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HomeMy WebLinkAboutPermit D07-162 - KALINCHENKO RESIDENCE - ADDITION AND DECKKALINICHENKO RESIDENCE 14918 57 AV S D07 -162 Parcel No.: 8687800045 Address: 14918 57 AV S TUKW Suite No: Tenant: Name: KALINICHENKO RESIDENCE Address: 14918 57 AV S , TUKWILA WA Citys.df Tukwila Owner: Name: ERICKSON WILLMER S Address: 14918 57TH AVE S , SEATTLE WA 98168 Phone: Contact Person: Name: OLEG KALINICHENKO Address: 14918 57 AV S , TUKWILA WA 98168 Phone: 253 988 -8892 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Contractor: Name: OWNER AFFIDAVIT - OLEG KALINICHENKO Address: Phone: Contractor License No: DEVELOPMENT PERMIT DESCRIPTION OF WORK: 1933 SF SECOND -STORY ADDITION WITH 374 OF DECKING TO EXISTING SFR doc: IBC-10 /06 * *continued on next page ** Permit Number: D07 - 162 Issue Date: 05/21/2007 Permit Expires On: 11/17/2007 Expiration Date: Value of Construction: $195,622.32 Fees Collected: $3,136.56 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 007 -162 Printed: 05-21 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City G/Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: DO7 -162 Issue Date: 05/21/2007 Permit Expires On: 11/17/2007 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: ' End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signatur I hereby certify that I have read and governing this work will be complie doc: IBC -10/06 Date: g 2 t iii' ed this permit and know the same to be true and correct. All provisions of law and ordinances , 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 /� the performance of work. I am authorized to sign and obtain this development permit. Signature: (Vl 0 Date: -6 Print Name: () L /('A i,/i 64e..44_, 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. 007 - 162 Printed: 05-21 -2007 Parcel No.: 8687800045 Address: Suite No: Tenant: doc: Cond - 10/06 1491857AVSWHY/ 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us KALINICHENKO RESIDENCE PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -162 ISSUED 05/02/2007 05/21/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 8: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: 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. 10: 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. 11: 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. 12: 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. 13: 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. 14: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. D07 -162 Printed: 05-21 -2007 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 16: 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. doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us * *continued on next page ** D07 -162 Printed: 05-21 -2007 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: v / - 7 /t �.�, %u G►�t 7 Print Name: doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Date: J 2 7 0 7 D07 -162 Printed: 05-21 -2007 \,III WU I Li AVI IL" Community Developmerr.�artment Public Works Department ?�p Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wwwatukwila.wa.us A Site Address: /4' 9/,f 5 7 t1 !'e S Tenant Name: /. V / / Property Owners Name: Cleo ka L icher1 kb i 1t! ct'yo .li / eri/ Mailing Address: /0?1f % 1 f S — who do we contact when your permit is ready to be issue 0/e q MQ / /,T i C ,4 e i i O Day Telephone: J3 ' ` i <fq `q; Mailing Address: / Q/Q0 5 7 4ke - 72, /,wi /a !.1//� efieW / 1 Cit State Zip E -Mail Address: `I 0/" Ct h/e S O) corneas" . he7 Fax Number: D� Z„ (J Name: GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) "for Plumbing and Gas Piping (pg 5) Company Name: Oton e.^ Mailing Address: / 1 /9 /g 5 71114 4/ Contact Person: � C ` 24 494n/d- ,0 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* E -Mail Address: UNov W 2-34),c C1) Ceowex)12. NP-" Contractor Registration Number: , r9 „) et ,.eV' Company Name: Mailing Address: Contact Person: E-Mail Address: Suite Number: 7 i , 4 4 1 0 City ARCHITECT OF RECORD All plans must be wet stamped by Architect of Recor. R ottet 1 ALh;4 r / S.e ffr, A ( S /0 l / ry Gl0(.-e-e-- Pa r t� cc 7c twiY' e 1lisl 1K/5l k c l V OA Applications On Line3 -2006 - Permit Application.doc Revised: 9 -2006 bh King Co Assessor's Tax No.: p6 1-7d0- 0(#5 - 03 Floor: New Tenant: .... Yes ❑ ..No h/4 9P /6 State Zip 25 a Zip City Day Telephone: ,Z,5 3 ' 488 - $ ggta. Fax Number: Expiration Date: u) ,4 State w% . po'o? City Day Telephone: chi 57' --9"? Fax Number: State Zip r NGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: /VA' ‘ n i ILQ Q_V K ( c / Mailing Address: j f a ti G /�A t/`e f ( Lq ' $t L 4A-A/ehri 9 0 City Stat Zip Contact Person: N 0014 Day Telephone: 02C3 — C � ` g3 P (% E -Mail Address: Fax Number: 0 3) .'9 o) -Y-s Page 1 of 6 Valuation of Project (contractor's bid p $ D 6 Existing( Scope of Work (please provide detailed information): /!7)1,17 '0 e..„)( 51 7 ti q S ' i -e- ti err Will there be new rack storage? 0.... Yes Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh lding Valuation: $ `� c) ' C 1 • o If yes, a separate permit and plan submittal will be required. ovin All Building Areas tn uare Footage Be lo`, 033 asp 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) 0 For an Accessory dwelling, provide the following: Lot Area (sq ft): - Floor area of principal dwelling: Floor area of 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: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes liJ No If `yes', attach list of materials and storage locations on a separate 8 -1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On - site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 r t.!p.0 a; vr Uni%., r.Gtuvui:iIN uttiviAIWVNY —2U6- 433 -U179 • Scope of Work (please provide detailed information): 4 Cle Oq 1- ( :57 riet 0-7 AT EeinSP. Water District Tukwila 0... Water District #125 ❑ .Water Availability Provided Sewer District ..Tukwila ❑ ...Sewer Use. Certificate Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours g...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards Sanitary Side Sewer Cap or Remove Utilities Frontage Improvements Traffic Control Backflow Prevention - Fire Protection _ Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public Of lf Q:Upplications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bit Call before you Dig: 1- 800 -424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line >1 WO # WO # WO # Private Private ❑ .. Highline ❑... ValVue ❑ .. Renton 0... Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size —22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Renton ❑ ...Seattle ❑...Deduct Water Meter Size ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding FINANCE INFORMATION Fire Line Size at Property Line g. Water E(... Sewer Monthly Service Billing to: Mailing Addre€S: / 4 Q r 3 S ' ' ,Au Name: 0 Water Meter Refund/Billing: Name:_%/ I/� ,�iC1 ti-i (e) Mailing Addre / q (8 S -7 ' (f(Lh' Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment f Day Telephone: 7w0C LU r //4 (.0 3 City State Zip Day Telephone: 7uhaw M wit 98 City State Zip Page 3 of 6 Unit Type: Qty , Unit ,Type:: Qty: Unit Type: Qty . Boiler/Compressor: Qty Furnace <100K BTU Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Emergency Generator 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Other Mechanical Equipment Air Handling Unit <10,000 CFM Incinerator — Comm/Ind MECHANICAL CONTRACTOR INIIIIkMATION Company Name: Out vl e.-1 Mailing Address: / try 1 i ,S t'Q - co al q=$ ,ri City State Zip Contact Person: 0/e y K =vr �('� E%e� .0 e Day Telephone: . 2 S - 1 b'd' E -Mail Address: A. (r l45 z S oC l' o a-. 4-5 L N P-4 Fax Number: Contractor Registration Number: Expiration Date: Valuation of Mechanical work (contractor's bid price): $ „Z coo , 00 Scope of Work (please provide detailed information): it + e.-, or / ft ��e;� L - f L t of ; / '-h 1-71 d 5 e i f-e.0 -,. f e c° 0Kc( 1 Woor, /U e erA Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New .... 0 Replacement .... ❑ Fuel Type: Electric ❑ Gas ...( Other: Indicate type of mechanical work being installed and the quantity below: Q:Wpplications\Forms- Applications On Linet3 -2006 - Permit Application. doe Revised: 9 -2006 bh Page 4 of 6 Fixture Type: .. Qty Fixture Type Qty ! Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower 3 Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic ( Floor drain Sinks 4 Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain , Lavatory Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent Additional medical gas inlets/outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas 1 JLV1911211 111' 111111 1-1t10 1.0 111 J I.C1t1Y111 11 1V1V h110-4.31-a0.1 • PLUMBING AND GAS PIPING CON1ACTOR INFORMATION Company Name: aitlt,— ' Mailing Address: /V'? /e '5 3 psi„ IC. IV s' 7-e- i.∎ / ,C.� 1 6 ( _ . „ 0 1 City S tate � Q Z Contact Person: 2 QtO /L���Y /i /`t..,' Day Telephone: , �/ 33 AP 6e0;63,1- ip �io2 E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Plumbing work (contractor's bid price): $ 5 , 6 -O Valuation of Gas Piping work (contractor's bid price): $ arer&Tga Scope of Work (please provide detailed information): Building Use (per Int'l Building Code): �der - i c/ /'.e,�� ett ,q Occupancy (per Int'l Building Code): / Utility Purveyor: Water: Q: ApplicationsWorms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Sewer: Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Page 5 of 6 BUILDING OWNER OR AUTHORIZED AGENT: a Signature: I Date Application Accepted: Q:\Applications\Forms- Applications On Lined -2006 - Permit Application.doc Revised: 9 -2006 bh s: a*�'ilicatio Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Date: (' 5 — 0/ ' D Print Name: / t / A / Day Telephone: ���5 � — L Q/1 — / / Mailing Address: / /� c7- 4t4 7 CGy�q h i �G City State Zip Date Application Expires: tl1oz���— Page 6 of 6 Doc: RECSETS-06 RECEIPT NO: R07 -00906 Initials: JEM User ID: 1165 Payee: OLEG KALINICHENKO SET TRANSACTIONS: Set Member Amount ACCOUNT ITEM LIST: Description City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us SET RECEIPT SET ID: 0521C SET NAME: KALINICHENKO RESIDENCE :D07 -162 1,965.87 M07 -102 150.63 PG07 -118 273.00 TOTAL: 2,389.50 TRANSACTION LIST: Type Method Description Amount Payment Check 1045 BUILDING - RES MECHANICAL - RES PLAN CHECK - RES PLUMBING - RES STATE BUILDING SURCHARGE TOTAL: Payment Date: 05/21/2007 Total Payment: 2,389.50 2,389.50 2,389.50 Account Code Current Pmts 000/322.100 1,898.22 000/322.100 150.63 000/345.830 88.15 000/322.100 248.00 000/386.904 4.50 TOTAL: 2,389.50 8487 05/22 9716 TOTAL 2389.50 Doc: RECSEfS -06 RECEIPT NO: R07 -00741 Initials: JEM Payment Date: 05/02/2007 Total Payment: 1,235.35 User ID: 1165 Payee: OLEG KALINICHENKO SET ID: S000000746 SET NAME: Trap set/Initialized Activities SET TRANSACTIONS: Set Member Amount ' D07 -162 1,170.69 M07 -102 30.16 PG07 -118 34.50 TOTAL: 1,235.35 TRANSACTION LIST: Type Method Description Amount Payment Check 1043 ACCOUNT ITEM LIST: Description PLAN CHECK - RES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http. /fwww. ci. tukwila. wa. us SET RECEIPT TOTAL: 1,235.35 1,235.35 Account Code Current Pmts 000/345.830 1,235.35 TOTAL: 1,235.35 7773 05/03 9716 TOTAL 1235.35 C OMMENTS: (R A.) 5 it t A T 1 OAS - An PRoJed \ i ) ROOFCf LA i s - NP " Z w ig A o () hAl _. Date Called: Special Instruc ions: ?er w., -}- N .P1fle_- 1 = p 0 col( eA,6 ? p /eve Phone No: 001 : eCi■JJf Q , t,J; \k Woolf CtECL stir 'T` LA ✓ '^1 /'\ Project: K . n i , i N(0.. NEN Type of Inspection: S F l' Address: ( S7 Date Called: Special Instruc ions: Date Wanted: - 7 -2_5 - Of'', p Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 9 ' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. (Receipt No.: !Date: I 7- 7 q -' 0 REINSPECTION FEE REQUIRED!Prior to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ` 1^ !Date: Project: 4.92 /n✓ /e�/ deo O Type of Inspect' n: 40e / fiP. % %v f - s Addres /4 . "Vac Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: ,-9,5 -635'2 f l/7 INSPECTION RECORD Retain a copy with permit ar / INSPECTION NO. PERMIT 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. COMMENTS: p/ �K. Inspector: Date: l / / Oc(. , $58.00 BE FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: VA Addres : / /4 / S ?A//5 Date Called: 1 •—. _, ._ PAI oak Requester: %(-- .._... ea-o.,) % c L.A1r��e- \6- 5 TA f 1.z tL 1 - 1 0 F - 04 c,t T +1 s..., Project: //44//1 /if r 'U/ / 2 -S Type of Inspection: Gti 7(_3:4, 5 Addres : / /4 / S ?A//5 Date Called: Special Instructions: Date Wanted: // /2//6 -- ) a, Requester: Ph ne No O D C t_o _5' vv - G�i7 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 /)7 /6Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. pproved per applicable codes. Corrections required prior to approval. Inspector: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: Xq1 /N/C'#Fni/4D Type of nspection:,, to 7 /Al /dr, ems ✓ 5-2,405 Date Called: Special Instructions: Date Way ted Re ter: 25 No; �� d INSPECTION RECORD ^ Retain a copy with permit 2�(J / -7 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1" 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Date: 1/4 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 7 Approved per applicable codes. Ei Corrections required prior to approval. COMMENTS: Inspector: ( 'Receipt No.: 'Date: • INSPECTION RECORD Retain a copy with permit Special Instructions: Type of In ectionL F Date Called: Date Wanted: //7/9/cr? Requester: PirM1Q3 J C68 Er Approved per applicable codes. Corrections required prior to approval. COMMENTS: INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 4 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (26)431 -3. Project: / 4L /N4►i1PJ O P A l� l � rl S74 I (. .... (Date: ` l 1 JJ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: 17 /b Z Project: / 4 z..//v i ( r , / Type of Inspection: //S IVI /4,it /5/ ddress: / t /c 'S Date Called: Special Instructions: Date Wanted; a.m. Requester: Phone No: . • -5 be,-L_tSc' 2 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1 /)r —2-/6 PERMIT NO. (206)431-3670 pproved pproved per applicable codes. Corrections required prior to approval. COMMENTS: Date: /0— fJ $58.00 REI PECT1ON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project;, / 0 E Z - k / / v7 i 4 O Type of Ids ection i /' /� �� ��ji� L a 1L/ F /S Address: ��i�1 �2 Az, Date Calle : Special Date Wanted: : // /`� 7 a.m. �! Requester: Phone No: 2- S'3 —A-Y7 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 Corrections required prior to approval. COMMENTS: 4 �. /,/9(i 93 I $58.00 REINSPECTIOhYFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: /69!_/AJ /C /1 fAl/CU r2Ks_ Type of Inspection: (}/9 /1 S n (4 (v /S %7n, Addre es V/ e• 5 2 Li S Date Called: Special Instructions: Date Wanted: a.m. Requester: :_:_ y ( :,6 3 0 4 (5 Phone N 2 3 ` �� O 6,' - Q S z �. 1IVI IVI GIY 1 3: /) Sv 3 7 - /2i 5 ,%v ST2gPS :_:_ y ( :,6 3 0 4 (5 4 / ST 24 , // )2/ 8 ;n ,SS,N y "1/406K 6d- INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- Inspec ,. r: D ate �'„"v, 1 I � — l 1 ` c� .00 REINSPECTION E REQUIRE . Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 00. Call the schedule reinspection. 'Receipt No.: 'Date: i 1:aorrections required prior to approval. INSPECTION RECORD' Retain a copy with permit INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Q 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Prniart• — +� Approved per applicable codes. El Corrections required prior to approval. 'Inspector: Date: El $58.00 REINSPECTION " E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: I 'Date: COMMENTS: 1= 00 ,/ rc-LtA41 -) - VAT or: lyvin. --� 'Receipt No.: 00 REINSPECTION E REQUIRED Prior to inspection, fee must be d at 6300 Southcenter lvd., Suite 100. Call the schedule reinspection. JDate; A A.4 r IDatc: (D I zH INSPECTION NO I b67 - 16)7 I 6300 Southcenter Blvd., #100, N�. CITY OF TUKWILA BUILDING DIVISION Tukwila, WA 98188 (2 • ) 43 F 3 7 Kt 4—/ N K K F N KCB Type of I �i N c Address: Date Called: 11 1 4 C 7 S7n Special Instructions: Date Wa ted: _ a.m — � - 07 P.m. Requester: Phone Np: 2 53 -- ie T Zfr . ipproved per applicable codes. INSPECTION RECORD Retain a copy with permit PE Corrections required prior to approval. • i INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Project: /<AL /A/ie /' o s: Addre /g9 // _ /9u Special Instructions: Type of Inspection: Date Called: Date Wa ted: p.m. Requester: Phone No: a2 L z - 8 /z Z El Approved per applicable codes. COMMENTS: I pector; Date: 1144,11.7 1 1,t ..1 .c (7 _ / C? I . 00 - EINSPE CTION FEE QUIRED. Pri to inspection. fee must be pad . 6300 Southcenter Blvd., Suite 100. lithe schedule reinspection. 1Receip No.: ,Date: I INSPECTION RECORD Retain a copy with permit _- �....�. y ..i . .