697 ' Telephone (253) 474 -9449 12890 Gravity - KJH.mcd 03/06/06 34 design KJH chk BRL (2) -2x6 HF #2 Built -Up Post F 1300 -psi CD:= 1 CFb:= 1.3 CM = 1 C 1 C 1 CFc = 1.1 F := 405-psi E':= 1300000-psi F', := Fe C F " = 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := H C := 0.8 K := 03 FO C P, t , ax = 47281b C Pl 287 psi (2) -2x6 HF #2 Built -Up Post PmaxAxial = 4728 lb Base Plate Bearing Stress t + 0.375-in Cb t PmaxBearing Cb•F A Fcg = 301 psi 2 Cb = 1.13 Fce F-` Kf C PmaxAxial := F' A P maxBearing = 75181b Pmax if (PmaxBearing < PmaxAxial ,PmaxBearing • PmaxAxial) psi H:= 9-ft psf :_ 144 (2) -2x6 HF#2 Built -Up Post Properties Kf:= 1 h := 5.5-in t:= 2-1.5-in A:= t•h 3 1. t•h 12 S := h C = 0.2 plf := psf•ft lb := plf•ft .Kf = 0.6 for unbraced nailed wilt up posts - 0.75 for bolted 1.0 for braced built up posts) A = 16.5 in I= 41.6in 5= 15.1in PLAN 3016 Sins & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- , 5697 Telephone (253) 474 -9449 PROJECT:12890 CHARTER HOMES PLAN 3016 12890 Gravity - KJH.mcd 03/06/06 35 design KJH chk BRL (3) - 2x6 HF #2 Built - Up Post H:= 9-ft Psi psf :_ 144 F 1300-psi CD:= I Cpb:= 13 C 1 C 1 CI := 1 CF 1.1 E':= 1300000-psi F " F F " 1430psi Axial Load Capacity Slenderness Ratio (SL) SL := H t FCE SL C (3) -2x6 HF #2 Built -Up Post P maxAx ; at = 14678 lb Base Plate Bearing Stress t + 0.375 -in Cb: t C:= 0.8 KcE := 03 FC3 = 677 psi F' := C,-F" e F' = 593 psi S := I - S = 22.7 in F� 2 h 1 +— Faa F F 2•C C Kf p Cb = 1.08 PmaxAxial F'c A PmaxBearing Cb•F A P maxBear b, g = 10859 lb P RIM = if(PmaxBearing < Pmax.4xial , PmexBearing P max = 10859 lb pif psf-ft lb := plf-ft F 405-psi (3) -2x6 HF #2 Built -Up Post Properties ICf:= 1 h 5.5-in t:= 3.1.5-in A:= t-h A= 24.8in 3 I. th I= 62.4in4 12 C = 0.41 .Kf = 0.6 for unbraced nailed built ip posts - 0.75 for bolted 1.0 for braced built up posts) PLAN 3016 • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 'Telephone (253) 474 -9449 PROJECT:12890 CHARTER HOMES PLAN 3016 12890 Gravity - KJH.mcd 03/06/06 3 &sign KJH chk BRL 4x4 HF #2 Post F 1300•psi C 1 C := 1.5 C 1 C 1 C := 1 Cp 1.15 F 405•psi E':= 1300000•psi F", := Fc•CD.CFc F ' 0 = 1495 psi Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 KCE := 0.3 FCE K SL C 2C F = 410 psi 2 1 + FCE 1 + FCE FOE F " F" c c Ft, 2•C C Kf F� = C " Ft, = 383 psi P max• 4 x i a 1 := 4x4 HF#2 Post P = 46941b Base Plate Bearing Stress t + 0.375•in C C = 1.11 P := Cb•F PmaxBearing = 5493 lb Pmax := if (PmaxBearing < PmaxAxiai, PmaxBearing, PmaxAxial) P max = 46941b H:= 9•ft psf :_ psi 144 4x4 HF #2 Post Properties Kr := 1 h := 3.5•in t:= 3.5•in A: =t•h A= 12.3in 3 I. th 1= 12.5in4 12 I.2 S :_— h C = 0.26 plf := psf .ft lb := plf•ft . 0.6 for unbraced nailed built ip posts - 0.75 for bolted 1.0 for braced built up posts) S = 7.1 in PLAN 3016 MCE Ground Motion - Conterminous 48 States Zip Code - 98102 Central Latitude = 47.634467 Central Longitude = - 122.319935 Period MCE Sa (sec) ( %g) 0.2 149.9 MCE Value of Ss, Site Class B 1.0 052.0 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 149.9 Sa = FaSs, Fa = 1.00 1.0 078.0 Sa = FvS1, Fv = 1.50 37 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409.5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 38 design KJH chk BRL LATERAL ANALYSIS : AS PER SECTION 1616.6 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, THE HORIZONTAL SEISMIC FORCE "Qe" SHALL BE DETERMINED BY ONE OF THE TYPES OF ANALYSES PERMITTED BY SECTION 9.5.2.5.1 OF ASCE 7 -02. AS PERMITTED IN SECTION 9.5.2.5.1 OF ASCE 7 -02, THE EQUIVALENT LATERAL FORCE PROCEDURE DESCRIBED IN SECTION 9.5.5 OF ASCE 7 -02 SHALL BE USED TO DETERMINE THE SEISMIC FORCE "Qe ". AS PER SECTION 1617.1 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, THE SEISMIC LOAD EFFECT "E" FOR USE IN THE BASIC LOAD COMBINATIONS OF SECTION 1605.3 (OR SECTION 2.4.1 OF ASCE 7 -02) SHALL BE DETERMINED IN ACCORDANCE WITH SECTION 9.5.2.7 OF ASCE 7 -02. K:= 6 S := 1.499 Si := 0.520 SDS SDI F := 1.0 F v := 1.5 I:= 1.0 T C := 0.02 x := 0.75 k C h 18.5-ft hn Wn D W RESPONSE MODIFICATION COEFFICIENT, TABLE 9.5.2.2 MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS MAPPED SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS DESIGN SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD ACCELERATION BASED SITE COEFFICIENT, TABLE 9.4.1.2.4a VELOCITY BASED SITE COEFFICIENT AT ONE SECOND PERIOD, TABLE 9.4.2.4b OCCUPANCY IMPORTANCE FACTOR, TABLE 9.4.1 FUNDAMENTAL PERIOD OF THE STRUCTURE IN SECONDS, EQUATION 9.5.5.3.2 -1 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 9.5.5.3.2 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 9.5.5.3.2 EXPONENT RELATING TO THE PERIOD OF THE STRUCTURE, SECTION 9.5.5.4 VERTICAL SEISMIC DISTRIBUTION FACTOR, EQUATION 9.5.5.4 -2 HEIGHT IN FEET ABOVE THE BASE TO THE HIGHEST LEVEL OF THE STRUCTURE HEIGHT IN FEET ABOVE THE BASE OF THE STRUCTURE TO LEVEL "n" WEIGHT OF THE STRUCTURE AT LEVEL "n" SEISMIC DESIGN CATEGORY psi := lb ft SEISMIC WEIGHT OF STRUCTURE h ' T:= C T= 0.1784 k:= ifI T50.5,1,l ifl//T >_2.5,2,1 +252 T //J k =1 2 Sips 3'Fn•Ss Sps = 0.999 SDI Cs( Csmax '= T (Rl C := max(min(Cs , Csmax), Cann) C = 0.167 SDS R SDl = 3'FvSl Csnin := 0.0 Spl = 0.52 lb plf := R — PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409.5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 39 design KJH chk BRL SEISMIC FORCES SHALL BE DISTRIBUTED VERTICALLY IN ACCORDANCE WITH SECTION 9.5.5.4 w := 2188•ft w := wR.16•psf w2 = 350081b ?gip := 1362•ft wuF = 13628 wGR := 463 •ft2 w0R = 463 ft w'1 (wok + wg).(12•psf + 10•psf) w = 40150 lb w C,2 w2rh2 + wt•ht CVI w2.h2 + writ] 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.2 -Cs (w2 + wt V2 = 7802.1 lb V := C (w + w V = 4715.9lb CONSERVATIVELY, ASSUME A REDUNDANCY FACTOR OF 1 / 0.7, WHICH IS APPROXIMATLEY EQUAL TO 1.4 1 p• 0.7 w C,2 0.623 Cp = 0.377 THE SEISMIC FORCE "V" IS A STRENGTH LEVEL FORCE - REDUCE THE SEISMIC FORCE TO THE ALLOWABLE STRESS LEVEL "E" EE2 0.7V2•p EE2 = 7802.1 lb EE1 := 0.7V1.p EE1 = 4715.91b THE CONTROLLING LOAD COMBINATION FOR THE SEISMIC ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 8 OF SECTION 2.4.1 OF ASCE 7 -02, SHOWN BELOW: 0.6D +0.7E +H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H" MAY BE TAKEN AS EQUAL TO ZERO. THE COEFFICIENT "0.7" BEFORE THE SEISMIC LOAD EFFECT FACTOR "E" IS THE REDUCTION TERM TO CONVERT THE STRENGTH LEVEL FORCES TO THE ALLOWABLE STRESS LEVEL FORCES. AS THE SEISMIC FORCES HAVE ALREADY BEEN CONVERTED TO ALLOWABLE STRESS LEVEL, THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D + E AS PER SECTION 9.5.2.7 OF ASCE 7 -02, THE VERTICAL SEISMIC EFFECT TERM "0.2 Sds D" NEED ONLY BE USED IN LOAD COMBINATIONS 3 AND 4 IN SECTION 2.4.1 OF ASCE 7 -02. THE VERTICAL SEISMIC EFFECT TERM SHALL NOT APPLY TO THIS ANALYSIS. h := 18.5•ft h := 9.75•ft PLAN 3016 ,4100111. MEM �— r Wi ILA E SQ C Ent i ■� i. __% ■ ■■``= • 1 ■ In ill = a fl ar;t1r214 AL*. SI C I e IJ UPPEER R. E . 1.4 CORNER 1.3 (SIDE: 3X3 OVER NI TRM UPPER FLOOR MAIN FL. E. yens DARAE BOARD W l,3 TRIM VENT TOT COMPOSITION ROOF METAL GLITTER X6 FASCIA METAL GUTTER / 66 FASCIA' 2 OVER WA TRIM lil MI R T 6 BEVEL i NoUYa 2 "•I DP UV Z FLASH MAN FLOOR STONE VENEER MASTIC APPLIED AS PER MANPACTLP.@S SPECS VIPER PL. E. UPPER FLOOR MAIN FL E. MAIN FLOOR LIGHT CLOCK ER MASTIC N+PLI 6DSoeE®® ❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑ frD COPOSITION ROOFING OPTIONAL CPBI RAIL FRONT ELEVATION 1 M4LI NEN r it - nr-i I El n I O R ._,' Y 3 ° G OP.F lx MAKE /— 6' NOEL BEVEL SONG OPT. FP E .. - -4131 GE VENT ❑❑ DOD COY STOOP oPHCNAL OPEN wLNG b124' GE. VENT OPT. CAMDRAL CEILING N LET. BED 2X3 OVER XA TRIM TE WOOD TE STOOP EXTEND V PAST COLLIE 4 SLOES 3 /4•n& SAME BOARD -/ MJ TRN 2 YYG� 4 ❑ D ., __.e ' f F Or Ma !....vG RAMERIFv I til 4=1=4 rt it on TM or it WINDOW/DOOR FLASHING STEP I SIDING INSTALLER) ammo Two one amm...N. nslNL ILMa RGV b WINDOW/DOOR FLASHING STEP 2 NOTES: HOSE TAMERS DR ADDRESS TO BE POSTED AND PLAINLY VISIBLE AND LEGIBLE ..u...� o..- .. ... . wv FRxRW M DYBLLNG PROVIDE GALVE NEAT IETAL PLANING I =INTER FLAMMSO AT ALL 10KP PEACTRATIONS 8011080 DNENETE. CALLK AT ALL JOINTS I PENETRATIONS N EXTERIOR WALL &. ADJACENT *ROLM SURPAC2 &WALL DE ELOPED AWAY nee.) M STRUCTURE WITH A GRADIENT OF AT LEAST In PER FOOT FOR A DISTANCE OP 6'W OR MOPS WTI A MAXE&M 2.1 ALL SLOPES PIVII&ICN& &IALL RE NDE TO PREVENT ACCIMLATICN OF SURFACE WATER 83143 THE FLOOR OR LANDBG AT M EXIT DOOR SHALL 1031 DE MOIRE THAN 1 10 • LGEER MAN M TOP O TIE T REENCLD GUARDRAIL AM HANDRAILS TO OE ABLE TO IIIITHSTAND A &NYE PONT LOAD APPLIED IN ANT DIRECTION AT M TOP MOST PART. O ZBB to CONCENTRATED NO 50 to APPLIED NOEL TO ANT INTERMEDIATE SALLUSTER& OR IPLL C0TOntdTTD PER UM • 3 OR MORE STEPS DOW TO GRADE APE REWIRED AND / OR FNRIEO PORCH IEKyT IS GREATER THAN E' ABOVE PINED GRADE - PR VIDE GUARD RAIL LANONS SURFACE DOORS TO BE NO MOPE TIAN I -N BELOB DOOR T16EN4OO NO PROVIDE A MN RN DISTANCE OP 36' N NY IT OF DOOR h 6M' PIM RIGHt E1=EVATION °AIL KEYSTONE FILE N 6103 -L SHEET A °PEER FL E. •PER PLOCR AN FL.G ALA COUTER �y TRIM (BACK• S3 (SIDE) AN FLOOR 1 1 r - S. IIORIL BEVEL SIDING - r rm C IPOSITIO1 R)JGFIt METAL GUTTER o/ Nb PASO.% R 9 UPPER FL. R. CORNER TRIM (DAOC) Ix) (SIDE) U FLOOR MAN FL. R. MAIN RGCR Ys SAME 004145 3x4 Ar TRIM REAR ELEVATION "A" 4 NOTES: ICJEE NURSERS OR ADDRESS TO BE POSTED AND FLAI&LT VISIBLE AND LEGIBLE FROM TUE STREET OR ROAD FRONTING ME DIIQLLNG, PROVIDE GALVE SHEET METAL FLASHING • COUNTER PLASMA & AT ALL ROOF P@ETRATMU$ INCLUDING CRP CALK AT ALL .pNTO • PENETRATIONS N EXTERIOR WALLS. ADJACENT GROW SLIPPAGE MALL BE SLOPED MUST RAT 1 ME STRUCTURE WM A GRADIENT OP AT LEAST IN PER FOOT FOR A DISTANCE OP S'-B CA MORE WITH A MAZMh 2J ALL SLOPES. PROVISIONS SMALL BE MADE TG PIR?VBIT ACCGI LATILN FF SURFACE WATER R3343 Tle FLOOR OR LANPN3 AT THE Ekf DOOR &HALL NOT B[ now THAN I Sr LOSER THAN THE TOP OP THE MREBICL GUARDRAIL AND HANDRAILS TO BE ABLE 70 101714674440 A SINGLE PONT LOAD APPLIED N ANT DIRECTION AT THE TOP MOST PART OP 106 b COCOARATED AND 50 b APPLIED INRL TO ANT NTER'¢DMATE BALUSTER. OR MOLL Co•GIENTS PER I.R.C. P) OR MORE STEPS DOOR TO GRADE ARE REOJIPED AND / OR FISHED POISON REIGN IS GREATER MAN R ABOVE PNINED GRADE • PROVIDE GUANO RAIL. LYONS SURFACE • DOORS TO SE NO MOM THAN I - Il!• BELOW DOOR IVIREEIGLD AND PROVIDE A MIN RN DISTANCE OF NI• N FRONT OP DOOR (FRAMER) WNDOW/DOOR FLASHING STEP I 81OS INSTALLER) annse Tomma RA•• MTH O F' WINDOW/DOOR FLASHING STEP 2 FILE NO: 4.103-SA ( SHEET In SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 42 design KJH chk BRL WIND USE SIMPLIFIED WIND LOAD METHOD PER IBC SECTION 1609.6. Ps= A. Iw Ps30 WIND EXPOSURE = B A, = 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) 3 1.0 Le = 2 a L.:- 1.0 Ps30a 14.4•psf pool, 2.3 -psf ps30c := 10.4•psf p max(X.1. Ps3oa, Psb max(X*Iw Psc max( l0.psf) Ps3od := 2.4.psf Pad max(X Le = LENGTH OF THE WIND PRESSURE END ZONES a = LEAST OF (10% OF THE LEAST HORIZONTAL DIMENSION or 0.4 x MEAN ROOD HEIGHT) BUT NOT LESS THAN (4% OF THE LEAST HORIZONTAL DIRECTION or 3' -0") H = MEAN ROOF HEIGHT Is = LEAST HORIZONTAL DIMENSION H := 23.6•ft L. := 40 -ft at := min(0.10•L a max(0.04•4,3•ft) a if(at <a2,a2,a1) 2•a a1 =4ft a2 = 3 ft a =4ft L =8ft 85 mph 3- SECOND GUST WIND SPEED H := 10.25•ft 1-1 4.5•ft H1 := 9 -ft p = 14.4 lb ft Psb = 101bff psc = 10.41bIY p 101bf EXPOSED HEIGHT OF ROOF EXPOSED HEIGHT OF UPPER FLOOR EXPOSED HEIGHT OF LOWER FLOOR THE CONTROLLING LOAD COMBINATION FOR THE WIND ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 7 OF SECTION 2.4.1 OF ASCE 7-02, SHOWN BELOW: 0.6D +W +H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H' MAY BE TAKEN AS EQUAL TO ZERO. THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D +W LATERAL FORCES WILL BE DISTRIBUTED ALONG LINES OF FORCE/RESISTANCE. LINES OF FORCE /RESISTANCE WILL BE INVESTIGATED FOR BOTH WIND AND SEISMIC LATERAL LOADS. LATERAL FORCES WILL BE RESISTED BY PLYWOOD DIAPHRAGMS AND WOOD SHEARWALLS SUPPORTED ON CONCRETE FOUNDATIONS. PLAN 3016 f= ==r IJPPFF2 FI l /I /i;? PI 4N LEGEND. ro SLEETS MESS a SHOWERS: • FIRE CLOCK SEDER. STUDS. • LMIT STONER ROA TO lb 6PH • WALLS MALL BE WATERFROCP TO MN Tl ABOVE FWIS¢D FLOOR • ALL GLAZING NCLUDPG WMDNE WEAN 10 OF DRAIN VW TO Be SAFETY GLASS. • WATEWROO. BATA. AT TILS ARO Rama NOT TO SE INSTALLED OVER A VAPOR BARRIER (RYA PANT REWIRED AT TUE I NIryER &pRORDI • ALL tOYTLER ASV ARAB WITS TO SE MANPAOTUREO FIBS SiLASS WITS ISLESS NOTED OTHERESE. SITE MIT 5401ER RECEPTOR& %ALL BE TESTED FOR WATER TIGHTNESS PER rC mum NOTES: • AL FAIL I UDR. TO EE — O•l INLESS NOTED OTHERRsE. ALL SEAMS ASSUMED DF•2 LAtESt NOTED OTHERWSE. • TYP. E. TO SE r•14y r It OAP ETIOA • SOLID ELCCKING OVER SUPPORTS. PORTS. • PIPP. BLOCK, • ALL PLININS PEETRATIONS • PRE BLOCKING R OAISED AT FLOOR AND CEILING SIT NOT 10 FT INTERVAL* VERTICAL NO FIRE MOONING REG. AT STAIRS. • CONCEALED SPACES O• SW WALLS AC PARTITIONS. NCLIOSG RAPID WAGES AT BOTH CEILING AND FLOOR LEVELS AND AT TIN FOOT (N'i l INTERVALS HORIZONTAL. • At ALL SCENTS. OIS'A AO COVERED CEILINGS. • NO FIRE SLOCKNO }SOURED AT STAIRS WO O FIBERGLASS EGILATICN MAY SE SUBSTITUTED FOR A EIRE BLOCK • N OPEISGS AROIa VENTS. PIPES. =TS. CHMIETS. FIRER-ACES AND WEAR OPENINGS AT CEILM AND FLOOR LEVELS • AT 0541405 BETWEEN ATTIC SPACES NO OEpET CHAFES FOR FACTORY BOLT ORSIHTS AND RTES. • TOP BO V•10' ABOVE FNISEO RR UNLESS • NOTEP • TTP. EXT. WALLS TO BE b8 • I • O{ UNLESS NOTED ODERHEF: • SMOKE DETECTORS to BE NOT IA ED I NTEACCN ECTED SI SACgIP MATTEET TYPICAL. • W CE ALARMS TO SE AWOL/ N ALL SEDROOTS • AU. STORAGE AND SPACES MIMED , IWr • TYPE • K • GALE. STAIRCASE TO BE • h r GWB. ON NOSEK•ARAI5 COE%N WALLS, ALL S A RSI WALLS. POSTS. SEAMS O CEILINGS unarm • GARAGE CEILN$S WITH LAING AREA ABOVE TO SE 5/e• TYPE x GOS TYPICAL C t LAYERS IEGTI WTH IAA/ • HA RAIL • N - te• ASOVE TREAD NOE*C. DECK GUARDRAIL TO SE P.T. WOOD. CEDAR or SWOP FABRICATED OR'IGYT IRON at ITO PREFAB STEEL TIRE by T30 - EIELD VERIFY Y COITRACTOR - BOOR • GUARDRAIL AND HANDRAILS TO BE ABLE TO WTNSTAO • SINGLE PONT LOAD A PLIED N ANY OIRERION AT TIRE TOP 195E PART. OF ZOO NI CONCENTRATED AND Sc TR APPLIED NORM TO ANY NTEREDIATE DALLYNERE OR WILL C rPoCNTb PER !RC. • NSTALL FPEPLACNN PER MAAFACTWER WECIFIUTOIG. • It DENOTES SOLID SEARAO OpaR CONCENTRATED LOADS TOE (llla• AT b WAAL& YSE (2) l•A AT 4• WALLS. TARE% NOTED ORiRHSE. • VEtS ALL FANSORTER EXHAUST TO ORSIDE • ALL BEAM AND WADERS TO SE VERIFIED W1N •TA IG PED EI L ON ENGINEER .