Loading...
HomeMy WebLinkAboutPermit D06-169 - Nakata Residence - New HouseNAKATA RESIDENCE 11608 39 AV S D06 -169 City of k ikwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600222 Address: 11608 39 AV S TUKW Suite No: Tenant: Name: NAKATA RESIDENCE Address: 11608 39 AV S, TUKWILA WA Owner: Name: NAKATA KAZUO Phone: Address: 11600 39 AV S, TUKWILA WA, Contact Person: Name: JERRY CLYDE Phone: 253 833 -3355 Address: 2715 AUBURN WY N, AUBURN WA, Contractor: Name: ARMSTRONG CONSTRUCTION CO INC Phone: Address: 2709 AUBURN WY N, AUBURN WA, Contractor License No: ARMSTC *373NO Expiration Date: 05/07/2008 DESCRIPTION OF WORK: CONSTRUCTION OF 2386 SF SFR WITH 528 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITES INCLUDE: TESC, LAND ALTERING, WATER SERVICE W/ WATER METER, DRIVEWAY ACCESS, STORM DRAINAGE, STREET USE, AND UNDERGROUNDING OF POWER. CITY OF TUKWILA WATER & VAL -VUE SEWER DIST. Value of Construction: $228,086.62 Fees Collected: $14,297.58 Type of Fire Protection: NONE Uniform Building Code Edition: Type of Construction: VB Occupancy per UBC: 22 Public Works Activities: Channelization /Striping: N Curb Cut / Access / Sidewalk / CSS: Y DEVELOPMENT PERMIT Permit Number: D06 -169 Issue Date: 07/12/2006 Permit Expires On: 03/27/2007 Fire Loop Hydrant: N N umber: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 20 c.y. Fill 20 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: Y dot: Devperm D06 -169 Printed: 10. -2006 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature. I hereby certify that I have read and ordinances governing this work will co _ ied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: Print Name: .5 R p K ( /VA- A- k 4 /if doc: Devpemi .. Date: t(7I u Ino this permit and know the same to be true and correct. All provisions of law and Date: /0 - / / -0 6 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. D06 -169 Printed: 10 -11 -2006 Parcel No.: 7340600222 Address: 11608 39 AV S TUKW Suite No: Tenant: Name: NAKATA RESIDENCE Address 11608 39 AV S, TUKWILA WA Owner: Name: NAKATA LINDSAY N GUARDIANSHIP Phone: Address' 11600 39 AV S, TUKWILA WA Contact Person: Name: JERRY CLYDE Phone: 253 833 -3355 Address: 2715 AUBURN WY N, AUBURN WA Contractor: Name: ARMSTRONG CONSTRUCTION CO INC Phone: Address: 2709 AUBURN WY N, AUBURN WA Contractor License No: ARMSTC *373NO Expiration Date:05 /07/2008 DESCRIPTION OF WORK: CONSTRUCTION OF 2386 SF SFR WITH 528 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITES INCLUDE: TESC, LAND ALTERING, WATER SERVICE W/ WATER METER, DRIVEWAY ACCESS, STORM DRAINAGE, STREET USE, AND UNDERGROUNDING OF POWER. CITY OF TUKWILA WATER & VAL -VUE SEWER DIST. Value of Construction: $228,086.62 Fees Collected: $14,297.58 Type of Fire Protection: NONE Uniform Building Code Edition: Type of Construction: VB Occupancy per UBC: 22 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 20 c.y. Fill 20 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non- Profit: N Water Main Extension: N Private: Public: Water Meter: Y doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Permit Number: D06 -169 Issue Date: 07/12/2006 Permit Expires On: 01/08/2007 D06 -169 Printed: 07 -12 -2006 Permit Center Authorized Signature: doe: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 VIA Date: tn- (2I d I hereby certify that I have read and e - fined thi permit and know the same to be true and correct. Al provisions of law and ordinances governing this work will be , .mplie ith, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: I I a_IA) th.lt_Za & Date: /a- /0 6 Print Name: (464-te Q /■ 1' NF=L IG. 14 N 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. D06 -169 Printed: 07 -12 -2006 Parcel No.: 7340600222 Address: 11608 39 AV S TUKW Suite No: Tenant: NAKATA RESIDENCE City cWTukwila 1: "* *BUILDING DEPARTMENT CONDITIONS * ** Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us PERMIT CONDITIONS Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -169 Status: ISSUED Applied Date: 05/11/2006 Issue Date: 07/12/2006 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. doc: Conditions D06 -169 Printed: 07 -12 -2006 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. 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 Washington State Department of Labor and Industries (206/248- 6630). 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: Adequate ground ladder access to rescue windows shall be provided. 22: Maximum grade for all projects is 15 %. City Ot'Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 23: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 25. These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 26: •••PUBLIC WORKS DEPARTMENT CONDITIONS * ** 27: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 28: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 29: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. Coodinate with Power Provider and Public Works Project Inspector for location of connection. 30: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 31: Any material spilled onto any street shall be cleaned up immediately. doe: Conditions D06 -169 Printed: 07 -12 -2006 doc: Conditions City old Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ct.tukwila.wa.us * *continued on next page" Steven M Mullet, Mayor Steve Lancaster, Director 32: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 33: A bond or cash equivalent in the amount of 150% x cost of work within the City right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 34: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. D06 -169 Printed: 07 -12 -2006 Signature: City oTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: 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. Y.f.G,t3 2t 4.4t zX Print Name: -S/7n r AA- lCP 'In doc: Conditions Steven Al. Mullet, Mayor Steve Lancaster, Director Date: 77 A‘ 006 -169 Printed: 07 -12 -2006 SITE LOCATION ARCIIITE OF RECORD — All plans must be wet stamped by Architect of Record CITY OF TUKWILANsi Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print" Site Address:_ IUD (D O 1. 3 9 Lk Ave S. Tu 4 14); /it WA Suite Number: Tenant Name: , ) l + Property Name: ✓oK f K et 7 /V t. Mailing Address: 6AC A S 1 Name: Mailing Address: c07) S f11 - U 5 c sr ,g7YNPFCC c State Zip E -Mail Address:dP l is C' tv s tern or; — ,nmr � F Fax Number: ic 53 35I 404 213 GENERAL CONTRAOR INFORMATION - (Mechanical Contractor information on back page) Company Name: A✓ n c- 4 ✓ O K G{ t- n in e S Mailing Address: 2 71 S A to b to 0 r lit, , A 4 ,4 A_ A u i a Ink W A 98 0002 City _ State Zip Contact Person: cT e, r r C / J a Day Telephone TJl' ?if -3355- Ey f 33' ‘ C. E -Mail Address: 0 ho si es, erny) Fax Number: (.253- - 642 9 Contractor Registration Number: A 12 /V 5't c. *3730 Expiration Date:. 2C /7 /J� 0 6 "An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance" Company Name: A ✓ wt s 4 ✓ 0 19 linty Mailing Address: .Z 7 AC A , . " ^ Ot /1/ Contact Person: la—PIr" � o - ( LhtSi J E-Mail Address: q: 4tmit* pints eaangm&pmna application (7 -2004) Revised: 611-OS ENGINEER OF RECORD All plans must be wet stamped by Engineer of Record Company Name: <i' /- Mailing Address: ot 90 / S Contact Person: 1 A v tT E -Mail Address: P 11 -40 St• . LHeie // Page I Building Permit No Mee 'cat Permit NO. Permit No. City Day Telephone: t3 state Project No: _ (For office use only) King Co Assessor's Tax No.: 2 ? 4 06 0() 4.22 Floor: New Tenant: ❑ .... Yes ❑ ..No ZIP — Feu -tz • ` ent`3 Z� City AU (A✓n WA 9 il)P3 z City State ZIP Day Telephone: tan) P33 33SC Fax Number: ( SS)?S/ 9 Teowta WA 9F409 City State p Zip Day Telephone: (423 4 74 • ! 44 9 Fax Number: BUILDING PERMIT INFORMXTION - 206-431-3670 Valuation of Project (contractor's bid price): $ q:\\pesmda plus\irc rlung•sytrmu eppliration (7 -2000) Revised: 6-8 -05 8A Page 2 /I / Existing Building - $ Scope of Work (please provide detailed information): TO h In l /mil 4. .2 S 7 O ✓ ' YI.S //mot G kt T l et. S / k lip, "Pot MA t lt/ GI n NJG 11;1A3 U3 Will there be new rack storage? ❑ ..Yes IS4 No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below 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) g 2 R / *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: 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 ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0..Sprinklers ❑ ..Automatic Fire Alarm ra.None ❑ . Other (specify) Will there be storage or use of flammable; combustible or hazardous materials in the building? ❑..Yes g] ..No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I* Floor - 4.1.7 2 Floor 9,5-7 3 Floor o Floors 0 Basement Accessory Structure" - o Attached Garage - Site Detached Garage o Attached Carport - () . Detached Carport in Covered Deck - - a Uncovered Deck ^ BUILDING PERMIT INFORMXTION - 206-431-3670 Valuation of Project (contractor's bid price): $ q:\\pesmda plus\irc rlung•sytrmu eppliration (7 -2000) Revised: 6-8 -05 8A Page 2 /I / Existing Building - $ Scope of Work (please provide detailed information): TO h In l /mil 4. .2 S 7 O ✓ ' YI.S //mot G kt T l et. S / k lip, "Pot MA t lt/ GI n NJG 11;1A3 U3 Will there be new rack storage? ❑ ..Yes IS4 No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below 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) g 2 R / *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: 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 ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0..Sprinklers ❑ ..Automatic Fire Alarm ra.None ❑ . Other (specify) Will there be storage or use of flammable; combustible or hazardous materials in the building? ❑..Yes g] ..No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. PUBLIC WORKS PERMIT INFOTION -206- 433 -0179 n 1 � Scope of Work (please provide detailed information): [h kilo( 2 S TO V/ ,S / rt � 4-044 ,i. ] w a ter District ...Tukwila ❑... Water District #125 0... Water Availability Provided • Total Cut ...Total Fill SO �... s a V AL Le-Vu s ❑...Cap or Remove Utilities 0, „Frontage Improvements ' Control cubic yards cubic yards ❑ ...Backllow Prevention - Fire Protection " Irrigation Domestic Water M i Permanent Water Meter Size... t/f - .' ...Temporary Water Meter Size.. ❑...Water Only Meter Size ,, ❑...Sewer Main Extension Public _ ❑ ...Water Main Extension Public gt'pnmiu pYulice dungo'Vnmi application (7-3004) Revised: 6845 bk Call before you Dig: 1-800-424-5555 Please refer to Public Works Bulletin 81 for fees and estimate sheet. Sewer District $...Tukwila ' ValVue - ❑.. Renton ❑...Seattle ❑...Sewer Use Certificate Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Sujrmitted with Application (mark boxes which apply): , `� ...Civil Plans (Maximum Paper Size - 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑...Traffic Impact Analysis — ❑...Bond ►❑..Insurance " Easement(s) 0.. Maintenance Agreement(s) — ❑...HoldHarmless Pro sed Aet vities (mst( 6�1hat apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ght -of -way Use - No Disturbance %," ❑ .. Right -of -way Use - Potential Disturbance ...Construction/Excavation/Fill - Right -of -way Non Right -of -way V ❑ Abandon Septic Tank ^ ha / Curb Cut •• Pavement Cut ❑ .. Looped Fire Line WO# 5Lo4 -p WO# ❑...Deduct Water Meter Size Private Private WO# FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑...Water ❑...Sewer ❑...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State 7+P Page 3 ❑ .. Highline ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑...Renton ❑ .. Grease Interceptor ❑ Channelization Trench Excavation Utility Undergrounding Unit Type: _Qty_ Unit Type: Qty Unit Type: ,e Qty Boiler /Compressor: Qty Furnace<100K BTU Air Handling Unit >10,000 CFM , Fire Damper 1 0 - 3 HP /100,000 BTU Furnace>100K BTU 1 Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU r . Floor Furnace - Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /I,000,0001 V c,-!? Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP/1,750,0040;9c j A Appliance Vent Hood and Duct Water Heater f v 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 E -Mail Address: MECHANICAL PERMIT INFORMATION 206 -431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: id- 1' * r <1 e c ° /Vf e f I Mailing Address: 4 4 0.. .4 bth,'A ✓pt- tt At. Contact Person: T; 44k e 14. lit M / G( lt., LYL Fax Number: Contractor Registration Number: C I T7SS/t If l r / 3 Expiration Date: t' —• /' O6 * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ 0 6 } Scope of Work (please provide detailed information< ( r (y CA ¢ L f iG 7 L f 101 1 / erns /a 1 / n , ttv'tek ct r -,t,..c/{ , et igtA.t (F ✓l " Ai / at I4I rco� Use: Residential: New ....0, Replacement Commercial: New .... ❑ _ Replacement I Fuel Type: Electric Gas -..❑ Other: ® 1 /x• I r• c6 It Indicate type of mechanical work being installed and the quantity below: BUILD S WNER OR AU Signature Print Na Mailing Address:l „ JQ ueu g 10 (31-x I Date Application Accepted: cs itGt:1v q:Apemits plus 4c dung's tpermit eppliation (7-2004) Revised: 64-05 bb Date Applic •lion Expires: Page 4 WA 96 00.1, City State Zip Day Telephone: x. Sb / 7+ P RMIT;APPLICATION ATOTES :Applicable tig%0Attlitu4 I.this app'li 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. 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). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY - AWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Day jelephone• City Ni t l Date: State Zip Staff Initials: V J S i . .- Tlxlum�yyme.x. •• z -' -�rQty v t;��yfm- oZ �. Drinking. fountain or water .cooler (per bead) .3�y-. F.t3ttlta � m c` _ _ .._. yp W Wash fountain 4- `�...:�'gs4tr�iPe . 4. -' ' �, Gas piping outlets '�J'�.• Bathtub or combination bath/shower Bidet Food -waste grinder, commercial I Receptor, indirect waste . • Clothes washer, domestic 1 Floor drain Sinks 4 • Dental unit, cuspidor Shower, single head trap / Urinals Dishwasher; domestic, with independent drain ' lavatory .2 Water Closet Building sewer or hailer park sewer n water system — in jt nside`building) 1,2 - Water beater - and/or vent Industrial waste pretreatment interceptor, including its trap and vet, 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 - INFORMATION Company Name: f 1 S LA WN B` C /� Mailing Address: I - ), ° _5 ! 7 A rift- �� l zip shae { 1 c amp Contact Person: , 'nc ! Day Telephone: S33 3(, Z E-Mail Address: Fax Number. Contractor Registration Number: D l L_ Expiration Date: v Valuation of Project (contractor's bid price): $ °! brio ( _ # la °b 4 10 1.2g3 Scope of Work (please provide detailed information): An n ( t r A I t_ r 1's n N t___416 • 6 Re a vr.v FoartR AS tau_ Z''C- ISaL.__ 4LLt_ (�{.0 t I )CTURe- S PLUMBING AND GAS PIPING CONTRA Indicate of plumbing fixtures and/or gas piping outlets being installed and the quantity below: . ,— li...•:n•• M, :— ., -,(VK . Penni, Antai,Prinn AK Reviled. 4-2006 b 4 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 Build 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 103.43 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. BUILDIN Signature: Print Name: Mailing Address: _ 4 -14 .4 i Ter_ -- ►. /1f Day Telephone: Date Application Accepted: os OR A w GENT: t al QMpplic ionetronu- Appllu,ioni On linen -2006 - PemJt Application.doc. am;.ed: 1-2006 Date Application Expires: Ott la Date: Staff Initials: Page 6 of 6 RECEIPT NO: R06 -01014 Initials: JEM UseriD: 1165 Payee: SHARON K. NAKATA SET ID: 0712 SET TRANSACTIONS: Set Member D06 -169 M06 -096 PG06 -021 TOTAL: Amount 12,536.37 30.00 198.00 12,764.37 TRANSACTION LIST: Type Method Description Payment ACCOUNT ITEM LIST: Description Check 8989 BUILDING - RES CASCADE WATER ALLIANCE MECHANICAL - RES PLAN CHECK - WATER METER PLUMBING - RES PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES WATER - ALLENTOWN /RYAN WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE SET RECEIPT SET NAME: NAKATA TOTAL: Account Code 000/322.100 401/386.550 000/322.100 000/345.830 000/322.100 000/342.400 000/345.830 000/386.904 104.367.120 401/379.004 401/379.002 401/342.400 401/386.520 401/343.405 TOTAL: Payment Date: 07/12/2006 Total Payment: 12,764.37 Amount 12,764.37 12,764.37 Current Pmts 2,127.24 4,648.00 30.00 10.00 198.00 111.25 6.25 4.50 1,023.94 4,015.19 60.00 15.00 490.00 25.00 12,764.37 7319 07/12 9716 TOTAL 12764.37 RECEIPT NO: R06 -00650 Initials: JEM Payee: JERRY L. CLYDE SET ID: S000000482 SET TRANSACTIONS: Set Member D06 -169 1,761.21 PG06 -021 49.50 TOTAL: 1,810.71 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 SET RECEIPT Copy Reprinted on 05 -11 -2006 at 11:40:05 05/11/2006 Payment Date: 05/11/2006 User ID: 1165 Total Payment:1,810.71 Amount SET NAME: Tmp set/Initialized Activities TRANSACTION LIST: Type Method Description Amount Payment check 1641 1,810.71 TOTAL: 1,810.71 ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PLAN REVIEW Account Code Current Pmts 000/345.830 1,432.21 000/322.100 250.00 000/342.400 23.50 000/345.830 105.00 TOTAL: 1,810.71 5343 05/11 9716 TOTAL 1810.71 Steven M. Mullet, Mayor Steve Lancaster, Director Project: /1 //7717'7 4("S Type of Inspection: 1 -i i1/9 V Address: 1/ 6 o 0 3 9 A/ S Date Called: Special Instructions: Date Wanted: t f / 3 47 ,�fn) Requester: Phone No: K. - / c-AO -� 1.J 5-Z 1 INSPECTION RECORD Retain a copy with permit t oj6 -/69 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - j67 I Xl Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: !` r' /roa i / 4nnip/f /e,// : :/ 67/ I Da /! / /P 1A 00 REINSPEC110N REQUIRED /Prior o inspection, fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: IDate: Project: N 7?CA%A 2/t. Type of Inspection: J'r/04/ v Address: / / Go6 -3 S Date Called: Special Instructions: Date Wanted / /l‘ /6 a.m� P.m. Requester: Phone No: a 4 - 25S - 5zy6 N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ID Approved per applicable codes. COMM TS: Insp r: ceipt No.: ./Ate IIAbvt - T, 414/ NA.eV ��� /i ✓��// drieffete, ~ tet • t 00 REINSPECTION E RED - ED. Prior o inspection. fee must be aid at 6300 Southcenter Blvd.. • uite 100. Call the schedule reinspection. INSPECTION RECORD Retain a copy with permit Date: 'Date: PERMIT NO. (206)431- Corrections required prior to approval. Project: ,t/6' /2r's. Type of Inspection: r, / Al Address: / /6ece) 3S 4 Date Called: Special Instructions: Date Wanted: /D // 67 p.th. Requester: Phone No: (9,53-033 -33sr INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R -- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 Approved per applicable codes. aorrections required prior to approval. COMMENTS: ❑P ector; (Receipt No.: NO ( iue A eCs eiep (Date: 3O7)-=-1 . Date: I ( D P 47 f0 REINSPECTION FE REQUIRED. Priglr o inspection, fee must be at 6300 Southcenter Blvd.. Suite 100. ¢all the schedule reinspection. Project: 4/44(4 7 4 i "'S Type of Inspection: / -7rv49 / Address: p // (00() fl 9v S Date Called: Special Instructions: Date Wanted: Requester: Phone No: 00 6 5 ' 5 - 92V 6 if INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Lid' PERM (206)431 -3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: / / 3 /z3� ;(t /,C/r✓e , tin /_. C n ectoor: \ � (Date: ❑ ". EINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid ft 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: i f i r / Y�.r r, A v . Type of ,c t f /' / ! a 10�,, Address: Date lied: Special Instructions: Date Want d: !!nn Requester: Phone No: Retain a copy with permit @/ INSPECTION RECORD i�et/ -vu CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: Approved per applicable codes. El Corrections required prior to approval. 0 $58.00 REINSPECT!' N FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date; Project' i / Type of Inspection: e ✓ Address: 3 (20a..., r ettek.1 6 , A rratfre,,,, t? bate Called: ' Special Instructions: s&& ill ))) + 2 I Date Wanted: �p a.m. r �` p.m. Requester An C `5 Phone N9 2 — 9294 COMMENTS: i) 7 5 “, ra, j A, s4' 5 3 (20a..., r ettek.1 6 , A rratfre,,,, t? . cboo Ai n_ c e.,, L °cr 5eal No /r it cor '> o4 nwiA ( / �� �a1» ` r � f ir.i/ 4C,„ g-1-7 , 2./.0-1, It / ! l ✓ , 7 Inspector: ./ Date: 95_677 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. El $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. tee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: !Date: INSPECTION RECORD Retain a copy with permit .. 42 6 PER4T 0 20 • )431.3670 Corrections required prior to approval. l-= S Project: / r / k Type of pectiony 1 it a ■ / � Addr e s: ht213 x.35 4 Date ailed: Spe ialInstructions: Date Wanted: Q/� jj �� a.m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION PERM 6300 Southcenter Blvd., #100, Tukwila, WA 98188 - (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COM ENTS: 24 d.. a rp 0 $58.00 REINSPECTION E REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: (Date: Project: N AcA�4' 2 r°S Type of Inspection: Fl>va c, ) gent, Ue/A zeO^GD (--rr,f47 '744/..1.// he rye, Address: i i (0 tJ P 3 S i l 0 S Date Called: a c/rvaC/i 7 /.1'1e55 n,- •rw/ 7.s<!O Special Instructions: Date Wanted: •-) - z- m. p Requester: Phone No: z5 - - -9 -9 COMMENTS: \ ) gent, Ue/A zeO^GD (--rr,f47 '744/..1.// he rye, ri u r -7 Sr✓rs- n/ "Ary 0O ,ee,Lil-.t,/ a a c/rvaC/i 7 /.1'1e55 n,- •rw/ 7.s<!O /c -r "Ante J,v5[,/.4 /.i) ate/ /y� ,7a tug // 44,52.7 /.A✓t/ ,teJ) 2 v / Si53'c J (1e /..t5 /.Vsl, /41 5 ,l, /UG7 ant/MA &Wtk'/" "9 1i,N olrrW • / r Y / / /rillN.v /CA /,C it /' rcteoJ vIvrvri /cLs • l / e r'arbi,?" tWre 7h, 9/ o/ r 9 /=i >, /: :t n /..