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Home My WebLink AboutPermit D07-176 - CHASE RESIDENCE - ADDITION AND DECKCHASE RESIDENCE 13043 40 AV S EM 08 D07 -176 Parcel No.: 7340600904 Address: 13043 40 AV S TUKW Suite No: Tenant: Name: CHASE RESIDENCE Address: 13043 40 AV S , TUKWILA WA City...A Tukwila Owner: Name: CHASE MORGAN PROPERTIES Address: 5190 S 166TH , TUKWILA WA 98188 Phone: Contact Person: Name: HAROLD CHASE Address: 13043 40 AV S , TUKWILA WA 98168 Phone: 425 891 -9400 Contractor: Name: HAROLD CHASE - OWNER AFFIDAVIT Address: 13043 40 AV S , TUKWILA WA 98168 Phone: 425 -891 -9400 Contractor License No: doc: IBC -10/06 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 DEVELOPMENT PERMIT DESCRIPTION OF WORK: 580 SF SECOND -STORY ADDITION WITH 280 SF OF UNCOVERED DECK Value of Construction: $64,889.60 Fees Collected: $1,536.00 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 * *continued on next page ** Permit Number: D07 -176 Issue Date: 07/03/2007 Permit Expires On: 12/30/2007 Expiration Date: D07 -176 Printed: 07 -03 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City o=..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: D07 -176 Issue Date: 07/03/2007 Permit Expires On: 12/30/2007 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 Signature: The granting of this permit does it construction or doc: IBC - 10/06 Signature: Date: Date: I V 1 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. presume to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit. 7- o ( 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. D07 -176 Printed: 07 -03 -2007 Parcel No.: 7340600904 Address: 13043 40 AV S TUKW Suite No: Tenant: CHASE RESIDENCE 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 PERMIT CONDITIONS Permit Number: D07 - 176 Status: ISSUED Applied Date: 05/14/2007 Issue Date: 07/03/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until fmal inspection has been completed and approved by Tukwila building inspector. No exception. 10: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 11: Manufacturers installation instructions shall be available on the job site at the time of inspection. 12: 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. 13: 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. 14: 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. 15: 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 doc: Cond -10106 D07 -176 Printed: 07 -03 -2007 the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 16: 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. 17: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 18: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431- 3670). 19: 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. 20: ** *FIRE DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 21: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 22: Maintain sprinkler coverage per N.F.P.A. 13D. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 23: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 24: Adequate ground ladder access to rescue windows shall be provided. doc: Cond -10/06 * *continued on next page ** 25: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 26: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. D07 -176 Printed: 07 -03 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. doc: Cond -10/06 Date: 2- 3 ^ 4(57 D07 -176 Printed: 07 -03 -2007 CONTACT PERS • . Community Developme ?partm' nt Public Works Department"'"" ' Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** Site Address: { 3 4 3 (© S King Co Assessor's Tax No.:7- — cO`l 'O9 Suite Number: .--- Floor: Tenant Name: sC,ca/vt. r /� / New Tenant: El .... Yes g ..No Property Owners Name: r' ` t k aks e c cot_ e- (-case_ Mailing Address: l 3 OK 3 K Dom` q g /(g_ Zi p permit is "ready to be issue City State Name: Day Telephone: ( 10 :1 t q oo Mailing Address: l 3 C(3 E -Mail Address: f ((�QQ /► a ro IOC��QS �� c tv tt ti -et Fax Number: /City State Zip GENERAL CONTRACTOR INFORMATION; (Contractor Information; for AlechaniCal (pg 4) for plumbing and Gas Piping (pg Company Name: Contact Person: E -Mail Address: �t�✓ (ti r t Mailing Address: Zip State City Day Telephone: Fax Number: Contractor Registration Number: Expiration Date: ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Company Name: C wv� ,C r Mailing Address: Zip City Contact Person: Day Telephone: E -Mail Address: Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: V - F s Mailing Address: 7.... Ol fL ZO z - Contact Person: vt Q: tApplications\Porms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh z-,<,- WA gg I2,1 City State / Zip Day Telephone: 70( t / 5 7 00 E -Mail Address: Fax Number: Z 49 4 6 l $ 7 7 $7 Page 1 of 6 ' State v xisting ding Valuation: $ t ! DoO a gry L.L inform ion): Q er Valuation of Project (contractor's bid pr S e of ork (please provide detail �X t� L S tz, n etr_ 6 .s.. Will there be new rack storage? 0.... Yes o If yes, a separate permit and plan submittal will be required. ov1 eas``in urliing 44#e Footage Bel 5.50 2. $0 V). V IA IA PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 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 ,e, No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 1 2 Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8 -1/2" x 11 " paper including quantities and Material Sa, fe'ty 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. Q:Wpplications\Porms- Applications On Line \3-2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 ,Fixture Type , . ; T Qty °: Fixture Type: . ,:: Qty Fixture Type: Qty . "Fixture Type: , ' " Qt}' Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic Floor drain Sinks Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain Lavatory . Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent 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 •..av 11V1♦ ,i1 . — • "• , 1 J S Contractor Registration Number: PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City Day Telephone: Fax Number: Expiration Date: Contact Person: E -Mail Address: Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): State Zip Building Use (per Intl Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q:\ Applications\Forms- Applications On Linct3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 5 of 6 RM] BUILDING 0 Signature: Print Name: Mailing Address: CAT O NUT' Value of Construction — In all cases, a value of construt'tion 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 Application Expire Date Application Accepted: ED AGENT: Q:\Applications\Forms- Applications On Line \3 -2006 - Permit Application.doc Revised: 9 -2006 bh rmits in t his �liciori xs A Date: C / -fU� Day Telephone: L` Z S . Z I '(O State Zip City Staff Initials: /E I Page 6 of 6 Parcel No.: 7340600904 Address: 13043 40 AV S TUKW Suite No: Applicant: CHASE RESIDENCE Receipt No.: R07 -01286 Payee: HAROLD CHASE TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description BUILDING - RES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Initials: WER Payment Date: 07/03/2007 10:36 AM User ID: 1655 Balance: $0.00 Amount Payment Cash 916.00 Account Code Current Pmts 000/322.100 911.50 000/386.904 4.50 Total: $916.00 Permit Number: D07 -176 Status: APPROVED Applied Date: 05/14/2007 Issue Date: Payment Amount: $916.00 9 07/05 9716 TOTAL 916.00 doc: Receipt -06 Printed: 07 -03 -2007 Parcel No.: 7340600904 Address: 13043 40 AV S TUKW Suite No: Applicant: CHASE RESIDENCE Receipt No.: R07 -00823 Payee: HAROLD CHASE ACCOUNT ITEM LIST: Description BUILDING - RES PLAN CHECK - RES \4/ City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Initials: JEM Payment Date: 05/14/2007 10:29 AM User ID: 1165 Balance: $916.00 TRANSACTION LIST: Type Method Description Amount Payment Cash 620.00 Account Code Current Pmts 000/322.100 16.68 000/345.830 603.32 Total: $620.00 Permit Number: D07 -176 Status: PENDING Applied Date: 05/14/2007 Issue Date: Payment Amount: $620.00 8173 05/14 9716 TOTAL 620.00 dnr: Rae.Aint -AR Printpri 05-14 -9007 COMMENTS: /(S, ) CAc C Type of Inspection: 4u . I : , 4 1 - / - f Address: j 3 U' i t -ry I( 6 (..., - RLj Date Called: r' Special Instructions: Date Wanted: Requester: 1'1 Phone No: (1;1,1 i A r i. f e L >� J( ^ i t ., (t (,_�±,�. ) / i �s M N , S 1 � t i , ` e , U gp," , u r P) r JCS`° f=,, r-t A- e. , (k) /Ark ,. ; r;► t o ( [e L.,eJT. ni ( XT C....A f J \ 1 V' e Project: E" � 0 J_e /(S, ) CAc C Type of Inspection: 4u . I : , 4 1 - 7 ../A),) , - "( J 6 / Address: j 3 U' 71, `v (-)_ RLj Date Called: r' Special Instructions: Date Wanted: Requester: Phone No: Oci/ - / 7� INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION F- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Approved per applicable codes. Corrections required prior to approval. Inspect lb ,.. Date: J 75/ 7 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: I Date: Projecv ?" " Type of Inspection: (4.," 5/).--,, /4, ...)" Address: / 30 •_.7 VO '2 __. ) Date Called: Special Instructions: Date Wanted: OA, p.m. Requester: Phone No: - (-/ - -- 7Vo(7 3 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: nspect INSPECTION NO. R- eipt No.: INSPECTION RECORD Retain a copy with permit W 51eSAbr 5 I J 2M/ 110 REINSPECTION FEE.REQUIRED.4 to inspection, fee must be p d at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Date: PERMIT NO. „ COMMENTS: Type of Inspection: / 2(‘6,:f L- �,I / v 5 / /) ad / -- . €4 /4fr),v - �ll /4/, Date Wanted: — / , : ( 4 � ( I L , v r i r / / S / M4 . Phone No: 44/1 e' To U, .&' ' e'x -I- &4/4 / / 5,4~74 47/. Ag-r,.- i vip fj -%-) ./. Project: �� / �5 Type of Inspection: / 2(‘6,:f L- �,I / v 5 Address: /304i3 90 flu S Date Called: Special Instructions: Date Wanted: — / a.m Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 proved per applicable codes. ❑$ specto 0 REINSPECTION FEE • EQUIR Id at 6300 Southcenter Blvd.. Suit Receipt No.: 'Date: ❑ Corrections required prior to approval. Date; _ 9 --14 . Prior to inspection. fee must be 100. Call the schedule reinspection. Project: , 5. Type of Inspection' Address: / 13 /)4/ Date Called: Special Instructions: Date Wanted: Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 pproved per applicable codes. El Corrections required prior to approval. COMMENTS: NSPECTION RECORD Retain a copy with permit d>/rA 1(4/1 Date Date: 1)07-/76 PERM EINSPECTION FEE REQUIR •. Pri. r to inspection, fee mus be t 6300 Southcenter Blvd.. Suite 00. ll the schedule reinspection. (206)43 1-3670 , 1 RFA PROJECT NO.: 070099 -10 DATE: April 12, 2007 rfa structural engineers 2013 4 Avenue SUITE 202 SEATTLE, WASHINGTON 98121 TELEPHONE: (206) 615 -9700 FAX: (206) 615 -7737 WEB SITE: www.rfaengineers.com STRUCTURAL CALCULATIO Chase Residence Addition Tukwila, Washington P az corzif REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 8 2007 CI Of Tukwila BUILDING DIVISION . RECEIVED CITY OF TUKWILA MAY 1'4' 2007i PEAM,(T CZNTEf- p01,„ r4c0.2 Species Grade "Fb, psi" "Fv, psi" "E, ksi" Use Doug. -Fir #2 875 95 1,600 2" to 4" thick floor & roof framing Doug. -Fir Stud 675 95 1,400 " to 4" thick wall frmg. x 4" to 6" with Doug. -Fir #2 875 95 1,600 Wall plates I. Building Code: International Building Code 2003 II. Design Loads: A. Roof B. Floor Roof (snow) = Floor live load = III. Materials (design stresses): A. Soil Allowable bearing pressure = Friction (sliding coefficient) = Passive bearing pressure = Perimeter frost depth = Interior footing depth = B. Concrete Foundations F'c = Walls, columns F'c = Structural slabs F'c = D. Reinforcing 25 psf 40 psf (typical) C. Wind Wind speed = 85 mph, Exposure = B D. Seismic Site Class = D Seismic Design Cat. = D _ E. Lateral Earth Pressure (soil fluid density) Restrained at top = 55 Unrestrained at top = 35 2000 psf 0.35 250 pcf 1.5 feet 1 feet 2500 psi 2500 psi 2500 psi Fy = 60 ksi ASTM A615, Grade 60 G. Sheathing APA Performance Rated Panels, per NER 108, Exposure 1 Roof: 19/32 (or 5/8) thick, 40/20 Floors: 23/32 (or 3/4) thick, T &G, 48/24 Walls: 15/32 (or 1/2) thick, 24/0 H. Sawn Lumber - Basic Design Values -1997 N.D.S. rfa structural Subject: Project: Chase Residence Addition engineers Client: Harlod Chase RFA #: 070099 -10 Date: 4/13/2007 Sheet No: 1 rfa structural engineers s e/ - & & F f21i1iv4 Chase Residence Addition PROJECT Harold Chase CLIENT JDJ DESIGN 070099 -10 RFA NO. 4 -12 -07 DATE SHEET NO. rfa structural engineers uPPgA FGca'c-f RaoF Duck 2 , 4 i „ SUBJECT Chase Residence Addition PROJECT Harold Chase CLIENT JDJ DESIGN 1 070099 -10 RFA NO. 4 -12 -07 DATE SHEET NO. I ,,vn 098E1 01E91 I LYS 10/AI0# 17474 2268 I 1919 961L I EL91 9014 I 10/01* 10/n10# I 10/A10# 10/n10# (anp# 10/01* I I0/MO# ian(as fg 610•0 (u!) 