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HomeMy WebLinkAboutPermit D06-411 - Charter Homes - Lot 1CHARTER HOMES, LOT 1 13005 38 LN S D06 -411 Parcel No.: 7340600803 Address: 13005 38 LN S TUKW Suite No: Tenant: Name: CHARTER HOMES, LOT 1 Address: 13005 38 111 S , TUKWILA WA Cityf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Owner: Name: CHARTER HOMES INC Address: 601 UNION ST, SUITE 8100 , SEATTLE WA 98101 Phone: Contact Person: Name: KEVIN HAUL Address: 601 UNION ST, STE 5100 , SEATTLE WA 98101 Phone: 206 947 -2208 Contractor: Name: CHARTER HOMES INC Address: 4616 25 AV NE #598 , SEATTLE WA 98106 Phone: Contractor License No: CHARTHI962KF DEVELOPMENT PERMIT * *continued on next page** Permit Number: D06 -411 Issue Date: 04/20/2007 Permit Expires On: 10/17/2007 Expiration Date: 05/06/2008 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 2466 SF SFR WITH 444 ATTACHED GARAGE (SEE PW04 -093) PUBLIC WORKS ACTMTIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, AND DRIVEWAY ACCESS. WATER DIST. 128 & VAL -VUE SEWER DIST. Value of Construction: $241,077.96 Fees Collected: $5,176.69 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 doe: IBC-10 /06 D06.411 Printed: 04 -20 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: T Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: T Volumes: Cut 50 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: T Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Date: b1(l.OcQl I hereby certify that I have read an• a this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be compile • th, -they specified herein or not. Permit Center Authorized Signatur The granting of this p construction or the City asTukwila 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 Permit Number: D06 -411 Issue Date: 04/20/2007 Permit Expires On: 10/17/2007 it does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating work. I am authorized to sign and obtain this development permit. Signature: Date: Z.D /O 7 Print Name: iEeJiaJ 1C ;;iL This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doe: IBC-10 /06 D06.411 Printed: 04-20-2007 Parcel No.: 7340600803 Address: Suite No: Tenant: 13005 38LNS TUHW CHARTER HOMES, LOT 1 I: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa. PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -411 ISSUED 11/03/2006 04/20/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 8: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel-fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. D06.411 Printed: 04-20 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431- 3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *FIRE DEPARTMENT CONDITIONS * ** 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 22: Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 23: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). «PC 805.1) 24: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 25: The minimum fire flow and flow duration requirements for one - and two-family dwellings having a fire area which does not exceed 3,600 square feet (344.5 m2) shall be 1,000 gallons per minute (3785.41✓ min.). Fire flow and flow duration for dwellings having a fire area in excess of 3,600 square feet (344.8 m2) shall not be less than that specified in Table A- III -A -1. Exception: A reduction in required fire flow of 80 percent, as approved by the chief, is allowed when the building is provided with an approved automatic sprinkler system. (IFC Appendix B 105.1) 26: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 803.1, 808.1) 27: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 8" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2082) 28: Maximum grade for all projects is 15 %. 29: Adequate ground ladder access to rescue windows shall be provided. 30: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 31: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 32: These plans were reviewed by Inspector 514. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. doc: Cond -10 /06 D06-411 Printed: 04 -20 -2007 33: ** *PLANNING DIVISION CONDITIONS * ** 35: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** doc: Cond -10 /06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.cttukwila.wa.us 34: Prior to final approval the landscaping must be installed on each individual lot. Please refer to the landscaping plan that was approved as part of L03 -047. Occupancy for the homes will not be granted until the landscaping is installed. 38: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (208)433-0179 of commencement and completion of work at least 24 hours in advance. 37: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 38: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 39: Any material spilled onto any street shall be cleaned up immediately. 40: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 41: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of excavation and 80 cubic yards of fill. If contamination is detected, the land altering quantity and permit fee will change. The applicant will be required to calculate final quantities and pay the difference in permit fee prior to the Final Inspection. 42: From October 1 through April 30, cover any slopes and stockpiles that are 31i: I V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 43: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 18 %. * *continued on next page ** 006 - 411 Printed: 04 -20 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us 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: doe: Cond -10/06 Print Name: 1t v/✓ XI/ /L Date: .0:d/497 006 Printed: 04 -20 -2007 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us Site Address: Tenant Name: Property Owners Name: Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted hrough the mail or by fax. * *Please Print ** (- -fif\l2"r t ltJ(� Mailing Address: (obi OtJ c.>1 Q\LiL vC no 5 F V9 u3 �q tO state Zip Name:_ j< V i t {<{C1,& L_ Day Telephone: (2.3:442) C A L Mailing Address: IPOI tAIJtht3 wT cstk1tW C,I CA I, \A(k clq t 01 Cit Slate Zi E MailAddress: te._‘. c C \_!i✓CL&Lt.t fierhOft"&S W Fax Number: ____ "_____ GENERAL[ GONTtACTOIit1V .( Contraetor nform lation_fgr Me l (p chanicag 4):for Pluntkipg and Gas Piping (pg 51) Company Name: Ch-\ k:=6 t- k , I t.1 King Co Assessor's Tax No 41 i i i t ._( : Suite Number: Floor: New Tenant: ❑ Yes ❑..No City Mailing Address: too \A V".11G13 E - . SQL i P c91 City Stale Zip Day Telephone: J .Q , (1 41- - 2.2.f E -Mail Address:_ kRa_;�l CC%VSet ✓dcrkcytc (vie. Fax Number: (20 l(7). a---- Q4-g2 -- Contractor Registration Number: CH A ke_A-- F-1' 4 4 2-K2F CL Expiration Date: OS l QCQ' 2-6 ES Contact Person: Ke V ( t-S KPO- t. ARCIITT plans must •be;w tinted[ of llecor Company Name: Mailing Address: Contact Person: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: 0 UVVI¢euons *ornu- Applications On Lined -2006 - Permit Application doe Revised 4 -2006 bh City Day Telephone: Fax Number: State n'eer:of R Stare Zip City Day Telephone: Fax Number: Zip Page I of6 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): . t4c,Gf. /-5417nc •' £S- Set ?Wo'/ D 93 Will there be new rack storage? ❑ -.Yes .No (If yes, a separate permit and plan submittal will be required) eas in Sijuare PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 70 G S Floor area of principal dwelling: / 770 Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑....Yes Ai ..No If"yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑.- Sprinklers 0.-Automatic Fire Alarm ,..None ❑ -Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. Yes No f 'yes" attach list of materials and storage locations on a separate 8-12 x I1 paper indicating quantities and Materia e ty Data Sheets. SEP'f f SYSTEM: ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q W diaoaawanm-MWiwirn. On une3.2006 - mama A0611620 (61466 Rowlett 4-2006 as Page 2 of 6 Existing ` ii oe ; Remodel Ad ditio n Ew ung -r %Shii'bture u s IJ) r pan per' nip 2i r- i/95 $ rigor ,. Floors _ thru Basement Attest ed Garage 94/V U' tA ,.‘„,;(.1. tiarTIP: 3Detgd7igCarp9r( "'Covered Deck Uncovered Deck `... ' Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): . t4c,Gf. /-5417nc •' £S- Set ?Wo'/ D 93 Will there be new rack storage? ❑ -.Yes .No (If yes, a separate permit and plan submittal will be required) eas in Sijuare PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 70 G S Floor area of principal dwelling: / 770 Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑....Yes Ai ..No If"yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑.- Sprinklers 0.-Automatic Fire Alarm ,..None ❑ -Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. Yes No f 'yes" attach list of materials and storage locations on a separate 8-12 x I1 paper indicating quantities and Materia e ty Data Sheets. SEP'f f SYSTEM: ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q W diaoaawanm-MWiwirn. On une3.2006 - mama A0611620 (61466 Rowlett 4-2006 as Page 2 of 6 Scope of Work (please provide detailed information): c ,A.GAG4 . f A9'g /L 7 h s_f. Please tp3'ey'tp pu)ille tii'gr)csBulietm #1 fqr tees at(d?SfiipaYe�h Water District t]. Tukwila Water District #125 Water Availability Provided tmcrAklict. ...Tukwila alVue ❑...Sewer Use Certificate . ..Sewer Availability Provided Sufynitted with Anolication (mark boxes which aoolvlt 'Q' Civil Plans (Maximum Paper Size -22" x 34 ") Technical Information Report (Storm Drain e) ❑ ...Bond ❑ .. Insurance Easement(s) ✓ onosed Activities (mark boxes that *only): ...Right-of -way Use - Nonprofit for less than 72 hours Right-of -way Use - No Disturbance ...Construction/Excavation/Fill - Right-of-way Non Right -of-way V 11 ;Total Cut .'0 cif-Total Fill SO VAL-WE anitary Side Sewer ❑...Cap or Remove Utilities ❑...Frontage Improvements ❑ ...Traffiic Control ❑ ...Backflow Prevention - Fire Protection Irrigation _ Domestic Water (tmp. water Meter M5) ❑...Permanent Meter Size... ❑ ...Temporary Water Meter Size .. ❑...Water Only Meter Size -" ❑ ...Sewer Main Extension Public _ o ...Water Main Extension Public cubic yards cubic yards ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line QMpWiadovWonro-Applicodot" Qn linty -2006. Pmnit Mpiiation doc Mind: 440M bh Private Private Sf# - PWAy- 693 Call before you Dig: 1-800-424-5555 ❑ .. Highline ❑ .. Renton ❑ .. Seattle ❑ .. Approved Septic Plans Provided `�- Geotechnical Report Maintenance Agreement(s) ❑ .Work in Flood Zone ■W!, .. Storm Drainage ❑ .. Rento ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right-of-way Use - Potential Disturbance ❑ .. Grease Interceptor ❑ Channelization lit. Trench Excavation m •- Utility Undergrounding ❑ ...Deduct Water Meter Size ❑ ...Traffic Impact Analysis ❑...Hold Harmless - (SAO) ❑...Hold Hannless - (ROW) FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑...Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter RefundBilling• Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: ante Zip Day Telephone: City State Zip Page 3 of 6 Furace<100K BTU / Air Handling Unit >10,000 CFM Fin Damper 0.3 HP /100,000 BTU Fumace>100K BTU. Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace , Ventilation Fan Connected to Single Duct Thermostat / 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP /1,750,000 BTU Appliance Vent / Hood and Duct Water Heater / 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System ,Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM - Incinerator — Comm/Ind Other Mechanical Equipment MECHANICAL CONTRACTOR INFORMATION Company Name: $OS' S I4 ?e.i CONS11 .UG-11 C Mailing Address: i V3 NBC j 7-t$`- VLACC } 50 1s!tleCL'PsP 17 Wise 52'D$J -I- City sbd6 749 Contact Person: '')t )s i C t It N t•-•\ Day Telephone: (. SS ^ 134 E -Mail Address: clet.ijt e 4-.t Yl4. (& fc%C1t1Ckela .CDIt%FaxNumber: C *2i)Sg°1' Contractor Registration Wilber: Rt'1RiC S t..S 11.1 Expiration Date: CPI b>21200a Valuation of Project (contractor's bid price): $ /7R/ /� Scope of Work (please provide detailed information): SA4 £ tt -non. r /Pi' 5- Zr.r4W) c 5sfr4 PeJoy— n43 ¢' 7X/02 Ike; Residential: New.... Replacement..:.❑ Commercial: New .... ❑ Replacement .... ❑ Fuel Tvoe: Electric ❑ Gas ....0 Other: Indicate type of mechanical work being installed and the quantity below: QUypliaue1Nem.•Appaada, On l na3 -2006 . P.ttl Appaaea.doe Rimiest 43006 bb Page 4 of 6 , r y" e n Bathtub or or combination bath/shower ;'F XtuPe , . ..,. QtY" .Fizture;TY6'o•'x<fr` Mittiire u,:g ��n'�s��� 1k 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 S' Dental unit, cuspidor Shower, single head trap / Urinals Dishwasher, domestic, with independent drain / Lavatory Water Closet 3 Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent / Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas Additional medical gas inlets/outlets — six or more PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: fit%Al2- 'Pt -Ut11 J f y Mailing Address: 3S 1R V eleat t= GUM vW • - EP4uW 1 4t! %O t— City - State Zip Contact Person: BURR' ANA Sit 1 Day Telephone: (-am' ) C4-9 E-Mail Address: N / tic Fax Number: (3100 )S02•- - OI31�i Contractor Registration Number: - ?aePct2.-11 olcZ4- 1.4? Expiration Date: s Valuation of Project (contractor's bid price): $ 7L ¥ /•) Scope of Work (please provide detailed information): .Siidc•• 70--nit 4 /FE'S. S£� Pi I Pe/ 09 Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q: VeplietipWbmy-Applicatiom ea LindU3006 - Remit Appliction.doc Revised 45006 M Page 5 of 6 11 ,a ble t i all, p Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 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. I Date Application Accepted: BUILDING OWNER 0 HORIZE GE Signature: Print Name: 4a/ AJ t if'f/L Mailing Address: !0 Chit#O?J S? Sr)) ,C /D cat og- et A4- City State Zip Date Application Expires: I tNolsfoi— o aaseseo&Pow 4ppiassw On IinN -2006 - hone Appliaaan.ex Revise 42006 Ni Date: ////470 Day Telephone: 20(0 9 97 220 J Staff Initials: CJ Page 6 of 6 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 –100 $23.50 101 -1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001- 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME CM'1 -rtt Minis( ( ) PERMIT # 7004 - 4ll (0 /3060 341. Lam+ S. ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C 2 0% of $ 0 000 . . o amount 1 0 over , , but less th $200 000 of an ,A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C+D) 5. Enter total excavation volume Enter total fill volume Use the greater of the excavation and fill volumes. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 S 50 1 So o /0 00Xnen000 ea 4500 -- cubic yards cubic yards $ 112_ Use the following table to estimate the grading plan review and permit fee. 112 $ — (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 3G 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 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50%) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -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 $ r (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the exist ng 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 $ !1- 2 (6) 0 $ 23 - (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Insta, +tion Cascade Water Alliance RCFC 01.012007 - 12312007 Total Fee 0.75 $600 $5297 $5897 $1100 $13,242.50 $14,342.50 1.5 $2400 $26,48 $28,885 2 $2800 $42 6 $45,176 3 $4400 :752 $89,152 4 $7800 132, 5 $148,015 6 $12500 $264,8 • $277,350 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Approved 09.25.02 Last Revised Jan. 2006 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees Total A through E $ — (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ F. Transportation Mitigation $ �O 12. - G. Other Fees $ $8 Total A through G $ C31.5 — (10) DUE WHEN PERMIT IS ISSUED (6+7 +8 +9 +10) $ 1, 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. Initials: User ID: Doc: RECSEIS -06 RECEIPT NO: R06 -01764 JEM 1165 Payee: CHARTER HOMES, INC. SET ID: 1103 SET TRANSACTIONS: Set Member Amount 1,441.35 D06 -412 1,441.35 D06 -413 1,707.50 D06 -414 1,671.41 M06 -243 36.39 M06 -244 36.39 M06 -245 38.70 M06 -246 38.70 PG06 - 204 74.00 PG06 -205 74.00 PG06 -206 74.00 PG06 -207 74.00 TOTAL: 1,441.35 ACCOUNT ITEM LIST: Description 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 Payment Check 7986 SET RECEIPT TOTAL: Payment Date: 11/03/2006 Total Payment: 8,707.79 SET NAME: CHARTER HOMES, INC. TRANSACTION LIST: Type Method Description Amount 6,707.79 6,707.79 Account Code Current Pmts 000/345.830 6,707.79 TOTAL: 6,707.79 1423 11/03 9710 TOTAL 3707.79 Doc: RECSEIS -06 RECEIPT NO: R07 -00634 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.ur Initials: JEM Payment Date: 04/20/2007 Total Payment: 13,870.84 UserID: 1165 Payee: CHARTER HOMES, INC. SET U1 0420 SEP NAME: CHARTER HOMES SET TRANSACTIONS: Set Member Amount 006 -411 7 3,735.34 D06 -413 4,144.80 D06 -414 4,089.28 M06 -243 175.56 M06 -245 184.78 M06 -246 184.78 PG06 -204 352.00 PG06 -206 352.00 PG06 -207 352.00 TOTAL: 13,570.54 TRANSACTION LIST: Type Method Description Payment Check 8791 ACCOUNT ITEM LIST: Description BUILDING - RES GAS - RES MECHANICAL - RES PLAN CHECK - RES PLUMBING - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE SET RECEIPT TOTAL: 000/322.100 000/322.100 000/322.100 000/345.830 000/322.100 000/322.100 000/342.400 000/342.400 Amount 13,570.54 13,570.54 Account Code Current Pmts 7,415.78 264.00 545.12 15.00 777.00 750.00 70.50 339.00 7333 04/20 9716 TOTAL 13570.54 Doc: REcsrmo6 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 PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES 000/345.830 339.00 000/386.904 13.50 104.367.120 3,041.64 TOTAL: 13,570.54 7333 04/20 9716 TOTAL 13570.54 ProJec Wilt / Sal Type trio 76 fl / 3, et Address: ` ( Dat Called: Special instructions: Date Wante J � —�d� —P• R quester: Phone / � /—f. W / 0 INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 INSPECTION NO. Approved per applicable codes. Corrections required prior to approval. COMMENTS: ,La/ Att. $58.11 INSPEC110N 72 REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: (Date: pro �' /P j /� on'6 5 j Type inspection: — �-Urt/.n/0 — /7 /,/f7 7 Address: /306 5" ? ' L.1J s Date Called: Special Instructions: DatW anted: am. I — 2 O Requester: Phone No 02C6 Z7/ - 6 7/qt INSPECTION RECORD Retain a ropy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3670 proved per applicable codes. C MMENTS: Inspect Date: I 171 7 Corrections required prior to approval. 0558.00 REIP E REQUIRED. Prior o inspection.dee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: , . Project• (1 iitt /6.fiFS 201 Type of Inspection: �,/i//9 (— 7 „ A.. Address: /.300-s SR fin/ S Date Called: Special Instructions: . Date Wanted: a.m. - cl — -0-7 p.m. Requester: Phone No: — 27/ -6'SG L95 - �� INSPECTION RECORD Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Fections required prior to approval. COMMENTS: Red f.4( I LA 10e (.A 'Liw;Mitl �'Grin t'c4. t) inspector: p1 'Date , 9 _ 0 $58.00 �tEIN5�ECT10N FEE REQUIRED. Prior o inspe ion fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: - ProjeA / / ( t14 e/li meS-kt 1 Type of spectio r [ 14) hnai Address: 1005 ,?& .An 5 Date Called: 0 107 Special Instructions: Date Wanted: 09A7 %p7 Ca. p.m. Requester v e Phone No: 206 a7 /- G r? El Approved per applicable codes. C(A LA 62 Pvi nspector: -Y 1/ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Corrections required prior to approval. COMMENTS: 5 C if r (ij l ab e t .. C y(4 (3') t 6.7 Lc4 4 J Q (R/ °14 • - / ( Date: 9(S /a2 $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: COMMENTS: ea.' s� b y /sA,,., - 4,A,recc A /ttSw, re 72 2 /'v d' e, r- - Al y/AVer4 dee Jr 0 Date Called: p) 20J ./-�/i /).GS ld/✓••! / 443 n- /'7Cti. Special Instructions: I 4 ; /:.,5 l Ns er A / rave d 5 9 / "f ly,•49 fOg7 — F/. - / ,th'fc4 C Requester: oiht,tpubv9 ,c1 ...._ /1/41610 6 Aft) r' P (jJArfC ,i4 " — .t /FfeOes Pro 49Mr //'�/WS Type of /s�q /O sOS 3,34.4/ S. Date Called: Special Instructions: Date Wanted: Cf -dS -0 P.m. Requester: Phone No: .3o‘.-z7 / -6 INSPEf. ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspec .00 REINSPECTION FE INSPECTION RECORD Retain a copy with permit PER NO. (206)431-3670 IR Corrections required prior to approval. Date j REQUIR D. Prior o inspection, fee must be paid at 6300 Southcenter B vd.. Suite 100. Call the schedule reinspection. r eceipt No.: 'Date: Project: d ( t Lid Type of Inspection: t » 15 Date Called: Address: ri700 -tie Lyres appecial Instructions: Date Wanted -07 Requester: Phone No: ^ INSPECTI N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT O. (206)431 -3670 Corrections required prior to approval. COMMENTS: lid Pg.-ire $58.00 REINS ON FEE REWIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Pr* At � 1 T ype 7,n Inspection: % ,v�co / Addreesss: 6 5S 38 5 , Date Called: Special Instructions: Date Wante p.m. Requester: Phone No: z71/4(rm INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Atar-z/i/ PE IT NO. (206)431 -3670 pproved per applicable codes. rCorrections required prior to approval. 1 COMMENTS: El $58.00 REI S PECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: !Date: f Project `/AIL. /h Type of Ins ection: i lam//c g4 Addrf ��J f3, / Date Call d: Special Instructions: Date Wanted: p.m. Requester: Phone No: 7;7/-4 tilt4 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -3 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: (Date: 7�- S 7-07 I nspector $58.00 REINSPECTIO! $EE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal the schedule reinspection. (Receipt No.: (Date: Proje � r ��r�F S tion: , �- tion: Type of Inspection: In Address: /300 S 3 824) Date Called: Special Instructions: ' Date Wt ed: - ( a.ny 6 -2 P.m. Requester: Phone No: ao‘ -Z 7 /- e. INSPECTION NO. INSPECTION RECORD Retain a copy with permit o y/l PE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila, WA 98188 (2 ' 6)431.3 opp COMMENTS: (Dater .ri4 ti G 2 5— .00 REINSPECTION FEE \EQUIRED.176 o inspection. fee mbe d at 6300 Southcenter Blvd.. Suite 10 Call the schedule reinspection. ipt No.: (Date: roved per applicable codes. El Corrections required prior to approval. Project // c- 74e - 7 , io/lr/ r = Type of llnsp ns - / 7 ` - 77w . Address: /3oos _..7eL/u 5 Date Called: Special Instructions: Date Wanted: 5 O —2 I.ny " Requester: Phone No INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF/TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 P T (206)431 -3 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: nspe to : Dat . �h I 49 .00 REINSPECTION FEE OUIRED. P r o inspection, fee must be aid at 6300 Southcenter Blv ., Suite 100 II the schedule reinspection. eipt No.: Date: Project - CA ' /vi / Lt /- Type ofinspection: N (21 --T-49/ 49 /i Address: i306- 3 <e Lev S Date Called: pecial Instructions: Date Wanted: j,— _ 617 a.m. Requester: Phone No —2v -z 7/ - 6 YS 6 \ gt pproved per applicable codes. INSPECTION RECORD Retain a copy with permit D0 6- /II INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 0 COMMENTS: 7 / ,c) c 6 (a .f Iq'pector`� AA /1 (Dat ?0 0 REINSPECTION EKE REQUIRE(] Prior o inspection, fee must be d at 6300 Southcenter BBlvd., Suite 100. Call the schedule reinspection. 'Receipt No.: (Date: Corrections required prior to approval. ;... COMMENTS: ) c/lir 4 L/ 0-1 tiig - I,t� r / /yzJ I' '/ r., t- jA / fig //- 3 5 P /- V,ii, cA l/ yj � he, , r✓ / 1/4 -' 51) %ra .- I- leDi fie �or fun i //4 /4/'.1/ -- Alf L ) 4/ C/(,e ✓e ,s f % >r / / a 1 CA —/7 40 e-JA,'t -/rV --- r 1. ?O (10 ttecz we s7'4 ,k S , Phone No: pc9 Projeq: pc 0 hA 4"f Npm Type o� i i k/ i V 1( lo p Address: t I— k3 S Date Called: Specie Instructions: Date Want b-2 a.m. Reg Phone No: pc9 Z7/ — (0 t 8ns 6 INSPECTION NO. Ej Approved per applicable codes Receipt No.: ton 1_s / Z / #e INSPECTION RECORD Retain a copy with permit PER T CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)431 (36 9 -Corrections required prior to approval. I Datg: $ 58.00 REINSPECIION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. !Date: �o " Project. ( ; /17/ /�/�' Type of Inspection:_ (�// / /4 / /> /VC� .