-/W I'c /1 A. AS 4'? �t'tft. her.ar-/roa -7 iY✓0ea//i fjArn/ S . . `7etfi // ' if r" 4 7 -",4 ri d e � d'`' / / S/n f S /6v miC'r or: 211M/-> )7 A , A .e...0 Date: I S - el -e"7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. 5 8.00 REINSPECTION F�E REQUIRED. Prior to inspection, fee must be aid at 6300 Southcente Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Corrections required prior to approval. (Date: D06-I (206)431 -3670 Project: . KS { � Ices. Type of Inspection: 1JA Po 2 fie 14 reCs ✓S Address 11(/03 3 S IA Oe S Date Called: Special Instructions: Date Wanted: ,.mm Z- t-7— 07 p.m: Requester: Phone No: . 1 2 6 0 Z . 5 5 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Corrections required prior to approval. 0 ENTS: Inspector a u - arctib Date:? $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Pro'ecC 1 r Yir � u f` a.I _' -� T gof AO Y I�iY/�1 ( / a� v 'i L — Address: // Date Called: , Spe ial Instructions: S i Date Wanted: (1.7P ( _7.. N. Requester:--- Phone No�s. iNSPEC •N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: ›C / .4,4 G4S1 w 5 ie, !?ice /roves, 1-0a/4 ■'a% 6/,‘, e s A- 6.esz.4-7#4 / S,L ❑ Approved per applicable codes. ' 01 I Date z z6 t7 ri $58.00 REINSPECTION FED REQUIRED. Prior to inspection fee must be paid 8t 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: 'INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. Date: Project: A/4 K,e1 7 4 oe ' Type of Inspection: .__ _ GC/ 6 \J Address: / /Go6 3 $ 44. 5 Date Called: Special Instructions: Date Wanted: - 2 7 , —O7 P.m. Requester: Phone No: e253 833- 31.55 INSPECTION RECORD etain a copy with permit INSPECTION O. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: I p tor: PA Date: .23 v'7 Approved per applicable codes. Corrections required prior to approval. f • 8.00 REINSPECTIO EE REQUIRED: Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: / ►'a A � �4.0 74/7 Type of Inspection: W // V s t, ,l d Address: Date Called: /_445%, Ant. 5 4. /... f A (. /1 , Special Instructions: Date Wanted: / a.m. i G1. { ti ski J . r Obb ei. -1 7l / Requester: _TO ri Phone No: r �. II♦�� are Ialo�9ft /n /Ylr iM ll !� _ II�1liII - .�k! ir ■ Approved per applicable codes. Corrections required prior to approval. COMMENTS: i _SO,/,/ / /In Z ra/,/e-..eQ }-0-7/C5' -2 v.9l � 6 .f "ail /i-5 J re y /_445%, Ant. 5 4. /... f A (. /1 , ,re f.2. .0 r 7,., 1- ll 2) 4/9t h 17, 4 �i r .>vine i G1. { ti ski J . r Obb ei. -1 7l / i/ i',. --..i Al ... A jr. . L J r �. II♦�� are Ialo�9ft /n /Ylr iM ll !� _ II�1liII - .�k! ir INSPECTION RECORD Retain a copy with permit INSPECTIO NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PER (206)431 -3 Date: A 24 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: (Date: Project: illf3 i ?mss Type of In ection: `, / ,c Address: /7608 s9 19r. s Date Called: Special Instructions: Date Wanted: a.m. / - 22 %v'7 orrt Requester: Phone No: .aj 83 3 - 33a`s INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit A pproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Date: $58. REINSPECTION ifF REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: (Date: Project: NA /c. a /2 ° s Type of Inspection: / it. & COMMENTS: /, c . - / of di ,0-7. ted Address: �, // &OE: - / 0 Date Called: L Fla le fm, ' J /v I _ A - 3;c / c Special Instructions: Date Wanted: /— //- 07 ta.m, P.m. Requester: a 4 5 .S OVA Ar,l Phone No: 7nl lac- C7.,/ Gf/ ( 41'51 T ,, Approved per applicable codes. 1;4Corrections required prior to approval. �� COMMENTS: /, c . - / of di ,0-7. ted t ,/r ct , 4 7 L Fla le fm, ' J /v I _ A - 3;c / c 6 4 " ^ 4 m g 6 c...4 „a / 01--t_ r'I/ n, a Sh-‘ p / rin. & -g S ° wW Al c- 4 B�i4 i f 'S (. 770 C /,s a 4 5 .S OVA Ar,l tr Ni/ // ob v ei 4 , i Gf/ ( 41'51 T ,, _ �w c-/9 b .rims--, / 6 ' it C— /�fa o.A7 S /' M., 4, 0 7 f ir 4 .11 m.As, Ai er,:y/ INSPECTION NO. I Receipt No.: INSP CTION RE RD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector:' ) Date:. 1/0 ri $58.00 REINSPECTI FEE REQU� Prior to inspection, fee must be paid at 6300'Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: Project: / / � f Type of Inspection: � - Address: Date IIL J Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Date: r PE NO 4.' i! (206) 1.3670 COMMENTS: _ , 54 AA -,, 4 P7 �. % l 1 P7 tor A e-€0,44 w ran, J 6L,. /1 417 1/) 41011- in-4./4-7 19 low ri0 cc ( 4 n i Jp Q -- A] /e n /.(J h . Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 4300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: .. Project: i`/' � Type of Inspection: ? COMMENTS:JL ! A s.,i>nvm 4� ! / aid e, Address: Date Called Special Instructions: Date Wanted: a.m. • Requester: l id S P one No: Approved per applicable codes. Corrections required prior to approval. COMMENTS:JL ! A s.,i>nvm 4� ! / aid e, ii io ivy 4 flV7C. /Lfr,A f 'M i< t/ A C bov 0/4 nee r+ A-) 4 /3) P1-» ,, /', , r % i.L.#t), i 4, '7 1n. • _eel °CC145' 0 5ce 6 G..41 n�.. -t tea ✓`.,t S Pit Ii r ' ( ta i ^ )S A lit " �' Side- S tall L.,c. // S A if INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITkOF TUKWILA BUILDING DIVISION 600 S thcenter Blvd., #100, Tukwila, WA 98188 x(206 n $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Rdceipt No.: Date: Project: J Y / / L , rGI / f /( Type of Inspe tion: / , r �J jt r e; .( ) Address: ed: Date Called: Date Wanted: 1 Special Instructions: Requester: 'Phone No: INS CTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. (Receipt No.: INSPECTION RECORD Retain a copy with permit (206)431-3 El Corrections required prior to approval. COMMENTS: Y 4 1. —lJ/�� /fry. /�✓7Ii ,r , Inspector: Avilth r Date)z ri $58.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: Project: Ai 4K 7 e Pr S • Type of Inspection: `./ °cif ch,-1 //i-ii, Address: /1008 35-du S Date Called: Special Instructions: Date Wanted: / O - -2( 0C a.m. p.m• Requester: Phone No: INSPEN NO. INSPECTION RECORD Retain a copy with permit poo -/G CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 COMMENTS: In Approved per applicable codes.. El Corrections required prior to approval. $ r o REINSPECTION FEE EQUIRED. Prio /to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: (Date: COMMENTS: 1_ � l s 6 r /I — 1 62,./4/y, ` ' il 9 Air) ,i= i J / (',AR n 6 ( 7 PI/V Date Called: p /e)r* ey Cl)r -1 h i4/ , i1/5 jivs pr "-I f - a .m. P. Requester: Phone -4913-3.35 Project: Nay( I rA Re S Type of Inspection: V / —S%e; // ; Address: / /Go/5 3 S Date Called: Special Instructions: Date Wanted: /0 -.2 «- O G a .m. P. Requester: Phone -4913-3.35 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2p4 431-3670 INSPECTION NO. ❑ Approved per applicable codes. 'Receipt No.: INSPECTION RECORD Retain a copy with permit ,UDC / b 5 Corrections required prior to approval. Date: /D ? *CV 58.00 REINSPECTION FI E REQUIRED. P or to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: Project: NA,c teS Type of Inspection: `' `'ooh Inj6 AtNS V Add Ie» 0 B 3 9 A J S Date Called: Special Instructions: Date Wanted: _ Z -. . O L (1.411'. p.m. Requester: Phone No: ao(7-zaL _gas" C. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PE (206)431 -3 1 442proved per applicable codes. El Corrections required prior to approval. COMMENTS: I Datn_ z ^ ma c 5 00 REINSPECTION FEE REQUIRED. PriCr to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: Project: 0A4ATA Re S. Type of Inspection: V Ov# i k Sire e Address: Mt(od& 39 AU 5 Date Called: Special Instructions: Date Wanted: ! � T 9 — .a.co-0c- p.m. Requester: Phone No: ,? f> (o — 2-5S -c 2 1 (_ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 tir Approved per applicable codes. COMMENTS: Ins IDat9 Z G— dL INSPECTION RECORD Retain a copy with permit PE (206)431 -3 Corrections required prior to approval. D $ 0 REINSPECTION FE REQUIRED. Pr)Qr to inspection, fee must be d at 6300 Southcenter Blvd., Suite 10 . Call to sechedule reinspection. Receipt No.: 'Date: ( Project: '‘, i7, Type ofInspectlq : "" �ssr 4 3—:P . ;,,, as. Address: 08"x! / Date Called:- ,A i Special Instructions: , / /k f- I!7 - . 9 f Date Want : i �m� P.m. Requester: tr Phon,''lo: INSPECTION RECORD Retain a copy with permit' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 I 09 447 PER =36]'0 COMMENTS: Approved per applicable codes. Corrections requirP prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. {Receipt No.: Date: % : Project: K /7., ` Type pect t><I � Address: / / lam -134 4 c0 Date Called: Special Instructions: /003922-0/ Date Wanted: Z� a. m. Requester: Phone No `f l INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 „_ (2,06)431 -367 Approved per applicable codes. COMMENTS: Po n -vt - over - 1?.' ' 'I /G Ale / s„ ' t� /fir / /o / i rC i! �v71! 1 �S ev m„ . 4/ /n' C , vQi+� �YO ir7�j /i'Z.. (ar G 0 n S roc c hen�.r w,`? /' ht 44.1- 'n/ Corrections required prior to approval. $58.00 REINSPECT( dfi FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: Type of Inspection: `� Address: //6o -39 d, C. Date Called: . Special Instructions: Date Wanted: / —, '0667 P.m. Requester: Phone No: --2_06-2C- ..,29-6 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. .) INSPECTION RECORD Retain a copy with permit t 'Y (206)431 -367 COMMENTS: Corrections required prior to approval. ri $58.d0'R EINSPECTION (! REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: (Date: i Project ) , 1` ,, 1� {�) Type of Inspection: p i d f/ U-7 Add VO : O wl nPf a, ^ ` V }'wt • Date Called: ) l Special Instructions: Date Wanted: ��. t 1 a.m. P.m. Requester: Phone No: e El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 0 Corrections required prior to approval. COMMENTS: 911[2 (frC �) avv sfa o- 4 fir [ .e 5 ci w•- Skt (' j 0? c.- ,244-2 fen a C& . jt la}V1A i— Inspector: 1Date: S 7 I > ( 17 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: Date: COMMENTS: Na Ka lA 516/ °7 Not C h514k LW t V 11 (1 ) -• Date Called: 5 -7_ 07 518/J7 - 11/4 c tat 14 `�, Date Wanted ^ - 0 7 p m. 5/5/07 Sp{iislt Vos' fvc ,nc.tM(4 Phone No:20 6-255-9241 ci✓12 viva. NIX Q jrA c S . ¶(' /o'? wDL(C- Ns -re) W r y V, - 5100 SAM tt S.&& ,.-F s I- FAtQ FJQtA) W rt -t T4 . fay O /\ tw4 P y P1 U c 64, if A44 to K t0 It-41 • Project: Na Ka lA Type of Inspection: ra r — rill A l Address: ) 1605 .31 Ave s. Date Called: 5 -7_ 07 Special Instructions: g r ./0 (A I S `�, Date Wanted ^ - 0 7 p m. Requester: K c r I �f Z / 77 ? Phone No:20 6-255-9241 cc! I-A so INSPECTION RECORD Retain a copy with permit D06- 16q PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Inspector: 6Ai 'Date: 578/9 ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Gate: COMMENTS: IlMo6 am w G cb- Q c000 Pm Mfr T9- -4'r lc, S►GNA■ 00 DUI wA y t I At� ) a) to;ooplh iv TA (' f i ((t°t I • k P-w vr. 9 ) (ik. a c , p�-ty Jo ; - bj f w1 £lt &a S Sr Pkw>Py- 4tycc' /t c 4 y9l o fo 1& t W cfli In cu". S k t,r'1 toi S rM Sit to ■ T9 Liu 6 (1 aw loll IMF` nl' . p Xk&.u) N(u& 1luv. SP AU t4,41/4. it" Cp S:WAw) Requester: Phone No: Project: C _LI Type of Inspection: +- 0- Address: ? V 7 5 S( 1 Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION NO. ED Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT Nd (206)431 -3670 El Corrections required prior to approval. Inspector: (�J Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: *'; - Project: /'/A/CATA Type of Inspection: f - PnaI Address: //6 ag Suite #: 39 4, .s Contact Person: ,S LVoh Ai/4' 11 Special Instructions: Pre -Fire: / Phone No.: o?ot- ZY6 - 85'75 Needs Shift Inspection: Sprinklers: Alarm: Hood & Duct: M oe Monitor: / Pre -Fire: / Permits: Occupancy Type: INSPECTION NUMBER FRA pproved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Doc /C9 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 I I Corrections required prior to approval. COMMENTS: ode Inspector: 5Z J Sri f' Date: 577/0 -7 Hrs.: $80.00 REINSpECTION FEE REQUIRED. You will receive an invoice from the' City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 SITTS & HILL ENGINRS, INC. Professional Engineers and Planners 2901 South 40th Street, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 SEATTL DE ARTME OF ING AND DEVELOPMENT 700 5'" A e Su' 2000 Seattle, Washington 981 June 2, 20 / P K Attn: Plans Examiner SUBJECT: REVIEW OF STRUCTURAL DRAWINGS FOR NAKATA RESIDENCE, LOCATED AT 11600 39 AVENUE SOUTH, SEATTLE, WASHINGTON. Dear Plans Examiner, ROBERT J. DAHMEN, P.E. BRENT K. LESLIE, P.E. ROBERT N. ERB, P.L.S. RANDALL C. HAYDON, P.L.S. KATHY A. HARGRAVE, P.E. LARRY G. LINDELL, P.E. Sifts and Hill Engineers performed a lateral and gravity analysis and prepared structural detail drawings for the plan mentioned above. The shear wall designations, hold -down call -outs, and framing members resulting from our analysis were incorporated into the drawing set prepared by the Designer, Armstrong Building Components. Sits and Hill Engineers has reviewed the drawings for correctness of structural items only and found that they conform to the requirements of our analysis. Please feel free to contact our office if you have any questions. Sincerely, SITTS & HILL ENGINEERS, INC. Larry Lindell, PE Structural Project Manager p: 12671 /prododmrresfSeattle- 2 -Jun-06 EXPIRES: 01/19/ i Civil, Structural and Surveying S ITTS &-HILL ENGINEERS Professional E e ngin �& Planners CIVIL S TRUCTURAL' AND. SURVEYING NAKATA RESIDENCE 11600 - 39TH AVENUE SOUTH SEATTLE, WA 98168 CALCULATIONS PREPARED FOR Armstrong Building Components 2715 Auburn Way North Auburn, Washington 98002 PREPARED BY EXPIRES JANUARY 19, 2006 Sifts & Hill Engineers 2901 S. 40th Street Tacoma, WA 98409 November 26, 2005 S & H Job Number. 12,871 INDEX Sifts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 - 474 -9449 Fax: 253- 474 -0153 BASIS FOR DESIGN 2 DESIGN LOADS 3 GRAVITY ANALYSIS 4 - 41 LATERAL ANALYSIS 42 - 65 11 x 17 STRUCTURAL DETAIL DRAWINGS 66 - 69 Job Name: NAKATA RESIDENCE Job No: 12,671 Sheet No: 1 By: GWW Date: September, 2005 BASIS BUILDING CODE: 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. LOADS: ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. WIND LOAD = 85 MPH WIND SPEED, EXPOSURE: B. TOPOGRAPHICAL EFFECT FACTOR (Kzt) = 2.0. SEISMIC DESIGN CATEGORY: D. FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 1,500 PSF. CONCRETE: REINFORCING: BARS #4 AND SMALLER: Fy = 40,000 PSI. BARS #5 AND LARGER: Fy = 60,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: ASTM A36 (Fy = 36,000 PSI). ANCHOR BOLTS: ASTM F1554 GRADE 36. WOOD: Sitts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 -474 -9449 Fax: 253 - 474 -0153 Job Name: NAKATA RESIDENCE Job No: 12,671 Sheet No: 2 MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO COMPLY WITH EXPOSURE REQUIREMENT OF IBC TABLE 1904.2.2(2). STRUCTURAL DESIGN IS BASED ON fc OF 2,500 PSI. PER IBC 1704.4, NO SPECIAL INSPECTION REQUIRED. WOOD TYPE JOISTS 2X4 HF #2 2X6 OR LARGER HF #2 BEAMS WIDTH 4" OR LESS DF #2 WIDTH GREATER THAN 4" DF #2 LEDGERS AND TOP PLATES WIDTH 4" OR LESS HF #2 STUDS 2X4 HF #2 2X6 OR LARGER HF #2 POSTS 4X4 DF #2 4X6 OR LARGER DF #2 6X6 OR LARGER DF #2 By: GWW Date: September, 2005 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 240 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. ENGINEERED WOOD BEAMS (IJC 2.1E): Fb = 3,000 PSI, Fv = 300 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 2,100,000 PSI. DESIGN LOADS ROOF DEAD LOADS: ROOF LIVE LOADS: FLOOR DEAD LOADS: FLOOR LIVE LOADS: Sitts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 - 474 -9449 Fax: 253 - 474 -0153 Job Name: NAKATA RESIDENCE Job No: 12,671 Sheet No: 3 By: GWW Date: September, 2005 ROOF 6.5 PSF INSULATION 2.0 PSF SHEATHING 1.5 PSF FRAMING 2.5 PSF BEAMS 1.5 PSF MISC. MECH., & LGTN. 2.0 PSF 16.0 PSF TOTAL DEAD LOAD 25 PSF SNOW LOAD FLR. COVER 1.0 PSF INSULATION 1.0 PSF SHEATHING s 3.0 PSF FRAMING 3.0 PSF BEAMS 2.0 PSF MISC. MECH., & LGTN. 2.0 PSF 12.0 PSF TOTAL DEAD LOAD 40 PSF PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. I I BEQT) ROOF VENTILATION NO ore RALr TOTAL W sr aA To es morelCWO N UPPER N oP Rocs ANA DT cwtNna MOM NEMNO ASD2R son SO mens am max TOTAL REDO men APRA TO EC PRONDED N LORD M cs ROW AREA DY 'en 010006 71T1-K !RUM TRIALS rar Rean'efl 52 6a R. LOOF O'HANG NOTE. ALL roar ONMDS M DE real rs• OACLl tW OLAATTs TIPKAL ULT P TO OE *I UNLESS ALL NOTED OPe! M E OTIRUK NOTED GENERAL ROOF NOTES o ALL oralsas An RSOUa To PRANKS 4p EASED ON o ALL cw+lwaan• To comer an. NfM MSG AND AU. STATE MG LOCAL CODES o MRJNE. ROCS RIMS N• On — SEATED ECM IP 5ILDNS PAPER cmll•oNTTIO I IticsSp S NE EOM pad T1TICN. O MOAN NfSOI Wrap pa NORICA E CUPS AT SARI IRO OP MAO. ISIS o rxS• EMWLR IRn SALL TYPICAL DOER O AL WPM AE MCP MIENL to at SAP x a• Data dales NOTED o .RPM AU. MAIM MO wEEPOR LOCATIONS CN Ant AT IPM cs CL1tl TILCEON O EYOM° ltAC UtD MUD M$t X rm moos nor RLEp l EDER NI4AR WO O MR DOORS RIRII IS—s RM PT ROM *SLATER RJR ROOF I OADING NOTE: ALL POOP TIUNES TO 1R ONIOr° POt TPA / It OUII LOAM.] NO PT AMMO c0TCgROI Roma U P P E R R O O F F R A M I N G P L A N [ I DP'EN91aN HOIES: OPOESI amaaaN SALE MEAD SCE PI 01 I iji ii lt REVISION DATE ROL Una FIB REVS. 1116/05 ORR REVS. 84/05 GPM COPYRIGHT PROJECT NAKATA SHEET DRAUN BY DATE MS 7•73 -6 AUBURN HT Sc N SITTS & HILL ENGINEERS, INC. DESIGNED ‘ DATE /0 C JOB 7 CHECKED ROL DATE 12-I fr)g SHEET TACOMA, WASHINGTON (253) 474-9449 PROJECT A 4/6/tact Af 1 0- L4 z 4 /i-z - z4 «& OF ' • „te=_42c( •tg)ti4i4s P%-z. • • • i ', , giec - - ' , , 1•4, <•--is - 410 /6,. (- 2 , 1 ,7 it4it za - c -- - -- ' ' • • • .i.. - - , , - ---: , _ . t 4 -• t )1- • i • . I " 5 46. tHet< /4", ix:,fict)2,02;54y4, -± i4t : 4 2,5i-4S ,. z /4‘4 _eig4-14r/f1 ' 4 / t,s A4 I - 4 ' C - 31ikft,6 - • , • • . , , 2- r 1 , 5 . r -, .: T 1 • ' • . ' ' ' 1 L1- - 4 -- 4 - : 4 , 4 " ` 1 7 4ibil ze 11 s , _. _ • . - . . . ,.. . . ,t• r, i ::•' },4— f - ' • - . . . — • • • , , , , i, • ± , t„,: i , 4 ... , ., • •' ' '•-• -T ' i --- - --- . 1 ' , ` 1 • ' - 1- ' 4. 4 ' - -k ' 1 4 "I . 4 - 1 I ' '-' . 7-', t- - -, -4- I • . 4- 4 - - -' - 4 - •I- 4 4 ,-„, t . -I -1-1- , • , r- f -1 I I : ' • : • , t • - • ---" , • -■ , • . 4 , L. t.- ' -4---1- ; • • : ; , 4 1 I - • . 4 I 1 I • I I . , I , Rev: 580004 User: KW- 0602611, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Dead Load Live Load ...distance L Summary C R1 3.5x9 3,193.0 lbs lbs 1.500 ft f Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max E Right Support Max. M allow lb 1,172.87 psi Fb 2,760.00 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 • D @ Center Left @ Right 3.500 in 9.000 in GluLam 1.150 Pin -Pin 48.00 #/ft 48.00 #/ft 248.00 #/ft 248.00 #/ft Dead Load -0.038 in 2.300 ft 1,595.2, .L. Defl) ... 0.056 in 0.000 in 0.000 in lbs lbs 0.000 ft fv Fv General Timber Beam LL @ Left LL @ Right LL @ Left LL @ Right Point Loads I Span= 5.00ft, Beam Width = 3.500in x Depth = 9.in, Ends are Pin -Pin 0.531 : 1 4.6 k -ft 10.9 k -ft 4.62 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 10.87 146.67 psi 276.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi lbs lbs 0.000 ft Total Load -0.049 in 2.360 ft 1,213.77 1.500 ft 5.000 ft Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 75.00 #/ft 75.00 #/ft 388.00 #/ft 388.00 #/ft lbs lbs 0.000 ft 5.00 ft ft ft 4.6 k 8.7 k @ Left 3.17 k @ Right 2.43 k Camber: @ Left 0.000 in © Center 0.056 in @ Right 0.000 in Maximum Shear • 1.5 Allowable Shear: 2.60 k 1.53 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Defl Lu Lu Lu Start Loo 0.000 ft End Loc 1.500 ft Start Loc 1.500 ft End Loc 5.000 ft lbs lbs lbs lbs 0.000 ft 0.000 ft Job # Date: 8:18AM, 28 NOV 05 Max 3.17k Max 2.43 k Dead Load 0.000 in 0.0 0.000 in 0.0 Page 1 12671.ecw:ROOF FRAMING 0.00 ft 0.00 ft 0.00 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 lbs lbs 0.000ft Rev: 580004 User: KW- 0602611, Ver 5.8.0. 1 -Dec -2003 (0)1983.2003 ENERCALC Engineering Software General Timber Beam Page 1 12671.ecw: ROOF FRAMING Description General Information Section Name 3.5x9 Center Span 5.00 ft Lu 0.00 ft Beam Width 3 500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Fb Base Allow Load Dur. Factor 1.150 Fv Allow Beam End Fixity Pin -Pin Fc Allow E Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right R2 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ■ 252.00 #/ft 252.00 #/ft 48.00 #/ft 48.00 #/ft LL @ Left LL @ Right LL @ Left LL © Right Point Loads lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Dead Load 3,193.0 lbs Live Load lbs ...distance 2.500 ft L Summary 1 Deflections Span= 5.00ft, Beam Width = 3.500in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0.478 1 @ Left 0.000 in @ Right 0.000 in Title : Dsgnr: Description : Scope : 394.00 #/ft 394.00 #/ft 75.00 #/ft 75.00 #/ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Start Loc End Loc Start Loc End Loc Job # Date: 7:40AM, 6 DEC 05 0.000 ft 2.500 ft 2.500 ft 5.000 ft Beam Design OK Maximum Moment 5.2 k -ft Maximum Shear' 1.5 3.6 k Allowable 10.9 k -ft Allowable 8.7 k Max. Positive Moment 5.19 k -ft at 2.500 ft Shear: © Left 2.88 k Max. Negative Moment 0.00 k -ft at 5.000 ft @ Right 2.23 k Max © Left Support 0.00 k -ft Max © Right Support 0.00 k -ft Max. M allow 10.87 Reactions... lb 1,318.81 psi N 114.60 psi Left DL 2.10 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.84 k Camber: @ Left 0.000 in @ Center 0.065 in @ Right 0.000 in Center Span... Dead Load Total Load Left Cantilever... Dead Load Deflection - 0.043 in - 0.052 in Deflection 0.000 in ...Location 2.480 ft 2.460 ft ...Length /Deft 0.0 ...Length /Defl 1,393.6 1,160.96 Right Cantilever... Camber ( using 1.5 ' D.L. Deft ) ... Deflection @ Center 0.065 in ...Length/Defl Max 2.88 k Max 2.23 k Total Load 0.000 in 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580004 User: KW- 0602611, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12671.ecw:ROOF FRAMING Description R3 General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.5x9 Center Span 4.00 ft Lu 3.500 in Left Cantilever ft Lu 9.000 in Right Cantilever ft Lu GluLam Douglas Fir, 24F - V4 Fb Base Allow 1.150 Fv Allow Pin -Pin Fc Allow E _Full Length Uniform Loads Center Left Cantilever Right Cantilever L Summary t DL DL DL 353.00 #/ft #/ft #/ft LL LL LL Span= 4.00ft, Beam Width = 3.500in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0.163 ; 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ft, 379.43 psi Fb 2,760.00 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Stress Caics Bending Analysis Ck 20.711 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -0.005 in 2.000 ft 9,035.3 ' D.L. Deg ) ... 