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Factor Beam End Fixity Full Len th Uniform Loads I Center Left Cantilever Right Cantilever Dead Load Live Load ...distance Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,028.74 psi Fb 1,035.00 psi Deflections FJ2 250.0 lbs 150.0 lbs 15.250 ft Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right DL DL DL Center Span 10.25 ft Lu 1.500 in Left Cantilever ft Lu 11.250 in Right Cantilever 5.00ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi lbs lbs 0.000 ft Dead Load 0.046 in 6.186 ft 2,699.9 L. Deft) ... 0.068 in 0.000 in 0.295 in 17.00 #/ft #/ft 17.00 #/ft lbs lbs 0.000 ft 0.994 : 1 -2.7 k -ft 2.7 k -ft 0.20 k -ft at 2.608 ft -1.46 k -ft at 10.250 ft 0.00 k -ft -2.71 k -ft 2.73 fv 56.20 psi Fv 180.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined r Total Load 0.016 in 7.763 ft 7,893.97 LL LL LL Point Loads Title : Dsgnr: Description : Scope : Reactions... Left DL Right DL lbs lbs 0.000 ft 40.00 #/ft #/ft 40.00 #/ft Span= 10.25ft, Right Cant= 5.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl lbs lbs 0.000 ft Job # Date: 10:25AM, 12 APR 07 0.00 ft 0.00 ft 0.00 ft Repetitive Member lbs lbs 0.000 ft Beam Design OK 0.9 k 3.0 k @ Left 0.18 k @ Right 0.68 k Camber: @ Left 0.000 in @ Center 0.068 in @ Right 0.295 in Maximum Shear * 1.5 Allowable Shear: -0.06 k 0.56 k Max 0.15 k Max 1.24 k lbs lbs 0.000 ft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 -0.197 in -0.380 in 609.5 315.9 t)N Description FJ2 Bending Analysis Ck 34.195 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 1.46 k -ft 0.00 k -ft 2.71 k -ft @ Left Support 0.29 k 1.608 in2 180.00 psi 0.15 k 1.24 k 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Rev: 580000 User KW- 0605835, Ver 5.8.0, 1'- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 framing. ecw: Calculations Stress Calcs I Sxx 31.641 in3 CI 0.000 Sxx Read 16.96 in3 0.00 in3 31.45 in3 @ Right Support 0.95 k 5.269 in2 180.00 psi Bearing Length Req'd Bearing Length Req'd Area 16.875 in2 Allowable fb 1,035.00 psi 1,035.00 psi 1,035.00 psi 0.159 in 1.325 in Shear 0.03 k 0.03 k 0.00 k Job # Date: 10:25AM, 12 APR 07 Query Values Deflection 0.0000 in 0.0000 in 0.0000 in Description Section Name 2x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Dead Load Live Load ...distance Summary t Deflections FJ3 152.0 lbs 107.0 lbs 12.250 ft DL DL DL 1.500 in 11.250 in Sawn 1.000 Pin -Pin 17.00 #/ft #/ft 17.00 #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Title : Dsgnr: Description : Scope : Rev: 580000 User KW- 0605835, Ver5.8.0, 1- Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 framing. ecw: Calculations General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 10.25 ft Lu ft Lu 2.00ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Job # Date: 10:27AM, 12 APR 07 40.00 #/ft #/ft 40.00 #/ft Repetitive Member Full Length Uniform Loads Point Loads lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 10.25ft, Right Cant= 2.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.245 : 1 Maximum Moment -0.6 k -ft Maximum Shear * 1.5 0.5 k Allowable 2.6 k-ft Allowable 2.5 k Max. Positive Moment 0.59 k -ft at 4.539 ft Shear: @ Left 0.26 k Max. Negative Moment -0.34 k -ft at 10.250 ft © Right 0.37 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support -0.63 k -ft @ Center 0.004 in Max. M allow 2.58 Reactions... © Right 0.013 in lb 239.69 psi fv 28.34 psi Left DL 0.05 k Max 0.26 k Fb 977.50 psi Fv 150.00 psi Right DL 0.31 k Max 0.73 k Center Span... peed Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.045 in Deflection 0.000 in 0.000 in ...Location 3.221 ft 4.881 ft ...Length/Defl 0.0 0.0 ...Length /Defl 44,309.1 2,749.21 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection -0.009 in -0.026 in @ Center 0.004 in ...Length/Defl 5,405.4 1,841.2 @ Left 0.000 in @ Right 0.013 in 6,6 Rev: 580000 User: KW- 0605835, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 framing.ecw: Calculations Description FJ3 tress Calcs I Bending Analysis Ck 31.716 Cf 1.000 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations Center Span Location = Right Cant. Location = Left Cant. Location = 0.000 ft 0.000 Max Momen 0.59 k -ft 0.00 k -ft 0.63 k -ft Left Support 0.31 k 2.063 in2 150.00 psi 0.26 k 0.73 k 0.00 ft 0.00 ft 0.00 ft Title : Dsgnr: Description : Scope : Sxx 31.641 in3 Area 16.875 in2 CI 0.000 Sxx Read 7.23 in3 0.00 in3 7.76 in3 Right Support 0.48 k 3.188 in2 150.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Allowable fb 977.50 psi 977.50 psi 977.50 psi 0.427 in 1.196 in Job # Date: 10:27AM, 12 APR 07 [Query Values Shear 0.23 k 0.23 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in (17 Rev: 580000 User: KW- 0605835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description FB2 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever S ummary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max ( Right Support Max. M allow fb 283.73 psi Fb 850.00 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 © Center © Left I Right Bending Analysis Ck 31.716 Le Cf 1.000 Rb © Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction DL DL DL 3.500 in 11.250 in Sawn 1.000 Pin -Pin Dead Load 0.002 in 4.347 ft 36,318.9 " D.L. Defl) ... 0.003 in 0.000 in 0.020 in 0.000 ft 0.000 Max Moment 0.52 k -ft 0.00 k -ft 1.75 k -ft @ Left Support 0.28 k 1.892 in2 150.00 psi 0.29 k 1.64 k General Timber Beam Full Len th Uniform Loads 34.00 #/ft #/ft 85.00 #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Span= 6.50ft, Right Cant= 3.50ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin 0.334 : 1 -1.7 k -ft 5.2 k -ft 0.37 k -ft at 2.552 ft -0.52 k -ft at 6.500 ft 0.00 k -ft -1.75 k -ft 5.23 fv 27.95 psi Fv 150.00 psi Total Load -0.004 in 2.871 ft 18,701.77 Stress Calcs Sxx CI LL LL LL Reactions... Left DL Right DL 73.828 in3 0.000 Sxx Read 7.35 in3 0.00 in3 24.64 in3 @ Right Support 1.10 k 7.338 in2 150.00 psi Title : Dsgnr: Description : Scope : Bearing Length Req'd Bearing Length Req'd 6.50 ft Lu ft Lu 3.50ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 80.00 #/ft #/ft 200.00 #/ft Maximum Shear *1.5 1.1 k Allowable 5.9 k Shear: © Left 0.29 k © Right 0.99 k Camber: © Left 0.000 in © Center 0.003 in @ Right 0.020 in 0.03 k Max 0.29 k 0.49 k Max 1.64 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Area 39.375 in2 Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 Allowable fb 850.00 psi 850.00 psi 850.00 psi 0.205 in 1.155 in Job # Date: 9:40AM, 12 APR 07 0.00 ft 0.00 ft 0.00 ft Page 1 framing. ecw: Calculations Beam Design OK -0.013 in -0.054 in 6,381.3 1,547.0 c, g Description FB2 M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Rev: 580000 User: KW-0605835, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 framing.ecw:Calculations Query Values Shear 0.10 k 0.10 k 0.00 k Job # Date: 9:40AM, 12 APR 07 Deflection 0.0000 in 0.0000 in 0.0000 in 6)7 Rev: 580000 User: KW- 0605835, Ver 5.8.0, 1-Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 framing. ecw: Calculations Description FB9 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 5.25x9.6 Beam Width 5.250 in Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Point Loads Dead Load Live Load ...distance Deflections 1,650.0 lbs 1,650.0 lbs 10.000 ft Summary Span= 11.50ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right DL DL DL 9.500 in Sawn 1.000 Pin -Pin 942.5 lbs 1,950.0 lbs 10.000 ft Max. Positive Moment 13.43 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 19.08 fb 2,040.13 psi fv Fb 2,900.00 psi Fv Dead Load -0.189 in 6.072 ft 730.6 L. Defl) ... 0.283 in 0.000 in 0.000 in 221.00 #/ft #/ft #/ft Center Span 11.50 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi lbs lbs 0.000 ft 0.811 : 1 13.4 k -ft 19.1 k -ft at 7.406 ft at 11.500 ft 235.31 psi 290.00 psi Total Load -0.432 in 6.072 ft 319.50 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : lbs lbs 0.000 ft 270.00 #/ft #/ft #/ft 11.7 k 14.5 k @ Left 3.63 k @ Right 8.21 k Camber: @ Left 0.000 in @ Center 0.283 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 1.61 k 3.53 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length/Defl lbs lbs 0.000 ft Job # Date: 9:54AM, 12 APR 07 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Beam Design OK Max 3.63 k Max 8.21 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Description Bending Analysis Ck 21.298 Cf 1.000 FB9 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 13.43 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 4.87 k 16.795 in2 290.00 psi 3.63 k 8.21 k 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Rev: 580000 User: KW- 0605835, Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 frami ng. ecw: Ca lcu lat ions Stress Calcs Sxx 78.969 in3 CI 0.000 Sxx Rea 55.55 in3 0.00 in3 0.00 in3 @ Right Support 11.74 k 40.469 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Area 49.875 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.064 in 2.405 in Query Values Shear 3.63 k 0.00 k 0.00 k Job # Date: 9:54AM, 12 APR 07 Deflection 0.0000 in 0.0000 in 0.0000 in 6 2 11 Rev: 580000 User: ION-0605835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 framing.ecw:Calculations Description General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined II Section Name Prllm: 3.5x11.875 Beam Width 3.500 in Beam Depth 11.875 in Member Type Sawn Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever #1 DL @ Left DL @ Right FB14 DL DL DL 1.000 Pin -Pin 185.00 #/ft 185.00 #/ft 254.00 #/ft #/ft #/ft LL @ Left LL @ Right Title : Dsgnr: Description : Scope : Center Span 10.