+r[ ' a tea..: 7 (206)431 -3 c o rrections required prior to approval. a FILE COPY ENGINEERING itm SI MN MIN STRUCTURAL CALCULATIONS FOR: Kalinichenko Residence 14918 57 Ave. S. - -'--t,n9Tukwila, WA ..3 PREPARED FOR: Petr's Designs 978 Industry Dr. Suite 210 Tukwila, WA 98188 EXPIRES JANUARY 21, 2008 April 2, 2007 Job no. 04607 9124 Gravelly Lake Dr. SW, Suite 102, Lakewood, WA 98499 PO Box 39681, Lakewood, WA 98439 (253) 581 -3380 phone (253) 582 -0459 fax nnenoineerincacomcast.net e-mail REVIEWED FOR APPROV COMPLIANC R MAI 1 g 2.00 w tY Of 'Tukwila S BUILDING DIVI 10N RECEIVED CITY OFTUKWILA MAY 02 ?fl(7 PERMFTCENTER NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 I. SEISMIC Lateral Analysis shall be based on 2003 "International Building Code" (IBC), Section 1615 thru 1623 and SEI /ASC 7 -02 "Minimum Design Loads for Buildings and Other Structures ", Section 9.0. Design Criteria: Occupancy Category II - Residential Importance Factor: IE := 1.00 IW := 1.00 Site Class D Seismic Use Group I Seismic Design Category D - Residential Spectral Accelerations for short periods: SS := 1.25 Spectral Accelerations for a 1- second period: S1 := 0.50 Site Coefficient (1615 -1, 1615 -2) F := 1.0 F := 1.5 SMS = Fa SS SMi := F •S1 Spectral Response Parameters Design Coefficient i lt v := 6.5 no := 3 Cd := Earthquake Loads (1617) E := p•QE + 0.20•SDS•D E':= p•QE 0.2.SDS•D E o QE + 0.2•SDS•D E' := S2 — 0.2•SDS•D Load Combination 16 -18 0.9D + 1.4 Seismic Base Shear (1617.5.1) 1.2• SDS V := W R SMS = 1.25 SMi = 0.75 (16 -50) (16 -51) (16 -52) (16 -53) (16 -56) Kalinichenko Residence SDS := 3 2 SMS SDS = 0.83 Page 1 2 SDI := 3SM1 SDI = 0.5 4/2/2007 04607 L.mcd Sheet 1 of 17 NN Engineering, P.S. Kalinichenko Residence 9518 39th Ave. Ct. SW, Lakewood, WA 98499 A. Determine Dead Loads (D): Uniform Dead Loads (psf): fr := 15psf Framing Dead Load Pto Opsf Concrete Topping (Floors) Pti = Opsf Roof Tile p := 7psf Wall Total Floor Dead Load (D): Df = fr + Pto Total Roof Dead Load (D): D := fr + Pti B. Determine Seismic Weight (WD: Overall Building Dimensions : h1 := 9ft h2 := 9ft w2 := 31.5ft 12 := 60ft w := 31.5ft l := 60ft Total Floor /Roof Areas (ft AR := 2032ft A2 := 2084ft AB := L1.L2 Height of First Floor Walls Height of Second Floor Walls Average width of second floor Average length of second floor Average width of roof Average length of roof TOTAL WEIGHTS - ROOF DIAPH. + (1/2) 2nd WALLS : W := AR-D + [.5•h2•(1 + w W = 3624k Df= 15psf D = 15 psf Ll := 31.5ft L2 := 42.8ft L3 := 18.1ft L4 := 15ft L5 := 29ft L6 := 30.7ft L7 := 27ft AR = 2032 ft Roof A2 = 2084 ft Second Floor AB = 1348.2 ft First Floor Exterior Wall Dimensions (ft): L8 := 27ft L9 := 7ft L10 := 22ft Lit =17ft L12 := 13ft L13 =17ft L15 := 25ft TOTAL WEIGHTS - 2nd FLR. DIAPH. + (1/2) 2nd WALLS + (1/2) 1st WALLS : W2 := A2•Df+ D (h2 + hl)•.5112] + [Pw(h2 + 110-61 w2 W2 = 37.02k TOTAL WEIGHTS - ROOF + FLOOR + WALLS W := W2 + W W = 73.27k 1.2• SDS C. Determine Seismic Base Shear (1617.5.1): V max := R W Vrr = 11.27k (16 -56) Page 2 4/2/2007 04607 L.mcd Sheet 2 of 17 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 D. Vertical Distribution of Lateral Forces (1617.5.2 Longitudinal Direction 1.2• SDS Fllong = R 'W2 1.2• SDS Frlong = R Wr Vrlong Frlong V21ong Frlong + Fllong Kalinichenko Residence F := 1.2• SDS wx R V2long = 11.27 k Lateral Direction 1.2• SDS Fllat R W2 F11at = 5.7k 1.2• SDS Frlat := R Wr F = 5.58 k Vrlat := Frlong Vrlat = 5.58 k Upper Story Shear Lateral V2lat Frlong + Fllong V2lat = 11.27 k Lower Story Shear Lateral Vrlong w5' := w5' = 177.02 plf Wr w6' :_ V2long w6' = 357.85 p1f w2 w7' := Vrlat w7' = 92.93 p1f l w8' .— V2lat w8' = 187.87 p1f 2 Fllong = 5.7k Frlong = 5.58 k Vrlong = 5.58 k Upper Story Shear Longitudinal Page 3 4/2/2007 04607 L.mcd Sheet 3 of 17 (16 -57) Lower Story Shear Longitudinal . NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 E. Determine Building Redundancv (1617.2.1) p Second Floor: Kalinichenko Residence WALL AA Laa := 22ft Vaa = (L2..5).w5' Vaa = 3788.19 lb WALL BB Lbb := 15ft Vbb := (L2•.5)•w5' Vbb = 3788.19 lb WALL CC Lcc := 20ft Vcc = (L2 + L3)•.5•w7' Vcc = 2829.86 lb WALL DD Ldd := 17.5ft Vdd := (L2)..5•w7' Vdd = 1988.8 lb First Floor: WALL A La = 18ft WALL B Lb := 21ft WALL C Lc := 22ft WALL D Ld := 19ft WALL E Le := 5ft Va = (L1..5). w6' Va = 5636.08 lb r V21ong Vb loft Vb := rb (Ll + L4)•.5•w6' Vb = 8319.921b Lb : V21ong Vc := (L2 + L3)..5.w8' Vc = 5720.62 lb r :_ V21ong Vd (1°ftl Ld Vd := (L2)•.5•w8' Vd = 4020.41b rd = l JJ V21ong — Ve ( lOft Ve (L4)•.5•w8' Ve = 1409.021b r .— Le Page 4 raa :_ rbb r rdd Vaa C loft 1 l Laa J I Vrlong Vbb( ft ) lO ft Lbb Vrlong Vcc l l � / Lcc Vrlong Vdd r L — d dd d Vrlong l J Va( — d a ) Vc ( 10ft 1 Lc V2long raa =0.31 rbb = 0.45 r = 0.25 rdd = 0.2 r = 0.28 rb = 0.35 r = 023 rd =0.19 r = 0.25 4/2/2007 04607 L.mcd Sheet 4 of 17 NN Engineering, P.S. Kalinichenko Residence 9518 39th Ave. Ct. SW, Lakewood, WA 98499 SUMMARY max • : 20ft rmaz.r = 0 . 45 p := 2 rmaz.2 = 0.35 F. Calculate Earthquake Forces (1617.1.1.1 and 1605.3.2, eq. 16 P2'QE Elong 1.4 + Ok P2'QE Z1 at : 1.4 Ok Pr'Frlong Erlong + Ok 1.4 P2'F11ong E2long = 1.4 + Ok Rng, = Eriong , Y„ pp Eriong + E2long Eriong ,Y,4144,:= Eriong + E2long w5 Eriong Wr E2long w6 :_ w2 w7: Eriong l E2long w8 .- 12 r maz'V "x P2 := 2 20ft rmaz.2. "3 Uniform Loads to Roof /Floor Diaphragm (seismic) LAdjusted to working stress level) Pr = 1.02 P2 = 0.754 Elong = 8.05 k Elat = 8.05 k Eriong = 4.06 k E2long = 4.07 k Vrlong = 4.06 k V21ong = 8.13 k Vr1at = 4.06 k V21at = w5 = 129.02pIf w6 = 129.16 plf w7 = 67.73 p1f w8 = 67.81 plf Page 5 Second Story First Story Base Shear Longitudnal Base Shear Lateral Upper Floor Story Shear Lower Floor Force Upper Story Shear Longitudinal Lower Story Shear Longitudinal Upper Story Shear Lateral Lower Story Shear Lateral 4/2/2007 04607 L.mcd Sheet 5 of 17 1.02 AZAA:= 1 Uniform Load Seismic (Roof Diaph. Longit.) Uniform Load Seismic (2nd Floor Diaph. Longit.) Uniform Load Seismic (Roof Diaph. Lat.) Uniform Load Seismic (2nd Floor Diaph. Lat.) NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 II. Wind - Method 1 (6.4) Ps X Lateral Analysis shall be based on 2003 "International Building Code" (IBC), Section 1609 and SEI /ASC 7 -02 "Minimum Design Loads for Buildings and Other Structures ", Section 6.0. A. Design Criteria: Height Above Ground (ft.) 7l, 0' to 15' R.15 =1.00 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' X20 := 1.00 X25 := 1.00 x,30:= 1.00 235 1.05 A.,40 := 1.09 85 mph Exposure B Design Wind Pressures (Ref. ASCE 7 -02, Figure 6 -2) PS30.A := 15.9psf Horizontal Pressure PS30.B 4.2psf Horizontal Pressure PS30.0 10.6psf Horizontal Pressure PS30.D 2.3psf Horizontal Pressure PS30.E —13.8psf Vertical Pressure PS30.F 9.6psf Vertical Pressure PS30.G 9.6psf Vertical Pressure PS30.H 7.3psf Vertical Pressure PS30.Eoh 19.3psf Vertical Pressure PS30.Goh 15.1psf Vertical Pressure Kalinichenko Residence Page 6 Occupancy Category: II I := 1.0 20 Roof Pitch (max.) End Zone of Wall End Zone of Roof Interior Zone of Wall Interior Zone of Roof End Zone Windward Roof End Zone Leeward Roof Interior Zone Windward Roof Interior Zone Leeward Roof Overhang @ End Zone Windward Roof Overhang @ Interior Zone Windward Roof 4/2/2007 04607 L.mcd Sheet 6 of 17 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 A. DETERMINE BASE FORCES ps X'I'PS30 Height Above Ground (ft.) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' Height Above Wind Pressure (Vert.) Ground (ft.) 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' Wind Pressure (Horiz.) (Wall End) PIA X15'4S30.A PIA = 15.9psf P2A A-20'4S30.A P2A = 15.9 psf P3A X25'4S30.A P3A = 15.9 psf P4A ='30'I`PS30.A P4A = 15.9 psf MA X35'4S30.A P5A = 16.7 psf P6A :_ X40•4S30.A P6A = 17.33 psf Kalinichenko Residence Wind Pressure (Horiz.) (Roof End) P1B 2 ‘15'4S30.B P1B = 4.2psf P2B '20'4S30.B P2B = 4.2psf P3 = A•25'4S30.B P3B = 4.2psf P4B X30•4S30.B P4B = 4.2psf MB = X35'4S30.B P5B = 4.41 psf NB X40•4S30.B NB = 4.58 psf Wind Pressure (Vert.) 0' to 15' PIE 21 / 4 .15'4S30.E PIF = X15'4S30.F PlE = -13.8 psf P 1 = - 9.6p5f P2E A-20'4S30.E P2F A-20'4S30.F P2E = -13.8 psf P2F = - 9.6p5f P3E A-25'4S30.E P X25'4S30.F P3E = -13.8 psf P3F = - 9.6p5f P4E A-30'4S30.E P X30'4S30.F P4E = -13.8 psf P4F = - 9.6psf P5E = X35'FPS30.E P A•35'4S30.F P5 = -14.49 psf P5 = -10.08 psf P6E X40'4S30.E P = ?40•4S30.F P6E = - 15.04psf P6F = - 10.46psf Page 7 Wind Pressure ( Horiz.) Wind Pressure (Horiz.) (Wall Interior) Plc X15•4530.0 Plc = 10.6 psf P2C X2041)S30.0 P2C = 10.6 psf P3C = 2 ‘25'4S30.0 P3C = 10.6 psf P4C X30•4S30.0 P4c = 10.6 psf PSC 2 ‘35'4S30.0 P5c = 11.13psf P6C :_ )4, 40'4S30.0 Pk = 11.55 psf Wind Pressure (Vert..) P1G ?15'4530.G P1C, = - 9.6p5f P2G A•20 P2G = - 9.6p5f MG :_ X25'4S30.G P3G = - 9.6p5f P4G = 2 ‘30'4530.G P4G = -9.6 psf PSG X35'4S30.G P5G = -10.08 psf P6G := X40'4S30.G P6G = -10.46 psf (Roof Interior) 4/2/2007 04607 L.mcd Sheet 7 of 17 P1D X15'FPS30.D P1D = 2.3psf P2D = 26 20 4 1 ) S30.D P2D = 2.3 psf MD 2 ‘25'4S30.D P3D = 2.3 psf P4D X30•4S30.D P4D = 2.3 psf MD 2 ‘35'4S30.D P5D = 2.42 psf P6D A.40•I'PS30.D P6D = 2.51 psf Wind Pressure (Vert.) P1H X15'4S30.H P1H = - 7.3p5f P2 X20'4530.H P2H = -7.3 psf P3H = X25'4S30.H P3H = -7.3 psf NH = 26 30•4S30.H P4H = -7.3 psf P5H 2 ‘35'4S30.H P5H = -7.67 psf P6H X40•4S30.H NH = -7.96 psf NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Height Above Wind Pressure (Vert.) Ground (ft.) (Overhangs) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' Components and Cladding (6.4.2.2) Wind Pressure (Vert.) Roof 27 - zone 1-3 10sf Plnetl = X15•I Plnetl = 7.5psf P := X20'I P = 75 Psf P := X25• P = 7.5 psf P :_ ?30 P = 7.5 psf P :_ ?35'I P = 7.88 psf P := ?40 P = 8.18 psf P = X15 PlE = -19.3 psf P = X20' P2E = -19.3 psf P = X25 P3E = -19.3 psf P = '30 P4E = -19.3 psf PSEoh = 1 35 4 1 3 S30.Eoh PSE = -20.27 psf P = '40 PS30.Eoh P = -21.04 psf Wind Pressure (Vert.) Roof 27 - zone 1 10sf Plnet := ? 15.I•- 11.9psf P1 netu _- 11.9psf P = X20'I•- 11.9psf P = -11.9 psf P :_ X254" 11.9psf P = -11.9 psf P := X30'I•- 11.9psf P4netu = -11.9 psf P :_ X35'I•- 11.9psf P5netu = -12.5 psf P6netu := ?40'I•- 11.9psf P = - 12.97psf Kalinichenko Residence Wind Pressure (Vert.) (Overhangs) P'Goh = X15' P = -15.1 psf P :_ X20 P = -15.1 psf P :_ '25' P3Goh = -15.1 psf P :_ A.30' P4G = -15.1 psf PSGoh '35 P5o h = - 15.86psf P :_ '40' P6G = -16.46 psf Pnet :_ - 1 'Pnet30 Wind Pressure (Vert.) Wall 27 - zone 4 -5 10sf Plnet4 := X15'I.13psf Plnet4 = 13 psf P X20 P = 13 psf P :_ X25'I' 13psf P = 13 psf P ='30'I P = 13 psf P :_ X35.J.13psf P = 13.65 psf P := ?•40' I.13psf P = 14.17psf Page 8 Wind Pressure (Vert.) Wall 27 - zone 5 10sf Plnetw : = a•15•I• 17 . 4 psf Plnetw = -17.4 psf P := 2‘204.- 17.4psf P = -17.4 psf P :_ ? 25'I•- 17.4psf P = -17.4 psf P := ? 30.I•- 17.4psf P4netw = -17.4 psf Plnetw := X35.I•- 17.4psf Plnetw = - 18.27psf P := X40'I•- 17.4psf P = - 18.97psf 4/2/2007 04607 L.mcd Sheet 8 of 17 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Determine Uniform Wind Loads: wl := PlC•2ft + P2C•5ft + P3C• lft w2 := PlC•8.5ft w3 = PlC•2ft + P2C•5ft + P3C•5ft w4 := Plc• 10.5ft + P2C•5ft + P3C• 1 f Flat = w3 + w2 'long wl + w2 Vwlong Wlong'W2 Vwlat wlat' C. STORY SHEAR -WIND LONGITUDINAL DIRECTION Vr.long.wind := wl•w wl = 84.8 plf w2 = 90.1 plf w3 = 127.2plf w4 = 174.9plf wlat = 217.3 plf Wlong = 174.9 plf Vwlong = 5.51 k V = 13.04k Kalinichenko Residence Vr.long.wind = 2.67k V2.long.wind w + Vr.long.wind V2.1ong.wind = 5.51 k LATERAL DIRECTION Vr.lat.wind w3•lr V2.1at.wind w + Vr.lat.wind Vr.lat.wind = 7.63 k V2.1at.wind = 13.04k Page 9 Uniform Load Wind (Roof Diaph. Longit.) Uniform Load Seismic (2nd Floor Diaph. Longit.) Uniform Load Wind (Roof Diaph. Lat.) Uniform Load Wind (Roof Diaph. Lat.) TOTAL WIND LOAD PER LIN FT. OF BLDG. WIND BASE SHEAR - WIND BASE SHEAR - LONGITUDINAL DIRECTION LATERAL DIRECTION 4/2/2007 04607 L.mcd Sheet 9 of 17 . NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 HI. SUMMARY OF STORY SHEARS Vx : LONGITUDINAL LATERAL LONGITUDINAL LATERAL ROOF Vrlong = 4.06 k Vrlat = 4.06 k Vr.long.wind = 2.67 k Vr.lat.wind = 7.63 k SECOND V2Iong = 8.13 k V21 = 8.13 k V2.1ong.wind = 5.51 k V2.1at.wind = 13.04k (Controlling uniform load/shears) LONGITUDINAL LATERAL ROOF Vr.long = "w5 -eq" Vr.1at = "w3 -wind" SECOND V2.1ong = "w6 -eq" V2.1at = "w2 -wind" A. SUMMARY UNIFORM LOADS: wl = 84.8 plf w2 = 90.1 plf w3 = 127.2plf w4 = 174.9 plf w5 = 129.02 plf w6 = 129.16 plf w7 = 67.73 plf w8 = 67.81 plf SEISMIC WIND WIND (Roof Diaph. Longit.) WIND (2nd Fir. Diaph.Longit./Lat.) WIND (Roof Diaph. Lat.) WIND (Roof Diaph.) SEISMIC (Roof Diaph. Longit.) SEISMIC (2nd Fir. Diaph.Longit.) SEISMIC (Roof Diaph. Lat.) SEISMIC (2nd Fir. Diaph.Lat.) Kaiinichenko Residence Page 10 4/2/2007 04607 L.mcd Sheet 10 of 17 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 IV. SHEAR ON SHEAR WALLS 2ND FLOOR WaII AA : Laa = 22 ft (L2•.5)•w5 vaa Laa vaa = 125.5 plf Wall DD : Ldd = 17.5 ft vdd : (w3)•(L2)•.5 Ldd vdd = 155.55 plf 1ST FLOOR Wall A (SEISMIC): La = 18 ft w6. (L1..5) + vaa•Laa va La va = 266 plf Wall BB : Lbb =15 ft Wall D: Wall E: Ld =19ft Le =5ft vd :_ (w6)•(L2)•.5 + vdd•Ldd (w6) (L4) .5 ve .— Le vd = 289 plf ve = 193.74 plf Kalinichenko Residence Page 11 Wall CC : Lcc = 20 ft vbb (L2..5)•w5 (w3)- [(L2 + L3)•.5] Lbb vcc :_ Lcc vbb = 184 plf vcc = 194 plf Wall B (SEISMIC): Wall C : Lb =21ft Lc =22ft vb (L1 + 1.4)..5.w6 + vbb•Lbb vc (wl)•[(L2 + L3)..5] + vcc•Lcc Lb Lc vb = 274 plf vc = 293 plf 4/2/2007 04607 L.mcd Sheet 11 of 17 • NN Engineering, P.S. Kalinichenko Residence 9518 39th Ave. Ct. SW, Lakewood, WA 98499 V. SHEAR WALL STRENGTH A. OVERTURNING MOMENT ON WALLS 1st Floor Walls HW := h1 Wall Length Overturning Moments A Lal = 5ft B Lb1 := 5ft C Lc1 := 8•ft D Ld1 := 19•ft 2nd Floor Walls Am= h AA Laal = 5-ft BB Lbbl := 5•ft CC Lccl := 8•ft DD Lddl := 6•ft OTMal := va•Lal•HW OTMb1 := vb•Lbl•HW OTMc1 = vc•Lcl•HW OTMd1 := vd•Ld1.HW E Lel := 2.5•ft OTMe1 := ve•Lel•HW OTMaal := vaa•Laal•HW OTMbb1 := vbb•Lbb1.HW OTMcc1 = vcc•Lcc1.HW OTMddl := vdd•Lddl•HW OTMa1 = 11988.3lbft OTMb1 = 12351.511b ft OTMc 1 = 21126.761b ft OTMd 1 = 49375.461b ft OTMe 1 = 4359.24 lb ft OTMaa1 = 5647.511bft OTMbbl = 8283lbft OTMccl = 13943.661bft OTMddl = 8399.56lbft Page 12 4/2/2007 04607 L.mcd Sheet 12 of 17 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 2nd Floor Shear Walls W •.:= h Shear Roof / Floor Weights Wall AA1 BB1 DD1 Dead Load on Shear Wall DLRFaa1 = 850 lb DLWLaa1 = 315 lb DLRFbb1 = 8501b DLWLbb 1 = 3151b DLRFcc 1 = 2401b DLWLcc 1 = 504 lb Kalinichenko Residence B. SHEAR WALL DEAD LOAD RESISTING MOMENT (cont.) 15 psf for dl used to take into account of loads from adjacent walls. DLRFaa1 := 17.ft•(3 •D DLWLaa1 := HWp Laa1 DLRFbb1 := 17• ft. r3 •D •Lbb1DLWLbb1 = HWp 11 l CC1 DLRFcc1 := 3.ft. •D DLWLcc1 := HWp 3 DLRFdd1 := 5•ft•r3 •D DLWLdd1 := HWpw•Lddl DLRFdd 1 = 300 lb J DLWLdd 1 = 378 lb Wall Weights Dead Load Resisting Moment Page 13 DLaal := DLWLaa1 + DLRFaa1 DLaal = 11651b DLRMaa 1 := DLaa l • Laa l • .5 DLRMaa1 = 2912.5lbft DLbbl := DLWLbbl + DLRFbb1 DLbbl = 11651b DLRMbbl := DLbbl•Lbbl•.5 DLRMbb1 = 2912.51b ft DLccl = DLWLcc 1 + DLRFcc 1 DLcc 1 = 7441b DLRMccl := DLccl•Lccl•.5 DLRMccl = 29761bft DLddl := DLWLdd1 + DLRFdd1 DLddl = 6781b DLRMddi := DLddl•Lddl•.5 DLRMdd1 = 2034 lb ft 4/2/2007 04607 L.mcd Sheet 13 of 17 NN Engineering, P.S. Kalinichenko Residence 9518 39th Ave. Ct. SW, Lakewood, WA 98499 B. SHEAR WALL DEAD LOAD RESISTING MOMENT (cont.) 1st Floor Shear Walls I,:= h Shear Wall Roof / Floor Weights Al DLRFa1 := 9.ft• •Df"I•Lal L3 ) B1 D1 El DLRFa1 = 450 lb DLRFb1 := 8. ft. ( •Df).Lbl 3 DLRFb1 = 4001b DLWLb1 = 3151b Cl DLRFc1 := 7.ft•r •Df�•Lcl DLWLc1 := HW•p `3 DLRFc1 = 5601b DLWLc1 = 5041b DLRFd1 := 3. ft. (3 •Df)•Ld1 DLRFd1 = 570 lb DLWLd1 = 1197 lb DLRFe1 := 5• ft. (3 •Df)•Lel DLRFe1 = 125 lb Dead Load on Shear Wall Wall Weights DLWLa1 := HWpwLal DLWLa1 = 3151b DLWLb1 := HWp Lb1 DLWLd1 := HWpwLd1 DLWLe1 := HWpwLe1 DLWLe1 = 157.5 lb Page 14 Dead Load Resisting Moment DLa1 := DLWLa1 + DLRFa1 DLa1 = 765 lb DLRMa1 := DLa1•Lal•.5 DLRMa1 = 1912.5lbft DLb1 := DLWLb1 + DLRFb1 DLb1 = 715 lb DLRMb1 := DLb1•Lbl•.5 DLRMb1 = 1787.5lbft DLc1 := DLWLc1 + DLRFc1 DLc1 = 10641b DLRMc1 := DLc1•Lc1•.5 DLRMc 1 = 42561b ft DLd1 := DLWLd1 + DLRFd1 DLd1 = 17671b DLRMdl := DLdl•Ldl•.5 DLRMd1 = 16786.5lbft DLel := DLWLe1 + DLRFe1 DLe1 = 2823 lb DLRMe1 := DLe1•Lel•.5 DLRMe1 = 353.13lbft 4/2/2007 04607 L.mcd Sheet 14 of 17 NN Engineering, P.S. Kalinichenko Residence 9518 39th Ave. Ct. SW, Lakewood, WA 98499 C. HOLDOWN FORCES ON WALLS Second Floor AA1 BB1 CC1 DD1 First Floor Al B1 Cl D1 El ZB := 8301b.1.33 ZB — = 275.98 plf 4ft HDFaa1 OTMaal – DLRMaa1 Laal HDFbb 1 ;= OTMbbl – DLRMbb 1 Lbbl HDFccl OTMcc l – DLRMcc 1 Lccl HDFdd 1 := OTMddl – DLRMdd 1 Lddl HDFaa1 = 547 lb HDFbb 1 = 1074.1 lb HDFcc 1 = 1370.96 lb HDFdd1 = 1060.93 lb HDFa1 := OTMal – DLRMal + HDFaal HDFa1 = 2562.161b Lal : OTMb 1 – DLRMb 1 HDFb1 + HDFbb 1 HDFb1 = 3186.91 lb Lbl HDFc 1 := OTMc 1 – DLRMc 1 + HDFcc 1 HDFc 1 = 3479.81b Lc1 HDFd1 := OTMdI – DLRMdI + HDFddl HDFd1 = 2776.14 lb Ldl HDFe1 := OTMeI – DLRMel HDFe1 = 1602.451b Lel D. ALLOWABLE ANCHOR BOLT SPACING Table 8.2E (1997 NDS) 5/8 " DIA. Anchor Bolt w/ 1 1/2" Side Member (Hem -Fir) ZB = 1103.91b Allow Shear/ft for 4' max spacing Allow. Load on 5/8" Dia. Bolt in shear 1ft spacing. Page 15 4/2/2007 04607 L.mcd Sheet 15 of 17 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 E. SHEAR STRESS AROUND OPENINGS: WALL SHEAR STRESS First Floor A v va La ai :— val = 266.41 plf B. vb1 := vb•Lb vbi = 274.48 plf Lb -0•ft E vei La — 0•ft vc•Lc C vcl Lc — 0•ft vd•Ld vdi = Ld — 0•ft ve•Le Le — 0•ft vci = 293.43 plf vdi = 288.75 plf vei = 193.74 plf E. SHEAR STRESS AROUND OPENINGS (cont.): CD := 1.33 Z := 1221b (NDS TBL 12.3B - 16d COMMON NAILS, 1 -1/2" SIDE MEMBER THICKNESS) Z' := Z•CD Z' = 162.26 lb PER NAIL WALL SHEAR STRESS 2nd Floor AA vaai vaa Laa vaai = 125.5 plf Laa -0•ft BB vbbi := vbb Lbb vbbi = 184.07 plf Lbb — 0•ft CC vcci := vcc•Lcc vcci = 193.66 plf Lcc — 0•ft := vdd Ldd DD vddi vddi = 155.55 plf Ldd — 0.ft Kalinichenko Residence A.B. SPACING ZB sal va 1 ZB sbi := vb 1 ZB scl. ye' ZB sdl: vdi ZB sel : ve 1 Sole Plate Nail Spacing saai := Z' vaai Z' sbbl vbbi Z ' Scci = vcci Z' sddl vdd 1 Page 16 4/2/2007 04607 L.mcd Sheet 16 of 17 HORIZ. STRAP FORCE Pa (vai — va)•0•ft Pa = Olb Pb := (vbl — vb)•0•ft Pb = O lb Pc := (vci — vc).0.ft Pc = 0lb Pd := (vdi — vd)•0•ft Pd = 0 lb Pe :_ (vei — ve).0•ft Pe = 01b HORIZ. STRAP FORCE Paa :_ (vaai — vaa).O.ft Paa = Olb Pbb :_ vbbi — vbb)•0•ft Pbb = Olb Pcc := (vcci — vcc)•0•ft Pcc = Olb Pdd := (vddi — vdd) • 0 • ft Pdd = O lb ▪ NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 B. Shear Wall to diaphragm nailing (Sole Plate): NDS Table12.3B: 16d Common Nails 1 1/2" side member thickness a= 1.33 Cdi := 1.1= 1221b n7Cnn Z Z' = 133.86 plf 16in VII. SHEAR WALL SUMMARY First Floor 2nd Floor Z' = 178.491b Per Nail Kalinichenko Residence Allowable load for 16" nail spacing (max) Mk Wall Shear Anchor bolt Holdown Edge Holdown Tim Stress Spacing Force Nailing Type• A 1 val = 266.41 plf s = 48 in HDFa1 = 2.56 k 8d @ 4" o.c. HDU8 B 1 vbi = 274.48 plf sb = 48 in HDFb1 = 3.19 k 8d @ 4" o.c. HDU8 C 1 vcl = 293.43 plf s = 45.15 in HDFc1 = 3.48 k . 