0.008 in 0.000 in 0.000 in Le Rb 1.5 k -ft 10.9 k -ft 1.49 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 10.87 fv 44.96 psi Fv 276.00 psi 0.000 ft 0.000 Max Moment 1.49 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.42 k 5.132 in2 276.00 psi Scope: Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ` Total Load -0.011 in 2.000 ft 4,269.69 2.000 ft 0.000 ft Reactions... Left DL Right DL Sxx 47.250 in3 CI 1493.999 Sox Read 6.50 in3 0.00 in3 0.00 ina @ Right Support 1.42 k 5.132 in2 276.00 psi Title : Dsgnr: Description : 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi 394.00 #Nft # /ft # /ft Maximum Shear' 1.5 Allowable Shear: 0.71 k 0.71 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Area 31.500 in2 Allowable fb 2,760.00 psi 2,760.00 psi 2,760.00 psi 1.49 k Bearing Length Req'd 0.657 in 1.49 k Bearing Length Req'd 0.657 in Job # Date: 7:40AM, 6 DEC 05 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.4 k 8.7 k @Left 1.49k @ Right 1.49k Camber: @ Left 0.000in @ Center 0.008 in @ Right 0.000 in Max 1.49k Max 1.49k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 1 1 1 1 1 1 i 7 11 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT i-- AKA-n- DESIGNED G,,,.IIJ DATE CHECKED I _ DATE /o JOB 1, 47 SHEET OF OrsiL tiff .y la' :.: ar fJet t a;Z 1' . • ;..: 120.' )* bC7±:1( 4v2+; :'Fzi.0 # �� -4ot tw 25 (8J V+Ak7 : t/< Os': LE c > o' 120 � I)tf 1 7/4){W4 JI,f2%+ ] - Up/It's_.SHE 45 C:k�c 3Y'vx9 :113 E • au t > i4 1(a('it t [Qrt S} +2G /z t 2. ) • • SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT hAICATq 'f R: 1t.00 2M J6 1— 1 1 ?C": ' 1/ DESIGNED CL—IL-I DATE I 22 O JOB CHECKED l DATE IZ 5 /0C SHEET OF • . S4fl&r vg8 I T Lt llo'- o (04-) a??-1 31_1 LEn.. L 7 rasa 4 =1 2 C?° :1 4/. . 144 s ,L)E , 54, 11% 1.1.G . 2.1 .E Q,= 12(1.' 3) 1.,= 9x0.33) h ti -JD : 4-5b:* 4,0 +G) 4-66. :. =12 (11./i) t h, = T%FX(17t): = :Wi g : ±26(26 : _: 4-1p3 _ vp, /4 .+- , .. .110Al2) 2SC4/z ). j :.SYta G ;_ 1 ��- 12(/53 c)T Ct /a'"Ptz-i -2a SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT SIAkA TA DESIGNED DATE or JOB l2 /n?j CHECKED PURL- DATE a Iy QS SHEET OF Iz R ev: 580004 User. KW- 0602611, Ver 5.8.0. 1- Dec -2003 (c)1963.2003 ENERCALC Engineering Software General Timber Beam Page 1 12671.ecw:UPPER FLOOR FRAMING Description General Information (Deflections Section Name 5.125x11.875 IJC Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Stress Calcs Bending Analysis Ck 21.457 Cf 1.000 Max Stress Ratio Maximum Moment Allowable @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction UF1 Le Rb 5.125 in 11.875 in Manuf /So.Pine DL DL DL 1.000 Pin -Pin Max. Positive Moment 10.85 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 30.11 fb 1,081.29 psi fv 66.04 psi Fb 3,000.00 psi Fv 300.00 psi Center Span... Dead Load Deflection -0.124 in ...Location 7.000 ft ...Length /Defl 1,351.5 Camber ( using 1.5 * D.L. Defl) ... © Center 0.186 in @ Left 0.000 in © Right 0.000 In 0.000 ft 0.000 Max Moment 10.85 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 4.02 k 13.396 in2 300.00 psi 3.10 k 3.10 k Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 216.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever IJC, IJC Fb Base Allow Fv Allow Fc Allow E 0.360 : 1 10.9 k -ft 30.1 k -ft at 7.000 ft at 0.000 ft Total Load -0.255 in 7.000 ft 658.95 LL LL LL Scope: L Summary Span= 14.00ft, Beam Width = 5.125in x Depth = 11.875in, Ends are Pin -Pin Reactions... Left DL Right DL Sxx 120.451 in3 CI 3100.999 Sxx Redd 43.41 in3 0.00 in3 0.00 in3 © Right Support 4.02 k 13.396 in2 300.00 psi Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 14.00ft Lu ft Lu ft Lu 3,000.0 psi 300.0 psi 650.0 psi 2,100.0 ksi 227.00 #/ft #/ft Wit Maximum Shear * 1.5 Allowable Shear. @ Left @ Right Camber: @ Left @ Center @ Right 1.51 k 1.51 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Defl Max Max Dead Load 0.000 in 0.0 Area 60.859 in2 Allowable fb 3,000.00 psi 3,000.00 psi 3,000.00 psi 0.931 in 0.931 in Job # Date: 7:48AM, 6 DEC 05 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft Beam Design OK 4.0 k 18.3 k 3.10 k 3.10 k 0.000 in 0.186in 0.000 in 3.10 k 3.10 k Total Load 0.000 in 0.0 0.000 in 0.0 t 3 Rev: 560004 User: KW- 0602611, Ver 5.8.0, 1 -Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12671 .ecw:UPPER FLOOR FRAMING Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Dead Load Live Load ...distance L Summary UF2 Full Length Uniform Loads I Point Loads 2,606.0 lbs lbs 1.500 ft Span= 4.50ft, Beam Width = 3.500in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0.899 : 1 Maximum Moment 5.3 k -ft Allowable 9.4 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 1,337.30 psi Fb 2,400.00 psi [Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right 3.5x9 Center Span 3 500 in Left Cantilever 9.000 in Right Cantilever GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi 1.000 Fv Allow 240.0 psi Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi DL DL DL lbs lbs 0.000 ft 5.27 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 9.45 fv Fv Dead Load -0.030 in 2.124 ft 1,804.6 • D.L. Defl) ... 0.045 in 0.000 in 0.000 In 447.00 #/ft #/ft #/ft 167.83 psi 240.00 psi lbs ibs 0.000 ft at 1.512 ft at 4.500 ft Total Load -0.048 in 2.160 ft 1,134.55 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: lbs lbs 0.000 ft 4.50 ft ft ft 735.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 2.74 k 1.87 k Lek Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length/Defl Camber: Lu Lu Lu lbs lbs 0.000 ft Job # Date: 8:18AM, 28 NOV 05 lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft Beam Design OK 5.3 k 7.6 k @ Left 4.40 k @ Right 3.53 k @ Left 0.000 in @ Center 0.045in @ Right 0.000 in Max 4.40 k Max 3.53 k lbs lbs 0.000 ft 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: 580004 User: KW40602611. Ver 58.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12671.ecwrUPPER FLOOR FRAMING Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined i (Full Length Uniform Loads Summary Span= 6.00ft, Beam Width = 3.500in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0 563 • Maximum Moment 5.3 k -ft Allowable 9.4 k -ft Max. Positive Moment 5.32 k -ft at 3.000 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 9.45 fb 1,350.86 psi Fb 2,400.00 psi Deflections Section Name 3.5x9 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ... Length/De0 Camber ( using 1.5 @ Center @ Left @ Right Bending Analysis Ck 22.210 Cy 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction UF3 I DL DL DL Dead Load -0.034 in 3.000 ft 2,114.1 • D.L. Defl) ... 0.051 in 0.000 in 0.000 in Le Rb Center Span 3.500 in Left Cantilever 9.000 in Right Cantilever GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi 1.000 Fv Allow 240.0 psi Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi 0.000 ft 0.000 Max Moment 5.32 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 4.00 k 16.666 in2 240.00 psi 3.55 k 3.55 k 447.00 #/ft #/ft #/ft N 126.98 psi Fv 240.00 psi Total Load -0.090 in 3.000 ft 799.51 LL LL LL Reactions... Left DL Right DL Scope : Sxx 47.250 in3 CI 3545.999 Sxx Read 26.59 in3 0.00 in3 0.00 in3 @ Right Support 4.00 k 16.666 in2 240.00 psi Title : Dsgnr: Description : 735.00 #/ft #/ft #/ft 6.00ft Lu ft Lu ft Lu Maximum Shear • 1.5 Allowable Shear. Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd 1.559 in Bearing Length Req'd 1.559 in Job # Date: 8:18AM, 28 NOV 05 0.00 ft 0.00 ft 0.00 ft Beam Design OK 4.0 k 7.6 k @ Left 3.55 k @ Right 3.55 k Camber: @ Left 0.000 in @ Center 0.051 in @ Right 0.000 in 1.34 k 1.34 k Area 31.500 in2 Allowable lb 2,400.00 psi 2,400.00 psi 2,400.00 psi Max 3.55 k Max 3.55 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 .� Rev: 560004 User: KW-0602611, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description UF4 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity LFuII Length Uniform Loads Center Left Cantilever Right Cantilever [point Loads Dead Load Live Load ...distance L Summary Deflections 3.5x11.8751JC 3.500 in 11.875 in Manuf /So.Pine 3,226.0 lbs lbs 15.000 ft r DL DL DL 1.000 Pin -Pin lbs lbs 0.000 ft 16.00 #/ft #/ft 16.00 #/ft Max Stress Ratio 0.159 : 1 Maximum Moment -3.3 k -ft Allowable 20.6 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 475.64 psi Fb 3,000.00 psi Center Span... Dead Load Deflection 0.056 in ...Location 8.376 ft ...Length /Defl 3,026.6 Camber ( using 1.5 * D.L. Den) ... @ Center 0.083 in @ Left 0.000 In @ Right 0.0341n 0.46 k -ft -3.23 k -ft 0.00 k -ft -3.26 k -ft 20.56 iv 23.45 psi Fv 300.00 psi General Timber Beam Center Span Left Cantilever Right Cantilever IJC, IJC Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft at 3.650 ft at 14.000 ft Total Load 0.017 in 10.709 ft 9,876.03 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : lbs lbs 0.000 ft 14.00 ft ft 1.00 ft 3,000.0 psi 300.0 psi 650.0 psi 2,100.0 ksi 53.00 #R( #/ft 53.00 #/ft Span= 14.00ft, Right Cant= 1.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Maximum Shear * 1.5 Allowable Shear: 1.0 k 12.5 k © Left 0.25 k © Right 3.29 k Camber: @ Left 0.000 in © Center 0.083in © Right 0.034in -0.12 k 3.58 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Defl Lu Lu Lu lbs lbs 0.000 ft Job # Date: 8:18AM, 28 NOV 05 Page 1 12671.ecw.UPPER FLOOR FRAMING 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft lbs lbs 0.000ft Beam Design OK Max 0.25 k Max 4.01 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 -0.023 in -0.023 in 1,064.1 1,054.9 14, Rev: 580004 User: KW- 0602611. Ver 5.8.0. 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12671.ecw:UPPER FLOOR FRAMING General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined ■ L Description Section Name Beam Width Beam Depth Member Type Deflections Load Dur. Factor Beam End Fixity UF5 Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 Span= 14.00ft, Right Cant= 1.00ft, Beam Width = 5.125in x Max Stress Ratio 0.425 Maximum Moment 12.8 k-ft Allowable 30.1 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow tb 1,275.26 psi Fb 3,000.00 psi Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 D. @ Center @ Left @ Right Stress Calcs Bending Analysis Ck 21.457 Le Cf 1.000 Rb @ Center © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 5.125x11.875 LW 5.125 in 11.875 in Manuf /So.Pine DL DL DL 1.000 Pin -Pin 12.80 k -ft -0.12 k -ft 0.00 k -ft -0.26 k -ft 30.11 fv Fv Dead Load -0.141 in 7.000 ft 1,191.7 L. Defl ) ... 0.211 in 0.000 in 0.045 in 0.000 ft 0.000 Max Moment 12.80 k -ft 0.00 k -ft 0.26 k -ft @ Left Support 4.75 k 15.818 in2 300.00 psi 3.67 k 4.22 k 248.00 #/ft #/ft 248.00 #/ft 78.65 psi 300.00 psi Center Span Left Cantilever Right Cantilever IJC, IJC Fb Base Allow Fv Allow Fc Allow E at 7.000 ft at 14.000 ft Total Load -0 300 in 7.000 It 559.27 LL LL LL Depth = 11.875in, Ends are Pin -Pin Reactions... Left DL Right DL Scope : Sxx 120.451 in3 CI 3666.141 Sxx Read 51.20 in3 0.00 in3 1.05 in3 @ Right Support 4.79 k 15.956 in2 300.00 psi Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 14.00 ft Lu ft Lu 1.00ft Lu 3,000.0 psi 300.0 psi 650.0 psi 2,100.0 ksi 277.00 #/ft #/ft 277.00 #/ft Maximum Shear * 1.5 4.8 k Allowable 18.3 k Shear: @ Left 3.67 k @ Right 3.69 k Camber: @ Left 0.000 in @ Center 0.211 in @ Right 0.045 in 1.73 k Max 3.67 k 1.99 k Max 4.22 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Area 60.859 in2 Allowable lb 3,000.00 psi 3,000.00 psi 3,000.00 psi 1.101 in 1.266 in Job # Date: 7:50AM, 6 DEC 05 0.00 ft 0.00 ft 0.00 ft Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.030 in 0.064 in 804.0 374.9 17- Rev: 580004 User KW -0602611, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description UF6 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined y Deflections Section Name 5.125x13.5 Beam Width 5.125 in Beam Depth 13.500 in Member Type GluLam Load Dur. Factor Beam End Fixity Full Length Uniform Loads 1 Center Left Cantilever Right Cantilever Dead Load Live Load ...distance L Summary 3,160.0 Ibs Ibs 6.000 ft Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow Po 1,991.49 psi Fb 2,400.00 psi Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center © Left © Right 1 DL DL DL 1.000 Pin -Pin Point Loads 2,385.0 Ibs Ibs 8.000 ft Span= 11.50ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.830 : 1 Maximum Moment 25.8 k -ft Allowable 31.1 k -ft 25.83 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 31.13 fv Fv Dead Load -0.183 in 5.934 ft 754.3 D.L. Defl ) ... 0.274 in 0.000 in 0.000 in 174.00 #/ft #/ft #/ft General Timber Beam 147.66 psi 240.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi Ibs Ibs 0.000 ft at 6.026 if at 11.500 ft Total Load -0.304 in 5.888 ft 454.66 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : Ibs Ibs 0.000 ft 580.00 #/ft #/ft #/ft Maximum Shear *1.5 Allowable Shear: 3.24 k 4.31 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length /Defl 11.50ft Lu ft Lu ft Lu Ibs Ibs 0.000 ft Job # Date: 7:53AM, 6 DEC 05 Page 1 12671.ecw:UPPER FLOOR FRAMING 0.00 ft 0.00 ft 0.00 ft Ibs Ibs 0.000 It Ibs Ibs 0.000 ft Beam Design OK 10.2 k 16.6 k @ Left 6.57 k @ Right 7.64 k Camber: © Left 0.000in @ Center 0.274 in @ Right 0.000in Max 6.57 k Max 7.64 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 l8 L Rev: 580004 User. KW- 0602611, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 II 12671.ecw:UPPER FLOOR FRAMING Description #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Dead Load Live Load ...distance General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ■ Section Name 5.125x11.875 IJC Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity L Summary UF7 6,108.0 lbs lbs 4.000 ft 1 11.875 in Sawn 1.000 Pin -Pin Trapezoidal Loads 16.00 #/ft 16.00 #/ft 240.00 #/ft 240.00 #/ft lbs lbs 0.000 ft LL @ Left LL @ Right LL @ Left LL @ Right Center Span Left Cantilever Right Cantilever IJC, IJC Fb Base Allow Fv Allow Fc Allow E Title : Dsgnr: Description : Scope: 53.00 #/ft 53.00 #/ft 278.00 #/ft 278.00 #!ft L oint Loads lbs lbs 0.000 ft lbs lbs 0.000 ft Span= 15.00ft, Beam Width = 5.125in x Depth = 11.875in, Ends are Pin -Pin 0.732 ; 1 21.0 k -ft 30.1 k -ft at at Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 22.04 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 30.11 fb 2,195.41 psi fv Fb 3,000.00 psi Fv Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 D. @ Center @ Left © Right Dead Load -0.403 in 6.660 ft 446.3 L. Defi) ... 0.605 in 0.000 in 0.000 in Total Load -0.471 in 6.720 ft 381.93 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 15.00ft Lu ft Lu ft Lu 3,000.0 psi 300.0 psi 650.0 psi 2,100.0 ksi Start Loc 4.000 ft End Loc 15.000 ft Start Loc 0.000 ft End Loc 4.000 ft lbs lbs lbs lbs 0.000 ft 0.000 ft Dead Load 0.000 in 0.0 Job # Date: 8:18AM, 28 NOV 05 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Beam Design OK Maximum Shear * 1.5 9.1 k Allowable 18.3 k 4.020 ft Shear: © Left 6.55 k 0.000 ft © Right 2 39 k Camber: @ Left 0.000in @ Center 0.605in Reactions... @ Right 0.000 in 149.26 psi Left DL 5.38 k Max 6.55 k 300.00 psi Right DL 1.87 k Max 2.39 k Total Load 0.000 in 0.0 0.000 in 0.0 Rev: 580004 User: KW- 0602611, Ver 5.8.0, 1- Dec.2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12671.ecw UPPER FLOOR FRAMING Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined k Section Name 5.125x10.5 Beam Width 5.125 in Beam Depth 10.500 in Member Type GluLam Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections Bending Analysis Ck 20.711 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction UF9 I DL DL DL 1.150 Pin -Pin Span= 13.50ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.172 : 1 Maximum Moment 3.7 k -ft Allowable 21.7 k -ft Max. Positive Moment 3.74 k -ft at 6.750 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 21.66 ib 476.08 psi Fb 2,760.00 psi Center Span... Dead Load Deflection -0.054 in ...Location 6.750 ft ... Length/Defl 3,014.3 Camber ( using 1.5 • D.L. Den) ... @ Center 0.081 In @ Left 0.000 In @ Right 0.000 In Le Rb fv 26.91 psi Fv 276.00 psi 0.000 ft 0.000 Max Moment 3.74 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.45 k 5.246 in2 276.00 psi 1.11 k 1.11 k 64.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E Total Load -0.138 in 6.750 ft 1,176.30 LL LL LL Reactions... Left DL Right DL Sxx 94.172 in3 CI 1107.000 Sxx Read 16.24 in3 0.00 in3 0.00 in3 @ Right Support 1.45 k 5.246 in2 276.00 psi Title : Dsgnr: Description : Scope: Bearing Length Req'd Bearing Length Req'd 13.50ft Lu ft Lu ft Lu 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi 100.00 it/ft Nit #/ft Maximum Shear • 1.5 Allowable Shear: 1.4 k 14.9 k @ Left 1.11 k @ Right 1.11 k Camber: @ Left 0.000 in @ Center 0.081 in @ Right 0.000in 0.43 k 0.43 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Area 53.813 in2 Allowable Ib 2,760.00 psi 2,760.00 psi 2,760.00 psi 0.332 in 0 332 in Job # Date: 8:18AM, 28 NOV 05 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.11 k Max 1.11 k Dead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 [Stress Calcs Zo • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: NAKATA RESIDENCE PRI Joists.mcd 11/28/2005 design GWW chk BRL O F 1 0 DL := 12 psf LL := 40 psf Span 15 ft TW := 133 ft w:= (DL + LL)•TW w•Span Mmax := 8 w- Span V := 2 b := 1.75 in d := 11.875 in K := 49400000C 16 —ft in E1:= 145000000 lb•in 22.5•w•Span + w.Span A El K Deflection :_ Span- 12 A max 22.5•(LL•TW)-Span (LL-TW)•Span 2 Amaxlive El + K Span•12 Deflectionii Amaxlive w = 69.16 plf Mmax = 1945.13 lb•ft Use a 11 7/8" PRI -20 @ 16" O.C. Mallow 2520 lb-ft V„,„ = 518.7 lb V alk) , t I20 lb Amu = 0.543 in Deflection = 331.29 L Deflection Amaxlive = 0.418 in Deflection = 430.68 L Deflection NAKATA RESIDENCE 2l Rev: 560004 User: KW- 0602611. Ver 58.0, 1- Dec-2003 (c)1963 -2003 ENERCALC Engineering Software Description General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever L Summary UF1 1 I Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 649.17 psi Fb 2,760.00 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 © Center Q Left @ Right Stress Calcs Bending Analysis Ck 20.711 Cv 1.000 © Center © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 3.5x9 Center Span 6.50 ft Lu 3.500 in Left Cantilever ft Lu 9.000 in Right Cantilever ft Lu GluLam Douglas Fir, 24F - V4 Fb Base Allow 1.150 Fv Allow Pin -Pin Fc Allow E Le Rb DL DL DL Dead Load -0.022 in 3.250 ft 3,573.5 * D.L. Deft) ... 0.033 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 2.56 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.83 k 6.634 in2 276.00 psi 1.57 k 1.57 k 208.00 #/ft #/ft #/ft General Timber Beam Span= 6.50ft, Beam Width = 3.500in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0.235: 1 2.6 k -ft 10.9 k -ft 2.56 k -ft at 3.250 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 10.87 fv 58.13 psi Fv 276.00 psi Total Load -0.051 in 3.250 ft 1,535.72 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi 276.00 #/tt #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 0.68 k 0.68 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Deft Sxx 47.250 in3 Area 31.500 in2 CI 1572.999 Sxx Req'd Allowable Po 11.11 in3 2,760.00 psi 0.00 in3 2,760.00 psi 0.00 ina 2,760.00 psi © Right Support 1.83 k 6.634 in2 276.00 psi Bearing Length Req'd 0.691 in Bearing Length Req'd 0.691 in Job # Date: 7:55AM, 6 DEC 05 Page 1 12671.ecw.UPPER FLOOR FRAMING Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads Beam Design OK 1.8 k 8.7 k @Left 1.57k @ Right 1.57 k Camber: @ Left 0.000 in @ Center 0.033 in @ Right 0.000 in Max 1.57k Max 1.57 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 22. Rev: 580004 User: KW -0602611, Ver 5.8.0, 1 -Dec -2003 L (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12671.ecw:UPPER FLOOR FRAMING f Description General Information Code Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x13.5 Beam Width 5.125 in Beam Depth 13.500 in Member Type GluLam Load Dur. Factor Beam End Fixity Full Length Uniform Loads 1 Center Left Cantilever Right Cantilever L Summary UF12 DL DL DL Span= 16.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 537.78 psi Fb 2,760.00 psi Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • @ Center @ Left @ Right Bending Analysis Ck 20.711 Le Cv 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 1.150 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi = 5.125in x Depth = 13.5in, Ends are Pin -Pin 0.195 : 1 7.0 k -ft 35.8 k -ft 6.98 k -ft at 8.250 ft 0.00 k -ft at 16.500 ft 0.00 k -ft 0.00 k -ft 35.80 N 31.68 psi Fv 276.00 psi Dead Load -0.071 in 8.250 ft 2,807.1 D.L. Defl) ... 