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow Fv Allow Fc Allow E LL LL LL 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 410.00 #/ft #/ft #/ft 0.00 ft 0.00 ft 0.00 ft Trapezoidal Loads 175.00 #/ft Start Loc 0.000 ft 175.00 #/ft End Loc 5.500 ft Job # Date: 9:55AM, 12 APR 07 Point Loads I Dead Load Live Load ...distance S umma ry Deflections 1,610.0 lbs 2,020.0 lbs 5.500 ft I Span= 10.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,864.53 psi Fb 2,900.00 psi Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D @ Center @ Left @ Right lbs lbs 0.000 ft Depth = 11.875in, 0.988 : 1 19.6 k -ft 19.9 k -ft at 5.480 ft at 0.000 ft 19.64 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 19.88 fv 195.10 psi Fv 290.00 psi lbs lbs 0.000 ft Dead Load Total Load -0.142 in -0.333 in 5.000 ft 5.040 ft 847.0 360.54 .L. Defl) ... 0.213 in 0.000 in 0.000 in Ends are Pin -Pin Reactions... Left DL Right DL lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 8.1 k 12.1 k @ Left 6.39 k @ Right 5.86 k Camber: @ Left 0.000 in @ Center 0.213 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 2.73 k 2.44 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Max 6.39 k Max 5.86 k lbs lbs 0.000ft Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 61)- Rev: 580000 User. KW-0605835, Ver 5.8.0, 1- Dec -2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 framing. ecw: Calculations Description @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction FB14 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 19.64 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 8.11 k 27.962 in2 290.00 psi 6.39 k 5.86 k 0.00 ft 0.00 ft 0.00 ft Scope : Sxx 82.259 in3 CI 0.000 Sxx Redd 81.25 in3 0.00 in3 0.00 in3 @ Right Support 7.84 k 27.018 in2 290.00 psi Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Area 41.563 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 2.808 in 2.576 in Shear 6.39 k 0.00 k 0.00 k Job # Date: 9:55AM, 12 APR 07 Query Values Deflection 0.0000 in 0.0000 in 0.0000 in 62 r3 Rev: 580000 User: KW-0605835, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 framing. ecw: Calculations Description General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined II Section Name Prllm: 5.25x9.5 Beam Width 5.250 in Beam Depth 9.500 in Member Type Sawn Load Dur. Factor Beam End Fixity Fu ll Len th Uniform Loads r Center Left Cantilever Right Cantilever Point Loads Dead Load Live Load ...distance Deflections FB15 3,530.0 lbs 4,680.0 lbs 5.500 ft S um m ary DL DL DL Span= 8.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,259.84 psi Fb 2,900.00 psi 1.000 Pin -Pin lbs lbs 0.000 ft Center Span... Dead Load Deflection -0.076 in ...Location 4.352 ft ...Length /Defl 1,268.8 Camber ( using 1.5 " D.L. Deft ) ... @ Center 0.113 in @ Left 0.000 in @ Right 0.000 in 34.00 #/ft #/ft #/ft lbs lbs 0.000 ft = 5.250in x Depth = 9.5in, Ends are Pin -Pin 0.779 : 1 14.9 k -ft 19.1 k -ft 14.87 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 19.08 fv 180.84 psi Fv 290.00 psi Center Span 8.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi at 5.504 ft at 8.000 ft Total Load -0.180 in 4.352 ft 532.66 LL LL LL Title : Dsgnr: Description : Scope : Reactions... Left DL Right DL lbs lbs 0.000 ft 80.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl lbs lbs 0.000 ft Job # Date: 10:02AM, 12 APR 07 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Beam Design OK Maximum Shear * 1.5 9.0 k Allowable 14.5 k Shear: @ Left 3.02 k @ Right 6.10 k Camber: @ Left 0.000 in @ Center 0.113 in @ Right 0.000 in 1.24 k Max 3.02 k 2.56 k Max 6.10 k lbs lbs 0.000 ft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 6)/11 Description FB15 Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 3.02 k 6.10 k 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : 0.000 ft Sxx 78.969 in3 Area 49.875 in2 0.000 CI 0.000 Max Moment Sxx Re 14.87 k -ft 61.54 in3 0.00 k -ft 0.00 in3 0.00 k -ft 0.00 in3 @ Left Support @ Right Support 4.40 k 9.02 k 15.176 in2 31.101 in2 290.00 psi 290.00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.885 in 1.788 in Shear 3.02 k 0.00 k 0.00 k Job # Date: 10:02AM, 12 APR 07 Rev: 580000 User: KW- 0605835, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 framing. ecw: Calculations Stress Calcs Query Values Deflection 0.0000 in 0.0000 in 0.0000 in 615 Rev: 580000 User: KW-0605835, Ver 5.8.0, 1- Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 framing. ecw: Calculations Description Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Dead Load Live Load ...distance Deflections FB16 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 3.5x14.0 Beam Width 3.500 in Beam Depth 14.000 in Member Type Sawn Full jauth Uniform Loads 2,016.0 lbs 2,389.0 lbs 1.000 ft Summary 1 DL DL DL 1.000 Pin -Pin 2,440.0 lbs 3,420.0 lbs 1.000 ft 170.00 #/ft #/ft #/ft Center Span 10.50 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 2,016.0 lbs 2,389.0 lbs 9.500 ft LL LL LL Title : Dsgnr: Description : Scope : 400.00 #/ft #/ft #/ft Job # Date: 10:16AM, 12 APR 07 0.00 ft 0.00 ft 0.00 ft Point Loads lbs lbs lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 10.50ft, Beam Width = 3.500in x Depth = 14.in, Ends are Pin -Pin Max Stress Ratio 0.560 : 1 Maximum Moment 15.5 k -ft Maximum Shear * 1.5 4.4 k Allowable 27.6 k-ft Allowable 14.2 k Max. Positive Moment 15.46 k -ft at 4.284 ft Shear: @ Left 12.70 k Max. Negative Moment 0.00 k -ft at 10.500 ft @ Right 7.96 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft © Center 0.115 in Max. M allow 27.63 Reactions... @ Right 0.000 in fb 1,622.99 psi fv 88.90 psi Left DL 5.12 k Max 12.70 k Fb 2,900.00 psi Fv 290.00 psi Right DL 3.14 k Max 7.96 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.077 in -0.205 in Deflection 0.000 in 0.000 in ...Location 5.082 ft 5.082 ft ...Length /Defl 0.0 0.0 ...Length /Defl 1,642.6 613.41 RightCantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.115 in ...Length /Defl 0.0 0.0 © Left 0.000 in @ Right 0.000 in 6)16 Rev: 580000 User: KW- 0605835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description FB16 Bending Analysis Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 15.46 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.68 k 9.248 in2 290.00 psi 12.70 k 7.96 k 0.00 ft 0.00 ft 0.00 ft Title : Dsgnr: Description : Scope : General Timber Beam Stress Calcs Sxx C I 114.333 in3 Area 49.000 in2 0.000 Sxx Req'd 63.99 in3 0.00 in3 0.00 in3 @ Right Support 4.36 k 15.022 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 5.582 in 3.497 in Job # Date: 10:16AM, 12 APR 07 Page 2 framing. ecw: Calculations Query Values Shear 12.70 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in G,17 Rev: 580000 User: KW- 0605835, Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 framing. ecw: Calculations Description General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 3.5x9.5 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Len th Uniform Loads Center Left Cantilever Right Cantilever FB17 Summary Max Stress Ratio Maximum Moment Allowable DL DL DL 3.500 in 9.500 in Sawn 1.000 Pin -Pin Span= 10.50ft, Right Cant= 5.25ft, Beam Width = 3.500in x Max. Positive Moment 9.07 k -ft Max. Negative Moment -5.29 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support -11.56 k -ft Max. M allow 12.72 fb 2,635.53 psi fv Fb 2,900.00 psi Fv Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 D. @ Center @ Left @ Right Bending Analysis Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb Dead Load -0.087 in 4.401 ft 1,442.8 L.Defl) 0.131 in 0.000 in 0.184 in 0.000 ft 0.000 Max Moment 9.07 k -ft 0.00 k -ft 11.56 k -ft @ Left Support 4.90 k 16.902 in2 290.00 psi 3.90 k 9.91 k 384.00 #/ft #/ft 384.00 #/ft 0.909: 1 -11.6 k -ft 12.7 k -ft at at 219.83 psi 290.00 psi Center Span 10.50 ft Lu Left Cantilever ft Lu Right Cantilever 5.25ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow Fv Allow Fc Allow E Total Load -0.334 in 4.967 ft 377.47 LL LL LL Sxx 52.646 in3 CI 0.000 Sxx Read 37.52 in3 0.00 in3 47.84 in3 @ Right Support 7.31 k 25.205 in2 290.00 psi Title : Dsgnr: Description : Scope : Bearing Length Req'd Bearing Length Req'd 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 455.00 #/ft #/ft 455.00 #/ft Depth = 9.5in, Ends are Pin -Pin Maximum Shear * 1.5 7.3 k Allowable 9.6 k 4.653 ft Shear: © Left 3.90 k 10.500 ft @ Right 5.51 k Camber: @ Left 0.000 in @ Center 0.131 in @ Right 0.184 in Reactions... Left DL 1.51 k Max 3.90 k Right DL 4.54 k Max 9.91 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Area 33.250 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 Stress Calcs 1.715 in 4.356 in Job # Date: 10:12AM, 12 APR 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK -0.122 in -0.664 in 1,029.4 189.8 ��s Rev: 580000 User KW-0605835, Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 framing. ecw: Calculations Description FB17 Query Values M, V, & D Specified Locations @ Center Span Location = © Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Shear 3.30 k 3.30 k 0.00 k Job # Date: 10:12AM, 12 APR 07 Deflection 0.0000 in 0.0000 in 0.0000 in Maporama.com - English si Ira CORPORATE aporarno niaissar Tie Warta My Way 0007 EXPORT THE MAP STORE AND RETRIEVE DRIVE ME FROM DRIVE ME TO NEW SEARCH Country: USA Address, Station, Points Of Interest: 113043 40TH AVE S Post Code: 198168 State: IWA City: (Mandatory) jai ITUKWILA I 40 © MAPORAMA INTERNATIONAL 2006 COMPANY I SOLUTIONS I PRODUCTS I TECHNOLOGY I CUSTOMERS I NEWS INFORMATIONS 13043 40TH AVE S - TUKWILA(98168) - USA Lat -Long: 47.49 (47 °29') I - 122.28 ( 122 °17') WEATHER: WEB SEARCH eurekster eureN cabin bags holiday villas DMTI NAV'ha backpacks visit paris http:// world: maporama. com /idl /maporama/drawaddress.aspx 0 SPONSORED LINKS TeLk-rexT HOUDIYS 1 ookts b00 : :. CUSTOMERS COPYRIGHTS - SEND US YOUR COMMENTS ADD TO FAVORITES Page 1 of 1 I Bargain Holidays at Teletext Book your Holiday i at ulookubook.com Find a Bargain Holi 4/12/2007 Chase Residence Date and Time: 4/12/2007 11:16:45 AM Seismic Design Category - Conterminous 48 States Latitude = 47.4833, Longitude = - 122.2833 MCE MAP VALUES Short Period Map Value - Ss = 139.0% g 1.0 sec Period Map Value - S1 = 48.0% g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 139.0% g Soil Factor for Site Class D - Fa = 1.00 Residential Site Value = 2/3 x Fa x Ss = 92.7% g Residential Seismic Design Category = D2 RFA Structural Engineers (PROJECT NO: 070099 -10 Sheet No: Subject: ASCE 7 -02 Equivalent Lateral Force Analysis per Section 9.5.5 Loading in accordance vi ith the 2003 IBC STRUCTURAL SYSTEM (Tbl 9.5.2.2 - ASCE 7): PROJECT : Chase Residence Addition BASIC SEISMIC FORCE RESISTING SYSTEM (Tbl 9.5.2.2 - ASCE 7 (pg 133)): Date: 4/12/07 Printed: 11:24 AM Bv: JDJ 1. Bearing Wall System A i Light- framed walls sheathed with wood structural panels rated for shear resistance or steel sheets R = Resp. Modification Coeff (DUCTILITY): ICC = Importance Classification CATEGORY: _ IE = Seismic IMPORTANCE Factor: _ Seismic Base Shear for Building: ZIP = Site Zip Code: LAT = Site Latitude: LONG = Site Longitude: S = MCE Spectral Accel @ 0.2 Sec: Si = MCE Spectral Accel @ 1.0 Sec: SITE = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site Fv = Spectral Accel @ 1.0 Sec for Site SMS = MCE Spectral Resp (Short Period) SM1 = MCE Spectral Resp (Long Period) [Sit '£ Desi Spectral Accel SD1 = Design