% cALVATIS. WAS O R= MAT BE ROMEO WIT1 ANY VARIATIONS B MOC PROCEEDNCL • Al EXTERIOR DOOR AC WINDOW CPE NMS TO BE RASED TO LIST }ARSES! NIIDNON -SEE EVEVATION PAGES - TYPICAL O Zr A IC ATTIC ACCESS O WHOLE RISE PAN V TOS AS REWIRED T../ NIOLLO1 }ELAN AR N N• X N Jr �^ l DOAN PROT COLIC OR I N• OR FLOOR w OPTIORLL 1• SKYLIGHT N DR SHAFT w STD. l4 SKYLIGHT N t'A' LICMT SLOT 1• -(•• RKIT TLO W LL FILE Nc STOS SHEET SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 4740153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 44 design KJH chk BRL Upper Floor Walls Floor Wall Line A: Total Wall Length: 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:= 18•ft +6•ft Wind Tributary Width: TW:= 4140.5 Total Wind Force: V := p (TW – L + Hr) + P a KH2 + Hr� U V� = 3616.71b V vaa :_ — Laa 40•ft-41•ft•0.5 Eaa:= EE2 Eaa E — Laa laa = 6•ft OTM, = Ealaa•H laa WR Roof := 16•psf.11.5• Wall := 10•psf•Hwlaa Total := Roof + Wall OTM := vaa.laa•H DLR := 0.6Tota1. DLR., := 0.6Total• 12a OTM – DLR OTM, – DLR U laa U:= max(U vaa = 150.71b 8 t Eaa = 29241b E a = 121.8 t Roof = 1104 Wall = 480 lb Total = 1584 lb OTM, = 7233.41bft OTM, = 5848lbft DLR = 2851.216 ft DLR, = 2851.21bft U 730.416 U = 499.51b Plate Height: H 8-ft Sheaf Wali Type P1 -6 «Id NAIL'S @ "eat.' C . Capacity 355 PLF ShearWall Type dpd, NA ILS'c Cap_'adty , 254 PLF' U = 730.416 riPLIFT RESIST BY,, NEADERS ANDJOR CbRNEl3 FRA NO HOLDOWNNEEDED, ' PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 .Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 design KJH chk BRL Floor Wall Line C: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear. Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Lcc 3•ft + 3•ft TW:= 4140.5 Vcc pseTW (H +112) V�= 3144.71b V vcc — Lcc Foe := EE2 Eec E •= — Lcc E, Ec := lcc 3•ft 2( - I H wv (20• ft•41•ft)•0.5 WR Roof := 16•psf•3.54t•Icc Wall := 10•psf•Hwlcc Total := Roof + Wall OTM vcc•lcc•H OTM := E Icc•H DLR := 0.6Total lcc 2 DLR, := 0.6Total. Izc U OTM – DLR lcc OTM, – DLR, U, ice U:= max(U vcc = 524.1 lb 11 Ecc = 14621b F, = 243.7 lb ft-2 Ec = 324.9 lb ft' Roof = 168 lb Wall = 240 lb Total = 408 lb OTM = 12578.8 lb ft OTM, = 58481bft DLR = 367.2113ft DLR, = 367.211, ft Plate Height: H = 8•ft Shdar I0d �71 a,ll, Type 414 NA ILS;@ Capacity ='528 PLF j 00,4,0 80' 10d NAILS 4 ",O C Capacit =': ",377 PLF i . U = 4070.5 lb U, = 1826.9 lb U = 4070.51b USE: MSTFO,SIMPSON STRAPTIE OLDO W N PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 4 4 KJH chk BRL Floor Wall Line D: Total Wall Length: Wind Tributary Width: TW := 11.540.5 Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Ldd := 2.5•ft+ 2.5•ft + 2.541+ 2.5-ft Vdd Pec'(TW — Le) + Hr) + Psate'(112 + H Vdd = 1354113 vdd := Vdd Ldd Edd = EE2 20ft-11,5•ft•0.5 Ed' Ldd Ed Ed :_ 2( 2.5•ft ) ldd:= 2.5-ft wR Roof := 16•psf•2•ft-ldd Wall := 10•psf•H Total := Roof + Wall OTM := vddddd•H OTM := Ed•ldd•H DLR,, := 0.6Total. lZd DLR, := 0.6Total ldd OTM,, - DLR,, Uw ldd OTM — DLR, U ldd U := max(U vdd = 135.41b Edd = 410.1 lb Ed = 41 lb ft l Ed = 65.6 lb ft' Roof = 80 lb Wall = 200 lb Total = 2801b OTM = 2708.1 lb ft OTM = 820.1 lb ft DLR„ = 2101b ft DLit, = 210lbft U = 999.2 lb U = 244.1 lb U = 999.21b Plate Height: H 8-ft Shear Wall Type P1 -6 100N AfLS�6 C ap a city „ =155 PLF:, Shear Wall " P16 1UdNAILStO610 Capacl(y X54' PLF!_ USE 1111673I 7 Sfv1P5 bN,. STRAP�TIE,HOLpOVUN PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 • Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 4 7 design KJH chk BRL Floor Wall Line 1: Total Wall Length: Wind Tributary Width: TW:= 20•ft•0.5 Total Wind Force: V := psa•Le H2 + Pse(TW - LJ + Psb Hr + Psd#W - Le)•Hr Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Roof := 16•psf- 2 -ft•Il1 Roof = 128 lb Wall := 10•psf•H 111 Wall = 3201b Total := Roof + Wall Total = 448 lb Wind Overturning: OTM v11.111•H4 OTM 1475.6lbft Seismic Overturning: OTM,: =Et•111•H OTM, = 1703.6 lb ft Wind Resisting Moment: DLR„ := 0.6Total. DLR = 537.61bft Seismic Resisting Moment: DLR, := 0.6Total- I U 1 DLR, = 537.61bft Net Uplift: Ll1 19•ft + 8.5ft + 4ft + 4 -ft V11 = 16371b vll:= Vlt Lll 53-ft-20-ft 0.5 Ell :— EE2 WR Ell Et. L11 111 := 4 -ft OTM - DLR, OTM, - DLR, U, 111 U:= max(U v11 = 46.11b ft 1 ElI = 1889.911, Et = 53.2lbft U = 234.5lb U = 291.51b Plate Height: 11 8 -ft Shear Well P1-6 10d NAILS a@6 O.CS Capacity =;355 PLF I " :h "e"arwall Type P1 =;6 10d NAILS; @',6" O.C;, Capacity,= 254 PLF, U = 291.51b 11PLIFT RESiSTEb BY HEADERS AND /OR CORN FRAMOP:, N #OLDOWNNEEDED PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 Floor Wall Line 2: Total Wall Length: Wind Tributary Width: Total Wind Force: L22 = 12.5ft TW:= (20.ft+ 20•ft)•0.5 V22 Psc'TWH2+Psd'TWHr V22 = 2986lb Wind Shear: V22 Shear t V V e P =4 _ _ „Al ll YP ,1 v22 L22 v22 = 238.9lbft 10d NAILS (g O. Capaclty ;1528 PLF;., Seismic Base Shear E22 := EE2 40•ft•53•ft 0.5 E22 = 3779.81b wi E22 $hear We1l;Type P Seismic Force: E2 := L22 E2 = 302.416 ft t OF NAILS,'@ 4'1' 4 O 1 Capaclty ='.,377 PLC: Check wall section: 122 12.5•ft Dead load resisting: Roof := 16•psf•12-fb122 Roof = 240016 Wall 10•psf•Hw 122 Wall = 1000lb Total := Roof + Wall Total = 3400lb Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: OTM, := v22.122•H 0114, := E2'122'H DLR := 0.6Total 22 DLR, := 0.6Tota1. 22 U, := PROJECT :12890 CHARTER HOMES OTM — DLR Uw 122 OTM, — DLR, 122 U := max(U u OTM = 23888 lb ft OTM, = 30238.5 lb ft DLL, = 127501b ft DLR, = 127501b ft U =891lb U = 1399.1 lb U = 1399.116 USE MST07 SIN)PSON' ST TIE NOLDOINJ4 12890 Lateral (IBC).mcd 02/25/06 48 design KJH chk BRL Plate Height H 8•ft PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (1BC).mcd 02/25/06 4 *sign KJ chk BRL Floor Wall Line 3: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Net Uplift: L33 := 17-ft + 4ft + 4ft TW := 20•ft•0.5 V33 Psa'L• + Psc•(TW — Le)112 + Psb'Le'Hr+ psd•(TW - L V33 = 16371b V33 v33 :_ — L33 E33 := EE2 20•ft•41•ft•0.5 WR E3 :_ E33 L33 133 := 4.ft Roof := 16•psf-2 -ft-133 Wall 10-psf•Hw 133 Total Roof + Wall OTM, := v33.133•H OTM, := E3.133•H DLR := 0.6Total• 133 2 Seismic Resisting Moment: DLR, 0.6Total- Z3 OTM - DLR U w 133 OTM, - DLR, U, 133 U := max(U v33 = 65.5lbf[ E33 = 1462 lb E3 = 58.51b 8 1 Roof = 128 lb Wall = 320 lb Total = 448 lb OTM, = 2095.4 lb ft OTM, = 1871.4 lb ft DLR = 537.61b ft DLR., = 537.6 lb ft U = 389.41b u 333.41b Plate Height: H 8-ft Shea'r"GVall TypM74 10d NAILS @ 6" O C', Capacity= :;355 PLF Shear WaliType P1-B 104 NAILS ;@ 6 i O C s Capacity =1254 ,F�LF„ U = 389.4 UPLIFT RESISTED S? HEADERS AND /OR _CORNER FRAMING 4O HOLDOVIIN N PLAN 3016 COL W6 CARPET FAMILY RM. DIRECT YEAR GAS FP NOOK HS KITCHEN ENTRY C n) a D El }• l•6 HALF WALL DINING RM. LIVING RM OPT GARAGE SEE BEET GI DEN CARPET GARAGE T -6 1I1 9 I /a TOTAL GARAGE 6' -23/a• AREA SUMMARY: MAN M1WR • DS} SD. FT. UPPER FLOOR • I651 SC M. t MAII�FLOOR PLAN NT N WG L ExTEQICR LOW 4 41 PT POST C l® SEE NEARIW.L LEGATO. ro SHEETS NOTES: ALL SIB. I IORa TO SE 4WD OP j UNLESS NOTED OTNERIIEE. ALL SAWN BEMIS A.9E1•ED CPI UNLESS NOTED OTIIERIASE. ALL GLU LAM SEAMS ASSUMED 2Y -VA UNLESS NOTED OMERIASE. ALL PARALLaM GEMS ASNIED }b UNLESS NOTED OTHERWISE. • TT• E. to GE E•1 IA• • SOLID SLOOCIND OVER SUPPORTS. • PIPE MOCK. • ALL 11I10143 PENETRATIONS NCLWN3 RIMED SPACES WALLS CFaEs 4y FLev`R LEVELS • AT ALL SOFFITS. DROPPED AND COVED CEILINGS. • FIRE MOCKING REQUIRED AT FLOOR AND CEILING BUT NOT 1D Ft NTERVALS VERTICAL- NO FIFE SLOOCNG REC. AT STAIRS. • N OPENNDS AROAO VENTS. PIPES. DUCTS CNRNETS. `REPLACES AND SNILAR OPENINGS AT CEILING AND FLOOR • AT OPOINDS GEISEEI ATTIC SPACES AND CHENET CHASES FOP FACTORY DALT aSNEYS AND BLEB, • TO (F WNDOM • S' -W ABOVE MAN RA UNLESS • TYP EM WALLS TO SE Ty • IS• OD GARS• NOTED OTIEIWER • SMOKE DETECTORS TO St NOT WIRED •/ GANERT WACOP. • SMOKE DETECTORS TO RE AIOIBBLE N ALL BEDRIT•. • NYORAIL • N • Sr ABOVE TRIAD NOS G. • GUARDRAIL AND HANDRAILS TO GE HALE TO IIITWrtYID A MAAS PONT LOAD APPLIED N ANY DIRECTION AT THE TOP MOST PART, CP }M Tq CONCENTRATED AND 50 R. APPLIED NOTEE TO ANY INTERMEDIATE SALLUSTERS OR ME.L Ca•clM PER IK. • DECR MARDRAJL TO GI P T =OD. CEDAR y/ SHOP PAGRICATED WROUGHT IR}I or I' PAS • STEEL ROE AND T]4 - FIELD Kiser ✓ CONTRACTOR • OGER • S TALL FIREPLACES/ PER MANUFACTURER SPECPICATICNS • T DENOTES SOLID BARSG IADER CONCENTRATED LOADS USE (}I }N AT E WLLLL WE (E1 RR AT t• WALLS. G1.555 NOTED OMNISE. • ® DENOTES MAPLE CRIPPLE • READERS OVER 5' -0• Lot OR AT NEAR PANEL 51105 FOR HOLD DLVSA - SEE PLANS. • DOOR BETWEEN Hass • GARAGE TO BE I -!A• SOLID WOOD DOOR NO FEATHER STRIPED. • 1G CHUG. M NOLSE/GARAGE CONCH WALLS. ALL MEMO WALLS, POSTA BEAMS A10 CEILINGS W TIWT LIVER APEA ABOVE, • GARAGE CEIL•OS SRN LANG AREA ABOVE TO BE 5 /S TYPE •N• Ma TYPICAL. (E LATER& RECTO DM TI'S) • MS BLOCK AT Sr FOR THERMOSTAT. • VENT ALL PANS, DRYER EXHAUST TO OTSIDE. • ALL BEAMS AND READERS TO GE VERIPEO 5TH STAMPED ENGINEERING CALC UATIONS. THIS OFFICE r aT BE NOTIFIED 11214 ANT VARIATIONS EPROM PROCEEDING. • ALL EXTERIOR DOOR AND WINDOW OpBAHGS TO SE PLASHED TO LEST PERST RE MRISK}I - SEE EVEVATION PAGES - TYPICA • IRO 3115 - FASTENERS FOR PRESSURE PRESERVATIVE AND • RRE RETARDANT- }HEATED WOOD SHALL BE OF NOT- DIPPED GALVANIZED STEEL , STARLESS STEEL SILICON BRCHZE OR • &!AR WALL BORGI PLATE MAILNG MD ALL NAILID AT I@3 TREATED PLATEMETOERS SHALL DE NOT- DIPPED ZINC-COATED GALVANIZED STEEL OR STARLESS HELL NAILS PER IBC 3E3, ATER PER Si NAECA SEISMIC STRAP PER UPC 5103 IGNITION MICE AO HEATER ELE)BITS TO BE MN 5 ABOVE PNIUIED FLOOR PRFSSWSD SYSTEM N OUTSIDE AR DUCT (M SKLE HOUSE FAN REOIRRDI • 115001* N ROBE HAVE VENTS A IMOLE (OUSE FAN IS REWIRED E a }a• CRAWL SPACE ACCESS at O IV X Sr ATTIC ACCESS PREPPY WI WUER 0-CLEARANCE CE WOW BURNING OR A DIRECT NEE GAS / IWO METAL FIREPLACE, INSTALL PER MARFACTUERS SPEC, PREFAB. PP. TO DEAR THE STAY O AI APPROVED TESTER LAN PRONDE S• OUTSIDE AIR DUCT POE 0.CLEARANCE FP ONLY. REARM PER MILDER/CUTER O l SOLE PORE FAN • AS REWIRED SHEET FILE NC 6103 SITTS & HILL ENGINEERS iNC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 5 design KJH chk BRL Lower Floor Walls Floor Wall Line A: Total Wall Length: La := 4.25•ft + 5.25.ft + 8.75•ft Wind Tributary Width: TW := 29•ft•0.5 Total Wind Force: V := p L� Hf + p (TW - L + Vaa Wind Shear Seismic Base Shear: Seismic Force: Check wall section: V = 5261.9 lb V va:= La — 29•ft•40•ft•0.5 40•ft-41•ft-0.5 Ea := EE +EE2• wuF wR Ea• Ea La la:= 4.25•ft Dead load resisting: Roof := 16•psf•21•ft•la Roof = 1428 lb Wall := 10•psf•Hw la•2 Wall = 680 lb Floor:= 12•psf•7.5ft•la Floor = 382.51b Total := Roof + Wall + Floor Total = 2490.5 lb Wind Overturning: OTM := va-la•H,, OTM = 9803 lb ft Net Uplift: U OTM – DLR la OTM, – DLR, U, := la U:= max(U U = 1559.4 lb U, = 1414.9lb Plate Height: H 8-ft va = 288.316 ft E 270.3Ibff Seismic Overturning: OTM, := E la•H OTM, = 9188.8 lbft Wind Resisting Moment: DLR := 0.6Total• 2 DLR„ = 3175.4 lb ft Seismic Resisting Moment: DL la g R, := 0.6Tota1. 2 DLR, = 3175.4 lb ft Ea = 4932.2 lb Shearmall TypeP1 -6 1 0tl NAILS @ Capacity'= 355• PLF Shear Wall Type'1 =6 10d NAILS @ 6 "(0¢: Capacity'. = 254 PLF; U = 1559.416 U$E STHDBRJ STRAP T IE`HOLDOWN PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 `Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 5 2 design KJH chk BRL Floor Wall Line B: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Lb := 5.5 -ft + 9•ft TW:= (29ft + 24.5•ft) -0.5 Vb -= psc•TW•HI Vb = 2503.8lb Vb vb Lb — Eb EEC (24ft•20 -ft+ 29- ft•40- ft) -0.5 Eb Lb Eb — lbb:= 5.5•ft WR Roof := 16•psf•20•ft•lbb Wall := 10- psf -Hw lbb•2 Floor:= 12.psf•12.5ft•lbb Total := Roof + Wall + Floor OTM, vb•lbb•11 OTM := Eb•Ibb•H DLR 0.6Total DLR. := 0.6Total• lib OTM – DLR U w lbb OTM, – DLR, U, lbb U:= max(Uw,Us) vb= 172.71b Eb = 1767.416 Eb= I21.91bfl Roof = 17601b Wall = 880 lb Floor = 825 lb Total = 3465 lb OTM = 7597.7 lb ft OTM, = 5363.1 lb ft DLR = 5717,3 lb ft DLR. = 5717.3 lb ft U = 341.91b U = –64.4 lb U = 341.916 Plate Height H 8-ft Sheav Wall Typo P1 =6 10d NAILS @ 8" O.0 Capacity = 355 PLF Sh Type;P1 -6 0 .C.. Capacity = 254, PLF 11Pirrr'BESISTED,BY HEADERS AND /ORiCORNER,FRAmiNG NO HOLDOWN NEEDED PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 .Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 La rI (IBC).mcd 02/25/06 design KJH chk BRL Floor Wall Line C: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Lc := 3.ft + 3.ft TW := 41-ft•O.5 V p + Va V, = 5063.5 lb vc:= V, vc= 843.91bft t Ec Le Ec BE 41 •ft•20•ft - + EE (20•ft-41 •ft).0.5 t 2 Ec 8 1.3) E,:= Lc E 2( 3 - H w lc:= 3•ft WUF Roof := 16•psf•3.5•ft-Ic Wall := 10•psf•H Floor:= l2•psf•0.67•ft•lc Total := Roof + Wall + Floor OTM := vc•lc•H OTM := Ee lc•H. DLR., 0.6Total• 2 DLR, 0.6Total.2 OTM – DLR U . lc OTM - DLR U lc U := max(U U WR E = 295.61b ft Ec= 394.1lb Roof = 1681b Wall = 480 lb Floor = 24.1 lb Total = 672.1 lb OTM = 20254 lb ft OTM = 7093.2 lb ft DLR = 604.91b ft DLR = 604.9 lb ft U = 6549.7 lb U, = 2162.8 lb U = 6549.7 lb Plate Height: H = 8-ft ShearuJaTl Type P1' -2 1od NAILS @ 2m'O C; Capacity ,_ 883 PLF Ec = 2881.6lb Shear%Wall Type:,P14 1Od N31LS @ 2' C' Capacity 631 FLF USt: HD08 HOLDOWN r... PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5897 . Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 54design KJH chk BRL Floor Wall Line 0: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Ldd •= 2•ft + 2•ft TW := 24.5.1.0.5 Vdd Psc — Le) + Psate Ht + Vdd Vdd = 2788.6 lb Vdd vdd := — Ldd vdd = 697.2 lb 8 Edd = EEt 24.5ft•20•ft•0.5 + EEZ 20ft•11.5•ft•0.5 wup Wa . Edd = Ldd Ed Ed 2(- Hw ldd := 2•ft Roof 16•psf•2•ft•Idd Wall := 10•psf•H Floor := 12•psf•6.25•ft•lc Total := Roof + Wall + Floor OTM vdd•ldd•H OTM, := Ed•ldd•H DLR 0.6Tota1 DLR, := 0.6Total 12d OTM — DLR U w :_ ldd OTM, — DLR, U,:= ldd U := max(U U Plate Height: H := 5.ft URAISE STEMWAL AND REDUC HEADER HEIGHT WITH CGNTINOUDUS HEADER TO LIMIT PANELHEIGHT TO Ed= 314.6lbft Ed= 393.21bft Roof = 64 Wall = 200 lb Floor = 225 lb Total = 489 lb OTM = 6971.61b ft OTM, = 3145.91b ft DLR = 293.41bft DLR, = 293.4 lb ft U = 3339.1 lb U, = 1426.3 lb U = 3339.1 lb Shear Wall Type P1 `2 lad NAILS @ 2' O Capacity = 883 PLF ;?: Edd = 1258.416 Sheer Wall Type P1t2 Capacty 1 b C ',', LISE S!MPSON STHD14 HOEDOWN ` ;j! ` PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 .Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd C 02/25/06 5 5jdesign KJH chk BRL Floor Wall Line 1: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L1:= 31•ft +7.75ft +5ft TW:= 20•ft•0.5 V Psate'HI + Psc'(TW – L + V V t = 2861 lb V vl := Ll — 53•ft•20 -ft•0.5 53•ft•20•ft•0.5 El := EE + EE El = 3725 lb WR Et. L1 — 11 := 5•ft Roof := 16-psf•2.54t•1I Wall := l0-psf•H Floor := l2•psf•l.33ft•11 Total := Roof + Wall + Floor OTM v1.1141 OTM, := E wUF DLR, 0.6Total-2 DLR, := 0.6Tota1. OTM, – DLR Uw 11 OTM, – DLR, U := 11 U := max(U U,) v1= 65.41b8 Et= 85.1lbf Roof = 200 lb Wall = 8001b Floor = 79.8 lb Total = 1079.8 lb OTM = 2615.8 lb ft OTM, = 3405.7 lb ft DLR„ = 1619.71b ft DLR, = 1619.71b ft U = 199.21b U, = 357.21b U = 357.2 lb Plate Height: H 8.ft Shear 1Nall Type Pi -6 10d NAILS @,6' O,C:" Capacity'.= 355, PLF? _` Shear Wall Type P1 =6 100 NAILS'@ P 6", O,C Capacity;= 254 LF,' UPLIFT RESIST[ D'BY,HEADSRS AND /OR CORNER FRAMING. NO HOLDOWN NEEDED PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 PROJECT :12890 CHARTER • Telephone (253) 474 -9449 HOMES Fax (253) 474 -0153 12890 Lateral (IBC).mcd 02125/06 5 design KJH chk BRL Floor Wall Line 2: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L2:= 16.5•ft TW := (20•ft + 2040•0.5 V2 := p TWHI + V22 V2 = 48581b V2 v2 := L2 — E2 EE (20•ft•53•ft + 20•ft- 53.8)•0.5 + EE 20•ft•53•ft•0.5 I wUF 2 wR E2. E2 L2 12:= 16.5•ft Roof := 16•psf•6•ft•12 Wall := 10-psf•H 12.2 Floor := 12•psf•1.33ft•12 Total := Roof + Wall + Floor OTM := v2.12•1-1 OTM := E2.12•H DLR := 0.6Tota1. 2 DLR, := 0.6Tota1.2 U OTM - DLR U„: 12 OTM, – DLR 12 U := max(U U v2 = 294.41b 1I E2= 337Ibft' Roof = 15841b Wall = 2640 lb Floor = 263.3 lb Total = 4487.3 lb Plate Height H 8.ft Shear Walt Type R1=4 10d NAILS @ 4"10. C. Capacity '; =. 528 PLF E2 = 5560.1 lb "Shear, Type.R1 =4 10d NAILS @ 4 " . O:C Capacity; 377 PLF,', ", OTM = 38864 lb ft OTM = 44481 lb ft DLR = 222123 lb ft DLR, = 22212.3 lb ft U = 1009.21, U, = 1349.61b U = 1349.61b USE STHDB SIMPSON STRAP TIE HOEDOWN PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 .Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 57 design KJH chk BRL Floor Wall Line 3: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear. Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L3:= 17 -ft+ loft TW := 20-ft•0.5 V3 psa'Le'H1 + Ps&(TW — Le)•111 + V33 V3 = 2861 lb V3 = 3 L3 E3 EE1 53•ft•20•ft•0.5 + EE2. 20•ft•41•ft•0.5 E3 E :_ — L3 13 := 10-ft wUF Roof := 16•psf•1-ft-13 Wall := 10-psf•Hw 13.2 Floor:= 12- psf2.1.33ft•13 Total := Roof + Wall + Floor OTM, := v3-13•H OTM, := E3•l3•H DLR := 0.6Total• 2 DLR, := 0.6Total- 2 OTM – DLR,, U 13 OTM, – DLR, U, 13 U := max(U U,) w v3= 1061b8 E3 = 122.1lb Roof = 160 lb Wall = 16001b Floor = 319.21b Total = 2079.2 lb OTM, = 8477 lb ft OTM, = 97692 lbft DLR„ = 6237.6 lb ft DLR, = 6237.6 lb ft U = 223.916 U, 353.21b Plate Height: H 8 -ft Shear }�lal(Type P1'B 10d NAILS@ 6 O,C Cgpacity' ='355 ,P LF:' ^` E3 = 3297.1 lb Sh ear Wall Type P,1=6 '1Q NAILSr@ 6' O,C, Capacity _ =,254 PLF U = 353.21b UPLIFT, RESISTED; BY HEADE AND /OR; CORNER,FRAMINO';NO IOLDOWN NEEDE . PLAN 3016 CO • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: CHARTER HOMES PLAN 3106 12890 Gravity.mcd 02/21/06 59 design KJH chk BRL THREE CAR GARAGE OPTION 21. DL := 16 psf LL 25 psf Span = 8 ft TW := 1233 ft w := (DL + LL)-TW w•Span Mmax • 8 w•Span V max := 2 Vmax A req := 1.5- F,, M ma x 12 Sw Fly b := 3.5 in h = 9.25 in 3 1: — 12 5-w-Span 4 -1728 °8x 384•E'•I Span- 12 'allow 240 A = 27.76 in = 39.07 in Use a 4x10 D.F. #2 w = 505.53 plf M max = 4044.24 1b•ft V = 2022.12 lb Fb 900 psi F 95 psi E:= 1600000 psi 1= 230.84 in A max = 0.126 in G = 0.4 in A:= 32.38 in S:= 49.91 in Fly := Fb•Cd•CPC F F Cd• Ci E':= E-C Cd:= 1.15 CF:= 1.2 C 1.0 C;:= 1.0 F = 1242 psi F = 109.25 )si E' = 1600000 psi CHARTER HOMES PLAN 3106 OB 04.P N ES IS � n Clad. s. vs — e T S RPr S / � TO ee r u SLATS w eres r�.+Eo I 6100 1 OM GY.. OR. II. 000R 0004E91 ICE! •••GE TO OE S0.10 CORE ./ SELF a-05 ft] utCEE. /0 • 4.111P Daces I� . W E PIPS y OW8 O. Y1. u02SZCORi(E SufraRre4G a I l WALLS. POST. I ,csntnf4.YERs • CEI•G 6 r J$sES oa/2wlc 0 .s._14 I'04 u• 0.C. ' I S • •t ElP•. POSTS T 0.T TO IV .V! rO IRi TEC' r¢a nwPR ru.scr S.T TO W cv CwE o• •ui :ewe - Cc swan ..10 O. T •1410•e 7 O r'R11E 'CLOE •lSY APP. .' COMO x.a.xcr_ 3' IN.bf O.OWR Y • ' • OM tot OR T MAIN FLOOR PLAN ® 5 In Sc • 0? e TOT 60 Rev: 560004 User. KW- 0602611, Ver5.8.0, 1- Dec -2003 (c)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12690.ecw:Calculations [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined II Description Deflections Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity #1 DL @ Left DL @ Right #2 DL m Left DL @ Right Summary Max @ Left Support Max @ Right Support Max. M allow fb 2,695.53 psi Fb 3,335.00 psi Center Span... Deflection Location ...Length/Deft Camber ( using 1.5 • @ Center @ Left @ Right Bending Analysis Ck 19.860 Cf 1.000 to Center (0 Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Member 22 Prllm: 3.5x9.25 3.500 in 9.250 in Manuf /So.Pine 1 Le Rb 1.150 Pin -Pin 306.00 #/ft 306.00 #/ft 8.00 #/ft 8.00 #/ft 0.00 k -ft 0.00 k -ft Dead Load -0.268 in 5.750 ft 515.6 D.L. Defl) ... 0.401 in 0.000 in 0.000 in LL @ Left LL @ Right LL @ Left LL @ Right 13.87 fv 157.55 psi Fv 333.50 psi 0.000 ft 0.000 Max Moment 11.21 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 5.10 k 15.295 in2 333.50 psi 3.90 k 3.90 k Title : Dsgnr: Description : Scope: Center Span 11.50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow Fc Allow E 290.0 psi 650.0 psi 2,000.0 ksi Trapezoidal Loads Span= 11.50ft, Beam Width = 3.500In x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.808: 1 Maximum Moment 11.2 k -ft Maximum Shear * 1.5 Allowable 13.9 k Allowable Max. Positive Moment 11.21 k -ft at 5.750 ft Shear: Max Negative Moment 0.00 k -ft at 0.000 ft Total Load -0.578 in 5.750 ft 238.73 Reactions... Left DL Right DL Sxx 49.911 in3 CI 3899.648 Sxx Read 40.34 in3 0.00 in3 0.00 in3 © Right Support 5.10 k 15.295 in2 333.50 psi 337.50 #/ft 337.50 #/ft 26.70 #/ft 26.70 #/ ft Bearing Length Req'd Bearing Length Req'd 1.61 k 1.81 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Lu Lu Lu Start Loc End Loc Start Loc End Loc Area 32.375 in2 Allowable fb 3,335.00 psi 3,335.00 psi 3,335.00 psi 1.714 in 1.714 in Job # Date: 11:56AM, 6 MAR 06 0.00 ft 0.00 ft 0.00 ft 0.000 ft 11.500 ft 0.000 ft 11.500 ft Beam Design OK 5.1 k 10.8 k @Left 3.90k @ Right 3.90 k Camber: @ Left 0.000 in @ Center 0.401 in @ Right 0.000 in Max 3.90k Max 3.90 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 61 Stress Cafes Description Member 22 M, V, 8 D @ Specified Locations Q Center Span Location = Right Cant. Location = Afp Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title: Dsgnr: Description : Scope: Job # Date: 11:56AM, 6 MAR 06 62 Rev: 580004 User. KW -0602611, Ver 5.8.0. 1- Dec -2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 12890.ecw:Calculations t [Query Values aJ Shear 3.90 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in DS CONC SLAB •• TOLU A O - YOS4 COITIM AU ]COTNIS 16 ao -0• F OUNDAT ION FLAN ]0' -0• e.• • 1 / AMC Ora \ GAR DR 1 D. -3• 00 w POG . r -I0 m b h• GARAGE 4 CQC. 24..A0-ELOPE Y T0Y4m* PI DOOR ere•• ?-. (1 7 7 MAIN FLOOR PLAN r�Z 44 DP 2 AGER 0�Z LL 4. 1 1 11 I 11 1- J - FVtlN -VJ rye i'ca To ED r AP. ELAe OR GMAT= GMAT e ,g• DOOR DENEgL 00 . f,WIGE TO DE 60.10 CORE •.OELP n • 6'• TYRE x U Gra 01 A etr ore. WALL*. POET.. DEAI'R. 151 -LATER! • CEILNS WERE Y IMO TAMES OR P0676 EVV t.r GREATER O MAR i PROTECT j o Mal MINOR react oIr1AGE CS lt CI) 1 P0676 lea cza Ta _ E —'_"�I �c4 IP a r<llii]E>Y A.IO DP 1EAOER RL D•l•OIS OR ��II IS - 3• I' -I0 1124„ l0'.D• 11 F SITTS & HILL ENGINEERS INC. '2901 SO. 40th St., Tacoma, WA 98409 -5697 ;Telephone (253) 474.9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 3016 PLAN 11910 Lateral - GR.mcd 03/06/06 6 4Ds KJH Chk BRL Three Car Garage Option Walls Wall Line Cl: Total Wall Length: Lgl := 6.5•ft Seismic Tributary Weight: Roof := 16•psf•10.ft•23.ft•.5 Wall := 10•psf•10•ft•5ft W Roof + Wall Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: (E. W) Egt Lgl IgI := 6.5•ft OTM:= E H Roof := 16•psf•13•ft•lgl Wall := 10•psf•H 1g1 Total := Roof + Wall DLR := Total - lg 1 2 U OTM — DLR lgl U = —404.8 lb Roof = 18401b Wall = 500 lb W = 23401b E = 66.4 lb ft t DLR = 60841b ft Plate Height: H 8-ft Wind Controls Design OTM = 3452.5 lb ft Roof = 135216 Wall = 520 lb Total = 18721b tIQ HO R CHARTER HOMES 3016 PLAN • SITTS & HILL ENGINEERS INC. 4 2901 SO. 40th St., Tacoma, WA 98409 -5697 celephone 53) Fax (253) 47 474-9449 PROJECT: CHARTER HOMES 3016 PLAN 11910 Lateral - GR.mcd 03/06/06 s ` 5 Dsgn KJH Chk BRL Main Floor Wall Line G2: Total Wall Length: Lg2:= 1.3341 Seismic Tributary Weight: Roof := 16•psf•10•ft•23•ft•.5 Wall := 10•psf•10•ft•5ft W := Roof + Wall Seismic Force: _ ( 82 • Lg2 Roof = 18401b Wall = 500 lb W = 23401b Plate Height: H := 8.11 E = 324 51b t USE: LATERALR,ESTRAINT PANEL ON WALL PIER CHARTER HOMES 3016 PLAN • • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 • Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 3016 PLAN 11910 Lateral- GR.mcd 03/06/06 6 6 Dsgn KJH Chk BRL Wall Line G3: Total Wall Length: Lg3 := 23•ft Seismic Tributary Weight: Roof := 16•psf•10•ft•23 -ft Wall := 10•psf•23•ft•5ft W := Roof + Wall Seismic Force: (E.W) E0 Lg3 Check wall section: 1g3 := 23-ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: U:— OTM — DLR 1g3 OTM := E Roof := 16•psf•2•ft•lg3 Wall := 10•psf•Hw1g3 Total := Roof + Wall DLR := Total ] 2 DLR = 29624 lb ft U = — 978.21b Roof = 36801b Walt = 115016 W = 48301b Plate Height: H 8•ft E = 38.7 lbft t Wind Controls Design OTM = 7126.4 Roof = 736 lb Wall = 18401b Total = 25761b NO HOLDD0INN k2EUIREd CHARTER HOMES 3016 PLAN F 0 Zinser Zeman Associates. Inc. Geotechnical and Environmental Consulting J -631 February 9, 2000 J FILE COPY Keystar, Inc. Permit R0. c% R.N. Parnell Company 4422 -187 Place SE pl Issaquah, Washington 98027 t Attention: Mr. Robert N. Parnell, P.E. REVIEWED FOR 'COMCOMPLIANCE AsPOWkVED JUN 2 2 2007 Subject: Report of Geotechnical Services 9 Lot Short Plat on South 130 Street Tukwila, Washington Dear Mr. Parnell: City.Of Tukwila BUILDING DMSION i Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a copy of the above- referenced report. This report presents the results of our subsurface exploration and geologic reconnaissance study relative to foundation and construction considerations, as well as the City of Tukwila Sensitive Area designations for the project site. The field evaluation was completed on January 24, 2000. The purpose of the evaluation was to establish general surface and subsurface conditions at the site from which conclusions and recommendations regarding foundation design and construction considerations could be formulated, and to address Sensitive Area designations as defined by the City of Tukwila. The scope of our work consisted of subsurface test pit explorations, a visual reconnaissance, geotechnical engineering analyses, and preparation of this report. We expect that changes in existing site grades will consist of minor cuts in the western portion of the site, and minor cuts and fills in the eastern portion of the site. For purposes of preparing this report, we have assumed that changes in existing site grades will be on the order of l 1 to 2 feet. In the event of any changes in the nature, design, or location of the proposed t structures, the conclusions and recommendations presented in this report should be reviewed and modified, if necessary, to reflect the changes. We recommend that ZZA be allowed the opportunity to review the plans and specifications of the project once they become available to determine that the recommendations presented herein have been properly interpreted with respect to this project. This report has been prepared in accordance with generally accepted geotechnical engineering practices for the exclusive use of Keystar, Inc., and their F&MVED specific application to this project. CITYGIFTI1KO u NOV 15 2006 SITE AND PROJECT DESCRIPTION PEMITCENTER The project site is located on the south side of South 130 Street between 37 Avenue South and 46 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, �,j 19231 -36 Avenue W?, Suite B201 Lynnwood, Washington 98036 7LI 9 Lot Short Plat on South 130 Street Tukwila, Washington FIELD EXPLORATION Subsurface Conditions Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 1-631 February 8, 2000 Page 2 and remnants of a concrete house foundation adjacent to the east side of the proposed court. Site vegetation consists of weeds, small shrubs, blackberry bushes, and scattered trees to 2 feet in diameter. Site topography slopes downward to the east and northeast and varies from almost flat along the western margin of the site to slopes approaching 35 percent along the topographically lower, eastern portion of the site. The total site relief across the site is about 34 feet. Based upon preliminary site plans, we understand that the proposed development will consist of nine single- family residential lots, construction of a cul -de -sac connected to South 130 Street, and installation of a stormwater water quality vault. Finished floor elevations and grading plans were not provided at the time of our evaluation. The buildings would be sited radially around the proposed cul -de -sac and would encompass both the flatter western portions of the site and the steeper eastern side of the site. The proposed nine -lot subdivision and cul -de- sac, as well as the approximate locations of the explorations accomplished for this study, are shown on the Site and Exploration Plan, Figure 1. Once building elevations are finalized, we recommend that ZZA be allowed to review the plans in order to determine that the recommendations presented herein are suitable for the proposed design and have been correctly interpreted. The subsurface exploration program conducted for this study consisted of completing five test pit explorations across the site. Test pits TP -1 through TP -3 were advanced on the moderately steep east - facing slope that encompasses the 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. 