0.106 in 0.000 in 0.000 In 0.000 ft 0.000 Max Moment 6.98 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.19 k 7.942 in2 276.00 psi 80.00 #/ft #/ft #Ift Total Load -0.181 in 8.250 It 1,095.45 LL LL LL Reactions... Left DL Right DL Scope: 155.6721113 1691.249 Sxx Reci'd 30.33 in3 0.00 in3 0.00 in3 @ Right Support 2.19 k 7.942 in2 276.00 psi Title : Dsgnr: Description : 16.50 ft Lu ft Lu ft Lu 125.00 #/ft #/ft #/ft 2.2 k 19.1 k @ Left 1.69 k @ Right 1.69 k Camber: @ Left 0.000in @ Center 0.106in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear. 0.66 k 0.66 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl LStress Calcs r Area 69.188 in2 Allowable fb 2,760.00 psi 2,760.00 psi 2,760.00 psi 1.69 k Bearing Length Req'd 0.508 in 1.69 k Bearing Length Req'd 0.508 in Job# z3 Date: 10:56AM, 28 NOV 05 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.69k Max 1.69k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 A'O GENERAL F eM NOTES O ALL 0310.4** a PRYING TO 114/11.30 YO BMW ON ACTUAL MATERIAL 713100 6 O Sh' PI!' ROOK .0161$. OL •• TOG OAOOR GLUED AND HAILED TYPICAL OrtR O •ER!R TO KVD•lKN PLAN Pon rogue N TES Yb DETAILS TTPICAL. TNIS AREA O ALL CLIETRYCOLN TO CEO•LT STN 2003 UDC YO ALL WATT AM LOCAL 00066 10# 1 1 1 M A I N F L O O R F R A M I N G greggailiCak fra snit 121301131:02 61 Mira POONA AVE s d I 1 a 2 In 5 a Q C SC'D BY< REDLINE: 0 2 REVISION DATE PNAL 56625 115 REV5. V26105 6R1 fSn. 615/05 GPM COPYRIGHT PROJECT NAKATA SHEET 1I DRAIN BY DATE MB 2 -23 -4 AUBURN SHY. N< X; SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT e 'A - z s DESIGNED 61 11 1 DATE ( JOB 1211.0 CHECKED F1 DATE 17.-1 474 SHEET OF elAo 1�nAOiQpHl�h t1F,..: 1-1-Co-et" 14J, w ile 4 .12-) '1244.*G Description Rev: 580000 User: KW -0602611, Ver 5.8.0, 1-Dec-2003 (c)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12671 ecw: MAIN FLOOR FRAMING General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections Stress Calcs Bending Analysis Ck 38.231 Cf 1.300 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction MF1 4x8 Center Span 3.500 in Left Cantilever 7.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi DL DL DL Span= 6.75ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.248 1 Maximum Moment 0.6 k -ft Allowable 2.4 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 231.81 psi Fb 936.00 psi Center Span... Dead Load Deflection -0.006 in ...Location 3.375 ft ...Length /Defl 12,850.2 Camber ( using 1.5 • D.L. Deft) ... @ Center 0.009 in @ Left 0.000 in @ Right 0.000 in Le Rb 0.800 Fv Allow Pin -Pin Fc Allow E 0.59 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 2.39 fv 17.10 psi Fv 144.00 psi 0.000 ft 0.000 Max Moment 0.59 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.43 k 3.013 in2 144.00 psi 0.35 k 0.35 k Code Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user derined j 24.00 #/ft #/ft #/ft at 3.375 ft at 0.000 ft Total Load -0.027 in 3.375 ft 2,965.42 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Sxx 30.661 in3 CI 351.000 Sxx Recd 7.59 in3 0.00 in3 0.00 in3 @ Right Support 0.43 k 3.013 in2 144.00 psi 6.75 ft ft ft 180.0 psi 625.0 psi 1,600.0 ksi 80.00 #/ft #/ft #/ft Maximum Shear' 1.5 Allowable Shear: 0.08 k 0.08 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Bearing Length Req'd Bearing Length Req'd Camber: Lu 0.00 ft Lu 0.00 It Lu 0.00 ft Area 25.375 in2 Allowable fb 936.00 psi 936.00 psi 936.00 psi 0.160 in 0.160 in Job # Date: 7:59AM, 6 DEC 05 Beam Design OK 0.4 k 3.7 k @ Left 0.35 k @ Right 0.35 k @ Left 0.000 in @ Center 0.009 in @ Right 0.000 in Max 0.35k Max 0.35 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 1 Rev 580004 User. KW-0602611, Ver 5.8.0, 1- Dec -2003 (c)1983.2003 ENERCALC Engineering Software General Timber Beam Page 1 12671.ecw -MAIN FLOOR FRAMING Description General Information Full Length Uniform Loads Summary [Deflections Section Name 2x6 Beam Width 1.500 in Beam Depth 5.500 in Member Type Sawn Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Max @ Left Support Max @ Right Support Max. M allow fb 218.98 psi Fb 1,016.60 psi Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Stress Calcs Bending Analysis Ck 35.460 Cf 1.300 @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction MF2 Dead Load -0.003 in 2.000 ft 14,081.6 • D.L. Deft ) ... 0.005 in 0.000 in 0.000 in Le Rb DL DL DL 0 800 Pin -Pin 0.00 k -ft 0.00 k -ft 0.64 fv Fv 0.000 ft 0.000 Max Moment 0.14 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.16 k 1.339 in2 120.00 psi 0.14 k 0.14 k Title : Dsgnr: Description : Scope: Job # Date: 8:18AM, 28 NOV 05 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined 16.00 Mt #/ft #/ft 19.47 psi 120.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.015 in 2.000 ft 3,265.29 Sxx CI LL LL LL Reactions... Left DL Right DL Bearing Length Req'd Bearing Length Req'd 4.00 ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 53.00 #/ft #/ft #/ ft Span = 4.00ft, Beam Width = 1.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.215 : 1 Maximum Moment 0.1 k -ft Maximum Shear * 1.5 Allowable 0.6 k -ft Allowable Max. Positive Moment 0.14 k -ft at 2.000 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Camber: @ Left 0.000 in @ Center 0.005in @ Right 0.000in 0.03 k 0.03 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl 7.563 in3 Area 8.250 in2 138.000 Sxx Req'd Allowable fb 1.63 in3 1,016.60 psi 0.00 in3 1,016.60 psi 0.00 in3 1,016.60 psi @ Right Support 0.16 k 1.339 in2 120.00 psi 0.227 in 0.227 in 0.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK 0.2 k 1.0 k @Left 0.14k @ Right 0.14 k Max 0.14k Max 0.14 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 29 Rev: 580004 Uses KW- 0602611, Ver 5.80, 1- Dec -2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 12671.ecw:MAIN FLOOR FRAMING Description 'General Information [Deflections Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction MF3 Section Name 4x8 Beam Width Beam Depth Member Type 'Full Length Uniform Loads 1 Summa Span= 4.0Oft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.504: 1 Maximum Moment 1.5 k -ft Allowable 3.0 k -ft Max. Positive Moment 1.51 k -ft at 2.000 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 2.99 fb 590.19 psi Fb 1,170.00 psi Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center @ Left @ Right Le Rb DL DL DL Center Span 4.00 ft Lu 3.500 in Left Cantilever ft Lu 7.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 1.000 Fv Allow Pin -Pin Fc Allow E fv Fv Dead Load -0.006 In 2.000 ft 8,517.3 D.L. Defl ) ... 0.008 In 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 1.51 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.59 k 8.847 1n2 180.00 psi 1.51 k 1.51 k Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 174.00 #/ft #/ft #/ft 62.76 psi 180.00 psi Total Load -0.024 in 2.000 ft 1,965.53 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi 580.00 #/ft #/ft ##ft Maximum Shear * 1.5 Allowable Shear: 0.35 k 0.35 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Stress Calcs Bending Analysis Ck 34.195 Cf 1.300 Sxx 30.661 in3 Area 25.375 in2 CI 1507.999 Sxx Read Allowable fb 15.47 in3 1,170.00 psi 0.00 in3 1,170.00 psi 0.00 in3 1,170.00 psi @ Right Support 1.59 k 8.847 in2 180.00 psi Bearing Length Req'd Bearing Length Req'd Job # Date: 8:18AM, 28 NOV 05 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.6 k 4.6 k @ Left 1.51 k @ Right 1.51 k Camber: @ Left 0.000in @ Center 0.008 in @ Right 0.000in 0.689 in 0.689 in Max 1.51 k Max 1.51 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 2g' 1 1 1 1 1 1 1 1 1 1 1 LIVING ROOM SIZE PER PLAN CARPET RTC! Ulf r I ° Ear r wko L sM CRAE NC! LK 1,124 I .. /NM 4'A'A'A •J4 SL` sus 1'OwcO ME5ET 4EC'.f fdw5'd 1w• cot LULL KLLb® R.$ YI4 61Y GHM>]C RR_IAPED j 35 I 13 s N tki I ^ pBL. GAR GARAGE 1117EROR O.EI0ICH6 f CONMEE RAO FLOOR LEIW' OLTET TER wro DOOR OVER A •fl -flN RN' 3• MM NT 1•x4. EICERLR NOLIGE LE I- 1, ® ROLL UNL.T Ru . DOOR :- - - - - -- -. DOOR .�em�e acuu DOOR j yI1 ' m1 L._._._._._ .— .— .— .— .— .--- .— Im ._._._._._.La Y.Y Il -b 30 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: NAKATA RESIDENCE 3/ 12671 Gravity.mcd 11/28/2005 design GWW chk BRL Stud Wall Analysis HF #2 H:= 8.ft F 1300.psi CD:= 1.15 C 13 CM:= 1 C,:= 1 CL:= 1 CF C := 1.10 C:= 1.15 Fb := 850-psi F 405-psi F'1, : = Fb•CD•CFb•CM•C; CL•C, F = 1461 psi F "c FC'CD'CFc F " 1645 psi E':= 1300000-psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL := h FCE _ I SL Axial Stress CD:= 1.0 F" Fi CD•CFc C P := fDL PDL A C := 0.8 KcE := 0.3 FCE = 1280 psi 1 + 2 + FCE FCE FcE C :— F " c F " F c= 0.6 P 2C 2C C P F := Cp F " F' = 985 psi P min(Pmi,Pm2J F" 1430 psi 'N2 1 + FCE 1 FCE + FCE F " F "c p 2•C \ 2.0 , C f = 84 psi PTA frL:= A Try - 2x6 Studs @ 16" o.c. t = 1.5•in h 5.5.in A= t -h A= 8.31n 3 - I . = - — — I 20.8in S:= — c 12 P := F' A Pml = 813016 P := [(16.psf + 25.psf)- (15.5•ft) + (12•psf + 40•psf)-(8.ft) + 180•plf].1.33.ft S= 7.6in PDL: [(1 6- psf)•(1 5. 5• ft) +(12-psf)•(8• ft) +180p1f1.1.33•ft PDL =697 lb PTL = 163816 < P ain = 33411h O_K C = 0.65 Ft, := C F " = 932 psi fTL = 199 psi h c := — 2 P := F c p A P = 3341 lb NAKATA RESIDENCE SITTS & HILL ENGINEERS INC. PROJECT: NAKATA RESIDENCE 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 12671 Gravity.mcd 11/28/2005 design GWW chk BRL Bending Stresses CD:= 1.6 Fb Fb'CD'CFb'CM'CCCL'Cr Fb = 2033 psi µ'wind= 14.4•psf.1.33•ft M 8 M Srw := F M fb Wwind'H fb = 243 psi M = 153 ft•lb Combined Stresses z F l l < 1 O.K. USE 2x6 Studs 0 16" o.c. I ] fit Fi + —0 b l 1 _^ FCe Cont. wall Footing Design Soil Bearing Pressure (S Sb:= 1500•psf Pm = 16381b PTL 1.33 ft Fwidfi $ b Fwibh = 0.82 ft S feq = 0.9 in < S = 7.56 in O.K. use 1' x 8" thick continuous footing NAKATA RESIDENCE 3 ,- SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: NAKATA RESIDENCE 12671 Gravity.mcd 11/28/2005 design GWW chk BRL Stud Wall Analysis HF #2 H:= 8•ft F := 1300•psi C := 1.15 C := 1.5 CM := 1 C := 1 c 1 CFc := 1.15 C 1.15 Fb 850-psi F 405•psi Fb: Fb•CD•CFb•CM•C•CL•Cr Fb = 1686psi F ° c Fe-CD-CFc F ' c = 1719 psi E' = I300000-psi Axial Load Capacity (DL +LL) Slendemess Ratio (SL) SL:= h C =0.8 KcE = KcE•E' SL FcE :_ 2 1 + FcE 1 + P CE Fce F " F " F' C := C = 0.28 2•C \ 2-C C F C " P [(16•psf + 25- psf)•(12.5-ft) + (12•psf + 40 psf).(0.ft) + 90 pIf].1.33•ft PDL = [(16•psf)•(12.5•ft) + (12•psf)•(0•ft) + 90plf]•1.33 -ft PDL = 386 Ib Axial Stress CD:= 1.0 F " := FeCD-Cre C f = Pmax min(Pm1.Pm2) 1+ PDL A FcE = 518 psi Fi = 481 psi P := F' A F " = 1495 psi 2 Fa 1 + PCE Fce F " F "c �c 2• C 2•C f = 73 psi PTL fTL. A C = 0.32 P = 801 Ib fit = 153 psi Try - 2x4 Studs @ 16" o.c. t = 1.5-in h := 3.5.in A:= t•h A= 5.3in 3 1.— t•h I = 5.4in4 12 S:= I S= 3.1in P = 25251b P := FcP A Pmax = 212616 O_K Fe : =CpF " Fi = 474psi h 2 P = 21261b NAKATA RESIDENCE 33 SITTS & HILL ENGINEERS INC. PROJECT: NAKATA RESIDENCE 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 12671 Gravity.mcd 11/28/2005 design GWW chk BRL Bending Stresses CD 1.6 F Fb•CD•CFb•CM•Ct 'wind 14.4•psf.1.3341 H'wind' z M M S re q : pb S rey = 0.78 in < S = 3.06 in O.K. M f . S — 8 Combined Stresses M = 153 ft•Ib FCE f = 600 psi / lz I f-n I + 1 fb – 0.47 < 1 O.K. USE 2x4 Studs (ah 16" o.c. l F', l f it F' b 1 Cont. wall Footing Design Soil Bearing Pressure (SO S 1500•psf P = 8011b Fwidth PTL 1 31 ft Sb F'b = 2346psi Fwidth = 0.4 ft use 1'-4" x 8" thick continuous footing NAKATA RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: NAKATA RESIDENCE 12671 Gravity.mcd 11/28/2005 design GWW chk BRL (2) -2x6 HF #2 Built -Up Post Axial Load Capacity Slenderness Ratio (SL) SL:_ — t K FCE SL FCE F", F ", C p :_ 2.0 F' := C 0.8 KCE 0.3 (2) -2x6 HF #2 Built -Up Post Pmaxl = 58921b Base Plate Bearing Stress C .— t + 0.375.in t Pmax2 Cb Fcp'' "maximum min(Pmax i Pmax2) FCE = 381 psi Use C 1.0) be conservative F' c = 357 psi Pmaxt := P .A Cb = 1.13 Pmax2 = 66821b psi H: =8•ft psf:= F, := 1300psi C 1 CFb:= 1.3 C 1 C 1 C 1 C FA := 1.1 P := 405•psi E':= 1300000•psi F ", := F CD•CF F ", = 1430psi "maximun = 5891.98 lb 144 (2) -2x6 HF #2 Built -Up Post Properties Kf:= 1 t 2.1.5•in h := 5.5.in A:= t•h 3 1:= t•h 12 42 S:_ — h C = 0.25 plf := psf•ft lb := plf -ft (Kt = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A = 16.5 in 1= 41.6in S = 15.1 in NAKATA RESIDENCE 33- SITTS & HILL ENGINEERS INC. PROJECT: NAKATA RESIDENCE 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 12671 Gravity.mcd 11/28/2005 design GWW chk BRL (3) -2x6 HF #2 Built -Up Post F ]300•psi C 1 CFb:= 13 CM := 1 C 1 CL 1 CFR:= 1.1 F 405•psi E':= 1300000-psi F ", F� CD•CF, F ", = 143opsi (3) -2x6 HF #2 Built -Up Post Properties Axial Load Capacity Slendemess Ratio (SL) SL := K FCE SL 1 + FCE F " Cp 2•C F'c := Cp "c (3) -2x6 HF #2 Built -Up Post Pmaxl = 17680lb Base Plate Bearing Stress t + 0.375.in t C := 0.8 K := 0.3 1 F = 857 psi FCE 1 + — F " 2•C Use Cb := 1.0) be conservative Pmax2 Cb'Fcp'' F' = 714 psi Pmax l := P Cb= 1.08 FCE P. ` K C f Pmax2 = 1002416 psi H: = 8.ft psf:= P maximum min�P maximum = 10023.75Ib 144 K f 1 ( = 0.6 for unbraced nailed built up posts - 0.75 for bolted) t := 3.1.5•in h := 5.5.in A: =t•h A= 24.8in 3 I . th I= 62.4in4 12 S: =— I.2 5= 22.7in h C =0.5 plf := psf•ft lb:= plf•ft NAKATA RESIDENCE 3 to SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: NAKATA RESIDENCE 12671 Gravity.mcd 11/28/2005 design GWW chk BRL (2) - 2x4 HF #2 Built -Up Post Axial Load Capacity Slenderness Ratio (SL) SL := C := 0.8 KCE := 0.3 KcE•E' FCE FCE = 381 psi SL 2 1 + FCE F " C : — 2.0 F' := CP F" FCE 2 1 + F " 2•C (2) - 2x4 HF #2 Built - Up Post Pmaxl = 37621b Base Plate Bearing Stress t + 0.375• in Use Cb 1.0) be conservative Cb := Pmax2:= Cb -Fcp -A "maximum min(Pmax l' Pmax2) FCE r C F' = 358 psi P := F' A Cb = 1.13 Kf Pmax2 = 42521b psi H:= 8.ft psf:= F := I300•psi CD := 1 CFy := 1.5 CM := 1 C := 1 C := 1 CF, := 1.15 F := 405•psi E':= 1300000•psi F", := F F "= 1495 psi maximum = 3761.891b 144 (2) -2x4 HF #2 Built-Up Post Properties Kf: 1 t 2-1.5•in h := 3.5•in A := t -h A = 10.5 in t•h I. 12 1.2 S = — h C = 0.24 plf := psf•ft lb := plf-ft (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) 1 = 10.7 S = 6.11n NAKATA RESIDENCE 3-7- SITTS & HILL ENGINEERS INC. PROJECT: NAKATA RESIDENCE 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 12671 Gravity.mcd 11/28/2005 design GWW chk BRL (3) - 2x4 HF #2 Built - Up Post F 1300 -psi CD:= 1 E':= 1300000 -psi Axial Load Capacity Slendemess Ratio (SL) SL := t K E FCE: SL 2 FCE + CE — F ", C • 2.0 F', := CP F ", F ", = 1495 psi C:= 0.8 KC := 0.3 (3) - 2x4 HF #2 Built - Up Post P maxl = 113721b Base Plate Bearing Stress t + 0.3754n C Cb =1.08 Use Cb := 1.0) be conservative F irma := Cb•Fcp -A Pmaximum min(Pmaxi , Pmax2) FcE = 857 psi F', = 722 psi P maxi F' A P ima = 63791b H := 8 -ft psf := psi plf := psf -ft lb plf -ft 144 CH := 1.5 C := 1 C := 1 C 1 CF := 1.15 F := 405 -psi Pmaximum = 6378.751b (3) -2x4 HF #2 Built -Up Post Properties Kf 1 t:= 3.1.5.in h := 3.5•in A := t -h A = 15.8 in 3 I. th I= 16.1in4 12 S : = ! -2 S= 9.2in h C = 0.48 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) NAKATA RESIDENCE 38' SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: NAKATA RESIDENCE 35 12671 Gravity.mcd 11/28/2005 design GWW chk BRL (4) - 2x4 HF #2 Built - Up Post F := 1300•psi CD :_ E':= 1300000•psi F "c FCCD•CFc Axial Load Capacity Slendemess Ratio (SL) SL := — t K FCE SL 1 + 1'CE Pc P• 2.0 C:= 0.8 BCE 0.3 (4) -2x4 HF #2 Built-Up Post Pmaxi = 218971b Base Plate Bearing Stress Pmax2 = Cb•F A F" = 1495 psi CFb:= 1.5 C 1 C, := 1 C := 1 CFR:= 1.15 F 405•psi FCE = 1523 psi F cE 2 1 + P 2-C F' := CF" c F' = 1043 psi t + 0.375•in Cb t Cb = 1.06 Use Cb:= 1.0) be conservative FCE F Kf Cp = 0.7 C Pmax2 = 85051b psi H:= 8 -ft psf Pmaxl := F' A Pmaximum min(Pmax1 +Pmax2 Pmaximum = 8505Ib 144 plf := psf•ft lb := plf -ft (4) -2x4 HF #2 Built -Up Post Properties Kf 1 (Kf = 0.6 for unbraced nailed built up posts • 0.75 for bolted) t := 4.1.5-in h := 3.5.in A: =tit A =21in 3 .= th I= 21.4 12 I.2 S:_ — 5= 12.3 h NAKATA RESIDENCE SITTS & HILL ENGINEERS INC. PROJECT: NAKATA RESIDENCE 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 4 a 12671 Gravity.mcd 11/28/2005 design GWW chk BRL 4x4 DF #2 Post F,:= 1350•psi CD := 1 Cm := 1.5 C := 1 C := 1 C1, := 1 CF := 1.15 F = 405•psi E':= 1600000•psi F " Fe CD•CF F", = 1552 psi 4x4 DF #2 Post Properties Axial Load Capacity Slenderness Ratio (SL) SL := C := 0.8 K := 0.3 F CE _ SL 1 + FcE F " C • 2-C CP F " 4x4 DF #2 Post P,,, = 70001b Base Plate Bearing Stress Cb := K t + 0.375•in F = 638 psi F' = 571 psi Cb = 1.11 Use Cb 1.0) be conservative Pmax2 := Cb Finax2 = 4961 lb psi H: =8 -ft psf:= Pmaxl = F'e A Pmaximum := min(Pmax3,Pmax2) maximum = 4961.25 Ib 144 Kf = 1 ( = 0.6 for unbraced nailed built up posts - 0.75 for bolted) t := 3.5-in It 3.5.in A: =t-h t•h I 12 I.2 h C = 0.37 plf := psf•ft lb plf•ft A = 12.3 in I= 12.5in S = 7.1 in NAKATA RESIDENCE SITTS & HILL ENGINEERS, INC. TACOMA. WASHINGTON TEL: (253)474 -9449 PROJECT NAKATA RESIDENCE SPREAD FOOTING ANALYSIS SOIL BEARING CAPACITY = 1,500 PSF DIMENSION (FT) W B BEARING CAPACITY (LBS) Note: FOOTING TYPE 54 "X54 "X 12" FTG 48 "X48 "X 12" FTG 42 "X42 "X 12" FTG 36 "X36 "X 12" FTG 30 "X30 "X 10" FTG 24 "X24 "X 10" FTG 18 "X18 "X 10" FTG 16 "X8" CONT. FTG 12 "X6" CONT. FTG 4.5 4.5 30375 4 4 24000 3.5 3.5 18375 3 3 13500 2.5 2.5 9375 2 2 6000 1.5 1.5 3375 1.33 0.67 8000 1.00 0.50 6000 1. Minimum reinforcement ratio per ACI 318-02 7.12.2.1. DESIGNED G.W.W. DATE 11/28/05 JOB 12,671 CHECKED B.R.L. DATE 11/28/05 SHEET OF REINFORCEMENT 6#4 E.W. 6#4 E.W. 5#4 E.W. 4#4 E.W. 4#4 E.W. 3#4 E.W. 2#4 E.W. 2#4 Cont. 2#4 Cont. Get worldwide driving direction and street addresses- online maps, route mapping, a servi... Page 1 of 1 4 Z Company Solutions Products Services Technology Customers News iaporamaj TO World My WO Export the map J Q•I oa By Email To PGA On F inter Itineraries Drive Me From Drive Me Tc Personalise your map M (370x263) j Standard ,1 Km ❑ No points of interest Lat -Long: 47° 31' , - 122° 17 47.517 , - 122.284 GO 9498 39th ave s - SEATTLE (98118) - USA Store and retrieve New search C.:2)05. Mapo•ama. NAV'EC. DM1 Information Sponsored links Click on the map to: Recenter Recenter & Zoom in Move the target Find Hotels in Seattle with This is Travel Compare hotel rates in Seattle. Book online now. ThislsTravel.co.uk. Save on Seattle Hotels at OctopusTravel Book Seattle Hotels now. Easy -to -use website with prices that are easy on your pocket - OctopusTravel. Web search p= ra f- n c c 5 S se ;0 Baia: P.r 3rr. mo eurekster -cc; 4 : 71 T tq - Your language: English 1 2 20 1 Search visit paris 1 rental cars 1 lowest airfares J airline tickets beach holidays I cabin hags I backpacks I holiday villas Maporama International 2004 - Copyrights - Send us your comments - Add to favorites LE Lool Hotel Re with : 4 h Hotel Re with : Olt Hotel Re with: r Hotel Re with : r Bf cv) Hotel Re with: 4 R $ r' _ Hotel Re with : http: / /www. maporama.com/ share / map. asp? SESSIONID= B6DA390E- 8C37- 475A- AB2A... 11/27/2005 MCE Ground Motion - Conterminous 48 States Latitude = 47.5170, Longitude = - 122.2840 Period MCE Sa (sec) ( %g) 0.2 144.5 MCE Value of Ss, Site Class B 1.0 049.9 MCE Value of 51, Site Class B Spectral Parameters for Site Class D 0.2 144.5 Sa = FaSs, Fa = 1.00 1.0 074.9 Sa = FvS1, Fv = 1.50 .43 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL LATERAL ANALYSIS : AS PER SECTION 1616.6 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, THE HORIZONTAL SEISMIC FORCE "Qe" SHALL BE DETERMINED BY ONE OF THE TYPES OF ANALYSES PERMITTED BY SECTION 9.5.2.5.1 OF ASCE 7 -02. AS PERMITTED IN SECTION 9.5.2.5.1 OF ASCE 7 -02, THE EQUIVALENT LATERAL FORCE PROCEDURE DESCRIBED IN SECTION 9.5.5 OF ASCE 7 -02 SHALL BE USED TO DETERMINE THE SEISMIC FORCE "Qe ". AS PER SECTION 1617.1 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, THE SEISMIC LOAD EFFECT "E" FOR USE IN THE BASIC LOAD COMBINATIONS OF SECTION 1605.3 (OR SECTION 2.4.1 OF ASCE 7 -02) SHALL BE DETERMINED IN ACCORDANCE WITH SECTION 9.5.2.7 OF ASCE 7 -02. R = 6 S := 1.445 S := 0.499 SDS SDI F := 1.0 F,,:= 1.5 I:= 1.0 T C 0.02 x := 0.75 k C.x h 19.ft h„ wn D W RESPONSE MODIFICATION COEFFICIENT, TABLE 9.5.2.2 MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS MAPPED SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS DESIGN SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD ACCELERATION BASED SITE COEFFICIENT, TABLE 9.4.1.2.4a VELOCITY BASED SITE COEFFICIENT AT ONE SECOND PERIOD, TABLE 9.4.2.4b OCCUPANCY IMPORTANCE FACTOR, TABLE 9.4.1 FUNDAMENTAL PERIOD OF THE STRUCTURE IN SECONDS, EQUATION 9.5.5.3.2 -1 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 9.5.5.3.2 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 9.5.5.3.2 EXPONENT RELATING TO THE PERIOD OF THE STRUCTURE, SECTION 9.5.5.4 VERTICAL SEISMIC DISTRIBUTION FACTOR, EQUATION 9.5.5.4 -2 HEIGHT IN FEET ABOVE THE BASE TO THE HIGHEST LEVEL OF THE STRUCTURE HEIGHT IN FEET ABOVE THE BASE OF THE STRUCTURE TO LEVEL "n" WEIGHT OF THE STRUCTURE AT LEVEL "n" SEISMIC DESIGN CATEGORY SEISMIC WEIGHT OF STRUCTURE h " T := Ct T = 0.182 ft k:= i T <0.5,1, T?2.5,2,1+ 2.5 - T if 2 k =1 NAKATA RESIDENCE A4 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL 2 SDS 3 .Fa Ss Cs1 SDS R w3- Co w3.h3 + w2• w Cv2 w3•h3 + w2•h2 V2:= C v 2.C s '(w3 + w2) S = 0.963 SDI Csmax l T( 1 C := max(min(C Csmax), Csmin) C = 0.161 w3:= 1020 ft•ft•16•psf w 102011•ft-(12•psf + 10•psf) + 1052•ft•ft•l6psf 2 SDI I= 3 •F° $ I Csmin 0.044S -I SEISMIC FORCES SHALL BE DISTRIBUTED VERTICALLY IN ACCORDANCE WITH SECTION 9.5.5.4 w3 = 163201b w2 = 39272 16 C = 0.454 Cr2 = 0.546 S = 0.499 11 I9 -ft h 9.5.ft THE SEISMIC FORCE AT EACH LEVEL OF THE STRUCTURE