Spectral Accel @ 1.0 Sec SUG = Seismic Use Group: I II or III SDC = Seismic Design Category (A B C D E F): _ S2 = System OVER STRENGTH Factor: Cd= Deflection Amplification Factor: Height Limitations: Ct = (0.03 =EBF, 0.028 =SMF, 0.016 =CMF & 0.020 others) _ a{ = Exponent (0.8 for SMF, 0.9 for CMF& 0.75 others) _ h = Height of Building (ft.) 6.00 II 1.00 TYPICAL Building 98168 47.4833 - 122.2833 1.390 0.480 D 1.00 1.52 = 1.390 = 0.730 I D 3 4 65 0.020 0.75 29 < Input> { aPproz), Ct V = [(Cs)] * W Cs = SDS / (R/0= Csmax = SD11 T(R/I)= Csmin = 0.044 * SDs * I = Csmin = 0.50*S / (R/I)= (M 4k _ u #gut $$ P REDUNDANCY Factor: (SDS E and F only) = 0.154 0.324 0.041 0.040 1.00 < Input > ( see calculations) Section 1617.2 (pg 329) < Input > 9.5.2.2 - ASCE 7(pg 133) < input > Tbl. 1604.5 (pg 272) Tbl. 1604.5 < Input > < Input > < I > < Input > < Input > Default Site Class B - Mapped Value < Input > Tbl. 1615.1.1 (USE CAPS) < Input > Lookup Table interpolated Tbl. 1615.1.2(1)pg 323 < Input > Lookup Table interpolated Tbl. 1615.1.2(2) pg 323 =FaSs Eqn 18-38 =FaS1 Eqn 16-39 Ms „' approx 97UBC Cv =0.37 1 = 2 / 3 SM1 Eqn 16-41 < Input > Section 1616.2 (pg 326) < Input> Tbl. 1616.3(1) and (2) < Input > 9.5.2.2 - ASCE 7(pg 133) < Input > 9.5.2.2 - ASCE 7(pg 133) < Input > 9.5.2.2 - ASCE 7(pg 133) < Input > 9.5.5.3.2 - ASCE 7(pg 147) Sec (Eqn 9.5.5.3.2 -1) 9.5.5.2 - ASCE 7(pg 146) ry 9.5.5.2 - ASCE 7(pg 146) w 9.5.5.2 - ASCE 7(pg 146) w 9.5.5.2 - ASCE 7(pg 146) �y 9.5.5.2 - ASCE 7(pg 146) BASE SHEAR TYPICAL Building/Mi 15 rfa structural engineers ( /M D LoAth3 070099 -10 SUBJECT RFA NO Chase Residence Addition 4 -12 -07 PROJECT DATE Harold Chase JDJ CLIENT DESIGN SHEET NO. rfa structural engineers iciat-AF SUBJECT Chase Residence Addition PROJECT Harold Chase JDJ DESIGN CLIENT 070099 -10 RFA NO. 4 -12 -07 DATE L.5 SHEET NO. WEIR i i i sai } tr ig MEd 1 1 1 L� 1 1 1 - Ipromem im E m_ r structural engineers SUBJECT Chase Residence Addition PROJECT Harold Chase CLIENT JDJ DESIGN 070099 -10 RFA NO. 4 -12-07 DATE SHEET N Line Level Wall Length (ft) Line Force (k) Sum of Forces (k) Vwall (plf) Shearwall Mark (plf) 1 3 D 5,5 kl3pc xa%on :4358 a36 ._J-27 I litrS Vki. � X/g /,m= /,/? J /53 mob 6 1 a3.5 ? iX/ sfvo lia /J7 �t O 1/5 70 a s ao 0135g a,36 / 6 -.) a- q "x/3 kan lDv =23 02/70 73 4 D I a(9.5 p c= Q SOy aG// 6 3 a 5,5'X3 psf`k /0 / /net) = 4, 7i 0,7D 360 `7i 1 .? r D 0(13 Aiik,,r) -a li (mil �,J � 0? 36 6 4 I ao �� ,�q 1� G ino Boa 6 CS 3 a 01 D, 7) 366 q 11 116 02136 Q'3 .R I 7,_5 i, C '9oo .533 ' Shearwalls VwaII = Sum of Forces / Wall Length Project: Date: Project Number: By: L7 Line Level Wall Length (ft) Wall Ht (ft) - Vwall (plf) T = C (k) Dead Load (k) Fhd (k) Sum of Fhd (k) Holdown 1 3 .2,5 8 a' o -a3c 0 +O /W'67Y Ll,3a — /IA- I a /q,3 /0C 0 FO4-/ xa,67X 9A, = I/30 / � 1 1 y 8' //5 Oe 9,? .0f/36 xo, 67 91 /a ` D, 58' 43 .0(31 ti, - a 3 c2a /a aril/ ii ) 6 7 y /o / /As,- /,o 7 / /v`i- a a ) 3 9 3 6,21/ air g,67k 8%O / /h ' ' 17/ a I -5 t 0y6 197 a & &/0167 k =,58' 139 139 mb ` 4 3 ,a 360 a,?8 #.0)0,67v3// 4,S4) x a Asvz 4 /0 236 /,81 albko, 6?;( 7A =/, l a kk 6,v- 1 4 I 00 aCY) 440 ,v,0,62 k ic) how =1, 2 y o,/y a7 Pia 3 07 8 ik61 2R 0, 3 x,.56 a,56 nns9r6 c') 1 /15 4P ii 112) o(l (J ko, t 7 * ' 1 /l6 ©D - D C1 ///y 3,70 61376 I 021c ? . 3 ? 3 % 04, /67 k3/ ( 3 , � 3 2'53 1 P _ - Holdowns T = C= = Vwall * Ht Project: Date: Project Number: By: /v P Dead load is the residting dead load due to wall and roof or floor load. Roof load is reduced‘hen wind control due to uplift effects from wind. Dead load reduction factor = 6,6) (0.6 for seismic, and 0.67 for wind) Fhd = T - (Dead Load Reduction Factor * Dead Load) L5 07 -15 -2008 HAROLD CHASE 13043 40 AV S TUKWILA WA 98168 RE: Permit No. D07 -176 13043 40 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 writlne 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 08/25/2008 , 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: er Marshall, t Technician Permit File No. D07 -176 City of Tukwila 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 March 31, 2008 Harold Chase 13043 40 Av S Tukwila WA 98168 Dear Mr. Chase, City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Extension Development Permit No. D07 -176 Plumbing/Gas Piping Permit No. PG07 -239 Electrical Permit No. EL07 -480 Chase Addition —13043 40 Av S This letter is in response to your written request for an extension to Permit Nos. D07 -176, PG07 -239, and EL07 -480. The 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 90 days, through June 3, 2008. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, ifer Marshall it Technician File: Pemlit No. D07 -176, PG07 -221 & EL07 -480 P:\Permit Center,Extension Letters \Permits120071D07 -176+ Permit Extension.doc wer 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Feb 22, 2008 Dear permit issuer, Due to a sudden change in our family situation, we have been slow in completing our planned work described in permit no. D07 -176, 13043 40 AV S TUKW. We are requesting an extension of 90 days on this permit. Please contact us at: 425 891 9400 13043 40 Ave. So. Tukwila, WA 98168 Harold Chase ,..1orttettfodazf' ad Jae: 6 ol4A 64r (1/Wet mECEIVED Crry OF TUKWILA MAR 0 7 2008 PE i : 1 CENTER 02 -12 -2008 HAROLD CHASE 13043 40 AV S TUKWILA WA 98168 RE: Permit No. D07 -176 13043 40 AV S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a fmal 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 fmal 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 writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 03/05/2008, 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, fer Marshall, 't Technician xc: Permit File No. D07 -176 City of Tukwila 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 ACTIVITY NUMBER: D07 -176 DATE: 06 -27 -07 PROJECT NAME: SITE ADDRESS: CHASE RESIDENCE 13043 40 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Complete Comments: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP n Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: ❑ ri DUE DATE: 06-28-07 Not Applicable ❑ No further Review Required DATE: DUE DATE: 07 -26-07 Not Approved (attach comments) n DATE: Planning Division t4 Permit Coordinator ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: ing ivision Public Works PC (�U1M '. (a -w Complete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 Ad00 aa000 liwaa� PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -176 PROJECT NAME: CHASE RESIDENCE SITE ADDRESS: 13043 40 AV S X Original Plan Submittal Response to Correction Letter # DATE: 05 -14 -07 Response to Incomplete Letter # Revision # After Permit Issued 51( AAP 5.1 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: ' S'z2' o 1 P anning Division PC Permit Coordinator DUE DATE: 05-15-07 Not Applicable C No further Review Required DATE: DUE DATE: 06 -12-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Zr Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: ( 0 — Departments issued corrections: Bldg ❑ Fire ❑ Ping. PW ❑ Staff Initials: t� 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 Steven M. Mullet, Mayor Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: C s " 2 7 -07 Plan Check/Permit Number: D07 -176 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner C fty LA JU N 2 7 2007 PER wir CENTER Project Name: Chase Residence Project Address: 13043 40 Ave S Contact Person: Harold Chase Phone Number: Z 5 ' 211" t i Summary of R vision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Owner /Agent Signature CITY OF TURWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Site address (attach map 'India 1. The proposed• project is within 2. EeNicc required. al description showln iU - (use separate sheet it more nom is needed) 4. Based upon improvements t, be provided 20 psi residual the fora du olisf 2 ed above ho urs ate water velocity can pro and 5. Wate ailability: Acceptable service can be provided to this project I hereby certify that the above information is true and correct. K: Ge. LJA— i- Est D:34 - Agency/Phone Z.O 6 _zq 9 rq T CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district Firiprprnywil lV o +I 1 x ri a ,n rl btvr 'V 1T! t h Grlo 17Mr gp R t r rii ' iitrAA , ' ^ i �t f r ' il k � 1, r�r1 ° 1 �f f m, rM1 ;!�`tY,l 1 f 1. rfi. ^.711, rN rll cl. 2 @t �•S �i�r U�r16 !4•I�tti l�1., �1�. :5r�+ djsnl loon and size of main): t C w \AJ'. (' " PERMIT NO.: » :idr��f'•d!;U I '. I6 a�u j �l�h i �a$:Y, rW�� 6 k11 61 1,1 . 1' bar irjA Name: ° Address: i oil Phone: Li z ct ttr i � �� q � N •Kv b(11Y' Ji .. d „14 �_til' J- �,..y:� JM/ a °m�,.t. /r r •. Address: 5 o - Phone: L/ z g (_ 4/00 This certificate Is for the purposes of: 5 Residential Building Permit ❑ Preliminary Plat Commercial /Industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): f _ I 7 ,t Vehicular distance from nearest hydrant to the closest point of structure is 2 Z> ft. Area is served by (Water Utility District): ( Z. , ❑ Short Subdivision ❑ Other Mete t o Date N' 4 + AMEN. ' Otm'1 a X111' n IP P F ��1�'h I o /C fil j ` �`� y t "j ai t Yi 4 n.A I, f at,.. n ue, r-44 1 r r� r. n. ° , t, slili', 3. The improvements required to upgrade the water system to bring It into compliance with the utilities' comprehensive plan or to meet the minimum flow' requirements of the project before connection and to meet the State cross connection control requirements: , Permit Center /Buid . I Division: 2001431.367() 2001431.367() Public Works Department: 206-433-0179 Planning Division: 206-431-3670 (City /County) will be available at the site with a flow of l"/5 q fps as documented by the attached calculations. RECEIVED CiTY OF TtJV ' Li Acceptable service cannot be rovided to this project ect unless the ' QY 14 2001 P p j improvements in Item B -2 are me . ❑ System is not capable of providing service to this project. This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability.” By gpi Z -27-4 7 Dale e i r- S .D4?/0$' Part A: (To Be Completed by Applicant) Purpose of Certificate: • . . Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: 0 Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: 1t,kic:.'D CA.EhSE__ Phone: 4-i'05 gc( q (-100 Property Address or Approximate on: Tax Lot Number: 13 0 `"l ` � 1 10 So _ lz.s; q giC. 7 3 `1 06 , 0 - - - L e al Description( tach Map and Legal Description if necessary): Part B: (To Be ,Comple!ted by Sewer Agency 1. 13 a. Sewer Service will be provided by side sewer connection only to an existing 6 ii size sewer O feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, • OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. Eli a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ 100 -- RECEIVED a. District Connection Charges due prior to connection: . . CITY OFTUKWtL GFC: $ SFC: $ UNIT: $ TOTAL: $ MAY 1 2001 (Subject to Change on January 1st) racer. s- , 4;- King County /METRO Capacity Charge: Currently, $esidential be PER billed 't CENTE} equivalent, will directly by King County after connection to the sewer system. (Subject to change by King Co /Metro . without notice.) b. Easements: ❑ Required ® May be Required c. Other: By CERTIFICATE OF SEWER AV AIL ABILITY /NON - AVAILABILITY , 00 FEB 26200 enlia : $50 1L Certificate of Sewer Availability OR Cl Certificate of Sewer Non - Availability I hereb certify that the above sewer agency information is true. This certification shall be valid for one year fro date of signature Title 14816 Military Road South 8c,,..,)9550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 Commercial: $100 D • a2/29 Applicant's Sign *ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER 3ILITY The following terms and conditions apply to the attiched Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non-Availability ("Certificate"). 