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 (425) 771 -3304 9 -Lot Short Plat on South 130'" Street Tukwila, Washington 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 GIacial Drift. Based on our surface and subsurface observations, the site soils are more representative of alluvial soils over Vashon Till which are both mapped within a quarter mile of the subject site. Soil descriptions presented in this report are based on the subsurface conditions encountered at the specific test pit locations. Variations in subsurface conditions may exist between the exploration locations, and the nature and extent of variations between the explorations may not become evident until construction. If variations then appear, it may be necessary to reevaluate the recommendations presented in this report. 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 J -63I February 8, 2000 Page 3 We anticipate that the proposed development will utilize wood frame construction above reinforced concrete, cast -in -place foundations and concrete slab - - 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 CIass 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 8201 Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 4 "Class 3 areas, where landslide potential is high, which includes areas sloping between 20% and 40 %, and which are underlain by relatively impermeable soils or bedrock, and which also include all areas sloping more steeply than 40 %." The drawing prepared by RN Parnell Company, dated 12/09/99, and our site reconnaissance indicate slope inclinations on the eastern portion of the site between 20% and 35%. The subsurface exploration disclosed relatively impermeable glacial till soils at depths of 1.5 to 5 feet below existing grade on the eastern slope. Based on this information, the Class 3 designation of the eastern portion of the site appears appropriate, in our opinion. Our subsurface exploration, surface reconnaissance, and geologic literature review did not suggest the presence of any past instability or slope movement on the eastern slope. Silty sand to sandy silt alluvial deposits with varying amounts of gravel and clay were encountered on the eastern slope to depths ranging from 1.5 to 5 feet below existing grade. The underlying glacial till soils were encountered in a medium dense to very dense state, and typically achieved a dense condition within 4 to 6 feet below existing grade. Based on the exploration data, it is our opinion that the potential for a deep seated landslide on the subject property is very low. Also, the potential for shallow surface sloughing is low. The drainage conditions above the slope will be improved by the connection and tightlining of runoff from impervious surfaces and footing drains to the storm drainage system. The proposed development is not expected to create a landslide or erosion hazard to the subject property or surrounding properties, in our opinion. Seismic Criteria Figure 16 -2 in the 1997 Uniform Building Code classifies the subject site as being within Seismic Zone 3. Based on the subsurface conditions encountered at the site and published geologic literature, it is our opinion that Soil Profile Type S be used to describe the average soil properties within the upper 100 feet beneath the site. This designation describes soils that are considered very dense with a shear wave velocity of 1,200 to 2,500 feet per second, Standard Penetration Test values greater than 50, and an undrained shear strength greater than 2,000 psf. Soil liquefaction is a condition wherein loose granular soils located below the ground water table loose strength during the ground shaking associated with an earthquake. The soils encountered in our test pits consisted of 1 to 5 feet of loose to medium dense alluvium consisting of silty sand to sandy silt underlain by medium dense to very dense glacial till soils consisting of silty sand with some gravel. Slight perched groundwater seepage was encountered only in test pit TP-4 at 2 feet and the local groundwater table was not encountered in the explorations. Based on the grain size distribution of the site soils and the absence of a groundwater table, we did not observe any contiguous layers of liquefiable soils on the project site within 10 feet of the ground surface and liquefiable deposits are not anticipated at depth due to the glacially consolidated nature of the site. It is our opinion that the risk of damage due to soil liquefaction is low. 19231 -36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington Site Preparation Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 1 -631 February 8, 2000 Page 5 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 fmish grades should be backfilled with structural fill as outlined subsequently in this report. In our opinion, the topsoil is not suitable for reuse as structural fill and should therefore be exported from the site or used for landscaping purposes. After stripping of the topsoil is completed, the exposed soils will generally consist of silty sand to sandy silt with trace to some gravel. After stripping, and prior to placement of structural fill, we recommend that foundation, floor subgrade, sidewalk and pavement subgrade areas, and areas to receive structural fill be proofrolled and compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure. Due to the silty nature of the near - surface soils, proofrolling and adequate compaction can only be achieved when the soils are within approximately ± 3 percent of the optimum moisture content. Proofrolling should be accomplished with a heavy compactor, loaded double -axle dump truck, or other heavy equipment under the observation of a representative from our firm. This observer will assess the subgrade conditions prior to filling. Areas where loose surface soils exist due to grubbing and stripping operations should be considered fill to the depth of the disturbance and treated as subsequently recommended for structural fill placement. The need for or advisability of proofrolling due to soil moisture conditions should determined at the time of construction. We recommend that a representative of our firm observe the soil conditions prior to and during proofrolling to evaluate the suitability of stripped subgrades. Earthwork may be difficult or impossible during periods of elevated soil moisture and wet weather due to the moisture sensitive nature of the silty site soils. Excavated site soils may (425) 771 -3304 9 Lot Short Plat on South 130 Street J -631 Tukwila, Washington February 8, 2000 Page 6 not be reusable as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. If on -site soils become unusable, it may become necessary to import clean, granular soils to complete wet weather site work. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to expose firm, non - yielding, non - organic soils and 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 bacldlling in municipal rights -of -way, the backfill should be placed and compacted in accordance with current local codes and standards. Whefe the existing ground surface slopes more than 5H:IV 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— 3 6 ty Avenue W., Suite B201' Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 not Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 7 The suitability of soils for structural fill use depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, or impossible, to achieve. Generally, soils containing more than about 10 percent fines by weight (based on that soil fraction passing the U.S. No. 4 sieve) cannot be compacted to a firm, non - yielding condition when the moisture content is more than a few percent from optimum. The optimum moisture content is that which yields the greatest soil density under a given compactive effort. At the time of the limited subsurface evaluation, the site soils disclosed by the explorations appeared to have moisture contents at or above their optimum moisture content relative to their possible use as structural fill. However, soil moisture conditions should be expected to change throughout the year. Most of the site soils contain a significant fine- grained fraction. Consequently, use of the on -site soil as structural fill will require that strict control of the moisture content be maintained during the grading process. Selective drying of over - optimum moisture soils may be achieved by scarifying or windrowing surficial materials during extended periods of dry weather. Soils which are dry of optimum may be moistened through the application of water and thorough blending to facilitate a uniform moisture distribution in the soil prior to compaction. In the event that inclement weather or wet site conditions prevent the use of on -site soil or non - select material as structural fill, we recommend that a "clean", free - draining pit -run sand and gravel be used. Such materials should generally contain less than 5 percent fines, based on that soil fraction passing the U.S. No. 4 sieve, and not contain discrete particles greater than 6 inches in diameter. It should be noted that the placement of structural fill is, in many cases, weather - dependent. Delays due to inclement weather are common, even when using select granular fill. We recommend that site grading and earthwork be scheduled for the drier months, if at all possible. Permanent Fill Slopes Permanent fill slopes should be constructed no steeper than 2H:1V. If the slopes are exposed to prolonged rainfall before vegetation becomes established, the surficial soils will be prone to erosion and possible shallow sloughing. Surficial repairs, such as armoring affected areas with quarry spoils, may be necessary until vegetation is established. Temporary and Permanent Cut Slopes Temporary slope stability is a function of many factors, including the following: 1. The presence and abundance of groundwater, 2. The type and density of the various soil strata; 3. The depth of cut; 19231— 36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street J -631 Tukwila, Washington February 8, 2000 Page 8 It is exceedingly difficult under the variable circumstances to pre - establish a safe and "maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes with plastic or to otherwise protect the slopes from the elements and minimize sloughing and erosion. We do not recommend vertical slopes or cuts deeper than 4 feet if worker access is necessary. The cuts should be adequately sloped or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and local regulations. According to Chapter 296 -155, Part N, Excavation Trenching and Shoring, of the Washington Administrative Code (WAC), it is our opinion that the soils encountered at the site would be classified as Type B soils. According to the Code, excavations less than 20 feet deep in Type B soils may be cut at a maximum temporary slope angle of 45 degrees (IH:1V). We recommend that temporary cuts exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and destabilization. We generally recommend all permanent slopes be designed at a 2H:1 V inclination or flatter. It has been our experience that the permanent slopes steeper than 2H:1 V will tend to ravel and slough to a flatter inclination over time. In addition, with the steeper slopes, topsoil erodes readily and it is more difficult and takes longer to establish vegetation for slope protection. Shallow Foundations 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. 