SHALL BE DETERMINED IN ACCORDANCE WITH EQUATIONS 9.5.5.2 -1 AND 9.5.5.4 -1 V3 Cv3.Cs-(w3 + w2) V3 = 4051.21b V2 = 4874.41b CONSERVATIVELY, ASSUME A REDUNDANCY FACTOR OF 1 / 0.7, WHICH IS APPROXIMATLEY EQUAL TO 1.4 NAKATA RESIDENCE 4s SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL THE SEISMIC FORCE "V" IS A STRENGTH LEVEL FORCE - REDUCE THE SEISMIC FORCE TO THE ALLOWABLE STRESS LEVEL "E" EE := 0.7V3•p EE = 4051.21b EE := 0.7V2 -p EE2 = 4874.41b THE CONTROLLING LOAD COMBINATION FOR THE SEISMIC ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 8 OF SECTION 2.4.1 OF ASCE 7 -02, SHOWN BELOW: 0.6D +0.7E +H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H' MAY BE TAKEN AS EQUAL TO ZERO. THE COEFFICIENT "0.7" BEFORE THE SEISMIC LOAD EFFECT FACTOR "E" IS THE REDUCTION TERM TO CONVERT THE STRENGTH LEVEL FORCES TO THE ALLOWABLE STRESS LEVEL FORCES. AS THE SEISMIC FORCES HAVE ALREADY BEEN CONVERTED TO ALLOWABLE STRESS LEVEL, THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D +E AS PER SECTION 9.5.2.7 OF ASCE 7 -02, THE VERTICAL SEISMIC EFFECT TERM "0.2 Sds D" NEED ONLY BE USED IN LOAD COMBINATIONS 3 AND 4 IN SECTION 2.4.1 OF ASCE 7-02. THE VERTICAL SEISMIC EFFECT TERM SHALL NOT APPLY TO THIS ANALYSIS. NAKATA RESIDENCE 46 9 wiss 1 1 1 1 s R E A R E L E V A T I O N L E F T E L E V A T I O N 1" ,.s sir F R O N T E L E V A T I O N R I G H T E L E V A T I O N REVISION DATE FNAL IA3ro5 MB IEVB. N6/05 GPM REVS. 5#5165 GRt DRNJN BY DATE MB 2 -23 -E SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL WIND USE SIMPLIFIED WIND LOAD METHOD PER IBC SECTION 1609.6. Ps= R Iw Ps30 WIND EXPOSURE = B 85 mph 3- SECOND GUST WIND SPEED = ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE, TABLE 1609.6.2.1(4) Iw = IMPORTANCE FACTOR, TABLE 1604.5 Ps30 = SIMPLIFIED DESIGN WIND PRESSURE, TABLE 1609.6.2.1(1) Le = LENGTH OF THE WIND PRESSURE END ZONES Le = 2 a ): =1.0 K =2.0 I := 1.0 Ps30a 12.9-psf Ps3ob 8.8•psf P8300:= 10.2•psf Ps3od 7.0•psf a = LEAST OF (10% OF THE LEAST HORIZONTAL DIMENSION or 0.4 x MEAN ROOD HEIGHT) BUT NOT LESS THAN (4% OF THE LEAST HORIZONTAL DIRECTION or 3' -0 ") H = MEAN ROOF HEIGHT Ls = LEAST HORIZONTAL DIMENSION H:= 21.75-ft L 31•ft a := min(0.10•L a = 3.1 ft a2:= max(0.04•L a2 = 3 ft a := if (a < a a= 3.1ft L 2-a L =6.2ft H, := 5.5-ft H2:= 4.0•ft H := 9.5•ft Psa max(Kzr Psb max(KET.x•Iw Ps3ob, I0•psf) Psc max0QT w•ps30c, p := max(K a..I ps3od, EXPOSED HEIGHT OF ROOF EXPOSED HEIGHT OF UPPER FLOOR EXPOSED HEIGHT OF LOWER FLOOR p 25.81bft p = 17.61b ft p = 20.41b ft p = 141b ft NAKATA RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 0 PROJECT: NAKATA RESIDENCE 3 12671 Lateral.mcd 11/28/2005 design GWW chk bRL THE CONTROLLING LOAD COMBINATION FOR THE WIND ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 7 OF SECTION 2.4.1 OF ASCE 7 -02, SHOWN BELOW: 0.6D +W +H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "N' MAY BE TAKEN AS EQUAL TO ZERO. THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D + W LATERAL FORCES WILL BE DISTRIBUTED ALONG LINES OF FORCE /RESISTANCE. LINES OF FORCE /RESISTANCE WILL BE INVESTIGATED FOR BOTH WIND AND SEISMIC LATERAL LOADS. LATERAL FORCES WILL BE RESISTED BY PLYWOOD DIAPHRAGMS AND WOOD SHEARWALLS SUPPORTED ON CONCRETE FOUNDATIONS. NAKATA RESIDENCE [ [ F 111/1111 9 P h 1 it S 61111:01 bent sass. renrcna B N 4,6? ® I4•A.• MY. QE+ u r i T QEa YIP ns REEPOLIM a ICO Sal O O 4.2. 1 1 1 4 1 LL SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 • PROJECT: NAKATA RESIDENCE NAKATA RESIDENCE 53 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Upper Floor Walls Upper Floor Wall Line A: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: La (6.67 + 13.75)•ft TW 31•ft•0.5 Va3 Psb•Le'Hr+ pss•I + Ps,r(TW – Le)•Hr Psc•(TW – Le) Va3 = 27151b v 4 , va := — La E := EE3•0.5 E Ea. La la:= 6.67.ft Roof := 16•psf•3-ft•la Wall := 10.psf -H la Total := Roof + Wall OTM := va-1a-H, OTM := Ea la• H DLR := 0.6Total. la 2 DLR := 0.6Total• la 2 OTM – DLR UW, la OTM – DLR U la U:= max(U va = 133 lb tt t E = 2025.61b E 99.2lbff Roof = 320.21b Wall = 533.61b Total = 853.81b OTM = 7094.6 lb ft OTM = 5293.21b ft DLR,,. = 1708.4 lb ft DLR = 1708.4 lb ft U = 807.51b U = 537.5Ib Plate Height: H := 8•ft hear 9 '€f l4 gage stapl 4ga e Ste Capac tY.7 U = 807.516 NO 1-IOLDOWN RE STED BY COi2N R/HEADER FRAMING r ;,, SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12,671 Lateral.mcd 11/28/2005 design GWW chk BRL Upper Floor Wall Line B: Total Wall Length: Lb (3.83 + 3.83 + 4.67)•ft Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: TW := 31•ft•0.5 Vb3 = Psb•I-e•Hr+ psa•t-e + ps, -(TW — L + psc – L -H2 Vb3 vb:_ — Lb E := EE E Eb. Lb — Eb Eb .- 2 r3.831 II \\ H y , 113 := 3.83.ft Roof := 16•psf•3. ft. IB Wall := 10•psf 18 Total := Roof + Wall OTM := vb•1B -H OTM := E DLR := 0.6Total• 1B DLR := 0.6Total IB 2 OTM – DLR U :_ 113 OTM – DLR U s := IB U:= max(U Vb3 = 27151b vb = 220.216 ft E = 2025.61b Eb = 164.3Ib f( Eb = 171.61b Roof = 183.81b Wall = 306.41b Total = 490.21b OTM = 6746.7 lb ft OTM = 5033.6 lb ft DLR = 563.3lbft DLR = 563.31b ft U = 1614.51b U = 1167.21b U= 1614.51b Plate Height: 11 := 8-ft gage 0,0 Opacity r NAKATA RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT: NAKATA RESIDENCE 55 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Upper Floor Wall Line 1: Total Wall Length: LI := (18.75 + 6.67)•ft Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overtuming: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: TW:= 34•ft•0.5 V13 Psb•Le + psate'H2 + psd-(TW - L psc(TW - L U :_ VI3 v1 :_ — LI E := EE E EI LI — 11 := 6.67•ft Roof := 16.psf•6•ft•I1 Wall := 10•psf•H 11 Total Roof + Wall OTM v1•Il•H OTM =E DLR := 0.6Total• 2 DLR := 0.6Total• 2 OTM - DLR UW 11 OTM - DLR, U:= max(U v = 2952.9 Ib vl = 116.2Ibft E = 2025.61b E 1 = 79.71bft Roof = 640.3 lb Wall = 533.61b Total = 1173.91b OTM W = 6198.51b ft OTM = 4252 Ib ft DLR = 2349 Ib ft DLR = 23491b ft U = 577.1 Ib U = 285.31b U = 577.11b Plate Height: H 8•ft Shear' 14 `9x3 O�pa{ NO HOI DOV\/Rf i FQ0 NAKATA RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Upper Floor Wall Line 3: Total Wall Length: L3 := (7 + 9.75 + 4.67)-ft Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: TW := 34-ft•0.5 V33 Psb'Le'Hr+ Psa'Le + Psd'(TW — L + p (TW — L -H V33 V3 :_ - L3 E := EE E E3 — La 13:= 4.67•ft Roof := 16-psf•6-ft-13 Wall := 10•psf•H 13 Total := Roof + Wall OTM v3-I3-H OTM, := E DLR := 0.6Total.2 DLR 0.6Tota1. 2 OTM — DLR Uw 13 U :_ OTM — DLR 13 U := max(Uw, Us) v33 = 2952.9 Ib v3 = 137.91b ff l E = 2025.61b E3 = 99.21b ft I Roof = 448.3 Ib Wall = 373.61b Total = 821.91b OTM = 5150.3 lb ft OTM = 37061b ft DLR = 1151.51b ft DLR = 1151.51b ft U = 856.3 Ib U = 5471b Plate Height: H 8•ft U = 856.31b t4 IittbOWN1 11RLIFT RESISTED BY CORNERJ,HEADEFt. FRAMING , „, „, NAKATA RESIDENCE -65 1•1004 S911ll S3019 r HinCt4 VOW 93W1511 0 MINN UNA sljn woo Nns .1 o 41 WSW 41 GNU 004 0 Weld 30111141a9 Es 4,040 .0 WOO .111 1,911 9X2 <Gallas 502113318 Al KM WV Oilltrell TIM WA4473.9X1 1001,1 OVID 31.3110422 .p *flaw :maw aVralVO avn - 19C 3ACOI111 TN. MS ON .43:110,0 R PIM. OM Marl t 7 TIN F 1 " 1 1 VW% WISPS I IOWA 0 4 • C,Ciragrifa WA W 0 al WO .01 j. a I 4,c LI Ai Tm il=13 6 YU 17. rv? 4 ty 4.. S 4.5.2ilir OX1141101 ri-Fg51 ale .111/11 AO/ .11 9301 .21■••■■ ineitel Mal aVal 390/.9 .es 31:14 a h13210e.1 Crlia 11111/0 af 0 - . . _Traconwas s aw, latla s3a 3Z19 woo R 1 .■4 -6/7 '' o ws.o- 9404 IM PAW all T 113041 3/41 400W SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474-9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Main Floor Walls Main Floor Wall Line A: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: La:= (14.67 +5.17)•ft TW := 35.5•ft•0.5 Vat Psa•Le H2 + pse'(TW – L + Va3 Va2 va — La E := EE + EE E E = — La la:= 5.17•ft Roof := 16-psf•2.5•ft•la Wall := 10•psf•H la Floor := 12•psf•8ft•la Total := Roof + Wall + Floor OTM := va•Ia-H,, OTM := E Ia H DLR,, := 0.6Tota1 2 DLR 0.6Total • la 2 U U OTM – DLR la la OTM DLR U:= max(U V = 4297.3 Ib va= 216.61b8 E = 4462.8 Ib E = 224.9 lb t7 t Roof = 206.81b Wall = 413.61b Floor = 496.3 Ib Total = 1116.71b OTM = 8958.51b ft OTM = 9303.51bft DLR = 17321b ft DLR = 17321b ft U = 1397.81b U = 1464.51b U= 1464.51b Plate Height: H 8•ft e "a� 1�Ial'i` X14 jags sta Capacity = T15E STH1tSR i Si,M ISSQN NAKATA RESIDENCE 56 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: la := 14.67•ft Roof := 16•psf•2.5-ft-la Wall := 10•psf•Hw Ia Floor:= 12•psf•8ft•Ia Total := Roof + Wall + Floor OTM := va. H OTM := E la•H DLR := 0.6Total. 2 DLR., := 0.6Total. 2 OTM — DLR Uw la U OTM — DLR la U := max(U U Roof = 586.81b Wall = 1173.61b Floor = 1408.3 lb Total = 3168.71b OTM = 25419.9 lb ft OTM = 26398.91b ft DLR = 13945.51b ft DLR = 13945.5 lb ft U = 782.21b U = 848.91b U = 848.91b X ROLDOSA 5' ESISTE°' BY. COIMER/HEADER F RAMING NAKATA RESIDENCE 5`1 SITTS & HILL ENGINEERS INC. 2901 SO. 40th Si, Tacoma, WA 98409 -5697 Telephone (253) 474-9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Main Floor Wall Line B: Total Wall Length: Lb:= (6.5 +21.43)•ft Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: TW:= 59.5•ft•0.5 Vb2 := Psate'H2 + Pse(TW — L + Vb3 Vb2 = 5276.5 Ib Vb2 vb := Lb — E := EE + EE3.0.5 Eb. Lb 1B:= 6.5•ft Roof := 16•psf•2•ft•1B Wall := 10•psf•Hw 1B•2 Floor := 12•psf•2.5ft-1B Total := Roof + Wall + Floor OTM„,:= vb-lB-H,,, OTM := E DLR„, := 0.6Total- IB 2 DLR := 0.6Total• IB 2 U 113 U OTM, - DLR OTM - DLR ID U := max(U U vb = 188.9168 1 E = 4462.81b T1earWalf�R Eb = 159.81b 8 4;gage staples 140:036tri .... Roof = 208 lb Wall = 10401b Floor = 195 lb Total = 14431b OTM = 9823.8 lb ft OTM = 8308.8 lb ft DLR = 2813.8 lb ft DLR = 2813.81bft U = 1078.41b U = 845.41b U = 1078.416 Plate Height: H 8-ft 4 gag e= apa 1;7SE S M - -)8RJ S 1MPSGN5 ttOILDOWN NAKATA RESIDENCE So SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: 1B:= 21.43•ft Roof := 16•psf•2•ft•1B Wall I0•psf•Hw IB• I Floor: 12•psf•5ft•IB Total := Roof + Wall + Floor OTM vb•1B-H,,, OTM := Ep -IB-H DLR., := 0.6Total - 1B DLR, := 0.6Tota1• 2 U OTM - DLR Uw. IB OTM,— DLR 1B U := max(U U Roof = 685.81b Wall = 1714.41b Floor = 128521b Total = 36861b OTM = 32388.2 lb ft OTM = 27393.61b ft DLR = 23697 lb ft DLR. = 23697 lb ft U = 405.61b U = 172.51b U = 405.61b NO HOLOOWN I#EOb" UAL }_2ESISTEDBY CORNER/FI 'FRAMING NAKATA RESIDENCE (pc:, SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE (nI 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Main Floor Wall Line C: Total Wall Length: Lc :_ (3 + 3)•ft Wind Tributary Width: TW := 24•ft•0.5 Total Wind Force: V := psb•L•Hr + psa L H + p — L + pse(TW — L Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: vc2 VC := — Lc E := EE 0.34.0.5 E Ec. Lc Ec := Check wall section: lc := 3-ft V = 2159.916 vc = 36016 ft E = 828.616 E = 138.1 Ib ff Ec = 207.21b Dead load resisting: Roof := 16•psf •3•ft•1c Roof = 14416 Wall := t0•psf•H lcl Wall = 2701b Floor:= 12•psf•Oft•lc Floor = 0 l Total := Roof + Wall + Floor Total = 41416 Wind Overturning: OTM, := vcic•H OTM = 9719.516ft Seismic Overturning: OTM, := E Wind Resisting Moment: DLR := 0.6Total• lc Seismic Resisting Moment: DLR := 0.6Total• lc — 2 OTM – DLR Net Uplift: U lc OTM, – DLR U lc U := max(U OTM, = 3728.916 ft DLR = 372.616 ft DLR = 372.6 lb ft U = 3115.616 U = 1118.8lb U = 3115.616 Plate Height: H 9-ft tiearl4/8ft T 4 gage staptes twapacity. =,27 OSE 811014 St NAKATA RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Main Floor Wall Line 1: Total Wall Length: LI := (15 + 7)•ft Wind Tributary Width: Total Wind Force: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: TW := 46•ft•0.5 V12 Psa'Le•H2 + Pse(TW — L + V13 V12 = 4963.61b Wind Shear: vi := v12 vl = 225.61bff 1 LI Seismic Base Shear: E := EE + EE E = 3634.21b Seismic Force: E E = 165.21bff LI Check wall section: 11 := 7•ft Dead load resisting: Roof := 16-psf•6•ft•I1 Roof = 672 Ib Wall := 10•psf•H 11.2 Wall = 11201b Floor := 12•psf•0.670.11 Floor = 56.31b Total := Roof + Wall + Floor Total = 1848.3 Ib OTM, := v1.11•H OTM, := E DLR := 0.6Total. 2 DLR, := 0.6Total• 2 U U := OTM — DLR OTM, — DLR, 1 1 1 1 U := max(U OTM = 12634.6 lb ft OTM, = 9250.61b ft DLR = 3881.4lbft DLR, = 3881.41b ft U = 1250.5 Ib U = 76716 U = 1250.5 lb Plate Height: e 4 gage apaclty vsE 8THDS HOL DOWN H,„ := 8-ft NAKATA RESIDENCE (02- SITTS & HILL ENGINEERS INC. 2901 SO. 40th St.. Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE (�3 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: 11 := 15•ft Roof := 16-psf- 6•ft -11 Wall := 10•psf•H 11.2 Floor:= 12•psf-0.67ft•11 Total := Roof + Wall + Floor OTM,,, := v1•11•H OTM, := E 11-H,, DLR„, := 0.6Total • — 2 DLR, := 0.6Tota1. 2 OTM„, – DLR,, 11 OTM, – DLR, U := 1 1 U := max(U U Roof = 14401b Wall = 2400 Ib Floor = 120.61b Total = 3960.611, OTM, = 27074.2 lb ft OTM, = 19822.7 lb ft DLR = 17822.7lbft DLR, = 17822 7 lb ft U = 616.81b U = 133.31b U= 616.81b No FWQLD' 1(7W1 _ y I]PL1FT.'RESIISTEDI E POf2NER/t1 AD R FRAMING NAKATA RESIDENCE SITTS & HILL ENGINEERS INC. • 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Main Floor Wall Line 2: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L2 := (7.43 + 6.25 + 6.75)-ft TW := 22•ft•0.5 V22 Psa'Le + p - Le)'H2 V22 v2 := — L2 E := EE E E2: La 12 := 6.25•ft Roof:= 16•psf•11•ft•12 Wall := 10•psf•HW 12 Floor:= 12•psf•Oft•12 Total := Roof + Wall + Floor OTM v2.12•1-1 OTM := E DLR 0.6Total. DLR := 0.6Total• 2 OTM — DLR Uw 12 OTM — DLR 12 U := max(U Us) V22 = 1031.51b v2= 50.5Ib E2= 41.81bft Roof = 11001b Wall = 562.5 Ib Floor = 0 Ib Total = 1662.51b OTM = 2840.1 Ib ft OTM = 2349.41b ft DLR = 3117.2 lb ft DLR. = 3117.21b ft U 44.31b U = — 122.91b U = —44.3 Ib Plate Height: lc 9.ft E = 828.6Ib NO:HOLDOWN READ NAKATA RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: NAKATA RESIDENCE 12671 Lateral.mcd 11/28/2005 design GWW chk BRL Main Floor Wall Line 3: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overtuming: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L3 := (26.67 + 8.5)•ft TW := 46. 1.0.5 V32 Psa'Le'H2 + Psc•(TW — L + V33 V32 v3 := — L3 E := EE + EE E3. L3 — 13:= 8.5 -ft Roof := 16-psf•6-ft-13 Wall 10•psf•Hw 13.2 Floor = 12•psf•Oft•13 Total := Roof + Wall + Floor OTM v3-13•H OTM := E3•13•H DLit, := 0.6Total. 2 DLR := 0.6Total• 2 U :_ OTM – DLR U . 13 OTM – DLR, 13 U max(U V42 = 4963.6 Ib v3 = 141.11b ft t E = 4462.81b E3 = 126.9Ibft -1 Roof = 816 Wall = 13601b Floor = 0 lb Total = 21761b OTM = 95971b ft OTM = 8628.7 lb ft DLL, = 5548.8 lb ft DLR = 5548.8 lb ft U = 476.31b U = 362.31b U = 476.31b Plate Height: H 8•ft g14 gage;sta apac(►y,= NO }IOLOOWWREOD NAKATA RESIDENCE G5 O 2 GENERAL STRUCTURAL NOTES DAKLDINC CODE: 'L/QjQ1 : SHHOP DIUWINCS: 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. SAWN LUMBER: SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL RAMS N ADDITION 10 LIM: FRAMING LUMBER SHILL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF ITEMS REBURIED BY ARCTIECFUPAL SPECIFICATIONS. WITHOUT PLASTICIZER. P PLASTICIZER IS USED, A HIGHER FINN. SLUMP MAY BE THE WESTERN WOOD PRODUCTS ASSOCIATION OR 111E WEST COAST LUMBER INSPECTION THE CONTRACTOR SHWL RENEW ALL SHOP DRAWINGS PRIOR N SUBMITTAL ITEMS NOT ROOF ENE LOAD • 25 PSF (SNOW). BUREAU, ALL SAWN LUMBER SALL BE STAMPED WITH THE GRADE IIARN OF AN N ACCDRD04CE WITH CONTRACT DOCUMENTS SHALL BE FLACCED UPON CONTRACTOR'S SUPERWISED DEAD LOA ON ROOF TRUSSES - 14 PST. (EXCLUDES TERM WEIGHT) APPROVED LUMBER GRADING AGENCY AND STALL RAVE THE FOLLOWING UNADJUSTED REVIEW, ( 9 PST TOP CFpRO / 5 PST BOTTOM CHORD) DESIGN MINIMUM PROPERTIES: 2X6 OR LARGER ROOF DEAD LOA • 16 PST. FLOOR LIVE LOA • 40 PST (REDUCIBLE), FLOOR DEAD LOA • 12 PSF. WIND LOA • 85 UPH BASIC WIND SPEED, EXPOSURE B A TOPOGRAPHICAL EFFECT FFACIOR (KY1) • 2.0 SEISMIC DESIGN CATEGORY D. B C �C SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18' MINIMUM BELOW FINISHED GRADE FLASHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS Am LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL MINING VALUE • 1,500 PST'. : MINMUY COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO COMPLY WITH EXPOSURE REOUNEUENT OF IBC TAME 190422(2). STRUCTURAL DESIGN S BASED ON 1'a OF 2,500 PSI. PER IBC 1104.4, NO SPECIAL INSPECTION RECAPPED. VERIFY ALL DIMENSM WITH ARCHITECT. ANY CHANGES, SUSSIRUNONS, OR DEVIATIONS FROM CONTRACT DOCUMENTS SKILL BE CLOUDED BY MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED Be SUBMITTING PARTIES SMALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, UNLESS NOTED ACCORDNCY. THE ENGINEER FIRS THE RIGHT 70 APPROVE OR DISAPPROVE ANN CHANGES TO CONTRACT DOCUMENTS AT ANY TIME BEFORE OR AFTER SHOP DRAWING REIACW. THE SHOP DRAWINGS DO HOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMMEO OR 5HgWN INCORRECTLY AND NOT FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT SMALL NOT BE CONSIDERED CHANGES TD CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY. ALL CONCRETE CONSTRUCTION SHAL! CONFORM TO A.C.T. MECHANICALLY VIBRATE N.E. WOOD JOISTS: TITS: 1 %4 HF. I 2X6 OR LARGER CLUED- LAMIHAIEO BEAMS SMALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb • BEAUS: WITHOUT PLASTICIZER. P PLASTICIZER IS USED, A HIGHER FINN. SLUMP MAY BE WXITH 4' OR LESS D.f. 1 TH CREAFER THAN 4' ,F. LEDGERS AM TOP PLATER HF. I2 STUDS: THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SIM PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING 2X4 HF. /2 2X6 OR LARGER H.F, 12 POSTS: SHORING FOR LOAS WE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL 4x4 D.F. 12 06 OR URGER D.F. 12 6X6 OR LARGER D.F. /2 VERIFY ALL DIMENSM WITH ARCHITECT. ANY CHANGES, SUSSIRUNONS, OR DEVIATIONS FROM CONTRACT DOCUMENTS SKILL BE CLOUDED BY MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED Be SUBMITTING PARTIES SMALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, UNLESS NOTED ACCORDNCY. THE ENGINEER FIRS THE RIGHT 70 APPROVE OR DISAPPROVE ANN CHANGES TO CONTRACT DOCUMENTS AT ANY TIME BEFORE OR AFTER SHOP DRAWING REIACW. THE SHOP DRAWINGS DO HOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMMEO OR 5HgWN INCORRECTLY AND NOT FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT SMALL NOT BE CONSIDERED CHANGES TD CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY. ALL CONCRETE CONSTRUCTION SHAL! CONFORM TO A.C.T. MECHANICALLY VIBRATE N.E. GLUED -I AMIHAlEO BEAMS fGLO µT: RMOING IS NTINDED ONLY AS AN MD TO THE CONTRACTOR 11 OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECNESS SHALL REST INE CONCRETE WHEN PLACED, EXCEPT THAT SUBS ON GRACE NEED BE VIBRATED ONLY AT 16 OR URGER .Mill CONTRACTOR. TRENCHES, FLOOR CICIS. IUtNDOWNS, ETC. MWMUM SLUMP 4 -t/2' FOR CONCRETE CLUED- LAMIHAIEO BEAMS SMALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb • ALL OTHER PER LATEST EDITION OF Aa 318. WITHOUT PLASTICIZER. P PLASTICIZER IS USED, A HIGHER FINN. SLUMP MAY BE 2,400 PSI, Fr • NO PSI, Fa (PERPENDICULAR) • 650 PST, E • 1,600,000 PST. �yEBAL; ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL UNLESS APPROVED OTHERWISE N WRITING BY THE ARCHITECT, ALL. CONCRETE SLABS ON GRADE SHALL BE BOUND BY BEAMS CANTIIEVERNG OVER SUPPORTS SAW. HAVE THE SPECIFIED MINIMUM PROPERTIES TOP AND BOTTOM. ALL BEMIS SIMI BE FABRICATED USING WATERPROOF THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE UNSHED STRUCTURE CONTROL JOINTS (KEYED OR SAW' OJT) AS SHOWN ON THE FOUNDATION PLAN, SUCH GLUE. FABRICATION AND HANDLING PER LATEST AITC AND K A STANDARDS. SCANS THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SIM PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL TO BEAR GRADE STAMP AND µC STAMP AND CERTIFICATE. CAMBER AS SHOWN ON CONSTRUCTION. SUCH MEASURES SKILL INCLUDE. BUT NOT BE LIMITED TO, ORACING, JONTS NEED ONLY OCCUR AT EXPOSED EDGES OURING POURING, ALL OTHER JOINTS WY DRAWINGS. SHORING FOR LOAS WE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL BE SAW CUT. SHEAR WALL ENGINEER THE S 24/0 CLUED- EAMIHATED SEWS r2.Ir 1�}',l ORRQU6, SEOUEHCES FOER PROCEDURE OF IId, O THE SYEIY FLY ASH - P PERMi1EU BY ARCHITECTURAL SPECIFICATIONS. SHOW. BE UNITED TO IB% OF CEMENTITOUS WiERWS AND SAIL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE CUED3.000 TEO MC' AMA. HAVE THE MINIMUM PROPERTIES: PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. TO CEMENT REPLACED. NO FLY ASH ADMIYES SHALL BE USED N FLATWORK OR AAGHTECT RA LY EXPOSED CONLRA,TE y - ULAR) -M, F0 • J,OI10 PME FN • PSI, PENDICULW) • 650 PS, C • 2100,000 PSI. SMALL BE SPREAD SI PIKED ON FRAMED CONSTRUCTION WOW C.M.U. _ _ _ OVER SUPPORTS BEAMS CANTILflERNG OVER SUPPORTS SW1L WA£ NC SPECIFIED MINIMUM S E CONSTRUCTION. LOAD S/IALL NOT EXCEED THE DESIGN LIVE 1.041 PER SOUARC f00T. PER REINFORCING: PROPERTIES TOP AND BOTTOM. _ COH0A1015 D.L_____DEAD LOA WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FEIN MATERIALS, SUCH ASEM A515 (Ty • 60 KS) DEFORMED BARS FOR ALL DVS 15 AND LARGER. ASTU �1 STANDARDS SKILL BE THE LATEST EDITION AND /GAR ADDENDA. A615 (Fy • 40 KS) DEFORMED BAS FOR ALL BARS 14 AND SMALLER, NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR RENEW OF PROCEDURE WITH ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION 'COX' RATED SHEATHING OR ESTABLISH AND VERIFY ALL OPENINGS NA INSERTS FOR ARCI ITOOKIRA, MECHANICAL THE STRUCTURAL ENCIMER LATEST A.C.T. CODE AND DETAILING MANUAL APPLY. CLEAR BETTER AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PL11Y000 MATH FACE GRNN PENPENOICUAR TO $UPPoAIS. STAGGFiR JDINIS. All PLUMBNG AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUOCONTRACTORS PRIOR TO CONSTRUCTION. CONCRETE COVERAES '� : RMUNG STALL BE WITH COMMON OWLS. WHERE SCREWS ARE INDICATED FOR WOOD TO RIM CAST AANSI AM PEIBIVNEIlRY IXPoSW 10 EARTH 3' MOOD ATTACHMENTS. USE WOOD SCREWS. HORIZONTAL DIAPHRAGM AND S EARWALL Germs ARE FOR CONTRACTOR'S COW'EN04CF IF µ OPTION IS CHOSEN, • a • d.. a CAPACITIES SHALL BE PER LATEST EDITION OF I.C.C. REPORT ESR -1539. ALL PLYWOOD CONTRACTOR $HVl BE RESPONSIBLE FOR ALL NECESSARY CHANCES ARD SHILL EXPOSED 10 EARN OR WEATHER SRS! BE OF THE FOLIOWINO NOMINAL THICKNESS, SPµ/RIOE7X RATIO AND SHALL BE COORDINATE ALL DEALS. TO PLACING ADJAC ENT, NT, CONNCCR E. ATTACHED AS FOLLOWS UNLESS NOTED OTHERM' NOTES AND DETAILS ON DRAWINGS $HALL TAKE PRECEDENCE OVER CUM LAP SPLICES IN RETIE: Lµ SPLICES, UNLESS NOTED OTHERWISE, SHAM. BE CUSS '8' TENSION LAP SPLICES PER LATEST EDITION OF ACJ. 318. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH, ALL REINFORCING SOUL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION RONFORCINC MUST PROVIDE ISOLATION FROM MOISTURE /CORROSION. SWAP DIAMETER: SPAN/INDEX EGE 16 OR URGER 2 15 AND SMALLER 0.148' ALL OTHER PER LATEST EDITION OF Aa 318. AINTTT� MENTTE LAP SPLICES IN RETIE: Lµ SPLICES, UNLESS NOTED OTHERWISE, SHAM. BE CUSS '8' TENSION LAP SPLICES PER LATEST EDITION OF ACJ. 318. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH, ALL REINFORCING SOUL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION RONFORCINC MUST PROVIDE ISOLATION FROM MOISTURE /CORROSION. STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ATE SHOWN CONSTRUCTION SOUL CONFORM TO SIMILAR NARK ON THE PROJECT. CONTRACTOR SKILL BE RESPONSIBLE FOR VERIFICATION OF ALL OMENSm WITH ARCHITECTURAL DRAWINGS PRIOR TO SEAM OF' CONSTRUCTION. WSOLVE ANY DISCREPANCY' WITH THE ARCHITECT. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE WERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAIS, GERERA STRUCTURAL NOTES µD SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY 11NE STRUCTURAL ENGINEER. PROVIDE � SCREWS AT FLOOR SNEAKING STALL BE /B % 11/2' LONG FOR SHEATHING HESS BENT CORNER MARS TO WILT AND LAP WITH HORIZONTAL BARS AT ALL COMM AND TIN{µ 1' THICK ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORT MEMBERS WITH ANY ENGIN NO DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SIMI IINTERSECTXANS PER IYPFJI DETAILS REINFORCING BAR SPACINGS GWTN ARE MAXIMU4 µ APA AFG -01 QUALIFIED GLUE. At CONTRACTORS OPTION, USE IOd NAILS N UEU BEAR THE SA OF A RCGNSTCRCD ENGINEER RECOGNOEO BY NC BULDNG CODE ON CENTERS. ALL BUTS PER CRS SPCLIFIG1gH5 AND HANDBOOK. DOWEL ALL OF SCREWS AT FLOOR SHEATHING JURISDICTION OF THIS PROJECT. VERTICAL REINFORCING 10 FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TE ALL BAR$ IN LOCATION BEFORE PLACING CONCRETE STRUCTURAL STE ALL DOTS SHALL BE ASTU A307, UNLESS NOTED OTHERWISE. ALL ANCHIDR BOLTS SHAM. BE ASTM F1SS4, GRADE 36. ALL CONSTRUCTION PER LATEST ASC HAHDIIOOK. ALL EXPANSION AND EPDXY BOLTS TO HAVE I.C.C. RATING FOR MATERIAL INTO WHICH INSTALLATION TAXES PLACE. ALL BOLTS, ANCHOR BOLTS, EXPANSION DOLTS, ETC., SHALL BE IHSTkLED WITH STEEL WASERS AT FAG: OF WOOD. PLYWOOD WED J0157: DESIGN. FABRICATION AND ERECTION N ACCORDANCE WITH THE LATEST EDITION LC.C. REPORT CSR -1405. CONNECTIONS AND BEARING MATERIAL TO BE SHOP CONNECTED TO J051S AND DESIGNED AND FURNISHED BY JOIST FABRICATOR. CALCULATIONS SHALL INCLUDE DEFLECTION AID CUM REOUREMENTS. DEFLECTION SHALE. BE LIMITED AS FOLLOWS: FLOOR NNE LOA UWIUUU • L/480. FLOOR TOTAL LOA M OVUM • t/240. CONTRACTOR SHALL SUBMIT SHOP DRAWIN GS WITH DESIGN CALCUATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED AS REWIRED TO SUPPORT MECHANICAL EOUPMENT. PREFABRICATED _.. SSES: PREFABRICATED WOOD TRUSSES STALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED N THE GENERAL STRUCTURAL NOTES OR AS LOCATED ON PANS BRIDGING SIZE AND SPACING BY TRUSS MANUFACTURER' UNLESS NOTED OTHERWISE CONTRACTOR SHALL MIT SHOP DRAWINGS, ERECTION DRAWINGS, AND DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE CALCULATIONS AND SHOP DRAWINGS STALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POUTS. ALL CONNECTORS SHILL HAVE CIAPENI I.C.C. APPROVAL CALCULATIONS SHALL INCLUDE DEFLECTION MID CAMBER REWIREMENTS. DEFLECTION SIAUL BE LIMITED AS FOLLOWS: ROOF TOTAL WAD MAOMUM • L /240. ROOF LIVE LOAD MAXIMUM • L/360. ADDITIONAL TRUSSES SKILL DC SUPPLIED AS RCOARED 10 SUPPORT MECHANICAL EQUIPMENT, MULTIPLE TRUSS MEMBERS SHA L BC FASTENED TOGETHER TO ALLOW TRANSFER OF SHEAR AND TENSION FORCES (MINIMUM 2DO PLY) AT PLYWOOD SHEATHING JOINTS AND TO PREVENT CROSS GRAIN BENDING OF TOP CHORDS. ATTACHMENT SHALL M A CONTINUOUS 20 GAGE META PULE OR OTHER APPROVED MEANS. METHOD OF ATTACHMENT SHALL BE INDICATED ON SHOP DRAWINGS FOR RENEW. TRUSS MANUFACTURER SHALL RAVE I.C.C. APPROVAL OR BE AN APPROVED FABRICATOR ACCORDING 10 THE BUILDING JURISDICTION. TRUSS MANUFACTURER SHALL PERMANENTLY IDENTIFY EACH TRUSS. ALTERNATE: AMERICAN PLYWOOD ASSOCIATKN PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE 10 PLYWOOD WITH PRIOR APPROVAL OF OWNER. RATED SHEATHING SHALL COMPLY WITH I.C.C. REPORT NO. HER -124, EXPOSURE 1, AND SHALL HAVE A SPAR RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER THAN THE PLYWOOD R REPLACES, ATTACHMUN AND THICKNESS (WITHIN 1/321 SHUT BE THE SAME AS THE PLYWOOD R REPLACES. INSTAL PER MANUFACTURER'S RECOUMEHDATKINS. NULM ALL OURS SHALL CONFORM TO ASTU FI667. ALL NAUNG SHALL BE WITH COMMON WIRE NAIS OR APPROVED EQUAL PER IBC 2J04.9.5, ALL NAILS µD FASTENERS 01 PRESSURE - TREATED OR FIRE RETARDANT WOOD SKILL BE HOT -DIPPED ZINC GALVANIZED STEEL, S104LCSS StEDL, SILICON BRONZE, COPPER, OR APPROVED EQUAL, TYPICAL UNLESS NOTED OTHERWISE RAILS SPECIFIED BY PENNYWEIGHT PAU. HAVE THE FOLLOWING MINIMUM PROPERTIES: PENITIVOGllt: SWAP DIAMETER: SPAN/INDEX EGE 0.131• USE; THICKNESS: 0.148' ATTACHMENT: AINTTT� MENTTE ROOF 1/2' 32116 DA RAILS Ed HAS 5/16' 7 /8' B' AT 6. O.C. AT 12' O.C. FLOOR 3/4' T NL C 40/20 SCREWS AT 6' O.C. SCREWS al 12' O.C. SHEAR WALL 1/2' 24/0 14 GAGE STAPLES 14 CAGE STAPLES NIEL KEYED JOINTS NEED ONLY OCCUR AT DPW EDGES DURING P=VENT n %t :I%i CONE - - - AT 6' O.C. AT 12' O.C. STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ATE SHOWN CONSTRUCTION SOUL CONFORM TO SIMILAR NARK ON THE PROJECT. CONTRACTOR SKILL BE RESPONSIBLE FOR VERIFICATION OF ALL OMENSm WITH ARCHITECTURAL DRAWINGS PRIOR TO SEAM OF' CONSTRUCTION. WSOLVE ANY DISCREPANCY' WITH THE ARCHITECT. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE WERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAIS, GERERA STRUCTURAL NOTES µD SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY 11NE STRUCTURAL ENGINEER. PROVIDE � SCREWS AT FLOOR SNEAKING STALL BE /B % 11/2' LONG FOR SHEATHING HESS BENT CORNER MARS TO WILT AND LAP WITH HORIZONTAL BARS AT ALL COMM AND TIN{µ 1' THICK ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORT MEMBERS WITH ANY ENGIN NO DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SIMI IINTERSECTXANS PER IYPFJI DETAILS REINFORCING BAR SPACINGS GWTN ARE MAXIMU4 µ APA AFG -01 QUALIFIED GLUE. At CONTRACTORS OPTION, USE IOd NAILS N UEU BEAR THE SA OF A RCGNSTCRCD ENGINEER RECOGNOEO BY NC BULDNG CODE ON CENTERS. ALL BUTS PER CRS SPCLIFIG1gH5 AND HANDBOOK. DOWEL ALL OF SCREWS AT FLOOR SHEATHING JURISDICTION OF THIS PROJECT. VERTICAL REINFORCING 10 FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TE ALL BAR$ IN LOCATION BEFORE PLACING CONCRETE STRUCTURAL STE ALL DOTS SHALL BE ASTU A307, UNLESS NOTED OTHERWISE. ALL ANCHIDR BOLTS SHAM. BE ASTM F1SS4, GRADE 36. ALL CONSTRUCTION PER LATEST ASC HAHDIIOOK. ALL EXPANSION AND EPDXY BOLTS TO HAVE I.C.C. RATING FOR MATERIAL INTO WHICH INSTALLATION TAXES PLACE. ALL BOLTS, ANCHOR BOLTS, EXPANSION DOLTS, ETC., SHALL BE IHSTkLED WITH STEEL WASERS AT FAG: OF WOOD. PLYWOOD WED J0157: DESIGN. FABRICATION AND ERECTION N ACCORDANCE WITH THE LATEST EDITION LC.C. REPORT CSR -1405. CONNECTIONS AND BEARING MATERIAL TO BE SHOP CONNECTED TO J051S AND DESIGNED AND FURNISHED BY JOIST FABRICATOR. CALCULATIONS SHALL INCLUDE DEFLECTION AID CUM REOUREMENTS. DEFLECTION SHALE. BE LIMITED AS FOLLOWS: FLOOR NNE LOA UWIUUU • L/480. FLOOR TOTAL LOA M OVUM • t/240. CONTRACTOR SHALL SUBMIT SHOP DRAWIN GS WITH DESIGN CALCUATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED AS REWIRED TO SUPPORT MECHANICAL EOUPMENT. PREFABRICATED _.. SSES: PREFABRICATED WOOD TRUSSES STALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED N THE GENERAL STRUCTURAL NOTES OR AS LOCATED ON PANS BRIDGING SIZE AND SPACING BY TRUSS MANUFACTURER' UNLESS NOTED OTHERWISE CONTRACTOR SHALL MIT SHOP DRAWINGS, ERECTION DRAWINGS, AND DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE CALCULATIONS AND SHOP DRAWINGS STALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POUTS. ALL CONNECTORS SHILL HAVE CIAPENI I.C.C. APPROVAL CALCULATIONS SHALL INCLUDE DEFLECTION MID CAMBER REWIREMENTS. DEFLECTION SIAUL BE LIMITED AS FOLLOWS: ROOF TOTAL WAD MAOMUM • L /240. ROOF LIVE LOAD MAXIMUM • L/360. ADDITIONAL TRUSSES SKILL DC SUPPLIED AS RCOARED 10 SUPPORT MECHANICAL EQUIPMENT, MULTIPLE TRUSS MEMBERS SHA L BC FASTENED TOGETHER TO ALLOW TRANSFER OF SHEAR AND TENSION FORCES (MINIMUM 2DO PLY) AT PLYWOOD SHEATHING JOINTS AND TO PREVENT CROSS GRAIN BENDING OF TOP CHORDS. ATTACHMENT SHALL M A CONTINUOUS 20 GAGE META PULE OR OTHER APPROVED MEANS. METHOD OF ATTACHMENT SHALL BE INDICATED ON SHOP DRAWINGS FOR RENEW. TRUSS MANUFACTURER SHALL RAVE I.C.C. APPROVAL OR BE AN APPROVED FABRICATOR ACCORDING 10 THE BUILDING JURISDICTION. TRUSS MANUFACTURER SHALL PERMANENTLY IDENTIFY EACH TRUSS. ALTERNATE: AMERICAN PLYWOOD ASSOCIATKN PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE 10 PLYWOOD WITH PRIOR APPROVAL OF OWNER. RATED SHEATHING SHALL COMPLY WITH I.C.C. REPORT NO. HER -124, EXPOSURE 1, AND SHALL HAVE A SPAR RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER THAN THE PLYWOOD R REPLACES, ATTACHMUN AND THICKNESS (WITHIN 1/321 SHUT BE THE SAME AS THE PLYWOOD R REPLACES. INSTAL PER MANUFACTURER'S RECOUMEHDATKINS. NULM ALL OURS SHALL CONFORM TO ASTU FI667. ALL NAUNG SHALL BE WITH COMMON WIRE NAIS OR APPROVED EQUAL PER IBC 2J04.9.5, ALL NAILS µD FASTENERS 01 PRESSURE - TREATED OR FIRE RETARDANT WOOD SKILL BE HOT -DIPPED ZINC GALVANIZED STEEL, S104LCSS StEDL, SILICON BRONZE, COPPER, OR APPROVED EQUAL, TYPICAL UNLESS NOTED OTHERWISE RAILS SPECIFIED BY PENNYWEIGHT PAU. HAVE THE FOLLOWING MINIMUM PROPERTIES: PENITIVOGllt: SWAP DIAMETER: NAL. LENDING YIELD STRENGTH (Fyb): ed 0.131• 100,000 PS 10d 0.148' 90,000 PSI Hid 0.162' 90,000 PSI WOOD GENERAL DO NOT NOTCH OR DRILL JOISTS. BUMS, OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER TIRU THE ARCHITECT. DOUBLE UP FLOOR JOISTS AND BLOCIONG UNDER PARTITIONS. PROVIDE 2' SOLID BLOCKING AT SUPPORTS OF ALL JOISTS. DOUBLE UP STUDS AT JVABS AND AS REOURED UNDER BEAMS. EVERY OTHER SIUD OF WOOD FRAME BEARING WALL SHALL HAVE A SIMPSON H3 ANCHOR TOP AND DOTTOU, EXCEPT AT THOSE WADS WHERE PLYWOOD SHEATNNG S NAILED DIRECTLY 70 THE TOP AND BOTTOM PLATES. PROVIDE 2X STUD B=NG AT UN -OUGHT OF BERING STIR WALLS. ALL UJU NG NOT NOTED SHALL BE ACCORDING 10 RAMC 2304 ,9.1 OF THE INTEWATNNAL BUILDING CODE WOOD CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT AND EOUNALENT LC.C, APPROVAL ALL FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED WOOD SOUL BE REHEATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. ALL WOOD CONNECTORS IN CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT WOOD SHALL BE HDT- DIPPED AVAAZED, STAINLESS STEEL OR APPROVED EQUAL, TYPICAL UNLESS OTHERWISE NOTED. 3 1 4 DOLE DIAMETER VERT BOLT EMBEDMENT LENGTH NORIZ BOLT EMBEDMENT LENGTH HEAOEo SING FILLET WELD SIZE, 'S' 1/2' 7' 4' 1/4' 5/9' O 7' A. 5/16' 3/4' 7' S• 5/16' 7 /8' B' 6' 5116' 1• 9' 7' 3/8• 11 /B• m' e' - CENTERUNE OF FOOTING �jyAS�IJ i - CENTER NE OF WALL NIEL KEYED JOINTS NEED ONLY OCCUR AT DPW EDGES DURING P=VENT n %t :I%i NOTES PROVIDE ANCHORS, ANCHOR DOLTS, AND EXPANSION BOLTS, PER TAIL SCHEDULE UNLESS NOTED ON PLANS CR ON DETAILS EXPANSION BOLTS SILL WVE I.C.C. REPOT FOR SAME NSTALLIDON AT -ANCHORS' USE 3/16' ELLEN THICKNESS OF DRYPACK DOES NOT APPLY TOWARDS EMBEDMENT. 1 li4IES: �. IL 1. FACE OF WALL TOP OF — (2) ILI, "P WALL. COLUMN, ETC. 8 I I I.:' uN. SIUAIRD Hoax, J _T d I I OR BOLT IIEAp, IMP. _ANCHOR BOLT AN EXPANSION BOLT J. PUTS, AIQE CHANNEL, HEADED STUD SIMILAR (EPDXY BOLT SMUJR) CTC' TYPICAL ANCHOR, ANCHOR BOLT, AND 01 EXPANSION BOLT SCHEDULE \� SCALE: N.T.S. ! „2 LAP SCHEDULE FOR REINFORCING STEEL I I. TOP DNS ARE ANY HORIZONTAL BUS RACED SO THAT MORE THAN 11' OF FRESH CONCRETE S CAST IN THE MEMBER BELOW THE RBNFORCEMENT. 2. UNLESS NOTED OTHERWISE. UP SPLICES N CONCRETE BEAMS, SLABS. WALLS. AND FOOTINGS SHAH BE CLASS •B• TENSION LAP S."UCES. J. CONTAC• STRUCTURAL ENCINECR P CENTER 10 CENTER SPAC%NG OF RCNTORCEUENT S LESS MANOR EODU. TO 3 BAR DAMETERS (60). (q (1) zf AF.Fr - - - ABOVE FINISHED FLOOR a.. ° P • a IL a A.D. - - - - ANCHOR BOLT I19L��L�IIIWII�1� �3M{5�A1J , •, �' - BEAM ��� IN DEPTH CU N DEPT- CUT SHALL M llU£ SOON ENOUGFI SOON B.O.B. - - - TO PREVENT SHRINKAGE CRA'KING, DUE HOT TO (I) CARE SPRUNG OF THE CONCRETE WILE SAWING.' (J) UIFOUR B.O.P. - - - TNEIRY- HOURS OF CC`l"ELE PLACEMENT. SRG - - - _ BTARNO dd . '4 '.o• W J. CONTINUOUS ICY- SCE IYP.'A DE71Jl. CL _ _ _ _ CERIER1INE C.LB. - - - CENTERUNE OF BEAU C.LC. - - - 2' MIN, ` 1' • - CENTERUNE OF FOOTING �jyAS�IJ i - CENTER NE OF WALL NIEL KEYED JOINTS NEED ONLY OCCUR AT DPW EDGES DURING P=VENT n %t :I%i CONE - - - - CONCRETE 0• G• CONC SJ. - - CONCRETE SAWCUT JWIT C.M.U. _ _ _ CONCRETE MASONRY UNIT UNLESS SPECIFICALLY NOTED OR THE PLANS COHECHN CUNT _ _ _ _ COH0A1015 D.L_____DEAD LOA CONTROL JOINTS IN ON - - - - CRETE SLAB ON GRADE DWG( 'S! - - - DRAWNC('S) V° - EDGE OF SUB SLUE: N.T.S. EO - - - - (1) 1 1/2 SOUP _ _ _ _ EQUIPMENT (:) RIM CIP, ,R _ _ _ (U.) EXPANSION JOINT E.W. - - - - 1. CONCRETE ' • a • d.. a nNSHED FLOOR FORM 2. PoOfl - FIDE OF MEMBER to. S. - - - - FACE OU STEEL to. W. - - - TO PLACING ADJAC ENT, NT, CONNCCR E. Qa GALV _ _ _ _ AVAHRED GS.N _ _ _ _ GENERAL STRUCNNAL NOTES CUT (6LLRAM) - CLUED LAMINATED BEAM I.F.W. - - - - INSIDE FACE OF WALL I.E. - - - - INVERT ELEVATION HORIZ - - - - HORIZONTAL K(IOP) _ _ _ 1,000 POUNDS LL _ _ _ _ LIVE LOADS LBS (/) ' - - POUNDS LLH _ _ _ _ LONG LEO HORIZONTAL LLV _ _ _ _ LONG NFL VERTICAL MFR('S) - _ _ WMNAC URER(Y) WAS CJ. - - - MASONRY CONTROL "IT MECIfI - - - MECHANICAL N/A _ _ _ _ NOT APPLICABLE N.N.S. - - - - NOT TO SAE O.C. _ _ _ _ ON CENTER O.F.W. - - - - OUTSIDE FACE OF WILL Opp _ _ OPPOSITE P.C. _ _ _ _ PRECAST CONCRETE PU - - - - POUNDS PER UHFµ FOOT PREFAB - - - PREFABRICATED PSF - - - - POUNDS PER SOME FOOT PSI - - - - - POUNDS PER SQUARE INCH REIN - - - - REINFORCING SW _ _ _ _ SIM LEG HORIZONTAL SLV - - - - SHORE LEO VERTICAL SW - - - - -SIMILAR SO _ _ _ _ _ SQUARE SID _ _ _ _ STANDARD T.E. - - - - TOTAL LOAD T.O.B. - -- -TOP OF SEAM T.O.D. - - - - TOP OF DECK T.O.F. - - - - TOP OF FOOTING T.D.C. - - - - TOP OF CUTE T.O.L:_ _ _ _ TOP OF LEDGER T.O.U. - - - - TOP OF MASONRY T.O.P. _ TOP OF PLATE ' T.DS. - - - - TOP OF STEEL „2 LAP SCHEDULE FOR REINFORCING STEEL I I. TOP DNS ARE ANY HORIZONTAL BUS RACED SO THAT MORE THAN 11' OF FRESH CONCRETE S CAST IN THE MEMBER BELOW THE RBNFORCEMENT. 2. UNLESS NOTED OTHERWISE. UP SPLICES N CONCRETE BEAMS, SLABS. WALLS. AND FOOTINGS SHAH BE CLASS •B• TENSION LAP S."UCES. J. CONTAC• STRUCTURAL ENCINECR P CENTER 10 CENTER SPAC%NG OF RCNTORCEUENT S LESS MANOR EODU. TO 3 BAR DAMETERS (60). (q (1) zf AF.Fr - - - ABOVE FINISHED FLOOR a.. ° P • a IL a A.D. - - - - ANCHOR BOLT NOTES. 1. CONCRETE SLAB ON GRADE z WIDE % I/4 SUB ]HOMERS �3M{5�A1J , •, �' - BEAM ;iij_I•-'{�lpl %tI� SAW Oli JONi C;TI �'I.[il ?I• SING. !riT_u IN DEPTH CU N DEPT- CUT SHALL M llU£ SOON ENOUGFI SOON B.O.B. - - - TO PREVENT SHRINKAGE CRA'KING, DUE HOT TO (I) CARE SPRUNG OF THE CONCRETE WILE SAWING.' (J) UIFOUR B.O.P. - - - TNEIRY- HOURS OF CC`l"ELE PLACEMENT. SRG - - - _ BTARNO dd . '4 '.o• W J. CONTINUOUS ICY- SCE IYP.'A DE71Jl. CL _ _ _ _ CERIER1INE C.LB. - - - CENTERUNE OF BEAU C.LC. - - - 2' MIN, ` 1' • - CENTERUNE OF FOOTING �jyAS�IJ i - CENTER NE OF WALL NIEL KEYED JOINTS NEED ONLY OCCUR AT DPW EDGES DURING P=VENT n %t :I%i CONE - - - - CONCRETE 0• G• CONC SJ. - - CONCRETE SAWCUT JWIT C.M.U. _ _ _ CONCRETE MASONRY UNIT UNLESS SPECIFICALLY NOTED OR THE PLANS COHECHN CUNT _ _ _ _ COH0A1015 D.L_____DEAD LOA CONTROL JOINTS IN ON - - - - CRETE SLAB ON GRADE DWG( 'S! - - - DRAWNC('S) V° - EDGE OF SUB SLUE: N.T.S. EO - - - - (1) 1 1/2 SOUP _ _ _ _ EQUIPMENT (:) RIM CIP, ,R _ _ _ (U.) EXPANSION JOINT E.W. - - - - 1. CONCRETE ' • a • d.. a nNSHED FLOOR FORM 2. PoOfl - FIDE OF MEMBER to. S. - - - - FACE OU STEEL to. W. - - - TO PLACING ADJAC ENT, NT, CONNCCR E. Qa GALV _ _ _ _ AVAHRED GS.N _ _ _ _ GENERAL STRUCNNAL NOTES CUT (6LLRAM) - CLUED LAMINATED BEAM I.F.W. - - - - INSIDE FACE OF WALL KEYED JONT ALL DIMENSIONS ARE 41/2' 04 TYPICAL KEY IN CONCRETE SCALE: N.T.S. II• IIJ IIllIiIlllillll�IIIIIIIIIi2lIII� .,(IIIIIL�IsI IIIIIII.ILIII 5L1.1�1.1��.1.�.1�j1161 Inch 1116 - $ Slntei87�T• L� s� 9° b e l�l.lIlill l.1 -I II IIIIIIIII�IIIIIIIfI�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�Hlllllll�lllilii iil.Il ABBREVIATIONS AB.C. - - - - AGGREGATE BASE COURSE AF.Fr - - - ABOVE FINISHED FLOOR ,ALT, _ _ _ _ ALTERNATE A.D. - - - - ANCHOR BOLT 0 - - - - - AT (MEASUREMENT) BM - - - - - BEAM B.F,F. - - - - BELOW TIMED ROOK B.O.B. - - - - BOTTOM OF BEAM 1 .0.0 - - - - BOTTOM OF DECK B.O.F. - - - - BOTTOM OF FOOTING B.O.P. - - - - BOTTOM OF PLATE SRG - - - _ BTARNO CLIP. - - - - CAST N PLACE CL _ _ _ _ CERIER1INE C.LB. - - - CENTERUNE OF BEAU C.LC. - - - - CENTERUE OF COLUMN C.L.F. - - - - CENTERUNE OF FOOTING C.I.W. - - - - CENTER NE OF WALL Olt - - - _ CLEAN CONE - - - - CONCRETE CONC CJ. - - C09CRETE CONTROL JOINT CONC SJ. - - CONCRETE SAWCUT JWIT C.M.U. _ _ _ CONCRETE MASONRY UNIT CON COHECHN CUNT _ _ _ _ COH0A1015 D.L_____DEAD LOA 0 OR CIA. - - DIAMETER ON - - - - - DOWN DWG( 'S! - - - DRAWNC('S) E.O.S. - - - - EDGE OF SUB EL OR ELEV. - - ELEVATION EO - - - - - EOMAL SOUP _ _ _ _ EQUIPMENT EXP. _ _ _ _ EXPANSION CIP, ,R _ _ _ (U.) EXPANSION JOINT E.W. - - - - EACH WAY F.F. - - - _ nNSHED FLOOR FA.U. - - - - FIDE OF MEMBER to. S. - - - - FACE OU STEEL to. W. - - - - FILE OF WALL CA ___ -_� GALV _ _ _ _ AVAHRED GS.N _ _ _ _ GENERAL STRUCNNAL NOTES CUT (6LLRAM) - CLUED LAMINATED BEAM I.F.W. - - - - INSIDE FACE OF WALL I.E. - - - - INVERT ELEVATION HORIZ - - - - HORIZONTAL K(IOP) _ _ _ 1,000 POUNDS LL _ _ _ _ LIVE LOADS LBS (/) ' - - POUNDS LLH _ _ _ _ LONG LEO HORIZONTAL LLV _ _ _ _ LONG NFL VERTICAL MFR('S) - _ _ WMNAC URER(Y) WAS CJ. - - - MASONRY CONTROL "IT MECIfI - - - MECHANICAL N/A _ _ _ _ NOT APPLICABLE N.N.S. - - - - NOT TO SAE O.C. _ _ _ _ ON CENTER O.F.W. - - - - OUTSIDE FACE OF WILL Opp _ _ OPPOSITE P.C. _ _ _ _ PRECAST CONCRETE PU - - - - POUNDS PER UHFµ FOOT PREFAB - - - PREFABRICATED PSF - - - - POUNDS PER SOME FOOT PSI - - - - - POUNDS PER SQUARE INCH REIN - - - - REINFORCING SW _ _ _ _ SIM LEG HORIZONTAL SLV - - - - SHORE LEO VERTICAL SW - - - - -SIMILAR SO _ _ _ _ _ SQUARE SID _ _ _ _ STANDARD T.E. - - - - TOTAL LOAD T.O.B. - -- -TOP OF SEAM T.O.D. - - - - TOP OF DECK T.O.F. - - - - TOP OF FOOTING T.D.C. - - - - TOP OF CUTE T.O.L:_ _ _ _ TOP OF LEDGER T.O.U. - - - - TOP OF MASONRY T.O.P. _ TOP OF PLATE ' T.DS. - - - - TOP OF STEEL to W. - - - - TOP OF WALL TYp _ _ _ - - TYPICAL U.N.O. - - - - UNLESS NOTED OTHERWISE VERT - - - - VERTI AL WSTP _ - _ _ WATER STOP W.W.F. - - - - WEEDED WIRE FABRIC W/___ - -WIDE W/0 - - - - WHIR I sl ; ml g 3 3 Pi #b 7 Y 9 J C) s 06 fr Lu �'/^� !� 3' U V/ W 4 Z O ui 65 Z > Z V O W L F Z 9po 07 O mw % a, 3 a Q z 3 O m w �O a'm C O i Q n Q N l�J Z co o1LO LLI Q -i �a Z�OU' � � sNm No.A� S1.0 _ p ro IA. A� 12,671 n A m1l$2 1. BASE PLATE NNLRIG PER 511G11 WALL SCHEDULE 2. PLYWOOD SHEATHING 3. PLYWOOD WEB JOISTS PER PLUM 1. RIM JOIST RY JOIST MANUFACTURER - ATTACH WITH (2) 1Dd RIMS PER JOIST 5. (2) �t BARS CONTINUOUS (AT Top) PROVIDE N BAITS O 10• O.C. HORIZONTAL 6. 5/8' OWETER ANCHOR DOTS PER SHFMWALL SCHEDULE. IB' O.C. IMXNUM 7. 14 BUMS 0 18' O.C. MKIMUA. ALTERNATE BENDS B (2) /I BUMS CONTINUOUS 9. EDGE MAULING 10, 16d TOENAILS 0 6' O.C. II. 8' CONCRETE STEM W.W. (uMUUM) AND * _ FDOTING. WORN FOOTING AS REO'D FOR MENEER - SEE ARCHITECTURAL FOR ADDITIONAL INFORMATION TYPICAL FOUNDATION STEM WALL WITH PLYWOOD WEB JOIST SCJ.E: N.TS. IC I PLAN - CORNER REINFORCING IN n CONCRETE FOOTING, STEM OR WALL Ivv SCALE: N.T.S. li m 1. BASE PLATE HUNG PER 'SIIARINALL SCHEDULE 2. PLYWOOD SHEATHING 3. PLYWOOD WEB JOIST PER PLAN 1. RN JOIST B( JOIST MANUFACTURER -ATTACH WITH (2) 10d NAILS PER JOIST S. SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE 6. 16d TOEMLS O V O.C. 7. EDGE NOLMG PLYWOOD WEB JOIST AT WOOD STUD n WALL GV 1 SCALE RT.S. hm 1. EDGE NAILING 2. PLYWOOD SHEATHING J. PLYW000 WEB JOIST PER PLAIN 1. BLOCKING BY JOIST MFR WITH (3) 16d NOLS PER BLOCK 10 TOP PLATE 5. WO00 SRO WALL 6. I6M JOSE BY JOIST MANUFACTURER - ATTACH WITH (2) 1. 1WLS PER JOIST 7. WEB s'RFEIBR BY Jo15r MFR 8. BASE PLATE HOLING PER SLIM WALL SCHEDULE 9. WOOD SUO WALL OR CONCRETE STEM WALL AS OCCURS L 10.5111NrHNG AO ATTACHMENT PER SIIARWALL SCHEDULE PLYWOOD WEB AT WOOD STUD WALL nVV SCALE: M.T.S. 2 1. BASE PULE NAILING PER STAR (,) WALL SCHEDULE (,2) 2. EDGE NAMING (3) (2) J. PLYWOID SNEAKING 1. PUW000 WEB JOISTS PER PLAN (10) S. PLYWOOD WEB JOIST BLOCKING 1 (2) jI 6185 COMINOIS (At (2) TOP) PROVIDE 14 BARS O 10' (S) O.C. HORIZONTAL 7. 