8d @ 4" o.c. HDU8 D 1 vdl = 288.75 plf sd = 45.88 in HDFd1 = 2.78 k 8d @ 4" o.c. HDU8 E 2 vel = 193.74 plf s = 48 in HDFe1 = 1.6k 8d @ 4" o.c. STHD14 Mk Wall Shear Sole Plate Holdown Edge Holdown Stress Nail Spacing Force Nailing Type. AA 0 veal = 125.5plf s = 15.51 in HDFaa1 = 0.55 k 8d CP 6" o.c. NO HOLDOWN BB 3 vbb 1 = 184.07 plf sbb = 10.58 in HDFbb1= 1.07 k 8d @ 6° o.c. MST37 CC 3 vccl = 193.66p1f s = 10.05 in HDFcc1 = 1.37k 8d @ 6" o.c. MST37 DD 3 vdd 1 = 155.55 plf sdd = 12.52 in HDFdd 1 = 1.06 k 8d © 6" o.c. MST37 Note: Shear wall type noted as "0" complies with the maximum shear nailing, anchor bolt spacing, and sole plate nailing per General Notes on Structural Drawings Sheet S1. Page 17 4/2/2007 04607 L.mcd Sheet 17 of 17 hi ■•■•• (947 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Ill. Gravity Analysis Gravity Analysis shall be based on 2003 "International Building Code" (IBC), Section 1604 thru 1608 and SEI /ASC 7 -02 "Minimum Design Loads for Buildings and Other Structures ", Section 3.0 -5.0. Design Criteria: A. Determine Dead Loads (D) (1606): Uniform Dead Loads (asf): fr := 15psf Pto = 0 psf pti := Opsf p := 7psf Total Floor Dead Load (Df): Df := fr + pt Total Roof Dead Load (D D := fr + pti B. Determine Live Loads () (1607): Uniform Live Loads (ad) (Table 1607.1): llf:= 40psf lld := 60psf 11 := 100psf 11 := 55psf 11 := 30001b Pt' := 0.7•C Ps Cs'P'f ll = 25 psf Total Floor Live Load (Lf): Lf:= llf Total Roof Live Load (L L := li Total Floor Load ( TL f): Total Roof Load ( TL Kalinichenko Residence Framing Dead Load (or actual) Concrete Topping (Floors) thk = 0 in Roof Tile Wall Page B1 Df= 15psf D 15psf Floor Live Load Deck Live Load Assembly Areas Garage - Residential Garage Concentated Load Flat Roof Snow Load (ASCE Eqn. 7 -1) C := 1.2 Ct := 1.1 I := 1.0 p := 20psf p'f := if(Pf <pg, psf =25psf min. Sloped Roof Snow Load (ASCE Eqn. 7 -2) C := 1.0 p = 25 psf Roof Live Load (minimum ground snow load: pf= 20 psf @ 700 ft.) 14 =40 psf L = 25 psf TLf:= Df+ 14 TLf= 55 psf TL := D + L TL = 40 psf 4/26/2007 04607 B.mcd Sheet B1 of 14 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 6x10 Sawn Beam -131 D = 15 psf w := TLrt w•L Mmax := 8 Allowable Stresses (adjusted) DF #2 Fb:= 875.psi F'b := Fb'CD.CM'Ct'CF F'v := Fv'CD•CM•Ct•CH Mmax S req :- Fib V 1.5 A req Fv I - 5 w L req 384•E'•e•17, 6x8 Sawn Beam - b2 D = 15 psf ,w; = TLr'tw /, := 875•psi n:= Fl CD•CM•C g FvCD•CM•CrCH - Finax Q V 1.5 ,4JF1'vOn F , v 5•w•L attglr 384•B'•ATL L = 25 psf TL = 40 psf w = 660 plf Mmax = 6682.5 ft lb V max = w.I L - h 2 F := 95•psi E' := 1700000.psi F'b = 1207 psi F' = 109 psi Sreq = 66.41 in < S = 78 in OK A req = 33.79 in < A = 51 in OK I req = 127.36 in < I = 363 in OK L = 25 psf TL = 40 psf w = 660 plf w•L , _ 8 Allowable Stresses (adjusted) DF #2 M max = 2970 ft lb ,:= 95•psi:= 1700000•psi I req = 37.74 in F'b = 1207 psi F' = 109 psi Kalinichenko Residence L:= 9•ft WDL := Drt / 6= 6•ft D1 tw ,4:= w.( - hl CD := 1.15 CM := 1 CH := 1 S req = 29.52 in < S = 48 in OK A req = 21.71 in < A = 40 in OK < I = 175 in OK Page B2 t := 5.5in h := 9.25in t 16.5ft WDL = 248 plf V max = 2461.25 lb R = 2970 lb CF := 1.2 ni= 1 L en, • _ 240 Sreq - 84.67% S Afeq = 66.42% A Iraq = 35.11% I = 5.5in 2 7.25in ;= 16.5ft wDL = 248 plf V max = 1581.25 lb It /flax = 19801b = 1.2 gsj= 1 _ L ' 240 Sreq - 61.26% S Area - 54.45% A Ireq = 21.61% I 4/26/2007 04607 B.mcd Sheet B2 of 14 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Glu Beam - B3 D = 15 psf L = 25 psf TL = 40 psf := TL =kw= D + 20-plf Glu Beam Properties ,,:= 2400-psi ,,:= 165•psi 1,3 Fb•CD Cv r F CD-Cm. Cr CH 5 5 •w - 384•E'•1 C = 1.188 Shear Diagram w = 660 plf wDL = 170 Of - 5 0 2 4 x(ft) RL=2.1k RR= 3.63k V max = 3.6k > C = 0.92 Assumed OK Beam Stresses f =62.3% fb=23.8% Kalinichenko Residence E 1800000.psi = 2539 psi F' = 190 psi 6 BEAM SELECTION i t;= 5.125.in (beam thickness) 4 2 0 Page B3 Moment Diagram 0 2 x(ft) M = 3.5 k•ft = 0.03 in USE t = 5.125 in 4 C := .92 f4j 1 6 h=9in GLB wDL ATL ADL = 0.01 in Camber := 1.5.ADL, Camber = 0.011 in S reci = 16.48 in < S = 69 in OK . 2 A = 28 73m < A = 46 in 2 req • - OK ! rat = 34.88M I 311in 4 OK 4/26/2007 04607 B.mcd Sheet B3 of 14 a := 44t P1 := 2480-lb NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 6x8 Sawn Beam - b4 D = 15 psf L = 25 psf TL = 40 psf ,:= TL w = 160 plf Allowable Stresses (adjusted) DF#2 ,:= 875-psi l 95-psi , := Fb•CD'CM Z Fv S__- MMIT= 2147414 — orb Vim• 1.5 4F061n F ' v 5•w•L i 384•E'•A 5 -1/8 x 15 Glu -Lam Beam - b5 Df = 15 psf L f = 40 psf TLf = 55 psf , = TLft f + TLr'twr w L2 M = 23875 fill, '`i= 8 Allowable Stresses ( adjusted) := 2400-psi := 165•psi , := Fb• CD- Cm- CrCv A Fv.CD• Cm. Ct•CH Mmax Fb V 1.5 "'� 384•E'•ATT, F"v 5•w•L M max = 720 ft lb S req = 7.16 in A = 5.26 in I raq =9.15 in w = 477 plf I req = 955 in := 1700000-psi F'b = 1207 psi F' = 109 psi := 1800000•psi F'b = 2400 psi F' = 165 psi Kalinichenko Residence 1 6= 6.ft Drt �:= w. — h I V max = 383.33 lb gw= 1.15 = 1 = 1 < S = 48 in OK S < A = 40 in OK < I= 175 in OK I / 6= 20.ft TL = 40 psf twf := 6.5ft (floor) nom,:= Dft + Dr•twr SW= 1 = n = S req = 119.38 in < S = 192 in OK Areq = 37.98 in < A = 77 in OK < I = 1441 in OK Page B4 = 5.5in ,:= 7.25in Oft NKr Sreq S Areq — 49.41% A If = 66.25% I w'DL = 60 plf = 1.2 tcdj= 1 _ 240 Sreq - 14.85% Areq - 13.2 % A Ireq = 5.24% le 5.125in b:= 15in wDL = 143 plf V w - h V = 4178.12 lb R = 4775 lb = 62.11% Am= 1in ADL = 0.3in Cvact = 0.983 Assumed OK R max = 480 lb 4/26/2007 04607 B.mcd Sheet B4 of 14 t 3ft (roof) w•L•.5 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 4x12 Sawn Beam - B6 D = 15 psf L = 25 psf TL = 40 psf , ,:= TL w = 160 plf �- wg Allowable Stresses (adjusted) DF #2 , a,:= 875•psi 2:= 95.psi := Fb•CD•CM•Ct•CF ,:= F•CD•CM•Ct•CH Mmax A‘'5494°-- F b V F l y I 5 wL • "'' 384•E'•ATT, w8 Allowable Stresses (adjusted) DF #2 = 875.psi ,:= Fb•CD•CM•Ct•CF ,W�Xn FvCD•CM•Ct•CH F m b ax = V 1.5 4 Fs, 5•w•L ' 384.E'•A M = 5120 ft 1b Mmac = 562.5 ft lb := 95•psi S feq = 50.88 in < S = 74 in OK A req = 15.51 in < A = 39 in OK I raq = 173.48 in 4x10 Sawn Beam - B7 D = 15 psf L = 25 psf TL = 40 psf M ww:= TL w = 80plf := Dr•tw AY4Mcv w *C —' 1700000.psi F'b = 1207psi F' = 109 psi E:= 1700000.psi F'b = 1207 psi F' = 109 psi Kalinichenko Residence = 16-ft I =415 in OK e l o i= 7.5.ft A := Drtw Xruni:= w ' . (2 - h) SzL:= 1.15 = 1 ain:= 1 S req =5.59in < S =31 in OK A req = 3.46 in < A = 25 in OK Iraq = 8.93 in < I= 111 in OK Page B5 w'DL = 60p1f Vmax = 11301b Rmax = 12801b = 1.15 n = 1 SATV= 1 t•= 3.5in 2 11.25in ;= 4ft Ati = 1.2 nai= 1 _ L 240 Sreq — 68.92% S Afeq = 39.4% A Ireq = 41.77% I JA;= 3.5in := 7.25in t = 2ft NW wDL = 30 plf Vmax = 251.671b Relax = 3001b Sreq — 18.23% S A rea - 13.62% A I rk = 8.04% I NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 4x10 Sawn Beam - B8 ,6= 5.ft D = 15 psf L = 25 psf TL = 40 psf , ii= 5.5ft TL w = 220 plf w := D wDL = 83 plf 2 �;= w 8 Mmax = 687.5 ft lb , ,:= w• I - h I V , = 380.421b R = 550 lb Allowable Stresses (adjusted) DF#2 ` &:= 875•psi ,,:= 95•psi 44,' Fb.CD. Cm. Ct. CF := Fv'CD' Cm. Ct' CH — Mmax Fi b V • 1.5 Fv I 5 w L NM I/ 384•E'•A•pL obb: _ V 1.5 F'v 5•w•L " `Qt 384•E'. /ITL K= 1700000. psi F'b = 1207 psi F' = 109 psi Kalinichenka Residence Ad • t . 35in , = 1.2 = 1 " _ 240 S feq = 6.83 in < S = 50 in OK Sreq _ 13.69 S A req = 5.22 in < A = 32 in OK Areq - 16.13 % A Ire = 7.28 i < I= 231 in OK I re4 = 3.15 I 2 ,= w8 Mmax = 1240.94 ftlb ,y illowv := w•( - h Allowable Stresses (adjusted) DF #2 ,,:= 875.psi , := 95•psi ,:= 1700000•psi ,:= F F'b = 1050 psi , := Fv'CD'CM• F'v = 95 psi Page B6 ,w = i = DiA:= 1 5 : = Max Sreq = 14.18 in < S = 48 in OK F 'b A req = 7.2 in < A = 40 in OK I req = 24.96 in < I = 175 in OK 2 9.25in 4/26/2007 04607 B.mcd Sheet B6 of 14 6x8 Sawn Beam - B9 ,I= 9.5.ft tr= 5.5in k:= 7.25in Df = 15 psf Lf = 40 psf TLf = 55 psf TL = 40 psf ,tom,:= 2ft (floor) twtri= Oft (roof) , TLft + TL w = 110 plf := Dft + D wDL = 30 = 456.04 lb Rmax = 522.5 lb Sreq = 29.43% S Areq - 18.06% A ' = 14.29% I NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 4x12 Sawn Beam - B10 Df= 15psf Lf = 40psf , TLft + TLr'twr w -L _ ,i,W 8 Allowable Stresses (adjusted) DF #2 ,:= 875•psi ,:= 95'psi := Fb'CD•CM•Ct'CF , Fv- CD•CM'Ct-CH Mmax "= Fb V 1.5 ,rte_ F w8 - 5•w•L 384.E'. 'IL 6x10 Sawn Beam - B11 Df = 15 psf Lf = 40 psf w := TLft + TLr - twr Allowable Stresses (adjusted) DF #2 := 875 -psi := 95•psi r:4 Fir CD. CM'Ct'CF ,PnlGA:= F CD. CM' Ct' CH MUM Fb V Fv 5 -w -L 384-E'-An, / 6= 17-ft TLf = 55 psf TL = 40 psf Mmax = 4371.13 ft lb w = 121 pif I req = 90.21 in XR).01*• 42 — hl 1700000•psi Fb = 1050 psi F = 95 psi q = 49.96 in < S = 74 in OK A req = 14.45 in < A = 39 in OK I req = 157.36 in I = 415 in = 9.ft TLf = 55 psf TL = 40 psf w = 467 plf w := Dft + D wDL = 128 p1f Mmax = 4733.44 ft lb x ,:= w 1 - h I V max = 1743.39 lb R mfac = 2103.75 lb 1700000-psi Fb = 1050 psi F = 95 psi S req = 54.1 in A feq = 27.53 in2 < A = .51 in Katinichenko Residence K ' w : = Df twf + Dr'twr Page B7 t•= 3.5in l:= 11.25in tom,:= 2.2ft (floor) wDL = 33 plf Vm = 915.061b Rmax = 1028.51b = 1 = = 1 'CAW= 1 ,c44,; 1 ga:= 1 OK Sreq - 67.66% S Areq — 36.69% A Ifeq = 37.89% I J-- 5.5in 9.25in tom,:= 8.5ft (floor) < S = 78 in OK Sreq = 68.97% S Area — 54.11% A < I = 363 in OK Ireq = 24.87% I 4/26/2007 04607 B.mcd Sheet B7 of 14 t om , = Oft (roof) t= Oft (roof) mwry NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Kalinichenko Residence 5 -1/4 x 9 -1/2 Parallam Beam (PSL) - B12 kJ= 11•ft = 5.25in h := 9.5in D f = 15 psf Lf = 40 psf TL f = 55 psf TL = 40 psf I 8.5ft (floor) t Oft (roof) , w := TLf t f + TL w = 467 plf := Df tw,f + Dr t WDL = 128 Of 2 l = w 8 M = 7070.94 ft lb ,:= w•( 2 — h 1 V, = 2201.151b R max = 2571.251b Allowable Stresses (adjusted) I:= 2900•psi,:= 290•psi 2000000•psi = 1 Acai= 1 24 Fb•CD•CM•Ct.CF Fib, = 2900 psi Sme 1 gle I = 1 _ L ' Fv CD. CM•Ct•CH F = 290 psi "^ 240 Mmax ni�An F'b V 1.5 br4Ck- Fv 5•w•L 384•E'•A•D, _ vv-L 8 ' � Mmax = 18168.05 ft lb Allowable Stresses (adjusted) Sreq = 29.26 in < S = 79 in OK Sre — 37.05% S A req = 11.39 in < A = 50 in OK Area - 22.83 % A I req = 140 in < I = 375 in OK I req = 37.32% I 5 -1/4 x 11 -7/8 Parallam Beam (PSL) - B13 kJ= 13.5.ft 1,J= 5.25in ,h= 11.875in Df = 15 psf Lf = 40 psf TLf = 55 psf TL = 40 psf tom:= 14.5ft (floor) 4= Oft (roof) , TLf twf + TLr'twr w = 798 plf w := Df twf + Dr twr wDL = 218 plf 2900.psi , := 290.psi := 2000000•psi ,w= 1 := Fb•CD•CM•C Fb = 2900 psi ^ 1 n =1 g Fv CD. Cm-Cr CH F = 290 psi 2144A:= Mmax Sreq = 75.18 in < S = 123 id OK Fb �= V 1.5 Areq = 23.76 in < A = 62 in OK F'v 4 II CL: 5•w•L I feq = 441.48 in < I = 733 in OK 384•E'•A ,,:= 4 — h I Vmax = 4593.93 lb Rmax = 5383.12 lb Page B8 Sreq = 60.93 % S Areq — 38.11% A Ireq = 60.26% I 4/26/2007 04607 B.mcd Sheet B8 of 14 NN Engineering, P.S. ' 9518 39th Ave. Ct. SW, Lakewood, WA 98499 • 6x10 Sawn Beam - b14 D f = 15 psf Lf = 40 psf w := TLft + TLrt Fb•CD•CM•Ct•CF E F Ct. CH Fb Vim• 1.5 614C14.- F I SwL "'' 384- E'•AZL 5 - 118 x 9 Glu - Lam Beam - b15 Df= 15 psf Lf = 40psf w:= TLft + TLr'twr w g 2 — Allowable Stresses (adjusted) ,I,:= 2400-psi , ,:= 165-psi , := Fb' CD- CM'Ct'Cv ,v:= FvCD•CM' F V•1.5 6941 F' 5•w•L agar 4 384•E'•ATT, M max = 9020 ft lb TLf = 55 psf w = 1100 plf 2 �= w8 M = 3437.5 ft lb := w• (2 — h) Allowable Stresses (adiusted) DF #2 b 875-psi , := 95-psi , A 1700000-psi 1% = 1050 psi w = 1127p1f F' = 95 psi req 39.29in < - S =78in OK A req = 30.03 in < A = 51 in OK I 36.4in < - I = 363 in 4 OK Ar 4 — h ) £:= 1800000-psi Fb = 2400psi F' = 165 psi Kalinichenko Residence ,= 8-ft TLf = 55 psf TL = 40 psf v Df twf + Dr'twr • = 1 • = 1 gUA:= 1 S ieq = 45.1 in < S = 69 in OK A req = 33.31 in < A = 46 in OK l req = 144.32 in < I = 311 in OK 1 5•ft t;= 5.5in k:= 9.25in TL = 40 psf tom:= 8ft (floor) A := Dft + Drt wDL = 368 plf Page B9 V alax = 1902.081b Rrrj = 27501b &IV= 1 = 1 LUA:= 1 ,= 5.125in 2 9in t = 8.5ft (floor) Vp = 3664.38 lb R max = 45101b Sreq S Areq = 72.22% A . = 65.19% A•pL = 0.4 in Ireq = 46.35% I , g= 1.2 ,5j= 1 L ' _ 240 Sfe4 — 50.09% S Areq — 59.03% A I req = 10.03% I wDL = 375 plf ,:= 1 a = 1 _ L ' 240 ADL= 0.13in Cvact = 1.133 Assumed OK 4/26/2007 04607 B.mcd Sheet B9 of 14 t = 16.5ft (roof) t 16.5ft (roof) := w•L•.5 NN Engineering, P.S. - 9518 39th Ave. Ct. SW, Lakewood, WA 98499 • 3 - 1/2 x 11 - 7/8 Parallam Beam (PSL) - B16 D f = 15 psf Lf = 40 psf TLf = 55 psf TL = 40 psf w := TLft + TL w = 385 plf w• L ^'; _ 8 Allowable Stresses (adiusted) 4:= 2900•psi ,,:= 290•psi ,A:= Fb' CD. Cm. CfCF FV.CD•CM CH Mmax F Vmax• 1.5 n7G- F'v 5•w•L "'' 384•E'•A 1L M max = 9432.5 ft lb 2000000•psi Fib = 2900 psi F' = 290 psi Kalinichenko Residence = 14•ft := Dft + Dr'twr := W• ( — h Vmax = 2314.01 lb 2 S = 39.03 in < S = 82 in OK A req = 11.97 in < A = 42 in OK Iraq= 237.7in4 < I= 488in OK 6x8 Sawn Beam - B17= 7.ft Df= 15psf Lf = 40psf TLf =55psf TL =40psf w:= TLf t TLr t w = 660 plf vim : = Dftµ f+ D �- w8 2 Allowable Stresses (adjusted) DF #2 := 875'psi := 95.psi U := Fb•CD•CM•CrCF •= Fv' CD. CM M F V 1.5 Ar, F'v 5 •w•L 384'E'•A 1L M max = 4042.5 ft lb := 1700000•psi F"b = 1050 psi F =95psi Ay84,1c,: = w(2 —h1 S req = 46.2 in < S = 48 in A feq = 30.18 n < A = 40 in req = 59.92 in < I = 175 in Page B10 = Aw t 3.5in b:= 11.875in tom, := 7ft (floor) WDL = 105 plf gi =1 = 1 n' _ 240 Sreq — 47.45% S Af eq — 28.8% A lr?q = 48.67% I j= 5.5in A,:= 7.25in t := 12ft (floor) wDL = 180 plf Vmax = 1911.25 lb = 1.2 i= 1 _ ' 240 Sreq — 95.89% S Afeq = 75.68% A Ifeq = 34.31% I 4/26/2007 04607 B.mcd Sheet B10 of 14 t Oft (roof) Rmax = 2695 lb t Oft (roof) R max = 23101b NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 6x8 Sawn Beam - B18 Df = 15 psf Lf = 40 psf TL f = 55 psf �w := TLft + TLr'twr w•L _ '� 8 Allowable Stresses (adjusted) DF #2 := 875•psi h,:= 95.psi , A:= Fb•CD• Cm' Ct•CF ,:= Fv Ct" CH _ Mmax F'b V 1.5 414 F'v 5•w•L • Awz 384•E' 6x8 Sawn Beam - B19 Di = 15 psf Lf = 40 psf , = TLft + TLr'twr w•L ,j_ 8 Allowable Stresses (adjusted) DF #2 ,= 875-psi ,:= 95.psi ,rkc Fb Fv Mmax Fb V 1.5 '6°9 F,v 5•w•L 384• Et. ATT, Mmax = 5280 ft lb Mmax = 2970 ft lb w = 660 plf z:= 1700000•psi 1% = 1050 psi F' Sreq = 60.34 in < S= 48 in A req = 35.39 in < A = 40 in I req = 89.45 in < I = 175 in = 6•ft= 5.5in 7.25in TL f = 55 psf TL = 40 psf tom:= 12ft (floor) w = 660 plf w j:= Dpt + D WDL = 180 plf := 1700000•psi Pi = 1050 psi F = 95 psi Kalinichenko Residence = 8•ft TL = 40 psf w := D + DA VI' L ,YRw,:= w•(2 —11) ,:= w (2 — h ) S req = 33.94 in < S = 48 in OK A req = 24.97 in < A = 40 in OK I req = 37.74in < I = 175 in OK Page B11 t . = 5.5in := 7.25in tom:= 12ft (floor) v►DL = 180 plf Vmax = 2241.25 lb = 1.2 gs, 1 _ ' 240 Sreq — 125.24% S Areq = 88.75% A Ire4 = 51.21% I Vmax = 1581.25 lb ;= 1•2 i= 1 _ "' 240 Sreq — 70.45% S Area — 62.61% A (rM� = 21.61% I 4/26/2007 04607 B.mcd Sheet B11 of 14 t= Oft (roof) Rmax = 2640 lb t= Oft (roof) Rmax = 19801b NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 5 - 1/8 x 10 - 1/2 Glu - Lam Beam - b20 Df= 15 psf Lf= 40 psf TLf= 55 psf v := TLft f + TL w = 193 plf w• L _ A,t 8 Allowable Stresses (adjusted) 2400-psi F 165-psi Zw= Fir CD•CM•Ct•C , FvCD•CM•Ct•CH Mmax 2W414:= Fb Vf• v I - 5 -w L n4PiW 384 E'. TL 4x10 Sawn Beam - (Optolnal) , w , •= TLft + TLr twr w g 2 lifiait;; Allowable Stresses (adjusted) DF #2 875-psi E,:= 95-psi , tip:= Fb•CD•CM•Ct• FvCD•CM•CrCH M Fb V 1.5 F'v 5•w•L Aa, ri 384•E'•An, M 3465 ft 1b ,:= w• C L - h Vmax = 986.56 R max = 11551b 2 A req = 8.97 in I req = 83.16111 M max = 3465 ft lb := 1800000-psi F'b = 2400psi F" = 165 psi S req = 1733 in < S = 94 in Kalinichenko Residence 2 12.ft TL = 40 psf A := Dftwf + D av = n = OK < A = 54 in OK < I = 494 in OK Df = l5psf Lf = 40psf . TLf =55psf TL =40psf , w.( - hl := 1700000-psi Fib = 1050psi F'v = 95 psi S req = 39.6 in < S= 50 in A req = 15.89 in < A = 32 in I req = 88.05in < 1=231 in OK Page B12 = 1 ,CAV= 1 n = 1 OK OK tom,:= 3.5ft (floor) Sreq S Areq - 16.67% A w = 193 plf w:= Dft + Dr•twr = 5.125in 10.5in V max = 1006.61 lb WDL = 53 Of - 18.4% An, = 0.6 in Ireq = 16.82% I = 1.2 = 1 ATt L 240 := 1 ni= 1 _ 240 Sreq = 79.34% S Areq = 49.09% A If = 38.14% I ADL = 0.16 in Cvact = 1.072 Assumed OK , tt. - --- 3.5in 9.25in wDL = 53 plf R max = 11551b 4/26/2007 04607 B.mcd Sheet B12 of 14 t= Oft (roof) w•L•.5 NN Engineering, P.S. 2 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Sawn Beam - B21 12.ft D= 15 psf Lf = 40 psf TLf = 55 psf TL = 40 psf u,:= 1 ft (floor) t •= on (roof) = TLf twf + TL w = 55 plf ,∎,mtt ,:= Dftwf + Dr'twr wDL = 15 Of Sawn Beam Properties - ,:= 875•psi:= 95.psi E 1700000•psi = 1 = 1 Fb•CD•CM•Ct•CF Fib = 875 psi , Mr= 1 ,Cti= 1 au= 1 := FvCD•CM•Ct•CH F' = 95 psi _ L 240 Shear Diagram Moment Diagram 1 1 4 2 0 —2 0 5 10 x(ft) RL =0.8k RR = 0.9k M max =4k•ft Vmax = 0.9k BEAM SELECTION = 3.5•in (beam thickness) bi := 11.25-in (beam depth) Alan:— 384 5 10 15 x(ft) Kalinichenko Residence USE t = 3.5 in Pi t w L RL 15 x h = 11.25 in BEAM Sreq = 54.32 in < S = 74 in OK A•D, = 0.15 in A req = 14.68 in < A = 39 in OK Beam Stresses f = 37.3% fb = 73.6% I req = 100.65 in < I = 415 in OK Page B13 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Kaiinichenko Residence Sawn Beam - B22 = 15.5.ft Df = 15 psf Lf = 40 psf 114= 55 psf TL = 40 psf i ft (floor) = Oft (roof) = TLft + TL w = 55 plf ANV w := DftW,f + Drt WDL = 15 Sawn Beam Properties - ,:= 875•psi ,:= 95.psi E:= 1700000•psi = 1 &:= Fb.CD.CM•Ct.CF Fib = 875 psi — 1 Cam:= 1 „E FV.CD•CM•Ct•CH F'v = 95 psi _ 240 5 •w ".^ 384 -E'•I Shear Diagram Moment Diagram 1 I I 6 0 5 10 x(ft) RL =0.7k RR= 1.2k V max = 1.2k BEAM SELECTION 1,;= 3.5-in (beam thickness) 15 20 ATL = 0.28 in Beam Stresses f = 46.3% fb = 86.3% 4 2 0 t := 11.25•in (beam depth) USE t = 3.5 in Page B14 0 5 10 x(ft) M max = 4.6k-ft 15 20 x h = 11.25 in BEAM S 63.69in < S =74 OK A req = 1825 in < A = 39 in OK I req = 152.44 in < I = 415 in OK 4/2612007 04607 B.mcd Sheet B14 of 14 := 1028•lb a:= 1141 mA e• LOT COVERAGE 12,888 TOTAL 2,099 BUILDING �T70 — COV'D ENTRY 288 DECK 85 ADDITION DRIVEWAY 294 EXISTING DRIVEWAY 22.0% COVERED ADRESS: SITE PLAN SCALE: 1 "= 30' -0" CITY OF TUKWILA, WA P/N 8687800045 Contractor shall check and verify all information contained in the drawings, and the site conditions prior to commencing construction. C') Orn -n m v P Nx C C C c VALLEY 72.40' NORTH EXISTING STRUCTURE NEW ADDITION 72.0' NORTH NEW CONCRETE STR�E�_ ._ OLEG & YULIYA KALINICHRENKD 14918 57TH AVE S 98168 TUWILA, WA 98168 PARCEL # 8687800045 r- NEW UPPER FLOOR SITEPLAN: CITY OF TUKWILA, WA 07 -29 -2008 OLEG KALINICHENKO 1491857AVS TUKWILA WA 98168 RE: Permit No. D07 -162 14918 57 AV S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final 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 must be in writinz 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 09/29/2008 , 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, xc: fer Marshall, it Technician Permit File No. D07 -162 City of Tukwila lla Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 April 2, 2008 Oleg Kalinichenko 1491857AvS Tukwila WA 98168 RE: Request for Extension Development Permit No. D07 -162 Mechanical Permit No. M07 -102 Plumbing/Gas Piping Permit No. PG07 -118 Kalinichenko Residence —14918 57 Av S Dear Mr. Kalinichenko, This letter is in response to your written request for an extension to Permit Nos. D07 -162, M07 -102, and PG07 -118. The Acting Building Official has reviewed your letter and considered your request to extend the above referenced permits. The City of Tukwila Building Division will be extending the expiration date of your permits an additional 180 days, through November 15, 2008. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, J nn fer Marshall Pe it Technician City of Tukwila Department of Community Development Jack Pace, Director File: Permit No. D07 -162, M07 -102, & PG07 -118 P:\Pemnt Center\Extension Letters \Pemtits\20071D07 -162+ Permit Extension.doc Page 1 of 1 jem Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 04 -01 -2008 City of Tukwila Department of Community Development RE: Permit No. M07 -102 Permit No. PG07 -118 Permit No. D07 -162 14918 57 Ave S Tukwila, WA We would like to request the extension of time for 90 days for the permits numbers above. The substantial work has been accomplished since last inspection and we are almost done. Hardwood floors are installed, cabinets are installed and tile work is being done right now. But we do need a little more time to paint all of the millwork, installing lighting fixtures and faucets and other touch ups. Thank you in advance for your consideration. Sincerely, L 14e1-'c7 Oleg alinichenko Cell: 253- 988 -8892 RECEIVED Cirf OFTUKWILA APR 012008 PERMIT CENTER 6 , e , t ,f, Apo ��- rig KO DEPARTMENTS: At)(/ 6Ib BuiI ing uivision Pub icW 5 R-o fp, 2 -28-02 `�' PERMIT COORD COPY ` PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -162 DATE: 5 -2 -07 PROJECT NAME: KALINICHENKO RESIDENCE SITE ADDRESS: 14918 57 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued APPROVALS OR CORRECTIONS: 54 1.8 -1 Fire Prevention Structural TERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05-03-07 Complete ] Incomplete ❑ Y�. Ap ion PI nning Division Permit Coordinator ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 05 -31 -07 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206 - 431 -3670 Public Works Department: 206 - 433 -0179 Planning Division: 206 -431 -3670 STATE OF WASHINGTON) ) ss. COUNTY OF KING ) AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION \applications18 -2004 affidavit in lieu of contractor registration Ob2.0 H/I [please print] 1 I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. PERMIT NO.: , states as follows: 3. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration rewirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. / ' S , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. (2te NOTARY PUBLIC in and for the s tate of Washington, Residing at KIYIQ //,J��. beacy as commissioned: AJic 4 Ueacy My commission expires: 6-16-08 / 2l Ti, MN-- 109,, 4 RAAH tq APPL ANT Signed and sworn to before me this 2./Si day of May , 20 07 . , County. 18.27.090 Exemptions. This chapter shall not apply to: 1. 2. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district or other municipal or political corporation or subdivision of this state; 3. Officers of the court when they are acting within the scope of their office; 4. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 5. Any construction, repair or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 6. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of the structure; 7. Any construction, alteration, improvement or repair of personal property, except this chapter shall apply to all mobile, manufactured housing. A mobile/manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 8. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 9. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor, 10. Any work or operation on one undertaking or project by one or more contractors, the aggregate contract price of which for labor and materials and all other items is less than $500.00, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in all instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into \applications\8 -2004 affidavit in lieu of contractor registration w contracts of amounts less than $500.00 for the purpose of the evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor, 11. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except then any of the above work is performed by a registered contractor; 12. An owner who contracts for a project with a registered owner; 13. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but his exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 14. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 15. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 16. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 17. Contractors on highway projects who have been prequalified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of transportation to perform highway construction, reconstruction, or maintenance work. GENERAL NOTES GENERAL NOTES; 1. ALL WORK SHALL MEET ALL APPLICABLE CODES. ALL MATERIALS, PROCEDURES, AND CONSTRUCTION INSTALLATIONS SHALL MEET AND BE IN COMPLIANCE WITH THE CURRENT STATE ENERGY CODE. 2. CHECK AND VERIFY ALL DIMENTION BEFORE PROCEEDING WITH THIS WORK, AND BEFORE PERFORMING ANY OPERATION OR PHASE OF THE WORK. NOTIFY THE DESIGNER IMMEDIATELY OF ANY DISCREPANCIES BEFORE PROCEEING. 3. ALL WORK SHALL BE PERFORMED IN A GOOD WORKMANLIKE MANNER. 4. OBTAIN ALL NECESSARY AND REQUIRED PERMIRS, TESTING, AND APPROVALS. 5. ALL FOOTINGS SHALL BEAR ON AND BE PLACED IN ORGANIC SOIL, OR PROPERLY PLACED COMPACTED FILL 6. ALL CONCRETE SHALL BE 2000 PSI. MINIMUR 5- 1 /2SACKS MIX 7. ALL GLUI.AM BEAMS SHALL BE PER ENGINEERING PLANS 8. ALL NAILING SHALL BE AS PER THE UNIFORM BUILDING CODE, SEE ENGINEERING PLANS GENERAL REQUITE FOR ENERGY CONSERVATION: 1. SLAB ON GRADE SHALL BE PROVIDED WffH COARSE OF WASHED GRAVEL SUB -BASE A MINIMUM OF 4 INCHES THICK. ALL PERIMETERS OF HEATED SPACE SHALL BE INSULATED TO R =10 A MINIMUM OF 24 INCHES IN WIDTH AND INSULATED IN AN APPROVED MANNER. ALL SLABS SHALL BE UNDERLAIN WITH 6 MIL BLACK POLYETHYLENE. 2. ALL UNHEATED CRAWISPACE AREAS SHALL HAVE A CONTINUOUS LAYER OF 6MIL BLACK VAPOR BARRIER, WHICH SHALL CONTINUE UP FOUNDATION STEM WALLS AND UNDER SILL PLATES. SILL PLATES SHALL BE SET ON A CONTINUOUS SILL SEALER. 3. CONTINUOUS CAULKING S HALL BE APPLIED TO ALL SOLE PLATES OF EXTERIOR WALLS BEFORE THEY ARE SET INTO PLACE. 4. ALL ROUGH OPENINGS AROUND DOORS AND WINDOWS SHALL BE SEALED WITH CAULKING OR FOAM TO CREATE AN AIRTIGHT SEAL. 5. ALL PENETRATION IN EXTERIOR BUILDING SHELL SHALL BE WEATHER SCALED INCLUDING HOLES FOR ELECTRICAL, MECHANICAL AND PLUMING. SEALING SHALL BE PREFORMED IN APPROVED MANNER TO ACHIEVE PERMANENCE AGAINST AIR INFILTRATION. 6. ALL PERIMETER RIM JOIST AND FLOOR SHEATHING TO RIM JOIST SHALL BE CAULKED OR GLUED CONTINUOUS. 7. WALL AND CEILING INSULATION SHALL BE FACE STAPLED TO INTERIOR FACE OF FRAMING MEMBER OR A SMILE. POLYETHYLENE VAPOR BARRIER INSTALLED ON INTERIOR FACE IN AN APPROVED MANNER. FLOOR SHEATHING SHALL BE EXTERIOR GLUE TYPE AND CONTINUALLY GLUED AT ALL JOINTS. FLOOR INSULATION SHALL BE SUPPORTED BY WEBBING, TWINE, WIRE OR BREATHABLE BARRIER IN APPROVED MANNER. INSTALL VENT SPACE CONTINUOUS ABOVE INSULATION. 8. EXTERIOR WALLS SHALL HAVE A CONTINUOUS LAYER OF BREATHABLE VAPOR BARRIER. BARRIER SHALL BE WRAPPED INTO WINDOW AND DOOR OPENINGS TO CREATE A CONTINUOUS BARRIER TO AIR INFILTRATION. 9. ALL EXTERIOR PENETRATIONS AND DOOR AND WINDOW SHALL BE WEATHER - STRIPPED. ALL ATTIC ACCESS AND CRAWL SPACE OPENING SHALL BE WEATHER - STRIPPED. ACCESSES SHALL BE INSULATED TO FULL REQUIRED DEPTH. 10. ALL ELECTRICAL BOXES ON EXTERIOR WALLS SHALL BE SEALED AND GASKET. 11. ALL EXHAUST FANS SHALL BE PROVIDED WITH POSITIVE CLOSING BACK DRAFT DAMPERS. 12. FIREPLACE SHALL BE FITTED WITH TIGHT FITTING GLASS OR METAL DOORS AND A TIGHT CLOSING DAMPER. PROVIDE EXTERIOR COMBUSTION AIR FOR ALL WOOD BURNING EQUIPMENT. DMSION 1 GENERAL _WQUI}REMENTS WORK PERFORMED 1. THESE GENERAL NOTES UNLESS OTHERWISE NOTED ON PLANS OR SPECIFICATIONS. 2. INTERNATIONAL BUILDING CODE, APPLICABLE EDITION. 3. ALL APPLICABLE LOCAL, STATE AND FEDERAL CODES, ORDINANCE, LAWS, REGULATIONS AND PROTECTIVE COVENANTS GOVERNING THE SITE OF WORK. 4. STANDARD SPECIFICATIONS OF ASTM. 5. IN CASE OF CONFLICT, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. 6. THE CONTRACTOR SHALL SUBMIT FOR THE ARCHITECT'S AND BUILDER'S APPROVAL ALL MATERIALS OR EQUIPMENT WHICH IS CONSIDERED TO THAT SPECIFIED. ON SITE VERIFICATION 1. OF ALL DIMENSIONS AND CONDITION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SUB- CONTRACTORS OR SUB - CONTRACTOR. NOTED DIMENSIONS TAKE PRECEDENT OVER SCALE. EACH CONTRACTOR OR SUB- CONTRACTOR SHALL REPORT TO PROJECT SUPERINTENDENT ALL CONDITIONS, WHICH PREVENT THE PROPER EXECUTION OF THEIR WORK. 2. CLIENT'S ARCHITECT AND PROJECT SUPERINTENDENT TO BE NOTIFIED IMMEDIATELY BY CONTRACTOR OR SUB - CONTRACTOR SHOULD ANY DISCREPANCY OR OTHER QUESTION ARISE PERTAINING TO THE WORKING DRAWINGS AND /OR SPECIFICATIONS? THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES, OR OMISSIONS WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT OF BEFORE CONSTRUCTION AND /OR FABRICATION OF WORK 3. SUB - CONTRACTOR SHAW INSURE THAT ALL WORK IS DONE IN A PROFESSIONAL WORKMANLIKE MANNER BY SKILLED MECHANICS AND SHALL REPLACE ANY MATERIALS OR ITEMS DAMAGED BY SUB - CONTRACTORS PERFORMANCE. SUB - CONTRACTORS AND SUPPLIERS ARE HEREBY NOTIFIED THAT THEY ARE TO CONFER AND COOPERATE FULLY WITH EACH OTHER DURING THE COURSE OF CONSTRUCTION TO DETERMINE THE EXACT EXTENT AND OVER LAP OF EACH OTHER'S WORK AND TO SUCCESSFULLY COMPLETE THE EXECUTION OF THE WORK. ALL SUB - CONTRACTOR WORKMANSHIP WILL BE OF QUALITY TO PASS INSPECTIONS BY LOCAL AUTHORITIES, LENDING INSTITUTIONS, ARCHITECT OR BUILDERS. ANY ONE OR ALL OF ABOVE MENTIONED INSPECTORS MAY INSPECT WORKMANSHIP AT ANY TIME, AND ANY CORRECTIONS NEEDED TO ENHANCE THE QUALITY OF BUILDING WILL BE DONE IMMEDIATELY. EACH SUB - CONTRACT AGREEMENT, SHELL IS RESPONSIBLE FOR CLEANING UP AND REMOVING FROM THE JOB SITE ALL TRASH AND DEBRIS NOT LEFT BY OTHER SUB - CONTRACTORS. BUILDER WILL DETERMINE HOW SOON AFTER SUB - CONTRACTORS COMPLETE EACH PHASE OF HIS WORK THAT TRASH AND DEBRIS WILL BE REMOVED FROM THE SITE. STRUCTURAL ENGINEERING 1. REFER TO THE CURRENT CALCULATIONS FOR ANY QUESTION REGARDING LUMBER GRADE, BEAM HEADER SIZE, FOOTING AND SHEAR REQUIREMENTS. 2. NO DEVIATION FROM STRUCTURAL DETAILS SHALL BE MADE WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. APPROVAL BY CITY INSPECTOR DOSE NOT CONSTITUTES AUTHORITY TO DEVIATE FROM PLANS OR SPECIFICATION. DMSION 2 SLEE WORK 1. ALL FOOTINGS SHALL REST ON FIRM NATURAL SOIL OR APPROVED COMPACTED FILL (REFER TO SOILS REPORT.) 2. REFER TO THE CURRENT CML ENGINEERING'S GRADE AND PLOT PLANS. 3. REFER TO THE CURRENT LANDSCAPE ARCHITECT'S GRADING AND CONSTRUCTION DOCUMENTS. 4. ALL FINISH GRADES TO DRAIN AWAY FROM THE BUILDING FOOTINGS. PROTECTION AGAINST DECAY AND TERMITES 1. WOOD EMBEDDED IN THE GROUND OR IN DIRECT CONTACT . WITH THIS EARTH AND USE FOR THE SUPPORT OF PERMANENT STRUCTURES SHALL BE TREATED WOOD. 2. WOOD JOISTS OR THE BOTTOM OF WOOD FLOORS CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAT 12 INCHES TO THE GROUND UNDER -FLOOR AREAS AND THEIR SUPPORT, SHALL BE TREATED WOOD OR ALL HEART-WOOD OF APPROVED NATURALLY DURABLE SPECIES AS IN THE I.R.C. AND /OR I.B.C., APPLICABLE EDmON. PLATES SILL AND SLEE ERS 1. ALL FOUNDATIONS PLATES OR SILLS AND SLEEPERS ON CONCRETE OR MASONRY SLAB, WHICH IS IN DIRECT CONTACT WITH EARTH, AND SILLS WHICH REST ON CONCRETE OR MASONRY FOUNDATION, SHALL BE PRESSURE TREATED WOOD OR FOUNTAIN REDWOOD, ALL MARKED OR BRANDED BY AN APPROVED AGENCY. WOOD AND EARTH SEPARATION 1. NO UNTREATED WOOD, EXCEPT FOUNDATION REDWOOD, SHALL BE NEARER THAN 6 INCHES TO ANY EARTH UN LESS SEPARATED BY CONCRETE AT LEAST 3 INCH IN THICKNESS WITH AN IMPERVIOUS MEMBRANE INSTALLED BETWEEN THE EARTH AND CONCRETE. FourmanoN vermLanoH 1. UNDER -FLOOR AREAS SHALL BE VENTILATED BY AN APPROVED MECHANICAL MEANS OR BY OPENING INTO THE UNDER -FLOOR AREA WALLS. SUCH OPENING SHALL HAVE A NET AREA OF NOT LESS THAN 1 SQUARE FOOT FOR EACH 150 SQUARE FEET OF UNDER -FLOOR AREA. OPENINGS SHALL BE LOCATED AS CLOSE TO CORNERS AS PRACTICAL AND SHALL PROVIDE CROSS VENTILATION. THE REQUIRED AREA OF SUCH OPENING SHALL BE APPROXIMATELY EQUALLY DISTRIBUTED ALONG THE LENGTH OF AT LEAST TWO OPPOSITE SIDE. THEY SHALL BE COVERED WITH CORROSION - RESISTANT WIRE MESH WITH MESH OPENINGS OF X INCH IN DIMENSION FRAMING PRACTICES WORKMANSHIP- 1. ALL MEMBERS SHALL BE FRAMED, ANCHORED, TIED AND BRACED SO AS TO DEVELOP THE STRENGTH AND RIGIDITY NECESSARY FOR THE PURPOSE FOR WHICH THEY ARE USED. PIPES IN WALLS 1. STUD PARTITIONS CONTAINING PLUMBING, HEATING OR OTHER PIPES SHALL BE SO FRAMED AND THE JOISTS UNDERNEATH SO SPACED AS TO GIVE PROPER CLEARANCE FOR THE PIPING. WHERE A PARTITION CONTAINING SUCH PIPING RUN PARALLEL TO THE FLOOR JOISTS UNDERNEATH SUCH PARTITIONS SHALL BE DOUBLE AND SPACE TO PERMIT THE PASSAGE OF SUCH PIPES ARE PLACED IN OR PARTLY IN A PARTITION, NECESSITATING THE CUTTING OF THE SOLE OR PLATES, A METAL TIE NOT LESS THAN 16 GALV. GANG 1 1/2 INCH WIDE SHALL BE FASTENED TO EACH PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN SIX 16D NAILS. BORED }TOLES: 1. A HOLE NOT GREATER IN DIAMETER THAN 40 PERCENT OF THE STUD WITH MAY BE BORED IN ANY WOOD STUD. BORED HOLES NOT GREATER THEN 60 PERCENT OF THE WIDTH OF THE STUD ARE PERMITTED IN NONBEARING PARTITIONS OR IN ANY WALL WHERE EACH STUD IS DOUBLED, PROVIDED NOT MORE THAT TWO SUCH SUCCESSIVE DOUBLE STUD ARE SO BORED. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEAR THAN 5/8 INCHES TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF THE STUD AS A CUT OF NOTCH. ROUGH WINDOW SILLS OVER 8 FEET IN LENGTH SHALL BE DOUBLED. BLOCKING TO BE PROVIDED AT ALL HANDRAILS. ALL BOLTS SHALL BE RETIGHTENED PRIOR TO THE APPLICATION OF SHEATHING, PLASTER ETC. 2. NAILING SCHEDULE(SEE STRUCTURAL ENGINEER'S SHEET) ATTIC VENTILATION 1. ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN AND SNOW. THE NET FREE VENTILATING AREA SHALL BE LESS THAN 1/150 OF THE AREA OF THE SPACE VENTILATED, EXCEPT THAT THE AREA MAY BE 1/300 PROVIDED 50 PERCENT OF THE REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABOVE EAVE OR CORNICE VENTS, WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. THE OPENING SHELL BE COVERED WITH CORROSION- RESISTANT METAL MESH WITH MESH OPENING OF X INCH IN DIMENSION. DO NOT BLOCK VENT WITH INSULATION. FIRE BLOCKS AND DRAFT STOPS 1. IN COMBUSTIBLE CONSTRUCTION, FIRE BLOCKING AND DRAFT STOPPING SHALL BE INSTALLED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND SHALL FORM AN EFFECTIVE BARRIER BETWEEN FLOOR, BETWEEN A TOP STORY AND ROOF OR ATTIC SPACE, AND SHALL SUBDIVIDE ATTIC SPACE, CONCEALED ROOF SPACE AND FLOOR - CEILING ASSEMBUES. THE INTEGRITY OF ALL FIRE BLOCKS AND DRAFT STOPS SHALL BE MAINTAINED 2. FIRE BLOCKS SHALL BE PROVIDED IN THE FOLLOWING LOCATIONS: 3. IN CONCEALED SPACE OF STUD WALLS AND PARTITIONS INCLUDING FURRED SPACES, AT THE CEILING AND FLOOR LEVELS AND AT 10 -FOOT INTERVALS BOTH VERTICAL AND HORIZONTAL EXCEPTION: 1. FIRE BLOCKS MAY BE OMITTED AT FLOOR AND CEILING LEVELS WHEN APPROVED SMOKE - ACTUATED FIRE DAMPERS ARE INSTALLED AT THESE AT THIS LEVEL 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACE SUCH AS OCCUR AT SOFFITS , DROP CEILING AND COVE CEILINGS; AND COVE CEIUNG; 3. IN CON SEALED SPACE BETWEEN STAIR STRINGS AT THE TOP AND BOTTOM OF THE RUN AND BETWEEN STUDS ALONG AND IN UNE WITH THE RUN OF STAIRS IF THE WALLS UNDER THE STAIRS ARE UNFINISHED; 4. IN THE OPENINGS AROUND VENTS PIPES DUCTS CHIMNEY FIREPLACE AND SIMILAR OPENINGS WITH AFFORD A PASSAGE FOR FIRE AT CEILING AND FLOOR LEVELS, WITH NONCOMBUSTIBLE MATERIALS. 5. AT OPENING BETWEEN ATTIC SPACE AND CHUMMY CHASES FOR BUILT CHIMNEYS IRE BLOCK CONSTRUCTION 1. EXCEPT AS PROVIDED IN ITEM 4 ABOVE, FIRE BLOCKING SHALL CONSIST OF 2 INCHES NOMINAL LUBER OR TWO THICK NESSES OF 1 INCH NOMINAL LUMBER WITH BROKEN LAP JOINTS OR ONE THICKNESS OF 23/32 INCH WOOD STRUCTURAL PANEL WITH JOINTS BACKED BY 23/23, INCH WOOD PANEL, OR ONE THICKNESS OF ? INCH TYPE 2 -M PARTICLE BOARD WITH JOINT BACKED BY 3/ 4 INCH TYPE 2 -M PARTICLEBOARD. 2. FIRE BLOCKS MAY ALSO BE OF GYPSUM BOARD, GLASS FIBER, MINERAL FIBER OR OTHER APPROVED MATERIAL SECURELY FASTED IN PLACE. WALLS HAVING PARALLEL OR STAGGERED STUD FOR SOUND TRANSMISSION CONTROL SHALL HAVE FIRE BLOCKS OF MINERAL FIBER OR GLASS FIBER OTHER APPROVED NO RIGID MATERIAL. • DRAFT STOPS. WHERE REQUIRED SHALL BE PROVIDED IN THE FOLLOWING LOCATION: 2. FLOOR - CEILING ASSEMBLIES. SINGLE - FAMILY DWELLING. WHEN THERE IS USABLE SPACE ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR CEILING ASSEMBLY IN A SINGLE FAMILY DWELLING, DAFT STOPS SHALL BE INSTALLED SO THE AREA OF THE TWO OR MORE DWEWNG UNITS. DRAFT STOP BE INSTALLED IN FLOOR CEILING ASSEMBLIES OF BUILDING HAVING MORE THAN ONE DWEWNG UNITS. SUCH DAFT STOPS SHALL BE IN LINE WITH WALLS SEPARATING INSTEAD INDIVIDUAL DWELLING UNITS AND FROM OTHER AREAS DRAFT STOP SHALL BE INSTALLED IN THE ATTICS, MANSARDS, OVERHANGS, FALSE FRONTS SET OUT FROM WALLS AND SIMILAR CONCEALED SPACE OF BUILDINGS CONTAINING MORE THAN ONE DEWING UNIT. DRAFT STOP_CO_ NSTRUCTION 1. DRAFTS STOPPING MATERIALS SHALL NOT BE LESS THEN 34 INCH GYPSUM BOARD, 3/8 -INCH WOOD STRUCTURAL PANEL, TYPE 2- M PARTICLEBOARD OR OTHER APPROVED MATERIALS ADEQUATELY SUPPORTED. 