� A2 ress: LAI 5 �� Date Called: Special Instructions: �^ £r:. anted• a.m. Pi INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERM (206)431-3 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: r- -Cheri/A) /-.S J a fl — ipt No.: u4 /) 'Date: I - 7 — .00 REINSPECT] r FEE REQ D. Prior o inspection. fee must be d at 6300 Southcenter Blvd . uite 100. Call the schedule reinspection. Pro'ect /. t /hm Type of Ins ection: .V / 1T$4 4 � 5 Address: /7d'25 ..7 6 bt/ 5 Date Called: Special Instructions: Date Wanted: a.m. - 7- 07 Requester: p - dtr_ 27/^ ���6- COMMENTS: L;c7// / 5-, ye/at/51/44 cr k' / /# f 3 -/'Y q- T S rJ,✓ivr. -5 A0 ccler r e /E Ins p ` �t� \44Aa Dat j %_ 7, e r7 INSPECTION RECORD Retain a copy with permit INS CITY s F TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. a Corrections required prior to approval. .00 REINSPECTIO4EE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcent r Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: Date: ,c Type of Inspection: ni . YI 7.t/H/,< L • . . PC—,, Address: /loos 71 s I 1 Special Instructions: --- /- Date Wanted: /'O 7 _ Requester: Phone No: — ,7/ -- 6`194 on TGn /ir, 6— .S'4r - QD #b T 4a 4i- «frou< -7,1 ()Mo,- R Proles:: j / {/ C he, /�ite L / Type of Inspection: ni . YI 7.t/H/,< L • . . PC—,, Address: /loos 71 s Date Called: Special Instructions: Date Wanted: /'O 7 _ Requester: Phone No: — ,7/ -- 6`194 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. El Corrections required prior to approval. Inspect odory is El $58.00 REIN CTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. CaU the schedule reinspection. (Receipt No.: (Date: INSPECTION RECORD Retain a copy with permit p% -t / / Date 9 'e) 7 Pro ect: (1//9 /le #Qm(f Leri� Type of Ins ection: ;� 2 007 «v ij ✓ <I z-v Address: /3 00s 38 ,6v Date Called: Special Instructions: Date Wanted: T / y- O 7 Carty p.m. Requester: Phone No: _Jo 6 - ? 7/ (c 4 /9 4 INSPECTION RECORD Retain a copy with permit INSPECT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 S O Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: pect r: Date: )AMA } AA Ait I 2 ` / 9-6 ,b0 REINSPECTIO FEE REQUIRED. rior o inspection, fee must be p jtI at 6300 Southcenter Blvd., Suite 100tl000000000 Call the schedule reinspection. (Receipt No.: 'Date: Da‘ zfi/ Project: C har-Fer Homes Type of Inspection: SD Address: 13005 36 1 5 J Date Called: 5 Special Instructions: Lot ► Date Wanted: a.m 5 I MF -07 p. . Requester: Dave Phone No: 206 - 211 — 6496 51) INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Date: D06- PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Corrections required prior to approval. COMMENTS: (4( J- 740 re saki. n LJA?e` F's7t 7 ci1ta t -. lti t .c e2 Inspector ay 6 Date: / 0,2 ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule ref nspection. Receipt No.: Projet : per applicable codes. O Corrections required prior to approval. Type of Inspection: 6%9 Address: / ?00 38 2'' S Date Called: Special Instructions: 2 Jrn i Pa il r Date Wanted: a.m. Requester � /JV r Ph No: 4 —z-i— 6c/9 G .t i i Approved per applicable codes. O Corrections required prior to approval. COMMENTS: 7 )/ _ 4,41/ Inspe : D431: C _ _ REINSPECTI FEE REQUIRED. Prior o inspection, fee must be oo INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 center Blvd.. Suite 100. Call the schedule reinspe I R c Ipt No.: INSPECTION RECORD Retain a copy with permit IDate: PERM (206)431 -3670 Projec : C h Al eV v ^ C Rbn< T pe of Inspection: -,/ 1 1 - 00 I•n..; 5 'l.[ ✓V P,4t! /1rtInz' C 1 A/ t - Ar ir e s� 0. 3 3 � ! L N) s Date Called: • Special Instructions: DatetWanted: a.m %- 3- 0 — 7 p.m. Requester: Phone No: a CM, -7 -GY ( COMMENTS: 'l.[ ✓V P,4t! /1rtInz' C 1 A/ t - / / "6 Cnll•tl - typpmeid M,NI,LC crie/ -c „ i; i Y"D P a(47 �r n�e�tor: h. Y GAAAA, / 14 A / /AA it Date: S � 3_077 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. 58.00 REINSPECTIOry FEE REQUIRE . Prior to inspection, fee must be aid at 6300 Southce er Blvd., Suit 100. Call to sechedule reinspection. R$teipt No.: (Date: PER N (206)431 -36' Project: ell /-4)",c-s- Type of Inspe on: Oc S .4kz— Hood & Duct: Address: /3005 Suite #: 3$ La S. Contact Person: Jimv ),4/4 Special Instructions: Phone No.: Zoe — 77, — 6V54 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 _VI - Approved per applicable codes. INSPECTION RECORD Retain a copy with permit - Do La, -tir PERMIT NUMBERS Corrections required prior to approval. COMMENTS: ritu Inspector: 4 J c _. G Date: tia 9/6/69 Firs.: / $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 P!:.r Keystar, Inc. t do R.N. Parnell Company 4422 -187 Place SE Issaquah, Washington 98027 Attention: Mr. Robert N. Parnell, P.E. Subject: Report of Geotechnical Services 9 Lot Short Plat on South 130 Street Tukwila, Washington Dear Mr. Parnell: SITE AND PROJECT DESCRIPTION Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting FILE No. cop, fi r`! ' No. 19231 -36 Avenue W >, Suite B201 Lynnwood, Washington 98036 J -631 February 9, 2000 REVIEWED FOR CODE COMPLIANCE ze APPROVED APR 16 2007 Of Tukwila �. � ► WPM Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a copy of the above - referenced report. This report presents the results of our subsurface exploration and geologic reconnaissance study relative to foundation and construction considerations, as well as the City of Tukwila Sensitive Area designations for the project site. The field evaluation was completed on January 24, 2000. The purpose of the evaluation was to establish general surface and subsurface conditions at the site from which conclusions and recommendations regarding foundation design and construction considerations could be formulated, and to address Sensitive Area designations as defined by the City of Tukwila. The scope of our work consisted of subsurface test pit explorations, a visual reconnaissance, geotechnical engineering analyses, and preparation of this report. We expect that changes in existing site grades will consist of minor cuts in the western portion of the site, and minor cuts and fills in the eastern portion of the site. For purposes of preparing this report, we have assumed that changes in existing site grades will be on the order of 1 to 2 feet. In the event of any changes in the nature, design, or location of the proposed structures, the conclusions and recommendations presented in this report should be reviewed and modified, if necessary, to reflect the changes. We recommend that ZZA be allowed the opportunity to review the plans and specifications of the project once they become available to determine that the recommendations presented herein have been properly interpreted with respect to this project. This report has been prepared in accordance with generally accepted geotechnical engineering practices for the exclusive use of Keystar, Inc., and mews, for specific application to this project. CITYOFTUKWILP NOV .03 2006 PERMITCENTER The project site is located on the south side of South 130 Street between 37 Avenue South and 40 Avenue South in Tukwila, Washington. The site is approximately 1.8 acres in size and is currently occupied by two gravel and dirt access roads, two piles of construction debris, born ...t4L4.104 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 2 and remnants of a concrete house foundation adjacent to the east side of the proposed court. Site vegetation consists of weeds, small shrubs, blackberry bushes, and scattered trees to 2 feet in diameter. Site topography slopes downward to the east and northeast and varies from almost fiat along the western margin of the site to slopes approaching 35 percent along the topographically lower, eastern portion of the site. The total site relief across the site is about 34 feet. Based upon preliminary site plans, we understand that the proposed development will consist of nine single - family residential lots, construction of a cul -de -sac connected to South 130 Street, and installation of a stormwater water quality vault. Finished floor elevations and grading plans were not provided at the time of our evaluation. The buildings would be sited radially around the proposed cul -de -sac and would encompass both the flatter western portions of the site and the steeper eastern side of the site. The proposed nine -lot subdivision and cul -de- sac, as well as the approximate locations of the explorations accomplished for this study, are shown on the Site and Exploration Plan, Figure 1. Once building elevations are finalized, we recommend that ZZA be allowed to review the plans in order to determine that the recommendations presented herein are suitable for the proposed design and have been correctly interpreted. FIELD EXPLORATION The subsurface exploration program conducted for this study consisted of completing five test pit explorations across the site. Test pits 1'P -1 through TP -3 were advanced on the moderately steep east- facing slope that encompasses the eastern portion quarter of the site. The remaining two test pits were advanced in the western portion of the site. Locating the test pit explorations was based upon the Site and Exploration Plan, Figure 1, and measuring from existing site features. The test pit explorations were completed to depths ranging from 8.5 to 10 feet below the existing ground surface. Ground surface elevations at the test pit locations were interpreted from the topographic information presented in Figure 1. An experienced engineering geologist from our firm monitored the test pit explorations and logged the soil and groundwater conditions encountered. Dynamic Cone Penetrometer tests were completed in general accordance with ASTM Special Publication No. 399 to assess relative soil density. Subsurface Conditions The subsurface soil conditions revealed by the test pit explorations were relatively consistent with respect to soil type and density. The test pits encountered approximately 4 to 6 inches of topsoil consisting of loose, moist to wet, silty sand to soft sandy silt with some organic material and a trace of gravel. In general, loose to medium dense, moist to saturated, silty sand with a trace to some gravel and stiff sandy silt with a trace of clay were encountered below the topsoil to depths on the order of 1.5 to 5 feet below existing grades. These silty sand to sandy silt soils, interpreted as alluvial deposits, were overlain by approximately 1.5 feet of loose to Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304 9 Lot Short Plat on South 330 Street Tukwila, Washington J -631 February 8, 2000 Page 3 medium dense, moist, silty sand with trace to some gravel interpreted as fill in test pit TP -2. Underlying the alluvium, medium dense to very dense, moist, silty sand with trace to some gravel was encountered to the total depth explored at 10 feet below existing grade and is interpreted as glacial till. The dense glacial till typically has high strength and low compressibility characteristics due to its depositional history. At the time of the subsurface evaluation, we observed slight surficial ponded water. The USGS map Geology of the Des Moines Quadrangle, Washington (Map GQ -159), dated 1962, shows the site as being mantled by undifferentiated Pre - Vashon Glacial Drift. Based on our surface and subsurface observations, the site soils are more representative of alluvial soils over Vashon Till which are both mapped within a quarter mile of the subject site. Soil descriptions presented in this report are based on the subsurface conditions encountered at the specific test pit locations. Variations in subsurface conditions may exist between the exploration locations, and the nature and extent of variations between the explorations may not become evident until construction. If variations then appear, it may be necessary to reevaluate the recommendations presented in this report. Groundwater Slight perched groundwater seepage was encountered only in test pit TP-4 at a depth of 2 feet below existing grade at the time of exploration. The local groundwater table was not encountered in the explorations. It should be noted that groundwater conditions and soil moisture contents are expected to vary with changes in season, precipitation, site utilization, and other on- and off -site factors. Given the relatively dense nature of the soils a few feet beneath the existing ground surface, near surface perched groundwater conditions should be expected to develop following periods of prolonged precipitation. CONCLUSIONS AND RECOMMENDATIONS We anticipate that the proposed development will utilize wood frame construction above reinforced concrete, cast-in-place foundations and concrete slab -on -grade floors. Based upon the subsurface exploration program, the project appears feasible utilizing conventional shallow foundation support. Sensitive Area Considerations The eastern portion of the subject site is classified by the City of Tukwila as a Class 3 area on the city's 1990 Sensitive Areas Maps. The Sensitive Areas Maps are on file at the Department of Community Development. Chapter 18.45 of the City of Tukwila Municipal Code, entitled Sensitive Areas Overlay, defines a Class 3 slope as follows: Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite 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 ps£ 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 We anticipate that this project will require minor cuts and fills to establish the access road and building pad grades. Site preparation should include the removal of all vegetation, root mass, organic soils, existing structures, undocumented fill material, and any deleterious debris from building and paving areas, or those locations where "structural fill" is to be placed. Preparation for site grading and construction should begin with procedures intended to drain ponded water and control surface water runoff. It will not be possible to successfully utilize on- site soils as "structural fill" if accumulated water is not drained prior to grading, or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on -site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork and foundation construction phases of the project Following clearing and grubbing, organic -rich silty sand and sandy silt topsoil will need to be stripped in the building and pavement areas, as well as those areas to receive structural fill. Topsoil thickness is anticipated to be between 4 and 6 inches in these areas. Localized areas of deeper organics, such as root systems, may be encountered within the project site and should likewise be removed. Any excavations that extend below finish grades should be backfilled with structural fill as outlined subsequently in this report. In our opinion, the topsoil is not suitable for reuse as structural fill and should therefore be exported from the site or used for landscaping purposes. After stripping of the topsoil is completed, the exposed soils will generally consist of silty sand to sandy silt with trace to some gravel. After stripping, and prior to placement of structural fill, we recommend that foundation, floor subgrade, sidewalk and pavement subgrade areas, and areas to receive structural fill be proofrolled and compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure. Due to the silty nature of the near- surface soils, proofrolling and adequate compaction can only be achieved when the soils are within approximately ± 3 percent of the optimum moisture content. Proofrolling should be accomplished with a heavy compactor, loaded double -axle dump truck, or other heavy equipment under the observation of a representative from our firm. This observer will assess the subgrade conditions prior to filling. Areas where loose surface soils exist due to grubbing and stripping operations should be considered fill to the depth of the disturbance and treated as subsequently recommended for structural fill placement. The need for or advisability of proofrolling due to soil moisture conditions should determined at the time of construction. We recommend that a representative of our firm observe the soil conditions prior to and during proofrolling to evaluate the suitability of stripped subgrades. Earthwork may be difficult or impossible during periods of elevated soil moisture and wet weather due to the moisture sensitive nature of the silty site soils. Excavated site soils may 19231— 36ty Avenue W., Suite B201 J-631 February 8, 2000 Page 5 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington Structural Fill Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 J -631 February 8, 2000 Page 6 not be reusable as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. If on -site soils become unusable, it may become necessary to import clean, granular soils to complete wet weather site work. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to expose firm, non - yielding, non - organic soils and backfilled with compacted structural fill. We recommend that the earthwork portion of this project be completed during extended periods of dry weather if possible. If earthwork is completed during the wet season (typically November through May) it may be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork may require additional mitigative measures beyond that which would be expected during the drier summer and fall months. This could include diversion of surface runoff around exposed soils, draining of ponded water on the site, and collection and rerouting of groundwater seepage from upgradient on- and off -site sources: Once subgrades are established, it may be necessary to protect the exposed subgrade soils from construction traffic. Placing quarry spalls, crushed recycled concrete, or clean pit -run sand and gravel over these areas would further protect the soils from construction traffic. All fill material placed in building, pavement, and non - landscaped areas should be placed in accordance with the recommendations herein for structural fill. Prior to placement, the surfaces to receive structural fill should be prepared as previously described. All structural fill should be free of organic material, debris, or other deleterious material. Individual particle size should be less than 6 inches in maximum dimension. Structural fill should be placed in lifts no greater than 8 inches in loose thickness. The structural fill should be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure in building areas and to a depth of 2 feet below the subgrade surface in pavement areas. Below a depth of 2 feet in pavement areas, the structural fill should be compacted to at least 90 percent of ASTM:D -1557. We recommend that a representative from our firm be present during grading so that an adequate number of density tests can be conducted as structural fill placement occurs. In this way, the adequacy of the earthwork may be evaluated as it proceeds. In the case of roadway and utility trench filling and wall backfilling in municipal rights -of -way, the backfill should be placed and compacted in accordance with current local codes and standards. Where the existing ground surface slopes more than 5H:1 V beneath proposed fills, the fill should be keyed and benched in suitable native soils per the minimum requirements of UBC, Volume I, Section 33.3.2, Preparation of Ground. We recommend that all benches be at least 8 feet wide. (425) 771 -3304 .9 Lot Short Plat on South 130 Street Tukwila, Washington The suitability of soils for structural fill use depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, or impossible, to achieve. Generally, soils containing more than about 10 percent fines by weight (based on that soil fraction passing the U.S. No. 4 sieve) cannot be compacted to a firm, non - yielding condition when the moisture content is more than a few percent from optimum. The optimum moisture content is that which yields the greatest soil density under a given compactive effort. At the lime 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 Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 J -631 February 8, 2000 Page 7 (425) 771 -3304. 9 Lot Short Plat on South 130 Street Tukwila, Washington Shallow Foundations 4. Surcharge loadings adjacent to the excavation; 5. The length of time the excavation remains open. Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 J -631 February 8, 2000 Page 8 It is exceedingly difficult under the variable circumstances to pre - establish a safe and "maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes with plastic or to otherwise protect the slopes from the elements and minimize sloughing and erosion. We do not recommend vertical slopes or cuts deeper than 4 feet if worker access is necessary. The cuts should be adequately sloped or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and local regulations. According to Chapter 296 -155, Part N, Excavation Trenching and Shoring, of the Washington Administrative Code (WAC), it is our opinion that the soils encountered at the site would be classified as Type B soils. According to the Code, excavations less than 20 feet deep in Type B soils may be cut at a maximum temporary slope angle of 45 degrees (1H:1V). We recommend that temporary cuts exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and destabilization. We generally recommend all permanent slopes be designed at a 2H:1 V inclination or flatter. It has been our experience that the permanent slopes steeper than 2H: IV 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. 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. (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 1. inch. Differential settlement of foundations founded within the same soil type could approach %: inch. Settlements would occur elastically as the loads are applied. If possible, we recommend that the foundation elements be placed within the same soil type to minimize the magnitude of possible differential settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. At the time this report was written, final design information regarding foundation or floor grades was not available. Consequently, we cannot comment conclusively regarding the anticipated bearing conditions of foundations at specific locations. Foundation settlement is oftentimes a function of the condition of the footing excavation subgrade. Footing excavations should be free of loose or soft soil, slough, debris, or water prior to pouring footing concrete. The high moisture sensitivity of the silty site soils may require that the footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimize disturbance of the bearing surface during construction in wet weather. Under no circumstances should footings be cast atop loose or soft soil, slough, debris, or surfaces with standing water. We recommend that a representative from our fine 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 19231 —36ty Avenue W., Suite 8201 Zipper Zeman Associates, Inc. 