1. This Certificate is valid only for the real property referenced herein "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development Seattle, and Environmental Services, King County Department of Public Health, City of City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third-party beneficiary principles or 2. This Certificate creates no 'contractual relationship betWeen the District and the applicant and its successors and assigns, and does not.constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District it such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of,SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that 1 have received the Certificate ofSewerAvailability /NonAvailability and this Attachment, and fully uycterstar5terms and conditions herein. Z� Date a 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) COUNTY OF KING AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION , states as follows: [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. 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 requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. /3 , 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. . %•‘‘‘N‘ttii AP LICANT .. ‘E A. V�fi H �� r �� o i ,U WO y y -- i / I1 ; 29,1v, -,gs` "1111°11V I SN � " • S ss. \applications\8 -2004 affidavit in lieu of contractor registration PERMIT NO.: Signed and sworn to before me this day of c( / l` , 20 NOT Y U BLIC in and for the State of Washington, Residing at , County. Name as commissioned: Li/' /� 7/I'✓ e k My commission expires: '5"ag -/ 6 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 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. Vicinity Map S. 130th St. map not to scale Sandy's Corner I N To Hwy 99 > O = 4 U1 aNI 4 .C\el.' 0 1°1 40th Ave. Si Jobsite ,Ff ., � 4 h private road ISM IN I I In II ra tif ft 2-?? 3t ci R ki :1 1 t i. L , 1 11( .53 I 4 p 0 : iL t ag i lid tlIN s . co ° tit a 0 r f�� x 0 r& rn 411 S m r i m sn iv 03 BEAUTY SHOP (not commercial) 103 sq ft BATH 68 sq ft New Wall and beam as per Framing Plan 60 min FR door wl automatic closer Two layers 518 GWB on garage ceiling New 24" concrete footing to support posts and beam 10' 0" GARAGE 344 sq ft Emergency locker Garden Tools 22 sq ft FUTURE GREEN -IOUSE KITCHEN ' 302 sq ft LIVING 291 sq ft TERRACE 380 sq ft Project Description Construct addition to existing 2 story house with one story attached garage. Addition consists of Master bedroom, 2- 3/4 baths, Spa, and 2 walk -in closets all built over the existing garage. o-P 5 ' -6 " ci o + 111111IIII Access Stairway constructed of p.t. Lumber Overhead extEnt of propsed second floor a iditlon Existing foundation stem walls extended over existing footing to support new garage door header and new second floor Secure new stemwail with 5/8" rebar drilled ar d epoxied to exst. stemwall and footing 7' 6" Existing 16' garage door r.piaced by 8' garage door Existing 16' (Ivl 1 314x11 7/8) garage door header supplemented with PSL 3 112 "x11 114" 20' -0" 8' -0" Building Area Existing house has 1320 s.f. of heated space, 400 s.f. garage and 240 s.f. of covered deck Work Area Addition consists of 580 s.f. of heated space and 280 s.f. roof deck ✓ O to 4 ' - 6 " --� II I l i II II II II I [ 11 58' -11" PORCH 120 sq ft LIVING AREA 953 s q a Contact: Harold Chase 425.891.9400 Site Address: Tax Account # .734060- 0904 -08 I I F I I II Index to drawings Cover Sheet I 1 [ I I I I I f II II II I II 111 db1 Harold Chase 425 891 9400 13043 40th Ave. So. Tukwila WA 98168 0- Cover Sheet 1- First Floor Plan 2- Second Floor Plan 3- Roof Deck & Section 4- Framing Plan 5- Front Elevation 6- Rear Elevation 7- East Elevation 8- West Elevation 9- Site Plan 10 -13 Engineering Addition to Chase Residence 13043 40 Ave. So. 98168 rev. 05.11.07 Sheet 0 of 13 db/ Harold Chase 425 891 9400 1st Floor Addition to Chase Residence 13043 40 Ave. So. 98168 rev. 05.11.07 Sheet of I 3 N M BATH "52 sq ft lin. 7 sq ft CLOSET 42 sq ft 4in12 BEDROOM 118 CLOS 21 s. BATH I Existing Bath Replaced by I Laundry and Hallway access furnace vent _ I > raceway BEDROOM 213 sq ft Q CLOSET — \ 20sgft n 1�T BATH 60 sq ft LANDING 54 sq ft sneered wood floor 1/8" T &G Plywood 19' -11" I 4 0 m io C7 4 N 11 7/8" En system w/ Subfioor. 4" drain connect to existing storm drain Impervious surface (Gacoflex) 1 1/8" T &G Plywood deck sloped 1" per 10' using custom cut shims ® •rt = ' lei t ti (ter 0b IV ©c. 0 5 rn 1 4" drain connect to existing storm drain 6' 5 1/2" 4' 3 1/2" 6' 11 1/2" 4'4" i 14` 4 , 0 „ `5 1/4" roposed Add ition 1' -0' egress window egress window w rail 10' -0" 4 0 \ 3' 0,1 DECK 271 sq ft Landing 12 sq ft 3 -0" 2' -0 "- 10' 0" 3' 0" .,.2' 0" 3' 0" '1` -0' OPEN BELOW 187 / / \ / \ 2' 0 „� ` 3' 0" 3, 0" s- I. i 12 39'-11" 2' 3" 11' -8 1/2" LIVING AREA 1156 sq ft / 3 1 -4 " � \ 3' 0" r, egress window / Landing . upported by 2:1 Joist cantelever. 5'- 41/2" \Connect new gutters /downspouts to existing storm drain 2x12 d.f. Joists supporting 1 1/8" T &G Plywood Subfioor ' 6 1/2 LP Floor System supporting 1 1/8" T &G Plywood subfloor 42" Rail w/ 3 1/2" spacing typical 1 1/2 CDX sheathing typical I 2x6 16" o.c. wall studs typical I1 I R -21 BIBS n sulation Typical 5 ' 9" 7 7 / I M PSL 3 1/2x11 7/8 beams to support cantilever 0 Addition to Chase Residence 13043 40 Ave. So. 98168 rev. 05.11.07 Sheet 2 of 13 11=4' db/ Harold Chase 425 891 9400 C1) Existing Stemwali extended on each end Open framed hardwood stairway 1 11 11 36" Handrail height 11 11 rs 7 1/2" risers x 10" run 2nd Floor Existing 16'x7' garage door to be replaced by 8' garage door and steel double door. Existing overhead beam to be supplemented with PSL 3 1/2x11 7/8 and supported by additional concrete stem wall and new exterior wall section. Roof Deck and Cross Section Addition to Chase Residence 13043 40 Ave. So. 98168 rev. 05.11.07 Sheet 3 of 13 If_4r db/ Harold Chase 425 891 9400 42" metal railing system r 112" CDX sheathing to match existing structure Existing foundation stem walls extended over existing footing to \support new garage door header and new second floor Secure new stemwall with 1/2" rebar drilled and epoxied to exst. stemwall and footing 0 isswiimeri has, garden tools 2 2x1 L) Overhea extent of propsed/ second fl or addition + 7 ' 6 " fl 11 H . BEAUTY SHOP (not commercial) 103sgft 6x6 post 8 ]1N Emil a HDQ8 44 (3) 2x Floor Framing 60 min FR door w/ automatic closer Tw o la 5/8 GWB on garage ceiling SW6 S 3 , 0 It 24" Concrete ootin pcats cc 0 i 1 7 1 mit c; _ GARAGE 353 sq,ft i?s!L_ PN 8068 5 1/4 x 11 7/8 PSL Existing 16' garage door replaced by 8' garage door. Existing 16' (NI 1 3/4x11 7/8) garage door header supplemented with additional 16' Iv! header 8' 0" (2) 2x8 1r x l t jppor Ridge Vent rr STORAGE 68sgft PH D2 Emergency locker X J a 6x6 post J PSL 3 1/2x11 lin. Ill 268 LANDING UP l 4x12 4x12 CLOSET no- groove t-111 sid €ng on this element MINIM 4x6 post N 1 a 0 co co t I : 3 0 Deck Framing 0:07 Additional roof hip construction milpsum 3' 3" (2) 2x8 2x12 @ 16" Typ. entertainment center MST52 MST40 PSL 5 114x9 1/2 I Average, re0:616iikeitt ` fr.om main sslab "el ation 90134 \2 , 0 ., 10' -0" l 1 1 SW6 ®1■ 2668 MASTER BDRM Open Above MST52 egress window egress window UP T , X I II J 4x8 Ceiling Above 3 ' 0 " - 0. 1 3' 6 2 " Existing 20 yr, comp,shingles replaced with 40-50 yr.architectural shingles -,39' 11" Books LAUNDRY 4x6 post 50 l: Existing Bath Replace Laundry and Hallway furnace vent raceway `Additional Roof Framing to tie into ,TH existing Structure 3/8" textured plywood soffit w/ continuous vent 8" cedar bevel siding typical Existing Brick Terrace tV Roof Peak Truss Bottom Roof Framing Landing N li El 1 -0" (2) 2x8 l el a 2x8 SW4t Addition to Chase Residence 13043 40 Ave. So. 98168 rev. 05.11.07 Sheet 4 of13 " ^4r db/ Harold Chase 425 891 9400 Trusses @ 24" Typ. 3' 0" – k2' 0 " 3 0" Girder Truss DN--i OPEN BELOW Girder Truss MSTC40 1' -o„ 3' -0" ��2' 0 "�. - 3 ' 0" 'i Framing 10' 0" Front (South) Elevation Addition to Chase Residence 13043 40 Ave. So. 98168 rev. 05.11.07 Sheet 5 of13 in— A i dbf Harold Chase 425 891 9400 i n7 f ° f ` � ' 0 }gy '+ :�° , mi� 0 0 0 rn a 0 I; CC 9 C1 I Back (North) Elevation Addition to Chase Residence 13043 40 Ave. So. 98168 1"=4' 425 8911g4Cohase rev. 05.11.07 Sheet 6 of 13 Side (East) Elevation Addition to Chase Residence 13043 40 Ave. So. 98168 rev. 05.11.07 Sheet 7 o f13 1 11 _4' db/ Harold Chase 425 891 9400 03 A 0 w Minimum Setback Line l0 CO ■ II 111111111I• INI11I1111111 MII- II I II 7 6' Cedar Fence Across Rear Property Line EL, 88' Gropes Vegatable Garden J 8' 1 co 22'6 I I II Fire Es ad 1p1 ss ' — cuKw[tdpz Lumbar 90' 72.86' Maple EL. 96' Koc�cea �waie 4 co „ 4 , // „, / *fi#, /// w:14! /4*Kel/ ; •EL. 85' cz cz 0) 11.74 0 x i rr PI 0 k7 � �. t r'ei S-4 Z 0 rn Side (West) Elevation Addition to Chase Residence 13043 40 Ave. So. 98168 rev. 05.11.07 Sheet 8 of 13 db/ Harold Chase 425 891 9400 40th Ave So. 100' from Property Line 1" Water Meter at road 10' Utilities Easment Fire Hydrant 150' from ___ property line 6" water main under 40th -� Ave. S. Plot Plan Addition to Chase Residence 13043 40 Ave. So. 98168 rev. 05.11.07 Sheet 9 of1 rr_e 1 0' db/ Harold Chase I 425 891 9400 GENERAL STRUCTURAL NOTES GENERAL 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2003 EDITION. 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS. 3. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESISTANCE TO DEAD LOADS, CODE SPECIFIED LATERAL LOADS, AND MAXIMUM EXPECTED SERVICE LOADS. NO CONSIDERATION HAS BEEN GIVEN TO LOADS WHICH WILL BE INDUCED BY ERECTION PROCEDURES. THE CONTRACTOR SHALL VERIFY, TO THE SATISFACTION OF HIM /HERSELF AND THE OWNER, THE ABILITY OF THE STRUCTURE TO RESIST ALL ERECTION LOADS WITHOUT EXCEEDING THE ALLOWABLE STRESSES OF THE MATERIALS USED. WHERE ERECTION LOADS WOULD OVERSTRESS THE STRUCTURE, THE CONTRACTOR SHALL SUBMIT DESIGN DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INCLUDING FABRICATION AND ERECTION DRAWINGS, TO THE ARCHITECT FOR REVIEW. THESE DOCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. THE CONTRACTOR SHALL PROVIDE, INSTALL AND IF NECESSARY REMOVE SUCH TEMPORARY WORK AS REQUIRED. 6. CONTRACTOR- INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 8. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPUER. 9. INSPECTIONS: INSPECTIONS OF THE WOOD FRAMING, THE STEEL REBAR AND WOOD FORMS FOR CONCRETE FOOTINGS & FOUNDATIONS, AND CONCRETE SLABS ARE REQUIRED PER IBC SECTION 109.3. 