2. ALL STAIR WAYS LANDINGS, GUARDRAILS &HANDRAILS SHALL COMPLY FULL WITH I.R.C. SECTIONS R314 R315 AND R316 AND /OR I.B.C. SECTION 1003.3.2.12 AND 1003.3.3.11 REQUIRED HANDRAILS AT STAIRWAYS SHALL BE CONTINUOUS THE FULL LENGTH OF THE STAIRS AND MAY BE INTERRUPTED ONLY AT A LANDING AS DEFINE IN I.R.C. SECTION R315 AND /OR I.B.0 SECTION 1003.3.311.4. TEMPORARY WALL BRACING FARMER IS RESPONSIBLE FOR INSTALLING TEMPORARY WALL BRACING TO ADEQUATELY SUPPORT FRAMING DURING CONSTRUON HAS BEEN ACHIEVED DMSION3 THERMAL & MOISTURE PROTECTION FLASHING AND COUNTER, FLASHING EXTERIOR OPENING EXPOSED TO THE WEATHER SHALL BE FLASHED IN SUCH A MANNER AS TO MAKE THEM WEATHERPROOF. FLASHING AND COUNTER FLASHING SHALL BE PROVIDE AT THE JUNCTION OF THE ROOF AND VERTICAL SURFACE (WLAS, ETC). ALL PARAPETS SHALL BE PROVIDE WITH COPING OF APPROVED MATERIALS. ALL FLASHING COUNTER FLASHING AND COPYING, WHEN OF METAL, SHALL BE OF NOT LESS THAN NO. 26 U.S. GAUGE CORROSION RESISTANT METAL ROOF VALLEY FLASHING SHALL BE PROVIDED FOR SHINGLE AS FOLLOWS: ASPHALT SHINGLES THE ROOF VALLEY FLASHING SHALL BE THE SAME AS REQUIRED FOR WOOD SHINGLES OR SHALL BE OF LACED ASPHALT SHINGLES APPLIED IN AN APPROVED MANNER WITH AN UNDERLAYMENT OF NOT LESS THAN TYPE 15 FELT EXTENDING 18 INCH FROM THE CENTER UNE EACH WAY , OR SHALL BE OF TWO LAYERS OF 90POUND MINERAL SURFACE CAP SHEET CEMENTED TOGETHER WITH THE BOTTOM WITH THE BOTTOM LAYER NOT LESS THAT 12 INCHES WIDE LAID FACE DOWN AND THE TOP LAYER NOT LESS THAN 24INCHES WIDE LAID FACE UP. SLATE SHINGLE AND CLAY AND CONCRETE TILE THE ROOF VALLEY FLASHING SHALL BE PROVIDED 0 NOT LESS THAN NO. 28 GALVANIZED SHEET GAUGE CORROSION RESISTANT METAL APPLIED OVER AN UNDERLAYMENT OF NOT LESS THEN 30# ASTM FELT. THE METAL SHALL EXTEND AT LEAST 12 INCHES FROM THE CENTERLINE EACH WAY AND SHALL HAVE A SPLASH DWERTER RIB NOT LESS THAN 1 INCH HIGH AT THE FLOW LINE FORMED AS PART OF THE FLASHING. SECTION OF FLASHING SHALL HAVE AN END LAP OF NOT LESS THAN 4 INCH. WOOD SHINGLES AND WOOD $HAKES. THE ROOF VALLEY FLASHING SHALL BE PROVIDED OF NOT LESS THAN NO.28 GALVANIZED SHEET GAUGE CORROSION RESISTANT METAL APPLIED OVER AN UNDERLAYMENT OF NOT LESS THAN 30 # A.S.T.M. FELT. THE METAL SHALL EXTEND AT LEAST 12 INCH FROM THE CENTER UNE EACH WAY FOR WOOD SHAKES. SECTIONS OF FLASHING SHALL HAVE AN OVER LAP OF NOT LESS THEN 4 INCHES. FLASH AND COUNTER FLASH AT ALL ROOF TO WALL CONDITIONS. G.I. SHES AND CAULK LK WOOD BEAMS AND OUT LOOKERS PROJECTED THROUGH EXTERIOR WALLS OR ROOF SURFACES. WHERE EXPOSE TO WEATHER FLASH ALL HORIZONTAL WOOD TRIM BUTTING TO EXTERIOR FINISH. SKYLIGHTS: SKYLIGHT ARE TO BE CONSTRUCTED AND INSTALLED AS MANUFACTURERS AND I.R.0 SECTION R 308.6 AND /OR I.B.0 SECTION 2610 WATERPROOFING WEATTiER =_VPOSED„ REA BALCONIES LANDINGS EXTERIOR STAIRWAYS OCCUPIED ROOF AND SIMILAR SURFACE EXPOSED TO THE WEATHER AND SEALED UNDERNEATH SHALL BE WATERPROOFED AND SLOPED A MINIMUM OF X UNIT VERTICAL IN 12 UNITS HORIZONTAL (2 %SLOPE) FOR DRAINAGE. DAM PROOFING FOUNDATION WAIL UNLESS OTHER WISE APPROVED BY THE BUILDING OFFICIAL FOUNDATION WALL ENCLOSING A BASEMENT BELOW FINISHED GRADE SHALL BE DAMP PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS INSULATION 1. INSULATION SHALL COMPLY WITH FOLLOWING 2. THE FOLLOWING OPENINGS IN THE BUILDING ENVELOP MUST BE CAULKED SEALED OR WEATHER - STRIPPED: 3. EXTERIOR JOINTS AROUND WINDOW AND DOORFRAMES BETWEEN WALL PANELS WALL SOLE PLATES AND FLOORS: 4. OPENING FOR PLUMING ELECTRICAL AND GAS UNE IN EXTERIOR AND INTERIOR WALLS, CEILING AND FLOORS: 5. OPENINGS IT THE ATTIC FLOOR (SUCH AS WHERE CEILING PANELS MEET INTERIOR AND EXTERIOR WALLS AND MASONRY FIREPLACE); AND 6. ALL THINGS IN THE BUILDING ENVELOPE. 7. ALTERNATIVE APPROVED TECHNIQUES MAY BE MAY USED TO MEET THE STANDARD CAULKING REQUIREMENTS FOR EXTERIOR WALLS INCLUDING BUT NOT LIMITED TO CONTINUOUS STUCCO, COWLING OR TAPING OF ALL JOINTS BETWEEN WALL COMPONENTS (E.G., BETWEEN SLABS IN WOOD SLATS WALL.) BUILDING WRAPS OR RIGID WALL INSULATION. BUILDER AND INSTALLER ARE TO PROVIDE A CONSPECTUS LOCATION 8. SEE PLANS FOR PARTY WALLS CONDITIONS EXTERIOR WALL COVERINGS: 1 WEATHER RESISTIVE BARRIER- 2. PROVIDE ONE (1) LAYER 60- MINUTE GR. 'D' PAPER MINIMUM UNDER ALL EXTERIOR FINISHES (2LAYER OVER WOOD BASE SHEATHING BEHIND EXTERIOR PLASTER) MATERIALS - 1. ALL EXTERIOR MATERIALS SHALL CONFORM TO THE REQUIREMENT OF THE UNIFORM BUILDING CODE, APPLICABLE EDITION, STATE AND LOCAL CODES. 2. SIDING SOLID WOOD SIDING SHALL HAVE AN AVERAGE THICKNESS OF 3/8 INCH UNLESS PLACED OVER SHEATHING PERMITTED BY I.R.C. AND /OR I.B.C. SIDING PATTERN KNOWN AS RUSTIC, DROP SIDING OR SHIPLAP SHALL HAVE AN AVERAGE THICKNESS OF NOT LESS THAN 3/8 INCHES. BEVEL SIDING SHALL HAVE A MINIMUM THICKNESS MEASURED AT THE BUT SECTION OF NOT LESS THAN 7/ 16 INCH AND A TIP THICKNESS OF NOT LESS THAN 3/16 INCH. ALL WEATHERBOARDING OR SIDING SHALL BE SECURELY NAILED TO EACH STUD WITH NOT LESS THAN ONE NAIL OR 15/32 INCH WOOD STRUCTURAL PANEL SHEATHING OF IA INCH PARTICLEBOARD SHEATHING WITH NOT LESS THAN ONE LINE OF NAILS SPACED NOT MORE THAN 24 INCHES ON CENTER IN EACH PIECE OF THE WEATHERBOARDING OR SIDING 3. WHERE HARD SIDING IS USED FOR COVERING THE OUTSIDE OF EXTERIOR WALLS, IT SHALL CONFORM TO THE I.R.C. APPLICABLE EDmON, STATE AND LOCAL CODES. LAP SIDING SHALL BE INSTALLED HORIZONTALLY AND APPLIED TO SHEATHED OR UNSHEATHED WALLS. CORNER BRACING SHALL BE INSTALLED TO CONFORM TO I.B.C. AND /OR I.B.0 REQUIREMENTS. A WEATHER RESISTIVE BARRIER (GRADE 'D') SHALL BE INSTALLED UNDER LAP SIDING. ALL FASTENERS USED FOR THE ATTACHMENT OF SIDING SHALL BE OF CORROSION - RESISTANT TYPE. NAIL SIZE AND SHALL PENETRATE FRAMING 1 34 INCHES. LAP SIDING SHALL OVER LAP 1 INCH MINIMUM AND NAILED THROUGH BOTH COURSES AND INTO FRAMING MEMBERS WITH NAILS LOCATED 14 INCHES FROM OF THE BOTTOM OF THE OVERLAPPED COURSE, OR TO MANUFACTURERS SPECIFICATIONS 4. VINYL SIDING MAY INSTALLED ON EXTERIOR WALLS ACCORDING TO THE REQUIREMENTS OF I.R.C. SECTION R703 AND /OR I.B.C. SECTION 1404.9 AND SHALL BE SECURED TO THE BUILDING SO AS TO PROVIDE WEATHER PROTECTION FOR THE EXTERIOR WALLS. DMSION 4 -- SPECIALTIES 1. ALL CLOSETS TO HAVE ONE 12" SHELF AND ONE POLE UNLESS NOTED OTHERWISE ON PLAN. ALL LINEN CLOSETS TO HAVE FIVE (5) 15" SHELVES UNLESS NOTED OTHERWISE. 2. PROVIDE A SUPERIOR PREFAB WOOD BURNING FIREPLACE WHERE NOTED. PROVIDE SCREEN AND FLUE PIPING AS REQUIRED FOR COMPLETE INSTALLATION. INSTALL IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS AND IN COMPLIANCE WITH ALL APPLICABLE CODES. DMSION 11 - MECHANICAL HEATINGAENTILATTNG AND„/, ,_CON,DRION (HVAC) 1. CONTRACTOR SHALL PROVIDE ALL LABOR, MATERIALS AND EQUIPMENT TO COMPLETE THE DESIGN AND INSTALLATION OF HEATING, COOLING, AND VENTILATING SYSTEMS, INCLUDING BUT NOT LIMITED TO HEATING PLANT DISTRIBUTION, AIR CONDITIONING SYSTEM HUMIDIFICATION, TEMPERATURE AND HUMIDIFICATION CONTROL, EXHAUST FANS, GAS FIRED EQUIPMENT FLUES AND APPLIANCE VENTS. 2. ENTIRE SYSTEM SHALL CONFORM TO APPLICABLE ASHRAE AND SMACNA STANDARDS. CONTRACTOR SHALL CALCULATE HEAT LOSS AND GAIN. SIZE ALL DUCTS AND EQUIPMENT TO GUARANTEE SYSTEM WILL HEAT HOUSE TO 70'F AT 10'F OUTSIDE TEMPERATURE WITH 15 M.P.H. WIND AND COOL HOUSE TO 74T AT 95'F OUTSIDE TEMPERATURE. 3. PROVIDE COMBUSTION AIR FOR FURNACES AND HOT WATER HEATER IN ACCORDANCE WITH NFPA #54. 4. VENT ALL POWDER ROOM TOILET COMPARTMENTS AND BATHROOMS WITH EXHAUST FANS THROUGH ATTIC TO ROOF VENTS. PROVIDE 2 CFM OF EXHAUST PER SQUARE FOOT OF FLOOR AREA. 5. ALL SUPPLY, RETURN AND EXHAUST DUCT OPENINGS SHALL BE COVERED WITH SCREENING DURING CONSTRUCTION. 6 JOINTS AND SEAMS OF SUPPLY AND RETURN DUCTS TO BE SECURED PROPERLY AND SUBSTANTIALLY AIRTIGHT. 7. PROVIDE RETURNS AND AIR REGISTERS IN EACH ROOM. 8. ALL SHEET METAL DUCT SYSTEMS TO HAVE SUFFICIENT IN -UNE DAMPERS FOR BALANCING PURPOSES. 9. RUN ALL DUCTWORK TIGHT TO UNDERSIDE OF FLOOR CONSTRUCTION IN BASEMENT /CRAWL SPACE WITH FLEX PIPING- NO MORE THAN 20% COMPACTION ALLOWED. 10. TYPE "B" FLUES TO BE INSTALLED IN ACCORDANCE WITH THEIR LISTINGS AND MANUFACTURER'S INSTRUCTIONS. 11. HEATING CONTRACTOR TO CONNECT FLUE FROM HOT WATER HEATER INTO FURNACE FLUE. 12. FLUES SHALL HAVE A RISE OF AT LEAST 1/4" TO THE FOOT OF RUN AND BE SECURELY SUPPORTED. 12. DRYERS TO BE VENTED DIRECTLY TO THE EXTERIOR AND PROVIDED WITH BACK DRAFT DAMPERS. 13. HEATING CONTRACTOR TO RUN ALL CONDENSATION LINES TO FLOOR DRAINS. PLUMBING 1. INTERIOR WASTE OR VENT, SERVICE WEIGHT CAST IRON OR GALVANIZED STEEL A. VERTICAL SOIL PIPES SHALL EXTEND THROUGH THE ROOF TO A POINT NOT LESS THAN 0" ABOVE THE ROOF, AND NOT CLOSER THAN 5' -O" FROM THE EAVE OR EDGE OF A HIP OR GABLE ROOF OR FROM AN OUTER WALL OR A FLAT ROOF BUILDING. IN NO CASE SHALL A VENT TERMINATE AT A POINT CLOSER THAN 15' -0" FROM ANY WINDOW OR AIR INTAKE. B. PROVIDE CLEANOUTS AT THE BASE OF ALL SOIL STACKS. 50( INTERVALS ON BUILDING DRAINS, POINT WHERE BUILDING DRAIN LEAVES BUILDING END OF HORIZONTAL BRANCHES, AND CHANGE IN DIRECTION OF HORIZONTAL PIPING. C. HORIZONTAL DRAINS ARE NOT PERMITTED IN EXTERIOR WALLS OR IN UNHEATED SPACES WITHOUT SPECIAL PRECAUTIONARY MEASURES AND PERMISSION FROM THE BUILDER. 2. FOOTING DRAINS MIN. 4 RIGID PERFORATED PVC PIPE SDR 38 ASTM F840. A. PROVIDE FOOTING DRAINS AT ENTIRE PERIMETER OF BASEMENT FOOTINGS AND CRAWL SPACE FOOTINGS. B. FOOTING DRAIN SHALL BE SET ON 2" WASHED GRAVEL WITH 12 WASHED GRAVEL COVER. C. PROVIDE 4" NON - PERFORATED SCHEDULE 40 PVC RISER AT WINDOW WELLS. TERMINATE 3" BELOW WINDOW WITH PLASTIC GRATE. SECURELY FASTEN TO WALL WITH TWO STRAPS. D. PROVIDE A 3' DEEP FIBERGLASS SUMP PIT WITH PUMP, CHECK VALVE, HUB AND SEALED COVER. PPE DISCHARGE WITH 2" PVC PIPE TO CITY SEWER. 3. NTERIOR ABOVE GRADE WATER SUPPLY TYPE "L" HARD TEMPER COPPER, BELOW GRADE WATER SUPPLY TYPE "K" COPPER. A. PROVIDE ACCESSIBLE SHUT OFF VALVES AT EACH HOT AND COLD WATER SUPPLY UNE AT EVERY FIXTURE. B. PROVIDE A MINIMUM OF THREE NON- FREEZE SILL COCKS ON OPPOSITE SIDES OF THE BUILDING. C. PROVIDE 12" AIR CHAMBERS AT EACH SUPPLY PIPE AT EVERY FIXTURE. D. PROVIDE VACUUM BREAKERS AT CONNECTION TO LAWN SPRINKLER SYSTEM AND OSE BIBBS. E. HOT WATER PIPING SHALL INCLUDE A RECIRCULATING RETURN LINE. F. WATER PIPING SHALL NOT BE INSTALLED IN EXTERIOR WALLS OR UNHEATED SPACES. G. PROVIDE HOT WATER HEATER(S) WITH DRAIN COCKS AND TEMPERATURE RELIEF VALVE. 4. GAS PIPING A. PROVIDE GAS PIPING IN ACCORDANCE WITH THE BOCA NATIONAL MECHANICAL CODE. B. PROVIDE A SHUT-OFF VALVE AT ALL GAS APPLIANCES. DMSION 5 -- ELECTRICAL SERVICE AND DISTRIBUTION 1. PROVIDE A FULLY GROUNDED ELECTRICAL SERVICE OF AMPERAGE REQUIRED BY ELECTRICAL DEMAND. 2. PROVIDE MAIN PANEL BOARD WITH SPARE CIRCUITS MAXIMUM OF 6 FEET FROM SERVICE ENTRANCE. 3. MAXIMUM 10 RECEPTACLES OR LIGHTS ON A CIRCUIT WITH #12 AWG WIRE. 4. ALL DIRECTLY CONNECTED HVAC AND KITCHEN APPLIANCES ARE TO BE DIRECT WIRED BY ELECTRICIAN. BASIC ELECTRICAL MATERIALS AND METHODS 1. RECEPTACLES A. ALL INTERIOR RECEPTACLES ARE TO BE GROUNDED TYPE. B. ALL EXTERIOR RECEPTACLES ARE TO BE WEATHERPROOF AND HAVE GROUND FAULT INTERRUPTION. C. MOUNT RECEPTACLES ON FIRST FLOOR, MASTER SUITE, AND SECOND FLOOR HALL IN BASEBOARD (APPROXIMATELY 18" ABOVE THE FLOOR). ALL OTHER RECEPTACLES SHOULD BE MOUNTED 18" ABOVE FLOORS, AND 10" ABOVE COUNTERTOPS. D. OUTLETS WITHIN 6 FEET OF SINK OF WET LOCATION SHALL HAVE GFI PROTECTION. ALL OUTLETS DESIGNATED TO BE GFI ARE TO BE UL LISTED GFI OUTLETS, ONLY STANDARD OUTLETS ON A GFI CIRCUIT. GFI CIRCUITS MAY ONLY BE USED FOR THOSE DIRECT WIRED APPLIANCES AND FIXTURES. E. VERIFY DESIGN AND COLOR OF DEVICES AND COVER PLATES WITH BUILDER. 2. SWITCHES A. WALL SWITCHES ARE TO BE MOUNTED 46" ABOVE THE FLOOR. B. VERIFY DESIGN AND COLOR OF WALL SWITCHES AND COVER PLATES Wm-1 BUILDER. 3. LIGHTING A. RECESSED LIGHTING FIXTURES SHALL BE LOCATED A MINIMUM OF 2" FROM ANY SURROUNDING WOOD. RECESSED LIGHT FIXTURES IN INSULATED CEILINGS SHALL BE "IC" TYPE. B. ALL CLOSET FIXTURES SHALL BE FLUORESCENT CEILING OR WALL MOUNT LIGHT FIXTURES WITH LENS AND BE 1'6" FROM REAR OF CLOSET UNLESS OTHERWISE NOTED. 4. SMOKE DETECTORS A. PROVIDE UL APPROVED AC POWERED (W/ BATTERY BACKUP) SMOKE DETECTORS 5. MISCELLANEOUS A. TV JACKS ARE TO BE PRE -WIRED FOR CABLE TV. COORDINATE COMPATIBILITY AND I NSTALLA11ON WITH LOCAL CABLE TV COMPANY. B. ALLOW FOR CAT 5 WIRING INCLUSIVE OF APPLIANCE ACCESSIBILITY. Date: it No. �Y(r1'1 � iik Plan review approval Is subject to errors and omissions Approval of =r.c ruction documents does not authoriaa the violation c; cccepced code or ordinance. Receipt of apprcv.:i ; : :J C; ,=y end conditions is acknowledged: 5 , -21 -0 7 City of Tukwila BUILDING DIVISION Illtomi C ° c noises shall be made to the scope c crn ithout prior approval cf I ung:Dna Divis :ar NOTE: f,cvi:,:crts will require a new plan submittal cnd may include additional plan review fees. R EVIEWED FOR CODE COMPLIANCE A PPROVED WN 1 2001 Of Tulcttlila BUILDING DIVISION C 5 A »LAT2 PERMIT C:. :,: :RED FOR I Mechanical lVElectrical IifPlumbing LvGas Piping City of Tukwila BUILDING DIVISION RECEIVED CITY OFTUKWILA MAY 02 no/ PERMITCENTER ((1 EVERY EFFORT HAS BEEN TAKEN TO ENSURE THE ACCURACY OF THESE DRAWINGS, HOWEVER THE CONTRACTOR SHALL CHECK AND VERIFY ALL INFORMATION CONTAINED IN THE DRAWINGS, AND THE SITE CONDITIONS PRIOR TO COMMENCING CONSTRUCTION. PROJECT J REVISIONS DATE ISSUED JOB NO. HOUSE ADDITION ISSUED FOR PERMIT SHEET NO. Cl if) 4 Q Q CO CO co W U Q 0 04/05/07 20580 1 I4' -6" .11-- 4" THICK CONC. SLAB OVER 4" COMPACT SAND AND GRAVEL BASE I5' -O" EXISTING BASEMENT PLAN SCALE: I /4 " =I' -0" UP TYPICAL ROOF CONSTRUCTION TYPICAL WALL CONSTRUCTION - SIDING AND /OR VENEER PER ELEVATIONS - TYVEK BUILDING WRAP OR EQ. - 2x6 STUDS @ 16" O.C. EXTERIOR WALLS AND PLUMBING WALLS U.N.O. 2X4 STUDS @ 16" O.C., INTERIOR PARTITIONS - R - (MIN) INSULATION - 1/2" GWI3 INTERIOR SHEATHING TYPICAL FLOOR CONSTRUCTION - CONSTRACTION SHALL VERIFI ALL NOTES, DIMENTIONS & CONDITIONS PRIOR TO CONSTRUCTION - ALL WOOD IN CONTACT WITH CONC. TO BE PRESSURE TREATED. - FINISH FLOOR PER PLANS - 3/4" T &G PLYWOOD SUBFLOOR (GLUE AND NAIL) - II 7/8 TJI's @ 16" o.c. (u.N.o.) - R - (MIN) INSULATION (0/ UNHEATED AREAS) ROOF VE\TILATION USE CORRUGATED CONTINIOUS RIDGE VENT 50 % -80% USE CONTINIOUS SCRN'D VENT IN SOFFIT SLOT 20 % -5O% TOTAL NET FREE VENT. AREA = 1/300 OF A TOTAL AREA ATTIC AREA - NET VENT AREA REQ'D (N.V.A.) 300 2,450 = 8.16 SQ. FT. 300 CONTINIOUS RIDGE VENT 50 % -80% = 5.5 -9 SQ. FT. CONTINIOUS RIDGE VENT 50 % -80% = 60.5 -99 LIN. FT. CONTINIOUS SOFFIT VENT 20 % -5O% = 2- 5.5 SQ. FT. CONTINIOUS SOFFIT VENT 20 % -50% = 22- 60.5 LIN. FT. EXISTING WINDOW - ARCH COMP. ROOFING - 1/2" CDX PLYWOOD OR OSB SHEATHING - MANUFACTURED TRUSSES @ 24" O.C., W/ R - (MIN) INSULATION U.N.O. - 5/8" GWB CEILING 26' -0" 61'-O" UP TO GRADE ® EXISTING WALL c = :i EXISTING WALL TO BE REMOVED PROPOSED WALL 20' -0" EXISTING WINDOW 0 0 z z = �= Q L w K TYPICAL ROOF CONSTRUCTION ARCH. LAM. COMP. ROOFING OVER I5# ROOFING FELT OVER 1/2" CDX OR 7/16" OSB SHT'G (CCX PLYWD AT EXPOSED EAVES) MFG. ROOF TRUSSES @ 24" O.C. . r : w•iw.t b ttttt i t i t i. t O t ' tttttt .. ttt �r 4 t / . i t tttttt tttt : : . : t ::::: t . • + 1 t 4 • ' S w. tttt i . ......... t . . . t ' i : . ttttttt M EXISTING BASEMENT FLOOR PROPOSED STRUCTURE UPPER GRADE PROPOSED STRUCTURE AVERAGE LINE OF GRADE SECTION 4-4 SCALE: I /4 "= I'--0" 11 7/8 TJI's FLR JSTS @ 16" O.C. 3/4" T &G PLYWD SUB -FLR. (GLUE & NAIL) 36" RAILING OPEN TO BELOW 5/8" TYPE GWB R -38 MIN. PROPOSED ROOF 12 TYPICAL INTERIOR WALL (2) 2x4 TOP PLATES 2x4 STUDS 6" o.c. 2X4 BOTTOM PLATE CO PROPOSED STRUCTURE EXISTING STRUCTURE TYPICAL EXTERIOR WALL: 2 -2X6 TOP PLATES 2X6 STUDS 16" O.C. 2X6 BOTTOM PLATE 7/16" OSB (APA 24/16) SHT'G AIR BARRIER (TYVEK OR EQ.) EXT. SIDING PER ELEVATIONS 1/2" G.W.B. PLT LN. LOWER GRADE REVI APPROVED COMPLIANCE P MAN 1.82OOl City Of Tulmla B Q1M ° M ION RECE9VED CITY OFTLJKWILA MAY 02 7nn7 PERMITCEMTER EVERY EFFORT HAS BEEN TAKEN TO ENSURE THE ACCURACY OF THESE DRAWINGS, HOWEVER THE CONTRACTOR SHALL CHECK AND VERIFY ALL INFORMATION CONTAINED IN THE DRAWINGS, AND THE SITE CONDITIONS PRIOR TO COMMENCING CONSTRUCTION. 1 PROJECT 0 z w z U co Z .0 in J c70 O Q � O 00 04 Q W op ci‘ co .0 J Q co Z � J W Q W oo — U W (7 — �� J W � � Q REVISIONS DATE ISSUED JOB NO. HOUSE ADDITION ISSUED FOR PERMIT SHEET NO. Al 04/05/07 20580 AREA SUMMARY EXISTING PROPOSED UNFINISHED BASEMENT 1,119 SF. 0 SF. MAIN FLOOR 1,260 SF. UPPER FLOOR 0 SF. 0 1,933 SF. SF. TOTAL 2,379 SF. COVER'D_ PORCH 0 SF. DECK 0 SF. GARAGE 506 SF. 1 3,1931 113 257 765 SF. SF. SF. SF. SMOKE DETECTORS 1,271 SF. A SMOKE DECTECTOR SHALL BE INSTALLED IN EACH HABITABLE ROOM. A SMOKE DETECTOR SHALL BE CENTRALLY LOCATED ON EACH FLOOR. AN ADDITIONAL SMOKE DETECTOR SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING HEIGHT CHANGE GREATER THAN 24 ". SMOKE DETECTORS ARE TO BE IIOV,INTERCONNECTED,WITH A BATTERY BACKUP. 0 SF. AREA SUMMARY EXISTING PROPOSED BASEMENT FLOOR 645 SF. 645 SF. MAIN FLOOR 1,260 SF. 1,271 SF. UPPER FLOOR 0 SF. 1,933 SF. TOTAL 1,905 SF. 3,849 SF. COVER'D. PORCH 0 SF. 113 SF. DECK 0 SF. 257 SF. GARAGE 506 SF. 765 SF. GLAZING SUMMARY WINDOWS 721 SF. DOORS W/ >50% GLAZING: 17.5 ' SF. SKYLIGHTS: 0 SF. TOTAL: 738.5 SF. GLAZING PERCENT: 19.18 % WDW SF / FLR SF.