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 geotechnical engineer. We recommend that slab -on -grade floors be underlain by a minimum 4-inch thickness of coarse sand and gravel to provide uniform support and act as a capillary break. In floor slab areas where moisture sensitive floor coverings are planned, an impermeable membrane (e.g. polyethylene sheet) should be placed directly beneath the slab to act as a vapor barrier. The impermeable membrane should be protected by two inches of fine, moist sand (425) 771 -3304 2 Lot Short Plat on South 130 Street Tukwila, Washington Backfilled Walls J -631 February 8, 2000 Page 10 placed both above and below the membrane. The sand cover will provide protection for the membrane and will promote uniform curing of the concrete slab. The sand cover should be moistened and tamped prior to slab placement. Depending on final, building configurations and floor grades, it may be appropriate to provide underslab drainage for the new houses. All backfill placed behind walls or around foundation elements should be placed in accordance with our recommendations for structural fill. The following recommended earth pressures, presented as equivalent fluid weights, are based on the assumption of a uniform level backfill with no buildup of hydrostatic pressure behind the wall. To minimize lateral earth pressures and prevent the buildup of hydrostatic pressures, the backfill within 24 inches of the wall should contain less than 5 percent fines, based on that portion passing the U.S. No. 4 sieve, coupled with a perforated pipe drain placed at the base of the wall backfill, similar in configuration to that described for the perimeter footings. The upper 1 -foot of the wall backfill should consist of a low permeability silty soil and be sloped away from the wall in order to reduce the potential for surface water infiltration behind the wall. If the backfilled walls are structurally restrained from lateral movement at the top, we recommend that they be designed for an "at- rest" equivalent fluid weight of 55 pounds per cubic foot(pcf). If the top of the wall, is free to move laterally in an amount equal to at least 0.1 percent of the wall height during placement of backfill soils, they may be designed for an "active" equivalent fluid weight of 35 pcf. Surcharges due to sloping ground, adjacent footings, vehicles, construction equipment, etc., must be added to these values. The above equivalent fluid pressures assume that the backfill is compacted to approximately 90 to 92 percent of the modified Proctor maximum dry density. Additional compaction adjacent to the wall will increase the earth pressure, while a lesser degree of compaction could result in post construction settlements. Utility trenches constructed on the site may act as french drains by intercepting perched groundwater seepage. Some of these utility trenches may lead to the proposed houses and subject them to additional moisture. Therefore, it is highly recommended that the wall backfill consist of free - draining aggregate as recommended herein. Additionally, footing drains should be constructed at elevations below all wall penetrations and preferably at footing elevations. Stormwater Water Quality Vault We understand that runoff will be collected in a subsurface detention vault, then will be discharged to the existing ditch located on the south side of south 130 Street. We recommend that all vault footings and slabs should be founded on undisturbed dense to very dense glacial till Zipper Zeman Associates, Inc. 19231 —36ty Avenue W., Suite 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 not Short Plat on South 130 Street Tukwila, Washington CLOSURE The conclusions and recommendations presented in this report are based on the explorations accomplished for this study. The number, location, and depth of the explorations for this study were completed within the site and scope constraints of the project so as to yield the information necessary to formulate our recommendations. Some of the plans for this project were in the preliminary stage at the time this report was written. Under the circumstances, it is recommended that we be provided the opportunity for general review of the project plans and specifications in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity and performance of the foundation systems at this site depend greatly on proper site preparation and construction procedures. Field judgement by a qualified engineer will be necessary in order to determine the adequacy of the site drainage and foundation support systems. Therefore, because of our familiarity with the site soils, we recommend that Zipper Zeman Associates, Inc. be retained to provide geotechnical engineering services during the earthwork and foundation construction phases of the project. If variations in the subsurface conditions are observed at the time of construction, we would be able to provide additional geotechnical engineering recommendations to the contractor and owner in a timely manner as the project construction progresses. If other engineering or soil inspection firms are used during earthwork, we recommend that the transfer of responsibility be completed in accordance with Volume 1, Section 3317.9 of the Uniform Building Code. We appreciate this opportunity to be of service to you, and would be pleased to discuss the contents of this report or other aspects of the project with you at your convenience. i EXPIRES 41312000 .j Enclosures: Figure 1 — Site and Exploration Plan Test Pit Logs TP -1 through TP -5 19231— 36ty Avenue W., Suite B201 Respectfully submitted, Zipper Zeman Associates, Inc. James P. Georgis Staff Geologist James B. Thompson, P.E. Principal Zipper Zeman Associates Inc. Lynnwood, Washington 98036 UST J -631 February 8, 2000 Page 12 (425) 771-3304 LEGEND GIP-I Test pit number and approximate location. I Reference: Drawing entitled: " Keystar, Inc, Proposed 9 Lot Shot Plat", prepared by RN Parnell Company, last revised 12/09/99. 60 30 0 SCALE IN FEET 60 ZIPPER ZEMAN ASSOCIATES INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO.1-631 DATE: JANUARY 2000 DRAWN BY: JPG SCALE: l "'60' 9 LOT SHORT PLAT ON SOUTH 130"' STREET TUKWILA, WASHINGTON SITE AND EXPLORATION PLAN FIGURE 1 19231 36 Ave. W. aw.c..........,._., ..., Liss a -- 19231 36 Ave. W. Suite 8201, Lynnwood, Washington vevae -- 19231 36 Ave. W. Suite 8201, Lynnwood, Washington 98036 r i 40' -0" i 34' -0 ". i 6' -0" HANGER NAILING SCHEDULE MINIMUM NAILING GIVEN.OTHER NAILING MAY BE CALLED OUT. VALUES REDUCED TO ALLOW USE OF 16d SINKERS. 16d SINKERS MAY BE SUBSTITUTED FOR 10d COMMOM NAILS. HANGER GIRDER NAILING PLIES LUS24 ALL 4 -10d COMX LUS26 ALL 6 -10d COMX MUS2B ALL 6 -10d COMX HUS26 1 14 -10d COMX HUS26 2 -3 14 -16d SINKX HUS28 1 22 -10d COMx HUS28 2 -3 22 -16d SINKX THA29 1 15 -10d COMX THA29 2-3 16 -16d SINKM HHUS28 2 -3 22 -16d SINKX HGUS28 2 -3 36 -16d SINKX X16d ANGLE NAILING RED'D HANGER NAILING IS IMPORTANT IF IN DOUBT CALL R.T.S, OR CONSULT SIMPSON STRONG -TIE CHARTER HOMES ' Permit h1 c), PLAN,,�?550 ELEV' B t 3 CAR ROOF TRUSS LAYOUT "B61', "B711,3000 LATERAL LOAD APPLIED. NO SHEATHING REQUIRED, SEE ENGINEERING... 1) ALL TRUSSES TO BE SPACED 24" OC UNLESS NOTED OTHERWISE (U.N.O.) 2) PROVIDE FULL BEARING UNDER GIRDER TRUSSES. 3) BEARING BEAM DESIGN BY OTHERS. 4)• 18" STANDARD OVERHANG U.N.O.. OVERHANGS NOT SHOWN FOR CLARITY. 5) 6/12 ROOF PITCH U.N.O,. 6) CEILINGS FLAT U.N.O.. 7) SEE ATTACHED FRAMING DETAILS FOR HIP, VALLEY AND GABLE FRAMING. 8) SEE TPI'S HIB -91 FOR BRACING RECOMMENDATIONS..INDIVIDUAL TRUSSES MAY REQUIRE WEB BRACING. SEE TRUSS ENGINEERING SHEETS. PERMANENT BRACING DESIGN BY OTHERS. ROOF TRUSS SUPPLY - (425) 481 -0900 5910 - 234 ST. SE, WOODINVILLE, WA 98072 DESIGNER: JEFF BOND REVISED 1 -14 -05 PATH: E: \JEFF \BELAY \CHARTER \25508 -3C I(Inch l(I(Ihhslll�l(I( ill( IIIIIII2IILIII __�.�,i._.�311�Iif .1 a; l������ (����`�,).�5I)�'.�(�'1)�'�) 61'. 'iJ1CV11� � Sa � { i o � u•m ! �1�: mi. Sin B�a," } r^# f tnyt, ; 0 WO �' )) I�) ���) ��) I)))) ���► �I) ��) i) �) �L)))) ��) ���I����i( �)) I�����i�: �ll1. ���► i�(► �I����i����f���i����l��► �i����l���► i����l����i����l�l��if���l���� ►►���I�����►��.�L REVIEWED FOR CODE COMPLIANCE APPROVED ,APR 16 2007 CP Of Tukwila ' RECEIVED CITYOFTOKWIL-A NOV 0 3 2006 PERMITCENTER sm- Dw ql Copyright (c) CompuTrus Inc. 111101111111 ," Compute Inc. SIZE 2x 4 s 2x 4 2x 4 LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: HF #2 BOTTOM CHORDS: HF #2 WEBS: HF STD /STUD TC LATERAL SUPPORT <- 12 "0C. UON. BC LATERAL SUPPORT <= 12 "0C. UON. 0 I 0 0 Scale: 1/4" JOB NAME: CHARTER HOMES, FILE NO. : A2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357628 PANEL(S) 1- 4 1-9 1- 5 12 6.001/ 12 25508... "A2" 10-00 -00 C -3x6 10 -00 -00 This design prepared from computer input by RTS - CHASE WADING LL( 25.0) +DL( 10.0) ON TOP CHORD - DL ON BOTTOM CHORD - TOTAL WAD - BOTTOM CHORD CHECKED FOR 1OPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON- CONCURRENTLY. C -4x6 4.0" C -5x7.7 C- 2.5x2.6 C- 2.5x2.6 20 -00 -00 WARNINGS: 1. Read all General Notes and Warnings before Construction of trusses. Z. Builder and erection contractor Mould be advised of all General Notes and Warnings before construction commences. 3. 153 compression web bracng must be Installed alters Mown t. 4. All lateral force resisting elements such as temporary and permanent bracing, must be designed end provided by designer of complete structure. CompuTrus assume, no responsibility for Sun bracing. 5. No load should be pplied to any component until after ad bracing and fasteners era complete, and at no time should any loads greeter than design bade be applied to any component a. CompuTrus has no control over and assumes no responetbrtey for the fabdcanon, handling, shipment end Installation of component.. 7. This design Is furnished subject to the Ilmbatone on trues designs sal forth by TPI In HIB'st or TPWRCA In BCSI 1433 coplee Of which ale be furnished by CompuTrus span request TRUSS SPAN 20'- 0.0" WAD DURATION INCREASE - 1.15 SPACED 24.0" O.C. 10 -00 -00 C -3x6 10 -00 -00 12 \1 6.00 3 00 - 12 35.0 PSF 8.0 PSF 43.0 PSF 1' C -3x6 l 0 I 0 I General Notes, unless Otherwise noted: 1. Design to support lads as shown. 2. Design assumes the top and bottom chords to be laterally braced at 3. 2x4 lmpa ridg laterall respectively. 3. where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in non-corrosive environment 6. D and are for 'd condition" of use. esign assumes full bearing at all supports shown. Shim or wedge If necessary. 7. De assumes adequate d Singe Is rovided. 6. Plates sign snail be located on bout races o�imss, anti placed so their center Ines coincide with joint center lines. 9. Digits design e size of plate in inches. 10. c? see 10.13.0.. values d ff he Plate. indicated by 2 g 11. CompuTrus Bd the Nap prefix deu0 or (18) Indicates Net 4 te es s ° 18 ra matetelr"iall Indicated i ll . All others TN", the ga. Trans ID: 102473 7.1.3T(1L) -F IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1- -2462 B 1= 2167 W 1- 71 T2= -1738 B 2- 2166 W 2- -615 T 3- -1738 B 3= 2166 W 3- 1220 T 4= -2462 B 4= 2167 W 4- -615 W 5= 71 BRG @ BRG @ LEFT = 860 RIGHT = 860 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.38 OF / 2.12 HF / 2.02 SPF 20'- 0.0" 1.38 OF / 2.12 HF / 2.02 SPF MAX LL [EFL = - 0.166" @ 10' 0.0" L/360 = 0.636" MAX TL DEFL = - 0.286" @ 10'- 0.0" L/240 = 0.954" MAX HORIZ. LL DEFL = 0.128" @ 8 MAX HORIZ. TL DEFL - 0.220" @ 8 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 481-0900 I EXPIRES 6130107 1111101111 f 1 ) t LUMBER SPECIFICATIONS CompuTrus Inc. SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF *2 1- 4 BOTTOM CHORDS: 2x 4 MSR 1650E 1- 2 WEBS: 2x 4 HF STD /STUD 1- 3 TC LATERAL SUPPORT <= 12"OC. WN. BC LATERAL SUPPORT <= 12 "OC. UDN. 1 FILE NO.: A3 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357629 10 -00 -00 Scale: 1/4" JOB NAME: CHARTER HOMES, 25508..."43" This design prepared from computer input by RTS - CHASE WADING LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD - 8.0 PSF TOTAL WAD = 43.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. C - 5x7.7 20 -00 -00 TRUSS SPAN 20'- 0.0" WAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 10 -00 -00 WARNMOB: 1. Read all General Notes and Warnings Mors construction of busses. 2. Sunder and erection contractor should be advised of all General Notes and Washings before construction commences. 3. 1x8 compression web bracing mud M Metalled where shown 1. 4. All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTrM assumes M responsibility for such bracing. 3. No load should be applied to any comPonent milli after all bracing and fasteners are complete, and at no time Should any loads greater than design dada be applied to any Component. e. CompuTrue Ms no control over and assumes no mponsibilny for the fabrication. handling. shipment end Installation of components. 7. This design Is furnished subject to the erNlsilons on isms designs set forth by WI in HI1341 or TPNMTCA in SCSI 1 -03 copies of which wilt be furnished by Compunns upon request. 11111111111101111111111111111110111 BRG @ BRG 8 General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. assumes the a e b botto chords lo be laterally braced at 3. 2114 611 bridging or lateral bracing v 2o tired where shoom+ 4 4. Installation of truss is the responsibility the respective contractor. 5. Design assumes trusses are to be used In a non - corrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design a somas adequate drainage is provided. 8. Plates shall be located on both faces of tuns, and placed so their center Ines coincide with joint center lines. 9. Digits Indicate size of plate In Inches. 10. Fo see basic design R R, 4211 Compu Plata, Indicated by the prefix 11. The CompuTrus Net Section Plate Is Indicated by the prefix the designator (18) Indicates 18 ge. material Is used. All others are 20 pa. Trans ID: 102473 7.1.3T(1L) -F IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1= -1418 B 1= 1193 W 1= - 904 T 2= -1030 B 2- 1193 N 2= 581 T 3- -1030 N 3= -404 T 4= -1418 LEFT = 860 RIGHT = 860 BEARING AREA REQUIRED (SQ. IN) 0 0.0" 1.38 DF / 2.12 HF / 2.02 SPF 20'- 0.0" 1.38 DF / 2.12 HF / 2.02 SPF MAX LL DEFL a - 0.050" @ 10'- MAX TL DEFL = - 0.085" 8 10'- MAX NORIZ. LL DEFL = 0.021" @ MAX HORIE. TL DEFL a 0.035" 8 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce - resisting system and components and cladding criteria. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 W00DINVILLE, WA 98072 431 -0900 0.0" L/360 = 0.647" 0.0" L/240 = 0.971" 6 6 1 EXPIRES 6/30/07 111111111111 / CompuTrusInc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 42 1- 2 BOTTOM CHORDS: 2x 8 OF 5S 1- 2 WEBS: 2x 4 HF STD /STUD 1- 3 TC LATERAL SUPPORT C. 12 "OC. UON. BC LATERAL SUPPORT <= 12 "OC. UON. Single member as shown. Hangers attached Co the bottom chord will have 1.5" max. nail penetration. Scale: 3/8" 1 JOB NAME: CHARTER HOMES, 25508... "31" FILE NO.: B1 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357630 12 6,00 8 -00 -00 This design prepared from computer input by RTS - CHASE TC UNIF LL( 50.0) +DL( BC UNIF LL( 225.0) +DL( C- 2.5x4.3 C -4x7.7 C -7x7.7 WNWNGS: t. mud all Gseral No and Wam;.gs before caabuttlon of tmua0. 2 SulMar and a,aglon ow msWm should b adwnd of all Gann)NWaa and Warnings bfms adendolon mnmenws. 0. txa emprauion web bracIng mat b kWallad wMn shown e. ♦ NINNO forcensbtsig.Mmams such as temporary and wrmalnt br cing, must be balgnad sad pra'Mad by designer of conplab atmatun. CompuTrus aaswua no rnponalbllb for such tracing. 0. No load should b applMd to are compunnt untilaMr as bracing and fasteners are wmphb, and W e dim should any loads grater than design loads be appbd to any wnporsid. 0. Camputrus has no control over and sSW,ma to rnponslbllM fora.. fabrication. honing, shipment and Inwllabn ci camponen4 7.111130sIgnIsfurilshedsubpathelfinftMWsontrwmdesionseffodh by TPI In HIGA1 or TPYWICA M SCSI 1-03 copies or which wig be fuml.Md by ComWTms upon n 8 -00 -00 GIRDER SUPPORTING 20 -00 -00 LOAD DURATION INCREASE - 1.15 + LOADING 20.0)■ 70.0 PLF 178.0)- 403.0 PLF BOTTOM CHORD CHECKED FOR IOPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON-CONCURRENTLY. Bottom chord requires plates held down 4" typical UON and hanger height covers 851 or more of member depth. to 0 0 0'- 0.0" TO 0'- 0.0" TO 1111111111 1111111111111111111111111111111111 8'- 0.0" V 8'- 0.0" V IRC SINGLE MEMBER FORCES 4WRDH T I- -1864 B 1- 1611 W 1= 1627 T 2- -61 8 2- 1552 W 2- -1922 W 3- -91 BRG @ BRG @ General Notes, unless otherwise noted: 1. D Design to support bads as shown. .� 2. Design assumes 3. 2x4 i and ri gl g lateral � B cnggglrre�qul� respective ssho braced IX 4. Installatbn of truss is the r t . 5. Design assumes busses are to sibili e used o be of d in a non - corrosive enimnment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is pronded. B. Plates shall lo c ca Joint ceb Ifaiecses truss, and placed so their center 9. Digits indicated Indicate size of plate In inches. 10. Fo bbaslQ design values 4211. 11. the CompuTrruuss Plate, the by the prefix The (16) Indicates 18 go. ma material is used. All othe are 2b ge. Trans ID: 102473 7,1,3T(11,) -F LEFT - 1892 RIGHT - 1892 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 3.03 DF / 4,67 HF / 4.45 SPF 8'- 0.0" 3.03 DF / 4.67 HF / 4.45 SPF MAX LL DEFL = - 0.023" @ 4'- 7.0" L/360 = 0.247" MAX TL DEFL = - 0.040" @ 4'- 7.0" L/240 = 0.371" MAX HORIZ. LL DEFL = 0.004" @ 4 MAX HORIZ. TL DEFL = 0.007" @ 4 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 431 -0900 7 /If /O I EXPIRES 6/30/07 f111111 till CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF W2 1- 4 BOTTOM CHORDS: I 2x 4 MSR 1650F 1- 3 WEBS: 2x 4 HF STD /STUD 1- 4 TC LATERAL SUPPORT <= 12 "0C. UON. BC LATERAL SUPPORT <= 12 "0C. 00N. 1' 1 l IC -3x7.7 Scale: 3/16" SOB NAME: CHARTER FILE NO.: B2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357631 12 6.00 14 -00 -00 12 -00 -00 HOMES, 25508... "82" b This design prepared from computer input by RTS - CHASE 1' C -4x6 4.0" C- 2.5x4.3 C- 2.5x4.3 C- 2.5x4.3(S) 28 -00 -00 TRUSS SPAN 28'- 0.0" LOAD DURATION INCREASE - 1.15 SPACED 24.0" 0.C. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD - TOTAL WAD - WARNINGS: 1. Read all General Notes and Warnings before construction of messes. 2. Buller and erection contractor Mould M advised Mali General Notts and Moraines before construction commences. 3. Ix] compression web bracing mutt M Installed when shown a. A All want fare resisting elements ouch is temporary and permanent bracing, must be designed and provided by designer of comptets structure. CompuTrus assumes no neponaminty broueh bracing. t No load should be applied to any component will after all bracing and f stoners an immune. and at no rise should any bads seater than design Wads M applied to any component. O. CompuTrus has no corneal aver and assumes no reuponslbllmy for the fabrication, handling, shipment and Installation of component. 7. TNs deign Is furnished subject le the limitations on trues Melons sot form by TPI In NItNl or TPYWTCA In SCSI 1.03 copies of which will M Punished by Compel upon reaueal. 35.0 PSF 8.0 PSF 43.0 PSF BOTTOM CHORD CHECKED FOR lOPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 14 -00 -00 16 -00 -00 12 X6.00 S:� C- 2.5x2.6 C- 2.5x2.6 C -3x7.7 T b l 1 111111 11111 1111 11111 11111 1 1111 11111 1111 1111 BRG @ BRG @ General Notes, unless otherwise noted: 1. Design 10 support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced at 2' -0' o.c. and at 12 -0" oz. respectively. 3. 2x4 Impact bodging or lateral bracing lequired where shown + 4. nstallaton of truss Is the responsibility of the respective contractor. 5. and assumes trusses are to be used in a non - corrosive environment, E indicated 5. DnIgn for f Wm" of use. e b o eating use. sup shown. Shin/ ham m wedge U 7. . Plates shall " sshhall be located adequate drainage Is Wss,and placed so their center 9. Digits Indicate ctl€an size of plate In In 10. For bast?81ssi8 v ices of the CompuTrus Platte,, prefix by the prefix 11. designator (18) Indicates 18 18 Plate a. Ma teriel Is used. A the a 28 ga. Trans ID: 102473 7.1.3T(IL) -F IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1= -2088 B 1= 1771 W 1= -491 T 2= -1818 B 2= 1142 W 2= 680 T 3= -1818 B 3= 1771 W 3= 680 T 4= -2088 W 4= -491 LEFT = 1204 RIGHT = 1204 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.93 DF / 2.97 HF / 2.83 SPF 28'- 0.0" 1.93 DF / 2.97 HF / 2.83 SPF MAX LL DEFL = - 0.103" @ 18'- 5.8" L/360 = 0.914" MAX TL DEFL = - 0.177" @ 18'- 5.8" L/240 = 1.371" MAX RORIZ. LL DEFL = 0.039" 8 7 MAX HORIZ. TL DEFL = 0.065" @ 7 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, .Exposure 8, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. ROL TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 431 -0900 7/Ifi0 EXPIRES 6130/07 C ompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 6 MSR 1650E 1- 6 BOTTOM CHORDS: 2x 8 DF S5 1- 6 WEBS: 2x 4 HF STD /STUD 1 -2, 4, 2x 4 MSR 1650E 3,5, 7 TC LATERAL SUPPORT <= 12 "0C. WN. BC LATERAL SUPPORT <= 12"OC. VON. y FILE NO.: B3 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357632 19 -00 -00 12 6.00" 12 -00 -00 6, 8- 9 C- 5.5x7.7 C- 5.5x7.7 f C- 5.5x7.7 I C- 5.5x7.7 o C- 5x14.5 I , `I , C- 5x14 0 Or 4 O o I C -3x4.3 C -7x9.9 C -7x7.7 C- 3x9.3 0 C -3x7.7 C-7x11.9(S) C -3x7.7 C -7x7.7 Scale: 1/8" JOB NAME: CHARTER HOMES, 2550B 'B3" C -4x7.7 4.0" .Gf TC BC BC MI 11'1 28 -00 -00 This design prepared from computer input by RTS - CHASE UNIF LL( UNIF LL( UNIF LL( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. ( 2 I complete trusses required. Join together 2 ply with 3 "x.131 DIA GUN nails staggered at: 12" oc throughout 2x6 top chords, 7" oc throughout 2x8 bottom chords, 12" oc throughout webs. Note: Stagger splices on adjacent members. Bottom chord requires plates held down 4" typical VON and hanger height rovers 85% cr more of member depth. 14 -00 -00 16 -00 -00 50.0) +DL( 0.0)+DL( 166.1) +DLI 28 -00 -00 GIRDER SUPPORTING 15 -03 -08 FROM 17 -05 -00 TO 28 -00 -00 LOAD DURATION INCREASE = 1.I5 + -BC CONC LL +DL- 3135.0 LBS @ 17'- 5.0" 12 X6.00 LOADING 20.0)- 70.0 PLF 0'- 0.0" TO 16.0)- 16.0 PLF 0'- 0.0" TO 135.6)- 301.8 PLF 17'- 5.0" TO y WARNINGS: 1. Read an General Notes and Wanting, before construction of trusses. 2. Bulkier end erection contractor should be advised of all General Notes and Warnings babe construction commences. A 1a3 compression web bracing must be Installed when shown ". 4. All lateral force resisting element. such u temporary and Permanent bracing, must be designed and prodded by designer of complete structure. Gompuma assumes no responsibllly for such tracing. a. No bad should be applied to any component until alter an bracing and fasteners are complete, and at no ante should any loads muter than design loads be applied to any component. 4 CompuTrus has no control over and assumes no reeponsiGmy for me fabrication, handling. shipment and Installation of components. T. lids design Is fundehat sullied to the nmaaene on hugs designs set torah by TPI In HIB411 or TRINSTGA In SCSI 1 -03 copies of which wig be furnished by Command upon request. 1 111111 11111 11111 11111 11111 11111 11111 1111 1111 28'- 17'- 28'- 0.0" V 5.0" V 0.0" V IRC 200 T 1- -5858 T 2= -5546 T 3- - 5284 T 4- -5280 T 5- -8578 T 6- -10030 BRG @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the lop and bottom chords to be laterally braced at 2' -0" a.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown * r 4. Installation of truss is the responsibility _of the respeGive contractor. 5. Design assumes hisses are to be used in a non - corrosive environment. and are eor *dry condition' of use. 8. a mss full bearing at all supports shown. Shim or wedge If necessary. provided. Design atesshall obe assumes d adequate h aces Di hiss, nd placed so their center 9. DI Indic s plate In inch 10. F basic dee�Bm9n values of the CompuTrus Plate. Indicated by the prefix 11. The CompuuTrus Nett Se Plate Is indicated by the others "CR" the designator (18) Indicates 18 ga. material Is used. All o em are 2b ga. MAX LL DEFL - - 0.066" @ 18'- MAX TL DREL - - 0.220" @ 18'- MAX HORIZ. LL DEFL - 0.017" @ MAX HORIZ. TL DEFL - 0.053" @ ROOF TRUSS SUPPLY INC. • RO. BOX 532 WOODINVILLE, WA 98072 481-0I400 Trans ID: 102473 7.1.3T(1L) -F 2 MEMBER FORCES 4NRDH 1= 5162 N 1= -24 N 8= -1490 2- 5164 N 2- -318 N 9- 1188 3= 4894 W 3= 94 4- 7446 N 4- -346 5- 8858 N 5= 4380 6- 8878 N 6= -4236 N 7= 4378 LEFT = 2917 RIGHT = 5651 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 4.67 DF / 7.20 HF / 6.86 SPF 28'- 0.0" 9.04 DF / 13.95 HF / 13.30 SPF 3.6" L /360 - 0.903" 3.6" L/240 = 1.354" 12 12 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 .reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce - resisting system and components and : ladding criteria. [ EXPIRES 6130107 111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF #2 1- 3 BOTTOM CHORDS: 2x 4 HF 02 1- 2 WEBS: 2x 4 HE STD /STUD 1- 4 TC LATERAL SUPPORT <= 12 "0C. UON. BC LATERAL SUPPORT <= 12 "OC. VON. This design prepared from computer input by RTS - CHASE 1' l FILE NO.: B4 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357633 CompuTrus Inc. C- 2.5x4.3 12 6.00 Scale: 1/4" JOB NAME: CHARTER HOMES, 2550B... "84" 14 -00 -00 C- 2.5x2.6 12 -00 -00 17 -04 -00 TRUSS SPAN 17'- 4.0" LOAD DURATION INCREASE - 1.15 SPACED 24.0" 0.C. WADING LL( 25.0)+DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD - TOTAL WAD = BOTTOM CHORD CHECKED FOR lOPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON- CONCURRENTLY. 3 -04 -00 C -4x6 12 4.0" Q6.00 C -3x4.3 C- 2.5x4.3 C- 2.5x4.3(S) 5 -04 -00 WARNINGS: 1. Read all General Notes and comings before construction of trusses. i sunder and mcdan contractor Would be aabed of all General Notes and Warnings before ccnabuctlon commences. 3. 130 compression web bracing must be Installed where Mown e. 4. All lateral forte Misting elements such as temporary and penuanent bracing, mat be designed and provided by designer of complete structure. CompuTrus :resumes no rsspondbaly for such bracing. 5. No load should be applied to any component until after se bracing and fasteners are Complete, and at no time should any loads greater than design loads be applied to any component. s. CompuTrus has no control over and assumes ne responsibility for the febdcation, handling, shipment and installation m components. 