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 We estimate that the total settlement of foundation members founded within the medium dense to dense native soils may approach I. inch. Differential settlement of foundations founded within the same soil type could approach ''A inch. Settlements would occur elastically as the loads are applied. If possible, we recommend that the foundation elements be placed within the same soil type to minimize the magnitude of possible differential settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. At the time this report was written, final design information regarding foundation or floor grades was not available. Consequently, we cannot comment conclusively regarding the anticipated bearing conditions of foundations at specific locations. Foundation settlement is oftentimes a function of the condition of the footing excavation subgrade. Footing excavations should be free of loose or soft soil, slough, debris, or water prior to pouring footing concrete. The high moisture sensitivity of the silty site soils may require that the footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimize disturbance of the bearing surface during construction in wet weather. Under no circumstances should footings be cast atop loose or soft soil, slough, debris, or surfaces with standing water. We recommend that a representative from our firm observe the condition of the footing subgrades prior to the pouring of concrete, or a lean concrete mud mat, in order to verify that the bearing soils are undisturbed and that conditions are consistent with the recommendations contained within this report. We recommend that each new house be protected by a perimeter footing drain. The drain should consist of a minimum 4 -inch diameter perforated pipe embedded in at least a 18- inch wide envelope of clean, free - draining granular material, such as pea gravel. Footing drains should be directed toward appropriate storm water drainage facilities and not onto the slope to the east. Roof drains should not be connected to the footing drains. Slab -On -Grade Floors Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite 13201 Lynnwood, Washington 98036 J -631 February 8, 2000 Page 9 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 geoteclmical 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 (425)771 -3304 . 9 Lot Short Plat on South 130 Street Tukwila, Washington Backfdled 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 fmal building configurations and floor grades, it may be appropriate to provide underslab drainage for the new houses. All backfill placed behind walls or around foundation elements should be placed in accordance with our recommendations for structural fill. The following recommended earth pressures, presented as equivalent fluid weights, are based on the assumption of a uniform level backfill with no buildup of hydrostatic pressure behind the wall. To minimize lateral earth pressures and prevent the buildup of hydrostatic pressures, the backfill within 24 inches of the wall should contain less than 5 percent fines, based on that portion passing the U.S. No. 4 sieve, coupled with a perforated pipe drain placed at the base of the wall backfill, similar in configuration to that described for the perimeter footings. The upper 1 -foot of the wall backfill should consist of a low permeability silty soil and be sloped away from the wall in order to reduce the potential for surface water infiltration behind the wall. If the backfilled walls are structurally restrained from lateral movement at the top, we recommend that they be designed for an "at- rest" equivalent fluid weight of 55 pounds per cubic foot(pcf). If the top, of the wall, is free to move laterally in an amount equal to at least 0.1 percent of the wall height during placement of backfill soils, they may be designed for an "active" equivalent fluid weight of 35 pcf. Surcharges due to sloping ground, adjacent footings, vehicles, construction equipment, etc., must be added to these values. The above equivalent fluid pressures assume that the backfill is compacted to approximately 90 to 92 percent of the modified Proctor maximum dry density. Additional compaction adjacent to the wall will increase the earth pressure, while a lesser degree of compaction could result in post construction settlements. Utility trenches constructed on the site may act as french drains by intercepting perched groundwater seepage. Some of these utility trenches may lead to the proposed houses and subject them to additional moisture. Therefore, it is highly recommended that the wall backfill consist of free- draining aggregate as recommended herein. Additionally, footing drains should be constructed at elevations below all wall penetrations and preferably at footing elevations. Stormwater Water Quality Vault We understand that runoff will be collected in a subsurface detention vault, then will be discharged to the existing ditch located on the south side of south 130 Street. We recommend that all vault footings and slabs should be founded on undisturbed dense to very dense glacial till Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304 9 Lot Short Plat on South 130 Street Tukwila, Washington 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 backfill weight and the weight of the prism of soil placed above the perimeter flange in the foundation. We recommend that a soil unit weight of 125 pcf be utilized when evaluating the soil backfill weight adjacent to or above the vaults as part of buoyancy resistance design effort. Erosion must be prevented in the area of discharge by constructing a non - erosive ground cover. This typically involves the use quarry spalls and possibly a geotextile. We recommend using a minimum 1 foot thickness of 4 to 6 inch quarry spalls which are underlain by a geotextile with similar strength characteristics as Amoco 2016 woven fabric. Construction Considerations The native soils that will be exposed upon completion of stripping contain a significant percentage of fine - grained particles. These silty soils are susceptible to disturbance, particularly when wet. We recommend that the contractor make every effort to minimize disturbance of stripped surfaces. These efforts may include directing surface water away from open excavations and the placement of a crushed rock or concrete mud slab surface in the footing trench excavations. If site work is accomplished in wet weather, the placement of clean sand and gravel below paved areas would promote future drainage and improve subgrade support. In addition, vehicle traffic over wet subgrades or prepared areas should be minimized. Application of these measures will reduce the likelihood of additional overexcavation of disturbed soils and associated costs for export and import will be reduced. Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771 -3304 • 9 Lot • Short Plat on South 130 Street J -631 Tukwila, Washington February 8, 2000 Page 12 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 .t 19231 — 36ty Avenue W., Suite 8201 Respectfully submitted, Zipper Zeman Associates, Inc. Enclosures: Figure 1— Site and Exploration Plan Test Pit Logs TP -1 through TP -5 James P. Georgis Staff Geologist P G e.e a James B. Thompson, P.E. Principal Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 581 (425)771.3304 LEGEND TP -1 Test pit number and approximate location. Reference: Drawing entitled: " Keystar, Inc., Proposed 9 Lot Shot Plat", prepared by RN Parnell Company, last revised 12/09/99. 60 30 0 SCALE 114 FEET 60 ZIPPER ZEMAN ASSOCIATES INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO. J-63I DATE: JANUARY 2000 DRAWN BY: JPG SCALE: I "a 60' 9 LOT SHORT PLAT ON SOUTH 130 STREET TUKWILA, WASHINGTON SITE AND EXPLORATION PLAN FIGURE I 1923136 Ave. W. Test Pit TP -1 Location: See Site and Exploration Plan, Figure 1 Elevation: 75 Feet Depth Material Description (ft) 6" loose, moist to wet, brown, fire sandy silt with trace gravel and fine organic Sti$ moist, mottled gray -brown, fine sandy SILT. 2 0 Medium dense grading to dense at 4', moist, mottled gray- brown, silty SAND with I trace to some gravel. (Weathered glacial till) 4.0 6.0 I t I i 8.0 Very dean, moist, gray, silty SAND with trace to some gravel. (Ilaweathered glacial tin) M Test pit terminated at 10 feet on 1 -24-00. No seepage or caving observed at time of exploration. 12.0 14.0 J 16.0 I 18.0 Project: 9 Lot Short Plat on South 130' Street Project No: d -631 Date Excavated: 1/24/2000 Sample Nc %M Testing S -I l7 30 t Test Pit TP.2 Location: See Site and Exploration Plan, Figure I Elevation: 76 Feet Depth Material Description (ft) 1 4" loose, moist to wet, brown, silty SAND with some organic material. (Topsoil) I Lowe to medium dense, moist, mottled gray brown, silty SAND with trace ro some gravel. Who mesh observed at 1.8 fat. (Fill) 2.0 Lowe to medium demo, wet, mottled gray -brown, thinly interbedded silty fine SAND and stiff sandy SILT with some fine send and trace clay.. 4.0 l 6.0 1 Medium dense grading to dense at 6', moist to we4 gray brown, silty SAND with some gravel. (Glacial till) 8,0 I 10.0 I 1 Test Pit terminated at 10 feet on 1-24-2000 with backhoe refusal. I No seepage observed at time of exploration. Slight caving above 5 feet. 12.0 14.0 16.0 19.0 Project: 9 Lot Short Plat on South 130 Street Project No: 1-631 Date Excavated: 1/24/2000 Sample NC %M Testing S -t t0 I'I 8.2 I to I I I li II II II II I1 I I i II I I I I 1 �J 11 a 19231 36 Ave. W. Suite B201, Lynnwood, Washington vauw Test Pit TP -3 Location: See Site and Exploration Plan, Figure 1 Elevation: 78 Feet Depth Material Description 00 4" loose, moist to wet, brown, silty SAND with roots and fine organic material. Loose, moist grading to wet, brown, silty fine to medium SAND grading to fine to medium SAND with some silt. 2.0 4.0 Dense grading to very dense, moist, gray -brown, silty SAND with trace to some 6.0 gravel and trace nibbles. (Glacial Till) One foot diameter boulder encountered 06.5' I 8.0 Test Pit terminated at 8.5 feet on 1- 24.2000 with backhoe refusal. No seepage observed at time of exploration, 10.0 alight caving from 3.5 feet 12.0 14.0 16.0 I 18.0 Project: 9 Lot Short Plat on South 130 Street Project No: J-631 Date Excavated: V24l2000 Sample N %M Testing I S -1 3 II S -2 _,..ry u+y 19231 36 Ave. W. Suite $201, Lynnwood, Washington 98036 Test Pit TP4 Project: 9 Lot Short Plat on South 130' Street Location: See Site and Exploration Plan, Figure 1 Project No: J -631 Elevation: 97 Feet Date Excavated: 1/24/2000 Depth Material Description Sample N %M Testing (ft) 6" Loose, wet, brown, silty SAND with some organic material and fine mots. gopsoil) Loose to medium dense, moist to saturated, gay -brown, silty SAND with trace gnrvei. 2.0 4.0 6.0 8.0 10.0 Test Pit Terminated at 10 feet on 124 -2000. Slight seepage observed at 2 feet at time of exploation. I No caving observed. 12.0 I 14.0 16.0 Stiff, wet, mottled gay -brown, sandy SILT with trace clay. S -1 1 S-2 Dense, mois4 light gray -brown, silly fore SAND with trace gravel to very stiff fwa, sandy SILT. (Glacial Till) S -3 10 i I I 18.0 File: D06- 433 35mm Drawing #1 IIIIIIIl( / cumpt anus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(8) TOP CARDS: 2x 4 HE 112 1. 6 BOTTOM CHORDS: 2x 4 NSR 1650E 1- 2 WEBS: 2x 4 RF ST0 /010 1. 3 TC LATERAI. SUPPORT d= 12.00. UOM. BC LATERAL SUPPORT < 12'0C. UON. OYERHANO3: 12.0' 12.0' Reactions: 970 970 4 )< l 1 -00 -00 FILE NO.: BI, 82 DATE: 3(13(2008 DES. BY: MJ SEQ.: 2745649 12 10.00 V - 2.5x4.3 10 -00 -00 C- 5x7.7(S) 20 -00 -00 This design prepared from computer input by IIIIIIhII1IIIIIIIIIIIIIIIhIII @IIIIIIIIIIIII RTS - CHASE T C -4x4.3 4 0' Scala: 1 /4' JOB NAME: CHARTER HOMES / 3016 -B - B1, B2 WARRING! 1. Rand all New= Notes sod Want= beton aammu=on of =am 2. Balder and =nabs cagnGar be advised Nall Se m= Note= =ad Warnings Mtn ansbuelbd aaaaatt 3. 2x4 compression nob brad= must be Instal= wham shown 4. MI ISMY lam IabMg elements snob its bmlanmY 55 pananmnt bnrna we= bs dnignont ant world= Compmmi.n sa no aaaanbI Its � r Wch Wick= Waitne. tomplste 5. rIo load should be sppad Mum component is= altar a bracing as /AMMO can ample* oM et no dim *Meld my loam Mobs than =Won 1004 M cape= to my calasinsst. O. CrpITnn has m control war and .v,a .no n*pcnatmp fonts bbdhadag Mndllnp. Wpm= and Installation W compamn* T. This drips Is nenlead subbed dm 1515,18 an bum dalpn sat loth byTPt In MB-a/ oTPNYTCA 150511.01 mph. of which em be banished by Cameos =On npni. TRUSS SPAN 20' - 0.0' LOAD DURATION INCREASE • 1.15 SPACED 24.0' 0.C. LOADING - LL( 25.0)401.( 10.0) ON TOP CHORD • 35.0 PSF DL ON BOTTOM CHORD • 10.0 PSF TOTAL LOAD • 45.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP A80 BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0.25' 10 -00 -00 12 p C- 2.5x2.6 C- 2.5x2.6 ti■ 10.00 C- 2.5x4.3 T 1 -00 -00 07 -fa 0 BRG 3 BRB @ General Nor, unless oammase noted: 1. 2 D to support loads p as alrown tap �o braced e. 2x dbd A 9hc10 rre braci bruy d tM i eecctiv'hhow ulve n at and bottom 2. 5. Design asau d m n as c trusses are to b e used In a non- wn eMmnmbd. 6. =Ion sisSUmea N�9 1e 1�» oa mbg nl at atasaupporocts W own. Shim or wedge N B. Plater e hatl a loafed center mbth t: d odee of a mid placed coo their center 9. Digits W plate in Inebee9 10. F OV' asmk C sl g1 vierta Co of lnpuTnrs Plate, indicated by the ptefix 11. y The designator (18) Indicates Section g 0 . m t r ial is s sod All olham a 20 the a .te Is U IRC 2003 SINGLE MEMBER FORCES 4WRDH -264 584 -264 T 1= T 7+ T3• T4= T 5= T 6= LEFT 0 B 1= 711 W 1• -1056 B 2= 711 W 2= -601 W 3= -801 •1055 0 Trans ID: 137804 - 7.2.3T(1L1 -F ° 900 RIGHT = 900 BEARING AREA REQUIRED (S0. IN) 0'- 0.9' 1.44 OF 1 2.22 HP / 2,12 5PF 20' 0.0' 1.44 OF / 2.22 HF / 2.12 SPF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a R5 Mph wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left • -159 Right = -159 loot Truss Supply, Inc. '.0. Bois 532 Noodinville, WA 98072 (425) 4R1 -0900 I EXPIRES 6130/07 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANELS) 70P CHORDS: 2x 6 1158 1650E 1 - 2 BOTTOM CHORDS: 2x 8 DF SS 1. 