10. SPECIAL INSPECTION: SHALL BE PERFORMED BY A (WABO CERTIFIED TESTING AGENCY OR TESTING AGENCY), DESIGNATED BY THE ARCHITECT AND APPROVED BY THE OWNER. THE SPECIAL INSPECTION AGENCIES SHALL PRODUCE REPORTS AND KEEP RECORDS PER IBC SECTION 1704.1.2. THE SPECIAL INSPECTION AGENCIES DUTIES SHALL INCLUDE THE FOLLOWING: 10.1 CONCRETE CONSTRUCTION: VERIFY AND /OR INSPECT CONCRETE PER IBC TABLE 1704.4 AND IBC SECTION 1704.4. THIS INCLUDES (BUT IS NOT UMITED TO) REINFORCING STEEL ANCHOR BOLTS IN CONCRETE, USE OF CONCRETE DESIGN MIX, PLACEMENT TECHNIQUES OF CONCRETE AND SHOTCRETE, AND CONCRETE STRENGTH. SEE IBC SECTION 1704.4 FOR EXCEPTIONS TO SPECIAL INSPECTION OF CONCRETE CONSTRUCTION. 10.2 WOOD CONSTRUCTION: FOR FABRICATED WOOD STRUCTURAL ELEMENTS, INSPECT DURING FABRICATION PER IBC SECTION 1704.1 AND 1704.2. SPECIAL INSPECTION OF "HIGH -LOAD" DIAPHRAGMS (DIAPHRAGMS USING 2 OR MORE ROWS OF NAILING AT PERIMETER OF PLYWOOD SHEETS) SHALL BE PER IBC SECTION 1704.6.1. IN ADDITION, PER IBC SECTION 1707.3, SPECIAL INSPECTION IS REQUIRED OF FRAMING ANCHORS, HOLDOWNS, BOLTED OR NAILED CONNECTIONS, SHEAR WALL NAILING, FLOOR AND ROOF NAILING, LOAD- BEARING CANTILEVERS, AND DRAG STRUT CONNECTIONS. 10.3 SOILS: SPECIAL INSPECTION IS REQUIRED OF THE EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD- BEARING REQUIREMENTS PER IBC SECIONS 1704.7.1 - 1704.7.3. FOR A MORE DETAILED EXPLANATION OF SPECIAL INSPECTIONS, AND FOR A MORE EXTENSIVE UST OF THE SPECIAL INSPECTIONS REQUIRED, SEE THE IBC, THE ARCHITECTURAL DRAWINGS AND THE PROJECT SPECIFICATIONS. 11. SHOP DRAWINGS FOR REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION), GLUED LAMINATED MEMBERS, CONNECTOR PLATE WOOD ROOF TRUSSES, AND PLYWOOD WEB JOISTS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. DIMENSIONS AND QUANTITIES ARE NOT GUARANTEED BY THE ENGINEER OF RECORD, AND THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY OTHERS SHALL BE APPROVED BY THE COMPONENT DESIGNER - PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND A COPY; REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY CONTRACTOR PRIOR TO REVIEW BY ENGINEER.ECT 12. PRE - MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED BASED ON THE CRITERIA PRESENTED IN THE CONTRACT DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE, TEMPORARY AND PERMANENT BRACING AND ALL NECESSARY CONNECTIONS, INCLUDING CONNECTIONS TO THE PRIMARY STRUCTURE, NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE PRIMARY STRUCTURE. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED PER PARAGRAPH "A.14." OF THESE NOTES. DESIGN CRITERIA 1. DESIGN LOADS ROOF LIVE LOAD ROOF DEAD LOAD FLOOR LIVE LOAD (RESIDENTIAL) FLOOR DEAD LOAD PARTITION LOADING MECHANICAL UNITS WIND (IBC SIMPLIFED) EARTHQUAKE (ASCE) 25 PSF (SNOW) 15 PSF 40 PSF 17 PSF 10 PSF Weights furnished by manufacturer 85 MPH, EXPOSURE "B ", Iw =1.0 SOIL CLASS D SEISMIC USE GROUP 1 (le = 1.0) SEISMIC DESIGN CATEGORY D Ss = 1.39g, S1 = 0.48g Sds= 0.93g, Sd1 = 0.49g LATITUDE: 47.483 LONGITUDE: - 122.283 R =6.0 ALLOWABLE SOIL PRESSURE 2000 PSF (ASSUMED) LATERAL EARTH PRESSURE 35 PCF (ASSUMED) 2. LATERAL RESISTANCE SYSTEM: WOOD SHEAR WALLS AND WOOD DIAPHRAGMS C. FOUNDATION 1. FOUNDATION EXCAVATION, BACKFILL AND COMPACTION SHALL CONFORM TO SPECIFICATION REQUIREMENTS. THIS CONSTRUCTION WORK, INCLUDING DRAINAGE, SHORING AND SUCH OTHER RELATED WORK AS REQUIRED, SHALL BE CONDUCTED BY THE CONTRACTOR UNDER THE OBSERVATION AND DIRECTION OF THE GEOTECHNICAL ENGINEER. 2. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 30" BELOW LOWEST ADJACENT FINISHED GRADE. MATERIAL TO BE COMPACTED TO 95% MINIMUM OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557. 3. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS INCREASED 3" AT EACH INTERFACE WITH SOIL 4. ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACING CONCRETE. 5. ALL ABANDONED FOOTINGS, UTIUTIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED. 6, CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN EXCAVATIONS. 7. BACKFILL BEHIND ALL WALLS WITH WELL DRAINING, GRANULAR FILL MATERIAL, AND PROVIDE PERFORATED PIPE DRAINS AS DESCRIBED IN THE SOILS REPORT. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED BY THE FLOOR SLAB, OR TEMPORARY BRACING. ALL FOOTINGS SHALL BE CENTERED BELOW CENTERLINE OF COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. CONCRETE 1. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318 -02. 2. CONCRETE SHALL ATTAIN A 28 -DAY STRENGTH OF f'c = 2500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5 -1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. 3. CONCRETE FOR FOOTINGS AND SLABS -ON -GRADE SHALL CONFORM TO A 28 -DAY STRENGTH OF f'c = 2500 PSI, SHALL CONTAIN NOT LESS THAN 5 -1/2 SACKS OF CEMENT PER CUBIC YARD, AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE DESIGN MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, SECTION 5.3. ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE PERMANENTLY EXPOSED TO WEATHER SHALL BE AIR- ENTRAINED WITH AN AIR- ENTRAINING AGENT CONFORMING TO IBC SECTION 1904.2. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE INTERNATIONAL BUILDING CODE. NO ADMIXTURES, OTHER THAN FOR AIR - ENTRAINMENT AS NOTED ABOVE, SHALL BE USED WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER. 4. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS AS GRADE 40, fy = 40,000 PSI. REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. SPIRAL REINFORCING SHALL BE PLAIN WIRE. WELDED WIRE FABRIC: ASTM A82 AND ASTM A185, SPLICE WITH AT LEAST ONE FULL MESH. PLACE AT MID - DEPTH, OR SUGHTLY ABOVE, OF SLAB. MATERIAL TO BE SUPPUED IN FLAT SHEETS. 5. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315 -02. LAP ALL CONTINUOUS REINFORCEMENT PER NOTE D.6. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS PER NOTE D.6. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 6. REINFORCING STEEL LAPS AND EMBEDMENT SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE: DEVELOPMENT LENGTH - TENSION 48 BAR DIAM. - ( #11 BAR - 54 BAR DIA.) DEVELOPMENT LENGTH - TENSION, top bar* 64 BAR DIAM. - ( #11 BAR - 70 BAR DIA.) LAP SPUCE LENGTH - TENSION 64 BAR DIAM. - ( #11 BAR - 70 BAR DIAM.) LAP SPLICE LENGTH - TENSION, top bar* 80 BAR DIAM. - ( #11 BAR - 90 BAR DIAM.) ITH SOIL *TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE TACK WELDED. DO NOT WELD GRADE 60 REINFORCING. 7. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3" FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER ( #5 BARS OR SMALLER) 1-1/2" JOISTS, SLABS AND WALLS (INTERIOR FACE) 3/4" 8. CONCRETE WALL REINFORCING - PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 8" WALLS #5 ® 16 HORIZ. #5 CO 16 VERTICAL 1 CURTAIN ® CENTERINTO CONCRETE OR MASONRY. STRUCTURAL STEEL 1. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE RISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS," LATEST EDITION, PLUS ALL REFERENCED CODES. 2. ANCHOR BOLTS SHALL CONFORM TO ASTM A307 AND HAVE A WELDED HEAD. EMBED ANCHOR BOLTS A MINIMUM OF 7 INTO CONCRETE OR MASONRY. CARPENTRY 1. FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCUB STANDARD GRADING RULES FOR WEST COAST LUMBER, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: MEMBER SIZE JOISTS AND RAFTERS: 2x, 3x 4x BEAMS AND STRINGERS: 6x AND LARGER POSTS AND TIMBERS: 6x6, 6X8 DOUG.FIR #1 DOUG.FIR #2 TOP AND BOTTOM PLATES AT SHEAR WALLS AND BEARING WALLS: STUDS, PLATES, & MISC. LIGHT FRAMING: PSL - Fb = 2,900; Fv = 290 PSI; E = 2,000,000 PSI LSL - Fb = 2,250; Fv = 400 PSI; E = 1,500,000 PSI TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD BOTTOM CHORD DEAD LOAD TOTAL LOAD SPECIES GRADE DOUG.FIR #2 DOUG.FIR #2 DOUG.FIR #1 BOTTOM CHORD LIVE LOAD 10 PSF (NON - CONCURRENT WITH TOP CHORD LIVE LOAD) 25 PSF (SNOW) 10 PSF 5 PSF 40 PSF MIN. BASIC DESIGN STRESS Fb = 850 PSI Fb = 850 PSI Fb = 1350 PSI Fc = 1000 PSI Fb = 1200 PSI Fb = 850 PSI DOUG.FIR #2 Fb = 850 PSI ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED SURFACE -DRY AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOT MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE STAMPED SURFACE -GREEN AND AIR -DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. 3. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST MacMILLAN OR APPROVED EQUAL. REQUESTS FOR APPROVAL AS EQUAL WILL REQUIRE SUBMITTAL OF NER "NATIONAL EVALUATION REPORTS" EQUIVALENT TO NER -126 FOR, NER 292 FOR PARALLEL STRAND LUMBER (PSL), OR NER -481 FOR LAMINATED STRAND LUMBER (LSL). THE MINIMUM ALLOWABLE DESIGN VALUES ARE AS FOLLOWS: 5. PREFABRICATED SOLID WEB WOOD JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS. PREFABRICATED SOUD WOOD JOISTS SHALL BE AS MANUFACTURED BY TRUS JOIST MacMILLAN CORPORATION OR APPROVED EQUAL. WEBS MAY BE PLYWOOD OR ORIENTED STRAND BOARD. CHORDS SHALL BE LAMINATED VENEER LUMBER (LVL). ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. DESIGN SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S STRUCTURAL SPECIFICATIONS. 6. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONCRETE 4 OR CONSTRUCTION," ANSI/1P1 1 -2002" BY TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. MINIMUM LOADING SHALL BE AS FOLLOWS: ADDITIONAL LIVE LOAD CASES SHALL BE ANALYZED FOR UNBALANCED SNOW LOADS & SNOW DRIFTS PER ASCE 7 -2002, SECTION 7. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS (COMPLETE WITH STRESS DIAGRAMS) TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP -DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. 7. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA "PLYWOOD DESIGN SPECIFICATION," INCLUDING APPLICABLE SUPPLEMENTS, UNLESS NOTED OTHERWISE. PLYWOOD OR ORIENTED - STRAND BOARD (OSB) PANELS SHALL BE GRADE CD AND ALSO CONFORM TO DOC PS -1 & PS -2. ALL PANELS SHALL BE IDENTIFIED AS EXPOSURE 1 UNLESS NOTED OTHERWISE. PANEL RATING TO BE AS FOLLOWS UNLESS NOTED OTHERWISE: ROOF: 19/32" (OR 5/8") THICK, 40/20 WALLS: 15/32" THICK, 32/16, OR 1/2" THICK, 24/0 FLOORS: 23/32" (OR 3/4 ") THICK, TONGUE & GROOVE, (48/24) UNLESS NOTED OTHERWISE ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 10d NAILS @ 6 "oc TO FRAMED PANEL EDGES AND OVER STUD WALLS SHOWN ON PLANS AND © 12 "oc (10 "oc AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED SHEATHING EDGE CUPS © 16 "oc AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND- GROOVE JOINTS AND EDGE CUPS. PROVIDE SOLID BLOCKING AT ALL EDGES ONLY WHERE NOTED ON PLANS. TOENAIL BLOCKING TO SUPPORTS WITH 16d NAILS, UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY BE LAID UP HORIZONTALLY OR VERTICALLY, UNSUPPORTED EDGES SHALL BE BLOCKED AND ALL EDGES SHALL BE NAILED WITH 10d 6 "oc, NAIL WITH 10d CO 12 "oc AT INTERMEDIATE SUPPORTS. NAIL SHEAR WALL SHEATHING TO ALL HOLDOWN STUDS USING EDGE NAIL SPACING WHEN HOLDOWN STUD DOES NOT OCCUR AT PANEL EDGES. SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. 8. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN DIRECT CONTACT WITH SOIL SHALL BE PRESSURE - TREATED WITH ALKALINE COPPER QUATERNARY (ACQ). ALL INTERIOR (INCLUDING CRAWLSPACES) WOOD MEMBERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE - TREATED WITH SODUIM BORATE (SBX). PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL METAL CONNECTORS IN CONTACT WITH "ACQ" PRESSURE - TREATED LUMBER SHALL BE TYPE 304 OR 316 STAINLESS STEEL. THIS INCLUDES WASHERS, SCREWS, NAILS, HANGERS, AND ANY OTHER MISCELLANEOUS LT. GAGE METAL CONNECTORS. WHERE ACQ LUMBER IS MISTAKENLY USED IN INTERIOR CONIDITIONS, G185 ( "HOT -DIP" GALVANIZED TO 1.85 OUNCES PER SQUARE FOOT) METAL CONNECTORS MAY BE USED IN LIEU OF STAINLESS STEEL. METAL CONNECTORS 1/2" THICK OR GREATER NEED NOT BE GALVANIZED FOR INTERIOR USE, NOR DO THEY NEED TO BE STAINLESS STEEL FOR CONCRETE OR EXTERIOR USE. METAL CONNECTORS 1/2" THICK PLUS JUST NEED TO BE GALVANIZED FOR EXTERIOR USE, UNLESS SPECIFIED OTHERWISE BY THE ARCHITECT. 