( %) 0 0 2' -6" MAIN FLOR PLAN SCALE: I /4 " =I' -0" EXISTIN G WINDOW BEAM ABOVE BEAM ABOVE I 19' -0" 9 13/8° SOLID CORE WOOD OR 20 MIN. FIRE RATED MIL DR. W/ SELF CLOSER 3 —CAR GARAGE NOTE: WRAP ALL WALLS, POSTS, BEAMS, & CEILING W/ 5/8" TYPE 'X' GWB 16080 O.H. GARAGE DRS 16' -0" 21' -0" 3' -8" 6' -2" DEN /OFFICE 10/6 X 8/0 2 0 IIOV 6' -8" 30 2' -0" ac 60 SH Cr 2' -6" i f' -2" 10" 3' -10" 10" 2668 I 2668 22' -I" 17' -4" LINE OF r FLO ABOV 1 T -- I 11 2s FX PORCH 2S6 F 17/L X 4 APRV' D POST BASE (T 9'i-2" ' -5" 1_ 3' -0" 61 5' -0" 6' -7" OPEN " 1 1 1 1 TO ABOVE 1111 ■ 11 E(R 3' -0" P.) 2' -1" 4' -3" 50104 FX S. d. 8' -1" 5' -6" 3' -6" _2 3' -10" 7' -4" 8' -5" 14' -3" 14' -5" KITCHEN 13/6 X 13/2 E.F. NOTE: D/W TO HAVE AIR � 2 GAP FITTING 500 XO SIG. I4' -7" 1 1 1 D/W 1 L _J 7' -3" 6' -0" - 1 10 w z C 0 0 0 0 0 n 0 0 x 0 n 0 CO 0 N 01 o EXISTING WALL L__1 EXISTING WALL TO BE REMOVED 11 PROPOSED WALL RECEIVED CITY OFTUKWILA MAY 02 7n9 PERMITCEETER EVERY EFFORT HAS BEEN TAKEN TO ENSURE THE ACCURACY OF THESE DRAWINGS, HOWEVER THE CONTRACTOR SHALL CHECK AND VERIFY ALL INFORMATION CONTAINED IN THE DRAWINGS, AND THE SITE CONDITIONS PRIOR TO COMMENCING CONSTRUCTION. PROJECT uJ U z W 0 (7) REVISIONS DATE ISSUED JOB NO. SHEET NO. 00 HOUSE ADDITION ISSUED FOR PERMIT 04/05/07 20580 VENTILATION SCHEDULE 2003 WASHINGTON STATE VENTILATION AND INDOR AIR QUALITY CODE SYMBOL MANUFACTURER, MODEL NUMBER, OR EQUAL. I 'NUTONE' QT 130 1.0 SONES 102 CFM @ .25 WG. 130 CFM @ .10 WG. 2 'NUTONE' QT 80 1.5 SONES 63 CFM @ .25 WG. 80 CFM @ .IO WG. FRESH AIR INLET (MIN. G. IN2 )FOR EACH HABITABLE RM. NOTES: * USE QT 130 (100 CFM MIN.) @ ALL KITCHEN & WHOLE HOUSE FAN. * USE QT 80 (50 CFM MIN.) @ ALL OTHER LOCATIONS. * ALL FANS TO VENT TO OUTSIDE. * SHALL BE CAPABLE OF PROVIDING 0.35 AIR CHANGES PER HOUR BUT NOT LESS THAN 60 CFM (15 CFM PER BEDROOM PLUS AN ADDITIONAL 15 CFM) * ALL OTHER REQUIREMENTS OF 2004 WSEC/2003 VAIQ MUST BE MET. c 0 x SEE THROUGH FRPLC INSTALL PER MFG. SPEC'S O T 2 E.F. 3 3'-6" 6' -3" 2468 C I— I0' -loo-° ix Lu u3 M. BATH 2468 4040 2' -6" 9'-0" SEAT 2 E.F. 5' -0" FX Zo 2' -6" 19' -0" 6' -6" 6050 XO 2668 3' -6" 6050 UPPER FLOR PLAN - 1,876 S.F. SCALE: I /4 " =1' -0" a XO M. SUITE 18/2 X 15/10 6' -3" T 2 E.F. 22" X 30" ATTIC ACCESS UTILITY W.I.C. 8' -10" 3040 2' -6" SEAT F 12' -0" w E==7_7lil 2' -6" I 3' -6" 4' -0" 11' -3" unV 0 SD c BEDROOM 3 9/6 X 11 /0 600 XO E ERSS 4'_10" 18' -10" CO N 9050 XOX BONUS ROOM 15/0 X 13/0 2668 61 co nip N 3' -5" 7' -7" 6050 XO S.G. OPEN TO BELOW HOV 0 SD ,__PROPOSED 36" / RAILING 5' -7" 3' -6" - ROPOSED 36" RAILING 4040 XO SEE FLOOR 3' -I0" 8'--8" * E.F. BATH '1AIN PLAN 5' -2" DN 18 R 4' -1" 2668 2668 HOV 0 SD FS 7' -0" 8' -6" I4' -6" EGERi 60501X0 8' -IO" BEDROOM 4 13/8 X 14/6 HOV L SD HOV 0 SD BEDROOM 3 13/8 X 11/0 505CJ XO EGE SS R &S 6'-0" 7' -3" o EXISTING WALL £= EXISTING WALL TO BE REMOVED o PROPOSED WALL 0 x N co' /1/9 NOTES: A) Guardrails in residential construction shall be not less than 36" high and shall have intermediate members or ornament through which no object greater than 4" in diameter can pass. A '� B) Stairways shall have a maximum rise o , a minimum run of minimum headroom of 6'8" a minimum run of 36 ". Handrails to have ended return and should be place 34" above tread nosing. C) Every room used for sleeping purposes shall have at least one window or exterior door for emergency exit or rescue. A window with a sill high of less than 44 ", a clear open able area of not less than 5.7 square feet of net open area, clear opening of 24" ht. And minimum 20 "for width. D) Minimum window size shall be 1/10 of the floor area, or 10 square feet minimum. Half of the required window area shall be open able. In bathroom, water closets, compartments, laundry rooms and similar rooms a fan connected directly to the outside and capable of producing 5 changes of air per hour may be installed instead of open able windows. E) All shower areas shall be finished with a smooth nonabsorbent material such as ceramic tile, Portland cement or approved equal, to high of 70" above the drain inlet. This material shall be installed over a material not adversely affected by moisture such as water resistant plasterboard. F) Low- consumption water closet; 1.6 gpf or less G) The enclosed usable space under stair to be 1 hour fire resistive construction on the walls and soffit, 5/8" U.L approved gypsum wallboard on walls and 5/8 "type "X" on ceiling. H) Every dwelling shall be provided with approved detectors of products of combustion other than heat, mounted on the ceiling or wall within 12" from ceiling at point centrally located in the area giving access to rooms used for sleeping purposes and in all bedrooms. In new construction required for the smoke detectors. I) A 22 "x30" attic access opening shall be provided with a rein. headroom clearance or 30" and shall be in a readily accessible location. J) Approved wood stove - follow manufacturers requirements for proper installation. Non - combustible hearth 54" deep x" wide or as required by wood stove manf. CODE COMPLIOCE APPR 0 182A0 1 C Tu RECEIVED CITY OF TUKWILA MAY 0 2 711117 PERIOD EVERY EFFORT HAS BEEN TAKEN TO ENSURE THE ACCURACY OF THESE DRAWINGS, HOWEVER THE CONTRACTOR SHALL CHECK AND VERIFY ALL INFORMATION CONTAINED IN THE DRAWINGS, AND THE SITE CONDITIONS PRIOR TO COMMENCING CONSTRUCTION. PROJECT 0 z L W 0 co ‘L) — cu O co Q W o0 Q o0 DW - r � >- OZ'S � � Q W J W 0 ® 0 C, W W O 0 Ct 1— 0 _ REVISIONS DATE ISSUED JOB NO. SHEET NO. HOUSE ADDITION ISSUED FOR PERMIT A3 04/05/07 20580 1 I I HOUSE ADDITION CITY OF TUKWILA WASHINGTON imam m =mmi mmmi .m=••••Imilm..•wlm...mm•m i•lio ...��r..•r■■Im•..inim...wimo r• mmmin•.im... r milm•..milm...mmiii•milem.m.m m...m•••.•■■∎ =•.1 rrrrr�ir rir■mxl nn- i EXISTING REAR ELEVATION SCALE: I/4 " =1'-0" PROPOSED REAR ELEVATION SCALE: 1/4"=1'-0" PLT LN. -'� PLT LN. ------ Ming ----- ------ _. 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M•MMw MMrt NMI •=1 MMr MMw MMw MMM1 MMM1 MMw MMw — •IMI -MME MMMI EMI MME =MI -MME MME Min 101•1 IIMM --•E MME MMEI •MMI -MMMI MMMI NEMI MME MME- E•MI- MME MM EMI MME NUM MMw MMMI MMMI MMMI MMMI -Mw =Mb -■■ MMw - -MMw MMw —MMw — MMMI MME MIN E� MMMI MMw MMw MMw MMw MMw MMw MMw MMw MMw MMw MMw MMw MMw MMw MMMI MMw MMw MMw MMw MMw - -rte• - - -- -MME MMMI MME �1- r- - - - - -- A MMMI Err ME -MME MME MO MI MI MMMI- MII•I NMI NMI MO EMI NMI Mrs MMMI MME MMMI -MMEN MO UM Mrs MME MMMI MME MI= MME MMM MMMI MMM MMM MMM MM►_ ►MMw - MMIrte -MMw MMw MMw MMw MMw MMo MMMI MIN IBM MMMI---- MMw- MMMyMME MME- NM MIN MME- MMw NENE MMMI MMM- NM MMMIEEM MMMrEME MMMIMME MMM1 EMAMMMt NMI MMw -MMw MMw-- MMw- MMw -MMw r_ __. ._∎I∎i MMMIMMM MMMMMMIMMMI 10101 -EMM ME•- MMw-- MMMINMMI MMEIr - -MMw- .- - NM EMI EMI MMEMMEMMAMMEMMMI MMw--- MMMI- MMEMMMI ----- EMI EMI EMI EMI -MME -- MINE MMMIM MMr--- MMMIMME MMMIMMMI MMMIMMMI MMMIMMMIMME ∎1, - MMEI MME - - - -- MMMI MME MMEI IMMEI- NMI NM N ME MME w NM M MMEI EMI E MIMM■I- ErlEME -MEE MEM MME MMr - MMMI MMEMMP. - ►- MMMIMMMIMMMIMMMI MMMI MMM- -.- - - --�� MME- EMI EMMIMMMIM� MMw MMw MMw MMw ME MME EIMI EMI EM •MIIIII MMMI MMM -MME MMEMMMI „ ► -��M� - -- MEAN MIEE N'" ��- - - - -- -MME IIrMIM w• =MI MIEN wwwl w� ��������������������► MME -MME► - - - - - -�` -MME MME I•I '- ME ME -r --MMMI NM MM N-- MMEEM I MMMI MM - MME MMMIMMMI MM�MMMI MM�MM�MM�MM�MMw MME M�MME MMM•MMM- MME EMI MME MMMI MM MMMIMMMIMMM MMMIMMMIMMMIMMMIMMMI MM - .- MMAMMEMr► - . ---MMM MP . - - -- .- �- -MME ME EMI M• I-MEE MME--- MM=-- MMw -�- IMME MM- - MEI MM ---- MM����MMw�MMw MMw MMw MMw MM�MM��MM���MM�_ MMMI MMMI,- MMM MMMI +OMI ma min m...;-+ SEE MAIN FLOOR PLAN PROPOSED ROOF CONT. METAL GUTTER ON 5/4 x 8 FASCIA BD. EXISTING MAIN FLOOR NOTE: THE CONTRACTOR ASSUMES FULL RESPONSIBILITY FOR THE CORRECT INSTALLATION OF ALL EXTERIOR FINISHES AND WEATHERPROOFING. D o k, RECEIVED CITY OFTIJKWILA MAY 02 711n7 PERIAITCEMTER EVERY EFFORT HAS BEEN TAKEN TO ENSURE THE ACCURACY OF THESE DRAWINGS, HOWEVER THE CONTRACTOR SHALL CHECK AND VERIFY ALL INFORMATION CONTAINED IN THE DRAWINGS, AND THE SITE CONDITIONS PRIOR TO COMMENCING CONSTRUCTION. PROJECT 0 z V co \c) L� 0‘ o LL-1 scof a � Z - � �o� a U W (n — �� J W oN Q REVISIONS DATE ISSUED JOB NO. HOUSE ADDITION ISSUED FOR PERMIT SHEET NO. A5 04/05/07 20580 PROPOSED STRUCTURE UPPER GRACIE PROPOSED STRUCTURE AVERAGE LINE OF GRADE SCALE: I /4 " =I' -0" SCALE: I /4 " =I' -0" PROPOSED RIGHT ELEVATION EXISTING RIGHTELEVATION PROPOSED ROOF 12 71 - -- -- - - ---- - i - - --, -0------- - - NINON �A �i -- =IN ii —iii ii ii---- - ='-i — i i - - -- i ii —MI= 1001 — i— — — — — — — - -- -- -- — -- —i — - --- --- i — it - - - -- 11 Ma EMI MN MEI I=M -- iMel - -ii i-- NMI NMI -- -i - - -- -- 1 - - -- r . �--- i- ---------- i- - - - - -.— - ICI-------- =ON RIM ------ =II ii — =EN EN., — - -- — irk -- — — i -- ON= El= -- — — — i -- -- -- -- — -- — -- — =EN =1 -- — —i— -- =ON =MI i -- -- -- — — -- -- -- =I IN= al= I= -- � �— iM =P. ". — IN= -- - - - - -=Ill w111Mi-- MI= ---- - - - - =ON IMO - -- -- i— — MPSY — — MOM — i — — — -- -- — — i i -- — — -- -- — — —_ i ii— -- — —rte - - -- — — — — — -- —i =I 0=1 — - -- — — -- — — ME NM i i — -- -. — w+diM —i — - -- —i — — — — -- -- i i -- == — — — -- — — — — — .- - - - -- —i -- —i - -- — =MI i - -- — - -- — MINE i i -- -- -- =IN =El — — — MIN 101111 i— -- ill— i - -►►— iii-- i - - - -I MI i i---------ii----- EXISTING STRUCTURE PLT LN. PROPOSED STRUCTURE FIN FLR LN PLT LN° FIN FLR LN PLT LN,' Ago a % N LOWER GRADE PLT LN IN FLR LN PLT LN. EXISTING STRUCTURE FIN FLR LN 0 ' PLT LN. r IBC SCALE: I /4"=I' -0" 12 � EXISTING WINDOW l .w• :.{ .. ... r .. , .. 41... ..:r:'_ ... . .. ....f'. = • ;' �f:•'+' w .. . .• w :� . +, '.L' 1:. v. . r c. EXISTING LEFT ELEVATION — MINI - - - -- �iii -- i - - - -- —i ice. -40 ----------- - ► ► - -- iii — W._ - -- ------ - - - - -- i i i------ - _al — -- — -- — -- -- — — -- — — -- — — - - A. - - - --ii i i------ =IN i1► 1-- - - - - -_ i —iii — -- -- -- — — - - -- — -- =RN I= -- — —_ — i----- NMI —ii =II -- NMI =MI — =RI MIN =N...7 - - - - -- -rte - - - i i ----- i-------------- ii- - - -/KM— i -- - - EMI i — -- — — — -- - - -- — — — i — =MI — — i � , -- - - - - -- iii ---------- - - - - -- r -- -i - - -► -AM =NM NM= - - - -- — -- — — — -- — -- — — i - - -- — ► ►— — — — WI— — - - — — -- -- — - - -- ii i -- -- — -- - -- — -- — — ;:' - -- — — — - - -- i— i--- - - -- MI= — i iii--- i-- - - =II - -- — -- - - - - -- - — — iii -- — — — -- -- — -- — — — -- WW1 — — — —►► -- — — — — — - _ -- — — — -- —ii - - — -- — — — -- — — — — -- - -i — — - -- — — — — • iii_ EXISTING WINDOW PROPOSED LEFT ELEVATION SCALE: 1/4"=1"-0" r PROPOSED ROOF PROPOSED STRUCTURE REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2007 City Of Tukwila B �IILDING DIVI I N PROPOSED STRUCTURE CITY OFTUK WI► A MAY 02 ?nn7 PER iTOEITER EVERY EFFORT HAS BEEN TAKEN TO ENSURE THE ACCURACY OF THESE DRAWINGS, HOWEVER THE CONTRACTOR SHALL CHECK AND VERIFY ALL INFORMATION CONTAINED IN THE DRAWINGS, AND THE SITE CONDITIONS PRIOR TO COMMENCING CONSTRUCTION. PROJECT 0 z w z U co °O 4 � o w °OO co W op Q a‘ �O W = Q co U � � 1k Z � J 9! Lo ::±i uJ ° op — U W 0 ‘ D Q 1 REVISIONS DATE ISSUED JOB NO. HOUSE ADDITION ISSUED FOR PERMIT 1 SHEET NO. A6 04/05/07 20580 1 SOFFIT DETAIL SCALE: N.T.S. STRINGER AT WALL SCALE: N.T.S. TYP. WALL SECTION SCALE: N.T.S. NOTE: PROVIDE DRAIN AROUND ALL CONC. FOUNDATION WALLS THAT RETAIN EARTH AND IT SHALL BE DISCHARGED INTO AN APPV'D DRIANAGE SYSTEM. PROVIDE CRASHED ROCK OR GRAVEL BASE AT LEAT VAT THE OUTSIDE AND 6 "MIN. ON THE INSIDE OF THE FOOTING. NOTES: 1. "SIMPSON" H10 SEISMIC CLIPS AT EA. RAFTER & INTO BLKG. 2. 2 X SOLID BLKG. W/ 2" X 12" SCREENED VENTS @ 6' -0" O.C. 3. G.I. GUTTER ON 2 X 8 FASCIA 4. CONT. FASCIA 5. 2x SOFFIT JST NAILED TO RAFTERS 6. CONT. SOFFIT OF EXT. PLYWD OR OTHER EXT. RATED FINISH 7. CONTINUOUS SOFFIT VENT 8. CONT. LEDGER FOR SOFFIT JSTS NOTE: SEE STRUCTURAL ENGINEERING DETAILS FOR SITE SPECIFIC FRAMING NOTES ( (1 ) (5) 4. 5/8" TYPE "X" G.B. (WHEN REQ'D) (6) 5. DOUBLE JOIST OR HEADER ( 6. 2X CRIPPLE WALL 7. METAL HANGER ( 8. 4X HEADER OR WALL (WHERE OCCURS) NOTES: 1. "SIMPSON" H10 SEISMIC CLIPS @ EA. RAFTER & INTO BLKG. 2. 2 X SOLID BLKG. W/ 2" X 12" SCREENED VENTS @ 6' -0" O.C. 3. G.I. GUTTER ON 2 X 8 FASCIA 4. ARCH COMP. ROOFING ( SEE ROOF PLAN ) - 30# FELT EA. COURSE - 1/2" RATED SHTH'G INDEX 32/16 MFG. TRUSSES @ 24" O.C. - R -38 MIN. INSULATION -5/8" GYPSUM BD. CEILNG 5. SOFFIT EAVE SEE DETAIL A. 6. SIDING (SEE ELEVATIONS) - 15# BLDG. PAPER (OR TYVEK) - 1/2" RATED SHEATHING -2 X 6 STUDS @ 16" O.C. -R-21 INSULATION - 1/2" GYPSUM BD. 7. FLOOR FINISH - 1/2" PART. BD. UNDERLAY - 3/4" CDX PLYWOOD SUBFLOOR - 11 7/8 TJI FL. JOISTS - R -30 MIN. INSULATION - (OVER UNHEATED SPACES) - 1/2" GYPSUM BD. CEILING 8. 2 X RIM JOIST NOTES: 1. PLYWOOD SUBFLOOR 2. 3/4" PLYWOOD TREADS & RISERS 3. 2X12 STRINGERS (MIN. 3) 9. R -30 MIN. INSULATION 10. FLOOR FINISH -1/2" PART. BD. UNDERLAY - 3/4" CDX PLYWOOD SUBFLOOR ( 1 6) -2 X FLOOR JOISTS (SEE PLAN) - BATT INSUL (SEE GEN. NOTES) - CRAWLSPACE - 6 MIL BLACK "VISQUEEN" 11. 2 X 6 P.T. MUDSILL WITH 5/8" DIA. A.B. @ 48" O.C. W/ SIMPSON (14) BP5 /8 BRG. > OR APPRVD EQ. (MIN. OF 2 PER PLATE & W /IN 12" OF ANY CORNER) 12. 4" « PERFORATED DRAIN TILE (TYP. WHERE REQ'D) SLOPED TO STORM SEWER 13. #4 CONT. 14. #4 VERT @ 48" O.C. MAX ALT BEND 15. 7" MIN. EMBED 16. #4 CONT. 17. 6 MIL BLK. POLYTHYLENE OVERLAPPED 12" _ ON GROUND NOTE: SEE STRUCTURAL ENGINEERING DETAILS FOR SITE SPECIFIC FRAMING NOTES ( 5 STRINGER AT FLOOR SCALE: N.T.S. 1 EAVE AT TRUSSES SCALE: N.T.S. 10" MIN. (U.N.O.) EXTERIOR STEM WALL 1 NOTES: 1. DESIGNED WOOD TRUSSES 2. 1X STARTER BOARDS AT OVERHANG, ROOF SHEATHING AT FIELD 3. 2X FASCIA (SEE ELEVATION) 4. 2X BLOCKING 5. NON -PERF. TYPE 15 FELT UNDERLAYMENT APPLIED PER A.R.M.A. 6. 28 GA.G.I. DRIP 7. ASPHALT SHINGLES APPLIED PER A.R.M.A. 8. 9" WIDE MINERAL SURFACE STARTER STRIP 9. G.I. GUTTER AND DOWNSPOUT WHERE OCCURS 9ATTACH PER MFR. RECOMENDATIONS) 10. INSULATION BAFFEL AS REQUIRED (1" AIRSPACE MIN.) 11. 1" DOW BLUE FOAM BOARD OR EQUAL (1/2" THK. AT SHEAR PANELS, SEE STRUCT.) 12. 60 MINUTE GRASE "D" PAPER 13. EXTERIOR SIDING (SEE ELEVATION) NOTES: 1. 2X12 STRINGERS (MIN 3) 2. 3/4" PLYWOOD TREADS & RISERS 3. 2X4 THRUST PLATE ANCHORED PER WALL ANCHOR NOTES ON SLAB INTERFACE PLAN NOTES: 1. 1" DOW BLUE FOAM BOARD OR EQUAL (1/2 THK. AT SHEAR PANELS, SEE STRUCT.) 2. BITUMINOUS DAMPPROOFING FROM 6" ABOVE GRADE TO TOP OF SPREAD PORTION OF FOOTING. 3. REINF. CONC. STEM WALL. (SEE STRUCTURAL) 4. LOOSE FILL 5. 4" DIA. RAIN DRAIN FIELD VERIFY LOCATION 6. 2X STUDS 7. 60 MIN. GRADE 'D' PAPER 8. PLYWOOD FLOOR SHEATHING (SEE STRUCTURAL) 9. INTERIOR FINISH 10. P.T.D.F. SILL PLATE ANCOR BOLTS AS REQUIRED (SEE STRUCTURAL) 12. CONT. ROPE CAULKING 13. FLOOR FRAMING (SEE STUCTURAL) 14. 4" DIA. PERFORATED DRAIN. 15. EXTERIOR SIDING (SEE ELEVATION) 16. DOWNSPOUT WHERE OCCURS ( ( (5) 11 ATTIC ACCESS DETAIL SCALE: N.T.S. STRINGER AT LANDING SCALE: N.T.S. SCALE: N.T.S. STEP FOOTING DETAIL NOTES: 1. 2x10 2. R -38 BLOWN -IN TYP. 3. TRUSSES 4. OVERHANG 3/8" TO MAX. 1/2" 5. 5/8" G.W.B. 6. U BEAD 7. FINISH EDGE 8. 5/8" WHEN FRAMING AT 24" O.C. 9. WEATHER STRIP NOTES: 1. 3/4" PLYWOOD TREADS & RISERS 2. CONT. 2X PLATE 3. PLYWOOD SUBFLOOR 4. 2X12 STRINGERS (MIN. 3) 5. DOUBLE JOIST OR HEADER NOTES: 1. WALL FRAMING 2. PONY WALL FRAMING TO MATCH WALL FRAMING ABOVE 3. RIM JOIST 4. GRADE 5. SEE TYP WALL SECTION FOR FOUNDATION DESIGN j �� ( (2) (3) (4) (5) EXT. WALL ASSEMBLY l SCALE: N.T.S. (1) ( STRINGER AT WALL SCALE: N.T.S. STAIR NOTES: A. STRINGERS SHALL BE FIRE BLOCKED AT BOTH TOP & BOTTOM. B. MAX. RISE TO BE 7 3/4". C. MIN. RUN TO BE 10" D. MIN. HEAD HT. TO BE 6' -8" E. MIN. STAIR WIDTH TO BE 44': F. PROVIDE HANDRAILS AT LANDINGS MIN. 36" HT. W /DIVIDERS SPACED TO PREVENT PASSAGE OF A 4" SPHERE. (4) SCALE: N.T.S. (2) ( (5) STAIR SECTION DETAIL 1- 10" MIN TREAD (5) 1. BOARD AND BATT SIDING 2. 2" TRIM 3. HORIZ. WOOD SIDING 4. CONT. WEATHER BARRIER (TYVEK OR SIM.) 5. 1/2" PLYWD. SHT'G 6. 2x6 STUDS 16" o.c. 7. 5/8" TYPE X GWB 8. R -19 INSUL. 9. 2x6 P.T. PLATE SET IN BED OF SEALANT AND ANCHORED PER SHEARWALL SCHEDULE. 10. NOTES: RUBBER BASE NOTES: 1. PLYWOOD SUBFLOOR 2. 3/4" PLYWOOD TREADS & RISERS 3. 2X12 STRINGERS (MIN. 3) 4. DOUBLE JOIST OR HEADER 5. METAL HANGER REVIEWED FOR CODE COMPLIANCE APPROVED NOTES: MAY 1. 8 2007 I n � CityOfTukwila� I 1. IF OPEN RAIL IS USED OPENINGS SHALL HAVE INTERMEDIAT RAILS OR AN ORNAMENTAL PATTERN SUCH THAT A SPHERE 4" IN DIA. CANNOT PASS THROUGH. 2. CONT. HANDRAIL 34" TO 38" ABOVE NOSING 3. 1.2" TYPE 'X' G.W.B. @ WALLS & LID OF USEABLE AREA BELOW STAIRS. (2) LAYERS AT LID WHEN STRINGERS EXCEED 16" 0.C. 4. 2X4 NAILER 5. (3) 2X12 STAIR JACKS TYPICAL. NOT TO EXCEED 24" 0.C. 6. 10" STAIR JACK CUT TYP. 7. 2X4 THRUST BLOCK 8. 1X8 RISER 9. 1 "x11" TREADS I ( \ (7) RECEIVED CRY OFTUKWIIA MAY 0? ?nnl PERIMITCENTER 1 EVERY EFFORT HAS BEEN TAKEN TO ENSURE THE ACCURACY OF THESE DRAWINGS, HOWEVER THE CONTRACTOR SHALL CHECK AND VERIFY ALL INFORMATION CONTAINED IN THE DRAWINGS, AND THE SITE CONDITIONS PRIOR TO COMMENCING CONSTRUCTION. PROJECT I REVISIONS DATE ISSUED JOB NO. HOUSE ADDITION ISSUED FOR PERMIT SHEET NO. D1 04/05/07 20580 1 (5) (2) NOTE: REINFORCING MATERIALS THROUGH WHICH THE PLASTER IS FORCED ARE EITHER STUCCO WIRE OR METAL LATH. REINFORCING IS FASTENED TO SHEATHING. SHEATHING HAS TO BE RIGID ENOUGH TO REMAIN STIFF DURING THE PROCESS OF APPLYING THE STUCCO. IN SUCH AREAS 5/8" PLYWOOD IS RECOMENDED STUCCO DETAIL SCALE: N.T.S. PONY WALL SCALE: N.T.S. SCALE: N.T.S. DECK FRAMING DETAIL (13) (14) (15) (15) NOTES: 1. GYPSUM BOARD OR GYPSUM VENEER FASTENERS AS PER CODE 2. BATT INSULATION 3. 2 X 6 WOOD STUDS - 16 " O.C. SOLID BLOCKING OR PLATES AS PER CODE; NAILING AS PER CODE REQUIREMENTS. 4. 3/8" THICK HOLNAM ONE COAT STUCCO 5. MIN. 1.75 EXPANDED DIAMOND MESH METAL LATH OR 20 GA. 1" GALV. STEEL WOVEN WIRE FABRIC FULLY EMBEDDED IN THE STUCCO. 6. 15 LB FELT APPROVED MOISTURE BARRIER LAPPED TO DRAIN. 7. PLYWOOD O.S.B., GYPSUM BOARD OR OTHER APPROVED SUBSTRATE APPROVED SUBSTRATE APPROVED SUBSTRATE CODE APPROVED NAILS OR STAPLES; SPACING AS PER CODE NOTES: 1. METAL CORNER BEAD 2. 1/2" GYP. BOARD 3. 2x FRAMING AT 16" O.C. (SEE FRAMING PLAN) 4. WOOD BASE. 5. (2)2x TOP CAP. 6. 2x SILL PLATE (P.T.D.F. AT CONC. SLAB). 7. TOP OF SLAB OR TOP OF SUB FLOOR. NOTES: 1. OPEN RAIL BTWN SUPPORTS 2. VERT. SUPPORT BOLTED TO OUTSIDE OF JST SYSTEM & R.JST 3. 1 x10 CEDAR TRIM 4. RIM JST 5. 6x BEAM 6. 6x POST 7. CONC. FTG. W/ SIMPSON #CB46 COLUMN BASE 8. 2x DECKING SPACED 1/4" APART 9. 2x12 P.T. JSTS 10. JOIST HANGER 11. 2x LEDGER WITH 1 /2" DIA LAG BOLTS ©32" O.C. 12. 2X6 TOP RAIL 13. 1X1 ON TOP OF 2X6 14. 2X2 CEDAR BALLUSTERS 15. 2X4 BOTTOM PLATE 16. CEDAR DECKING NOTE: PLACE BALLUSTERS TO PREVENT (12) PASSAGE OF A 4" DIA. SPHERE (6) ( ( (4) ( (7) (4) ( (12) (11) (10) (1) ( (5) (6) WINDOW JAMB DETAIL SCALE: N.T.S. (4) (5) HANDRAIL DETAIL SCALE: N.T.S. 4" MIN -6 14AX ELEV.VI EW TOP VIEW WATER HEATER DETAIL SCALE: N.T.S. Nit (6) ( ( ( (10) 4" MIN -6 "MAX (2) NOTES: 1. SIDING 2. SHEATHING 3. SEALANT 4. 4" TRIM 5. WINDOW FRAME 6. GWB 7. STUD 8. TRIMMER 9. CASING 10. LINER NOTES: 1. 2x FRAMING 2. PROVIDE RETURNS AT EA. END MITER CORNERS 3. 2X6 WOOD RAIL W /EASED EDGES 4. 2X3 CONT. SPACER 5. INTERIOR FINISH NOTE: A. HANDRAILS SHALL BE CONTINUOUS THE FULL LENSTH OF THE STAIRS PER I.R.C. 311.5.6.2 AND SHALL BE CAPABLE OF WITHSTANDING A LOAD OF AT LEAST 200 LBS. APPLIED IN ANY DIRECTION AT ANY POINT ON THE RAIL. GUARDRAILS SHALL RESIST A 20 LB. PER LINEAL FOOT HORIZONTAL FORCE APPLIED AT RIGHT ANGLE TO TOP RAIL. NOTES: 1. 2X FRAMING AT 16" O.C. 2. GYPSUM WALLBOARD 3. 3/8 X3 1/2 SCREWS THROUGH BLOCK TO STUDS 4. 2X4 LEAGER 5. FLEXIBLE WATER CONNECTION 6. VENT 7. WATER HEATER 8. FLEXIBLE GAS CONNECTION 9. MIN 26 GA. 1 1/2 WIDE GALVANIZED METAL STRAP OR WASHINGTON STATE ARCHITECT APPROVED EARTHQUAKE STRAPPING PRODUCT 10. 18" HT MIN. W/H PLATFORM (SEE PLAN) 11. WATER TIGHT FAN BENEATH WATER HEATER WITH DRAIN TO EXTERIOR. 12. CONTROL. NOTE: A. WATER HEATER STRAPPING SHALL BE AT POINTS WITH THE UPPER ONE -THIRD (1/3) AND LOWER ONE -THIRD (1/3) OF ITS VERTICAL DIMENTIONS. AT THE LOWER POINT A MIN. DISTANCE OF FOUR INCHES AHALL BE MAINTAINED ABOVE THE CONTROLS WITH STRAPPING. 1 WINDOW SILL DETAIL SCALE: N.T.S. WINDOW HEAD DETAIL SCALE: N.T.S. \Ar (8) 2 RAILING DETAIL SCALE: N.T.S. Cn Ca in 0 CC x w z w 0 CO a CD 1 0 Ca 0 5 CO N) (3) (4) NOTES: 1. 6" APRON 2. SIDING 3. SEALANT 4. LINER 5. CASING 6. GWB NOTES: 1. SIDING 2. SHEATHING 3. SEALENT 4. 