3 WEBS: 2x 4 1188 1650F 1. 2 TC LATERAL SUPPORT as 12'00. DON. DC LATERAL SUPPORT a 12'0C. DON. C- 5x14.5 0 4 FILE NO.: 83 DATE: 3/13/2006 DES. BY: MJ SEQ. 2745650 10 -00 -00 12 10.00/ This design prepared from computer input by III III' VIII IIMII IIII VIII III III RTS - CHASE C -5x9.4 5.0m LOADING TC UNIF LL( 60.0)+0L( 20.0)• 70.0 PLF 0'- 0.0' 70 BC UNIF LL( 464.6)40L( 391.7)• 856.2 PLF 0'- 0.0' TO 8011011 CHORD DECKED FOR IOPSF LIVE LOAD. TOP AND BOTTO1 CORD LIVE LOADS ACT NON- CONCURRENTLY. Join ) togts complete trusses ply with required. 3 DIA GUN nails staggered at: 12 oc throughout 201 top chords, 2' oc throughout 2x8 bottom chords, 12' oc throughout robs. Not : Stagger splices on adjacent members. Bottom chord requires plates held down 4' typical U0N and hanger height covers 854 or lore of member depth. 10 -00 -00 \ 12 I J 10.00 8 -00 -00 C -3x7.7 C- 7x11.9(S) J• 20 -00 -00 C -3x7.7 12 -00 -00 Scale: 3/16' JOB NAME: CHARTER HOMES / 3016 -B - B3 WMNNOC 1. Read all SearnY Nee and WnnM* helm eanetrudtlen ;Oman. 2. Bender and sates contrite* should be advised of W Gomel Hain end Waage.. berm na W rweden nmmamn 3. Lob eanpnn W n web Ss iN nest be Waled whets Roam a. 3. N bevel bean ama&hg Wenmis such '*morn sad pntm.mW aide& must be deolrnd sod prertded by doMgnr si cooak* Omelets. ConpuTw amen so nrponaMtt be such awing. L No Mud should h applied W wry eemnerm MW after as bndm Ind fathom. w tnpia, and eln time should Ny loads grebe than design feeds be SWIM to any Cempomrd a CmmiTn s het no control no and smnosu 110 nmponxenb ar lM bbelmtlnn. handing, shipment arm Instance of nepanphe. T. This /nip is furnished =bled to the LldadO M m era deg* t form by TP1 a 1*1141 er TPW1TCA h 2C21 143 coin el which will be Polished by Computing upon MM. 20-00-00 GIRDER SUPPORTING 39-02-00 LOAD DURATION INCREASE • 1.15 t 1' C- 5x14.5 c, o J• 0 20'- 0.0' V 20'- 0.0' V BRG 6 BRG W emaral Notes, obese o6mwbe noted: 1. DesIgn to suppotl ads as shown. 2.D jgn assumes t he and bot tom to be laterally braced et 2 s p sb a.a and al 1247 s a 3. 2 Rdon u baau s Le es tyy when shorn + a O e ,r e d ssl9n WsorraumdWes�Wsses are ppn e to be used 11 a non�tve environment, 7 a Man t aswalas N9 bear14 01 on a�r supports shown. 3Mm or wedge N 8. b edte 10. as �o ° Wee, aid placed so their center 9. DI b u Inn deslan v k Ie sbixelo In es. �or v al u es or the Co.npuTncaePlate e. Indicated by the prefix s 11.aof . pu (18)Mhfi ®��9a.mat b used. Alllothers a Trans ID: 137804 7.2.37(111 -F IRC 2003 3 WEYBER FORCES 411DH T 1. -9699 B.1- 7218 N Is 6204 T 2- -9699 9 2• 5061 11 2a 5204 8 3• 7218 LEFT • 9262 RIG1T • 9262 BEARING AREA REWIRED (S0. IN) 0'- 0.0' 14.82 DF 1 22.67 HF 1 21.79 SPF 20'- 0.0' 14.82 DF / 22.87 HF 1 21.79 SPF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure a, height to 30 feet). Uplift Connections: Left • -1241 Right • -1241 Roof Truss Supply, Inc. 1 .0. Box 532 Noodinville, WA 98072 (495) 481 -0900 I EXPIRES 6/60/07 111111 (11111 / Cam uTrus Ins. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 24 4 115R 1650F 1. 7 BOTTOM CHORDS: 2x 4 @SR 1050F 1. 4 WEBS: 2x 4 NF STD /STUD 1- 7 TC LATERAL SUPPORT a 12 UON. BC LATERAL SUPPORT o- 12 URN. OVERHANGS: 18.0' 0.0' Reactions: 1654 1742 0 19-07-00 C -5x6 C- 2.5x4.3 C -4x7.7 C- 3x6(S) Y Y Y Y 12 -00 -00 14 -09 -08 Stele: 1 t06 -00 38-09-08 JOB NAME: CHARTER HOMES / 3016 -B FILE NO.: D2 DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745651 This design prepared from computer input by RTS - CHASE TRUSS SPAN 38'- 9.5• LOAD DURATION INCREASE • 1.15 SPACED 24.0 0.C. LOADING LL( 25.0)4DL( 10.0) ON TOP CHORD • DL ON 801T011 CHORD • TOTAL 1040 • 19 -02 -08 8 -10 -03 10 -08 -13 10 -08 -13 8 -05 -11 12 C -4x4.3 12 6.00 4 46.00 C-3x7.7(S) C- 3x7.7(S) C-2 .5x4.3 C- 2.5x4.3 0- 2.5X2.6 C- 2.5x2.6 C- 2.5x4.3 C- 3x6(S) D2 Y WAR/10102k R 1. we al Gentwal Hodes w YMJpe bon wutrubbn Mamma L euaeel one melon cantresme should be ached el m Omani Notes one 314 eenesmeke NmerN bon 'sS Seeing eat be Instated when Owen emnwrwa 4. An Weal elannts dby nook d esianexNwe pleb eebSaedum. Q traaka mewl a no i med w_m•eexsIeslnw otesmpbmea . load should eeemne l e le E 1ybmdtermuch hntlnp. N 0. s n ahn b letk e Ely sm g o h l unm (mesas leaning and had In pp tea any et ne should Imes eresarnwee botpn baMute o= em crewea anima .. ranmeInew b ,ship wro g onenl teethe hMW babfH shipment W h o UndMOu rmne dates r. 7NlMotor bhetT I6 CA a 41 it 1-0p -erbaer el tram ehegmrot beam by CN In n&a/ po runs A b Cm wpbs otwhkh W b NAebe tr/ Cmgniw upon n nWer- 12 -00 -00 35.0 PSF 10.0 PSF 45.0 PSF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MO BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C -7x7.7 0 0 Y 1111111 (11111111111111 1111 111111(16111111111 S lgs rest ,irnd of Aeel(nl_1 ERG @ 8110 @ General Notes, Seas otherwise noted: 1 1. In a Design to support loads p o d '� � e 9 .e .�nw. t y o � m to be lateniey at • nn 5: jf a b dry', n T i g slg nisuurn wraes ere io Ill . e utted nanti T ,ye MONmnment, 5 5. Desn e s • s w un n � ae s Fu t e ry � :t supports shown. Shin or wedge N 6: LI I� g �p vdllloUze tia,dIldeAmu ld unp�� te of ra, end placed so theecenter 9. N gi st plate a Am. 10. For basis desIan values o1 the CompuTnn Plate. indicated by the prefix r. see .C.9.D.R..FL 71. Is Indicated by the per des tor (16) I ndi ty H I prefix cates 18 go. n e Ali others are 2h g go. IA0 2003 SINGLE MEMBER FORCES T 1= 0 B 1= 2521 1 1• 7 2= -3081 5 2= 2193 W 2• T 3• -2784 8 3= 2161 W 3= T 4= -1961 B 4= 2495 N 4= T 5= -1961 M 5= 1 6• -2710 M 6= T 7= -2977 N 7= Trans ID: 137804 7.7.3F(111 -E 411OH -319 492 -787 1283 -741 415 .230 LEFT • 1746 RIGHT • 1745 BEARING AREA REQUIRED (S0. IN) 0'- 0.0' 2.79 DF / 4.31 11F / 4.11 SPF 38'- 9.5' 2.79 DF I 4.31 HF 1 4.11 SPF NOTE: Truss designed in accordance with IBC 2003 or IBC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: left • -292 Right • -234 goof Truss Supply, Inc. 0 .0. Box 532 l400dinville, WA 98072 (425) 4R1 -0900 1 EXPIRES 6130/07 IIIIIIIIII , CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 12 1. 9 BOTTOM CHORDS: 2x 4 MSR 1850F 1- 5 WEBS: 2x 4 HE STD /STUD 1- 2, 4-10 2x 4 MSR 1650F 9 TC LATERAL SUPPORT o- 12 001. BC LATERAL SUPPORT c. 12 UON. OVEPoIMIOS: 18.0' 0.0' Reactions: 1054 1742 0 0 FILE NO.: D3 DATE: 3/13/2008 DES. BY: AIJ SEQ.: 2745652 19-07 -00 8 -10 -03 10 -08 -13 12 6.00 C -5x9.4 C -5x7.7 C -4x7.7 x3.00 7 3.00cs 12 12 Y Y y 7 -08 -12 1 -06;00 7 -08 -12 Scale: 1/8' 38 -09 -08 JOB NAME: CHARTER HOMES / 3016 -B 4. 7- 03 -04 7 -03 -04 This design prepared from computer input by RTS - CHASE TRUSS SPAN 38'- 9.5' LAD DURATION INCREASE • 1.15 SPACED 24.0 0.C. LOADING LL( 25.0)+OLI 10.0 ON TOP CHORD • L ON BOTTOM CHORD • TOTAL LOAD • 19-02-08 10 -08 -13 4 8 -05 -11 C -4x4.3 12 9' 46.00 C- 2.5x4.3 C- 3x7.7(S) C- 3x11.9(S) C•2.5x4.3 C -4x9.4 C-2.5x2.6 - �� - \` , _ C-2.5x2.6 C- 2.5x2.6 12-02-00 23-09-08 - D3 C- 2.5x4.3 C- 3x6(5) wARnlG& 1. Rend.3Owarm Nanad W.nsp. bfwe mn.b cIh.n mbwme.. 2. ButlawsodentOonoonbottcothotgobetatAmotomaltemwasINgloomW WonOne. bef.mmmubwsnommo mes. 3. LNeamptenNnwn brmdm n.Nt be bauNd wber..hown+. a. *1 lmnd farosnehagewiwde.udin hnpomr e.dpenowi.olbado& mrM b deeipn.a aad a.NSd by demaar m.mmphN mramua C.Irp,Tnh.monsonemsp..iabINy Nr awh b dal. a. NoloodatouldbosoplotItoonyoonotonmduntlitftsuabmolnoond bbrrer. mm waghb, am m nere.beu teal IonaawM1.r Nan de ldn bed• b..pplia b.q oenperam- e. ConpaloolmosoomobolommodoomansoorumonitakyftwOw Nbdunm4 be,tg.d awNdmId NRaNNnof rmpaamt 7. Lid. deddn bhmi.hea.ublMd b N..Radon braben dmlau em bM by TPI N Ha41 mIPtWTCA N 9090143 copl s ofwb.lrw0 b Srltd by Coe STi. spar mama. 95.0 PSF 10.0 PSF 45.0 PSF BOTTOI 0)010 CHECKED FOR IOPSF LIVE LOAD. TOP AND B077011 CHORD LIVE LOADS ACT NOR- CONCURRENTLY. 11 -07 -08 b 1 1 111111111111111111111111111111111111111 C- 5.5x7.7 0 0 )Ygdge rm1iii rnd rat healfal.I ORO 9 BRG 9 General NObe, untees oNawlse ndeth L O Z.1. n=es aim i a 0.alo .0 w sho 9 to belaleielly braced at d I2nxs4b d 90 eel 3. ererasloaornaatlbn9rttpr Gsl al .0. 5. a Deesigneasu (seb0eusedina veenNmnm nd 8. Desip essmn s f ufifosauppoab sshown. Shim arwedge1 B . ry pi n a a tes s as ogettt s of hues. ei d placed so tdreenhe 9. 10.019IhUal l be ll mn�dlddeel etr v e al M U ple of the CarpuTrus Plate. Indicated by the prefix 11. The CaoonouuTnm N Sediai Plate Is Indicated by the olelx'CN' me designator (18) Indicates 18 9a. material Is used. ethers are 20 go. IRC 2003 SINGE T 1• 0 T 2. -5424 7 3= -5432 T 4= -5417 T 5= -2334 T 6= -1927 T 7= -1987 T B= -2738 T 9. -3010 EMBER FORCES 1. 4811 M 1= 2. 2862 M 2= 3= 2021 M 3. 4= 2176 N 4= 5* 2535 M 5= N 8= M 7= M 8= M Y 410 LEFT = 1745 RIGHT =- 1745 BEARING AREA REQUIRED (S0. IN) 0'- 0.0' 2.79 OF / 4.31 HF / 4.11 SPF 38'- 9.5' 2.79 DF / 4.31 HF / 4.11 SPF NOTE: Truss designed in accordance with I80 2003 or IRO 2003 reflecting a 85 mph wind load (enclosed structure, Exposure 8, height to 90 feet): Uplift Connections: Lett = -292 Right = -234 Roof Truss Supply, Inc. '.0. Box 532 Noodinville, WA 98072 (425) 4$1 -0400 Trans ID: 137804 7.2.3Ff1L1 -E . 4180H 160 -227 9019 -1925 518 -748 1346 -752 438 -253 I EXPIRES 6/30107 1110 1 111 / CompuTrus Inc. LUIGER SPECIFICATIONS SIZE SPECIE GRADE PAREL(S) TOP CHORDS: 2x 4 HF 02 1-0, 10 2x 4 III 1650F 9 BOTTOM CHORDS: 2x 4 MSR 1650F 1-5 NEBS: 2x 4 HF STD /STUD 1-2, 4 -10 2x 4 M98 1650F 3 TO LATERAL BOPPORT <• 12•00. UON. BC LATERAL SUPPORT 0 12'0C. UON. OVERHANGS: Reactions: 0 0- -cn3. 12 1 1 1 -065 Scale: 1/8' JOB NAME; 18.0' 18.0' 1868 1888 19.07-00 8 -10 -03 10 -08 -13 12 6.00[7 5x9.4 FILE NO.: D4, D5A DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745653 1' 4 C -4x4.3 C -5x7.7 C -4x7.7 3.00 12 1 1. 7 -08 -12 1 7.03 -04 , 7 -08 -12 7-03-04 39 -02 -00 CHARTER HOMES / 3016 -B 00C-7x11.9 This design prepared from computer input by 1111111 fill 11111101111111 I1111111111 RTS - CHASE 12-02-00 10-08-13 TRUSS SPAN 39'- 2.0' LOAD DURATION INCREASE • 1.15 SPACED 24.0'0.C. LOADING L1( 25.0)4DL( 10.0) ON TOP 010110 • DL ON BOTTOM CHORD = TOTAL LOAD • BOTTOI CHORD CHECNED FOR 10PSF LIVE LOAD. TOP MO BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 19 -07 -00 12 x6.00 C-3x11.9(S) C-2.5x4.3 C- 3x7.7(S) C-47.4 C- 2.5X2.8 NOOP, C- 2.5x2.6 C- 2.5x2 C- 2.5x4.3 C- 3x6(S) 1 24 -02 -00 - D4, D5A T WARNINGS: 1. Reed Genera Genera M ra No' Wants. ncrd,uctl ms on of trusses. 1 ead r aeramni cerdedd be advised of Y aawr Noss and end %MAP m,matlen commence. 1 drsompreeelas web Mdse mud Ise Maid when sheen +. 4- All Waal fens ,MMleseurb each temporary ad pmwwner breams awl be echen and prided by desire( dmnpee avatars. me 5. Neload wS mesas b ppad�eadWand wndh Mtn all bracing sea batmen M semen e. sr at as that .Awdd any leads wester den dare lads be spellde NW eampme(d. 4. CampSGae has no corbel eve and a su es no responsibility 1r the bbdcern, asdag, ddpesd and 1aab8a or components 7. This design Is handed subject to IS emotion' an Inns d id W IoM WWI m Meier TPYWTCA In BCE 1-03 copes olyNah all be hnnbad by Caches upon msuesi. 8 -10 -03 12 -00 -00 C -5x6 35.0 PSF 10.0 PSF 45.0 PSF 1 11 1 -00 0 General Note, Wee othe vIse noted: 1. Design to support bads es shown. 2. D 0� siin, 126p1-o� c and boltom l s ed where s to be latently paced at 3. 2x4 Impact bddging or lat eawhvan ++ @@ IIabn a bubuss 4 there In r s ibw, M Ue respecgva a e 6 nsIa 6. k O � cilla � a e , annee fug catm supports shown. Shim or wedge if 8. Platens eh lbee bcel t hlframlaa1W ;,Lend placed r mar center a minddewlNlof plate I erlrro 9. For b pale In lltrn 10. 'C - , sea I. Rf i 4 2 11. Gw vs Plate. Indented by the prefix 11. The CrnpuTnn Net Sscaq1 Pale Is Indicated by the prefix •CN' me designator (18) InGrbs 18 go. material Is used Al others are 2b ge. IBC 2003 SINGLE MEMBER FORCES T 1= 0 8 1= 4863 N 1= T 2= -6483 8 2• 2901 N 2= T 3• - 5496 9 3• 2053 W 9= T 4• - 5481 8 4= 2299 N 4= T 5= -2370 S 5• 2691 N 5= T 6= -1962 N 6= T 7= - 2002 N 7= T 8= - 2845 W e= T 9= -3149 W 9= 710= 0 1110= Trans ID: 137804 4411OR 167 -226 3042 -1336 516 -746 1377 -798 515 -341 LEFT = 1762 RIGNT = 1763 BEADING AREA REWIRED (50. IN) BRG @ 0' 0.0' 2.82 DF / 4.35 HP / 4.15 SPF ERG @ 39'. 2.0' 2.82 DF / 4.35 HF / 4.15 SPF NOTE: Truss designed in accordance With IBC 2003 or IRC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure 8, height to 30 feet). Uplift Connections: Left • -294 Right • -294 Roof Truss Supply, Inc. '.0. Box 532 Noodinville, WA 98072 (05) 481 -09nn IIIIIIIIII / CompuTrus Inc. This design prepared from computer input by IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII LUMBER SPECIFICATIONS SIZE SPECIE MME PANEL(8) TOP CHORDS: 2x 4 MSR 1650E 1- 7 BOTTOM CHORDS: 26 4 MM 1650F 1. 4 NESS: 2x 4 HF STD/37U0 1- 7 TC LATERAL SUPPORT a 12 UON. BC LATERAL SUPPORT a 12 UON. OVERHANGS: Reactions: co • 0 1' 16.0' 0.0' 1671 1759 8 -10 -03 C- 2.5x2.6 19 -07 -00 10 -08 -13 1' 12 6.00 0. 3x7.7(8) C- 2.5x4.3 RTS - CHASE LOADING LL( 25.0)401( 10.01 ON TOP CHORD • DL ON BOTTOM CHORD TOTAL LOAD 19 -07 -00 10 -08 -13 C- 3x7.7(S) C- 2.5x4.3 0 C -5x6 C- 2.5x4.3 C -4x7.7 C- 2.5X4.3 C- 3x6(S) C- 3x6(S) b 1• 1 12 -00 -00 15-02-00 Scale: it06 -00 39 -02 -00 JOB NAME: CHARTER HOMES / 3016 -B - D6A FILE NO.: D6A DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745654 TRUSS SPAN 39'- 2.0' LOAD DUTATIQI INCREASE • 1.15 WAGED 24.0'0.C. 1- wAmNNOS 1. Rood Y Gun Nola an Waning* bean emutnwlbl of beans. 