7. lids design Is furnished subject to the limitations on truss designs set forth by 7PI In HIB41 or TPIIWICA N SCSI 103 copies of which will be furnished by CompuTrus upon request. C- 2.5x2.6 35.0 8.0 43.0 PSF PSF PSF 1111111111111111111111111111111111111111111 General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom ords to be lalereay braced at 2'-0 o.c. and at 12'-0' o.c. respect 3. 2x4 Impact bridging or lateral bracing uired where shown + e 4. Installation of truss is the responsibilty the respective contractor. 5. Design assumes trusses are to be used In a non- canoslve envfronmen4 and are for assumes full bearing arse. el ell supports Design a�s shown. Shin or wedge 6 ssume hell 7. Deiigl assumes adequate drainage Is provided. 8. Plates shell be located on both faces of truss. and placed so Nair center Ines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. 10. For basic design values of the CompuTrus Plate, Indicated by the prefix C', see C B.V. R.R.4211. 11. The CompuTrus Net Section Plate Is Indicated by the prefix 'CM the desrgnabr (18) Indicates 18 ga. material is used. All olives are 2b ga. Trans ID: 102473 7.1.3T (1L) - P IRC SINGLE MEMBER FORCES 4WRDH T 1= - 1108 8 1= 904 W 1= -514 T 2- -836 B 2= 246 W 2= 712 T 3= 56 W 3= -633 W 4= -117 BRG @ BRG @ LEFT = 795 RIGHT = 745 BEARING AREA REQUIRED (SQ. IN) 0'- 0,0" 1.19 DF / 1.84 HF / 1.75 5PF 17'- 4,0" 1.19 DF / 1.84 HF / 1.75 SPF MAX LL DEFL - - 0.035" @ 7'- 2.5" L/360 = 0.558" MAX TL DEFL = - 0.059" @ 7'- 2.5" L/240 = 0.837" MAX HORIZ. LL DEFL = 0.011' @ 5 MAX HDRIZ. TL DEFL = 0.018" @ 5 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce - resisting system and components and cladding criteria. ROOF TRIM SLIMY. INC, PC. BOX 532 V Or. }INVILL.8., WA 98072 431-%00 I EXPIRES 6/30107 1111111111111 ," CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANELS) TOP CHORDS: 4 HF #2 2x 4 MSR 1650E 3- 4 BOTTOM CHORDS: 2x 6 MSR 1650F 1- 4 WEBS: 2x 4 HE STD /STUD I- 8 TC LATERAL SUPPORT <= 12"0C. OON. BC LATERAL SUPPORT <= 12 "0C. UON. NOTE: 1x3 BRACING AT 24 "OC VON, FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 0 1' T 12 C- 5x7.7+ 6.00 V C- 2.5x2.6 3x9.4+ FILE NO.: BE DATE: 7/15/2005 DES. BY: AM SEQ.: 2357634 8 -00 -00 7 -08 -00 Scale: 3/16" JOB NAME: CHARTER HOMES, 1- 2, 5- 9 T C- 5.5x9.4+ 25508... "B6 This design prepared from computer input by RTS - CHASE �1 12 -00 -00 C- 2.5x4.3 C- 2.5x4.3 0.25" C- 7x7.7(S) 28 -00 -00 TRUSS SPAN 28'- 0.0" WAD DURATION INCREASE = 1.15 + WADING LL( 25.0) +DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD = TOTAL WAD -BC UNIT LL +DL= 24.0 PLF 20'- 0.0" TO 28'- 0.0" V -TC CONC LL +DIr 654.0 LBS @ 20'- 0.0" -BC CONC LL +DL= 1892.0 LBS @ 20'- 0.0" LEFT = 1344 RIGHT = 259B 1 2 ) complete trusses required. Join together 2 ply with 3 "x.131 DIA GUN nails staggered at: 12" oc throughout 2x4 top chords, 12" oc throughout 2x6 bottom chords, 12" oc throughout webs. C -5x7.7 C- 5.5x9.4 WARNINGS: f. Rata all Ganeral Nowa and Warnings before cacmmcuon of hums. 2. Builder and erection contractor Mould be advned of all General Nobs and Wernbye before construction commence i tai compenlon web bracing moat be Inablled where shown e. 4. Al' lateral force twisting elements each as temporary and permanent bracing. must be ndlgued and provided by designer of complete structure. CompuTus meanings no reeppedlbllly for such bracing. 5. No load should be spelled to any component until alter all bracing and fastener, are complete. end at no Ms ahoub any bads gnaw than design loads b applied to any component. 0. Compares has no control over and assumes no recponsiblllty for the fabrication, handling. shipment and Installation of components. 7. Tide design le furnished eUblect to the limitations on trues designs eel forth by WI In HIS-It or TPIMTCA b SCSI 1.03 copies of which will be furnished by CombuTma upon request. 8 -00 -00 7 -08 -00 12 X6.00 C- 2.5x2.6 C -3x9.4 35.0 PLF 8.0 PLF 43.0 PLF 111111111 General Notes, unless othmwlse noted: 1. 2. U -0' g a a heOop and booettecom c to be leleraty braced at 3. 2x4 Impact bridging or lateral brad p u where shown ++ y Installation of truss is the resoan the respective contractor. 6. Desi assum hisses are to ee used in anon- rortos enNronmsnl, a 6. G ful llbCeatirg I a a t ell supp uorr tts wsdheotlwn. Shin or wedge W B. Pia ess shall be g � lo g cat e d u on both fa c s of Wu, and placed so their center Mies 9. Degas iindicate s of plate inIn 10. For basic design values of the CompuTrus Plate. Indicated by the prefix C', see . .B.O. R.R. 4211. 11. m p The designator (19) indicates 1 16 ga. m ater i al is used the are 2b 9a. IRC 2003 2 T 1= -2674 T 2= -2636 T 3- 0 T 4= -2340 T 5= -4140 T 6= -4842 T 7= 0 T 8= -5406 T 9= -5332 BEARING AREA REQUIRED (SQ. IN) BRG @ 0'- 0.0" 2.15 DF / 3.32 HF / 3.16 SPF BRG @ 28'- 0.0" 4.16 DF / 6.42 HF / 6.11 SPF MAX LL DEFL = - 0.031" @ 14'- MAX TL DEFL - - 0.199" @ 20'- MAX HORIZ. LL DEFL - 0.008" @ MAX HORIZ. TL DEFL = ' 0.050" @ MEMBER FORCES 4WRDH B 1= 2342 W 1= 44 B 2= 3610 W 2- 950 B 3= 4502 W 3= -1596 B 4= 4688 W 4= 992 W 5= -674 W 6= 426 W 7= 1548 W 8= 256 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce - resisting system and components and cladding criteria. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 451-0900 Trans ID: 102473 7.1.3T(IL) -F 0.0" L/360 = 0.914" 4.0" L/240 = 1.371" 15 15 [ EXPIRES 6/30107 1111111111 / Corn urrus Inc. LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0,0" LOAD DURATION INCREASE = 1.15 SIZE SPECIE GRADE PANEL(S) SPACED 24.0" 0.0. TOP CHORDS: 2x 4 HF 12 1- 8 LOADING BOTTOM CHORDS: LL( 25.0) +DL( 10.0) ON TOP CHORD 2x 6 MSR 1650F 1- 3 DL ON BOTTOM CHORD a' WEBS: TOTAL LOAD a 2x 4 HF STD /STUD 1- 6 TC LATERAL SUPPORT <a 12 "0C. UON. BC LATERAL SUPPORT Ca 12 "0C. lDN. NOTE: = 1x3 BRACING AT 24"0C 0CDON. FOR ALL FIAT TOP CHORD AREAS NOT SHEATHED L -3x7.7 FILE NO.: B7 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357635 10 - -00 12 6.001/ C- 2.5 9 -08 -00 12 -00 -00 Scale: 3/16" JOB NAME: CHARTER HOMES, 2550B... "B7" C -4x6 C -3x7.7 C- 5x6(S) b This design prepared from computer input by 1111111 11111 11111 1111 11111 11111 11111 11111111 RTS - CHASE 8 -00 -00 C- 2.5x4.3 28 -00 -00 WARNINGS: 1. Read all Gong's' Hata and Warnings belon carnbuctbn of losses. 2. Builder and erection contractor should be advised of au General Notes and Warnings before construction Cmndences. 3. tas compression web bracing nom be Insialled Mien shaven +, 4. All lateral force misting elements such as temporary and permanent bracing, must be designed and provided by designer of complete strutters Computes assumes no napons'bmty for such bracing. & No bad World be applied to any component until after all bracing and fasteners are complete, and M no time should any Toads greater than design loads be applied to any componen. s. CompuTme has no control over and assumes no respo sIbillry for the fabrication, handling. shipment and Installation of conpmenle. 7. This design le furnished subject to the limitations on dews designs set forth by WI in 141541 or TPPWTCA in SCSI 1413 copies of which will be furnished by ConpuTm upon request. 35.0 PSF 8.0 PSF 43.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE WAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 10 -00 -00 4" 9 -08 -00 C -4x6 12 Q6.00 C -3x7.7 16 -00 -00 C- 2.5x2.6 C -3x7.7 3' nn General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design ass the top bottom oils to be laterally braced at 3. 2x4 Impact bridging or lsterol bracing Wed where shown .+ 4. nstallation of truss Is the responsibility the respective contractor. 5. 9 D n e E sign assumes y trusses are to be used in a non - corrosive environment, 6. Deslenn full ti a ng at all supports shown. Slam or wedge H 7. Design assumes adequate drainage Is provided. 8. Plates shall be located on both fades of truss, and placed so their center 9. Di roes coincide with Joint center lines. gits indicate n size of plate In inches. 10. For basic des i8n v R 42 o1 CompuTnm Plate, Indicated by the prolix 11. The designator (18 d c iir Section t Plate atl eria Is used the prefix TN" the g g indicated y All the others ' f "6 ga. BRG @ BRG 8 Trans ID: 102473 7.1.3T(2L) -F IRC -2117 B 1= 1809 N 1= -263 T 2a -1822 8 2- 1778 N 2= 491 T 3= 0 B 3= 1809 N 3= -289 T 4= -1567 N 4= - 289 T 5= -1567 N 5= 49C T 6= 0 N 6= -263 T7. -1822 T 8= -2117 LEFT - 1204 RIGHT = 1204 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.93 DF / 2.97 HF / 2.B3 SPF 28' 0.0" 1.93 DF / 2.97 HF / 2.83 SPF MAX LL DEFL = - 0.093" @ 14'- 0.0" L/360 0.903" MAX TL DEFL = - 0.158" @ 14' 0.0" L/240 1.354" MAX HORIZ. LL DEFL a 0.028" @ 13 MAX HORIZ. TL DEFL a 0.047" @ 13 0ND. 2: 3000.00 LBS DRAG LOAD. ' SHEARNALL 0.00 to 28.00 NOTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 30 feet). ROOF muss SUPPLY.. INC. P..0. BOX 532 WOODINVILLE, WA 98072 491.0900 I EXPIRES 6 /30/07 r 111111111 till / CompuTrus Inc. a LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF k2 1- 8 BOTTOM CHORDS: 2x 6 MSR 1650F 1- 3 WEBS: 2x 4 HF STD /STUD 1- 6 TC LATERAL SUPPORT <a 12 "0C. DON. BC LATERAL SUPPORT <= 12 "OC. (AN. NOTE: 1x3 BRACING AT 24"0C DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED FILE NO. B7 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357635 -L1 TRUSS SPAN 28'- 0.0" LOAD DURATION INCREASE a 1.15 SPACED 24.0" O.C. LOADING LL( 0.0) +DL( 10.0) ON TOP CHORD a DL ON BOTTOM CHORD a TOTAL LOAD a 3000.00 LBS DRAG LOAD. SHEARWALL 0.00 to 28.00. WANING& 1. Read all General Norse and Waralnge brae construction of Masa& 2. BWWer and erection contractor aaWld be whiled of all General Notes and Wamblpe blare conarvetlon mmmanoea. 3. 1t3 comptalon web Means meet be Instated when Mown e. 4. All lateral force resisting elements Gush as temporary and permanent bracing, must be dealpend and provided by designer of Complete Structure. CompuhW seaman no responsibility for such bracing. 5. No load should be applied to any component until alter all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component. 6. CompuTma has no control over and assumes no responsibility for the fabrication, handling, ahlpr ant and Installation of components. T. TNa design la furnished sullied to the limitations on truss designs set forth by WI in 111591 or TPWyTCA in SCSI 1413 copies or which will be furnished by Campsites upon reeusst. 10.0 8.0 18.0 111111111111111111111111111111111111111111111111111111111111 PSF PSF PSF BRG @ BRG @ T 1= T 2- T 3= T 4- T 5a T 6a T 7a T 8- General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. ign assumes the op and bottom chords to be laterally braced at o" o.c. and at 1.c. respective! 3. 4 Impact bedding or lateral bracing. . uired where shown + + 4. Installation of truss Is the responsibility the respective contractor. 5. Design assumes es susses are to be used In a noncorrosive environment 6. and assumes rut bearing atoll supports shown. Shim or wedge If 7. Design assumes adequate drainage Is provided. 8. Plates that be located on both faces or truss, and placed so their center inns coincide with joint center lines. 9. Digits indicate size of plate in Inches. 10. For basic design values of the CompuTnrs Plate, indicated by the prefix C ". see I.G.B. R.R. 4211. 11. by The (18) indicates $esl18 gaatmat indicated the are 2b the LEFT = - 672 -672 0 - 772 - 846 SINGLE MEMBER FORCES - 846 B 1= 728 W 1= -772 B 2= 732 W 2- 0 B 3= 728 W 3- W 4a W 5- W 6= Trans ID: 7.1.3T - -56 245 - 82 -82 245 - 56 504 RIGHT a 504 BEARING AREA REQUIRED (SQ. IN) 0' 0.0" 0.81 DF / 1.24 HF / 1.19 SPF 28'- 0.0" 0.81 DF / 1.24 HF / 1.19 SPF ROOF TRUSS SUPPLY. INC. P.O. BOX 532 WOCDINVILLE, WA 98072 481 -0900 EXPIRES 6/30/07 1111 it 1111111 CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 42 1- 4 BOTTOM CHORDS: 2x 4 HF 112 1- 2 WEBS: 2x 4 HF STD /STUD 1- 3 TC LATERAL SUPPORT <- 12 "OC. UON. BC LATERAL SUPPORT <- 12 "OC. UON. T C -3x9.3 0 FILE NO.: C2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357636 12 6.007 7 -08 -12 Scale: 1/4" d JOB NAME: CHARTER HOMES, 25508... "C2" This design prepared from computer input by RTS - CHASE 1' C -4x4.3 4.0" TRUSS SPAN 15'- 5.5" TOAD DURATION INCREASE - 1.15 SPACED 24.0" O.C. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD - TOTAL WAD - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON- CONCURRENTLY. 7 -08 -12 12 X6.00 T C- 2.5x2.6 7 -08 -12 15 -05 -08 C- 2.5x2.6 s�lttttf�ii�l�.. C -5x7.7 a 3 00 12 12 7 -08 -12 WARNINGS: 1. Red all General Notes and Warnings before congnialian ortrosssa. 2. Builder and erection contractor should be *chased or all General Hasa and 3. 1 berol. maancBOn emmnnea. 10 campreselonweb braving mealbe stallad where shown m. 4. ml lateral torn resisting oelements enelements a such as Rmperary and permanent baring, meal be ddesigned d and provided by Magner or mnaleta atmmure. Co assumes no o responsibility n cNty for such baring. load should 5. No load slosd be applied d any component until after •N bracing and Fasteners are C and at no 1Nw should any loads graben than design loads be appapplied d to to any any component. b. Comcatrue has no control over va and assumes of components my for the fabrkd bending, shipment and Installation of T. This Melon sign Is runlebed subject to the limilimitations on n truss buss set forth RI In NIBAi W TPNNTCA m SCSI 1-03 copies will designs furnished which will be f rnlabd by ConmuTros upon request C -3x4.3 l 35.0 PSF 8.0 PSF 43.0 PSF CO O 111111111111111111111111111111111111111111111 BRG @ BRG @ General Notes, unless otherdse noted: 1. Design to support loads as drown. 2. f # Q y eesign assumes the to and bottom chords to be laterally braced at 4. an 17-0' at b.c. rseosopnectivetly a d shown 5. D esig ns sumes to be bracing in the non lsive and are for dry condition' of use. 8. Design assumes full bearing at an supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss. and placed so their center Ines coincide with Joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by the prefix C', see I.8.0. R.R. 4211. 11. The CompuTnrs Net Section Plate is indicated by the prefix "CM the designator (18) indicates 18 ga. rrlaterlal is used. NI others are 2 b ga. IRC 2003 SINGLE MEMBER FORCES 4WRDH T 1= -1692 B 1= 1480 W 1= -330 T 2- -1286 B 2= 1480 W 2- 878 T 3. -1286 W 3= -330 T 4w -1692 LEFT = 665 RIGHT - 665 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.06 DF / 1.64 HF / 1.56 SPF 15'- 5.5" 1.06 DF / 1.64 HF / 1.56 SPF MAX LL DEFL = - 0.088" @ 7'- 8.8" L/360 = 0.485" MAX TL DEFL = - 0.145" @ 7'- 8.8" L/240 0.727" MAX HORIZ. LL DEFL = 0.069" @ 6 MAX HORIZ. TL DEFL = 0.112" @ 6 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WO: DINVILLE, WA 98072 4 191-090[) Trans ID: 102473 7.1.3T (11,) -F 1111111111111 LUMBER SPECIFICATIONS e4 0 FILE NO.: C3 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357637 Com ull Inc. SIZE SPECIE GRADE PANEL IS) TOP CHORDS: 2x 4 HF 42 1- 4 BOTTOM CHORDS: 2x 4 HF 42 1- 2 WEBS: 2x 4 HF STD /STUD 1- 3 TC LATERAL SUPPORT <= 12 "0C. UON. BC LATERAL SUPPORT <= 12 "0C. UON. , MAX HORIZ. TL DEFL = 0.112" @ 6 NOTE: Truss designed in accordance with C -4x4.3 12 IBC 2003 or IRC 2003 reflecting a 90 mph wind load x!6. (enclosed structure, Exposure B, height to 30 feet). 4.0" Design conforms to main windforce- resisting system and components and cladding criteria. 1 2 6.00 11\ C -3x4.3 C -5 x7.7 i Scale: 3/8" JOB NAME: CHARTER HOMES, 25508... "C3" C- 2.5x2. 6 a 3,00 12 7 -05-12 7 -05 -12 This design prepared from computer input by RTS - CHASE TRUSS SPAN 15'- 1.0" LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. WADING LL( 25.0) +DL( 10.0) ON TOP CHORD - DL ON BOTTOM CHORD TOTAL WAD - BOTTOM CHORD CHECKED FOR 10P5F LIVE WAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON- CONCURRENTLY. 15 -01 -00 WARNINGS 1. Read all General Notes nd Warnings before construction of trusses. 2. Builder and erection contactor should be advised of all General Notes and Warnings before consbucgan commence,. S. tea compression web bracing must be NYaned where shown +. A MI lateral force resisting element. such as nmponry and Permanent bracing. must be deelgned and provided by designer of complete structure. CompuTrue attunes no .sponelhmty for such bractng. 5. No bad route be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component. I. CompuTrue has no control over and assumes no responsibility for the hbdcation, handing, shipment and Installation of component*. 7. This design Is furnished subject to the Iimgstlone to Cruse designs set forth by In lilies-1W or TPSWTCA b SCSI 143 copies of which wig be furnished by Compelling upon request. 35.0 PSF 8.0 PSF 43.0 PSF 7 -07 -04 C- 2.5x2.6 7 -07 -04 111111111111111111111111111111111111111111111 3.00cs 12 C -3x4.3 BRG @ BRG @ General Notes, unless otherwise noted: 1. Des gn lo support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced at 2'-u o.c. and at 12.0' o.c. res 3. 244 Impact bridging or lateral r rejoined where shown + + 4. Installation of truss Is the responslbitty of the respective contractor. 5. Desgn assumes trusses are to be used In a non - corrosive environment. and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage Is provided. 8. Plates shall be located on both fades or Wss, and placed so their center Ines coincide with joint center lines. 1 basic indicate values ref inches. theCompuTns PWIe, indicated by the prefix C , see I. B.D. P.R. 4211. 71. prefix the de (18) Indicates 18 ga. ' mat t errial Is uus by All thers are 2b ga. Trans ID: 102473 7.1.3T(1L) - F IRC SINGLE MEMBER FORCES 4WRDH T 1= -1692 B 1= 1480 W 1= -330 T 2= -1286 B 2= 1980 W 2= 878 T 3- -1286 W 3- -330 T 4= -1692 LEFT = 643 RIGHT = 659 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.03 OF / 1.59 RC / 1.51 SPF 15'- 1.0" 1.05 DF / 1.61 HF / 1.54 SPF MAX LL DEFL = - 0.088" @ 7 ' - 5.8" L/360 = 0.485" NAX TL DEFL = - 0.145" @ 7'- 5.8" L/240 = 0.727" MAX HORIZ. LL DEFL = 0.069" @ 6 sun F TRUSS SUPPLY; INC. P.O. sOX 532 W0.00!NV!LLE, WA 98072 451-0900 1 /If /O EXPIRES 6/30/07 1111 11111111 / CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 6 MSR 1650F 1- 2 BOTTOM CHORDS: 2x 8 DF SS 1- 3 WEBS: 2x 4 MSR 1650F 1- 2 TC LATERAL SUPPORT <= 12 "0C. 00N. BC LATERAL SUPPORT <= 12"0C. UON. Caution: Note bearing area requirements. Single member as shown. Hangers attached to the bottom chord will have 1.5" max. nail penetration. r O C -5x Scale: 3/8" JOB NAME: CHARTER HOMES, 25508... "C4" FILE NO.: C4 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357638 12 6.00[7 7 -05 -12 This design prepared from computer input by RTS - CRASS TC UNIF LL( 50.0) +DL( BC UNIF LL( 191.7) +DL( C -3x7.7 WARNINGS: 1. Read all General Notes and Warnings before construction of busses. 2. Builder and erection connector should be advised of all General Norse and Warnings before cm let ruCffer, commences. 3. 1s3 compression web bracing must be Installed where shown r. 4. All lateral force resisting &entente such as temporary and permanent bracing. must be designed and provided by designer of complete structure. GompuTnu aeslanea non clllry for sucn brecinp. a. No lenener,re are co te, uld be applied d to to any should until after all bracing and than design a loae mple and at no dale should aid loads gaterlhan algn loads be applied to any component. S. C brin* bs has no central over aid ssbnwano Nnty e for the fibrin*" handling. rthiprnent and Installation Installation comp n of nta 7. Tile design Is furnished subject to the limitations limitations on n trues buss designs set forth by TPI In HI&g PYY t or1 TGA F BC91 fA3 copies of widish WIN be furnished by CompuTnre upon Mama 15 -01 -00 GIRDER SUPPORTING 17 -04 -00 WAD DURATION INCREASE = 1.15 + LOADING 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 1.0" V 154.01= 345.7 PLF 0'- 0.0" TO 15'- 1.0" V BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. Bottom chord requires plates held down 4" typical UON and hanger height covers 85% or more of member depth. 15 -01 -00 C -3x7.7 7 -07 -04 12 111111111111 11111111111111111111111111111111 C -5x9.4 5.0" a •I 6.00 4.5 General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced at 2' -0" o.c. and at 12-0" o.c. respectively. 3. 274 Impact bridging or lateral bracing uired where shown + + 4. Installation of truss is the responsibility of the respective contractor, 5. Design assumes trusses are to be used In a non-corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge If necessary. 7. Design assumes adequate drainage is provided. B. Plates shall be located on both fades of truss, and placed so their center lines coincide with joint center lines. 10. Digits basic gtlesign qt In Inches. Plate, indicated by the prefix C see I.C.B.cf. R.R. 4211. 11. The CompuTms Net Section Plate Is indicated by l refs 'ON" the designator (18) indicates 18 ga. material is used. All others are 20 ga. IRC SINGLE MEMBER FORCES T 1= -4448 B 1= 3864 W 1= T 2= -4462 B 2= 2916 W 2= B 3- 3889 Trans ID: 102473 7.I.3T(1L) -F 4WRDH 1926 1978 LEFT = 3135 RIGHT = 3135 BEARING AREA REQUIRED (SQ. IN) BRG 8 0'- 0.0" 5.02 OF / 7.74 RF / 7.38 SPF BRG @ 15'- 1.0" 5.02 DF / 7.74 HF / 7.38 SPF MAX LL DEFL = - 0.068" @ 9'- 6.5" L/360 = 0.483" MAX TL DEFL = - 0.119" @ 9'- 6.5" L/240 = 0.725" MAX HORIZ. LL DEFL = 0.017" @ 5 MAX HORIZ. TL DEFL = 0.030" @ 5 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to Bain windforce- resisting system and components and cladding criteria. ul 0 ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 451 -3909 1111111111111 / CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 1650F 1- 6 BOTTOM CHORDS: 2x 4 MSR 1650F 1- 5 WEBS: 2x 4 HF STD /STUD 1- 4, 6- 8 2x 4 MSR 1650F 5 TC LATERAL SUPPORT <= 12 "OC. UON. BC LATERAL SUPPORT <= 12 "0C. DON. T Jr FILE NO.: 02 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357639 4 -09 -08 5 -03 -00 Jr Scale: 3/16" JOB NAME: CHARTER HOMES, 25508.., "02" 15 -04 -00 This design prepared from computer input by RTS - CHASE 12 12 -06 -08 30 -09 -08 TRUSS SPAN 30'- 9.5" LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 8.0 PSF TOTAL LOAD = 43.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE WAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON- CONCURRENTLY. 26 -00 -00 WARNINGS: 1. Read as General Notes and Warnings before construction of truaeas. 2. Builder and emotion contractor should be advised of all General Notes and Warnings before construction commences. 3. 1x3 compression web bracing must be Installed where shown �. 4. All lateral tome resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CoepuTrus assumes no responsibility for such bracing. 5. No load should be applied to any component until after as bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component. a. CompuTrus has no control over and assumes no responsibility for the fabrication. handling. shipment and Installation of components. 7. 7Na design Is furnished subject to Me limitations on trues designs set forth by WI In HISAI or TPSWTCA N SCSI 1 .03 copies of which wig be furnished by RompuTms upon request. 15 -05-08 12 13 -00 -00 1 111111 11111 11111 11111 11111 1 J. M BRG @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the lop and bottom chords to be laterally braced at 2' -0' od and at 12".0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non-corrosive environment. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. e n 7. . Platesshale ll beloca e located onbo h fa l provided. s sed. s truss. and paced so their center lines coincide with Joint center lines. 9. Digits Indicate design of plate in Inches. 10. Fgr basic BAn v R 42 of 11. me CanpuTru Plate. Indicated by the prefix see The (18) indicates ga. material Is used. All others are 20 the IRC 2003 SINGLE MEMBER FORCES T 1- 482 B 1= -341 W 1= -396 T 2= 494 B 2= 1062 W 2= -1973 T 3= -1344 0 3= 1389 W 3= • 324 T 4- -3050 B 4= 3978 W 4= -338 T 5= -3099 0 5= 3978 W 5= 2415 T 6- -4366 W 6= -326 N 7= -1080 CANT @ 4'- 9.5" LEFT = 1577 MAX LL DEFL = 0.110" MAX TL DEFL = 0,188" MAX LL DEFL = - 0.377" MAX TL DEFL = - 0.649" MAX HORIZ. LL DEFL = MAX HDRIZ. TL DEFL =, RIGHT = 1071 BEARING AREA REQUIRED (SQ. IN) 4'- 9.5" 2.52 DF / 3.89 HF / 3.71 SPF 30'- 9.5" 1.71 DF / 2.64 HF / 2.52 SPF @ 0'- 0.0" @ 0'- 0.0" @ 23'- 9.7" @ 23'- 9.7" 0.286" @ 10 0.491" @ 10 Trans ID: 102473 7.1.3T(1L) -F 4WRDH W 8= 88 L /180 = 0.319" L /120 = 0.479" L/360 = 0.836" L/240 = 1.254" NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. 