5/8' DIAMCIER ANCHOR BOLTS (6) PER SNFM WALL SCHEDULE, (7),'� 18' O.C. MAXIMUM (8) B. 11 BARS 0 IB' O.C. uAKI1NU, (13) ALTERNATE BENDS . ys 9. (2) 14 BARS CONTINUUMS 10. RIM JOIST BY JOIST MANUFACTURER - ATTACH WITH (2) IOU NAILS PER BLOCK w,, •' 11. I6 TOENAILS 0 6' O.C. a'Ih--- 12. (6) ) IOd VIOLS PER BLOCK I-4' MN, 13. 8' CONCRETE STEM WALL (MINIMUM) AND FOOTING, WIDEN FOOTING AS REO'D FOR VENEER - SEE ARCIIECIUIW. FOR TYPICAL FOUNDATION ADDITIONAL INFORMATION STEM WALL WITH PLYWOOD WEB JOIST 102 SCALE N.Ta an- 1. BASE PLATE NA111NG PER SHFARW'ALL SCHEDULE 2. PLYWOOD SHEATH 6G 3. BLOCKING AT 18. O.C. BY JOIST MANUFACTURER 1. RIM JOIST BY JOIST MANUFACTURER -ATTACH aDGK WITH (Z) Tod NAILS PER S. PLYWOOD WED JOISTS PER RAN 6, SHUTHNG AND ATTACHMENT PER SIARWALL SCHEDULE 7, l6d TOENAILS 0 6' O.C. 8. EDGE NAILING 9. (6) 18 SCREWS PER ROCK (Mid NAILS ALTERNATE) PLYWOOD WEB JOIST AT WOOD STUD �"WALL SCALE: N.T.S. 1z' (tl • 1. 1/1 DEPTH OF MEMBER, TYPICAL • • 2. 1 /2Y BDLT, MINIMUM 3. (2) 2.12 AND LARGER OPTION 1 (J) USE 1 /2'0 BCrs 0 21' O.C. 1. 16d TAIL, MINIMUM (1) 5. (2) 2.10 AND SMALLER 0 0 USE I6d SPIKES AT 12' O.C. STAGGERED o o QH: ATTACHMENT (BOLTS OR NAILS) CONTINUOUS FOR LENGTH OF MEMBER. ON (5) (tug BUILT -UP WOOD MEMBER SCALE: N.T.S. 11m. 1. (3) IOd NAILS PER BLOCK 2. EDGE HALING J. PLYWOOD WEB JOISTS PER PLAN I. WOOD BEAM PER PLAN 5. PLYWOOD SHEATING 6. BLOCKING BY JOIST WAIUFACIURER 7. SMPSON POST CAP 8, WOOD POST PER PLUM 9. SMPSON POST BASE 10. 2, TREATED BASE PLATE WITH 5 /8' DIAMETER ANCHOR BOLTS AT IB• O.C, 11. CONTINOUS CONCRETE FOOTING PER PUN 12. (2) JI BARS CONTINUOUS TYPICAL INTERIOR SPREAD FOOTING WITH PLYWOOD WEB JOIST 103 iCA - Ra.s. 12) (J) 1. CORNEA BANS SAVE •d SZE AND SPACI NG 1 ° ° ' AS HORIZONTAL .. 2. PLYWOOD SHEATHING RFMfORGNG ua \_(2) PER m (21• IINIIUY) J. PLYWOOD WEB JOIST (2) 2. CONCRETE STEM EM 9 PER PLAN • J. ALTERNATE BENDS ° (1) ' (1) I. REINIORCNC PER PLANS AHO /OR MANUFACTURER DETAILS IC I PLAN - CORNER REINFORCING IN n CONCRETE FOOTING, STEM OR WALL Ivv SCALE: N.T.S. li m 1. BASE PLATE HUNG PER 'SIIARINALL SCHEDULE 2. PLYWOOD SHEATHING 3. PLYWOOD WEB JOIST PER PLAN 1. RN JOIST B( JOIST MANUFACTURER -ATTACH WITH (2) 10d NAILS PER JOIST S. SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE 6. 16d TOEMLS O V O.C. 7. EDGE NOLMG PLYWOOD WEB JOIST AT WOOD STUD n WALL GV 1 SCALE RT.S. hm 1. EDGE NAILING 2. PLYWOOD SHEATHING J. PLYW000 WEB JOIST PER PLAIN 1. BLOCKING BY JOIST MFR WITH (3) 16d NOLS PER BLOCK 10 TOP PLATE 5. WO00 SRO WALL 6. I6M JOSE BY JOIST MANUFACTURER - ATTACH WITH (2) 1. 1WLS PER JOIST 7. WEB s'RFEIBR BY Jo15r MFR 8. BASE PLATE HOLING PER SLIM WALL SCHEDULE 9. WOOD SUO WALL OR CONCRETE STEM WALL AS OCCURS L 10.5111NrHNG AO ATTACHMENT PER SIIARWALL SCHEDULE PLYWOOD WEB AT WOOD STUD WALL nVV SCALE: M.T.S. 2 1. BASE PULE NAILING PER STAR (,) WALL SCHEDULE (,2) 2. EDGE NAMING (3) (2) J. PLYWOID SNEAKING 1. PUW000 WEB JOISTS PER PLAN (10) S. PLYWOOD WEB JOIST BLOCKING 1 (2) jI 6185 COMINOIS (At (2) TOP) PROVIDE 14 BARS O 10' (S) O.C. HORIZONTAL 7. 5/8' DIAMCIER ANCHOR BOLTS (6) PER SNFM WALL SCHEDULE, (7),'� 18' O.C. MAXIMUM (8) B. 11 BARS 0 IB' O.C. uAKI1NU, (13) ALTERNATE BENDS . ys 9. (2) 14 BARS CONTINUUMS 10. RIM JOIST BY JOIST MANUFACTURER - ATTACH WITH (2) IOU NAILS PER BLOCK w,, •' 11. I6 TOENAILS 0 6' O.C. a'Ih--- 12. (6) ) IOd VIOLS PER BLOCK I-4' MN, 13. 8' CONCRETE STEM WALL (MINIMUM) AND FOOTING, WIDEN FOOTING AS REO'D FOR VENEER - SEE ARCIIECIUIW. FOR TYPICAL FOUNDATION ADDITIONAL INFORMATION STEM WALL WITH PLYWOOD WEB JOIST 102 SCALE N.Ta an- 1. BASE PLATE NA111NG PER SHFARW'ALL SCHEDULE 2. PLYWOOD SHEATH 6G 3. BLOCKING AT 18. O.C. BY JOIST MANUFACTURER 1. RIM JOIST BY JOIST MANUFACTURER -ATTACH aDGK WITH (Z) Tod NAILS PER S. PLYWOOD WED JOISTS PER RAN 6, SHUTHNG AND ATTACHMENT PER SIARWALL SCHEDULE 7, l6d TOENAILS 0 6' O.C. 8. EDGE NAILING 9. (6) 18 SCREWS PER ROCK (Mid NAILS ALTERNATE) PLYWOOD WEB JOIST AT WOOD STUD �"WALL SCALE: N.T.S. 1z' (tl • 1. 1/1 DEPTH OF MEMBER, TYPICAL • • 2. 1 /2Y BDLT, MINIMUM 3. (2) 2.12 AND LARGER OPTION 1 (J) USE 1 /2'0 BCrs 0 21' O.C. 1. 16d TAIL, MINIMUM (1) 5. (2) 2.10 AND SMALLER 0 0 USE I6d SPIKES AT 12' O.C. STAGGERED o o QH: ATTACHMENT (BOLTS OR NAILS) CONTINUOUS FOR LENGTH OF MEMBER. ON (5) (tug BUILT -UP WOOD MEMBER SCALE: N.T.S. 11m. 1. (3) IOd NAILS PER BLOCK 2. EDGE HALING J. PLYWOOD WEB JOISTS PER PLAN I. WOOD BEAM PER PLAN 5. PLYWOOD SHEATING 6. BLOCKING BY JOIST WAIUFACIURER 7. SMPSON POST CAP 8, WOOD POST PER PLUM 9. SMPSON POST BASE 10. 2, TREATED BASE PLATE WITH 5 /8' DIAMETER ANCHOR BOLTS AT IB• O.C, 11. CONTINOUS CONCRETE FOOTING PER PUN 12. (2) JI BARS CONTINUOUS TYPICAL INTERIOR SPREAD FOOTING WITH PLYWOOD WEB JOIST 103 iCA - Ra.s. 1. WOW STUD WALL 2. WOOD HEADER PER PUN J. (2) l TOOLS EACH SIX EACH A. (2) 16d NOLS AS SHOWN 5. RUN VERTICAL. STUDS UP PAST HEADER AS SHOWN 6. (2) 16d NAILS 0 12' O.C. 7. 16d VIALS 0 12' O.C. STAGGERED BOTH SIDES 8, DOUBLE STUDS UNDER HEADER BEARINGS FOR OPENNO WIDTHS GREATER THAN 5' -0' 1. WI700 SNO WW. (J) (2) 2. 5/8' DIAMETER MOM (t) . (6) SCHEDULE, 48' DC. MAOWUM ° J. 1REA10 CASE PLATE PER - - -1r SIMWAL SCHEDULE mt : l ••J S. CONCRETE SLAB ON GRADE 5. O.C, 14 18• 6. SHEATHING AND ATTACHMENT PEA SNFMWALL SCHEDULE F7 IS-, 7. EDGE HAM 8. TINTS" GRADE OR CONCRETE (10) SLAB AS OCCURS 9. 8' CONCRETE STEM WALL (MIHIMUM) AM rONING 10.(2) 14 BARS CONTN000S TOP AID BOTTOM 104 WOOD STUD WALL FOOTING SCALE: N.T.S, (1) �S2 I. WOOD JOIST PER PLAN (Z) (5) 2. � ONIHT23 CUP AT J (1) NAILS PER JST (2) 10J 1. WOOD BEAM PUN PLAN 5. Mid TOENAILS 0 6' D.C. WOOD JOIST AT WOOD BEAM V SCALE N.T.S. .d . 1. TOP PLATE SPLICE DYER STUD ONLY. 2. DOABLE TOP PUTS J. WOOD SILOS. i q I r •lI' F� 1, CONCRETE STAB ON GRADE 2. STUD WALL BEYOND 3. TOOLED EDGE 1. FINISH GRADE OR CONCRETE SLAD AS OCCURS 5. 8' CONCRETE STEM WALL (MINIMUM) AND FOOTING WITH REINFORCING CONTINUOUS FROM BEYOND 6, 0 HOOKED DOWELS 0 18' O.C., ALTERNATE BENDS i WOOD STUD WALL FOOTING AT OPENING 1y SCALE NOTEWE PLATE WULM PER SMARWALL SCHEDULE 2. PLYWOOD SHEATHING 3. BLOCKING 0 15. O.C. BY JOIST MANUFACTURER /. RM JOIST By JOIST MANUFACTURER- ArTACH WITH (2) 10d HAAS PER BLOCK 1 S. PLYWOOD WEB JOISTS PER PLUM 6. DECKING PER ARCHITECTURAL DRAWING 7. 2. P.T. LEDGER ATTACHED TO RIM JOIST WITH (2) SDS 1 /1' . I' WOOD SCREWS O 12. O.C. 8, SIMPSON LU TYPE NWGER 9. WOOD JOIST PER PLUM 10, WOOD STUD WALL OR CONCRETE SENT WALL AS OCCURS 11. EDGE MOUNG RIM JOIST WITH LEDGER V`A SERE• N,TS. 1 I i I ,I A$ 11 (6) (6) 16d LS 2. (4) 16d MATS J. FULL HEIGHT STUD 1. COITWUOUS'DOUBLE TOP PLATE S, PWOO HEADER PER 6. (2) CRIPPLE STNS t -ROUGH OPENNG WIDTH 1 . n WOOD HEADER TYPICAL SPLICE OF TOP PLATES 210 BUILT -UP POST PARALLEL TO WALL VO SCREE: N.T.S. Va SCALE: N.T.S. SCALE: H.T.S. 1111-1111 1111111pi 111111111[ -rlpli I'[1111111 Inch 1/16 A l 3. J, . '.•riJV \1 ■VVi■ JL■ N i.1 a . »•+sir t: .... i �. . 5L .. tiL EL ZL,) ,�y r�rE�Sa t�fjLLAJ,:9 `,53vy ,4 £ Z G WO n�iii�iin�i► ii�uii�iiii�iiu�111l .IIIU10 I'll 1, 1U IIIIIIIII�IIIIIIIII�IIIIIIIIIillIIIIIIIIIIIIII (II�NIIIIll1111IIIIIU111I. I.R. 3t 3 a' i .'Z9L b. }E ''�°• u 1 db�7 JU =§ s J Z i I a � a u i- Z �5 z W `< F 9co Z jC o to m W 3 m 0 Z 3 O DO O a, a U � a 9 Q N • Z Q Z zC F o!yS Za FA Q D Z (rjs3 a 2 IQ- m z Z; I NE S1.1 12,671 " 1 12) 1. DOUBLE EDGE RATTING 2. PLYWOOD SHEATHING J. PLYWOOD WEB JOIST PER PLAN I. JOIST IIANOER BY JOIST MANUFACTURER WOOD BEAN PER PUN (t) (5) PLYWOOD WEB JOIST AT WOOD BEAM ,� V7 SCALE: 1. WOW STUD WALL 2. WOOD HEADER PER PUN J. (2) l TOOLS EACH SIX EACH A. (2) 16d NOLS AS SHOWN 5. RUN VERTICAL. STUDS UP PAST HEADER AS SHOWN 6. (2) 16d NAILS 0 12' O.C. 7. 16d VIALS 0 12' O.C. STAGGERED BOTH SIDES 8, DOUBLE STUDS UNDER HEADER BEARINGS FOR OPENNO WIDTHS GREATER THAN 5' -0' 1. WI700 SNO WW. (J) (2) 2. 5/8' DIAMETER MOM (t) . (6) SCHEDULE, 48' DC. MAOWUM ° J. 1REA10 CASE PLATE PER - - -1r SIMWAL SCHEDULE mt : l ••J S. CONCRETE SLAB ON GRADE 5. O.C, 14 18• 6. SHEATHING AND ATTACHMENT PEA SNFMWALL SCHEDULE F7 IS-, 7. EDGE HAM 8. TINTS" GRADE OR CONCRETE (10) SLAB AS OCCURS 9. 8' CONCRETE STEM WALL (MIHIMUM) AM rONING 10.(2) 14 BARS CONTN000S TOP AID BOTTOM 104 WOOD STUD WALL FOOTING SCALE: N.T.S, (1) �S2 I. WOOD JOIST PER PLAN (Z) (5) 2. � ONIHT23 CUP AT J (1) NAILS PER JST (2) 10J 1. WOOD BEAM PUN PLAN 5. Mid TOENAILS 0 6' D.C. WOOD JOIST AT WOOD BEAM V SCALE N.T.S. .d . 1. TOP PLATE SPLICE DYER STUD ONLY. 2. DOABLE TOP PUTS J. WOOD SILOS. i q I r •lI' F� 1, CONCRETE STAB ON GRADE 2. STUD WALL BEYOND 3. TOOLED EDGE 1. FINISH GRADE OR CONCRETE SLAD AS OCCURS 5. 8' CONCRETE STEM WALL (MINIMUM) AND FOOTING WITH REINFORCING CONTINUOUS FROM BEYOND 6, 0 HOOKED DOWELS 0 18' O.C., ALTERNATE BENDS i WOOD STUD WALL FOOTING AT OPENING 1y SCALE NOTEWE PLATE WULM PER SMARWALL SCHEDULE 2. PLYWOOD SHEATHING 3. BLOCKING 0 15. O.C. BY JOIST MANUFACTURER /. RM JOIST By JOIST MANUFACTURER- ArTACH WITH (2) 10d HAAS PER BLOCK 1 S. PLYWOOD WEB JOISTS PER PLUM 6. DECKING PER ARCHITECTURAL DRAWING 7. 2. P.T. LEDGER ATTACHED TO RIM JOIST WITH (2) SDS 1 /1' . I' WOOD SCREWS O 12. O.C. 8, SIMPSON LU TYPE NWGER 9. WOOD JOIST PER PLUM 10, WOOD STUD WALL OR CONCRETE SENT WALL AS OCCURS 11. EDGE MOUNG RIM JOIST WITH LEDGER V`A SERE• N,TS. 1 I i I ,I A$ 11 (6) (6) 16d LS 2. (4) 16d MATS J. FULL HEIGHT STUD 1. COITWUOUS'DOUBLE TOP PLATE S, PWOO HEADER PER 6. (2) CRIPPLE STNS t -ROUGH OPENNG WIDTH 1 . n WOOD HEADER TYPICAL SPLICE OF TOP PLATES 210 BUILT -UP POST PARALLEL TO WALL VO SCREE: N.T.S. Va SCALE: N.T.S. SCALE: H.T.S. 1111-1111 1111111pi 111111111[ -rlpli I'[1111111 Inch 1/16 A l 3. J, . '.•riJV \1 ■VVi■ JL■ N i.1 a . »•+sir t: .... i �. . 5L .. tiL EL ZL,) ,�y r�rE�Sa t�fjLLAJ,:9 `,53vy ,4 £ Z G WO n�iii�iin�i► ii�uii�iiii�iiu�111l .IIIU10 I'll 1, 1U IIIIIIIII�IIIIIIIII�IIIIIIIIIillIIIIIIIIIIIIII (II�NIIIIll1111IIIIIU111I. I.R. 3t 3 a' i .'Z9L b. }E ''�°• u 1 db�7 JU =§ s J Z i I a � a u i- Z �5 z W `< F 9co Z jC o to m W 3 m 0 Z 3 O DO O a, a U � a 9 Q N • Z Q Z zC F o!yS Za FA Q D Z (rjs3 a 2 IQ- m z Z; I NE S1.1 12,671 " 1 G 2 (1) (4) 1. 6.SAWN OR 5 1 /e• me (1) : PLATE NAENO PER p) ( +) 2. (6) 16d WAS F/LH (2) 0"(S) z OSIONALL SD�I�E (2) (2) 3, Rte D FUER I .1. mm SPLICE AS OCCURS �QjE$: � PLYWOOD NEB JOISTS PEN 4. 4. SAWN OR 3 I /e• 'I 2. WOOD BEAM PEN PUW 1. WOOD eOM PEN PLAN PLAIN A CID J. SIMPSON AC TYPE POST L SIMPSON ACE TYPE 4• WOOD BEAM x LCAP POST CAS S. BLOCIONC 0 49' O.C. BY . JOIST MANUFACTURER (3) 4. WOOD COLUMN PER PLAN 3. WOOD COOAN PER PLAN 6. SWPSON W � 3) (3) (4) (2) 7. ((6) 1e SCREWS PER BL= (tOd MuLS ALTERNATE) ) BUILT -UP POST PERPENDICULAR TO WALL �2 WOOD BEAM AT WOOD COLUMN 213 WOOD BEAM AT WOOD COLUMN ��yf14AA PLYWOOD WEB JOIST AT WOOD BEAM SCNE; NTS. SCALE N.T.S. SCALE: N.T.S. GIY SCALE NTS. 1. WOOD TRUSS PER PLAN 7_ PLYWOOD SHEATHING (I) (4) 2lQffS: 1. EDGE HARING (2) Yy 2. WOOD TASCIA WITH (x) IOd ( +) J. EDGE NNINC NAILS PTR ou1NIf.CER (3): mm 4. 2x BLDCMG 3. 2.4 OUTRICCER 0 24' D.C. 1. EDGE IWINC 5. EDGE WXNG (3) 4. SIMPSON A15 CUP 0 24• D.C. WYWN PoOGE VENTS y RIDGE VENTS (S) 2 SIMPSON M CLIP PLAN L SHEATHING AND (I) 5. GNU END TRUSS 3. WOOD TRUSS PER PLAN EACH TRUSS - AT ORDER 4. PLYWOOD SHEATHING A SO�iWUE (6) `Q 6. PER SHDM'A'NI ATTACHMENT LE, (1) to 5, x. sou0 BLOCKING SIMPSON Au 7. SIMPSON HI AT EACH (S) 5) CONTINUE SHEATHING OVER (1 GIRDER TRUSS- AT ORDER TRUSS. � -(7) GBIE F1A 7RU55 J. PLYWOOD SHEATHNG USE SIMPSON HL5 EACH (2 4. EDGE WALING SIDE OF GEtDER (1) 7. I6d TOFALNS O 6' D.C. (6) 4 WOW FASCIA WITH (2) 10d �- (6) E• SIMPSON A35 O�IP EEAdH END (5) 16dEAHAALS P BLD(O3c) 9. 16d NAILS N4IL5 TO�WTCH 9. WOOD TRUSS PER PLAN 3) (T) 6. WOOD BEAM SPACING OF EDGE RUNG WITHOUT RIDGE VENTS 7. WOOD FASCIA WITH (2) 10d MAILS PER TRUSS 301 WOOD TRUSS AT WOOD STUD WALL GABLE END TRUSS 3 TRUSS RIDGE WOOD TRUSS AT WOOD BEAM SORE: N.T.S. 3 , SCALE• N.TS. SCNE• N.T.S. SCALE• N.T.S. .nlx. 1. EDGE NAILING :. PLYWOOD SHEATHING J. (2) 16d PALS PER SAID 4, CONTINUOUS 2x LEDGER 5, SIMPSON LU TYPE FWNCER 6. WOOD TRUSS PER PUN 7. x. SOLID BIOCMNG e. WOOD STUD WALL ■ 0 •r•.. 1. 2. OR VALLEY SET OVER FRAMING AT 24' D.C. _.__I I•'` �' L WOOD TRUSS PER PLAN _.... MOW 3. LINE OF PLYA'000 ^ ~•(2'��•.- I I�..,.__ -_ ^" I. SHEATHING JOINTS 1- •_•'"" -'_ 4. 2.6 LAYED FLAT OVER PLYW000 �'•';.(?) ^ - -1 I- • ^ "•`• _ ,,. SHEAIHNO WITH (J) I6d HAAS TYRCU. AT FICA TRUSS .. f�;,t - -I I`r -- ••x:1,1- S. 5OENAILSA74 ON (2) 16d - ...._..... - •�,(5). - I;I ^-::(? >•`_L1_- 1. PLYWOOD SHEATHING ON I - ;1 PHMARr ROOF TRUSSES ._. - . --^. -. -• SHALL BE CONTINUOUS. 2. FOR CIAATY, SHEATHING OVER VALLEY TRAM NO NOT SHOWN. _...__I..I.- •.••``�- - ^.•..(. I.- 3. AT 2x OVER FRAMING USE _..__�(.(..�: - -",�.. • ^_(.(•_ THE FOLLOWING: - - '_II.•._....._- ......,III- 0' -1 2.4 MN. 4' -e' 2.6 MN. _ 10, - 10• ., MN. + `4 10' -12' -2.10 MN. PLAN - TYPICAL VALLEY FRAMING AT 030, WOOD TRUSSES 0 ZZ7 SCAM N.TS. „41p. I. EDGE WANG 2 PLYWOOD SHFAIMNG J. PREFAB WOW TRUSS 4. WOOD STUD WALL 5. (2) 16d NAILS PER STUD 5. SHEATHING AND ATTACHMENT PER SHEANWNL SCIFOULE WOOD TRUSS AT GIRDER TRUSS WOOD TRUSS TO TRUSS GIRDERS WOOD TRUSS AT WOOD STUD WALLS DETAIL NOT USED ��WOOD TRUSSES AT WOOD STUD WALL Vv SIAM: H.T.S. i7V/ SCALE• N.T.S. VO SCALE: N.T.S. 1/V vlv SG1L N.TS. GIRDER i (2) 1(4) sm, HWlRN6 �(1). 3: PLYWOOD PSOH SHEATHING LU (7) � AT EA. 2. PLYWOOD SHEATHING 3. (2) 16d HEALS PER STUD 4. 2 x WOOD JOIST PER 4. CONTIHIDUS 2x LEDGER PLAN S. SIMPSON W TYPE IUNGER . (6) 6. MONO TRUSS 7. WOOD STUD WALL (3) (4) WOOD TRUSS AT WOOD STUD WALL WOOD JOIST AT GIRDER TRUSS N STALE: N.T.S. `@ scue N.TS. i 4}I� 1 �Fr� I �-ril l Inch 1/113 3 .. `v%j�(1/r/' (Yff® •'7UtftW y_vA j ■V V i■ JL■ S1nce1872" f '_. ' A { +y�}•Nt5 ) � � tr .L 1 b'a1TY' -r.'4r ."•t . ? l..• . • 96 ti6 E6 Z6 i 41: 06 .{'j'g 9. V £, Z wo 1111.m Im II11�111IIIIII�IIIIIII�����J�L��������IIII�I�I :�Ll��� ►�II�I1��1 1111f 11IT�1111 111 11��II�1 �1 11 11����1 1 Jill fill Jill Jill1,1111 1111.1 .3d1 u of m i L ��• f o °y =' •s'r�N� � b�b7 F- z F- � . N 55 W F 0 z 9co Z o m W % 01 3 ZD ,19 OQ- m2 O'a m a: U N < N Q LL U � 1.0 Q ga � 3 IQ- E�7 0 z � sNMMm N0.. S 1.2 �� lawbcr Na. � 12,671 i • NMI 1. EDGE (WING �' 2 PLYW000 SHEATHING 3. GIRDER TRUSS PER PLAN /�T) P) / I. PLYWOOD SHEATHING L PREFABRICATED WOOD 4. M TRUSS PER PLAN (5) (6) TRUSS C 5. SIMPSON LU TYPE HUNGER. P(4) 4. BLOCNNG M1TH 3 AT NP tlJWI[N, USE 16d NAILS PER BLDCK SIMPSON TH TYPE HANGER 5. NVNGFR BY TRUSS UER 6. (44� WOOD TRUSS ORDER .nlx. 1. EDGE NAILING :. PLYWOOD SHEATHING J. (2) 16d PALS PER SAID 4, CONTINUOUS 2x LEDGER 5, SIMPSON LU TYPE FWNCER 6. WOOD TRUSS PER PUN 7. x. SOLID BIOCMNG e. WOOD STUD WALL ■ 0 •r•.. 1. 2. OR VALLEY SET OVER FRAMING AT 24' D.C. _.__I I•'` �' L WOOD TRUSS PER PLAN _.... MOW 3. LINE OF PLYA'000 ^ ~•(2'��•.- I I�..,.__ -_ ^" I. SHEATHING JOINTS 1- •_•'"" -'_ 4. 2.6 LAYED FLAT OVER PLYW000 �'•';.(?) ^ - -1 I- • ^ "•`• _ ,,. SHEAIHNO WITH (J) I6d HAAS TYRCU. AT FICA TRUSS .. f�;,t - -I I`r -- ••x:1,1- S. 5OENAILSA74 ON (2) 16d - ...._..... - •�,(5). - I;I ^-::(? >•`_L1_- 1. PLYWOOD SHEATHING ON I - ;1 PHMARr ROOF TRUSSES ._. - . --^. -. -• SHALL BE CONTINUOUS. 2. FOR CIAATY, SHEATHING OVER VALLEY TRAM NO NOT SHOWN. _...__I..I.- •.••``�- - ^.•..(. I.- 3. AT 2x OVER FRAMING USE _..__�(.(..�: - -",�.. • ^_(.(•_ THE FOLLOWING: - - '_II.•._....._- ......,III- 0' -1 2.4 MN. 4' -e' 2.6 MN. _ 10, - 10• ., MN. + `4 10' -12' -2.10 MN. PLAN - TYPICAL VALLEY FRAMING AT 030, WOOD TRUSSES 0 ZZ7 SCAM N.TS. „41p. I. EDGE WANG 2 PLYWOOD SHFAIMNG J. PREFAB WOW TRUSS 4. WOOD STUD WALL 5. (2) 16d NAILS PER STUD 5. SHEATHING AND ATTACHMENT PER SHEANWNL SCIFOULE WOOD TRUSS AT GIRDER TRUSS WOOD TRUSS TO TRUSS GIRDERS WOOD TRUSS AT WOOD STUD WALLS DETAIL NOT USED ��WOOD TRUSSES AT WOOD STUD WALL Vv SIAM: H.T.S. i7V/ SCALE• N.T.S. VO SCALE: N.T.S. 1/V vlv SG1L N.TS. GIRDER i (2) 1(4) sm, HWlRN6 �(1). 3: PLYWOOD PSOH SHEATHING LU (7) � AT EA. 2. PLYWOOD SHEATHING 3. (2) 16d HEALS PER STUD 4. 2 x WOOD JOIST PER 4. CONTIHIDUS 2x LEDGER PLAN S. SIMPSON W TYPE IUNGER . (6) 6. MONO TRUSS 7. WOOD STUD WALL (3) (4) WOOD TRUSS AT WOOD STUD WALL WOOD JOIST AT GIRDER TRUSS N STALE: N.T.S. `@ scue N.TS. i 4}I� 1 �Fr� I �-ril l Inch 1/113 3 .. `v%j�(1/r/' (Yff® •'7UtftW y_vA j ■V V i■ JL■ S1nce1872" f '_. ' A { +y�}•Nt5 ) � � tr .L 1 b'a1TY' -r.'4r ."•t . ? l..• . • 96 ti6 E6 Z6 i 41: 06 .{'j'g 9. V £, Z wo 1111.m Im II11�111IIIIII�IIIIIII�����J�L��������IIII�I�I :�Ll��� ►�II�I1��1 1111f 11IT�1111 111 11��II�1 �1 11 11����1 1 Jill fill Jill Jill1,1111 1111.1 .3d1 u of m i L ��• f o °y =' •s'r�N� � b�b7 F- z F- � . N 55 W F 0 z 9co Z o m W % 01 3 ZD ,19 OQ- m2 O'a m a: U N < N Q LL U � 1.0 Q ga � 3 IQ- E�7 0 z � sNMMm N0.. S 1.2 �� lawbcr Na. � 12,671 i • 1 2 (2) (3) I II II II I I . I • II II II III f1I �� A �6= �� �1 �1� 1. MULTIPLE STUDS (UNIWU 2 UN.O.) AT '' II II II III EACH END CF-PANEL NAILED AS II II II BUILT -UP POST 1r- E _ 1. MULTIPLE SUITS (MINIMUM 2 U.N.O.) AT EACH II II II III (A) 2. WOOD STD I END OE PANEL NAAM AS BURT -1P POSE I SHCADINGAND II II IV-( 6 ) 2. HOLDOWN PER PLAN (6) li II II I J' SHEMWA . SCHEDULE EIMENT PER (1) (3) I II II III J. WOOD STD 1- JI_ JI_ JL_ 4. BLOCKING REOURED AT SHEATHING 4. BLOCKING REQUIRED AT SHEATHING PANEL PANEL JOINT, it II II III JOINTS 5. SIMPSON STRAP PER PUN (4) II II II III 5. ANCIIOR BOLTS PER SHEARINAL SCHEDULE ° ° (5) 6. HOLDOWN PER PLAN dk= dk =���il 6. SHEATHING AND ATTACHMENT PER SHEARWALL II II 7. ANCHOR BOLT PER SHEARWALL II II II ii -(4) SCHEDULE II II I SCHEDULE I 7. FINISHED FLOOR (2) I II II III e. FIRST FLOOR LINE II II II III (,) II II II III (4) e. SECOND FLOOR LINE D I 4 i f SHEAR WALL SCHEDULE WALL SHEATHING SIDES PANCL FIC1D fRNJINC AT MJ. BASE ('LATE MCI DOLT fDN. SILL PULE/ BLOCKING /RA J0151 MURK. d . EDGE NARNG PANEL EDGES ATTACIWM SPACFG FLOOR BASE PLATE ATTACHMENT DOUR 2. EDGES - STUDS ACH STUBS TO ADJACENT w J I3) (t) 9co 2. DOUBLE STUDS AT SHEARWALL zo t 0 I m W 3 O1 PI -6 1/2' PW ONE G � STAPLES 12' D.C. 2" 6 O.GT9 0 5/e'0 0 46' O.C. 2A SIMPSON A35 0 PI -A 1/2' PN ONE 14 GAGE STAPLES 0 P O.C. 12' O.C. 2. 16d NAPS 0 4' D.C. ) 5 /6'0 0 46' O.C. 2i SIMPSON A35 0 N' O.C. P1 -3 1/2' PN ONE 14 GAPE STAPLES 0 71 O.C. 12' O,C, J. OR (2) 2s 16d NAILS 0 5 /e'0 0 32' O.C. 7• SIMPSON A35 0 16' O.C. s /e'r o Is' D.C. :. 1 EDGE "No - ALSO NAIL TO TOP PLATE 'I 7' O.C. y OP1 -2 , t• PN / ONE 14 GAGE STAPLES 1 t' O.C. 12' O.G Js OR Z 2• f) 2 16d NUS PO.C. 5 e'r 0 24' O.C. / 7• SIMPSON ATS 0 (e) 5. SHEATHING AND ATTACHMENT PER (5) 4. 11DIUM REWIRED BOTH EDGES OF I• e' O.C. 11 II II III I II II SHEAR AL SC` "AP"0TH (2) I II II �� �k I 1. FRAMING STUDS SHNL BE HEM FR 12 SPACED AT 16' O.C. MAXIMUM. THICKNESS OF STUDS SHALL BE 24 UNLESS OTHERWISE L L I II II II (7) II II II III NOTED IN SCHEDULE. I_ IL - JI_ _IL q II II III 2. SHEATHING PANELS MAY BE DYED VERTICAL OR HORIZONTAL BLOCIL AL HORIZONTAL EDGES W,T h OR 3. BLOCKING TO MATCH II II II III STUD WIDTH UNLESS NOTED OTHERWISE. J�(5) J J (2) (5) II II I I (6) 3. ALL E7REROR WALLS NOT DESIGNATED AS SHFAAW'ALLS SHALL RECOK APA RATED SHEATHING, FULLY BLOCKED WITH MINIMUM I I II II EDGE ATTACHMENT OF 14 DACE Swum 0 6' O.C, 12' O.C. FIELD. )I - L - A _ 4. NAILING APPLIES TO ALL SIDS. TOP AND BOTTOM PLATES AND BLOCKING. J�(7) j \_(5) 5• MINIMUM ANCHOR BOLT SPACING OF 46' O.C. UNLESS OTHERWISE NOTED N ScHEDUE,MIMMUN OF 2 ANCHORS PER WALL PRONOE 2'a2'0/16' SOLIARE WASHERS AT EACH ANCHOR. DO NOT RECESS BOLTS. 6. STAPLES SHALL BE 14 GAGE WITH A WIRE DIAMETER OF 0.060 INCHES AND A MINIMUM OUISOE OMEHSION CROWN WIDTH OF 7/16• AS PER NER -272 OR APPROVED EQUAL BONE -STORY SHEARWALL ELEVATION TWO -STORY SHEARWALL ELEVATION 7. BLOCIONc /RIM JCIST ATTACHMENT NEED Nor LTC USED WHERE THE sHcAmNG IS DIRECTLY ATTACHED TO THE BASE/SIU. PLATE "H1J L SCALE: N.T.S. SCALE: N.T,S. & AT CONTRACTOR'S GOPTION. 6d NAPS MAY BE USED N LIEU OF 14 CAGE STAPLES. i (n I 1. STRAP HOLDOWN AT SHEARWALL SUPPORTED BY BEAMS HOLD -DOWN STRAP AT WOOD STUD WALL SCALL. N.T.S. SPILL• N.T.S IIIII�I III III III ICI III VIII - Ijlpp`'IIIII I�Tiljl�fll�l Ill lllll►1 Iii l�l ill 1 2 I I I ".I I I 13 I 1 61 Inch 1118 NaffCOTIT Since 1872' I . � i � T ,�JS}1'i a.r � ,� ' A art +•�+� 7,,;ArTt� >� � L ;, J� .. . � ... 5IL' tib EIS ZL 6�. 04.'1 II��> #8'iL E Z 4n W0 iiU. III�uIIIIIII�IILIIIIII�IIIIILLII1Il61IIIII�LIIIIIIII�LIJJ1hf1II�IIIIIII�II IIIIIIIII IIIIIIIII IIIIIIIII lllllllll�llllllll1 :1, Illllll�lllllllll�lllll (1) 1 I (3) (5) Si I (2) 3 � J 0) w I-z I. OF SHEARWALL d • / 1. EDGE OF SHEARWALL zz I• (4) B O S DOUR 2. EDGES - STUDS ACH STUBS TO ADJACENT w J I3) (t) 9co 2. DOUBLE STUDS AT SHEARWALL zo t 0 I m W 3 O1 STUD MITI tOd HAAS 0 12' O.C. Omm2F 0L= EDGES - ATTACH STUDS To a (5) (2) ]. EDGE MIND - NAIL TO TOP PULE (5)_\ ADJACENT STUD WITH I0d NAILS I' •I. SAME AS EDGE OF SHCARWAL. MU NG (4) O t2' D.C. (4) 4. RJ TYPE IOLDOWN REWIRED BOTH 1 EDGE "No - ALSO NAIL TO TOP PLATE 'I (7) EDGES Or SHEARWALL I• SAME AS EDGE Or SHEARWALL N7dUNG I' (e) 5. SHEATHING AND ATTACHMENT PER (5) 4. 11DIUM REWIRED BOTH EDGES OF I• (9) SHFMNAIL SCHEDULE _ I• SHEARWALL •) 6. EDGE HALING AT SILL RATE I• 5. SHEATHING AND ATTACHMENT PER 7. ANCHOR DDLTS PER SHEARWALL I (6) SHEARWALL SCHEDULE SCHIEDUIL I• 6. /JNLFIOR BOLTS PER SHEARWALL SCHEDULE B. 615E PULE NNUNC PEN SIKARWNl 7. 11RFAlID BASE PLATE PER SHEARWALL (10) SCHEDULE SCHEDUL 12) PLYWOOD SHEATHING • (IT) 10. RN J06T .. d • (4) 11. TREATED 615E RATE PER SIGAIWIAU. II j , SCHEDUIE i II a • A 12. CRIPPLE STUDS AT SIRUP LOCATIONS L 1 U .: . .g C • .,.a ..� . SHEARWALL DETAIL WITH SIMPSON STRAP TIE HOLDOWN AT FLOOR SHEARWALL DETAIL WITH SIMPSON STRAP TIE HOLDOWN SUPPORTED BY FOUNDATION �3 TA L. TUTS. srnr• TUTS. . . I. WOOD STUD W'A. (2) (I) 2. DOUBLE STD AT EDGES OF SHLW WALL 3. STRAP PER PLAN., COINER STRAP _ OMEEN MOORS. 