2. 8uWe and erection contractor should be advised of 411 amps Robs and wnnb,a befan conetnaction Wwnmlb. 3. 214 ...,__J.,. web bnabig oust be %ISIS when shown t. . M Want nee' inbdbg'I'•wnb olds w bapaey .M pennwwd bran,. ' oust be dNSwed aed Wattled W bagwr of wmphb wrwlun. far such bracing. CompiThe 0. Ns bed dsums d in aWaM to any wed Sr •N basing and bdwn• are ce. W hp, eb al no IM should by bade grater than design kegs W applied to any mega,,. L CwyaT s. has W awed aye and muss no rewcnsmary Coelho hbrw+oba.buaibg, Wp eat sn4104bgagan m p'pye ol. 7. This dotty b gnashed Pulled to go bdbgwa w tin dwlgn• at bah by by 7mC w orTPNWMCA h 30911.1 mph* of which wig W h•sded BOTTOM CHORD CHECKED FOR 10PSF LIVE LOPD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 8 -10 -03 12 ` 12 -00 -00 C -5x6 95.0 PSF 10.0 PSF 45.0 PSF b 1 CI 4 0 0 General Nos., unless osretwlse noted: 1. Design to support loads W sham 2. Design assures Dlhie and bollom to be laterally braced al 2-0 me. and at 12 n s y. 3. l 2 r x u 4 Ia lmpact br or i.. n9 rae where sham er � ' itl l em lar buss" a 10 bebi'I In a I 0. m s ve en d0.. L E7.. DDesignsa full bearing u ea9latt al supports shown. Shan or wedge If B, rOla es�sWI on b and placed so their center 9. G M iglls Indicate mat eosize Joint pllatte inn In es. ID. C,s ea dada value ¶ the CampuTnm Plate. blExa g, prefix 1. 11. The COSOU( I ndi c ates 1 8 g m ated a al I Wad. AN elvers are 220 ga. IBC 2009 SINGLE DENSER FORCES T 1• 0 8 1= 2651 111= T 2= -3116 S 2= 2225 N 2' T 3= -2619 8 3e 2226 N 3' T 4• -1997 6 4• 2655 R 4' T 5= -1997 N 5= T 6' -2621 1 6= T 7' -9119 N 7= MOH -317 491 -786 1315 -787 493 -320 LEFT ' 1763 RIGHT • 1762 Trans ID: 137804 7.2.3F(111 -E BEARING AREA REWIRED (30. IN) MG @ 0' - 0.0' 2.82 DF / 4.35 HF / 4.15 SPF ERG @ 39'- 2.0' 2.82 OF / 4.35 HF / 4.15 SPF NOTE: Trues designed in accordance with IBC 2003 or IRC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left • -294 Right • -236 3oof Truss Supply, Inc. '.0. Box 532 Noodinville, WA 98072 (425) 4n1 -ngn0 I EXPIRES 6!3O/07 IIIIIIIII'1I / Com(]),ITrus Inc. This design prepared from computer input by III1IIIIIIIIIIIIIIIIIIIIIII 'II'I'll'I1IIIII'I RTS - CHASE LUMBER SPECIFICATIONS SIM SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 12 1. 5 BOTTOM CHORDS: 2x 4 HF 12 1- 3 WEBS: 2x 4 HF STD /STUD 1- 4 TC LATERAL SUPPORT a 12'00. UON. BC LITERAL SUPPORT a 12'0C. UON. OVERHANGS: 18.0' 0.0' Reactions: 1199 1081 1 1 1 1 -06 -00 12 6.00 C -3x6 12 -01 -00 C- 2.5x2.6 10-02-00. C- 2.5x4.3 C- 3x4.3(S) Scale: 114' JOB NAME: CHARTER HOMES 1 3016 -B - E1A FILE NO.: E1A DATE: 3/13/2008 DES. BY: MJ $E0.: 2745655 TRUSS SPAN 24'- 2.0' LOAD COMM INCREASE • 1.15 SPACED 24.0 0.C. LOADING LL( 25.0)NX( 10.0) ON TOP CHORD • L ON BOTTOM CHORD • TOTAL LOAD • WAMPUM 1. Reed sel Comm Ne1n and d raa*eb advised Inset et t 2. end a real rer b len eerr should of all General Nobs ens Magna ben etlen eemm a we. eb bract* a aa4 oempo n w e b ne wt be Instant where shown +. 4. AN lateral bwrled ebrla each se and 4 d n. nen' b ein nest designed and p r d by design Nmrp Mstad e nce. C s0.04 us amens a ,.lap bapaalhe!/ such beak 5. No laid amid be applied le rG eauper*s Will alter el bracing and keener, re aerlete, and et no ter should wry beds greeter than donee feeds be snake at any aiTrucL L NbdaO Si rue eoMal omen° assn ne nupeesalmy Mgr winnow, bendlam, stipend andhrtenaud el nenpenes0. 7. The b famished il lad IT n CNellb dmbuone on bur intone .e i Iona by TP1 b Hm41 e ngvn te801143 espies el Mich will be Mashed a be Cpwrre upon n regnL 35.0 PSF 10.0 PSF 45.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AHD BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C -4x4.3 4.0' 24 -02 -00 12 -01 -00 14 -00 -00 12 C- 2.5x2.6 46.00 C- 2.5x4.3 C -3x6 680 @ 8R6 0 co 0 0 General Nola, Wess dhexise noted: 1. Design to support loads as shown 2. Des gn assumes and Rwlop and bottom) ., b be laterally braced at 3. N b IIaUan Widens i s r les i e ae ospe�ve � Ndnnwa� end are 5. asra 'dry condition' soa ra use e°e us d un c ngl<onmiw cct 6. Dail/ix amines full bearing at supports shown. Shim or wedge K 8, re s l as I e sbmte�'son d�ottiLecaa borasyssdand placed so mgr center 9. Digits u�l nMddidle �arller9 a. 10. r,', sa 1 C B.D. R.R92 t "� True Plate, Indnelcoatted by me prefix 11. de (18) indicates 15 ga. met l imitated s used. All o 1M rs Ot 2h ga. IRO 2003 SINGLE MEMBER FORCES T 1• 0 B 1= 1510 11 1= T 2= -1796 B 2= 992 N 2= T 3• -1571 B 3. 1513 W 3= T 4• -1573 W 4= T 6= -1799 LEFT 1088 RIGHT = 1087 BEADING AREA REWIRED (S0. IN) 0'- 0:0' 1.74 DF / 2.69 HF / 24'- 2.0' 1.74 DF 1 2.68 HF / Trans ID: 137804 7.2.37(111 -F 4MOH -384 585 588 -387 I EXPIRES 6/30 /07 2.56 SPF 2.56 SPF NOTE: Truss designed in accordance with IBC 2003 or IRO 2003 reflecting a 85 mph wind load (enclosed structure, Exposure 8, height to 30 feat). Uplift Connections: Left • -204 Right • -146 Roof Truss Supply, Inc. 1 .0. Box 532 Noodinville, WA 98072 (499) 4Ri -n4nn LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 12 1. 8 BOTTOM CHORDS: 2x 4 HF 12 1. 9 WEBS: 2x 4 HF STD/STUD 1. 4 TC LATERAL SUPPORT a 12 UCH. BC LATERAL SUPPORT a 12•00. 13111. OVERHANGS: 16.0' 18.0' Reactions: 1144 1144 Com u y Ina. 1' 1 1 1 -06 -00 FILE NO.: F2 DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745656 C -3x6 12 6.0017' 11 -06 -08 This design prepared from computer inpu RTS - CHASE C- 2.5x2.6 9 -01 -00 C- 2.5x4.3 C- 3x4.3(S) Scale: 1/4' JOB NAME: CHARTER HOMES / 3016 -B - F2 TRUSS SPAN 23'- 1.0' LOAD DURATION INCREASE • 1.15 SPACED 24.0' 0.0. LOADING LL( 25.0)+01( 10.0) ON TOP CHORD • DL IN BOTTOM CHORD • TOTAL LOAD • BOTTOM CORD CRECHE FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C -4x4.3 4.0' 23 -01 -00 WARNSIOS: 1. Road Y Clean' Kota end Warnings titan eonWeea, enmities. 2. Ssiker sae n=eon =nha.wr NusId So advised of all Gerry None and Wendell/ boron eantnalloa csmeneneea S. 224 ,.._J... web M•aMg meld he MmI.d ahem slums w. 4. AN Imand Tome 10MIM •S nnla sock u Mna.ory sal samosas tr.tlnes nee be designed en goat•.• by designer or naml.M structure. so fespensibIllty for such bridal. Compame a No bad sinod to say =enWnend wW Mt ell M elogW SMMimr• me complete, and el Imo Was .ngmd any loads gnaw tem •oleo Mores be espied to say aaigiwa. 5. Canpdfna lr• no emea over sad money ne rapagumilelky foam M1Mdsalk . bonwr. Woad •e In•.bem W congeiedt 7. Thr hNpn r I,shod sable:Ha laxegne on same designs eelfarm by UPI M 1111341 at TPWrtCA Is SCSI lm =pies ofwhkh WI bo h.sisird by raamuTma epee almost. 35.0 PSF 10.0 PSF 45.0 PSF 11 -06 -08 14 -00 -00 t by 11111111110 1111111111101113111111 1111 1111 C- 2.5x2.6 12 Q 6.00 C- 2.5x4.3 C -3x6 1' 1 1 -06 -00 BRO @ 6R0 @ General Notes, unless oBmwise noted: 1. Design to support toads as shogn nn.. assumes the top and bottom [bolds to be latently 2. a4 . 9 stte Impa a c and a112-0' bridging I s Ne tesoa0 I ? U ale where am •+ tc . 6. @DeeSSiegn 6ssWriwk t era W De used In a non emlrawnent. a B u e es ce ig a nne a e arv lcIll tS Lue T itus s pp Shim or wedge N p P p� lletegar ao b gn n k e dm k st suse placed so their center 9. DIgIts I situ of plw ellnches. 10. For as I.0 Boi Rbi. o1 he Comp.TshRs PlatpewlanddicaartaegdzTy the prefix 11. designator (1 Motes 10 ga. material used NI Others are 2b ga. Trans ID: 137804 - 7.P.3T/111 -F IRC 2003 SINGLE HEWER FORCES 48ROH T 1= 0 B 1= 1431 W 1= -363 T 2= -1705 B 2= 942 M 2= 553 T 3= -1491 B 3= 1431 W 3= 553 T 4= -1491 N 4= -363 T 5= -1705 T 6= 0 LEFT • 1039 RICA • 1039 BEARING AREA REQUIRED (S0. IN) 0'- 0.0' 1.66 DF 1 2.56 HF / 2.44 SPF 23'- 1.0' 1.66 DF 1 2.56 HF 1 2.44 SPF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reelecting a B5 mph wind load (enclosed structure, Exposure 8, height to 30 feet). Uplift Connections: Left = -197 Right • -197 Roof Truss Supply, Inc. 3.0. Box 532 Noodinville, WA 98072 (425) 461 -0900 EXPIRES 6130/07 07 -02 -2007 KEVIN KAUL 601 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit Application No. D06 -433 13012 38 LN S TUKW 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 08/12/2007 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 08/12/2007. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, xe: Permit File No. D06 -433 City of Tukwila a Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: June 5, 2007 Project Name: Charter Homes, Lot 7 Permit #: D06 -433 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to ma dmum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please identify a footing drain or a crawl space water discharge system on the site plan. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system as recommended in the soils report. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) Should there be questions conceming the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • Page 1 Tukwila Building Division Allen Johannessen, Plan Examiner DATE: CONTACT: RE: ADDRESS: ZONING: May 23, 2007 Kevin Kaul D06 -433 13012 38 Lane LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted is approved subject to 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. April 27, 2007 Kevin Kaul Charter Homes Inc. 601 Union St, Ste 5100 Seattle WA 98101 RE: Request for Permit Application Extensions Charter Homes Inc. Dear Mr. Kaul: This letter is in response to your written request for an extension to Permit Application Nos: D06 -412 M06 -244 PG06 -205 D06 -433 M06 -256 PG06 -219 D06 -434 M06 -257 PG06 -220 D06 -435 M06 -258 PG06 -221 The Acting Building Official has reviewed your Letter and considered your request to extend the above referenced permit applications. The City of Tukwila Building Division will be extending the expiration date of pennit application nos. D06 -412, M06 -244 and PG06 -205 for an additional 90 days (through July 31, 2007). The remaining permit applications will also be extended an additional 90 days (through August 12, 2007). The other permits referenced in your letter have been issued and therefore will not be extended at this time. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, arshall Permit Technician City of l ukvvila Steven M. Mullet, Mayor Department of CommunttyDevelopment Steve Lancaster, Director File: Permit No. D06 -413, D06- 433 -435 M06 -244, M06 -256 -258 P006 -205, PG06- 219 -221 RVe iifr,iExteminn Lemenwemut AppEotiom\D06.412++ Application Exegnioadec Jan 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 IIOMI-S 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 2.1306 's D06 -433 4 1 D06 -434 D06 -435 plication #'s 05 IW 6o1 Plumbing and Gas applications -42606-204 1 PG06 -205 65I9 � s prg6=20fr 3 P6O6 -207 ' PG06 -219 `1 PG06 -220) KIN b PG06 -221 Thank you for you consideration, Kevin Kaul Production Manager Charter Homes Inc. 206 -947 -2205 Mechanical applications M00 -243 1 M06 -244 s M06 -245 3 1096 -246 l c M06 -25 y M06 -257 It M06 -258 Ds k April 26, 2007 env o A PR 2 6 al ? art t enth 6 00\ I 6`r t7 o jtn rh'i l d Elk h Rim -i\ iItZIo/ 04 -05 -2007 KEVIN KAUL 601 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit Application No. D06 -433 3813 S 130 ST TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 11/15/2006 , 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, Ter Marshall Permit Technician xc: Permit File No. D06 -433 City of Tukwila lM Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665 November 20, 2006 Kevin Kaul Charter Homes, Inc. 601 Union St, Ste 5100 Seattle WA 98101 Dear Mr. Kaul: Enclosures File: D06-433 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D06433 Charter Homes, Lot 7 — 38xx S 130 St This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 15, 2006 is determined to be incomplete. Before your application can continue the plan review process the following item from the following department needs to be addressed: Fire Department: Alan Metzler, at 206 575-4404, if you have any questions concerning the following comment. 1. Provide a detailed site plan showing the nearest fire hydrant Location and access from the public street to the house. Planninp Department: Brandon Mlles, 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 Me mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. P:Vennifer\Incomplete Letters \2006\nuilding \D06 -433 Incomplete LO #1.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: November 16, 2006 Kevin Kaul D06 -433 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. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 523.50 101 -1,000 537.00 1,001 - 10,000 549.25 10,001 - 100,000 549.25 for I 10,000, PLUS 524.50 for each additional 10,000 or fraction thereof. 100,001- 200,000 5269.75 for l 100,000, PLUS 513.25 for each additional 10,000 or fraction thereof. 200,001 or more 5402.25 for I 200,000, PLUS 57.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME CHAieri C w.,aO r 7 ) PERMIT # 7)04 — 433 ( nol2 - Sink Lo 5.) If you do not provide con actor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement c Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than 5200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume S Enter total fill volume 50 Use the greater of the excavation and fill volumes. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 1 ategbry: /000 : 000 W / O 0 4- goo Alt/ cubic yards cubic yards $ Use the following table to estimate the grading plan review and permit fee. TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4 +5) $ 342 tit $ (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. (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 5325.00 for the l" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33%) $3.30 5 -2 (25 %) $2.50 2 -1 (10%) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ e (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 5 $ l 12 — ( WATER METER FEE Permanent and Water Only Meters She (inches) Installation Cascade Water Alliance RCFC 91.011007 - 1211.2007 Total Fee 0.75 5600 55297 55897 1 51100 $13,242.50 514,342.50 1.5 52400 $26,485 528,885 2 52800 542,376 545,176 3 $4400 584,752 589,152 4 57800 5132,425 5148,015 6 512500 5264,850 5277,350 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated tees 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 $ / ('3 G. Other Fees $ IS Total A through G $ 40 �j ' (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8+9+10) $ 141 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Last Revised Jan. 2006 Total A through E $ — (9) 0.75" 2.5" 5300 $1,000 Temporary Meter 3 Part A: (To Be Completed by applicant), _ .? Purpose of Certificate: ❑ Building Permit ❑ Preliminary Plat or PUD ❑ Other j4 Short Subdivision ❑ Rezone Proposed Use: 0 Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Colo -r Applicants Name:CJ ,r'' "b to, s fne.,. Phone :(m ) �Fi 93 d + SOS Property Address or Approximate Location: Tax Lot Number. 1 1 38zn S 1 — a eN - . 7 3?kXQ of Legal Description(Attach Map and Legal Description if necessary): '}b o-F tra_cd 54 :toes-618e ck In+crur► CTI'c t 5 Li._( Ajekt o f baths 7Zeplat+ LesS 5 /W et Part B.. (To ;Bo Completed by Sewer Agency) 1. ❑ a. Sewer Service will be provided by side sewer connection only to an existing size sewer feet from the site and the sewer system has the capacity to serve the proposed use OR 50 b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or ti (4h-co eon e ® (3) other (describe): Peveloye Cr *utir /d f// 2. (Must be completed if 1.b above is checked) Qii 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. CA a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $4250.7b/residential equivalent, will be billed directly by IGng County after connection to the sewer system. (Subject to change by Ktpg Go %At)etro without notice.) �tLLLttIIYYt�JJJJ ^ .ITVOFMKWILA b. Easements: ❑ Required • ❑ May be Required . Per i, 1 5 2006 c. Other. rM1MENTER 1■1 v 4 zd pe 403' 3 iat$YR ' Wati NG F TOWe1Ra''�f 13r�t» ERTIFICATS OF.SEWER AVAILABILITY %NON AVAILABILITY; ❑ Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby certify that the above sewer agency information is true. This certification shall be valid for one year frgrm(he date of signatyre. By tIGi y Title / 14816 Military Road South P.O. Box 150 Tukwila, VW 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 g/2 ? /o; Date Pcio •-1435 ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non- Availability ( "Certificate'). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist orthat may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District pr applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, Local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non- Availability and this Attachment, and fully undefstand the terins and conditions herein. Applicant's Signature • 9/9/v -°‘ Date CITY OF TUKWILA . Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Buil Division: 106431'J6717 t Public Works Department: 206 - 433 -0179 Planning Division: 206 -431 -3670 ^rr M^ A� //;6�����MM1pMtLVrn4 �'IH14U� S a+�Yf� Site address (attach map endlegal dascdptlon showing hydrant location and sirs of main); 32a 7 S. lactikh ' :1'"a Zia i I a At T: �s� qr trec':JlRgi WO?! :.M4Attteklet k4;, G:1► � �1t1 1 ems - amt. Address: GI Un arm }� Scab Phone: 5essiti iiy9 curio/ _r' 439 This certificate is for the purposes aVkiesidential Building Permit ❑ ❑ Commercial /Industrial Building Perml1 ❑ Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant td the rVVAst Ll't ? bT 125 Area is served by (Water Utility District): Owner /Agent Signature '111 illinfidatc,42.1a204cf' 2. 5. The proposed :pro Q �Improvements required. T Preliminary Piet Rezone Ject is within 1 ICA tit. I CC t'C_ t s-t eI 3. The improvements required to upgrade the water system to bring It Into compliance with the utilities' comprehensive plan or to meet the minimum aow"requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room 4 needed) 4. Based upon the Improvements listed above, water can be ow a and will be available at the site with a flow of Z7 OO gpm at 20 psi residual for a duration of 2 hours at a velocity of / fps es documented by the attached calculations. Water availability: Q/A service oan be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. ❑ System la not capable of providing service to this project. • I Hereby certify that the above Information Is true and correct. tit Agene tone 2Oe a / 2 — ?$ c 7 CERTIFICATE OF WATER AVAILABILITY Required only If outside City of Tukwila water district Address: Phone: PERMIT NO.: ❑ Short Subdivision ❑ Other R. Date ,, By This certificate is not valid without Water District No. 125's attachment entitl "Attachment to Certificate of Water Availability." s ty (City /County) CRY ROrnt ►(p NOV 15 2005 PERMITCENTER C/ — (z - 06 Date -y33 ACTIVITY NUMBER: D06 -433 DATE: 09 -24 -07 PROJECT NAME: CHARTER HOMES , LOT 7 SITE ADDRESS: 13012 38 LN S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: Bin Did Public Works ❑ Comments: Documents/routing slip.doc 2-28-02 APPROVALS R CORRECTIONS: PERMIT COORD COPYm PLAN REVIEW /ROUTING SLIP o51 Illk Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete En Incomplete TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: C' MZl Planning Division Permit Coordinator ❑ DUE DATE: 09-5-07 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DATE: Not Applicable ❑ DUE DATE: 10-23-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -433 DATE: 06 -15 -07 PROJECT NAME: CHARTER HOMES LOT 7 SITE ADDRESS: 38XX S 130 ST _ Original Plan Submittal _ Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: � 4)1 Bui g !vision Public Works Complete Comments: TUES/THURS RO TING: Please Route Docu,eq&routlM Bbp.doc 2-2642 '`"E will COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Review Required u Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 06 -19-07 Incomplete El Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined Incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:_ ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07 -24 -07 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments Issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: :' .. 5 5 urvision P & Comments: APPROVALS OR CORRECTIONS: Documents/routing Aip.doc 2 -2802 �, PERMIT COORD COPT PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -433 DATE: 05 -18 -07 PROJECT NAME: CHARTER HOMES, LOT 7 SITE ADDRESS: 13012 38 LN S Original Plan Submittal X Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued 4 -0/1 Complete I1 Incomplete TUES/THURS ROO ING: Please Route Structural Review Required REVIEWER'S INITIALS: � irI 1 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) FM �w�, 6, a rming Division ❑ Permit Coordinator DUE DATE: 05-22 -07 DATE: DATE: Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DUE DATE: 06-19-07 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: [LA ACTIVITY NUMBER: D06 -433 DATE: 11 -15 -06 PROJECT NAME: CHARTER HOMES, LOT 7 SITE ADDRESS: 38XX S 130 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Complete ❑ Comments: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documentstrouting slip.doc 2 -28 -02 PERMIT COORD COPY ' PLAN REVIEW /ROUTING SLIP SII diM lltW Fire Prevention Structural ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete DUE DATE: 11-16-06 Permit Center Use Only ',,,` ,q� INCOMPLETE LETTER MAILED: �� PW[ct, LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire PIng' PW ❑ Staff Initials No further Review Required DATE: deolat IU ai Planning Division Permit Coordinator C Not Applicable in 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: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS ( 0112 cam• P1D9 -k - Summary of Revision: Summary of Revision: Utikucry nth, t b'ta n `W '0,%, Psr -o MIte L Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS ( 0112 cam• P1D9 -k - Summary of Revision: Summary of Revision: Utikucry nth, t b'ta n `W '0,%, Psr -o MIte L Received by: M t- 14 ef/C11PS Received by: M&//AI tea_ REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: ( SITE ADDRESS: 112 t t.NC. REVISION LOG PERMIT NO: O(0' ORIGINAL ISSUE DATE: A ill- (please print) (please print) (please print) (please print) (please print) Date: 4 1 A /67 City of Tukwila Revision subthlttats must he submitted In person at the Permit Center. Revisions will not be accepted through ' the math fax, etc: ❑ Response to Incomplete Letter # 0 Response to Correction Letter # . Revision # 1 after Permit is Issued ❑ ' Revision requested by a City Building Inspector or Plans Examiner Project Name: 4 1. Oil LLCM t -3 a .a5_ L oT 7 Project Address: 13012 'J$ LA-N€- S. TOk 1 "-s Contact Person: RSV 1 14Atit —. Phone Number 2-t)Co -9 L l 7-22- o S Summary ofRevislon: C.N (a f, ?ft OPOs Lib - PAT to TO 4aiArrt- i5 W/STPta -S Sheet Number(s): "Cloud" or highlight all areas of revision including date o revision Received at the City of Tukwila Permit Center by• W Entered in Permits Plus on 06.(u,la- VPDbeations\t'o -sppbeabom oo line'evoron submittal availed: 1-13 -2004 Revlaed: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431 -3670 Fax: 206-431-3665 Web site: fittp:/Avww.citukwila.wa.us Plan Check/Permit Number: "r1 O b - 1133 Steven AL Mullet, Mayor Steve Lancaster, Director RECEIVED CINYOF UKyvtA SEP 24 20071 ":iii: CENTER City of Tukwila 1 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Co / /S /D 7 Plan Check/Permit Number: D06-433 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # ^ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Charter Homes Lot 7 Project Address: 38xx S 130 St Contact Person: Kevin Kaul Phone Number: Zo to• q y 7 - ZLOS' Summary of Revision: f d/4 to 2,-, � � JKP&.l Ti V6 2i4>A/441- N! aQ4 A� PERMIT fFNWR Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: Entered in Permits Pius on lR `( S (� \applications\forms- applications on line\revision submittal Created: 8-13-2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: htta: / /www.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director ern OF TUICWILp 1 JUN 15 20071 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: , 5� 7/ 7 Plan Check/Permit Number: D06 -433 ® Response to Incomplete Letter # I ❑ Response to Correction Letter # ❑ Revision # _ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ` Project Name: Charter Homes, Lot 7 Project Address: 38xx S 130 St Contact Person: it V/ N / n-V L. Steven M. Mullet, Mayor Steve Lancaster, Director Phone Number: 26G- ` y 7- 2 2OS Summaary of Revision: , / /S�T1R•CKED ?i-S rt — f tfrr 1449 .- SND W /n/G Local of Oaf. HYklAsi ry '` _a1! . - I•tt -L r Sheet Number(s): "Cloud" or highlight all areas of revision including date of revis Received at the City of Tukwila Permit Center by: tEr Entered in Permits Plus on S (8 -07 \applications\fonns- applications on line4evision submittal Created: 8 -13 -2004 Revised: • T env 1 S 20071 PERMIT CENTER License Information License CHARTHI962KF Licensee Name CHARTER HOMES INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602386032 Ind. Ins. Account Id #1 Business Type CORPORATION Address 1 601 UNION STREET Address 2 SUITE 5100 City SEATTLE County KING State WA Zip 98101 Phone 2063224393 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 5/6/2004 Expiration Date 5/6/2008 Suspend Date Separation Date Parent Company Previous License BAYDEC'022MB Next License CAMBRPL953NE Associated License Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #1 DEVELOPERS SURETY & INDEM CO 572947C 05/05/2004 Until Cancelled $12,000.00 05/06/2004 Business Owner Information Name Role Effective Date Expiration Date LUDDEN, MARK PRESIDENT 05/06/2004 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= CHARTHI962KF 07/31/2007 Deck detail Washington State Energy Code Foundation Plan main floor framing plan main floor plan upper floor framing plan upper floor plan roof framing plan roof framing plan b elevation a elevation b left elevation a and b building sections 3 car garage option general structural notes typical foundation details typical floor framing details typical floor and roof framing details typical roof framing detail and shear wall detail and schedule shear wall and holdown details x map map 3 f 40' -0' 37' -0' 3' -0' I 6 CHARTER HOMES 3016 ELEV B GAR LT 3RD CAR SHOWN ROOF TRUSS LAYOUT ROOF TRUSS SUPPLY - (425) 481 -090D FILE COW 5910 - 234 ST. SE, WOODINVILLE, WA 98072 DESIGNER: JEFF BOPKO REVISED 3 -09-06 permit NO- PATH: S: \JEFF \BELAY \CHARTER \3D16B i) ALL TRUSSES TO BE SPACED 24 VQP.n r UNLESS NOTED OTHERWISE (U.N.P.).:: - 12) PROVIDE FULL BEARING UNDER GIRDER TRUSSES. .. ` 3) BEARING BEAM DESIGN BY OTHERS, 4) 18' STANDARD OVERHANG U.N.D.. OVERHANGS NOT SHOWN FOR CLARITY. 5) 6/12 ROOF PITCH U.N.Q.. 6) CEILINGS FLAT U.N.O.. 7) SEE ATTACHED FRAMING DETAILS FOR HIP, VALLEY AND GABLE FRAMING. 3) SEE TPI'S HIB -91 FOR BRACING RECOMMENDATIONS. INDIVIDUAL TRUSSES MAY REGUIRE WEB BRACING. SEE TRUSS ENGINEERING SHEETS. PERMANENT BRACING DESIGN BY OTHERS. AREA OF SLOPED CEILIN .REVIEWED FOR � CODE COMPLIANCE APPROVED JUN 2 2 2007 City Of Tukwila Copyright (c) CompuTrus Inc. inch l�ii��i, �1e������i���I��i2����f��ls�I! I���► �1�4��! �1�: i�I�i •�I!i5.�!i.�l)i)li�rl-'�6�� _. slnte 787x, 96 41 El Z6., GL OL °.. 6 < 8 . 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