9000 muss SUPPLY, INC. P.O. BOX 532 WW0)00INVILLE, OM 98072 491-0904 1111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 1650F 1- 6 BOTTOM CHORDS: 2x 4 MSR 1650F 1- 5 WEBS: 2x 4 HF STD /STUD 1- 4, 6- 8 2x 4 MSR 1650F 5 TC LATERAL SUPPORT <= 12 "0C. BON. BC LATERAL SUPPORT <= 12 "0C. DON. b FILE NO.: D3 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357640 4 -09 -08 5 -03 -00 Scale: 3/16" r JOB NAME: CHARTER HOMES, 25508... "D3" 15 -04 -00 This design prepared from computer input by RTS - CHASE 12 12 -06 -08 WADING LL( 25.0) +DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD = TOTAL WAD = BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON - CONCURRENTLY. 30 -03 -08 WARNINGS: 1. Read all General Notes and Warnings before construction of busses. 2. Builder and erection contractor Mould be advised of ad General Notes end Warnings before construction commences. 3. 1n3 compression web bracing must be installed where shown +. 4. All lateral force resisting elements such as temporary and permanent pacing, must he designed and provided by designer of complete ermmure. CompuTrus assumes no responsibility for such bracing. 5. No toad should be applied to any component until alter all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any comment. I. Computers lee no control over and aesunea no responsibility for the fabrication, handling, eppment and installation of componenLL T. Ibis design Is furnished subject to the limitations on trues designs set forth by WI In HIB-01 or TPLWTCA N SCSI 1 -03 copies of which RIP be furnished by CompuTres upon mower TRUSS SPAN 30'- 3.5" LOAD DURATION INCREASE - 1.15 SPACED 24.0" O.C. 25 -05 -00 14 -11 -08 12 -06 -00 35.0 PSF 8.0 PSF 43.0 PSF 1 111111 11111 11111 11111 11111 11111 11111 11111111 12 y y l BRG @ BRG @ 0 O r General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced at -0" o.c. and at 170" o.c. respectively. 3.2x4 Impact bridging or lateral bracing required where shown + + yy Installation of buss s the respaui t of he respective contractor. 5. Design assumes Wss ere to be ib used t in a noncorrosive environment, and are for 'dry l b on' of use. ful 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage Is provided. 6. Plates shall be located on both faces of buss, and placed so their center Ines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. FQr basic des. n values of the CompuTna Plate, indicated by the prefix C, see I. B.U. R.R. 4211. 11. The C Net Section Plate is indicated by the prefix "CM the designator=tor (1(10) ) i ndicates 16 ga. material rial Is is used. All others are 2b ga. Trans ID: 102473 7.1.3T -F IRC SINGLE MEMBER FORCES T 1= 482 B 1= -342 W 1= -396 T 2- 494 B 2= 1047 W 2= -1953 T 3- -1325 B 3= 1364 W 3= 317 T 4= -2991 B 4= 3821 W 4= - 327 T 5= -3038 B 5- 3820 W 5= 2362 T 6= -4208 W 6- -330 W 7= -984 CANT @ 4'- 9.5" LEFT = 1567 RIGHT = 1038 4WRDH N 8= 86 BEARING AREA REQUIRED (SQ. IN) 4'- 9.5" 2.51 DF / 3.87 HF / 3.69 SPF 30'- 3.5" 1.66 DF / 2.56 HF / 2.44 SPF MAX LL DEFL = 0.101" @ 0'- 0.0" L /180 - 0.319" MAX TL DEFL - 0.173" @ 0'- 0.0" L /120 = 0.479" MAX LL DEFL - - 0.346" @ 23'- 9.7" L/360 = 0.828" MAX TL DEFL = - 0.596" @ 23'- 9.7" L/240 = 1.242" MAX HORIZ. LL DEFL = 0.268" 8 10 MAX HORIZ. TL DEFL = 0.461" @ 10 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. ROOF 1'FiUSS SUPPLY, iNG, P.O. BOX 532 ?WWO(» iNVILLE, WA 98072 431 -0900 III1111N1III CompuTrus Inc. SIZE 2x 4 2x 4 2,: 4 LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: HF #2 BOTTOM CHORDS: MSR 1650F WEBS: HF STD /STUD 1- 2 PANEL(S) I- 2 1 TC LATERAL SUPPORT "= 12 "OC, UDN. BC LATERAL SUPPORT c= 12 "OC, UDN. en 0 IC 0 Scale: 1/2" .. JOB NAME: CHARTER HOMES, 2550B... "D4" 6.00 This design prepared from computer input by RTS - CHASE 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE WAD. TOP AND BOTTOM CHORD LIVE WADS ACT NON - CONCURRENTLY. WADING LL( 25.0)4DL( 10.0) ON TOP CHORD DL ON BOTTOM CHORD = TOTAL WAD = 8 -10 -08 TRUSS SPAN 8'- 10.5" WAD DURATION INCREASE ■ 1.15 SPACED 24.0" O.C. C- 2.5x2.6 35.0 PSF 8.0 PSF 43.0 PSF 111111111011111E011111 1110 11111 1111 1111 1' t- o 01 0 c BRG 8 BRG @ IRC SINGLE MEMBER FORCES T 1= -415 B 1= 315 W 1- T 2= -76 W 2- 1 /Arlo Trans ID: 102473 7.1.3T(1L) -F 4WRDH -370 -120 LEFT = 381 RIGHT = 382 BEARING AREA REQUIRED (SQ. IN) 0 0.0" 0.61 DF / 0.94 HF / 0.90 SPF 8'- 10.5" 0.61 OF / 0.94 HF / 0.90 SPF MAX LL DEFL = - 0.007" @ 4'- 7.7" L/360 = 0.276" MAX TL DEFL = - 0.010" @ 4'- 7.7" L/240 = 0.415" MAX HORIZ. LL DEFL = 0.003" @ 3 MAX NDRIZ. TL DEFL = 0.004" @ 3 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. 1010E UHUSS SUPPLY, INC. P.C. BOX 532 WO(_ DINV /ILLE, WA 98012 ;ta i O9a0 FILE NO.: D4 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357641 WARNINGS: 1. Read all General Notes and Warnings before construction or busses. 2. Builder and erection contractor should he advised of an General Notes and Warnings before construction commences. 3. Ixd compression web bracing must be Installed whore shown •. 4. API lateral force meaning elements such as temporary and permanent bracing, must be designed and prodded by designer of complete structure. CompuTra assumes no reappwlbulry for such breclnG 5. No load should be applied to any campenent will after MI bracing and tamears use complete, and at no time should any lads graater then design loads be epdad to any compare Cr. Compares has no control ever and stemma no nsponddllty forts fabrication, handling, shipment and Inetalladon of components. 7. This design a banished subject to the limitations on truss designs sN form by TM In HI1141 or TPGWICA In peal t43 copies of which will be furnished by CompuTres upon request . General Notes, unless othenvise noted: 1. Design to support loads as shown. 2. p Design assumes the lop and bottom chords to be laterally braced at 3. 2x4" Impact bridging or lateral bradngggllre of required where Installation of truss Is the responsibility 5. Design assumes trusses are to be used in a non - corrosive environment. 6. D red are for condition" of use. D aaassyatl sumes full bearing at all supports shown. Shim or wedge If B eetes shl . P be loaded on both a5es and placed so their center Ines coincide with Joint center lines. 9. Dlglts indicate size of plate In inches. 10. For as c s values design v o of 4211. the CompuTrus Plate, Indicated by the prefix 11. The CompuTrus g Net Section Plate is indicated by the prefix are e 2b . N pe designator t 18 Indicates 1e a. material is used Alt others EXPIRES 6/30107 111 1111111 11 SIZE 2x 4 2x 4 2x 4 LUMBER SPECIFICATIONS SPECIE GRADE TOP CHORDS: HF #2 BOTTOM CHORDS: HF @2 WEBS: HF STD /STUD 0 0 T FILE NO.: E2 DATE: 7/15/2005 DES. BY: AM SEQ.: 2357642 PANEL(S) 1- 4 1- 3 1- 4 TC LATERAL SUPPORT <- 12 "0C. DON. BC LATERAL SUPPORT <= 12 "OC. UON. 12 6.0 01/ 11 -06 -08 C- 2.5x2.6 9 -01 -00 ( Scale: 1/4" JOB NAME: CHARTER HOMES, 25508 "E2" This design prepared from computer input by RTS - CHASE C -4x4.3 4.0" 23 -01 -00 WARNINGS: 1. Read all General Notes end Warnings before cmisirucaon el busses. 2. Builder end erection contractor should be advised of all General Notes and Warnings before construction commences. 3. 147 compression web bracing must be installed wham shown ". 4. MI lateral force resisting elements such as temporary and permanent bracing, neat be designed said provided by designer of complete structure. CompuTrud spunn no responsibility for such bracing. 5. No load should be applied to any component until alter an bracing and fasteners are complete, and at no time should any loads greater than design loads be applied wary component. e Company* Imo no control over and assumes no responsibility for the fsbddetton, handling, ehip..nt and Installation of components. 7. This design is furnished subject to the limitations on trues designs set forth by WI In NI1341 or TPgWTCA in GCSI 1.03 copies of which will be furnished by CompuTrue upon rquest. TRUSS SPAN 23'- 1.0" IDAD DURATION INCREASE - 1.15 SPACED 24.0" 0.C. LOADING LL( 25.0) +DL( 10.0) ON TOP 053RD - DL ON BOTTOM CHORD - TOTAL LOAD - -4x4.3 C- 2.5x4.3 C- 2.5x4.3 C- 2.5x4.3(5) BOTTOM CHORD CHECKED FOR 10PSF LIVE WAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 11 -06 -08 14 -00 -00 1 2 C- 2.5x2.6 35.0 8.0 43.0 X6.00 1111111 IIIII IIIII 11111 11111 11111 11111 111 1111 PSF PSF PSF T m a o C -4x4.3 ° BRG @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced at 2'O o.c. and at 12'.0" o.c. respectively. 3.2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncnnoWve environment. and are for "cky condition" of use 6. Design assumes full bearing at a) supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage Is proWded. 8. Plates shell be located on both faces of truss, and placed so their center nes coincide with Joint center lines. 9. Digits Indicate size of plate in inches. 10. Fgr basic design values of the CompuTrtw Plate, indicated by the prefix C , see I.C.B.V. R.R. 4211. 11. The anppuTnw Nr ic Section Plate Is indicated by prefix "CM" the designator 0G) Indicates 16 ga. material Is used. All ll others are 26 ga. Trans ID: 102473 7.1.3T(11) -E IRC SINGLE MEMBER FORCES 4WRDH T 1- -1643 B 1- 1378 W 1= -369 T 2- -1429 B 2= 904 W 2= 521 T 3= -1429 B 3= 1378 W 3= 521 T 4= -1643 W 4= -369 LEFT = 993 RIGHT = 993 BEARING AREA REQUIRED (SQ. IN) 0'- 0.0" 1.59 DF / 2.45 HF / 2.34 SPF 23'- 1.0" 1.59 DF / 2.45 HF / 2.34 SPF MAX LL DEFL = - 0.066" @ 15'- 2.5" L/360 0.739" MAX TL DEFL = - 0.114" @ 15'- 2.5" L/240 1.108" MAX HORIZ. LL DEFL = 0.028" @ 7 MAX WDRIZ. TL DEFL = 0.048" @ 7 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 90 mph wind load (enclosed structure, Exposure B, height to 30 feet). Design conforms to main windforce- resisting system and components and cladding criteria. P.CCF ('BUSS SUPPLY, INC. RO. BOX 832 WO DiNVILt_E, WA 98072 431 -0901 1 EXPIRES 6/30/07 KI TTS & HILL. ENGINEERS, INC: ' rofeeslonal Engineers and Planners FILE COPY 'r No: c _. 3 Cri_.iont STRUCTURAL CALCULATIONS . • 2550 PLAN KING COUNTY, WA FOR Charter Homes • 601 Union Street, Suite 5110 Seattle, Washington 98101 EXPIRES :;APRIL 24-, (S & H11,798) August 15, 2006.` 2901 `South 4b'^ ; Street, Tacoma, WA 98409 -5697. Tel (253) 474 -9449 Fax (253) 474 -0153 REVIEWED FOR CODErc0MPLU►NCE APPROVED APR 16:207 Of Tukwila ' ±BUILDING DllMsmly . Y OFT(IKWILA NOT:03 2006 :: .PEF (0--ti-t . (( INDEX Sitts & Hill Engineers, Inc. Job Name: CHARTER HOMES 2550 PLAN Professional Engineers & Planners 2901 South 40 Street Job No. 11798 Sheet No. 1 Tacoma, Washington 98409 253 -474 -9449 Fax: 253 -474 -0153 By: GWW Date 08/20/04 BASIS FOR DESIGN 2 DESIGN LOADS 3 LATERAL ANALYSIS 4 — 41 GRAVITY ANALYSIS 42 - 73 BASIS FOR DESIGN BUILDING. CODE: 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. LOADS: FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED 18" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2,000 PSF. CONCRETE: MINIMUM 28 DAY STRENGTH 2,500 PSI. REINFORCING: BARS #6 AND LARGER: Fy = 60,000 PSI. BARS #5 AND SMALLER: Fy = 40,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: Fy = 36,000 PSI. BOLTS: A307 WOOD: JOISTS 2X4 2 X 6 OR LARGER BEAMS WIDTH 4" OR LESS WIDTH GREATER THAN 4" LEDGERS AND TOP PLATES STUDS 2X4 2X6 OR LARGER POSTS 4X4 4X6 OR LARGER 6 X 6 OR LARGER Sifts & Hill Engineers, Inc. Job Name: CHARTER HOMES 2550 PLAN Professional Engineers & Planners 2901 South 40' Street Job No. 11798 Sheet No 2 Tacoma, Washington 98409 253- 474 -9449 Fax: 253 -474 -0153 By: GWW Date 08/20/04 ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. WIND LOAD: 85 MPH WIND SPEED, EXPOSURE B. SEISMIC DESIGN CATEGORY D2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 155 PSI, Fc (PERPENDICULAR) = ENGINEERED BEAMS (PARALLAM): Fb = 2,900 PSI, Fv = 290 PSI, Fc (PERPENDICULAR) = WOOD TYPE H.F. #2 —ELF. #2 —H.F. #2 D.F. #2 H.F. #2 H.F. #2 H.F. #2 D.F. #2 D.F. #2 D.F. #2 650 PSI, E = 1,700,000 PSI. 650 PSI, E = 2,000,000 PSI. DESIGN LOADS ROOF DEAD LOADS: FLOOR LIVE LOADS: Sifts & Hill Engineers, Inc. Job Name: CHARTER HOMES 2550 PLAN Professional Engineers & Planners 2901 South 40 Street Job No. 11798 Sheet No. 3 Tacoma, Washington 98409 253- 474 -9449 Fax: 253-474-0153 By: GWW Date 08/20/04 ROOF 5.0 PSF INSULATION 2.0 SHEATHING 2.5 FRAMING 2.5 BEAMS MISC. MECH., & LGTN. 12.0 PSF 2.0 2.0 16.0 PSF TOTAL DEAD LOAD ROOF LIVE LOADS: SNOW 25.0 PSF TOTAL LIVE LOAD FLOOR DEAD LOADS: FLOOR 3.5 PSF 3/4" GWB 2.8 FRAMING 2.5 FLOOR FINISH 1.0 MISC. 2.2 12.0 PSF TOTAL DEAD LOAD OCCUPANCY LOAD 40.0 PSF TOTAL LIVE LOAD (u X17-/P taenN MOIIPEEM via III DR,L4LL MC ail i I I R 6,17 PITCN .il TD PITCH NSIDE ¢ .111 g fS IIN%ES ]�'OG J i N t a I TO I t COMM K t. -1 TCAYI7Y31 tYV _ II M i 9 r OAT 5.4 BARGE BOARD UV GO TRm w // LEGEND. 54EET I t se, STRAP LEGEND, Ur • N • N4' BARGE BCPARO EV 00 TRMI BLOCK FOR MO& N X74•GPIX! T(4 RAFTERS W ]R4 CEILING JOISTS • ]Y O4 I/4 "d' -0 INSTALL DIVERTS TODUPER SH DAROt BOA W DO IRM EETALL M.AbING DNERIER TO GUTTER a- ROOF FRAMING PLAN 'A' ;k 5 z L OP' EVER RO RIDE F r (V FETAL DENT AT A30 6F. S r r 1 O L LOCATIO LPPER R I.IVSG/D Fraorzr C. TYPE YE UP ROO LIWPIL FRONT G. T TPE vE UP ROC LIV./DII. FRONT G. NOTE • VENTED .RV•'c0' • RO P1 • •J.TL1G4 SKTLIG4 • TRUSSES OTWL A . ALL ce. !TAJIPE LE I BEFORE TRUS: • ALL TRU • ALL TRI PAMPA . TRUSSES DER. A' • ALL Dal SITE PCI • ALL Ca MAN GE • TRUSS C =WINO • LR85E• I SEAR T BEAR T MANFUL SPACING • LGM IDERIFC PERIAN FOLLOW A • C ALL ROE FRAMED FART a D ELL FIT BEFORE CRALN • RAT TF B EAREC DISPLA( TO REED %NA BARGE BONA W SO TRIM L E 6:2 RI EGOS". SHEET 'EP 2 5TRN• E GEIO, !MEET • 6I • DAD DD.0 1/4 ".I' -0" DO RAPIERS W IXI CEILIC• JOISTS • }A• O4 N4' BARGE BOARD 1W OG TRIM BLOCK FOR MDP Sr X S! GABLE VENT WL DARGE BOARD W W TRPI INSTALL RAVENS DNEAIER TO GLITTER INSTALL FLAMING. 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I i 1 i i , • •• ft.- , ' - all 1 , i. 4_ _4_i 1 , Rs I 144...- 1 _4_4 y Li . 1 ITh am saw 14+ tut MI -4 suus•nom r 1111 I us I-1a II -L ri nonrous 11•11••••• 1111 . n i i i-'14 1 , il 1- FE • mg 1 . I i•ifi 1 NMI! 1 --+ ■ 1 1 MN I 111. 11 111 jrn• 11•1111_ .11111111111111•1: 111 .111111111 Inn r ininal NOB 11111••111• 1•11111•1111+ 1 . W), • 1111111111MUI NM • ._‘__t SEEM I . it r F 3 M: •• KW, im • ' 1 ; • An: • H t _4_ 411 1-H-HI • r • 1 /.1_1 _ 1 LLi SITTS & HILL ENGINEERS, INC. DESIGNED t DATE ifOf JOB I LIP ito • TACOMA, WASHINGTON (253) 474.9449 CHECKED DATE SHEET PROJECT • SAV NVELOPAI HVT p244/ 2•55-0 :6 OF new 560000 User: KW -0602611, Ver 5.6.0, 2- Sep.2002 (6)1963.2002 ENERCALC Engineering Software General Timber Beam Page 1 66110001110. Icalculaliore1110...ecw:Calcula Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements t [Deflections Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Beam 1. [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL Center Span 3.500 in Left Cantilever 7.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 256.00 #/ft #/ft #/ft Span= 5.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.776 ; 1 Maximum Moment 2.0 k -ft Allowable 2.8 k -ft Max. Positive Moment 2.05 k -ft at 2.500 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max Q Left Support 0.00 k -ft Max Q Right Support 0.00 k -ft Max. M allow 2.76 lb 802.31 psi Fb 1,080.00 psi Center Span... Dead Load Deflection -0.020 in ...Location 2.500 ft ...Length/Defl 2,964.0 Camber ( using 1.5 • D.L. Deft) ... Q Center 0.030 In Q Left 0.000 In Q Right 0.000 in 1v 73.68 pa) Fv 95.00 psi Total Load -0.052 in 2.500 ft 1,156.69 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 400.00 #/ft #/ft #/ft 5.00 ft Lu ft Lu ft Lu 1.9 k 2.4 k Q Left 1.64 k Q Right 1.64k Camber. Q Left 0.000in © Center 0.030in Q Right 0.000in Maximum Shear' 1.5 Allowable Shear. 0.64 k 0.64 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Job # Date: 10:06AM, 12 JUN 03 7 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.64k Max 1.64 k Dead Load Total Load 0.000 In 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 user: KW- 0602611. Ver 5.0,0, 2- Sep-2002 . (c)19e3 -2002 ENERCALC Engineering Software General Timber Beam Page 1 pt 110001110311calcula lions111031.ecw:CalcuIa Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections Beam 2. DL DL DL Center Span 3.500 In Left Cantilever 7.250 In Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95,0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 248.00 #/ft #Jft #/ft LL LL LL Span= 3.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 280.03 psi Fb 1,080.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 D. @ Center @ Left @ Right 0.72 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 2.76 (v Fv Dead Load -0.003 In 1.500 ft 14,165.0 L. Deft) ... 0.004 In 0.000 In 0.000 in 0,358 • 1 0.7 k -ft 2.8 k -ft at 1.500 ft at 0.000 ft 33.84 psi 95.00 psi Total Load - 0.0071n 1.500 ft 5,523.44 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 388.00 #/ft #/ft #/ft 0.37 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 3.00 ft Lu ft Lu ft Lu Maximum Shear *1.5 Allowable Shear. 0.9 k 2.4 k @ Left 0.95k @Right 0.95k Camber. @ Left 0.000in @ Center 0.004 in @ Right 0.000in 0.37 k Max 0.95k Max 0.95 k Dead Load 0.000 in 0.0 0.000 in 0.0 Job # Date: 10:06AM, 12 JUN 03 0,00 ft 0.00 ft 0.00 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 Rev. 560000 User KW -0602611, Ver 5.8.0, 2-Sep-2002 ` (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p :11000\ 11031 \wlculations\11031.ecw:Calcula Description Summary t LDeflections Load Our. Factor Beam End Fixity Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5 @ Center ( Left @ Right Beam 3. [General information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name 4x10 Beam Width Beam Depth Member Type DL DL DL Span= 12.00ft, Beam Width = 3 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 709.74 psi Fb 935.00 psi 3.500 in 9.250 In Sawn 1.000 Pin -Pin [full Length Uniform Loads Dead oad -0,099 In 6.000 ft 1,447.2 • D.L. Deg) ... 0.149 in 0,000 in 0.000 In 64.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fe Allow E otal Load -0.255 in 6.000 ft 564.78 LL LL LL Title Dsgnn. Description : Scope: ,500in x Depth = 9.25in, Ends are Pin -Pin 0.759 : 1 3.0 k -ft 3.9 k -ft 2.95 k -ft at 6.000 ft 0.00k -ft at 12.000 ft 0.00 k -ft 0.00 k -ft 3.89 Reactions... fv 39.76 psi Left DL Fv 75.00 psi Right DL 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 100.00 #/ft #/ft it/ft Maximum Shear * 1.5 Allowable Shear: 0.38 k 0.38 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ... Length/Defl 12.00 ft Lu ft Lu ft Lu Job # Date: 3:14PM, 5 JUN 03 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.3 k 2.4 k @ Left 0.98 k @Right 0.98 Camber. @ Left 0.000in @ Center 0.149In @ Right 0.000in Max 0.98k Max 0.98 k Dead Load Total Load 0.000 in 0,000 In 0.0 0.0 0.000 in 0,000 in 0.0 0.0 Res. 560000 User: KW -0602611, Ver 5.6.0, 2- Sep-2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:N100011 1031 1calculaIons111Qn.ecw:Calcula Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements [Deflections Section Name 4x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow Po 426.50 psi Fb 900.00 psi Beam 4. i Center Span... Deflection ...Location ...Length/Den Camber ( using 1.5 • D. @ Center @ Left @ Right DL DL DL Center Span 3.500 in Left Cantilever 11.250 In Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1.600.0 ksi LFull Length Uniform Loads Span= 16.00ft, Beam Width = 3.500in x Depth = 11.251n, Ends are Pin -Pin Max Stress Ratio 0.474 : 1 Maximum Moment 2.6 k -ft Allowable 5.5 k -ft Dead Load -0.071 in 8.000 ft 2,703.7 L. Deft) ... 0.107 In 0.000 in 0.000 in 32.00 #/tt #/ft #/ft 2.62k -ft at 0.00 -ft at 0.00 k -ft 0.00 k -ft 5.54 fv 22.19 psi Fv 95.00 psi Total Load -0.182 in 8.000 ft 1,055.12 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 16.00 ft Lu ft Lu ft Lu 50.00 #/ft #/ft #/ft Beam Design OK Job # Date: 10:06AM, 12 JUN 03 ' p Maximum Shear * 1.5 0,9 k Allowable 3.7 k 8.000 ft Shear. @ Left 0.66 k 0.000 ft @ Right 0.66 k Camber: @ Left 0.000in @ Center 0.107in @ Right 0.000 In 0.26 k 0.26 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 0.00 ft 0.00 ft 0.00 ft Max 0.66 k Max 0.66 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 L( Rev 560000 User: KW-060261I. Vet 5.6.0, 2 -Sep -2002 c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 1 p:1110001110311 alculali0ns11 iO31.eay.Calwla Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Deflections Section Name 2x6 Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Beam 5. i DL DL DL 1.500 in 5.500 In Sawn 1.000 Pin -Pin 32.00 #/ft it/ft ft/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Title : Dsgnr: Description : Scope : 3.00 ft Lu ft Lu ft Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi Job # ' ' Date: 3:14PM, 5 JUN 03 0.00 if 0.00 ft 0.00 ft [Full Length Uniform Loads k 50.00 #/ft #/ft it/ft Beam Design OK Span= 3.00ft, Beam Width = 1.5001n x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.208: 1 Maximum Moment 0.1 k -ft Maximum Shear * 1.5 0.1 k Allowable 0.7 k -ft Allowable 0.6 k Max. Positive Moment 0.09 k -ft at 1.500 ft Shear. @ Left 0.12 k Max. Negative Moment 0.00 k -f at 3.000 ft @ Right 0.12 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft © Center 0.0031n Max. M allow 0.70 Reactions... @ Right 0.000in lb 146.38 psi fv 15.57 psi Left DL 0.05 k Max . 0.12 k Fb 1,105,00 psi Fv 75.00 psi Right DL 0.05 k Max 0.12 k Center Span... Dead oad Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.006 in Deflection 0.000 in 0.000 in ...Location 1.500 ft 1.500 ft ...Length/Dell 0.0 0.0 ...LengthiDefl 16,689.3 6,512.89 Right Cantilever... Camber ( using 1.5 • D.L. Defl) ... Deflection 0.000 in 0.000 In © Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right - 0.000 In r L: • 0 LEGEND. E6W 1' { ME 117114. f LEGEND. BEET 'EP ROa PER ELE }• "}• £' Cs W. 065 iTP. . O 11 Q ♦EI FCR DFIEA91W4 iO CGRS �EERen __II }I OEd sno d AFF i `.D,J6T FOR I i 1flJII I 1 i II1 ffffI ' iii POIJI I i i iI, Q _II _ . 4 GARAG — lIIlI ,1,1„ 'I I - - - TO EAR MEAT RN RED DETAIL ]N/SL} fiFt e V4 JO jr N N VJ• RETURN AIR CENTER OF HALL BELOW BLOCK FOR RJR/ REPJRN AIR PLEHTIPI IT E NOTES: •s B • ALL RODR J OISTS TO BE BOG HF. 1 0.O0R .MOTS •I* 00. 1tAE5S NOTED. • ALL FLOOR JOIST TO GE BLOCKED AT SEARKk • PUNS BEARING • RU CP JETS. SEE £NN PLO R NtET 3 FOR SEA'S SISEO. UPPER FLOOR FRAMING PLAN SITTS & HILL ENGINEERS, INC. DESIGNED tril If DATE 7104- TACOMA. WASHINGTON (253) 474-9449 CHECKED DATE PROJECT 8,4 PEVELOPMENT RAM It 156 JOB 1041 SHEET 13 OF I f T I -P-1 I j I r.-- ki „ k l.. I • ; .,_,_i !,- ..-,-: . , . . hill L ig H _ r --- 7 r . , _ 1 tl- I ' 1 __ - I 11 , F 1.--i- : r r,. 40E- . 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Rev 560000 User: KW -0602611, Ver 5.6.0, 2- Sep -2002 (c)1983 -2002 ENERCALC Engineering Sonware General Timber Beam Page 1 p:N 1000\11031 calcula0ons \11031.ecw:Calwla Description General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Y Section Name 3.125x10.5 Beam Width 3.125 in Beam Depth - 10.500 in Member Type GluLam Load Our. Factor Beam End Fixity Center Left Cantilever Right Cantilever L Summary !Deflections Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5' (g Center @ Left @ Right Beam 6. DL DL DL 1.000 Pin -Pin Span= 8.00ft, Beam Width = 3.125in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 922.85 psi Fb 2,400.00 psi Dead Load -0.034 in 4.000 ft 2,798.3 D.L. Defl) ... 0.051 In 0.000 In 0.000 In 4.42 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 11.48 fv Re 202.00 #/ft #/1t #/ft 79.13 psi 165.00 psi Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi Depth = 10.5in, Ends are Pin -Pin 0.480 : 1 4.4 k -ft 11.5 k -ft at 4.000 ft at 0.000 ft Total Load -0.094 in 4.000 ft 1,024.02 LL LL LL Reactions... Left DL Right OL 350.00 Nft #/ft Wit 8.00ft Lu ft Lu ft Lu !Full Length Uniform Loads 2.6 k 5.4 k @Left 2.21k @ Right 2.21 k Camber. @ Left 0.000In © Center 0.051 in CO Right 0.000in Maximum Shear * 1.5 Allowable Shear. 0.81 k 0,81 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 2.21 k Max 2.21 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 /4 L Rev: 560000 User: KW -0602611, Ver 5.6.0, 2- Sep-2002 (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 pd11000111031l alculalionsU 1031.ecw.Calcula Description Beam 7. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements i Section Name 3.125x10.5 Beam Width 3125 in Beam Depth Member Type Load Dur. Factor Beam End Fixity 10.500 In GluLam 1.000 #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Pin -Pin Trapezoidal Loads 298.00 *ft 298.00 #/ft 90.00 #Jft 90.00 #/ft [Point Loads Dead Load Live Load ...distance Summary 1,000.0 lbs lbs 5.000 ft t Span= 6.00ft, Beam Width = 3.1251n x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0 • 1 Maximum Moment 4.0 k -ft Maximum Shear * 1.5 4.3 k Allowable 11.5 k -ft Allowable 5.4 k Max Positive Moment 4.00 k -ft at 3.168 ft Shear. @ Left 2.53 k Max. Negative Moment 0.00 k -ft at 0.000 ft © Right 2.85 k Max @ Left Support Max @ Right Support Max. M allow fb 835.92 psi Fb 2,400.00 psi lbs lbs 0.000 ft 0.00 k -ft 0.00 k -ft 1.48 fv 130.44 psi Fv 165.00 psi 1 @ Left 0.000 In © Right 0.000 In LL @ Left LL @ Right LL g Left LL @ Right lbs lbs 0.000 ft Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksl 500.00 #/ft 500.00 #/ft 300.00 #/ft 300.00 #/ft tbs lbs 0.000 ft 1.04 k 6.00 Lu ft Lu ft Lu Camber: © Left 0.000in @ Center 0.033in @ Right 0.000in 1.54 k Start Loc 0.000 ft End Loc 5.000 ft Start Loc 5.000 ft End Loc 6.000 ft lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 in 0.0 Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Beam Design OK Max 2.53k Max 2.655 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.022 in -0.048 In Deflection 0.000 in 0 000 in ...Location 3.120 ft 3.048 ft ...Length/Defl 0.0 0.0 ...Length/Deft 3,240.9 1,488.88 Right Cantilever... Camber ( using 1.5 ` D.L. Dell) ... Deflection © Center 0.033 In ...Length/Defl 0.000 in 0.0 Rev: 580000 User KW -0602611, Ver 5.5.0, 2-Sep-2002 (c)1903 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p911000N 1031 \calculations \b 1031.ecw:Calcula Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements [Deflections Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary 1 Span- 15.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Q Left Support Max i Right Support Max. M allow fb 820.45 psi Fb 935.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. i Center Left © Right Beam 8. DL DL DL 1.500In 9.2501n Sawn 1.000 Pin -Pin pead Load -0.106 in 7.500 ft 1,693.7 L. Defl) ... 0.159 in 0.000 in 0.000 In 12.00 #/ft Nit #11 Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Mow Fv Allow Fc Mow E = 1.5001n x Depth = 9.251n, Ends are Pin -Pin 0.877 • 1 1.5 k -ft 1.7 k -ft 1.46 k -ft at 7.500 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 1.67 Reactions... fv 38.11 psi Left DL Fv 75.00 psi Right DL Total Load -0.461 in 7.500 ft 390.85 LL LL LL Title : Dsgnr: Description : Scope: 15.00 ft ft ft 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi [Full Length Uniform Loads 40.00 #/ ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear. 0.09 k 0.09 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Job # Date: 3:14PM, 5 JUN 03 /` 0.00 ft 0.00 ft 0,00 ft Beam Design OK 0.5 k 1.0 k ig) Left 0.39 k Ed Right 0.39 k Camber. @ Left 0.000in @ Center 0.159in Right 0.000 in Max 0.39k Max 0.39 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 In 0.000 in 0.0 0.0 Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (6)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p.. 110001110311calculaIons111031 .ecw:Calcuia Description 'General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements i Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary [Deflections Center Span... Deflection ,..Location ...Length/Defl Camber ( using 1.5 • @ Center @ Left @ Right Beam 9. t Span= 4.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.406 : 1 Maximum Moment Allowable Max Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max M allow tb 325.06 psi Fb 990.00 psi DL DL DL Center Span 3.500 in Left Cantilever 9.250 In Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 1.35 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 N Fv Dead oad -0.002 In /000 ft 19,730.5 D.L. Deft ) ... 0.004 in 0.000 In 0.000 in 156.00 #!ft #/ft #/ft 1.4 k -ft 4.1 k -ft at at 38.59 psi 95.00 psi Total Load -0.011 In 2.000 ft 4,553.19 LL LL LL Title : Dsgnr: Description : Scope: 520.00 #/ft #/ft #/ft Maximum Shear * 1.5 1 . 2 k Allowable 3.1 k 2.000 ft Shear. @ Left 1.35 k 0.000 ft © Right 1.35 k Camber. © Left 0.000 in @ Center 0.004 in @ Right 0.000in Reactions... Left DL - 0.31 k Right DL 0.31 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 4.00 ft Lu ft Lu ft Lu Job# /7 Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.35 Max 1.35 k Dead Load Total Load 0.000 In 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 . Rev. 560000 User. KW- 0602811. Ver 5.6.0, 2- Sep-2002 (0983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 pa11000%11031kalculalons i 1031.ecwCalcula Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements [Deflections Section Name Prilm: 3.5x9.25 Beam Width 3.500 in Beam Depth 9.250 in Member Type Sawn Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 1,395.67 psi Fb 2,900.00 psi Beam 10. I Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D @ Center @ Left @ Right DL DL DL 1.000 Pin -Pin [full Length Uniform Loads I Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.481 ; 1 Maximum Moment 5.8 k -ft Allowable 12.1 k -ft Dead Load -0.031 in 3.000 ft 2,326.5 .L. Deft) ... 0.046 In 0.000 fn 0.000 in 490.00 #/ft #/ft #/ft 5.80k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 12.06 N 133.40 psi Fv 290.00 psi Center Span 6.00 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow Fv Allow Fc Allow E Total Load -0.081 in 3.000 ft 883.71 LL LL LL Title : Dsgnr: Description : Scope: 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 800.00 #/ ft #!ft #/ft Job # /� Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Beam Design OK Maximum Shear * 1.5 4.3 k Allowable 9.4 k 3.000 ft Shear. @ Left 3.87k 6.000 ft @ Right 3.87 k Camber: @ Left 0.000in @ Center 0.046in Reactions... @ Right 0.000in Left DL 1.47 k Max 3.87k Right DL 1.47 k Max 3.87 k Dead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 , .._ • i_- I ;-, 4 , 1 : r .,I.I_LL.: .1--L 1-+ • !---‘--! 1 !----1 4.-L4 4-1-1 141 4-1-t ±! 1 r .• : ' L.-1--"-i- - -- 7 i rm r li• 1 I , I II tt - :: -" • 7 : , 1 r ;;. • 1 I • ,I, ' L - Wbt .- ' 1 97. -- ; 2 1-! -, ...-;•• (c o r i :2 !---1-• : --4.--! 1-4,- : r .• :! --I I --I -- W I C- - ' • ---I- 1 • • ri 7 4 t . ...;, - 1-1447: f r ..L_ I j ' ::_-_-- - 7: 7: I r.±1 kr _ , r _ i __ i ._.‘ . : __'..... .L. __.! r _j_.1 4_1_ ,_.., , .1ilpilLT-11_:TILL-LI-L1-1 L '"' .r.. IT' Tri...■ --. , .0 L __. L • : 1--- ! I n--1 -4- • 4-1 1 1 , - Iit L I - -1 L W I r ' ---- ' - - - ---- . ' L-1 L r -- I : ' i • ' — )- 1 I 1 41 I I ( T f 7 • .±-: ' 1- -Itii=t, 1-1 • , . I 1 ■ . E - ' 7-r- ; - t ' Lill". 77 —. ! Li L [.. I I 1 I 1 : • n 1 - 1 ! FI-. , - • ---:- '---- -+- r • r! I 1 ; ; , .._ . • • _L __ .__:' ___:._ _.--- 1 1 t rtil... I -- ,___, 1 . • -- - 1 1. : ' i , - 7 1-11 11 , 1 1- 1 - ttrrIr , • 7 L ; ; , 1 , 1 j LT : ijk . • • % % . ! % . ' ....4=y,.)-o: t›-F .#' 1 1 • ' -z- 1:-+1 1 1 I . i 1 4.4_,.: • • — i _ . Fit i ... -. . __.. __ ,i Pi i ri-• r- . _.. — ___, ,_,__1 1 ._i_, 1 _,_, , - -. 1 ---•._ . 114 , , - 1 4-1_ i .Uij _- .1___ ._. ELL_I ---- " ,_.• . .,_._.: 1 i - r — r---- - , i I I 1 7 i , __ .H • H L-I-4 1--fi - et- 4 i ':'-'2. • ;- I +1- : 7 . . 4- ' , ' i L. 1 •-;-! 414-17-11+4 • , , I , ; . . • , ' . L--L-;-_-_• ) 4- :4T3. ---' - • LI-I - 4 1 ' I i .—, ! ! H- , : --- -I . • -- I • I 1 .--- , . 1 , j 1 . , • , i , T __ 4_ . 1 r ! . li• 117 1 -1 t : • • i.-j-4 • , -ti -M, .,__: I-- ,..±.., f,-,...,... ..■....■ --:- ----: • ± ' • 11.' HI 1 1 .:. L ! LL - ;--L. ; . ] ;....- • ; - _f.G•:._ :-T I ; — --; ' ; • --tr.- ; • 1-.4. .--, --• 7_7 j r•---;--r _____: .. ir i_ 4.tA i_-_L-_ttz.f_4_2, E, . I ! i . , , _4_ - f ' _ ._ • :7 : .. , • . f-i.--Hi 1 --r-i : . I ' 4+1 : i oninomminolamain , . , ' I MI -I ':: Iji I I 1 ± nil . 1._LAT -Th - F - ' I1M 41H iLL/ 1 I. i_ L —. ,-7-, 7---. 77-1711V71? : 1 ;--F- - "--- -.1 • , i _L.. ' _IL j 4._;_ . _ . , ; • , I , _i_ i_ - — ! . i •-i , ,r( 1 , , , I , , j _._ j._. L _ L.: Li_ ! i.-( -...---: -•-- ---:--. _l_. LI 1 i f__L 1 ' .-- 7 - . ,- - - '• - ••• : • - ... __ .. . ,1 i i,:i r ,• _ .. — -4 r =1. ' .i. I 4 41•1": i . ....T . 7 • --"" - ••' I - i• 1-1-f 2::: - i : H •E, . . •.7-17 :--r) 1 r tz. i __, -- :, - ..:::: ,e, - 7 ---- i_f_-_: =1 2=0 PT - -7 . - i•-. --1' ! -. 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I 1_1_ I Lt. _LL.111._. -.. _l_t_l_l___I_L I_ ,_ SITTS & HILL TACOMA, WASHINGTON PROJECT 13.4st ENGINEERS, INC. (253) 474-9449 TLVII ?LAW DESIGNED gi DATE 7/cf CHECKED 4)5 JOB 11/74 DATE SHEET I? OF Rev. 560000 User: KW-0502611, Vet 5.6.0, 2- Sep-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 p111000\ 110311calwlalons t11031.ecw.Calala Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements [Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Beam 11. 3.500 in 9.250 In Sawn 1.000 Pin -Pin [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Center Span... Deflection ...Location ...Length/Dell Camber ( using 1.5 © Center © Left @ Right I DL DL DL Span= 5.00ft, Beam Width = 3. Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 468.83 psi Fb 990.00 psi Fv Dead Load -0.005 In 2.500 ft 10,943.6 *D.L. Deft)... 0.008 In 0.000 In 0.000 In 144.00 #/ft #/ft #/ft 500in x Depth = 9.25in, 0.530 : 1 1.9 k -ft 4.1 k -ft 1.95 k -ft at 2.500 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 4.12 fv 50.31 psi 95.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.024 in 2.500 ft 2,525.50 LL LL LL Ends are Pin -Pin Reactions... Left DL Right DL Tine : Dsgnr: Description: Scope: 5.00 ft ft ft 900.0 psi 95.0 psi 625.0 psi 1,600.0 ksl 480.00 #/ft #/ft ft/ft 0.36 k 0.36 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Lu Lu Lu Maximum Shear * 1.5 Allowable Shear: Job # Date: 3:14PM, 5 JUN 03 20 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.6 k 3.1 k @ Left 1.56k @ Right 1.56k Camber. @ Left 0.000 in @ Center 0.008 in @ Right 0.000 in Max 1.56k Max 1.56k Dead Load Tote Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: KW-0602611, Ver 5.6.0, 2- Sep-2002 (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 PM 10001110311caimlailons111031 .ecw:Calcula Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 'lull Length Uniform Loads 1 Summary [Deflections Section Name 3.125x16.5 Beam WIdth 3.125 In Beam Depth 16.500 in Member Type GluLam Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Max. Positive Moment Max. Negative Moment Max 191 Left Support Max © Right Support Max M allow 1b 2,069.72 psi Fb 2,400.00 psi Center Span... Deflection _.Location ...Length/Deft Camber ( using 1.5 Center Left Right Beam 12. DL DL DL 1.000 Pin -Pin Span= 17.00ft, Beam Width = 3.125in x Depth = 16.51n, Ends are Pin -Pin Max Stress Ratio 0 862 : 1 Maximum Moment 24.5 k -ft Allowable 28.4 k -ft 0.00 k -ft 0.00 k -ft 28.36 fv Fv Dead Load -0.236 in 8.500 ft 865.9 •D.L. Deft )... 0.353 in 0.000 In 0.000 In 24.46 k -ft 0.00 k -ft 264.00 #/ft #/ft #/ft 140.62 psi 165.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E at 8.500 ft at 17.000 ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 17.00 ft Lu ft Lu ft Lu 2,400.0 psi 165.0 psi 560.0 psi 1,800.0 Its! 413.00 #/ft #/ft #/ft Maximum Shear' 1.5 Allowable Shear: 2.24 k 2.24 k Total Load Left Cantilever... -0.604 in Deflection 8.500 ft ...Length/Defl 337.65 Right Cantilever... Deflection ...LengthlDefl Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 7.3 k 8.5 k @ Left 5.75k igg Right 5.75 k Camber: CO Left 0.000 in Q Center 0.353in © Right 0.000in Max 5.75 k Max 5.75 k Dead Loatl Total Load 0.000 In 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev. 560000 User. KW -0602611. Ver 5.6.0. 2-Sep-2002 (5)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 M p\11000\11031\calculations\1 1031.ecw.Calcula Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements r Section Name 5.125x13.5 Beam Width 5.125In Beam Depth 13.500 in Member Type GluLam Load Dur. Factor Beam End Fixity Full Length Uniform Loads r Center Left Cantilever Right Cantilever Summary [Deflections Beam 13. DL DL • DL 1.000 Pin -Pin 132.00 #/ft #/ft #/ft LL LL LL Title : Dsgnr. Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi 19.00ft Lu ft Lu ft Lu 440.00 #/ft #/ft #/ft Job # Date: 3:14PM, 5 JUN 03 2 � 0.00 ft 0.00 ft 0.00 ft Beam Design OK Span= 19.00ft, Beam Width = 5.1251n x Depth = 13.51n, Ends are Pin -Pin Max Stress Ratio 0.831 : 1 Maximum Moment 25.8 k -ft Maximum Shear * 1.5 7 . 2 k Allowable 31.1 k -ft Allowable 11.4 k Max. Positive Moment 25.81 k -ft at 9.500 ft Shear. @ Left 5.43k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 5.43 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.307 in Max. M allow 31.08 Reactions... @ Right 0.000 in lb 1,989.68 psi N 104.62 psi Left DL 125 k Max 5.43 k Fb 2,395.76 psi Fv 165.00 psi Right DL 1.25 k Max 5.43 k Center Span... pead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.205 in -0.887 in Deflection 0.000 in 0.000 in ...Location 9.500 ft 9.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,114.2 257.12 Right Cantilever... Camber ( using 1.5' D.L. Deg ) ... Deflection 0.000 In 0.000 in @ Center 0.307 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Rev: 560000 User: KW-0602611. Ver 5.6.0, 2- Sep -2002 (e)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p6110001110311cal culallons111031.ecwCalcub Description General Information Calculations are designed to 1997 NDS and 1997 USC Requirements [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 Max @ Left Support Max @ Right Support Max M allow fb 686.66 psi Fb 935.00 psi Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5 @ Center @ Left @ Right Beam 14. 1 DL DL DL 1.500 in 9.250 In Sawn 1.000 Pin -Pin 0.00 k -ft 0.00 kft 1.67 fv Fv Dead Load - 0.0581n 6.000 ft 2,481.0 • DI. Deft )... 0.087 In 0.000 in 0.000 In 16.00 #/ft #/ft #/ft 38.48 psi 75.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Mow Fc Allow E otal Load -0.247 in 6.000 ft 583.78 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 12.00 ft ft ft 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksl 52.00 #/ft #/ft *ft Span= 12.00ft, Beam Width = 1.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.734 : 1 Maximum Moment 1.2 k -ft Maximum Shear * 1.5 Allowable 1 . 7 k Allowable Max. Positive Moment 1.22 k -ft at 6.000 ft Shear. Max. Negative Moment 0.00 k -ft at 0.000 ft 0.10 k 0.10 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Job # Date: 3:14PM, 5 JUN 03 23 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.5 k 1.0 k @ Left 0.41 k @ Right 0.41 k Camber: @ Left 0.000 in @ Center 0.087in @ Right 0.000 in Max 0.41 k Max 0.41 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 In 0.0 0.0 Rev: 560000 User. KW- 0602611. Ver 5.6.0, 2 -Sep -2002 (c)1983 -2002 EUERCALC Engineering Sof ware General Timber Beam Page 1 p:U 1000111O311calcufafcns111031 .ecwCalcufa Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x16.5 Beam Width 3.125 in Beam Depth 16.500 in Member Type GluLam Load Dur. Factor Beam End Fixity Full Length Uniform Loads I L Deflections Center Left Cantilever Right Cantilever L Summary Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @Left Right n Beam 15. I Max. M allow tb 1,890.33 psi Fb 2,400.00 psi DL DL ■ DL 1.000 Pin -Pin Span = 19.00ft, Beam Width = 3.125in x Depth = 16 5in Ends are Pin -Pin Max Stress Ratio 0.785 : 1 Maximum Moment 22.3 k -ft Allowable 28.4 k -ft Max. Positive Moment 22.34 k -ft at 9.500 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support Max C Right Support 0.00 k -ft 0.00 k -ft 28.36 fv Fv Dead oad -0.267 in 9.500 ft 852.8 • D.L Defi) ... 0.401 in 0.000 In 0.000 In 192.00 #/ft #/ft #/ft 117.10 psi 165.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E Total Load -0.689 in 9.500 ft 330.78 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 19.00 ft Lu ft Lu ft Lu 2400.0 psf 165.0 psi 560.0 psi 1,800.0 ksi 303.00 #/ft #/ft #/ft 6.0 k 8.5 k @ Left 4.70 k @ Right 4.70 k Camber. @Left 0.000 in @ Center 0.401 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear. 1.82 k 1.82 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Job # ,A Date: 3:14PM, 5 JUN 03 .24.. 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 4.70 k Max 4.70 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 16 r ? j 17 1,_ - ' -; .' i +1:k.: • ..J__. : 1 V ..__, • _; 1 - L . _1 _ ,...• , _. ___. ._.! , .....e..;....k!-,t-T -, i•- ,-.--i, .-- -- , •-••-• ----.1 • t • I i ..--i,-,J i-,,i-; -,-7-/, • 7 - i : 77": 1 _kf , 1 - ' . 1 ' r ; ; ' - - 1 ) 7_1 -__ .- •,-: /-; : r- - 7 I- 1 . ! i . ' -,- __ - 1 - 1 - Ti - , --7.. --- - — __ 1_-4 I ' ; r_4_, 1..4_ - ..__ 1._ . yic ' •. PT Ai i .1-i I i i t-. t : i 2..., i.H. 4 _ • __. ' - - • -- -- j 2' I --) I 4-1- ! I . 1 _._ k//__. rorr .i - ±„ r r - H. i i 1341-"P--A-.WA- ! " !---I- ,--).- y 7 4 -L- __ :hi .-- , __. .._L7 -;.- i + .i :_ - ---- ' -ti ; - r - ,. I ti _ . _ -...... .1 --■.-- ' ..4..-, . • t , T 1-i-1 1-.- '1 i r • . E . . - r • FI ET' ---, - - ! --- H - .._ - FT- - 7. • _.___}. . . , • . . i • 4-1 1" -•- - ; -, --- _L. I f 1 I 1 1 1 l , - • ; LI E . t 1 - • • ; . . 1 ... 1 • -7L 7 ' ; , !_i_i : ._ . . - • 7 • - IT i - 1 -.-_.. • 1 H t I -- --- - , 941 . - ' -1 • I ! Th1 i . , -r- ',- 7 1 ' 1 - _, 0 , !.- .: , ) 7e:417 ft) n _ ii .-- ,- -- • 1 -T - LIT I ' . 1 -1---. J._ T7 ; 7 , . --,-- I - rt ' 7 .,. 7 _ _L._ 1 / C0.19:1:N._ ._ _. ..__-__ 1- __' rip T ... ;7 _ .... , .... , +, _ - _ _ -; rim :Li -- ,- i - t - (,)•Zkatf - -- ; • 7- ' ' . i i_ '4-1 r LiH i-t-f ri--1- :--, -- 7 - 7" : 2- -• _ ,.._ -1 "HI 1 ' 'FE , --- F - i . i ; 1 . I ....,_ • • i I 1 , I FH--• 1 ---" • - i i -E hl 1 ; ;;; / • 4 i : - Id 1 i ld :; , r If ;II; '-;- ' • •• 1 i nyril_LL -1---- If, ; . 1 1 11 • .:1,• til! . T T; 4 • • ; : ' j ! I ; ' h ' „ L_I ., ti ; 1 in l • r .. . , ; H; HT , . . 1 . , i . 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TACOMA, WASHINGTON (253) 474-9449 PROJECT 34-y NwaverAiz-ivr PLAN 4 255 DESIGNED 3020 ft DATE 7 / JOB 11/7 CHECKED DATE SHEET 2 V OF SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Irax (253) 474 -0153 PROJECT :CHARTER HOMES 2550 PLAN 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB 16. w/ 5.7kips Loads Maximum Load For (3) -2x6 HF #2 Built up Wood Post F 1300-psi CD:= 1 CFb:= 1 CM:= 1 C t := 1 C 1 C := 1.1 E:= 1300000-psi F" F •C C F" 1430 psi (3) -2x6 HF #2 Built Up Post Properties F,:= c D' Fc c= P Axial Load Capacity Slenderness Ratio (SL) SL = — C:= 0.8 Keg := 0.3 KCE•E' PCE SL CF FCE = 677 psi S := II -2 FCE FOE 2 ] +— I +— Fcs F c F T.: C Kr 2 -C F': =CPF " 593 psi P : =F'iA 3 HF#2 Built Up Post in a Wall P, = 146781b Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000-psf Pm := 5700-lb P•FL Fwidtb :_ Sb Fw dd = 2.8 ft H 9•ft psf := psr plf := psf•ft lb := plf•ft 144 Kr:= 1 ( 0.6 for unbraced nailed built up posts - 0.75 for bolted) h:= (3)•1.5•in t =5.5•in A:= t -h A = 24.8 in t•h I:= — 12 C = 0.4 I = 41.8 in S = 18.6 in USE 24 "x24 "x10" Ftq. w/ (2) #4 Bars Ea. Way. CHARTER HOMES 2550 PLAN zt SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 Telephone (253) 474 -9449 Vox' (253) 4740153 PROJECT :CHARTER HOMES 2550 PLAN zI-- 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB 17. w/ 5.4kips Loads Maximum Load For (3) -2x4 HF #2 Built up Wood Post F 1300•psi CD:= 1 C := 1 Cm = 1 C I Ct 1 CFc:= 1.1 E' := 1300000•psi F" F •C C F" 1430 psi (3) HF #2 Built Up Post Properties F", ^ c D' Fc c = P Axial Load Capacity Slenderness Ratio (SL) SL := h FOE :– SL C K C e 'E' F , c := C F c C: =0.8 K =0.3 Spread Footing Design Soil Bearing Pressure (S Fcg = 677 psi 2- I'm 1 + F� Fa F" F" c c F`', C 2•C Sb := 2000•psf Pm := 5400•lb C _ Kt H := 9•ft psf := pst plf := psf•ft lb := plf•ft 144 1C. := 1 (K = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h:= (3)•1.5•in t 3.5•in A:= t•h A= 15.8in t 3 I: h I = 26.6in4 12 S:= 11 - S= 11.8in h C = 0.4 F' = 593 psi P m , x � P .A 3 -2x4 HF #2 Built Up Post in a Wall P ax = 93401b P•n, Fwidtb sb Fwidfi = 2.711 USE 1' continuous footing ok. CHARTER HOMES 2550 PLAN ■ f I ), i 4 k 4 -, -; i , --7 , Hi . • r 0 i . . ' - y i i ie , l_ti_ . .._ h i : t-tt 41_1_!_l_ 1 _• • r i i- . -- --- _. ,_ : ; • l 1 ; ! 1 1 1 i_ - ,t-, I Li, i , , _L i .11 r1.1.. . --- '------- L, i _ i i :-.. i a_r_ ikt 12 a ;41-.-1zi/2: -- 1 - ._%0 - 7. - - - 7.?.0).1 :...± It i_i_•,_ 'I_ .. - I • •I Tri TT i ut ____ --i ! -1-• 1- -U-6. -71 L, . - --- ' LA-1 -- - : 'T :---- 7 ..L., i . • L. • ' ' 1 ' 'F_ ■ _LL if.zi--f-•=1 "-LI .._. . .. 1 .. _I I ; Lk{ ",- LI--; • - - 4 1 .,-: •17 f t 1 . fri i L ' LI LL l• : i : t : !T, -.---2 H : 11 I . t i 1 -"- -:.: t• i t i ! 1 • . • ' 44 k-i. 1,1 1 H ' ' 1 r , 4 ; 4-- i 1 -1 it •:-.: :;:ii . T -7 _ 4 I-- — -- l 4-- '• '- CT 1 ..._ -ii r t ,. 1•,1,,,", — — -- , - , - 4 -.; 77 • i i 4 4_7 - i -- --- ' , • ' lit ' -- :I. . L-I .7__..____I 1 ._i_i_.. i AL 1 . . • ' I i. —, it- -1-- I L -f ± . --I--t --. -- . . ' 1 ' ini!H. 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It Om i i --- i ' ' - H I amp..., an OM lallim 1 _ 44 H : I-1-1 . •••• I. • 7 I • .. • 1•••••••••• inflawIlloillliisl ( I ' • mammalian° summisouni a N ," as ma I .. . n L. mm 1 H • , a matmanfillillna =in I __ i 1 t i RN i • • . 1 i . • • • 11111 MEE EM •___E . ILI i i 4-1- 44-1 ' 'It -- 1 ERNI 1 NEWS 1 1 1 I ' ' • 1 1 j ! 1 , 1_1_1. 1 ILI i i Li. . _111_1_1. _1_1 _I__ ! _ SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON PROJECT BA-I (253) 474-9449 )vE-Lerni 7Lifit/ .z5,5 DESIGNED 434- DATE CHECKED DATE 7/0f JOB i/J74/ SHEET 28- OP 4' -] N• S' -3' 5' -0 V4• CI 5 ' -3 3/4• 4' -II IA• 'WWI<£:?i.,.S 11 k 1 CP 1E1 • C RAWL 7:{u t4" SPACE 3 .... S' i'�7;L?affi'�s�' I s A Y I r'I � I -_ 1 S•IRI CLEARANCE MOOS " • r.1 T FLOOR AMTS. - i MIL VIBOEM ' f BLACK VAPOR SAILER OVER A Y : ERTME CRM/YAK F I , . 5' -0• 9' -0• 5' -0^ 5' -0• •� 0 :T. 1 I r "4-o- {Iasi I4 I 1, rt -0—i 1-- 4.mvrt t, ym r t, t.,I I a - I '-F— - 1-®-F- - —+-. 1- i F-- I t I L- J OI L bJ L +, L tl L SJ L 6j1 i. t fa ' itt,..1 °BPL�CE I M1 }] I 0• 3 -'• 3' -i• 3' -b' 3' -6 3/1• 3' -S N• 3' -m• 1' -0 W' 3' -0 V4• 3• -m I' Y4`.JI' L3 I , r 1 1 r 1 r 2,,, m y 1 r 1 r 1 ° ' — 1 r 1 r -1 • ' .. 1- 1-4-0-1— I 1-0-x F t- P ITrf F -tr N� ,.,,. ('} I i I # _? 1 J LL.21 L J L_ • 1 • 'J § L ?J L ¢J L_7oL?Ila72 L 1 4a roar AT ' H 56W arLI@ ^ Y (]1 M4 POST I r _, l, E r. 1 r I i J 646 POST 36 j rA x. 0045(10' CO.0 I ... L' �• r.] 3/4.� ] 0• I 1I ]' -B' l' -8 V4• 1f 4'•i' 4' -i' 4' -i' 4' -i' r { 1 r I � l I( It BA WAY AT tl'O 1 =45ARa t n r , r 1n r f I .N r .. : L — — •:'s/iRea' ? •t + ss>✓t l 1aJ s- vJ �— a y 'AS' L u aE — i � _ _ it i � ° L_ iN „� roar ,, r9 ';� . I ac I I ! E 413 1 1 IC I I I — I_ — — I GONG SLAG IN 1 1 1 1 7-2?' a : - 1, a pt 7 S. TOWARD* OR 00OR3. T ' t • y j j1 p R45OR11a19 MC { - CA r, i i. I I I I r %I GONG 6TOOl• o L j a A . LOSER a• FRONT 6WRA LOSER ae ' aeATatt carnwous foorlis v J ` 7' -i - i. N• AS S'•5 N• ' RAM CONC. STEM WLL AS TO YAdT2 CL,CR - ' C ' 0 Y' - 3' v C CRETE NAD 40 -0• L ® L530C. NEST I- STRAP 1 LEGEN, NEET'N• 34' - 0• BN5 v uR. u• o< FOUNDATION PLAN 6 ' -o . a Rev: 560000 User. KW -0602611, Ver 5.6.0, 2- Sep -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 1 p:\1 1000\ 11031 \calculallons \11031.ecw:Caicula Description Beam 18. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity 3.500 In 9.250 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0 he! [Full Length Uniform Loads [Deflections Center Left Cantilever Right Cantilever Summary Span= 3.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max M allow 1b 508.05 psi Fb 990.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right DL DL DL I Dead Load -0.003 In 1.750 ft 12,090.8 • D.L. Deft) ... 0.005 in 0.000 In 0.000 in ' 380.00 ft/ft #/ft #/ft Total Load -0.013 in 1.750 ft 3,329.34 LL LL LL = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.660 : 1 2.1 k -ft 4.1 k -ft 2.11 k -ft at 1.750 ft 0.00k -ft at 3.500 ft 0.00 k -ft 0.00 k - ft 4.12 Reactions... tv 62.66 psi Left DL Fv 95.00 psi Right DL Title : Dsgnr. Description : Scope: 0.66 k 3.50 ft ft ft 1,000.00 #/ft #/ft #/ft 0.66 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Maximum Shear * 1.5 Allowable Shear. Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 2.0 k 3.1 k @ Left 2.41 k @ Right 2.41 k Camber: @ Left 0.000 in @ Center 0.005in @ Right 0.000 in Max 2.41 k Max 2.41 k Dead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 In 0.000 In 0.0 0.0 Rev: 560000 User: KW-0602611, Ver 5.5.0. 2 -Sep -2002 _ (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 P:\ 71000\ 1103ncalculations \11031.ecwCalcula Description Summary Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Beam 19. Title : Dsgnr: Description : Scope: 'General Information Calculations are designed to 1997 NDS and 1997 (MC Requirements II Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fe Mow 625.0 psi E 1,600.0 ksi [Full Length Uniform Loads f DL DL DL 150.00 #/ft #/ft #/ft LL LL LL 500.00 #/ft #/ft #/ft 4.50 ft Lu ft Lu ft Lu Span- 4.50ft, Beam Width = 3.5001n x Depth = 9.25M, Ends are Pin -Pin Max Stress Ratio 0.474: 1 Maximum Moment 1.6 k -ft Maximum Shear * 1.5 Allowable 4.1 k -ft Allowable Max. Positive Moment 1.65 k -ft at 2.250 ft Shear. Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support Max @ Right Support Max. M allow Ib 395.58 psi Fb 990.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • @ Center @ Left @ Right 0.00 k -ft 0.00 k -ft 4.12 fv Fv 44.99 psi 95.00 psi Reactions... Left DL Right DL 0.34 k 0.34 k Dead Load Total Load Left Cantilever... -0.004 in -0.016 in Deflection 2.250 ft 2.250 ft ...Length/Defl 14,411.6 3.325.76 Right Cantilever... D.L. Defl ) ... Deflection 0.006 In ...Length/Defl 0.000 In 0.000 In 1.5 k 3.1 k @ Left 1.46 k @ Right 1.46k Camber. @ Left 0.000in @ Center 0.006in © Right 0.000 in Max 1.46k Max 1.46 k Dead Load 0.000 in 0.0 0.000 in 0.0 Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK otal Load 0.000 in 0.0 0.000 in 0.0 3( V ey: 560000 User: KW -0602811. Ver 5.6.0, 2- Sep-2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 I p911000\ 11031\ calculations111031.ecw:Calcvla Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements [Deflections Section Name 2x10 Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Beam 20. DL DL DL 1.500 in 9.250 In Sawn 1.000 Pin -Pin 16.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Title : Dsgnr Description : Scope: 13.00ft Lu ft Lu ft Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 52.00 #/ft #/ft #/ft Job # Date: 3 :14PM, 5 JUN 03 �Z 0.00 ft 0.00 ft 0.00 ft 'Full Length Uniform Loads Beam Design OK Span= 13.00ft, Beam Width = 1.5001n x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.862: 1 Maximum Moment 1.4 k -ft Maximum Shear * 1.5 0.6 k . Allowable 1 . 7 k - ft Allowable 1 . 0 k Max. Positive Moment 1.44 k -ft at 6.500 ft Shear: Q Left 0.44 k Max. Negative Moment 0.00 k -ft at 0.000 ft Q Right 0.44 k Max Q Left Support 0.00 k -ft Camber. Q Left 0.000 in Max Q Right Support 0.00 k -ft Q Center 0.120 in Max. M allow 1.67 Reactions... Q Right 0.000in lb 805.87 psi Iv 42.43 psi Left DL 0.10 k Max 0.44 k Fb 935.00 psi Fv 75.00 psi Right DL 0.10 k Max 0.44 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.080 In -0.340 In Deflection 0.000 In 0.000 In ...Location 6.500 ft 6.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,9514 459.14 Right Cantilever... Camber ( using 1.5* D.L. Dell ) ... Deflection 0.000 in 0.000 in Q Center 0.120 in ...Length/Defl 0.0 0.0 Q Left 0.000 in Q Right 0.000 In i ❑0'- 0 000❑❑❑❑p ❑❑t= 10000 ❑ ❑❑O 0❑ ° II' 0 ❑ ❑ 0 FRONT ELEVATION 3 CAR GAR e s w V4 ". I'•O" AREA SUMMARY: 3 CAR OARAGE • ex SP. W XeS DO TRIM - Lau W/ ca Awn I •y ROOF FRAMING PLAN 33 J1Fw,ua"� IO•n In• PPLCRPETER SR l•OM. OAR. DR. RAISE CONC. STEM WALL TO A• ACW! CONCRETE *LAG ODRTE•a1S •OOT•G w HEADER • S3 A??. i GARAGE I : •• COC. SLAe-SLOrE s 3• Toulanas OH DOOR tefI S w• b IR GUS - - I BSS CO' TO BE M AP.. SLAB OR PRESSURE TRE4TEO Vl •A 3- 1.11•14-N 6L5 (70.v47 (i) — - - — eLFE - Lf a«nove CCHTMO.IS xD OP 31@bER 117 OR F-4. OPT. v ENO 1/4".I' -0" FOUNDATION PLAN 7 L RAISE °CND STEM WA TO Er' ABWE COnoRRTE BLAB MAIN FLOOR PLAN (3) )•4 (3)]•4 34 Fi SITTS & HILL ENGINEERS, INC. DESIGNED #)!Oil DATE- 7/ JOB na TACOMA, Vd1SI11NGTON (253) 474 -9443 CHECKED PROJECT BA L0RMTWT - pLlw # 2550 DA IE - SHEET ' ✓4 2/ , GM?: &e701 w I6•z /2_ .Z j 1 ^. 1 t, L _ zS 26/v ¢ F -4 2 4 L JL� = 2D•30/2t/0.2.6= ilr> 12 G / tg5 - kA = z°.z6 X52 bSbFi roST UJ /gx? »x17: w 3 -. 130° 130 Iii I L Rev. 560000 User. KW -0602611, Ver 5.6.0, 2- Sep -2002 (c)1983 -2002 ENERCALC Engineering Soaware General Timber Beam Page 1 03110001 11031 \calculaUons \11031.ecw.Calala Description 'General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Full Length Uniform Loads r Deflections Section Name Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Beam 21. 4x12 Center Span 9.00ft Lu 3.500 In Left Cantilever ft Lu 11.250 In Right Cantilever ft Lu 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 DL DL DL 208.00 #/ft #/ft #/ft LL LL LL Scope: Span= 9.00ft. Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 877.17 psi Fb 900.00 psi Center Span... Deflection ...Location ...Length/Den Camber ( using 13 @ Center @ Left @ Right 5.40 k -ft 0.00 k -ft 0.00 k -ft 5.54 fv Fv peed Load -0.046 In 4.500 ft 2,337.1 •D.L. Deft ) ... 0.069 in 0.000 In 0.000 In 0.00 k -ft 0.975 : 1 5.4 k -ft 5.5 k -ft at 4.500 ft at 9.000 ft 72.37 psi 95.00 psi Total Load -0.118 In 4.500 ft 912.05 Reactions... Left DL Right DL Title : Dsgnr: Description : 325.00 #/ft #!ft #/ft Maximum Shear * 1.5 Allowable Shear. 0.94 k 0.94 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Job # Date: 3:14PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 2.8 k 3.7 k @ Left 2.40 k @ Right 2.40 k Camber. @ Left 0.000 in @ Center 0.069In @ Right 0.000in Max 2.40 k Max 2.40 k pead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: KW -0602611. ver5. &0, 2-Sep-2002 (c)19e3•2002 ENERCALC Engineedng Software General Timber Beam Page 1 p:a1 1000\11031 calculations \11031.ecw.CaRvta Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ■ ' Load Our. Factor Beam End Fixity Trapezoidal Loads [Point Loads Dead Load Live Load ...distance Summary [Deflections Section Name Beam Width Beam Depth Member Type #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right Beam 22. Prlim: 3.5x9.25 3.500 In 9.250 in 1,300.0 lbs lbs 3.000 ft t 1.000 Pin -Pin Fv Allow Fc Allow E 336.00 #/ft LL @ Left 336.00 #/ft LL @ Right 96.00 #/ft LL @ Left 96.00 #/ft LL @ Right 336.00 #/ft LL @ Left 336.00 #/ft LL @ Right 1,300.0 lbs lbs 8.000 ft lbs lbs 0.000 ft Span= 11.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ft) 2,141.25 psi Fb 2,900.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right Dead oad -0 325 in 5.500 ft 405.5 • D.L Deft ) ... 0.488 in 0.000 In 0.000 In 0.738 ; 1 8.9 k -ft 111 k -ft 8.91 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 12.06 fv 156.99 psi Fv 290.00 psi Total Load -0.453 in 5.500 ft 291.15 5.500 ft 11.000 ft Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Center Span 11.00ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 427.00 #/ft Start Loc 0.000 It 427.00 Nit End Loc 3.000 ft 52.00 #/ft Start Loc 3.000 It 52.00 #/ft End Loc 8.000 ft 427.00 #/ft Start Loc 8.000 ft 427.00 #/ft End Loc 11.000 ft lbs lbs lbs Ibs lbs lbs 0.000 ft 0.000 ft 0.000 ft Maximum Shear * 1.5 Allowable Shear: 2.55 k 2.55 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Job # Date: 4:22PM, 5 JUN 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 5.1 k 9.4 k @ Left 3.96 k @ Right 3.96 k Camber. @ Left 0.000in @ Center 0.488in @ Right 0.000 in Max 3.96k Max 3.96 k Mead Load Total Load 0.0001n 0.000 in 0.0 0.0 0.000 in 0.000 In 0.0 0.0 lbs lbs 0.000ft 3 7 • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 flax (253) 474 -0153 PROJECT :CHARTER HOMES 2550 PLAN 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB 23. w/ 13.1Kips Load Maximum Load For 6x6 DF #1 Wood Post F 1000-psi CD := 1 Cm:= 1 CM:= 1 C 1 CL:= 1 CF, := 1 E':= 1600000-psi F" F •C C F" 1000 psi 6x6 DF #1 Wood Post Properties F", c D' Fc c = p Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 K := 03 KcE•E' FcE := SL F' C F ", Spread Footing Design Soil Bearing Pressure (S FCE = 1245 psi 2 1 + FcE 1 + FcE Fce _ Fc F'c F CP 2 -C 2-C C F' 761 P max : = F0A Sb 2000•psf Pm := 13100-lb PTL Fwidth := Sb F = 6.5ft H:= 9-ft psf:= pst plf:= psf•ft lb := plf •ft 144 Kf := 1 (K 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 55-in t:= 5.5-in A:= t•h I:= 12 I.2 S :_ — h C =0.8 A = 303 in I = 76.3 in S= 27.7 6x6 DF #1 Wood Post Pmax = 23015 lb USE 36 "x36 "x12" thick Spread footing, w/ 14) #4 Bars Ea. Way CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5897 Telephone (253) 474 -9449 Fax (253) 474-0153 PROJECT :CHARTER HOMES 2550 PLAN 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB 24. w/ 8.4kips Loads Maximum Load For (3) -2x4 HF #2 Suitt up Wood Post F, := 1300-psi CD:= I E':= 1300000-psi F "c Fc CD'CFc Axial Load Capacity Slenderness Ratio (SL) SL :_ — h FOE := KOE•E SL FOE 1 +_ F "c C . 2•C F, := C " C:= 0.8 KOE := 03 Spread Footing Design Soil Bearing Pressure (Sb) F " 1430 psi C = 1 CM := 1 C = 1 C 1 CF := I A FOE = 677 psi Sb 2000•psf Pit := 8400.1b Fi = 593 psi P m ax = P A PTL Fwidtb S b F = 4.221 2 psi H: =9•ft psf HF #2 Built Up Post Properties Kf := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h:= (3)-1.5-in t:= 3.5•in A: =t•h A= 15.8in 3 I. Hi I= 26.6in4 12 S:= 1 - S= 11.8in h C = 0.4 144 pif := psi- 3-2x4 HF #2 Built Up Post in a Wall ' max = 93401b USE 24 "x24 "x10" ftg wl (2) #4 bars ea. way lb := plf•ft CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :CHARTER HOMES 2550 PLAN 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB 25. Check studs wall H := 9-ft psf := P s i plf := psf -ft F := 1300 -psi CD := I Cp := 1.5 CM := 1 C := 1 C := 1 CF := 1.15 Cr: = 1.15 Fb 850-psi F := Fb•CD•CEb.CM-Ct•CL•C F = 1466psi F", := F CD Pe = 1495 psi E':= 1300000-psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL := h FcE .– KCE•E' SL FD F' := Cp F", Pi = 816 psi P max := F A P max = 672916 PTL:= [(16-psf + 40-psf)-1 ft ) + (12-psf + 1.33-ft 32-ft PDL [06•psf).1 — + (12•psf) 2 ft ��•1.33•ft Axial Stress (DL +Wind) CD 1.15 F "c PC C p := C:= 0.8 KCE := 0.3 FcE = 1011 psi F 2 1 + cE FcE F " p 2-C C F " 1719psi 1 + F 1 + F� Fw F " F' F, 2-C 2-C C _ PDL fDL A fDL = 44 psi C = 0.5 Try - 2x6 HF #2 Studs @ 16" o.c. t:= 1.5-in h:= 5.5-in A:= t-h A= 8.3in I th I= 20.8in4 12 5 =– c S= 7.6in lb := plf -ft C = 0.5 F' C F' = 847 psi h 2 PDL = 361 lb PTL = 12821b < P max = 67291b O_K CHARTER HOMES 2550 PLAN 40 SID'S & HILL ENGINEERS INC. 2901 SO. 40th SL, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT :CHARTER HOMES 2550 PLAN 11798 GRAV.2.mcd 8/20/2004 design GWW chk EAB Bending Stresses CD:= 1.15 F'b:= Fb•CD•Cpb-CP1.C F'b = 1686 psi w = 15•psf•1.33•ft 2 w'wineH M := M = 202 ft-lb M S := F, b M f S 8 Combined Stresses F f = 321 psi z f + 1 - 0.2 < 1 O.K. USE 2x6 HF #2 Studs 0 16" o.c. F' _ fix F Exterior wall typical. Cont. wall Footing Design Soil Bearing Pressure (Sb) Sb 2000•psf P•2 = 1282 lb Pit 1.33-ft Fwidth == Sb Fwidth = 0.5 ft S teq = 1.44 in < S = 7.56 in O.K. USE 1'-4" x 8" thick continuous footinq CHARTER HOMES 2550 PLAN el\ SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 6 11-- 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB LATERAL ANALYSIS: BASED ON 2003 INTERNATIONAL BUILDING CODE SEISMIC LOADS BASED ON IBC CHAPTER 16 SEISMIC DESIGN CATEGORY: D2 F := 1 S := 1.379 Sms Fa Ss Sms = 1.4 2 Sos 3 • SDS = 0.9 SITE COEFFICIENT TABLE 1615.1.1 THE MAPPED SPECTRAL ACCELERATION FOR SHORT PERIOD THE MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE ACCELERATION FOR SHORT PERIODS 5% DAMPED DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS R:= 6.5 • THE RESPONSE MODIFICATION FACTOR W BUILDING /STRUCTURE WEIGHT V SEISMIC BASE SHEAR 1.2•S Equation 16 -56 V := tN R Assume p := 1.4 V = 0.17 W Minimum E .= VV p w 1.4 Lateral forces will be distributed along lines of force /resistance. Lines of force /resistance will be investigated for both wind and seismic lateral loads TABLE 1617.6.2 CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th Si, Tacoma, WA 98409 -5697 Telephone (253) 474-9449 Fax (253)474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB WIND - USE SIMPLIFIED WIND LOAD METHOD TO QUALIFY FOR SIMPLIFIED WIND LOAD METHOD, THE STRUCTURE MUST BE: 1) FLAT, GABLED OR HIPPED ROOF; AND 2) THE MEAN ROOF HEIGHT IS LESS THAN THE LEAST HORIZONTAL DIMENSION 34 FEET Ps = ?s, Iw ps30 WHERE: WIND EXPOSURE = B 85 mph WIND SPEED a, = ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE (TABLE 1609.6.2.1(4)) Iw = IMPORTANT FACTOR (TABLE 1609.5) ps30 = SIMPLIFIED DESIGN WIND PRESSURE FOR EXPOSURE B AT h = 30 FEET, AND FOR Iw = 1.0 (TABLE 1609.6.2.1(1)) Mean Roof Height (ft) Wind Exposure B C D 15' 1.00 1.21 1.47 20' 1.00 1.29 1.55 25' 1.00 1.35 1.61 30' 1.00 1.40 1.66 35' 1.05 1.45 1.70 MEAN ROOF HEIGHT FOR THE BUILDING IS 24' R =1.0 L:= 1.0 CHARTER HOMES 2550 PLAN 43 SITTS & HILL ENGINEERS INC. 2901 SO. 40th Si, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB ps30 @ Basic Wind Speed 85 mph Zones Horizontal Pressure (ps() Roof Angle Roof Rise Load A B C D (degree) in 12" Case - - - - 0 - 5 Flat 1 11.5 -5.9 7.6 -3.5 10 2 1 12.9 -5.4 8.6 -3.1 15 3 1 14.4 -4.8 9.6 -2.7 20 4 1 15.9 -4.2 10.6 -2.3 25 6 1 I4A 2.3 10.4 2.4 30 - 45 7 to 12 1 12.9 8.8 10.2 7.0 { 0.1x least horizontal dim ension = 0.1 x 34 = 3.4 feet a = min jl a := 3.4-ft a 3-ft 0.4 x mean roof height = 0.4 x 23 = 9.2 feet BUT NOT LESS THAN 3' OR 4% OF LEAST HORIZONTAL DIMENSION = 1.4' 0.1 x least horizontal dim ension = 0.1 x 20 = 2 feet a 2 = mm 0.4 x mean roof height = 0.4 x 23 = 9.2 feet BUT NOT LESS THAN 3' OR 4% OF LEAST HORIZONTAL DIMENSION = 0.8" CHARTER HOMES 2550 PLAN c)� E. • GARAGE w•K Yr LqM BLOCK /:i_ '', ...IJC.1.'.a. \.. �.....•.M•. .0 E•••••.• mil.. •.•••.•..i, 'K3 OvER IX• TR1 i NO Z SIO wG n n a LI n TRn AROND WM00L5 I %s OVER IX• TRIM AP su•ki• PWL DANA D4 TRIIARCUND fRa4T WINDOWS 0. bCSAK• CORNER TRIM i• HORIZ BEVEL SID f UV I la' al/ Z PLASH MAN '10.w litpwittn- s /4BO' BARGE BOARD W/ bQ TRIM I.W•,co" 4R• EAVE BRACES' CEDAR NAME SIDING FRONT ELEVATION "A" REAR ELEVATION "A" Cat. STOOP OPTIONAL, OPEN RAILING b[ COCRETI MW. 1• PA fulatt 3400 BARGE BO W OO TRH / OPT vAYLT ODD RIGHT ELEVATION "A" LEFT ELEVATION "A" CAM CEILMG 14810E MASTER wttE P�1P�7P�9 I II II I L.tJL.JL.J ]C3/2 t OPTIONAL HAM FLOOR 1.4•%b• GABLE vENT 0 514X& BARGE BO WI DO GRIM CAM CEILING N51OE MASTER SUITE P °7P °9P °7 I 11 II 1 Lt 11L °d6 ■.1 f5) t °] °OPIIWAL MAN FLOOR W GABLE VENT OC. !MOOR PATIO or T. FXn OR )O.n IGN? W .2 CURB •. I• NONqZ. BBIEL OID)G TN NAILER BEW 0 SMOGS BAR4 ) OH RIGHT ELEVATION "5" N RCLFG ST C NTFL i 2020 BCTIIGMT ON 2>C6 CRB IA LEFT ELEVATION "B" PEELER METER 4� SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design G W W chk EAB Roof Rise is 6:12, pal := 14.4.psf P := X 1 .4 pal pbl := 2.3.psf P = 14.4 lbft Pc! = 10.410 PEW14 Pa1'9•ft•2•al + P (14•ft - 2•al) + (24.ft - 2•a1)•0.519•ft pcl 10.4•psf Pm := X1 Pdl := X1•Iw pd1 pdl := 2.4 -psf Ptl = 2.31b ff P = 2.41b ft Pct := ll•Iwpc1 Upper Floor: PN521 P + 2•a1•2a1.0.5).2 + P - 2•a1•2).4.ft + 344t 8110.5 - 2- a1.2•at, PNS2i = 3231.4 lb PEW21 := P a I -(4•ft•2•a1 + + P - 2•a -4•ft + 15- ft•841.0.5 - 2.a a; PEw2t = 1650.6 lb PNS22 1 = P (4.ft -2.a1 + 2•a1•2•a1.0.5).2 + P - 2•a + 2841.8.11.0.5 - 2 •al•a11 PEW22a := (P 1.4•ft + Pbl•841).2•a + (P Pdl•841)•[15.5•ft - 2•a + (22.ft - 2•a PEW22b P0' 4• ft+ PbI. 8' ft)' 2' at+ (Pc1 .5.ft +Pd04(22- ft - 2•ai)•0.5 Main Floor: PNSI1 P + P - 2•a1.2) -9•ft PEWIT P + P -(1 - 2•a P14512 P + P -ft - 2•a1.2) PEWI2a Pal'941-2•al + P - 244) + (24.ft - 2•a1)•0.5]•9•ft PEW12b 1= P + P - 2•a PNSI3 (Par4•11 + Pbl•94)•2•al•2 + (P + Pdt•9•ft).(12.5•ft - 2 -a1.2) PEW13 Pal• + 2 •ai•2•ai• 0 . 5� •2 + P f(26•ft - 2•a 2641•9•ft•O.5 - 2•a1.2•al] PN522 = 2972.6 lb PEw22a = 1677.41b PEW22b = 1057.9 lb PNSI1 = 36721b PEWIT = 1893.6lb PNS12 = 3110.41b PEW12a = 2360.2 lb PEWI2b = 1686.21b PNS13 = 995.4 lb PEW13 = 2701 lb PNS14 P + 4-11.2 -a + 241.2•a1•0.5) + P [9•ft•(28•ft - 2•ai -2) + 4•ft•(10•ft - 2•a + 1041.541.0.5 - 2•aj- 2•a1.0.5] PNS14 = 3987.71b PEWI4 = 2360.2 lb CHARTER HOMES 2550 PLAN d5 L � O Lbob MEET roe j 5bb STRAP LE3eO... Neer roe 13' -t WI 3' -4 Vl 16'10 7' -11 VI" 10'10 W 0 Vi UPPER FLOW AT ELEV 'B' 03 TA ON DOOR BEDROOf'I 2 CARPET (41 7.4 OPEN TO EMIT EEL W.A ND b b 1 Evn>b° E0 5. 4 ° F 754 3' S V4• 5°7 °FIXED 1 s a (57 7.4 4 1 UPPER FLOOR PLAN I/4"• l'-0" TUE • FIRE • 04L ELL ALL IN .E WAT NOT /A • ALL (MIT SITE FOR NO • ALL ALL •DTP .501. • FIRE • Al • G LI LE .0 • R N e • N PP • A. EC • TOP NOT •TTP • � WO • N1C • NAN • NS, USE • FE NOT FEN .YEN • ALL ETA OFFi EEP O 0 0 0 0 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409-5697 Telephone (253) 474-9449 fax (253)474-0153 PROJECT: CHARTER HOMES 2550 PLAN CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Walls Upper Floor Wall Line A: Total Wall Length: Wind Shear Seismic Tributary Weight: Roof := 16•psf-34•ft•15.5•ft-0.5 Wall := 10•psf.34•ft•H, Wa Roof + Wall E-W Eg = 54.1 lb ft La Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: La := 17.5•ft PEW21' va2 La la := 17.5f OTM := E Roof := 16.psf.(2.0.5 + Wall := 10.psf41 Total := Roof + Wall DLR Total-- 2 OTM — DLR la DLR = 17150 lb ft U — — 547.4lb Plate Height: va2 = 47.2 lbft Roof = 42161b Wall = 13601b Seismic Controls Design NO HOLDOWN Ji2 Wa = 55761b Shefr Wthl!'1790:191 1od nails @•07;o 2rnpLe.r. OTM = 75711b ft Roof = 560 lb Wall= 1400117 Total = 19601b SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474-9449 Fax (253) 474-0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line B: Total Wall Length: Lb := 10.ft Wind Shear Seismic Tributary Weight: Roof := 16.psf.[(34-ft.15.5.ft + 20.ft-2341)•0.5 + 20.ft.15.5.ft] Roof = 12856 lb Wall := 10.psf.34•11.14,2.0.5 Wall = 1360 lb Wb2 := Roof + Wall Wb2 = 142161b Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: PEw21 + PEW2,2a vb2 Lb E-Wb2 Lb Eb2 = 241.31b ft Lb := 10.ft OTM := vb2.Lb.H Roof := 16-psf-2-11-0.5-Lb Wall := 10.psf-11a.Lb Total := Wall + Roof Lb DLR := Total — 2 vb2 = 250.3 lb ft Wind Controls Design OTM = 75711bil OTM - DLR U:- U= 1522.1 lb SIMPSON MST37 Lb $heer Wall Type 171.‘8 10d nail 6 c:gpooity Roof = 1601b Wall = 800 lb Total = 960 lb DLR = 4800lb ft CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 =Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design G W W chk EAB Upper Floor Wall Line C (PLAN A): Total Wall Length: Wind Shear Seismic Force: Lc 5.11 +5•ft PEW22b vc2 := Lc Check wall section: lc:= 5•ft E•Wa t E� = 76 lb ft Lc Resisting Moment: DLR := Total. DLR = 1500lbft 2 vc2 = 105.81b ft t Seismic Tributary Weight: Roof := 16•psf•20•ft•2341•0.5 Roof = 36801b Wall := 10•psf•20•ft•H Wall = 800 lb W := Roof + Wall Wa = 4480 lb Wind Controls Design Overturning Moment: OTM := vc2•lc•H, OTM = 4231.7 lb ft Dead load resisting: Roof 16•psf•(2.0.5+ 1.5)•ft•lc Roof = 200 lb Wall := 10•psf•H 2•lc Wall = 400 lb Total := Roof + Wall Total = 600 lb Net Uplift: U:— OTM — DLR U = 5463 lb NO HOLDOWN lc Shear Wall type P1-6 1od nails@ 6 O Capacity = 278 PLF; CHARTER HOMES 2550 PLAN S SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 'fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line C (PLAN B): Total Wall Length: Lc := 3-ft +4•ft +3•ft Wind Shear Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: PEW22b vc2 := Lc Seismic Tributary Weight: Roof := 16•psf•20•ft•23•ft•0.5 Wall := I0-psf•20•ft•H•0.5 Wa := Roof + Wall E•W E Lc lc:= 3.ft OTM vc2.1c•H„,, Roof := 16•psf •(2.0.5 + 1.5)•ft•lc Wall 10•psf •H„,2.1c Total := Roof + Wall DLR := Total.— lc 2 OTM – DLR lc DLR = 540 lb ft vc2 = 105.816 fe Roof = 3680 lb Wall = 800 lb Wa = 44801b Ea = 76lbff Wind Controls Design OTM = 25391bft Roof = 120 lb Wall = 240 lb Total = 3601b U= 666.31b NO HOLDOWN $hear Wall Type 171;6 1bdnalls ; @ OC Capacity,- 278 PLF CHARTER HOMES 2550 PLAN • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 rax (253) 474-0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line 1: Total Wall Length: Wind Shear Seismic Tributary Weight: Roof := 16•psf•(15.5434•ft + 36•ft•28- ft)•0.5 Wall := 10•psf•51.5- ft•H.-0.5 W12;= Roof + Wall Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: LI 18•ft+ 8.5.ft (PNs21 + PNS24 v12 :_ L1 E*W12 E12. LI 11 8.5.ft E12 = 91.8lbff 1 Wind Controls Design OTM := v12.11.H4 Roof := 16•psf•(28-0.5 + 1.5)•ft-11 Wall := 10•psf-H4, Total := Roof + Wall DLR Total. it 2 U OTM - DLR 11 DLR = 11849 lb ft U = -457.61b v12= 117.1lb Roof = 12280 Wall = 2060 lb W12= 143401b OTM = 7959.8 lb ft Roof = 2108 lb Wall = 680 lb Total = 2788 lb NO HOLDOWN Shear Wall Type P1,6 100 nails Q 6' O C F Capacity =,278,P.LF, CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 4749449 'Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Upper Floor Wall Line 2: Total Wall Length: Wind Shear Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: L2 := 14.5•ft v22 PNS22 L2 Seismic Tributary Weight: Roof := 16•psf•36•ft•28•ft•0.5 Wall := 10•psf•36•ft•H W22 := Roof + Wall E•W22 t En • _ _ L2 E22 = 111.2lb f 12 14.5•ft OTM := E22.12•}1 Roof := 16•psf•(20.0.5 + 1.5)•ft•12 Wall:= 10•psf•H Total := Roof + Wall DLR := Total• 12 2 U :_ OTM — DLR 12 Seismic Controls Design DLR = 27753 lb ft v22 = 102.5 lb f3 I Roof = 80641b Walt= 14401b W22 = 9504 lb ShearWall7ype 10d Capact9:278 PLF` OTM= 12904.4lb Roof = 2668 lb Wall= 11601b Total = 38281b U=- 10241b NO HOLDOWN CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 =Fax (253) 474-0153 PROJECT: CHARTER HOMES 2550 PLAN s�- 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk FAB Upper Floor Wall Line 3: Total Wall Length: L3:= 4•11 + 4 -ft Prrs2r 0.5 v13 :_ Wind Shear Seismic Tributary Weight: Roof := 16- psf•15.5•ft- 34•ft-0.5 Wall 10•psf• 15.5•ft•H„, W13 := Roof + Wall Seismic Force: Check wall section: Overtuming Moment: Dead load resisting: Resisting Moment: Net Uplift: E•W13 E73• L3 L3 13:= 4•ft OTM := v13.13•H,. Roof := 16•psf•(2.0.5 + 1.5)•ft•13 Wall := 10- psf•11 Total := Roof + Wall DLR Total. 13 DLR = 9601bft 2 OTM — DLR U 13 U.= 1375.71b v13 = 2021b ff 1 Roof = 42161b Wall = 620 Ib W13 = 48361b E1s = 102.61b11 Wind Controls Design OTM = 6462.71b ft Roof = 16011, Wall = 3201b Total = 480110 SIMPSON MST37 Shear Wall Type P1,6 10d halls -@ 6 Capacity ='278 PLF: CHARTER HOMES 2550 PLAN FAMILY RM, LAPPET D1RET� BAe.1P89w b < 2 X * WALL Wxe Nd 00 H LNNORT (3) ]•6 N '1G RM. . 2 a l l lb OP1 VAA.T LIVING RM. LAPPET VAULT RAN•.£ vENT N E%T TO EXTER a a s 3W a) Et NJ Ss I 3'A W b' -] 3/4• Et i'- 3 /4 T GA AG FCt 4I e V&wuA =2,360 t}0 NS . o v+ Gael GARAGE • CONS SLAM -SLOPE • TWYVA6 OH DOOR (o 4P 1S OA OAR Oft T �•�-� 6 — r - FLEE 6 WALL ABOvE 34'.p" CONC. PATIO t)CS ='I lo ma•r...a 0 P. v I/4 " "1' -0' MAIN FLOOR PLAN S VA CONFUTE PAD EXTEND 4 MN. PAST COLUMN • LADES '- t *LET NEE *MAP LEGEND, *LET WA' = -; e SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 fax (253) 474-0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Walls Main Floor Wall Line A: Total Wall Length: La := 4•ft + 5.5•ft + 5.5.ft (pEW2l' FEW4 Wind Shear val Seismic Tributary Weight: Roof 16•psf•34•ft•15•ft•0.5 Wall := l0 psf•34•ft•�H +11 Floor := 12•psf•34-ft•15•ft•0.5 Wal := Roof + Wall + Floor Seismic Force: Overturning Moment: Dead load resisting: Resisting Moment: E 'Wal E := La La Check wall section: la 4•ft Net Uplift: U:= OTM — DLR la E = 128.9 Ibft 4 Seismic Controls Design OTM := E -H Roof := 16•psf•(2.0.5 + 1)-ft-la Floor 12•psf•15•ft•0.5.1a Wall := 10•psf •(H + H Total := Wall + Roof + Floor DLR:= Total- la 2 U = 575.91b Plate Height: E.„„ 9-ft val = 118.1Ibft Roof = 40801b Wall = 4250lb Floor = 3060 lb W = 113901b NO HOLDOWN Shear WalfType 61;;8 Capacity. =: 278;PLF OTM = 4639.6 lb ft Roof = 1281b Floor = 360 lb Wall = 680 lb Total = 1168 lb DLR = 960 lb ft CHARTER HOMES 2550 PLAN Cl • SITTS & HILL ENGINEERS INC. 2901 SO. 40th SL, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral .mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 8: Total Wall Length: Lb := 5.5•ft +9 -ft Wind Shear E• Wb1 Seismic Force: Ebi Lb Overturning Moment: Dead load resisting: Resisting Moment: (PEW21 .1' PEW11)'0.5 + (PEW22a PEWI2a) vbl -- Lb Seismic Tributary Weight: Roof := 16•psf•(34•ft•15•ft + 20•ft- 39•ft) -0.5 Roof = 103201b Wall 10- psf•34•0H + H Wall = 42501b Floor:= 12•psf•(34- ft•15•ft + 20•ft•39- ft) -0.5 Floor= 77401b WbI = Roof + Wall + Floor Check wall section: Lb := 5.5 -ft OTM := vbl•Lb•H OTM= 19832.8lbft Roof := 16•psf•(2.0.5 + 1)•ft -Lb Roof = 1761b Wall := 10- psf•(H + H,2).Lb Wall = 935113 Floor= 12•psf•24.5•ft•0.5 -Lb Floor = 808.5 Ib Total := Wall + Floor + Roof Total = 1919.5 Ib DLR:= Total. Lb 2 vbl = 400.71b ft Wb1= 223101b Eb1 = 261.1 Ib8 Wind Controls Design DLR = 5278.6Ib ft Net Uplift: U:— OTM — DLR U = 2646.2113 SIMPSON STHDI ORJ Lb Shear Wall TYPO: P14 lOd nails @ 4', 0 p Capacit "418 PLF CHARTER HOMES 2550 PLAN 0 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474-0153 PROJECT: CHARTER HOMES 2550 PLAN LI 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line C: Total Wall Length: Lc := 1.875•ft + 1.875•ft Wind Shear Seismic Tributary Weight: Roof := 16•psf•20•ft•24•ft•0.5 Roof = 38401b Wall := 10•psf•20•ft•(H + H Wall = 25001b Floor := 12•psf•20•ft•24•ft•0.5 Floor = 2880 Ib W := Roof + Wall + Floor W 92201b Seismic Force: FEW22b + FEW12b vel :- E•Wc1 Ect:= Le L vcl = 731.81bff E = 417.3 lb 8 USE LATERAL RESTRAINED PANEL, SEE DETAIL 403 Wind Controls Design CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409-5697 Telephone (253) 474 -9449 ;Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line D: Total Wall Length: Ld:= 3•ft +3•ft Wind Shear Seismic Force Check wall section: Overtuming Moment: Dead load resisting: Resisting Moment: Net Uplift: pEWl3 vdl vdl = 225.1 lb ft I Seismic Tributary Weight: Roof 16•psf•12.5•ft•26• ft- 0.5 Roof = 26001b Wall := 10•psf•12.5•ft•H Wall = 562.51b Wdl := Roof +W Wd1 = 3162.51b E•Wdl Ed1 Ld DLR := Total-- Edl = 89.5lbf3 Wind Controls Design Shear Wail Typa;P1,6 10d nails @ 6" O.C. Capacity = 278 PLF Id 3•ft OTM vd1•1d•H OTM = 6077.216ft Roof := 16•psf•30.0.5•ft•ld Roof = 7201b Wall := 10•psf•H Wall = 2701b Total := Roof + Wall Total = 990 Ib DLR = 14851b ft OTM — DLR U U = 1530.71b SIMPSON STHDI ORJ Id CHARTER HOMES 2550 PLAN (a2 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 =Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wail Line 1: Total Wall Length: Li := 30.5•ft Wind Shear Seismic Tributary Weight: Seismic Force: Check wall section: Overtuming Moment: Dead Toad resisting: Resisting Moment: Net Uplift: (FNS21 + pNS11 + FNS12 + FNS22)'0.5 v11 Roof := 16•psf•(15•ft•34•ft + 39•ft20•ft)•0.5 Wall := 10-psf•54•ft•(H + 11 Floor:= 12-psf•(15•ft•34•ft+ 39•ft•20•ft)•0.5 W := Roof + Wall + Floor E•WII E11. Ll 11 := 30.5•ft DLR := Total. 