9. WOOD FASTENER NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: 9.1 NOTATIONS ON DRAWINGS RELATING TO FRAMING CUPS, JOIST HANGERS AND OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY, DUBUN, CAUFORNIA. EQUWALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND ICBO REPORTS TO ARCHITECT AND ENGINEER FOR REVIEW WHEN REQUESTING SUBSTITUTIONS. ALL SPECIFIED FASTENERS MUST BE USED AND PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN ORDER TO OBTAIN ICBO APPROVED LOAD CAPACITIES. VERIFY THAT THE DIMENSIONS OF THE SUPPORTING MEMBER ARE SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS. 9.2 NAILS SHALL BE MANUFACTURED IN CANADA OR THE UNITED STATES IN SIZES AND TYPES AS FOLLOWS, UNLESS NOTED OTHERWISE: PNEUMATIC NAILING - PLAIN SHANK, COATED OR GALVANIZED 8d = .131 DIAMETER x 2 -1/2" MINIMUM LENGTH 10d = .148 DIAMETER x 3" MINIMUM LENGTH 16d = .148 DIAMETER x 3 -1/4" MINIMUM LENGTH 10. WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: 10.1 ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. "MINIMUM NAIUNG, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. 10.2 WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS ® 16 "oc AT INTERIOR WALLS AND 2x6 STUDS CO 16" AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. UNLESS NOTED OTHERWISE A (2) 2x8 HEADER SHALL BE PROVIDED OVER ALL OPENINGS IN 2x4 STUD WALLS AND A (3) 2x8 HEADER OVER ALL OPENINGS IN 2x6 WALLS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORT BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID- HEIGHT OF ALL STUD WALLS OVER 8' IN HEIGHT. ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER PLATES MACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12 "oc STAGGERED OR BOLTED TO CONCRETE OR MASONRY WITH 5/8" DIAMETER ANCHOR BOLTS AT 4' -0 "oc, UNO REFER TO THE STRUCTURAL PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAIUNG. 10.3 FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS4AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING ®8' -0 "oc AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. TOENAIL JOISTS TO BEARING SUPPORTS WITH 16d NAILS. UNLESS NOTED OTHERWISE, ATTACH JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON "LU" SERIES METAL JOIST HANGERS TO SUIT :FOIST SIZE. ALL DOUBLE JOISTS, BEAMS, AND SLOPED AND /OR SKEWED JOISTS SHALL BE CONNECTED TO FLUSH MEMBERS WITH U- SERIES JOIST HANGERS UNLESS NOTED OTHERWISE. SKEW AND SLOPE `ALL CONNECTORS AS REQUIRED. FACE -NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16d SPIKES a. 24 "oc STAGGERED. 10.5 ELECTRICAL, MECHANICAL PLUMBING AND ARCHITECTURAL SYSTEMS: ALL ELECTRICAL MECHANICAL, PLUMBING AND ARCHITECTURAL SYSTEMS (INCLUDING VERTICAL TRANSPORTATION SYSTEMS, EXTERIOR FINISHES AND CLADDING SYSTEMS) SHALL BE DESIGNED FOR SHRINKAGE OF ;1/2" PER FLOOR ABOVE THE UPPERMOST CONCRETE FLOOR LEVEL. THE TOTAL ESTIMATED SHRINKAGE FOR VARIOUS HEIGHT BUILDINGS ARE AS FOLLOWS: STORIES 1 2 TOTAL ESTIMATED SHRINKAGE 1/2" 1" 3 1 -1/2" PARTIAL HEIGHT SYSTEMS SHALL BE DESIGNED FOR PROPORTIONAL SHRINKAGES. LARGER THAN NORMAL FLOOR TO FLOOR HEIGHTS, MOISTURE CONTENT FRAMING LUMBER WHEN INSTALLED, TYPE OF FRAMING AND OTHER FACTORS MAY INFLUENCE THE ACTUAL SHRINKAGE. J. QUALITY ASSURANCE PLAN FOR SEISMIC RESISTANCE (IBC SECTION 1705) 1. THE SEISMIC - FORCE- RESISTING SYSTEMS COVERED BY THIS PLAN INCLUDE: 1.1 WOOD ROOF DIAPHRAGM, DRAG BEAMS, AND THEIR CONNECTIONS 2. TESTING 2.1 WOOD CONSTRUCTION: WOOD MEMBERS AND THEIR METAL CONNECTORS SHALL BE STAMPED AS DESCRIBED IN THE "CARPENTRY" SECTION OF THE STRUCTURAL NOTES. 3. SPECIAL INSPECTION SHALL BE CARRIED OUT AT FREQUENCY DESCRIBED AND 4, THE MATERIALS DESCRIBED IN THE STRUCTURAL NOTES. INSPECTION REPORTS SHALL BE SENT TO THE ENGINEER FOR REVIEW. 4. REQUIRED SERVICES OF CONTRACTOR 4.1 THE CONTRACTOR SHALL PROVIDE THE MATERIALS SUBMITTALS TO THE ENGINEER FOR APPROVAL. 4.2 THE CONTRACTOR SHALL PROVIDE COPIES OF THE SPECIAL INSPECTION AND TESTING REPORTS TO THE ENGINEER FOR REVIEW. 4.3 AS REQUIRED, THE CONTRACTOR SHALL CONSULT THE ENGINEER ON THE INTENT OF THE CONSTRUCTION DOCUMENTS. 4.4 THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR STRUCTURAL MODIFICATIONS REQUIRED TO MEET UNFORESEEN FIELD CONDITIONS. 4.5 THE CONTRACTOR SHALL SUBMIT A "STATEMENT OF RESONSIBIUTY" PER IBC SECTION 1705.3 TO THE OWNER AND THE BUILDING OFFICIAL WHICH INCLUDES, BUT IS NOT LIMITED TO,, STATEMENT THAT HE /SHE /THEY HAVE REVIEWED THE QUALITY ASSURANCE PLAN. Doi17& REVIEWED FOR CODE COMPLIANCE APPROVED )IJN B X57 Oty Of Tukwila jt_SIDIN structural engineers Phone: 206.615.9700 Fax: 206.615.7737 Website: www.rfaengineers.com 2013 4th Avenue, Suite 202 NO. DATE 04-;1 -2007 DATE JDJ_ DESIGN . JLA DRAWN • SHEET TITLE DCPIRES: SEPTEMBER 17, 2007 • PROJECT w CIO co (0 0 L co w > o) ET) g CC ■ CO w . co 0 CO , Consuking n' gineers 070099 -10 JOB # NE CHECKED Q Sk NOTED SCALE Seattle, Washington 98121 GENERAL STRUCTURAL NOTE RECEIVED MPYYLA MAY 14 2001 PEA. i • SHEET NO. MARK DIMENSIONS REINFORCING COLUMN SERVICE LOAD, K REMARKS "A" "B" "t" "C" "D" F2.0 2`--0" 2'--O" 10" (2) #4 (2) #4 8.0 F3.0 3' -0" 3' —O" 12" (3) #4 (3) #4 18.0 F4.0 4' —O" 4'—O" 12" (4) #5 (4) #5 32.0 MARK DIMENSIONS REINFORCING 1 -4 1 -4 " x 0 x CONT (2) #5 2' -0" 2' -0" x 1' -0" x CONT (3) #5 2' -6" 2' -6" x 1' -0" x CONT (4) #6 3' -0" 3' -0" x l' -2" x CONT (4) #6 LONGITUDINAL & #5 @ 15" oc TRANSVERSE BAR 0 OR)' -0" MIN (® CONCRETE) PLACE ALTERNATING CORNER BAR AS SHOWN OVERLAP 30 BAR 0 TYP (2'—O" MIN) ( # SEE PLAN FOR SLAB THICKNESS AND REINF T ■ v o a 00 C Lo p��/oo�/ J Op000 Gg oo-DOoo III II III -11= CUT ALT WIRES ® JOINT CONTROL JOINT 1 0 TYPICAL SLAB JOINTS � NTS 1" x 1 PREMOLDED CONT JOINT STRIP (JOINT MAY BE SAW —CUT CONTRACTORS OPTION) ObOp�pO0 �J 0:00. o0o0,Ooo PLASTIC VAPOR BARRIER & COMPACTED GRANULAR FILL PER PLAN BAR 0 OR ' -0" MIN (@ CONCRETE) NOTES: 1. SEE GENERAL NOTES FOR BAR CLEARANCES. 2. CORNER BARS ARE THE SAME SIZE AND SPACING AS HORIZONTAL REINFORCEMENT. 3. REINFORCEMENT AT ALL WALL CORNERS, ENDS AND INTERSECTIONS SHALL BE FABRICATED AND PLACED IN ACCORDANCE W /APPROPRIATE DETAIL SHOWN. 4. THIS DETAIL ALSO APPUES TO ALL CONTINUOUS WALL FOOTINGS. 5. SINGLE CURTAIN REINFORCEMENT SHALL BE PLACED AT t OF WALL UNLESS SPECIFICALLY DETAILED OTHERWISE. C 6 1 TYPICAL HORIZONTAL REINFORCING PLACING DETAIL FOR CONCRETE AND MASONRY � NTS SEE PLAN FOR SLAB THICKNESS AND REINF T a 5 00 b 0 pa oaOnn II il IIr SECOND POUR NOTE: PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLAB ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 150 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY ARCHITECT. FIRST POUR CONSTRUCTION JOINT BURKE "KEYKOLD" JOINT STOP REINF 1" CLEAR OF JOINT @ EACH SIDE o „Cobb O 00 0 0 00 II I II I — PLASTIC VAPOR BARRIER & COMPACTED GRANULAR FILL PER PLAN ( # SHEATHING AND SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE #5 @ 16" O.C. (VERT.) ALTERNATE HOOKS FOOTING DRAIN, REFER ARCH., CIVIL OR CONTRACTOR DESIGN DETAIL NTS 0 ° o 0 8" WALL FOOTING SCHEDULE r`r - ■• x x Lel E211•2 1212 12 1 111 1211?:: 1 117111 MOO? •0 0 7r PER PLAN WALL FOOTING SCHEDULE NTS P�!1�11 I =IMO PRESSURE TREATED SILL PLATE AND ATTACHMENT PER SHEAR WALL SCHEDULE (MIN. 2x SILL PLATE w/ 54"0 TYPICAL INTERIOR FOOTING ANCHOR BOLTS © 48" O.C. 4 w/ PLATE WASHERS 2x2x NTS EMBED MIN. 7" INTO CONCRETE AT NON —SHEAR WALLS) INSULATION WHERE OCCURS, (REFER ARCH. DRAWINGS) SLAB ON GRADE PER PLAN x #5 © 16" O.C. (HORIZ.) REINF. PER SCHEDULE NATIVE SOIL OR STRUCTURAL FILL fa = 2000 PSF (2) #5 WHERE SHEAR WALL ABOVE SPREAD FOOTING SCHEDULE . WALL & THICKENED SLAB TREATED 2x w/ WO O AB @ 4' --0 ", EXCEPT AS NOTED ON SHEAR WALL SCHEDULE SOIL BEARING CAPACITY = 2000 PSF SQUARE FOOTING SCHEDULES NTS SECTION INSTALL PLYWOOD OVER STRAP STRAP & NAILING PER PLANS & HOLDOWN SCHED m a II: \ TYP.FLOOR -TO -BEAM HOEDOWN STRAP NTS 2x6 STUDS CO 16 "oc ABOVE AND BELOW SEE PLAN 16d NAILS ▪ - SEE SHEAR WALL nl SCHED FOR SPACING BEAM PER PLAN DIM " A " PLAN LW: F ZS mi N riPr r MITI% l 0 w w m SECTION REINF "D" PARALLEL TO DIMENSION "B" EQUAL SPACING REINF "C" PARALLEL TO DIMENSION "A" ® EQUAL SPACING 2x PLATE 1-REVIEWED FOR CODE COMPLIANCE JUN 2 8 2007 City Of fLk1i i .. ICY ` i a.. S' N w... Dcri---TY0 • PROJECT • REVISIONS NO. DATE 04 -13 -2007 DATE JDJ DESIGN JLA DRAWN • SHEET TITLE • SHEET NO. structural engineers Phone: 206.615.9700 Fax: 206.615.7737 Website: www.rfaengineers.com 2013 4th Avenue, Suite 202 Seattle, Washington 98121 EXPIRES: SEPTEMBER 17, 2007 070099-10 JOB # RJF CHECKED AS NOTED SCALE Consulting Engineers STRUCTURAL DETAILS MARK FASTENERS TO FASTENERS TO CONCRETE CONCRETE FASTENERS TO WOOD STUDS OR POSTS ANCHOR DIAMETER SEE NOTE 1 EMBEDMENT EMBEDMENT LENGTH LENGTH EXTERIOR WALL INTERIOR WALL A307 16d COMMON WOOD BOLTS SDS Y4x3 NAILS MEMBER SCREWS SEE NOTE 4 SEE NOTE 2 LSTHD8 14 GA. 8" 8" - _ (24) 16d SINKERS (2) 2x STUDS STHD10 12 GA. 10" 10 - - SINK SINKERS S RS ( 2) 2x STUDS STHD14 12 GA. 14" 14" - _ (38) 16d SINKERS (2) 2x STUDS PHD2 W W 8 8" - 10 - (2) 2x STUDS PHD5 %" 10" 10" - 14 - (2) 2x STUDS PHD6 7 " 12" 10" - 18 - 4x HDQ8 7 43 1 '0 16" 12" - 20 - 4x HHDQ11 1 "0 16 " NOTE 6,7 12" - 24" - 6x HHDQ14 1 "0 18" NOTE 6,7 14" - 30 - 6x LSTA36 1 -1/4" x 18 GA. - - - - (24) 10d (2) 2x STUDS MST37 2 -1/16" x 12 GA. - - - - (42) 16d (2) 2x STUDS MST48 2-1/16" x 12 GA. - - - - (46) 16d 4x MST60 2-1/16" x 10 GA. - - - - (56) 16d 4x MST72 2-1/16" x 10 GA. - - - - (56) 16d 4x MSTC48B3 3" x 14 GA. - - - _ (38) 16d (2) 2x STUDS MSTC66B3 3" x 14 GA. - - - - (38) 16d (2) 2x STUDS MARK SHEATHING (NOTES 1,2,3,4,8) LATERAL TIE WALL PLATE TO PLATE OR BLOCKING NAILING (NOTE 5) (NOTES 5,9) WO ANCHOR BOLT SPACING ALLOWABLE SHEAR CAPACITY (PLF)(NOTE 7) STUDS (MIN) ( NOTE 7) BLOCKING / FDN PLATE (MIN) (NOTE 7, 10) APPLICATION PANEL EDGE NAIL SPACING (NOTE 9) SW -6 ONE SIDE 10d @ 6 "oc LTP4 @ 24 "oc 16d 0 6 "oc 48 "oc 254 2x 2x SW -4 ONE SIDE 10d @ 4 "oc LTP4 0 16 "oc 16d © 4 "oc 32"oc 377 2x 2x SW -3 ONE SIDE 10d @ 3 "oc LTP4 @ 12"oc 16d ® 3 "oc 32 "oc 492 3x 3x SW -2 ONE SIDE 10d @ 2 "oc LTP4 @ 8 "oc N/A 24 "oc 631 3x 3x SW -44 BOTH SIDES 10d 0 4 "oc LTP4 @ 8 "oc N/A 24 "oc 754 3x 3x (NOTE 6) SW -33 BOTH SIDES 10d @ 3 "oc LTP4 ® 6 "oc N/A 16 "oc 984 3x 3x (NOTE 6) SHEAR WALL SCHEDULE * ALLOWABLE VALUE IS REDUCED FROM IBC TABLE FOR FRAMING SIZE. NOTES: 1. SHEATHING SHALL BE 1/2" OR 15/32" APA RATED CD GRADE PLYWOOD OR ORIENTED- STRAND BOARD (O.S.B.), TYP UNO. 2. SHEATHING SHALL BE APPUED DIRECTLY TO FRAMING. 3. PROVIDE SOLID BLOCKING AT ALL SHEATHING PANEL EDGES. 