6" TRIM 5. WINDOW FRAME 6. HEADER PER FRAMING PLAN 7. GWB 8. CASING 9. LINER NOTES: 1. HANDRAIL 2. LINE OF NEWEL POST BEYOND (WHERE OCCURS) 3. PLYWOOD SUB -FLOOR OR TREAD 4. BALUSTERS: PROVIDE MIN. 2 BALUSTERS PER TREAD AT AT STAIRS BALUSTERS TO BE SPACED SO THAT A 4" DIA. SPHERE CANNOT PASS THROUGH AT ANY LOCATION 5. CONT. 1 X WOOD CAP 6. 3/8 DIA. X 4 1/2 LONG LAG SCREWS AT 8" O.C. STAGGERED. MIN. 3" PENETRATION INTO FRAMING. COUNTERSINK & PLUG AT CAP. 7. (2)2X FRAMING (SEE FRAMING PLAN) 8. INTERIOR FINISH NOTE: A. HANDRAILS SHALL BE CONTINUOUS THE FULL LENSTH OF THE STAIRS PER I.R.C. 311.5.6.2 AND SHALL BE CAPABLE OF WITHSTANDING A LOAD OF AT LEAST 200 LBS. APPLIED IN ANY DIRECTION AT ANY POINT ON THE RAIL. GUARDRAILS SHALL RESIST A 20 LB. PER LINEAL FOOT HORIZONTAL FORCE APPLIED AT RIGHT ANGLE TO TOP RAIL. 1 INT. DOOR HEAD DETAIL SCALE: N.T.S. SCALE: N.T.S. INT. DOOR JAMB DETAIL 01 4 (12) RAILING DETAIL SCALE: N.T.S. J ( NOTES: 1. INTERIOR WALL ASSEMBLY 2. BEAM PER FRAMING PLAN AT BEARING WALLS 3. SINGLE PLATE AT NON- BEARING WALLS 4. WOOD CASING 5. SHIM SPACE 6. DOOR FRAME 7. SWINGING DOOR NOTES: 1. INTERIOR WALL ASSEMBLY 2. KING STUD AND TRIMMER 3. WOOD CASING 4. SHIM SPACE 5. DOOR FRAME 6. SWINGING DOOR REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 8 2001 1 City Of Tukwila LB DING DIi N NOTES: 1. 1 1/2" SQ. BALUSTERS SPACED 3 7/8" 2. CONT. 1X WOOD CAP 3. DBL. TOP PLATE 4. 2X SILL PLATE 5. INTERIOR FINISH 6. DOUBLE 2X FLOOR JOIST OR STRINGERS 7. PLYWOOD SUB -FLOOR OR TREAD 8. SIPSON FHAG STRAP MULTI PLATES TOGETHER AT 12" O.C. STAGGERED 2X PLATE AS REQ'D 9. 3/8 DIA. X 8 LONG LAG SCREW AT 12" O.C. STAGGERED 2X PLATE AS REVD 10. 3/8 DIA. X 4 1/2 LONG LAG SCREWS AT 8" O.C. STAGGERED. MIN. 3" PENETRATION INTO FRAMING. COUNTERSINK & PLUG AT CAP. GLUE AT BALUSTER TO 1X CAP CONNECTION 11. 2X PLATE AS REQUIRED 12. 2" WIDE HANDRAIL NOTE: A. HANDRAILS SHALL BE CONTINUOUS THE FULL LENSTH OF THE STAIRS PER I.R.C. 311.5.6.2 AND SHALL BE CAPABLE OF WITHSTANDING A LOAD OF AT LEAST 200 LBS. APPLIED IN ANY DIRECTION AT ANY POINT ON THE RAIL. GUARDRAILS SHALL RESIST A 20 LB. PER LINEAL FOOT HORIZONTAL FORCE APPLIED AT RIGHT ANGLE TO TOP RAIL. RECEIVED CITY OFTIJKWIL.A MAY 02 7nn7 PERMATCEMTER EVERY EFFORT HAS BEEN TAKEN TO ENSURE THE ACCURACY OF THESE DRAWINGS, HOWEVER THE CONTRACTOR SHALL CHECK AND VERIFY ALL INFORMATION CONTAINED IN THE DRAWINGS, AND THE SITE CONDITIONS PRIOR TO COMMENCING CONSTRUCTION. PROJECT O z N W U co � J oN O \CD 00 « cxD LLI Z n J (45 w Lc) a W 0 ao - U J W Q REVISIONS DATE ISSUED JOB NO. HOUSE ADDITION ISSUED FOR PERMIT 04/05/07 20580 SHEET NO. D2 1 TOP OF BEAM ABOVE JOIST (SIM.) ---1 . TJI OR SAWN TOP OF BEAM ABOVE J0151.......26_=== 3 (SIM.) I I - - - FLUSH TOP SIMPSON ITT GIRDER FLUSH TOP II PARALLAM fv (PSI) llya TJI JOIST HT. PLATE HT. FLUSH 81=AM I. 6x BEAMS AND HEADERS - 815 95 1300 O O 2. 4x BEAMS AND HEADERS DF NO. 2 { 95 r , FLUSH BEAM 3. 2x JOIST TJI OR SAWN BEAM (UP ET) I ' 1500000 4. 015T DF NO. I (UPSET) 95 1450 1100000 5. p OF NO. 2 815 95 p �� "PLATE 6. GLU -LAM BEAM PLATE T. ME p 1300 1800000 �, 2.0 PARALLAM PSL � J015T 290 1650 2000000 $. 1.9E MICROLLAM LVL - 2600 285 2310 TJI OR SAWN . 11111111 11� PLATE HT. � �i �� PLAT HT. SIMPSON D9 DETAIL FLUSH BOTTOM SIMPSON HANGER D T�4IL � FLUSH BOTTOM SIMPSON HANGER DETAIL D4 SIMPSON HANGER DETAIL DETAIL 11T's TJI JOIST SIMPSON EG 3 ( 1; 1 1 I' ; I' -0' �S 1 / ►' : 1' -0' ` s, ` . I' - I' -0' 1 l' : I' -0' ` 1 I ' = I' -0' � MSTIS PLATE HT. HEADER PLATE IHT. GIRDER USS ArAL SIMPSON TBE6 EACH 510E PLATE HT. I1T'a TJI JOIST BEAM UPSET/FLUSH MSTIS AT FLUSH BM. NOTCHED IN WALL SIMPSON TBE6 EACH 510E Q PLATE HT. 11�'a TJI JOIST :, I - 16d 6 O .C. STAGGEREp ill 6x 5 GL 5 PSL ' . ,I 1 (6) I6d I6d 0 6' STAGGER , PW FILLER , " -3 4x GL�(6)16d 331/2 PP51- — -: , . p ��' ' I , ac (6)16d 16d 6 STAGGER �� ' , la II . , \ (3) 2x CRIPPLES OR AS NOTED ON 1�►,.�« , ' r BOT. OF FLUSH BM �'� IF DEPTH IS GREATER I THAN JOIST DEPTH - i PROVIDE KING i STUDS SIDE I - ` 11 �� " � � 1 liN I I6d 6 16' D.C. I LS I I (STAGGERED) ' g o` I (3) 2x CRIPPLES OR I �� �° PLATE HT. F II PARALLAM /151 SIMPSON DETAIL ITT „ `i -ill D5 �♦ , (2) 2x CRIPPLES M IN OR AS N OTED MIN. SCHEDULE 2x CRIPPLES DETAIL . i DETAIL DI DETAIL PLAN EA -0 I DETAIL 1 LAN i { CENTER ON M. PER D& 51 I' - I' SI I' - 1' -0' Si I ' - I' -0' 51 1' = 1' -0' 51 ,' : l'-0' CO NAILING RI NAILING -NAIL W/ (2) ROWS OF 8c1 6 D.C. STAGGERED 2X4 FLAT BLKG. W/ SIMPSON Z2 UNSUPPORTED ABUTTING 91) EDGE JOINT 3 / 4 ' VG PW SHEATHING TJI JOISTS 16' O . C . . UNSUPPORTED ABUTTING PW EDGE JOINT ------11.-\ 2X4 FLAT B LKG. W/ SIMPSON Z2 EACH EN 751. tra ROOF ROOF SHEATHING _�` TRUSS CONT, PW EDGE NAILING - NAIL W/ (2) ROWS OF 8d 6 O. STAEED LK . (3) 2X BUILT -UP POST �`� MIN. OR PER PLAN M. PER PLAN SIMPSON GLT OR NWD PER PLAN END OF • IT! M. PER PLAN SIMPSON CC P� 4x S BM. SI M. TJI OR SAWN JOIST MULTIPLE STUDS - MATCH ABOVE PLATE HT. SIMPSON CC (SIMPSON ECC 9 SIM.) W/ BOLTS PER SPECS_ ° • i I ° • M. PER PLAN _ �"�'"�r�� EACH END 1- UILT-UP POST MATCH AOVE DETAIL /b1& DETAIL ° FL . 3LK 1 3 : O11 DETAIL s % I' = 1' -0. 51 I' - 1' -0' Sly I' : I' -0' st 1' - 1' -0' , .1 I' - ,' -0' MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f'c) IBC TABLE 190422 SPECIES AND GRADE (BASE DESIGN VALUES) 2,500 PSI STRUCTURAL ELEMENT SPECIES /GRADE lb (PSI) fv (PSI) fc (PSI) E (PSI) I. 6x BEAMS AND HEADERS DF NO. 2 815 95 1300 1100000 2. 4x BEAMS AND HEADERS DF NO. 2 815 95 1300 1100000 3. 2x JOIST HF NO. I 950 15 1300 1500000 4. 6x POST DF NO. I 1000 95 1450 1100000 5. 4X POST OF NO. 2 815 95 1300 1600000 6. GLU -LAM BEAM 24F -V4, 24F -V$ 2400 165 1300 1800000 1. 2.0 PARALLAM PSL - 2900 290 1650 2000000 $. 1.9E MICROLLAM LVL - 2600 285 2310 1900000 MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f'c) IBC TABLE 190422 DEAD LOAD FOOTINGS AND FOUNDATIONS NOT EXPOSED TO WEATHER: 2,500 PSI BASEMENT WALLS AND FOUNDATION WALLS AND ALL OTHER VERTICAL SURFACES EXPOSED TO WEATHER, INCLUDING GARAGE SLABS, STEPS, AND ALL EXTERIOR FLATWORK 3,000 PSI VERTICAL LOADS: DEAD LOAD LIVE LOAD ROOF ACTUAL 25 PSF (SNOW) FLOOR ACTUAL 40 PSF GARAGE ACTUAL 50 PSF (or 3000 WHEEL LOAD) DECK ACTUAL 60 PSF GENERAL NOTES THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE PRESCRIBED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTURE 15 THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR THIS RESPONSIBILITY INCLUDES BUT IS NOT LIMITED TO JOBSITE SAFETY: ERECTION MEANS, AND SEQUENCES± TEMPORARY 51-1ORING, FORMWORK, AND BRACING± USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS, AND WORKMANSHIP SHALL CONFORM TO THE 2003 INTERNATIONAL BUILDING CODE (IBC) AND SEI /ASCE 1 -02 'MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES AS AMENDED BY LOCAL JUSRISDICTION LATERAL FORCES: LOCATION: 41.605592 LAT., - 122.294589 LONGIT. ADDRESS: 14918 51th AVE. 5., TUKWILA, WA, 2% PE IN 50 YR ( 2003 LAT -LON ) USGS -CD: 0.2 SEC. (Ss) 143.09 1.0 SEC. (SI) 4835 I. SEISMIC ( IBC 1615 - 1623 4 ASCE 9.0 ): SEISMIC DESIGN CATEGORY - D2 SITE CLASS - D SEISMIC USE GROUP - I OCCUPANCY CATEGORY - II VERTICAL FORCES - GRAVITY ( IBC 1604 THRU 1608 ) DESIGN CRITERIA SOIL BEARING PRESSURE: 1500 PSF (ASSUMED) ACTIVE PRESSURE - RESTRAINED: 50 PCF (ASSUMED) ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 250 PCF (ASSUMED) COEFFICIENT OF FRICTION: 35 (ASSUMED) II. WIND ( IBC 1609 4 ASCE 6.0 ): 85 MPH WIND SPEED EXPOSURE - IMPORTANCE FACTOR Iw = 1.0 WIND SPEED UP: KzT =1.00 FOUNDATION DESIGN CRITERIA (IBC 1504 - 1506) : (GEO -TECH. REPORT NOT AVAILABLE) ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR COMPACTED 'STRUCTURAL BACKFILL'. AREAS OVER EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (f'c : 2000 PSI) OR 'STRUCTURAL BACKFILL'. CONCRETE CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C -I50 TYPE II OR TYPE I AND SHALL BE READY -MIXED PER ASTM C -94, MAXIMUM SLUMP 5'. MINIMUM CEMENT CONTENT 51/2 SACKS PER YARD PROVIDE 5%-l%o AIR - ENTRAINED CONCRETE FOR CONCRETE (f'c : 3000 PSI) EXPOSED TO WEATHER. METAL REINFORCEMENT: REINFORCEMENT SHALL CONFORM TO ASTM A -615, GRADE 40. SPLICE SHALL BE 24 BAR DIAMETERS OR IS' MINIMUM. PROVIDE CORNER BARS FOR ALL HORIZONTAL BARS IN WALLS AND FOOTINGS. NON - SHRINK GROUT: MASTER BUILDERS 'MASTER=LOW 925 OR PRE - APPROVED EQUAL GROUT MAY BE PLACED FROM A 25 SECOND FLOW TO A STIFF PACKING CONSISTENCY. FILL OR PACK ENTIRE SPACE UNDER PLATES OR SHAPES. NO GROUTING SHALL BE DONE BELOW 40 DEGREES F. EPDXY GROUT: SIMPSON STRONG -TIE 'SET', COVERT OPERATIONS 'CIA' GEL, OR PRE- APPROVED EQUAL. TWO PART LOW SAG EPDXY. USE EQUIPMENT, WHICH SHALL ACCURATELY MIX AND DISPENSE THE COMPONENTS. HOLES SHALL BE DRILLED AT THE DIAMETER AS SPECIFIED BY THE MANUFACTURER BASED ON THE DOWEL BAR OR THREADED ROD DIAMETER. HOLES SHALL BE PRY AND CLEANED WITH PRESSURIZED AIR JUST PRIOR TO INSTALLING GROUT. THE REBAR DOWEL OR THREADED ROD SHALL BE CLEAN AND INSTALLED SLOWLY, AND SHALL BE ROTATED AS IT 15 PUSHED INTO THE HOLE. COLD WEATHER GROUTING SHALL BE DONE WITH PROPER GROUT FORMULA. EMBED (9) DIAMETERS MINIMUM UNLESS NOTED OTHERWISE IN PLANS AND DETAILS. GROUTING OPERATION SHALL BE INSPECTED BY AN AGENT AS RECOMMENDED BY THE OWNER CAREENTRY WOOD SHEATHING : SHALL BE STRUCTURAL *1 PLYWOOD OR ORIENTED STRAND BOARD. PLYWOOD SHALL BE GROUP 1 OR GROUP 2 SPECIES, C -D GRADE EXPOSURE I CONFORMING TO PS 1 -83. EACH PANEL SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. ORIENTED STRAND BOARD (OM) SHALL BE APA RATED STRUCT. -I FOR ROOF AND WALLS AND APA RATED STURDY -I -FLOOR FOR FLOORS. EACH PANEL SHALL BE CLASSIFIED AS EXPOSURE I AND SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION (APA). GLUE - LAMINATED MEMBERS: CONFORM TO ANSI /AITC AI90.1. MEMBERS SHALL BE COMBINATION 24F -V4 DOUGLAS FIR FOR SIMPLE SPANS, 24F -V5 DOUGLAS FIR FOR CANTILEVERED SPANS WITH EXTERIOR GLUE. FRAMING LUMBER STANDARDS: CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB), OR WESTERN WOOD PRODUCTS ASSOCIATION (WWPA). EACH PIECE SHALL BEAR THE SCLIB OR WWPA GRADE TRADE- MARK. GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER 2003 IBC TABLE 2304.9.1 OR MORE, AS OTHERWISE SHOWN. PRESSURE TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS ALLOWED BY IBC SECTIONS 2308.10.42 . OR AS APPROVED PRIOR TO INSTALLATION. FRAMING CONNECTORS: SHALL HAVE ICBO APPROVAL AND BE MANUFACTURED BY SIMPSON COMPANY, SAN LEANDRO, CA, OR PRE - APPROVED EQUAL. PROVIDE MAXIMUM SIZE AND QUANTITY OF NAILS OR BOLTS PER MANUFACTURERL, EXCEPT AS NOTED OTHERWISE. I- JOISTS: SHALL BE TRUS JOIST MACMILLAN, OR APPROVED EQUAL, AS INDICATED ON THE STRUCTURAL DRAWINGS. I- JOISTS SHALL BE MANUFACTURED IN ACCORDANCE WITH A CURRENT ICBO REPORT AND APPROVED SHOP AND INSTALLATION DRAWINGS. WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP DRAWINGS. TRUSSES SHALL BE DESIGNED PER IBC SECTION TO CARRY THE LOADS LISTED IN THE DESIGN CRITERION AND ANY ADDITIONAL LOADS INDICATED ON THE FRAMING PLAN. PROVIDE SHOP AND INSTALLATION DRAWINGS PRODUCED UNDER THE SUPERVISION OF AND BEARING THE STAMP OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. REQUIREMENTS FOR FASTENERS IN TREATED MATERIAL: ALL HARDWARE AND FASTENERS IN PRESSURE TREATED MATERIAL SHALL BE SIMPSON GI85 HDG (HOT DIPPED GALVANIZED) OR 5ST300 STAINLESS STEEL CONNECTORS OR EQUIVALENT. HOT DIPPED GALVANIZED FASTENERS SHALL BE USED WITH G185 Z -MAX AND HDG CONNECTORS AND STAINLESS STEEL FASTENERS SHALL BE USED WITH SST300 CONNECTORS. DO NOT USE STAINLESS STEEL FASTENERS WITH GIS5 Z -MAX OR HDG CONNECTORS. ALL ANCHOR BOLTS, WASHERS, AND NUTS SHALL BE HOT DIPPED GALVANIZED. HOT DIPPED OR STAINLESS STEEL NAILS MUST BE USED WHEN FASTENING SHEATHING, STUDS, AND JOIST INTO TREATED MUDSILL. HOT DIPPED GALVANIZED OR STAINLESS STEEL FASTERES SHALL BE USED WHEN FASTENING DECKING TO TREATED MEMBERS. Miint►1,x%1 litiVI `i"":III_II_'11_ /II ∎I.1/I111.I .■■IMIIIIIi/II��I PW SHEATHING -SEE SCHEDULE FOR NAILING ABUTTING VERTICAL PW EDGE FRAMING - SIZE PER SCHEDULE NOTE: AREAS NOT HATCHED REQUIRES MINIMUM SHEAR NAILING OR SOLE PLATE NAILING OR ANCHOR BOLT SPACING. SEE 'SHEAR WALL SCHEDULE NOTES' I THRU 9 (THIS SHEET) SOLE PLATE PER SCHEDULE ROOF SHTG. PL ELEV. FIN. FLR PL ELEV. FLOOR BEAM PER PLAN BLOCKING REQUIRED AT ALL HORIZONTAL UNSUPPORTED PW EDGES - SIZE PER SCHEDULE FIN. FLR B.o. PW MAIN FLOOR JOISTS PER PLAN - (NOT REQD. AT SLAB ON GRADE CONDITION) s pa' AB.'S - EMBED 1' MIN. -SPACE PER SHEAR WALL SCHEDULE TRUSSES OR RAFTER BLOCKING STRAP HOLDOWN AT FOUNDATION ABUTTING VERTICAL PW EDGE FRAMING - SIZE PER SCHEDULE TREATED SILL PL DOUBLE TOP PLATE - MIN. LAP SPLICE SHALL BE 1' -0' - NAIL W/ 10d e 4' O.C. SPECIAL SHEAR WALL PANELS SEE SCHEDULE FOR NAILING AND HOLDOILN TYPES HD BOLTED HOLDOWN PER PLAN NOTE: THIS ELEVATION DOES NOT REPRESENT A SPECIFIC SHEAR WALL TYPE OR LOCATION. REFER TO THIS DETAIL FOR VARYING SHEAR WALL CONDITIONS, I.E. SHEAR WALL CONNECTION FROM SECOND FLOOR TO MAIN FLOOR SEE TO SHEAR WALL SCHEDULE FOR SPECIFIC NAILING, HOLDOWN TYPES, AND FRAMING SIZES. W2 ELEVATION - STRUCTURAL FRAMING OR 51 -1E4R WALL (HATCHED) SL" 34'_1' a - REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2007 City Of Tukwila B ILDING DIVISION GIRDER TRUSS PER PLAN 2x BLOCKING (TYP.) SIMPSON HI (TYP.) EDGE FRAMING PER SCHEDULE ADDITIONAL STUDS BELOW GIRDER TRUSS PER PLAN 3 44' FLOOR SHTG. MST STRAPS PER PLAN FLOOR JOISTS PER PLAN EDGE FRAMING PER SCHEDULE 'HD' BOLTED HOLDOUN AT FOUNDATION AS REQD. PER PLAN 3 4' FLOOR SHTG. SIMPSON SSTB ANCHOR BOLT- ADDITIONAL EDGE FRAMING AND HOLDOUN REQUIRED BELOW EDGE OF UPPER FLOOR SHEAR WALL - SEE PLAN IF REQD. RECEIVED CITY OFTUKWIjA MAY 02 7nm PERM GERI - ER II (1) z Ui z 0 U F U W 0 a- (I) J N W F F OD zo Q1/ UI � Z U I- O o I O CV 02 I' 8 1 1 1 1 m h ui Ci Project ## : 04607 S1 1, 3/4' T4G PW SHEATHING - NAIL W/ Sd a 6' O.G. EDGES AND Sd a 10' O.C. FIELD J EXIST. JOISTS 4 16 O.C. SIMPSON 435 EACH JOIST 2X6 P.T. DECKING - ATTACH TO JOISTS W/ GALY. DECK SCREWS EXIST. RIM BOARD EXIST. WALL TREATED 2X DECK JOISTS AT 16' O.C. POST PER PLAN - CONT. FROM SPREAD FTC. TO BEAM ABOVE (NO SPLICE) 0 SECTION 1' = 1' -0' SIMPSON LSU26 EA STRINGER PER ARCH. SECTION 1' = 1' -0' SECTION ' =1' -0' I I d) 3' -0' SOLE PLATE NAILING PER SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES 2x OR 3x TREATED SILL PLATE WI 5 4. AB. 4 3/I6' X 2' X 2' GALY. WASHERS SPACE e 18' O.C. MAX OR LESS AS SPECIFIED BY SHEAR WALL SCHEDULE (2) *4 TOP 2X6 BLOCKING EACH SIDE OF POST W/ (2) I6d TREATED BLOCKING EA. SIDE OF POST WI SIMPSON A35 EA END SIMPSON LC15 POST BASE (3) "4 EA. WAY 2X DECK (3) 2X12 STRINGERS TREATED 2X TREATED JOIST 4' T4G Fill SHEATHING - NAIL W/ Sd a 6' O.G. EDGES AND Sd g 10' O.G. FIELD JOISTS 16' D.G. *4 a It O.C. EACH WAY JOISTS 9 16' O.C. 1 /450SX3 SCREWS OR I ra' DIAMETER M15'5 m I6" O.C. PLACE ALT. BARS AS SHOWN. (2) *4 (2) 0 4 TOP SECTION I' ; 1' -0' 3/4' T4G PW SHEATHING - NAIL W/ Sd a 6' O.C. EDGES AND Sd a 10' O.C. FIELD EXIST. WALL BLOCKING PER ARCH. I' CLR • 2' MIN 6' MAX 40 DIA (20' MN) TYP ALL CORNER BARS. 40 BAR DIA LAP TYP 20' MIN. S' I I 2' -0' 10' AND ABOVE. BLOCKING TREATED SILL PLATE W/ 5'8' • AB. 4 3/16' GALY. WASHERS. SEE SHEAR WALL SCHEDULE TREATED SILL PLATE W/ 54' • AB. 4 3/16' x 2'x2' GALY, WASHERS. (2) *4 TOP (2) 4 4 CONT. W/ CORNER BARS I6d e6' (3) 2X12 STRINGERS TREATED TYPICAL REINFORCEMENT PLACING PLAN FOR CONCRETE WALLS SOLE PLATE NAILING PER SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES EDGE NAILING - Sd a 6' 0.C, SIMPSON LS0 EACH STRINGER ATTACH TO STRINGER W/ (4) SCREWS = ATTACH TO CONC. WITH POWDER ACTIVATED FASTENERS OR EXP. BOLTS 4' TIGHT LINE 4' PER. PRAIN COVER WI FILTER FABRIC 2X TREATED ECK 2X TREATED JOISTS FOOTING: 2' -0' X 10' X 6' -0' LONG W/ (3) *4 LONGIT. NOTES: (2) DECK SCREWS OR I6d GALY. NAILS I. VERT. REINF SHOWN IS ADD'L. IF NORMAL WALL REINF IS NOT IN PROPER LOCATION. 2. CORNER BARS ARE SAME SIZE AND SPACING AS HORIZ REINF. 3. WALL DETAILS SHOWN. FOOTING DETAILS SIM. 4. WALLS THICKER THAN 5' TO HAVE DOUBLE MAT. OF REINF. 4 5' AND SMALLER U5E SINGLE MAT. 4' SLAB ON GRADE (2) 0 4 CONT. BM. PER PLAN SIMPSON ECC66 --____F 5 4' DIA. BOLT (GALV.) — 6X6 SECTION 3 1 = 1 -0 , SECTION ' -1' -0' SECTION I 1' -0' 4 I' -0' (---- (2) 0 4 CONT. m iA 4X6 KNEE BRACE 54" DIA L.5. SLAB ON GRADE - REINF. PER PLAN *4 a 16' O.C. EACH WAY BOTTOM OF FOOTING BEYOND. — PIPE PARALLEL TO WALL. 1' -0' TREATED SILL PLATE W/ 5 4' • AB. 4 3/16' GALY. WASHERS. SEE SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES 1' -4' FOOTING m TYPICAL DETAIL OF PIPE AT CONCRETE FOOTINGS (2) *4 CONT. W/ CORNER BARS PIPE SLEEVE NO PIPE HROUGH FOOTINGS T PERMITTED DI I 6' CONCRETE ALL SIDES OF PIPE. NO EXCAVATION PERMITTED BELOW THIS LINE. STEP FOOTING AS REQUIRED. 1. THIS DETAIL SHOWS PERMISSIBLE LOCATION OF PIPES OR EXCAVATION. 2. FOR PIPES GREATER THAN 3' -0' BELOW FOOTING, BACKFILL TRENCH WITH STRUCTURAL BACKFILL. 4' TIGHT LINE 4' PERT. DRAIN COVER W/ FILTER FABRIC E APPRO Mph 1 200 RECEIVED CITY OFTUKWILA MAY 0 7 ?no PE111 ,41TCEMTER II N F z W F Z 0 U 0 W Z 0 F Q u� o —J zQ D F O LU u.O m U w o z tu to fi � N O 0 m 3 o 1- z ua O u LU C1 1 1 1 1 Project ## : 04607 S 2 2x6 STUDWALL 3 4' T4G FLU SHEATHING- NAIL W/ Sd a 6' D.C. EDGES AND Sd a 10' O.C. FIELD TJI JOISTS 9 16' O.C. HEADER PER PLAN 2x6 STUDWALL 1/16' PW SHEATHING - NAIL W/ Sd a 6` O.C. EDGES 4 ad 12' O.C. INTERMEDIATE FRAMING MEMBERS — :IT MFRD. T SSES SIMPSON A34 2X4 GABLE END WALL BRACE - LOCATE AT RIDGE 4 SPACE BAL. AT S' - O.C. NOTE: BRACE MAY BE - OMITTED IF INTERIOR PERPENDICULAR WALL OCCURS WHERE BRACE IS REQUIRED 2x6 STUDWALL PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARWALL NAILING MST STRAP PW - SEE SHEAR WALL SCHEDULE ON / SHEET 51 FOR SPECIFIC NAILING I \ iI I I L _y SECTION ' =P -O' I T T T VARIES 40 (MAX.) '7" 2' -0' SECTION 1 , = I , - SOLE PLATE NAILING PER SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES 1 TIMBERSTRAND RIM BOARD SHEAR WALL SHEATHING (2) STUDS SOLE PLATE NAILING FLOOR SHEATHING 2X SOLID BLK BELOW HOLDOWN RIM JOIST (2) STUDS ad a 6' D.C. 2X FLAT OUTRIGGER a 24' o_c. - GABLE END TRUSS SIMPSON GBC SIMPSON A35 6 24' O.C. EDGE NAILING - SEE GENERAL NOTES HEADER PER PLAN PW - SEE SHEAR WALL SCHEDULE ON SHEET 51 FOR SPECIFIC NAILING S 4E 4R WALL DETAIL W/ SIMPSON MST STRAP 1-IOLDOUJN (PER FLAN) 3 /4' T4G PW SHEATHING - NAIL W/ Sd a 6' O.G. EDGES AND ad e 10' O.G. FIELD 1114' TJI JOISTS SHEATHING RAFTERS OR TRUSS 2x CONTINUOUS CORNER, OR DOOR OR WINDOW SIMPSON 5D51/4x3 WOOD SCREWS - (QTY. PER PHD TYPE) PANEL EDGE NAIL SPACING EPDXY BOLT 10' MN DEPTH PANEL EDGE NAIL SPACING 1' =1' -0' I 8d 6 6' O.C. SECTION 1' = 1' -0' RAFTERS OR TRUSS TYPICAL SIP DETAIL VOLLEY DETAIL 5 /4'. EXP. BOLTS X 7' W/ 3/16' x 2' x 2' WASHERS AT EACH ANCHOR BOLTS - (TYP.) EDGE OF SHEARWALL / # SEE FLOOR PLANS 2x6 STUDWALL ROOF SHEATHING 2x SOLID BLOCKING OR RIDGE BEAM AS REQUIRED ad m 6' O.C. CONT. DOUBLE STUDS e SHEAR WALL EDGES. NAIL STUDS TOGETHER W/ I0d a 12' O.C. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARWALL NAILING HOLDOWN REQ'D BOTH EDGES OF SHEARWALL I TIMBERSTRAND RIM BOARD SHEAR WALL SHEATHING. SEE SCHEDULE FOR NAILING SOLE PLATE NAILING PER SHEAR WALL SCHEDULE DGE NAILING - SEE GENERAL NOTES TJI e 16' O.C. PW - SEE SHEAR WALL SCHEDULE ON SHEET 51 FOR SPECIFIC NAILING EADER PER PLAN 2x6 STUDWALL ROOF SHEATHING± EXTEND TO COVER FRAMING BELOW OVERFRAMING. TERS OR TRUSS ONNECT CONTINUOUS 2X THRU ROOF SHEATHING TO TRUSS/ RAFTER BELOW WITH (2) 16d NAILS DETAIL - SIMPSON "1- US e SILL PLATE SHEAR WALL SHEATHING OPTIONAL SIDE PLATE DBL STUDS HOLDOWN TREATED SILL PLATE PLATE 3 /eX3 1 i2 W/ (2) 3 4' BOLTS THRU CONC. AND 1 /45DSX6' SCREWS AT 3' O.G. (1-TOTAL) MFRD. TRUSSES SIMPSON Hl EACH TRUSS CORNER, OR DOOR OR WINDOW HEADER PER PLAN 2x6 STUDWALL PANEL EDGE I 7 NAIL SPACING . I SIMPSON CC66 (SIMPSON ECC66 6 SIM.) EDGE OF SHEARWAL SEE FLOOR PLANS HOLDOWN REQ'D BOTH EDGES OF SHEARWALL NAILING TO STUDS: USE MAX. QUANTITY SPECIFIED PER STRAP —D. 1' =1' -0' ' =1' -0' MFRD. TRUSSES C SECTION SECTION 1' = I' -0' PANEL EDGE NAIL SPACING PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARWALL NAILING SHEAR WALL SHEATHING. NAIL TO INTERMEDIATE FRAMING a 12' O.C. SHEATHING PER PLAN- NAIL W/ Sd fa 6' O.C. EDGES 4 ad 6 12' O.C. INTERMEDIATE FRAMING MEMBERS SIMPSON RISC - SPACED AT 6' -0' O.C. NOTE: DO NOT ATTACH TO BIRDS MOUTH BLOCKING Sd 6 6' O.C. 'J' BOLT W/ 3/16' x 2' x 2' WASHERS AT EACH ANCHOR BOLTS - (2) STUDS MIN. e SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ 10d a 12' D.C. 6X6 PROVIDE 2x SOLID BLOCKING AT 'RISC' LOCATIONS ONLY. EDGE NAILING - SEE GENERAL NOTES PW - SEE SHEAR WALL SCHEDULE ON SHEET SI FOR SPECIFIC NAILING SIMPSON HI EACH TRUSS AL, ler HOLDOUN BM. PER PLAN DETAIL - STR4F HOLDOWN SHEAR WALL SHEATHING (2) STUDS TREATED SILL PLATE 4 .. • . . 4.... . 2x JOISTS SIMPSON H2.5 EACH TRUSS HEADER PER PLAN 2x6 STUDWALL C 4 ) SECTION 1/2' PW SHEATHING - NAIL W/ 8d a 6' O.C. EDGES 4 ad a 12' O.C. INTEWEDIATE FRAMING MEMBERS Sd '6'O.C. �— EDGE NAILING - SEE GENERAL NOTES PW - SEE SHEAR WALL SCHEDULE ON SHEET Si FOR SPECIFIC NAILING s .r._ CODE COMP P (.' COY 6 B 2x BLOCKING REGEWED CITY OFTIJ'KWILA MAY 0 2 7 nn 7 PERM GEM F CO I I F Z Ui F Z 0 U F U W 0 0. 1 1 1 1 m 1u Q S3 S3 Project # : 04607 FOOTING SCHEDULE (1500 PSF BRG.) F'c = 2500 psi TYPE DIMENSION (INCHES) REINF. ALLOWABLE LOAD (KIPS) 'L' (EA. WAY) THICKNESS (EA. WAY) ABUTTING VERT. Ft EDGES r 7 0 A L J (9) SOLE PL 24' 10' (3) *4 5.5 K SHEAR (PLF) UPLIFT FORGE ^ 15/32' PW Sd 9 4' O.C. (0.131' x 1 I ^� I 0 I I CI ___ -I 36' 10' (3) *4 12.4 K r 0 i I I L U I 42' 12' (3) *4 16.5 K r I I 0 I I I EI L J 4S' 12' (3) '5 216 K r 1 I I 0 I L F 60' 14' (6) S 33.5 K SNEARUJALL SCHEDULE (IBC TABLE 230&.4.1) n)(2)(4) WALL TYPE (5) SHTG. (3) EDGE NAILING (GAGE x LENGTH) (6) BOLE PL NAILING OR A.B. SPACING ABUTTING VERT. Ft EDGES ABUTTING HORIZ. FLU EDGES (9) SOLE PL MUD SILL EDGE FRAMING (VERT) HOEDOWN TYPES REMARKS / DETAILS SHEAR (PLF) UPLIFT FORGE (7) A 15/32' PW Sd 9 4' O.C. (0.131' x 1 54 A.B. e 40' O.C. 2x6 2x6 2x6 2x6 2 -2x6 IDUS D 293 Or 3Z k DF A S) 15/32' PW Sd 6 4' O.C. (0.131' x ll22 54' A. tv 48' O.G. 2x6 2x6 2x6 2x6 2 -2x6 5T1-1D14 5 193 pIF 1.6 k "b _J L �- NOTE: FOR ALL OTHER EXTERIOR WALLS NOT SPECIFIED IN SCHEDULE ABOVE, SEE NOTE I. IN 'SHEAR WALL SCHEDULE NOTES' BELOW. 0 " J rAj 2X6 16 O.C. 4' THICK CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE 14X10, 4X10, rog 4 •I' i a. a dl �, •I i e 10 4 4_ J irtrii 2X10 g 16' o.c. SI -TEAR WALL SCHEDULE NOTES (MAIN FLooR): I. WALLS NOTED IN SCHEDULE ABOVE ARE SHEAR WALLS WITH SPECIFIC NAILING, ABUTTING HORIZONTAL AND VERTICAL PW EDGE FRAMING, AND A$. SPACING. ALL OTHER EXTERIOR WALLS ARE DESIGNATED AS MINIMUM SHEAR WALL PANELS WITH NAILING REQUIREMENTS PER NOTES 2. THRU S. 2. MINIMUM NAILING - UNLESS NOTED ABOVE, PROVIDE COMMON OR GALVANIZED BOX: 8d m 6' O.G. EDGES AND 12' O.G. FIELD. 3. BLOCK ALL UNSUPPORTED HORIZONTAL ABUTTING PW EDGES W/ BLOCKING SIZE PER SCHEDULE. ALL VERTCIAL ABUTTING FLU EDGES SHALL BE SIZED PER SCHEDULE. 4. SHEAR NAILING APPLIES TO ALL ABUTTING PW EDGE FRAMING (STUDS AND BLKG.), AND TOP AND BOTTOM PLATES. 5. ALL EXTERIOR SHEATHING SHALL MATCH THE TYPE SPECIFIED IN SCHEDULE. 6. ANCHOR BOLTS SHALL BE r ''s' DIAMETER X 10' 'J' FOR 2X MUDSILL OR 5 4' DIAMETER X 12' 'J' FOR 3X MUDSILL (TIED IN PLACE). UNLESS NOTED ABOVE, SPACE AT 48' MAX. PROVIDE (2) ANCHOR BOLTS MIN. PER PLATE. PROVIDE 3/I6'x2'x2' GALV. WASHERS AT EACH ANCHOR BOLT. I. ALL FRAMING MEMBERS SHALL BE HEM -FIR UNLESS NOTED 'DF' (DOUG FIR) IN SCHEDULE. a ALL EXTERIOR AND INTERIOR SHEAR WALL STUDS SHALL BE 2X6 (EXTERIOR) OR 2X4 (INTERIOR) SPACED AT 16' O.C. S. SOLE PLATE SHALL MATCH ABUTTING HORIZONTAL PW EDGE FRAMING IF PW EDGE 15 LOCATED ALONG PLATE CENTERLINE. 10. SOLE PLATE NAILING SHALL BE I6d a 12' O.C. MAX. INLESS NOTED IN SCHEDULE. DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS 7() WITH ARCHITECTURAL DRAWINGS. FOUN4TION / MAIN FLOOR FR4MING FLAN LEGEND B_ COORDINATION OF CONSTRUCTION, INCLUDING VERIFICATION OF DIMENSIONS 4 FIELD CONDITIONS, IS TIE RESPONSIBILITY OF THE CONTRACTOR. ANY DISCREPANCIES SHALL BE BROUGI•R TO THE ATIIE:NTION OF 11$ DESIGN 1t4M PRIOR TO CONSTRUCTION. FOUNDATION 4 FRAMING NOTES: 1. ALL FLOOR BEAMS SHALL BE 4X10 DP2 UNLESS NOTED OTHERWISE ON PLAN. NOTE: LOCATE BEAMS UNDER BEARING WALL WHERE INDICATED. 2. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED GLACIAL TILL OR STRUCTURAL FILL. SEE GENERAL NOTES FOR ASSUMED SOIL LATERAL OR VERTICAL BEARING PRESSURES. THE CONTRACTOR SHALL FOLLOW THE AVAILABLE GEO- TECHNICAL REPORT FOR RECOMMENDED SITE PREPARATIONS BEFORE CONSTRICTING THE FOUNDATION, 3. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. ANY FIELD CUTS, NOTCHES, AND DRILLED HOLES SHALL BE RE- TREATED PER AWPA.M4. 4. ALL FASTNERS 4 HARDWARE IN PRESSURE TREATED OR FIRE - RETARDANT WOOD SHALL BE SIMPSON 'ZMAX' (GI85 HDG PER ASTM A653). 5_ PROVIDE DOUBLE JOIST OR BEAM BELOW INTERIOR BRACED OR BEARING WALLS. PROVIDE INTERIOR STEM WALL FOUNDATION BELOW SHEAR WALLS IF REQUIRED PER DETAIL. 6. PROVIDE 3 /Es' DIA. GALV. ANCHOR BOLTS EMBEDDED 1' MIN. IN CONC. F'ROVDE PLATE WASHERS AT EA. ANCHOR BOLT. SEE GENERAL NOTES. - I. PROVIDE APPROPRIATE BLOCKOUTS IN FOOTINGS OR STEM WALLS FOR PLUMBING 4 ELECTRICAL STUB -OUTS PER ARCH. PLANS. COORDINATE LOCATIONS IN SITE WITH CONTRACTOR S. PROVIDE CRAWLSPACE ACCESS PER IBC AND ARCH. PLANS. COORDINATE LOCATION IN SITE WITH CONTRACTOR S. PROVIDE CRAWL SPACE VENTILATION PER IBC AND ARCH. PLANS. NOTE: DO NOT LOCATE VENTS WITHIN 6' OF ANY HOEDOWN STRAPS OR ANCHOR BOLTS. 10. FOR TYP. PLACEMENT OF HORIZONTAL REINFORCEMENT IN CONCRETE STEM WALLS OR FOOTINGS, SEE DETAIL 14/52. II. FOR TYP. DETAIL OF PIPE NEAR FOOTINGS, SEE 8/52. 12. CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECIEPT OF DELIVERY FOR MIX OF 3000 PSI OR GREATER FOR BUILDING INSPECTOR VERIFICATION IF REQUESTED. SEE GENERAL NOTES ON SHEET SI FOR CONCRETE MIX REQUIREMENTS. C J 4X10 INDICATES POST STOPPING AT % THIS LEVEL INDICATES SPREAD FOOTING PER SCHEDULE INDICATES 6X6, 4X4, OR (3) 2X BU POSTS ORIGINATING AT THIS LEVEL AND SUPPORTING POINT LOADS FROM ABOVE. INDICATES SHEAR WALLS WITH HOLDOWNS , \ \, .6 SEE SCHEDULE 4 ELEVATION ON SHEET SI 4 BEAM MARK NUMBERS (PER STRUCT. CALCS.) • INDICATES POST FOOTI*E ED FOOTING SCHEDULEMITA, TUKWILA. MAY 0? 7 3 4' T8G PW SEATHING NAIL W/ Sd e 6" Sd a 10' O.C. INTE FRAMING MEMBERS 0 ) ' 1,ENTER FMEDIATE N F Z W F Z 0 0 F U LU 0 tt 0. 0 r ut z Rroj € ct ## 04607 S4 51- 1E4RLU4LL SCHEDULE (IE3C T4I5LE 230&.4.1) (1 )(2)(4) WALL TY PE (5) SHTG (3) EDGE NAILING (GAGE x LENGTH) (6) SOLE PL NAILING ABUTTING YERT. PW EDGES ABUTTING HORIZ. PW EDGES (8) SOLE PL MUD SILL EDGE FRAMING (PERT.) HOLDOWN TYPES REMARKS / DETAILS SHEAR (PLF) UPLIFT FORCE A 15/32' PW Sd 9 6' O.C. (0.13I' x 1 I6d 6 4' O.G. (0.162' x 31/2') 2x6 2x6 2x6 2x6 2 -2x6 MST37 MSTC66133 IE■MA 150 pIf 32 k W® L f I I 2110 17 4X12 2x8 a 16' o.c. �J f G 6 I I V I 1 1 1 1 pmeArAmmlymmummmmmainwzmulii T NOTE: FOR ALL OTHER EXTERIOR WALLS NOT SPECIFIED IN SCHEDULE ABOVE, SEE NOTE 1. IN 'SHEAR WALL SCHEDULE NOTES' BELOW. r 1 DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. UPPER FLOO FRAMING PLAN 10 L ■- ■ '- AMIE III' IMMISMININIMMINEMPIX .4 • - -= . 1 X As>. ME NNE I.V A/ ir/HI V" A/ACM / / //. �»� I crr rrr 3 )i)1%- 44, SHEAR WALL SCHEDULE NOTES (UPPED FLOOR): I. WALLS NOTED IN SCHEDULE ABOVE ARE SHEAR WALLS WIN SPECIFIC NAILING, ABUTTING HORIZONTAL AND VERTICAL PW EDGE FRAMING, AND A.B. SPACING. ALL OTHER EXTERIOR WALLS ARE DESIGNATED AS MINIMUM SHEAR WALL PANELS WITH NAILING REQUIREMENTS PER NOTES 2. THRU 8. 2. MINIMUM NAILING - UNLESS NOTED ABOVE, PROVIDE COMMON OR GALVANIZED BOX: Sd 6' O.C. EDGES AND 12' O.C. FIELD. 3. BLOCK ALL UNSUPPORTED HORIZONTAL ABUTTING PW EDGES W/ BLOCKING SIZE PER SCHEDULE. ALL YERTCIAL ABUTTING PW EDGES SHALL BE SIZED PER SCHEDULE. 4. SHEAR NAILING APPLIES TO ALL ABUTTING PW EDGE FRAMING (STUDS AND BLKG.), AND TOP AND BOTTOM PLATES. 5. ALL EXTERIOR SHEATHING SHALL MATCH THE TYPE SPECIFIED IN SCHEDULE. 6. ALL FRAMING MEMBERS SHALL BE HEM -FIR UNLESS NOTED 'DF' (DOUG FIR) IN SCHEDULE. 1. ALL EXTERIOR AND INTERIOR SHEAR WALL STUDS SHALL BE 2X6 (EXTERIOR) OR 2X4 (INTERIOR) SPACED AT 16' O.G. 8. SOLE PLATE SHALL MATCH ABUTTING HORIZONTAL PW EDGE FRAMING IF PW EDGE IS LOCATED ALONG PLATE CENTERLINE. 10. SOLE PLATE NAILING SHALL BE I6d e 12' O.C. MAX. INLESS NOTED IN SCHEDULE. COORDINATION OF CONSTRUCTION, INCLUDING VERIFICATION OF DIMENSIONS 4 FIELD CONDITIONS, IS THE RESPONSIBILITY OF THE CONTRACTOR. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN TEAM PRIOR TO CONSTRUCTION. FLOOR FRAMING NOTES 1. ALL EXTERIOR HEADERS SHALL BE 6X10 DP2 UNLESS NOTED OTHERWISE ON PLAN. ALL INTERIOR HEADERS SHALL BE 4X10 DP2 UNLESS OTHERWISE NOTED. 2. ALL EXTERIOR STUDS SHALL BE 2X6 HEM -FIR SPACED AT 16' 0.C. ALL INTERIOR STUDS SHALL BE 2X4 HEM -FIR SPACED AT W O.C. TYPICAL UNLESS NOTED OTHERWISE ON PLAN OR SHEAR WALL SCHEDULE. 3. FOR TYPICAL STRUCTURAL WALL OR SHEAR WALL CONSTRUCTION, SEE ELEVATION SHEET SI. 4. PROVIDE SOLID BLOCKING BELOW BEARING OR SHEAR WALL PERPENDICULAR TO JOISTS. NAIL WALL SOLE PLATE TO BLOCKING PER SHEAR WALL SCHEDULE SHEET SI. 5. PROVIDE ADDITIONAL DOUBLE JOISTS OR BEAM BELOW SHEAR WALL OR BEARING WALL PARALLEL TO JOISTS. NAIL SOLE PLATE TO JST. PER SHEAR WALL SCHEDULE. 6. PROVIDE JOIST BRIDGING PER JOIST MFR'S RECOMMENDATIONS. I. PROVIDE CONTINUOUS SOLID RIM JOIST ALONG EXTERIOR NAIL TO JOISTS OR BLOCKING JOISTS WITH (2)10d TOE NAIL. 8. NAIL JOIST TO BEARING WALL TOP PLATES OR BEAM WITH 8d EA. SIDE. 9. PROVIDE WEB STIFFENERS AT JOISTS IN HANGERS. 10. NOTCHING IN JOIST NOT PERMITTED UNLESS APPROVED BY MFR 11. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. ANY FIELD CUTS, NOTCHES, AND DRILLED HOLES SHALL BE RE- TREATED PER AWPA.114. 12. ALL FASTNERS t HARDWARE IN PRESSURE TREATED OR FIRE - RETARDANT WOOD SHALL BE SIMPSON 'ZMAX' (GI85 HDG PER ASTM A653) LEGEND 0 INDICATES 6X6, 4X4, OR (3) 2X BU POSTS ORIGINATING FROM BELOW AND STOPPING AT THIS LEVEL. INDICATES 6X6, 4X4, OR (3) 2X BU POSTS ORIGINATING AT THIS LEVEL AND SUPPORTING POINT LOADS FROM ABOVE OR THIS LEVEL. SEE PLAN. INDICATES SOLID OR BU POSTS BELOW SUPPORTING POINT LOADS OR FRAMING THIS LEVEL ONLY. INDICATES SPECIAL POST/BM. CAP PER PLAN OR GENERAL NOTES FLUSH BEAM INDICATES TOP OF BEAM 4 JOIST FLUSH ,Ir � 7Ir -iIr I NDICATES JOIST OR MFRD_ TRUSSES SUPPORT BY SIMPSON (OR EQUAL) JOIST HANGERS INDICATES SHEAR ALLS WITH HOLDO \: ',> SEE SCHEDULE 4 ELEVATION ON SHEET WNS INDICATES BEAM MARK NUMBERS PER 6X10 STRUCTURAL CALCULATIONS - SEE WALL ELEVATION ON SHEET SI FOR FRAMING INDICATES WALL BELOW INDICATES WALL ABOVE (THIS LEVEL) 3 4 1 T4G PW SHEATHING - NAIL W/ Sd 9 6' O,C, EDGES AND 84 m 10' O.G. INTEWEDIATE FRAMING MEMBERS RECEIVED CITY OFTUKWILA MAY 0 2 7 nnl PERI"JIITOENTER m A 0z Project ## 04607 S 5 In v MFRD. TRUSSES a 24' O.C. DO NOT SCALE DR(.UINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. ROOF FRAMING PLAN -I/ ..1 i I I L � 0 5 GL X Q CONTRACTOR NOTE: REFER TO TRUSS MANUFACTURER Extra FOR TRUSS LAYOUT AND TYPES. USE TI-IIS DRAWING FOR LOCATION OF 5PECIIAL 5E4M SIZES, GIRDER TRUSS AND BUILT -UP POST LOCATIONS. CODE. COMPLIANCE APPR MpY 8 2*1 City Of "fulala BUILDING Dom COORDINATION OF CONSTRUCTION, INCLUDNG VERIFICATION OF DIMENSIONS 4 FIELD CONDITIONS, IS THE RESPONSIBILITY OF THE CONTRACTOR ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN TEAM PRIOR TO CONSTRUCTION, ROOF FRAMING NOTES I. ALL EXTERIOR HEADERS SHALL BE 6XS DP2 UNLESS NOTED ON PLAN. ALL INTERIOR HEADERS SHALL BE 4X10 DPI2 UNLESS NOTED OTHERWISE ON PLAN. 2. ALL MANUFACTURED TRUSSES SHALL BE DESIGNED FOR LOADS PRESCRIBED IN NE GENERAL NOTES. TRUSS SHOP DRAWINGS SHALL BE SUBMITTED WITH CONSTRUCTION DOCUMENTS FOR PERMIT. SUBMITTALS SHALL BEAR ENGR SEAL REGISTERED IN THIS STATE AND BE AVAILABLE ON SITE FOR INSPECTION. 3. TRUSSES SHALL NOT BE MODIFIED UNLESS APPROVED IN WRITING BY TRUSS MFR, ENGINEER OF RECORD AND BUILDING DEPARTMENT. 4. ALL ROOF JOISTS OR RAFTERS SHALL BE I-IP2 OR BETTER AND SPACED AT 24' D.C. MAX. PRE -MFRD. TJI JOISTS SHALL BE OF THE SIZE AND SERIES SPECIFIED ON PLAN OR AS REQUIRED BY MFR. SUBSTITUTIONS MUST BE REVIEWED AND APPROVED IN WRITING BEFORE INSTALLATION. 5. PROVIDE ROOF VENTILATION PER IRC OR IBC. SEE ARCH. PLANS FOR SPECIFIC REQUIREMENTS. 6. PROVIDE ATTIC ACCESS PANEL PER IBC 4 ARCH. PLANS. CONTRACTOR SHALL COORDINATE WIN LOCATION ACCESS WITH OWNER LEGEND INDICATES SOLID OR BU POSTS BELOW SUPPORTING POINT LOADS OR FRAMING M. PER PLAN THIS LEVEL ONLY. % —� INDICATES SPECIAL POST/BM. CAP PER PLAN OR GENERAL NOTES INDICATES BEAM MARK NUMBERS PER � 22 6X10 STRUCTURAL CALCULATIONS - SEE WALL r ELEVATION ON SHEET 51 FOR FRAMING R INDICATES WALL BELOW FLUSH BEAM INDICATES TOP OF BEAM 4 JOIST FLUSH sir lir -1 ,ir I JOIST OR I I BY INDICATES SIMPSON (OR EQUAL HANGERS SUPPORTED 1/I6' PW SHEATHING - NAIL WI Sc/ A 6' O.C. EDGES AND ad a 12' O.C. INTERMEDIATE FRAMING MEMBERS (TYP_) RECEIVED CITY OFTLUKWILA MAY 0 7 inn 7 PERMITOBITER 'I, F Z W F Z 0 0 N. U Ui tia fa N Lll o m u 0 m O z 1 1 1 1 Proj # 04607 S6 0 6x10 ~ 5 GL 5v8X9 GL _ II I I I l_ L 1 I 1 I 1 I I I I 1 I i 1 I I 1 I 1 I ( 1 I 1 !! I I I 1 1 I 1 I t - - - - 1 I 1 I 1 I 1 1 I 1 i 1 I 1 1 I I 1 �5:1 I 1 I - 1 I 1 I 1 I 1 1 I 1 I I II I 11 11 I IL____.__� 1 II I II 1 11 I II–_— I 1 ii I t ii � k ir 11 #' I II I 11-1 1 1 11 I r - I II 1 ii---------- I ii I L_� __ I _ ' –�_ u - --- -- - -- --- ; --- - - - -- ;� 1----------- -________i_i___ I __ -� -- II 11 II 11 II II I 1 i - -- I I u 1 1 I 1 I 1 1 I 1 I I 1 I 1 I 1 I i 1 I y,. I I 1 1 1 I L 1 1 i 1 1 I I 1 1 I I 1 I I 1 I 1 1 _ I 1 I 1 I 1 I i i 1 1 1 I 1L� I 1 I 1 I 1 I i i 1 I I 1 1 1 I \ \ - ,, 1 \I, 1 1 I 1 t 1 I 1 5-12 I t ( 1 I 1 I I i 1 I I 1 1 I i 1 -I 1 I 1 I 1 I I I i 1 I I I I 1 / ) ^"'ter I I r L r { W W/ SHEATHING - NAIL ' P 6 ' O.G. EDG A ND 12' O.G. INTERMEDIATE _a , � r ---- I I I I I I I i I 1 i 1 I I 1 1 I 1 I I 1 L, \/ A .ey - 1 _ i II L J li 11 lI —H.__..-------.13 I I 11 -- ; ----- -_ - - JI 1 1 II FRAMING MEMBERS (TYR) �r J n I ` J ' J 1 L I:I:I:I: 11 � ___ 1i ` ^� _ II I 11 __ -_______ ----ii i i __ _________11 11 __— _— _ —_____ II II — 4----------11 - II RIDGE - - - L 1 1 i J t--- F —:::t—J `,I I•,k r -- 1 I 1 I t 1 I 1 '^ ■.te 1 I 1 ! �F �- 1 I 1 I RIDGE 1 I i ( r- 1 r . ' /I 1 ,,;; -" � i -,, 4 ' r, LJ - 11 I I I I �— - -J I i I I I ;, J 1 1 - IL 1 J ;r -IIh 1I 1 I 1 I I I 1 I 1 I 1 I __ -- -- - -- 1 11 I II w <<)_ 11---------- I II 1 II I 1 11-1 1 11 lf-" „ - -- - -------- --►� J--t - --- ----,--L-- I I 11 ' -1I I I I J I I L I I I ; 1 11 - -- I'-- - -- -- -- I I �II L 1 1 r , II - - 11 __. _- _.... I �11 I 11 I I J LLF- I I -- -'1 1 - -_- ----- 1 —�'__ 1 I ,--r_ L [ I I I r , 2 6x$ 1 I il - - -- U - • - - - - -- - - - - - -- - - - - - -- - / " `' \ ! I II I In v MFRD. TRUSSES a 24' O.C. DO NOT SCALE DR(.UINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. ROOF FRAMING PLAN -I/ ..1 i I I L � 0 5 GL X Q CONTRACTOR NOTE: REFER TO TRUSS MANUFACTURER Extra FOR TRUSS LAYOUT AND TYPES. USE TI-IIS DRAWING FOR LOCATION OF 5PECIIAL 5E4M SIZES, GIRDER TRUSS AND BUILT -UP POST LOCATIONS. CODE. COMPLIANCE APPR MpY 8 2*1 City Of "fulala BUILDING Dom COORDINATION OF CONSTRUCTION, INCLUDNG VERIFICATION OF DIMENSIONS 4 FIELD CONDITIONS, IS THE RESPONSIBILITY OF THE CONTRACTOR ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN TEAM PRIOR TO CONSTRUCTION, ROOF FRAMING NOTES I. ALL EXTERIOR HEADERS SHALL BE 6XS DP2 UNLESS NOTED ON PLAN. ALL INTERIOR HEADERS SHALL BE 4X10 DPI2 UNLESS NOTED OTHERWISE ON PLAN. 2. ALL MANUFACTURED TRUSSES SHALL BE DESIGNED FOR LOADS PRESCRIBED IN NE GENERAL NOTES. TRUSS SHOP DRAWINGS SHALL BE SUBMITTED WITH CONSTRUCTION DOCUMENTS FOR PERMIT. SUBMITTALS SHALL BEAR ENGR SEAL REGISTERED IN THIS STATE AND BE AVAILABLE ON SITE FOR INSPECTION. 3. TRUSSES SHALL NOT BE MODIFIED UNLESS APPROVED IN WRITING BY TRUSS MFR, ENGINEER OF RECORD AND BUILDING DEPARTMENT. 4. ALL ROOF JOISTS OR RAFTERS SHALL BE I-IP2 OR BETTER AND SPACED AT 24' D.C. MAX. PRE -MFRD. TJI JOISTS SHALL BE OF THE SIZE AND SERIES SPECIFIED ON PLAN OR AS REQUIRED BY MFR. SUBSTITUTIONS MUST BE REVIEWED AND APPROVED IN WRITING BEFORE INSTALLATION. 5. PROVIDE ROOF VENTILATION PER IRC OR IBC. SEE ARCH. PLANS FOR SPECIFIC REQUIREMENTS. 6. PROVIDE ATTIC ACCESS PANEL PER IBC 4 ARCH. PLANS. CONTRACTOR SHALL COORDINATE WIN LOCATION ACCESS WITH OWNER LEGEND INDICATES SOLID OR BU POSTS BELOW SUPPORTING POINT LOADS OR FRAMING M. PER PLAN THIS LEVEL ONLY. % —� INDICATES SPECIAL POST/BM. CAP PER PLAN OR GENERAL NOTES INDICATES BEAM MARK NUMBERS PER � 22 6X10 STRUCTURAL CALCULATIONS - SEE WALL r ELEVATION ON SHEET 51 FOR FRAMING R INDICATES WALL BELOW FLUSH BEAM INDICATES TOP OF BEAM 4 JOIST FLUSH sir lir -1 ,ir I JOIST OR I I BY INDICATES SIMPSON (OR EQUAL HANGERS SUPPORTED 1/I6' PW SHEATHING - NAIL WI Sc/ A 6' O.C. EDGES AND ad a 12' O.C. INTERMEDIATE FRAMING MEMBERS (TYP_) RECEIVED CITY OFTLUKWILA MAY 0 7 inn 7 PERMITOBITER 'I, F Z W F Z 0 0 N. U Ui tia fa N Lll o m u 0 m O z 1 1 1 1 Proj # 04607 S6