11 2 U OTM — DLR 11 Li OTM:= v11.11•H E = 1261bft Roof := 16•psf-(20•ft•0.5 + 1.5. 1).11 Wall := 10•psf•(H + H Floor := 12•psf•1.331 0.5.11 Total := Roof + Wall + Floor U=- 3604.21b v11 = 212.91bft Roof = 103201b Wall = 45901b Floor = 7740113 W11 = 226501b Wind Controls Design OTM = 58438.7 ib ft Roof = 56121b Wall = 51851b Floor = 243.41b Total = 11040.4 Ib DLR = 168365.9lbft NO HOLDOWN Shear Wall Type P1, 10d nails @ 6' QG ;, Capacity = 278 CHARTER HOMES 2550 PLAN C^1 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 2: Total Wall Length: L2 := 16.5•ft (FNS12 + FN522)• Wind Shear v2I L2 Seismic Tributary Weight: Seismic Force: Check wall section: Overtuming Moment: Dead load resisting: Resisting Moment: Net Uplift: Roof := 16•psf- 39•ft-20•ft•0.5 Roof = 62401b Wall := 10.psf•39•ft•(11 +H41.0.5) Wall = 48751b Floor 12•psf•39•ft•20•ft•0.5 Floor = 46801b W21 := Roof + Wall + Floor W21 = 1579516 E21 E L2 12:= 16.5•ft OTM:= v21.1244,1 DLR := Total- 12 2 U= OTM — DLR 12 E21 = 162.5lbft Roof := 16•psf•(20•ft -0.5 + 1.5•ft)•12 Waft := 10•psf•(H + H Floor:= 12•psf•1.33.0.5-ft•12 Total := Roof + Wall + Floor v21= 184.31b ft 1 Wind Controls Design OTM = 27373.5lbft Roof = 30361b Wall = 28051b Floor = 131.71b Total = 5972.7 Ib DLR = 49274.5 lb ft U = — 132731b NO HOLDOWN Sheal= „Wall Type -6 10d nails @ e” O;C- P Capacity;= 278 PLF, CHARTER HOMES 2550 PLAN 6‘ 'SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 6@ 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 3: Total Wall Length: L3 := 10-ft (FNsi l + FNs21)' 0.5 v31 :_ L3 Wind Shear Seismic Tributary Weight: Seismic Force: Roof := 16•psf • 15•ft•34•ft•0.5 Wall := 10.psf• I5•ft•(H + H Floor := 12•psf •15.ft•34•ft•0.5 W := Roof + Wall + Floor W = 90151b E -W E31• L3 Check wall section: 13 := 10•ft Overtuming Moment: Dead load resisting: Resisting Moment: Net Uplift: OTM:= v31.13•H Roof := 16•psf•(2.0.5 + 1)-ft-13 Wall:= 10•psf.(H + H Floor:= 12•psf•1.33•ft•13 Total := Roof + Wall + Floor DLR := Total. 13 2 DLR = 108981b ft v31 = 345.21b ft i Roof = 40801b Wall = 18751b Floor = 30601b E = 153 1bft 1 Wind Controls Design Shear Wall Type 191,4 10d nails' @:4 O c, ; Capacity`= 418 PLF OTM = 31065.11b ft Roof = 3201b Wall= 17001b Floor = 159.61b Total = 2179.61b U. OTM — DLR U = 2016.71b SIMPSON STHD1ORJ 13 CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 4: Total Wall Length: Wind Shear Seismic Tributary Weight: Seismic Force: Roof := 16- psf• 26•ft• 12.5•ft.0.5 Wall := I0psf•26•ft•H W41 := Roof + Wall E41 , E 41 E41 = 160Ib ff L4 Check wall section: Overtuming Moment: Dead load resisting: Resisting Moment: Net Uplift: L4 := 4 -ft Px513• v41 :_ L4 14 4 -ft OTM:= E Roof := 16•psf•4.0.5•ft•14 Wall := 10- psf- H Total := Roof + Wall DLR := Total— U OTM – DLR 14 DLR = 9761b ft U = 1195.71b v41 = 124.41b ft Roof = 2600 lb Wall = 11701b W41 = 37701b Seismic Controls Design OTM = 5758.71b ft Roof = 1281b Wall = 3601b Total = 488 Ib Shedr Wall Type Pi =fi 10d na,Is`@ • 6 O C • Capacity:_ 278._PLF'; SIMPSON STHDIORJ • CHARTER HOMES 2550 PLAN ( ( } ITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474-9449 Fax (253) 474-0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 5: Total Wall Length: L5 := 4-ft + 9-ft Wind Shear Seismic Tributary Weight: Seismic Force: P2•1513 v51 :– L5 Roof := 16.psf .26.ft.20.ft-0.5 Wall := 10-psf -26.ft.1-1„1.0.5 W51 := Roof + Wall E•Ws) E51 := E51 = 69.61b ft 1 L5 Check wall section: 15= 4-ft v51 = 38.3 lb ft Roof = 41601b Wall = 11701b W51 = 53301b 15 Resisting Moment: DLR := Total.— DLR = 976 lb ft 2 Sft00:6W0109.0:1 1 40 0 0 0. 0;§10 - igi :. ` Seismic Controls Design dipacity PLr. Overturning Moment: OTM := E51. OTM = 2505.11b ft Dead load resisting: Roof := 16.psf.(2.0.5 + 1).ft.15 Roof = 1281b Wall := 10-psf.H1.15 Wall = 360 lb Total := Roof + Wall Total = 488 lb Net Uplift: U: OTM – DLR – U = 38231b NO HOLDOWN 15 CHARTER HOMES 2550 PLAN FLOOR PLAN • -o 3' CGF,o. Gta PherE opTloW 6t' i i L DIRE OPT GAWAGE G!E MEET 41 (4) L CARPET DIRECT Vp(T GAS •T L ]a N 410 P �l Da RWRAY N LW WRY RL 3V• Px DINING RM • CARPET VAULT HALE WALL (31 336 LIVING M. CARPET GAILY 43) 1x4 ENTRY = R9 G' 3/4• CAREERS PAD EXTEIO 4 NM P45T C0.HN • 610E5 r'W III' s= �8A•)N'�:��:r•:fi y'1�.iW?Y: Lif (.(a.:.:f. iv.: n:a� L` L� u• AEP. DE N, �., AIa'ET :��.. ® EAR S JO VI• t, ERNE APP. OR Ea lad C • "^ O. -G ' IC- al �• � i i �4. p * nr4t-dt ,r ° v 9 MEM 1 O 0 0 0 0 0 r N D �w.5 EI SCE STRIP LEGEND. peel •sr Itwue Z 10 (3)234 fr( 1b r .b 14 SO FLUE NA4 4' -1 N• 6N 3 b11 — GARAGE i • cont. SLA0•SLYT! • T315 a+ 0001 1306 1 GM DR �lK w W4LL AOwE AD CPS W -S • aO ' w• CONC. PATIO v%10 nA (0 Et• 1/4"•I -0 t 4D MAIN to 1/4 .g 3A' N MA r NC 411 4l ALI ALI Tn E0 RR 3131 • 4 • ! •I TO/ TYr ff OR 00 t0 N • SA ]m rEr 41 ST m SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409.5697 Telephone (253) 474 -9449 fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 1 (3 - Car Garage Option): Total Wall Length: Ll = 5•ft + 7.5•ft +5.5•ft Wind Shear Seismic Tributary Weight: Seismic Force. Check wall section: 11 := 5•ft Overtuming Moment: OTM := v11.11•14 OTM = 8629.21bft Dead load resisting: Roof := 16•psf•(17•ft-0.5 + 1.54011 Roof = 8001b Wall 10•psf•(H + 140.11 Wall = 8501b Floor := 12•psf-1.33•ft•0.5.11 Floor = 39.91b Total Roof + Wall + Floor Total = 1689.91b Resisting Moment: Net Uplift: (FN52I + FNSII)• v i l :_ L1 Roof := 16•psf•(15•ft•34•ft + 14•ft•20•ft)•0.5 Roof = 63201b Wail := 10.psf•29•ft•(H H Wall = 24651b Floor := 12- paf•(15404•ft+ 14•ft•20- ft)•0.5 Floor = 47401b W11 Roof + Wall + Floor W = 135251b E'W II Ell : Ll DLR := Total. 11 2 U :_ OTM — DLR 11 EII = 127.511311 v11= 191.81b8 Wind Controls Design DLR = 4224.81b ft U = 880.91b NO HOLDOWN Shdar;N/all Type P16 10dnailsy @6 " b9 Capacity;.= -278 PL =a CHARTER HOMES 2550 PLAN 7v SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474-9449 fax (253) 474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB Main Floor Wall Line 2 (3 -Car Garage Option): Total Wall Length: L2:= 16.5-ft (PNs22 + PNs14)• Wind Shear v21 .- L2 Seismic Tributary Weight: W21 := Roof + Wall + Floor W21 = 20787 lb Seismic Force: Roof 16•psf•39-ft•36•ft•0.5 Roof = 112321b Wall 10•psf•39.ft•(}1 + H„, Wall = 48751b Floor:= 12-psf-39•ft•20•ft-0.5 Floor = 46801b Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: • E21 L2 U := E W21 12:= 16.5-ft OTM E Roof := 16•psf•(20•ft•0.5 + 1.5-ft)•12 Wall := 10•psf•(1 ,1 + 114.12 Floor := 12• Total := Roof + Wall + Floor DLR = Total- 12 2 OTM — DLR 12 E21 = 213.81b 13 v21 = 210.91b 8 Seismic Controls Design OTM = 317523 lb ft Roof = 30361b Wall = 28051b Floor = 131.71b Total = 5972.711, DLR = 49274.5 lb ft U = —1062 Ib NO HOLDOWN Shea ,Wal! Ty01:1 "6 10d nails @ ", 0.C. • Capacity.= 275 P LF CHARTER HOMES 2550 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474.9449 Fax (253)474 -0153 PROJECT: CHARTER HOMES 2550 PLAN 11798 (IBC) Lateral.mcd 8/20/2004 design GWW chk EAB 7Z Main Floor Wall Line 6 (3 -Car Garage Option); Total Wall Length: L6:= 23•ft Wind Shear v61 (PNs22 + FNSt4)• L6 Seismic Tributary Weight: Seismic Force: Roof := 16•psf•39•ft•36•ft•0.5 Wall := 10-psf•39.ft•(H + H Floor := 12•psf•39•ft•20•ft•0.5 W61 := Roof + Wall + Floor Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: U:= E E61 L6 16:= 23•ft OTM:= E Roof := 16- psf•(10•ft•0.5+ 1.54)•16 Wall := 10•psf Total := Roof + Wall DLR: Total• 2 OTM — DLR 16 E61 = 153.41b ft 1 U = — 850.51b v61 = 15 1.31b ft Roof = 112321b Wall = 4875 Ib Floor = 4680 Ib Wfi1 = 207871b Shear; Wa)L;Type R 1 Seismic Controls Design 1 nails @ 6 "•Q:C, i Capacity = 278 FLF OTM = 317523 lb ft Roof = 23921b Wall = 20701b Total = 44621b DLR = 51313 lb ft NO HOLDOWN CHARTER HOMES 2550 PLAN 73 SEB .. 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DEW Slla •WEEEML 1 HEEL WE SEM WWDWI IW • L SWELL SKEW Oat MW >a WE OF WL W SLLR5E. EMt. Cat. EWMT ROW MI. 10 1017I10VE M10WI • IS OL 1 IMDOMW WOO mill ME It Warm 4. PMEL 111E laR6 M50 WA W MP ` MM MXEW aZ aW WNW S. RIM. IDE NIE ON EL RAE t Ea OF Waal E 8031 PI/16 WEE 7. COIEOm OR aW aMWa I. MMEL BM WE WIG 4 ma TAWW Lb IOW It PMWL aZ WE Slam 11. SSPMM SSE a EE 11 $051 MU ai WEN Mt =E LE IS WW1 MS UMW It MIS RAE WERE It 1441541 W Ma ELL RAE 15. MME AIMS m 88 m 0 Ws 9 1 o I Ma r� S1.4 Row Ma 1 1,798 OM WI X11 11=== \, III \, 111 111 111 " 11 CHARTER HOMES 2650 PLAN V 52 11∎3" Cw4 CO , Lr, a SHEAR WALL SC1EDULE and I I S TRAP S DETAL Charter Homes &57 WU, As NE Act% 116105 SITTS & HILL ENGINEERS, INC. F CAL • saar z • wrwurns Ana a s WOW w w pq .rwwr r i • PP :� r A r Y Y lin gin W' IP 'ot9i !d =A : R�� 1 I¢@ i a Y r r Y • Y Y Y Mkt A ul 1 — -- vim.. a TIM WU 000M VI NM00-010H 04 -05 -2007 KEVIN KAUL 601 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit Application No. D06 -411 Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 11/03/2006 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 05/02/2007 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 05/02/2007. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, er Marshall Permit Technician xc: Permit Pile No. 1)06-411 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 February 14, 2006 Kevin Kaul 601 Union St, Ste 5100 Seattle WA 98101 RE: Letter of Incomplete Application # 2 Development Permit Application 1306 -411 Charter Homes, Lot 1 — 38xx S 130 St Dear Mr. Kual: This letter is to inform you that your resubmittal received at the City of Tukwila Permit Center on February 9, 2007 is determined to be incomplete. Before your application can continue the plan review process the following comment from the following department needs to be addressed: Buildine Department: Bob Benedicto, at 206 431 -3675, if you have any questions concerning the following comment. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted throuxh the mail or by a messenzer service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Enclosures File: D06 -411 City of Tukwila P:Vennifer\Incomplete Letters 12006\Building\D06.411 Incomplete Lir #2.DOC jem Department of Community Development Steve Lancaster, Director 1. Item #3 in Incomplete Letter #1 was not addressed. A copy of the memo has been provided. Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 Determination of Completeness Memo Date: November 7, 2006 Project Name: Carter Homes, Lot 1 Permit #: D06-411 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Alien Johannessen, Plan Examiner A Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The geotech report shows different sloping conditions for each lot. Provide individual site plans specific for each separate Id that Identifies Id topographical fines. 2. Identify building set backs on the site plan. (Please note above "PLAN SUBMITTALS" "all sheets shall be the same size ", this Includes site plan.) 3. Elevation sheets and foundation plan shall be consistent in identifying stepping foundations as it pertains to each individual lots sloping condition. (Note: Steep sloping lots shall require additional lateral engineering depending on the height of the stepped foundation and shall be consistent with the geotech report spec Provide additional engineering if applicable.) (IRC R602.11.3, IRC 106.1.1 & 106.2) 4. The site plan shall identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotech report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. November 14, 2006 Kevin Kaul 601 Union St, Ste 5100 Seattle WA 98101 RE: Letter of Incomplete Application # 1 Development Permit Application D06 -411 Charter Homes, Lot 1 Dear Mr. Kual: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 3, 2006 is determined to be incomplete. Before your application can continue the plan review process the following items from the following departments need to be addressed: Buildinz Department: Alien Johannessen, at 206 433 -7163, if you have any questions concerning the attached memo. Fire Department: Alan Metzler, at 206 575 -4407, if you have any questions concerning the following comments. 1. Provide a site plan that encompasses all lots and shows access from public road and location of nearest fire hydrant location. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 - 7165. Enclosures File: D06 -411 City of Tukwila Department of Community Development Steve Lancaster, Director P:Uennifer\lncomplete Letters \2006\Building\D06 -411 Incomplete Ltr #1.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206- 431 -3665 Determination of Completeness Memo Date: November 7, 2006 Protect Name: Carter Homes, Lot 1 Permit #: D06 -411 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner A Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped not copied.) 1. The geotech report shows different sloping conditions for each lot Provide individual site plans specific for each separate lot that identifies lot topographical lines. 2. Identify building set backs on the site plan. (Please note above "PLAN SUBMITTALS" "all sheets shall be the same size ", this Includes site plan.) 3. Elevation sheets and foundation plan shall be consistent in identifying stepping foundations as it pertains to each individual lots sloping condition. (Note: Steep sloping lots shall require additional lateral engineering depending on the height of the stepped foundation and shall be consistent with the geotech report specifications. Provide additional engineering if applicable.) (IRC R602.11.3, IRC 106.1.1 & 106.2) 4. The site plan shall identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotech report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) Should there be questions conceming the above requirements, contact the Building Division at 206-431 -3670. No further comments at this time. ACTIVITY NUMBER: D06 -411 DATE: 02 -20 -07 PROJECT NAME: CHARTER HOMES, LOT 1 SITE ADDRESS: 38XX S 130 ST Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 2 Revision # After Permit Issued D uu ?cling Division Publi Works Structural D f4'YV& A4Q . - Pi-a1 DETERMINATIQN OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 7 -7602 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP / Fire Prevention Incomplete Approved with Conditions ❑ Planning A ivision a DATE: DATE: Permit Coordinator No further Review Required DUE DATE: 02-22 -07 Not Applicable ❑ Permit Center Use Only *INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 03-22-07 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: 006 -411 DATE: 2 -9 -07 PROJECT NAME: CHARTER HOMES - LOT 1 SITE ADDRESS: 130XX 39 LN S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # Revision # before Permit Issued DEPARTMENTS: B I Ing Public Works Complete ❑ Documenta/rouling siip.doc 2 -28-02 'PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP le ? APPROVALS OR CORRECTIONS: 511.f iw& 01 Fire Prevention NI Incomplete Planning Division DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 2 -13 -07 Structural ❑ Permit Coordinator ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: _a I LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg -Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 3 -13 -07 Approved ❑ Approved with Conditions El Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -411 DATE: 11 -06 -06 PROJECT NAME: CHARTER HOMES, LOT 1 SITE ADDRESS: 38XX S 130 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: MI u din ivis.on IXf1 Fire Pre n Ion Public Works ® Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete Comments: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 *..dPERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Permit Center Use Only INCOMPLETE LETTER MAILED: lilt kit 01/ LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire pi Ping ❑ PW ❑ Staff Initials: DUE DATE: 11-07 -06 Not Applicable ❑ No further Review Required DATE: DUE DATE: 12-5-06 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Planning Division Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Revision submittals must be submitted in person at the permit Center. Revisions will not be accepted through the mail fax, etc. Date: a /7 ? Plan Check/Permlt Number: City b ac Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431 -3670 Fax: 206. 431 -3665 Web site: http: /Avww.cl.takwila.wa.u3 Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Val - Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED CITV OF TUMML4 FEB 2 0 2007 Project Name: emo—ne /70-ref S , LA- 1 Project Address: 61 Si /. if) s% • Contact Person: /44// A/ f'!/ttit Phone Number: 2 64, 45 27 d j Summary of Revision: - . 7"E 't ,3 NAL Sheet Number(s): "Cloud" or highlight all areas of revision including date ofrevlsion Received at the City of Tukwila Permit Center by: 7'A Entered in Permits Plus on (211/01, 1ryplhenwnslfams- pptwuiau m tmeltevown submittal Created: 5-13 -2004 Revised: rCtIni1 r 1 B I1OMI 601 Union Street - Sulte 3920 Seattle. WA 98101 February 20, 2007 Allen Johannessen Tukwila Building Division 6300 South enter Blvd Ste 100 Tukwila, Washington 98188 RE: Determination of completeness memo Charter Homes Inc. Permits # 006-411, 413,414 Dear Mr. Joahannessen - Phone: 206.322.4393 Fax: 206.322.0482 CharterHomeslnc.com According to your memo, number 3 pertains to sloping conditions of these individual lots and any possible stepping of the foundation. As the plot plans that were resubmitted indicate, the slope on these first three lots is fairly flat. At this time I do not expect to have any reason to step the foundation or even the excavation. There are nine lots in this plat, Ids 1-5 are flat, but lots 6-9 have slopes that will have to be revisited on a Id by Id basis. If there are any further questions, please don't hesitate to contact me. Sincerely, Kevin Kaul Production Manager Charter Homes Inc. 206-947-2205 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 11100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax 206 -431 -3665 Web site: bttp : //www.ci.tukwila.wa.us Revision subnduair must be submitted In person et the Perth& Center. Revisions will not be accepted through ' • the ntathfax, etc' Date: `ER , 9, a 007 Plan Check/Permit Number: i7. btu - 9 I I Response to Incomplete Letter # 1 T Response to Correction Letter # ❑ . Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: (. 4 A-RTf 2 l Dm i` s Lot Project Address: )(x 1C - 9 ' 1-Pr ■N E. C . Contact Person: t .,v I n! K A-U %_ Phone Number: 2. Co Glut ? — 2_Z o S Summary of Revision: Pt .S.z. ?tor R s I¢'ccgs, " f /vba1ojr /ec,4-nroi Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ..f Entered in Permits Pius on 2 ' 6 1 - 41 (appbWwmUmnwappbcauau on line mown submt al Crated: s-13 -2004 Revised: Steven M Mullet, Mayor Steve Lancaster, Director sprEWFD cnv OF TUKWILA FEB 09 2007 PERMIT CENTEr CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 I1LFM ,w 214 lurnV n n n A nn ♦' Site address (attach map and,legai description showing hydrant location and size of main): 32a7 S. 1 sr u-s1,�d,,.tk (. 9 ' ,�" 17 �� , 70? ��t�M1fJ�'��',J°� =/ I �fti d...1 �uG� 'Il�.,f,t,,,..,71 .L ( � asiol Address: &Jo - tin (fir) 5I On � r �'nl ^ -w-��7 �lp: u' IyFD: • " cmrl f {�.. " '� Tom' o- ��ns i �' � ei ustt1.1e.Its Name:; Phone: Seat„ !.4.(p Lon Q S 1O / This certificate me the o g 3 oeirealdential Building Permit ❑ Preliminary Piet ❑ Commercial/Industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant td the el o aRS W ekt rtfatw>:lurai - 125 R, Area is served by (Water Utility District): YVH I LI f Ulan t 1tl Owner /Agent Signature �Un The proposed project is within I l i t. I CC l l H 9 2. El required. 3. The improvements required to upgrade the water system to bring It Into compliance with the utilities' comprehensive plan or to meet the minimum flow' requirements of the project before connection and to meal the State cross connection control requirements: N ! A- (Uee separate sheer if more mom Is needed) 4. Based upon the Improvements listed above, water can be W ed and will be available at the site with a flow of Z? 0 ° gpm at 20 psi residual fora duration of 2 hours ate velocity of / Cps as documented by the attached calculations. 5. Water availability: — Acceptable service pan be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met ❑ System Is not capable of providing service to this project. I hereby certify that the above Information Is true end correct. Address: Phone: Attachment to Certificate of Water Availability. CERTIFICATE OF WATER AVAILABILITY Required only It outside City of Tukwila water district PERMIT NO.: ❑ Short Subdivision ❑ Other Date • By Permit Center /Buil .. Division: 206431.3071) 10631 *367 V Public Works Department: 206 -433 -0179 Planning Division: 206-431-3670 (City /County) RECEIVED CI YOFTUKWILP NOV 0 3 2006 PEFIMI[(Z NIkH G —,z, Date 9 a - 07 Zoe- a5'.2 — ?5Q7 This certificate is not valid without Water District No. 125's attachment entitled 04 r (1 Part At (To Be Compieteci by Applicant) . . Purpose of Certificate: ❑ Building Permit ❑ Preliminary Plat or PUD ❑ Other Short Subdivision ❑ Rezone Proposed Use: flif Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Phone: 8o b Th 4353 r * Applicants Name: SOS 1:6,fP.�I,, ��� JnG. (w�),3aa - 393 r.� Property Address or Approximate Location: Tax Lot Number. I - i,,' •- 3 TC 2 S 1 Zal - 7 340601,R0 j Legal Description(Attach Map and Legal Description if necessary): -- �uex -sI c$� In4e rtrr toav\7rae�Fs L.1-1 bi es - i' ot r o4 Trn O 4. 54 , bajeS TZet1c- <,.,eSS 8 /09 Part B: .(To Be Complete 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. 012150 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 sith; and/or ® (3) other (describe): Peva1oLttvtr ii5-001611/2 (4lrco Cortp1e'i ) 2. (Must be completed if 1.b above is checked) CB 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. 1$I a. The proposed project is within the corporate limits of the District or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $4250.70/residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co /Metro without notice.) RECEIVED b. Easements: ❑ Required - ❑ May be Required . CITY OFTUKWILA c. Other. NnV 032006 • PERMITCENTER 17W A P VI ON1E10 '.; By 14816 Military Road South P.D. Box 6 Tukwila, W 8168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 ,CERTIFICATE, OF SEWER `AVAIL .ABILITY /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 frgrrr(he date of signet re. tlo n.c y e.-r- V P Title Date *rap 141 I ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ("District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist orthat may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the. subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District taws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate ((Sewer Availability/Non-Availability and this Attachment, and fully undej'stand the terpzs and conditions herein. Applicant's Signature 9/40. - i Date License Information License CHARTHI962KF Licensee Name CHARTER HOMES INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602386032 Ind. Ins. Account Id #1 Business Type CORPORATION Address 1 601 UNION STREET Address 2 SUITE 5100 City SEATTLE County KING State WA Zip 98101 Phone 2063224393 Status ACTIVE Specialty 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. 1 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= CHARTHI962KF 04/20/2007 x x x x x x x x x x x x x x x x x x x x x