4. SOLID BLACK DOER STRAP AS REO•O I. EDGE OF SHEAR WALL 5. BLOCKING OR RM JOUST AS OCCURS DOUBLE STUDS AT SHEARWALL EDGES (7) J. SHEATHING AND ATTACHMENT PER f3) NOTE: WALL SHFATHNG NOT,SHDWN FOR ' SHEARWALL SCHEDULE 4. PLYWOOD SHEATHING S. WL11RE JOIST OR BF/N DEVON WALL . 6. SIMPSON MST TYPE STRAP - WPM (4) CENTER ..• STRAP AT BASE PUS V!cL I 1. STRAP HOLDOWN AT SHEARWALL SUPPORTED BY BEAMS HOLD -DOWN STRAP AT WOOD STUD WALL SCALL. N.T.S. SPILL• N.T.S IIIII�I III III III ICI III VIII - Ijlpp`'IIIII I�Tiljl�fll�l Ill lllll►1 Iii l�l ill 1 2 I I I ".I I I 13 I 1 61 Inch 1118 NaffCOTIT Since 1872' I . � i � T ,�JS}1'i a.r � ,� ' A art +•�+� 7,,;ArTt� >� � L ;, J� .. . � ... 5IL' tib EIS ZL 6�. 04.'1 II��> #8'iL E Z 4n W0 iiU. III�uIIIIIII�IILIIIIII�IIIIILLII1Il61IIIII�LIIIIIIII�LIJJ1hf1II�IIIIIII�II IIIIIIIII IIIIIIIII IIIIIIIII lllllllll�llllllll1 :1, Illllll�lllllllll�lllll O:A a U • O arc W� g�� °zdEa ri) o co ° ac a _ �i co z;= �v7 � En� m SNLEI N0. S1.3 .AOJ[CT MD. 12,671 I I I I I 3 � J 0) w I-z 4 0 d z u W zz O:A a U • O arc W� g�� °zdEa ri) o co ° ac a _ �i co z;= �v7 � En� m SNLEI N0. S1.3 .AOJ[CT MD. 12,671 .JU=G �Z�a "s 8 N = 0) w I-z 4 0 d z u W zz B O S ■ w J 9co zo t 0 m W 3 O1 ZZO�3 Omm2F 0L= a Q N 89 i O:A a U • O arc W� g�� °zdEa ri) o co ° ac a _ �i co z;= �v7 � En� m SNLEI N0. S1.3 .AOJ[CT MD. 12,671 10-02 -2007 JERRY CLYDE 2715 AUBURN WY N AUBURN WA 98002 RE: Permit No. D06 -169 11608 39 AV S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a fnatl inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests oust be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 11/07/2007 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, tvsifig er Marshall, Permit Technician xc: Permit File No. D06-169 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila. Washington 98188 • Phone: 206 -4.71 -.3670 • Far end- 441 -766S June 26, 2006 Jerry Clyde 2715 Auburn Wy N Auburn, WA 98002 RE: CORRECTION LETTER #1 Development Permit Application Number D06 -169 Nakata Residence —11608 39 Av S Dear Mr. Clyde: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Alien Johannessen, at 206 433 -7163, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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. Corrections/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 (206) 433 -7165. Sincerely, Seer a s a P T• hnician encl File No. D06 -169 P:UenniferCorrecIion Utters \2006 \DO6 -169 Correction Ltr 0I.DOC jem Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206- 431 -3665 Building Division Review Memo Date: June 16, 2006 Project Name: Nakata Residence Permit #: D06 -169 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Alien Johannessen, Plan Examiner A Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). 1 The previous letter requested that a footing drain discharge system be shown. The arrow indicating footing drain is not sufficient The relative flat lot topography and uncertain soil conditions, requires that additional plan detail show how the footing/crawl space drain system will function to prevent the accumulation of water in the crawl space. This may be accomplished with lot plan cross section that demonstrates the gravity flow will discharge water away from the crawl space, or provide a soils report that identifies how the soil conditions could otherwise dispersed any footing or crawl space water. Should there be questions conceming the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. May 16, 2006 Jerry Clyde Armstrong Homes 2715 Auburn Wy N Auburn, WA 98002 Dear Mr. Clyde: Enclosures File: Permit D06 -169 City of L ukvvila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D06 -169 Nakata Residence — 116xx 39 Av S This letter is to inform you that your application received at the City of Tukwila Permit Center on May 11, 2006 is determined to be incomplete. Before your application can continue the plan review process the attached items from the following department needs to be addressed: Building Department: Ken Nelsen, at 206 431 -3677, if you have any questions concerning the attached comments. Please address the comments 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. P:Vennifer\Incomplete Letters \2006\D06 -169 Incomplete Ltr #I.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Determination of Completeness Memo Date: May 16, 2006 Protect Name: Nakata Residence Permit #: D06 -169 Plan Review: Ken Nelsen, Senior Plan Examiner Tukwila Building Division Ken Nelsen, Senior Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please provide the following. PLEASE NOTE THE FOLLOWING PLAN SUBMITTAL REQUIREMENTS: Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. Drawing and structural calculations sheets shall be original signed wet stamp not copied. 1 Provide a site plan that is the same size as the complete plan set. 2 Show footing drain discharge system. 3 Show contour lines on the site plan. Should there be questions conceming the above requirements, contact the Building Division at 206-431 -3670. No further comments at this time. CITY OF Tt Rv „ ^' A DEPT. OF CC,'::!'::.iYC. :? _NT 6300 SCUTH3::N L_v TUKWILA, WA 93188 TOTAL WATER FEES: $5,248.00 doc: PW W ATER WATER METER INFORMATION Parcel No.: 7340600222 Permit Number: D06 -169 Address' 11608 39 AV S TUKW Issue Date: 07/12/2006 Suite No: Permit Expires On: 01/08/2007 DESCRIPTION OF WORK: CONSTRUCTION OF 2386 SF SFR WITH 528 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITES INCLUDE: TESC, LAND ALTERING, WATER SERVICE W/ WATER METER, DRIVEWAY ACCESS, STORM DRAINAGE, STREET USE, AND UNDERGROUNDING OF POWER. CITY OF TUKWILA WATER & VAL -VUE SEWER DIST. METER #1 Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: PERM Work Order Number: 5204m06 PERMIT CENTER METER #2 METER #3 Connection Charge: Y $60.00 $0.00 $0.00 Installation: Y $490.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $600.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y $4,648.00 $0.00 $0.00 D06 -169 Printed: 07 -12 -2006 Parcel No.: 7340600222 Address: 11608 39 AV S TUKW Suite No: TOTAL WATER FEES: $5,248.00 doc: PATER City oLTukwila `, Steven M. Mullet, Mayor Department of Public Works James F. Morrow, P.E., Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -433 -0179 Fax: 206431 -3665 Web site: ci.tukwila.wa.us WATER METER INFORMATION Permit Number: D06 -169 Issue Date: 07/12/2006 Permit Expires On: 08/22/2007 DESCRIPTION OF WORK: CONSTRUCTION OF 2386 SF SFR WITH 528 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITES INCLUDE: TESC, LAND ALTERING, WATER SERVICE W/ WATER METER, DRIVEWAY ACCESS, STORM DRAINAGE, STREET USE, AND UNDERGROUNDING OF POWER. CITY OF TUKWILA WATER & VAL -VUE SEWER DIST. METER #1 METER #2 METER #3 Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: PERM Work Order Number: 5204m06 Connection Charge: Y 560.00 $0.00 50.00 Installation: Y 5490.00 50.00 $0.00 Additional Install Deposit: 50.00 50.00 $0.00 Plan Check Fee: Y 510.00 $0.00 50.00 Inspection Fee: Y $15.00 50.00 $0.00 Turn On Fee: Y 525.00 50.00 50.00 Subtotal: $600.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y 54,648.00 50.00 50.00 D06 -169 Printed: 02 -26 -2007 After recording, please return to: Sharon Nakata 11608 — 39 Ave. South Tukwila, WA 98168 PRIVATE WATERLINE EASEMENT AND MAINTENANCE AGREEMENT Reference City of Tukwila Short Plat No. L04 -022 / D06 -169 GRANTOR: Sharon Nakata — (Owner of Lot 3 - City of Tukwila Short Plat No. L04 -022) GRANTEE: Sharon Nakata — (Owner of Lot 2 - City of Tukwila Short Plat No. L04 -022) Grantor Legal Description A PORTION OF TRACT 10 & 11, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 10 OF PLATS, PAGE 74, IN KING COUNTY, WASHINGTON, EXCEPT ANY PORTION THEREOF LYING WITHIN CITY OF TUKWILA RIGHT -OF -WAY. ALSO KNOWN AS LOT 3, CITY OF TUKWILA SHORT PLAT NO. L04 -022 SITUATED WITHIN THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN THE CITY OF TUKWILA, WASHINGTON. Grantor - Assessors Tax Parcel No. 734060 -0223 Grantee Legal Description A PORTION OF TRACT 11, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 10 OF PLATS, PAGE 74, IN KING COUNTY, WASHINGTON, EXCEPT ANY PORTION THEREOF LYING WITHIN CITY OF TUKWILA RIGHT -OF -WAY. ALSO KNOWN AS LOT 2, CITY OF TUKWILA SHORT PLAT NO. L04 -022 SITUATED WITHIN THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN THE CITY OF TUKWILA, WASHINGTON. Grantee - Assessors Tax Parcel No. 734060 -0222 THIS EASEMENT AGREEMENT is made and entered into by and between the undersigned owner (grantor) in fee simple of the land described herein. And is for the benefit of the Grantee. For and in consideration of the mutual covenants, an agreement hereinafter expressed and other good and valuable considerations, in hand paid, receipt of which is hereby acknowledged, the parties hereto agree as follows: 1. The owner of the above described land does hereby define, grant and convey to the present and future owner(s) (Grantee) of the land described as follows: An exclusive perpetual Waterline Easement over, across, along in upon and under that portion of said Grantor's land described as follows: A STRIP OF LAND 5 FEET IN WIDTH LYING ALONG WEST 5 FEET OF THE ABOVE SAID OWNER'S PROPERTY; 2. This easement is for the sole purpose of the construction, use and maintenance of a Waterline, together with the right of ingress and egress for said construction, use and maintenance. 3. Grantee shall install said Waterline at their sole cost and expense and shall continue to maintain and shall continue to bear all cost of repair and maintenance or repair of said Waterline. 4. Grantee shall hold Grantor harmless from and against any and all claims which may be made against Grantor arising out of the installation, operation, maintenance or repair or said Waterline. 5. The herein easement and agreement may be amended only with the written agreement of the Grantee herein. This easement agreement shall run with the land and shall be binding on all parties having or acquiring any right, title or interest in the land descried herein or any part thereof. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of , 2007. STATE OF WASHINGTON) )ss. County of King ) Authorized Signature Authorized Signature I certify that I know or have satisfactory evidence that is/are the person(s) who appeared before me, and said individual(s) acknowledged that he /she /they signed this instrument and acknowledged it to be his/her /their free and voluntary act for the uses and purposes mentioned in this instrument. Dated Notary Public in and for the State of Washington residing at My appointment expires Work Location: Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): 006 -169 Grantor: SHARON NAKATA, an Individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Along 39 Ave. South and adjacent to 11608 — 39 Ave. South Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, and utilities. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 7-t- day of \-4. �.. -Lc , 2006. STATE OF WASHINGTON) )ss. County of King ) Authorized Signature Authorized Signature A&lac.k &ML L € I certify that I know or have satisfactory evidence that_ , J1', �.L:N �R`G -PC \ +s. -/ and - is /are the person(y) who appeared before me, and said individual® acknowledged that;se /she /they signed this instrument and acknowledged it to be kis/her /tier free and voluntary act for the uses and purposes mentioned in this instrument. Dated • S■\\A \t. 1 1 Oc , ‘� LAa U : C�..+�sue " a .. Notary Public in and for the Stat of Washington ' -, � ` � B c i c t residing at �nci Cer \\ `•.F . � - ' My appointment expire3 (J S- Pi - t 0 • DATED this iz day of 2006 GRANTEE: CITY ofTUKWILA By: Print Name: James Morrow Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared JIM MORROW to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: 60AL. t PtQ IA-R A L NOTARY PUBLIC, in and for the State of Washington, residing at 1—t 1 CaliAlla My commission expires: C- vs - 10 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. PROJECT NAME PERMIT # 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 250 (1) 2. Enter total construction cost for each improvement catego General Erosion prevention c Water a vat) Sewer / a Iwo Storm water Road /Parking /Access A. Total Improvements 1 ` Cri7 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 1 0-.5 (4) 5. GRADING Plan Review and Permit Fees Enter total excavation volume ''77 Enter total fill volume 0 Use the following table to estimate the grading application fee. Use the greater of the excavation and fill volumes. TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATIOM ( +4 +5 ) $ The Plan Review,and Approval fees cover TWO reviews: 1) the first review associated with the submission of application/plan and 2) a follow -up review associated with a correction letter. Each additional ew, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total P eview Fee. Approved 0925.02 Revised 03.18.03 Revised 05.13.03 Revised 06 07.04 BULLETIN A2 Now TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION /PW may adjust estimated fees KIlA 1 $ e) cubic yards cubic yards (5) RECEIVED MAY 1j2006 Pa,- Ro 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 s ' 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 NA KATA (Sett L PERMIT # Paso - /49 (J 1 (4 08 - 39 Lent pvs.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. GRADING Plan Review and Permit Fees 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking/Access A. Total Improvements 3. Galculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) Approved 09.25.02 Last Revised Jan. 2006 1 category: 5. Enter total excavation volume Zo cubic yards Enter total fill volume" ' r 20 cubic yards t zoo /oeo /2oeo /2Sa /000 t 5450 in L5 Use the following table to estimatd the grading plan review and permit fee.,, Use the greater of the excavation and fill volumes. $250 (1) (4) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLWATIOl4 (1 +4 +5) $ U•1 Z 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. 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 1 plus $36.50 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL PEES DUE WITH APPLICATION PW may ad/ust estimated fees •1 6. Permit Issuance/Inspection Fee (13+C 1-p) , r . $ 7. Pavement Mitigation Fee (1 P''. 11) "gil $ 6,' ) 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 exisfng 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 /11 2 5 1 $ 'L3 50 (6) (7) (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2006 — 1231.2006 Total Fee 0.75 $600 $4648 $5248 1 $1100 $11620 $12720 1.5 $2400 $23240 $25640 2 $2800 $37184 $39984 3 $4400 $74368 $78768 4 $7800 $116200 $131790 6 $12500 $232400 $244900 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated Pees 9. TOTAL OTHER PERMITS A. B. C. D. E. Water Meter — Deduct ($25) Flood Control Zone ($50) Water Meter — Permanent* Water Meter — Water only* Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A 1 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 oy ) F. Transportation Mitigation G. Other Fees (C 4S 0 r4D6. WIATE/Z ALLIANCE. DUE WHEN PERMIT IS ISSUED Approved 09.25.02 Last Revised Jan. 2006 3 eta Total A through E Oo $ 000 — $ 4,-015 $ /0231f $ c dot 9= /3 Total A through G $ C 8 7 — (10) (6 +7 +8 +9+10) $ /0 4•L1 BB 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. 0.75" 2.5" $300 $1,000 Temporary Meter (9) ►.HERMIT COORD COPY " PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -169 DATE: 06 -29 -06 PROJECT NAME: NAKATA RESIDENCE SITE ADDRESS: 11608 39 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Bui d ivlslon Public Works ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Fire Prevention Structural Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing sllp.doc 2-28-02 Approved with Conditions Planning Division ❑ Permit Coordinator DUE DATE: 07-06-06 Not Applicable ❑ ❑ No further Review Required DATE: DUE DATE: 08-03-06 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -169 DATE: 06 -13 -06 PROJECT NAME: NAKATA RESIDENCE SITE ADDRESS: 11608 39 AV S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued D PARTMENTS: B i ing ivision Public Works 1744'44 MO(' Ativ& Complete Comments: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: Documents/routing flip.doc 2-28-02 HERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Structural Review Required REVIEWER'S INITIALS: DATE: Panning Division �'� ❑ Permit Coordinator ❑ DUE DATE: 06-15-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 07 -13 -06 Approved with Conditions ❑ Not Approved (attach comments) e Permit Center Use Only CORRECTION LETTER MAILED: fX/ Departments issued corrections: Bldg 1:1 Fire ❑ Ping ❑ PW ❑ Staff Initials:_1/ DEPARTMENTS: m n0-0 co Building Division Public Works Complete ❑ Comments: ■SPERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -169 DATE: 05 -11 -06 PROJECT NAME: NAKATA RESIDENCE, LOT 2 SITE ADDRESS: 11600 39 AV S X Original Plan Submittal Response to Incomplete Letter #_ Response to Correction Letter # Revision # After Permit Issued 511 Am, S` 1la-ai Fire Prevention jg Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Planning Division ❑ Permit Coordinator ❑ DUE DATE: 0546-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: C511,(L ` ltp LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: J� TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 Approved with Conditions ❑ E No further Review Required DATE: DUE DATE: 06-13-06 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206431 -3665 Web site: htta: / /www.ci.tukwila.wa.us 1 REVISION SUBMITTAL 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D06 -169 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # _ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Nakata Residence Project Address: 11608 39 Av S Contact Person: Jerry Clyde Summary of Revision: TNrt-- l r D ru3c ' ja71� _ kvwe�L t�� o2 rRom R r— I t _ it ujy K /A l 4T Q r10BLE op Ste. A -,9y y Sheet Number(s): 14 G4-1 Ear "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 'a• ` -llo \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director Phone Number: 153 — gc3R _7ol�Z crryclnr JU N 2 9 2006 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.cLtukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (p /a a 1 o 6 Plan Check/Permit Number: • Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 'MP , Project Address: ( rez " /-TVC , SGtt'1 nr Contact Person: c _ Phone Number: gR3- Summa of Revision: (VA � LX CTw?i pc CAD ALL- .< Pq►ll& Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1,-16-0 \applicationstforms-applications on line revision submittal Created: 8 -13 -2004 Revised: lLD6- IT° Steven M. Mullet, Mayor Steve Lancaster, Director � 3 2006 PERMITCENTER Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: /hvww.ci.tukwila.wa.us • Response to complete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Nakata Residence Sheet Number(s): "Cloud" or highlight all areas' of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on t(L Cb1tat Tapplications\fonns- applications on line4evision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: D06-169 Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. atetilVED CITY tlKWtth JUN 0 1 2006 r`,;r :dT CENTER Project Address: 11 6xx 39 Av S Contact Person: 1' Phone Number: aS34. 5 A —.1.3 CS Summary of Revision: €g)_. m ter A- kw, A -rac For . Pais t►�e�_ 107i F'JI2sL t Aar I CI � rfl M - L t" 1-la the flg S I AneX:r I ^epES ri f'3Cc Isl;R0 — • Tat' 'iral 3 f l c ♦� trrCC15.17 nut a teE1 TAM to - 1.at" t< Po/ 4- (r-ttGL- License Information License ARMSTC *373NO Licensee Name ARMSTRONG CONST CO INC Licensee Type CONSTRUCTION CONTRACTOR UBI 171002737 Ind. Ins. Account Id Business Type CORPORATION Address 1 2709 AUBURN WAY N Address 2 City AUBURN County KING State WA Zip 98002 Phone 2065474520 Status ACTIVE Specialty I GENERAL Specialty 2 UNUSED Effective Date 8/20 /1963 Expiration Date 5/7/2008 Suspend Date Separation Date Parent Company Previous License Next License ARMSTL *340ME Associated License Business Owner Information Name Role Effective Date Expiration Date ARMSTRONG, RICHARD C JR 01/01/1980 KROKE, GAYLE A 01/01/1980 ARMSTRONG, JAMES R 01/01/1980 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 3 % 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. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date TRAVELERS CAS & Until https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= ARMSTC *373N0 07/12/2006 pEPARTMENT Q'F LABQR AND INDUSTRIES REGISTERED•. AS PROVIDED - BY :LAW AS ;CONST CON! GENERAL REGIST. #:. EXP.,DATE a ;CCO1 ARMSTC *373NO 05/07/2006; EFFECTIVE DATE -08/20/1963` ARMSTRONG CONST CO INC 2709 - AUBURN WAY N AUBURN WA 98002 PQ Box to 9034.01 m ' "" -4634•(360) 6644400 y" p -� t EGISTRATIONS ANBIICENS Unified :Business I,D S: 171 =002 73?'. Business ID:S Expires: 06 30 =2005 ': itect „Dgparbpent of ARMSTRONG C�NSTRUCTION CO. , 2715 AUBURN WAY N AUBURN WA 98002 — DOMESTIC PROFIT CORPORATION Renewed by Authority of Secretary of State The licensee named above has been issued the business registrations or licenses listed. By accepting this document licensee certifies the information provided on the application for these licenses was complete, true, . and accurate -' to - . the " best of his or her knowledge, anti that business will be conducted in "compliance with all applicable Washingtoh'state, county regulations. W of 1'. x x x x x x x x x x x x x x x x