4. PROVIDE 10d @ 12 "oc AT ALL INTERMEDIATE SUPPORTS (HELD NAIL), TYP UNO. 5. LATERAL TIE PLATES OR WALL PLATE TO BLOCKING NAIUNG IS REQUIRED WHERE SHEATHING IS DISCONTINUOUS, i.e., WHERE ADJACENT SHEATHING EDGES ARE NOT NAILED TO THE SAME PIECE OF FRAMING. TOE NAILING IS NOT PERMITTED. LATERAL TIE PLATES MAY BE SUBSTITUTED FOR WALL PLATE TO BLOCKING NAIUNG. INSTALL LATERAL TIE PLATES OVER APA RATED SHEATHING PANELS. USE COMMON NAILS OR EQUIVALENT NAILS SUPPLIED BY CONNECTOR MANUFACTURER FOR LATERAL TIE PLATES. A35 FRAMING ANCHORS MAY BE SUBSTITUTED FOR LATERAL TIE PLATES AT SPACING SHOWN ABOVE. 6. WHERE SHEATHING IS APPLIED TO BOTH SIDES, STAGGER PLYWOOD JOINTS SO THAT JOINTS ON EACH SIDE OF THE WALL DO NOT OCCUR AT THE SAME STUD. PROVIDE 3x BLOCKING /FOUNDATION PLATES FOR ALL DOUBLE SHEATHED WALLS. 7. IN SEISMIC DESIGN CATEGORIES D, E & F, PROVIDE 3x STUDS, BLOCKING, AND FOUNDATION SILL PLATES IN SHEAR PANELS WHERE THE ALLOWABLE SHEAR VALUES EXCEED 350 POUNDS PER LINEAR FOOT. IN OTHER SEISMIC DESIGN CATEGORIES, USE 2x STUDS FOR ALL SHEAR WALL TYPES (UNLESS NOTED OTHERWISE ON PLANS) AND USE 3x BLOCKING /FOUNDATION PLATES FOR DOUBLE SHEATHED WALLS ONLY. SEE 15/S9 FOR (2) 2x INSTEAD OF 3x. 8. PROVIDE SHEAR WALL SHEATHING AND NAIUNG FOR ENTIRE LENGTH OF WALLS NOTED ON PLANS. ENDS OF WALLS ARE DESIGNATED BY EXTERIOR OF BUILDING, CORRIDORS, OR DOORWAYS. PROVIDE HOLDOWNS PER PLANS AT EACH END OF WALL, UNO. PROVIDE EDGE NAIUNG TO STUD(S) GRIPPED BY HOLDOWN. 9. NAILS SHALL BE PER GENERAL NOTES. 10. WHERE 3x BOTTOM PLATES ARE REQUIRED, USE (2) 20d END -NAILS OR (4) 8d TOE -NAILS FOR PLATE TO STUD NAILING. 11. CRITERIA: 2003 IBC TABLE 2306.4.1 3000 psi CONCRETE MINIMUM ASTM A307 ANCHOR BOLTS WITH 244" EDGE DISTANCE IN CONCRETE AND 7" MINIMUM EMBEDMENT. 12. WHERE SEISMIC - RESISTING SHEAR WALLS HAVE HEIGHT -TO -WIDTH RATIOS GREATER THAN 2:1, ALLOWABLE SHEAR VALUES HAVE BEEN REDUCED IN THE CALCULATIONS ACCORDING TO IBC TABLE 2305.3.3, FOOTNOTE A. 13. 2x2x416 it WASHERS AT ALL ANCHOR BOLTS. 14. "HOT -DIP" GALVANIZE ALL NAILS AND WASHERS IN CONTACT WITH PRESSURE TREATED WOOD. HOLDOWN SCHEDULE NOTES: 1. ANCHOR SHALL BE ASTM A307 HEADED ANCHOR BOLT. CONNECT TO FOOTING PER DETAIL B. 2. WOOD MEMBERS (MIN) ABOVE AND BELOW WHERE OCCURS AT FLOOR LEVEL DO NOT USE LAG BOLTS TO FASTEN HOLDOWNS TO WOOD MEMBERS. 3. HOLDOWN SCHEDULE IS PROVIDED FOR GENERAL INSTALLATION INFORMATION. NOT ALL OF HARDWARE SCHEDULED IS REQUIRED SEE PLANS FOR HOLDOWN CALL -OUTS AND LOCATIONS. CONSULT MANUFACTURER FOR ADDITIONAL INFORMATION. 4. IF SHEAR WALL REQUIRES 3x STUDS, USE 3x INSTEAD OF 2x. HOLDOWN SCHEDULE 11 NTS SHEARWALL SCHEDULE NTS ADDITIONAL STUD FOR SHEAR WALL EDGE NAIUNG. FACE NAIL SAME AS EDGE NAIUNG. USE ALL SPECIFIED FASTENERS (PER MANUF) 5. QUANTITY OF NAILS FOR STRAPS ARE EVENLY DIVIDED BETWEEN ENDS OF STRAPS ABOVE AND BELOW THE DEPTH OF THE FLOOR SYSTEM, SEE 5/S8. USE 16d COMMON NAILS. MIN (2) END STUDS, FACE NAIL W/ 1/2 OF SW EDGE NAILING, STAGGERED 6. ADDITIONAL 6x6x3 IE EMBED AT BOTTOM OF THESE ANCHOR BOLTS 7. DEEPEN FOOTING AS NECESSARY TO MEET THESE DEPTH FOR THESE ANCHOR BOLTS AND 3" OF COVER. 8. HOLDOWN DETAIL AT FLOOR -TO- -FLOOR HOLDOWNS CONDITION PER 5 /S8 & 5/S7 9. IBC 2003, fc = 3000 PSI, k . , • MIN E I STRAP HOLDOWN DETAIL J NTS BOLTED HOLDOWN DETAIL NTS t WA AT -_- IT - - 1T � � (2)2x TOP PLATE, UNO II II II II II II Ef I I C1 L It NAILING PEF SW SCHE FINISH FLOOR UI■ E� I I II - -- u - - -I-I_ II IL NOTCH PLYWOOD AS REQ'D FOR STRAP STRAP & NAIUNG PER PLANS & HOLDOWN SCHED 4 4 I li II 1, 1.4 II SECTION NTS 2x6 STUDS ® 16 "oc ABOVE AND BELOW SEE PLAN 16d NAILS SEE SHEAR WALL SCHED FOR SPACING MULTIPLE JOISTS OR SOUD BLOCKING SAME THICKNESS AS STUD OR POST EDGE NAIL TO TOP PLATE PROVIDE DOUBLE STUDS OR POST AT STRAP LOCATIONS, SEE SCHED BLKG AT PANEL EDGES AND AT 8` -0 ". EDGE NAIL AS NOTED ON SCHEDULE. SHEATHING PER SCHEDULE FIELD NAIL STUDS @ 16 "oc SILL PLATE AND ANCHOR BOLTS, PER SCHEDULE HOLDOWN PER PLANS - HOLDOWN CLEAR SPAN AT FLR JOISTS TYPICAL SHEAR WALL SHEATHING ) NTS NOTE: NAIUNG TO BE 4$" MIN TO EDGE OF SUPPORTS & SHEETS. SECTION TYP. FLOOR -TO -FLOOR HOLDOWN STRAP (2) 2x TOP PLATES DN 17(o 2 7 _ TYPICAL STUD WALL- SEE PLANS AND SHEAR WALL SCHEDULE STRAP IN LIEU OF HOLDOWN PER PLAN -WRAP AROUND BM HOLDOWN AND BOLTS PER SCHED. 11/S8 16d NAILS PER SHEAR WALL SCHED --� 2x RIM JOIST PLATE w/ (3) 16d PER OUTLOOKER 2x4 OUTLOOKER ® 24" O.C. w/ A34 TO FIRST TRUSS AND H2.5 @ 48" O.C. TO GABLE END TRUSS 2x BLKG. CONNECTION TO TOP PLATE BELOW PER SHEAR WALL SCHEDULE ( MIN. 16d TOENAILS 8" O.C. AT NON -SHEAR WALLS) SHEATHING AND SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 16d TOENAILS 8" O.C. TO PLATE DO NOT BREAK SHEATHING AT PLATES NTS NTS TYP EDGE NAILING, SEE NOTES 413" MIN TO EDGE OF PLYWOOD SHEET & SUPPORT l F IT I \ I I 11 I II II L_ _ _... -_11 7 I BEAM PER PLAN THREADED ROD AT BEAM CENTERUNE PER SCHED. 11/S8 Il'.Y4"'x4 "x4" TYP. CANTILEVERED BEAM PER PLAN II IL - IT II I- -- - -I� - � - IT 7 L_ _-- .._IL _ TYP FIELD NOTE: NAIUNG PER NOTES ALL ENDS OF PLYWOOD SHEETS TO SPUCE OVER t JOISTS OR SUPPORTING MEMBERS. PANELS LESS THAN 12" IN WIDTH SHALL BE BLOCKED AT ALL EDGES. TYPICAL ROOF SHEATHING PER ARCH. DWG. 2'-O" MAX. 13 PERPENDICULAR BEAMS NTS a ROOF TRUSS PER PLAN FACE GRAIN TO BE PERPENDICULAR TO JOISTS STAGGER PLYWOOD JOINTS, SEE PLANS 2x4 FLAT BLKG @ UNSUPPORTED PLYWOOD EDGES (PERPENDICULAR TO TRUSSES) WHERE NOTED ON PLANS OR NOTES. IN OTHER AREAS, MIN. BLOCKING SPACING: 8' -0" oc. MATCH JOIST SIZE. SIMPSON MST72 STRAP AT WOOD POSTS. (SIMPSON ECCQ CAP WELDED TO STEEL POST) TYPICAL HOLDOWN © WOOD BEAM POST @ HOLDOWN SEE SCHEDULE CENTER STRAPS ON FLOOR DEPTH - WRAP STRAP OVER BEAM AS NECESSARY ►A1 GABLE END TRUSS PER MFR. TS22 EA. SIDE BOTH FACES (4 TOTAL) HEADER BEAM PER PLAN AT SIM: NO WALL ABOVE NAILS PER SCHEDULE FOR SHEAR WALL ABOVE SIMP A35 PER SHEAR WALL SCHEDULE AT SIM: NO WALL ABOVE 0 PANEL EDGE NAILING PER PLAN A35F, SPACING PER BLKG. CONNECTION TO TOP PLATE BELOW ON SHEAR WALL SCHEDULE 4 r i t iI iii i ∎iii riiAIMnssi ■► , :1 AM=Pii ✓i i5/ii.w1u1 r�iii. Ar." i■1rr ∎il■AP27■5•PZ/ ∎i Ir ®i ® 4 i�� • Fur prim I� F ++ + + r N WHERE DIAGONAL BRACE LENGTH ATTACH 2x4 LATERAL BRACE AT w/ (2) 16d TO EACH DIAGONAL 2x6 DIAGONAL BRACE © 48" O.C. w/ (5) 16d NAILS, A34 TO WALL TRUSS BOTTOM CHORD TYPICAL EXTERIOR GABLE END WALL (STANDARD TRUSS) NTS NAILS PER SCHEDULE FOR SHEAR WALL ABOVE SIMP A35 PER SHEAR WALL SCHEDULE BEARING WALL PER PLA - I ---- I - r - -- Cr NTS BEARING WALL PER PLA TYP EDGE NAIUNG, SEE NOTES 4t" MIN TO EDGE OF PLYWOOD SHEET & SUPPORT 71 IT _ JI _11 _ - IT - I I TYPICAL FLOOR SHEATHING NTS PERPENDICULAR TO JOIST i 7 TYPICAL SHEAR WALL DETAIL EXCEEDS 6` -0 ", MID -SPAN ATTACH TO TOP BLKG. TOP PLATE, AND H2.5 TO END SHEAR WALLS ABOVE AND /OR BELOW, SEE PLANS AND SHEAR WALL SCHEDULE SOLID BLOCKING OR JOIST BLKG AT 4' -0" oc SHEAR WALLS ABOVE AND /OR BELOW, SEE PLANS AND SHEAR WALL SCHEDULE SOUD BLOCKING OR JOIST FLOOR JOIST PER PLAN FACE GRAIN TO BE PERPENDICULAR TO JOISTS STAGGER PLYWOOD JOINTS, SEE PLANS BLKG ® UNSUPPORTED PLYWOOD ALL EDGES (PERPENDICULAR TO JOISTS) WHERE NOTED ON PLANS OR NOTES. IN OTHER AREAS, MIN. BLOCKING SPACING: 8' -0" oc. MATCH JOIST SIZE. TYP FIELD NAILING PER NOTES BLKG AT 4' -0 " oc PERPENDICULAR TO JOIST PARALLEL TO JOIST i TYPICAL SHEAR WALL DETAIL I9 NTS PARALLEL TO JOIST A34 EACH END AT BRACE BAY BLKG. PANEL EDGE NAILING PER PLAN TO BLKG. H2.5, TOP 2x BLKG 48" O.C. (3 BAYS AT BRACE, 2 BAYS AT OUTLOOKER w/ H2 BETWEEN BLKG. TOP TRUSS PER MFR. 'REVIETD FOR 1 CODE COMPLIANCE I APPROVED JUN `9 8 2007 City Of Tukwila BUI DI15; 7 CONTINUOUS PLYWOOD OVER JOISTS Phone: 206.615.9700 Fax 206.615.7737 Website: www.rfaengineers.com 2013 4th Avenue, Suite 202 Seattle, Washington 96421 • PROJECT ■ REVISIONS NO. DATE 04 -13 -2007 DATE JDJ DESIGN JLA DRAWN structural engineers EXPIRES: SEPTEMBER 17, 2007 Consulting Engineers W in co 1- Z W � W • Q W IX O W Cn O CO 070099 -10 JOB # RJF CHECKED AS NOTED SCALE ■SHEET TITLE STRUCTURAL DETAILS RECEIVED CITY Of TUKWILA MAY 14 2007. P1=RV" ' CENTEii ■ SHEET NO. BEAM SPLICE TO WOOD POST NTS 0 w PERPENDICULAR TYP BEAM TO WALL NTS 2x4 STUDS STUDS TO MATCH BM WIDTH, OR POST PER PLAN 2x4 ft (2)2x HEADER PLYWOOD FILLER NTS NTS . — t SPLICE (NO SPUCE WHERE BEAM IS CONTINUOUS OVER COLUMN) BEAM PER PLANS • i (3)16d KING STUD KING STUD WHERE WALL IS PARALLEL TO BEAM PARALLEL 5Yz BUILT -UP HEADER WITH FILLERS (2) ROWS OF 10d @ 6 "oc, DRIVE ADJACENT NAILS FROM OPP. SIDE NOTE: USE IN LIEU OF SINGLE 3x AT PANEL EDGES, TYPICAL. MULTI -2x HEADER BEAM PER PLAN 1 SIMPSON ACE POST CAP EA. SIDE STUDS TO MATCH BM WIDTH, OR POST PER PLAN MIN. 2 STUDS WHERE NOT OTHERWISE NOTED. CCQ COLUMN CAP POST PER PLANS 2x6 STUDS 2x6 f(' TYPICAL BUILT -UP HEADER SECTIONS . ROW OF NAILS (2) 2x6 BUILT — UP POST BUILT -UP STUD AT SHEAR WALL (3)2x HEADER SPIKE EACH PIECE W/ (2)ROWS 16d SINKERS ® 12 "oc, STAGGERED, TYP W PLYWOOD FILLER, TYP HEADER 2x'S SNUG TO PLYWOOD SIDE, TYP SECTION PERP. JOISTS NOT SHOWN FOR CLARITY BEAM END TO WOOD POST 2 NTS TRUSS PER PLAN TYP SHEAR WALL PERPENDICULAR TO TRUSSES BLKG PANELS @ SHEARWALL PERPENDICULAR NTS 7 NTS 2x4 STUDS 2x4 ft 4x8 HEADER, U.N.O. PER PLAN 11 TYP. SOLID SAWN HEADER SECTIONS NTS JOISTS PER PLAN JOISTS PER PLAN WALL PERPENDICULAR TO FLOOR FRAMING TYPICAL NON - STRUCTURAL WALL SUPPORT (BOTTOM) NTS 7/59 y "" BEAM PER PLANS ECCQ COLUMN CAP POST PER PLANS 5Yz" BLOCKING PANEL PER 7/S9 TRUSS PER PLAN WALL PARALLEL TO FLOOR FRAMING SHEAR WALL PER PLAN 2x6 STUDS 2x6 I� 6x8 HEADER, U.N.O. PER PLAN NON— BEARING WALL SEE ARCH DRAWINGS 16d @ 12 "oc STAGGER TYP 16d @ 16" O.C. TO BLOCKING 2x SOLID BLOCKING 24" O.C. w/ (2) 16d EA. END TO JOISTS NON—BEARING WALL SEE ARCH DRAWINGS 16d @ 16" O.C. TO BLOCKING 2x BLOCKING w/ (2) 16d EACH END TO JOISTS NOTE: USE @ ALL EXTERIOR WALLS AND INTERIOR WALLS IN LINE W/ SHEAR WALLS (12) 16d NAILS EACH SIDE OF SPLICE (NO BOTTOM SPUCE IN THIS AREA) MIN 4' -0 " MIN STUD WALL TOP PLATE SPLICE 3 NTS ROOF SHEATHING EDGE NAIL TO PANEL BLOCKING, TYP TOP PLATE SPLICE AT STUD t, TYP �. T TTTTTTTTTTTT 2x4 DIAG. BRACE @ 8' -0 " O.C. w/ (3) 16d EACH END ( --2" MIN TYP PLAN ELEVATION (2) 16d EA SIDE OF BOTTOM IP. SPLICE BOTTOM ft SPLICE AT STUD � TYP TTTTTTTTTTTT 16d @ 12 "oc STAGGER, TYP 3rd fl' WHERE REQ'D 2x BLOCKING PANEL, TYP 6/59 SHEATHING & NAILING TO MATCH SHEAR WALL BELOW TRUSS, TYP PER PLAN (FS TRUSSES NOT SHOWN FOR CLARITY) — NAIL 2x PANEL TO TOP PLATES PER "E TO BLKG" REQUIREMENT IN SW SCHED SHEAR WALL PER PLAN 2x CONT. BLK'G w/ (3) 10d TO DIAPHRAGM \I A LTA ►11 1 E0 MAIN ROOF FRAMING PER PLAN 12 ROOF OF OVERFRAMING EDGE CONNECTION JOIST SEE PLAN JOIST SEE PLAN 2x BLKG. AT MAIN ROOF JOISTS w/ (3) 16d PER BLOCK TO JOIST BELOW NON — BEARING WALL SEE ARCH DRAWINGS INTERIOR 2x4 4' -0" O.C. w/ (2) 16d EA. END CONT. 2x4 TRIM FOR FIRM BRG. 2x4 @ 24" O.C. BLOCKING @ 24" O.C. w/ (2) 16d EACH END TO JOISTS 1 TY 1 1 k O` 1 SIMPSON STC CLIP NON— BEARING WALL 24" O.C. SLOT UP (NAIL AT SEE ARCH DRAWINGS MID HEIGHT OF SLOT) WALL PARALLEL TO ROOF /FLOOR FRAMING SIMPSON STC CLIP 24" O.C. SLOT UP (NAIL AT MID HEIGHT OF SLOT) SIMPSON ST2215 TOP @ EACH EACH END HEADER OR BEAM PER PLAN (3)2x TOP Is @ 2x4 STUD BEARING WALLS (2)2x TOP Its ELSEWHERE SOLID BLOCKING 0 MID — HEIGHT, WHERE WALL HEIGHT EXCEEDS 8' -0 " (2) 10d ® EA END (4) 10d TOENAILS, TYP. "U" HANGER PANEL EDGE NAILING PER PLAN SHEATHING AND SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 2x RIM JOIST w/ (2) 16d TO BLKG. CONNECTION TO TOP PLATE BELOW PER SHEAR WALL SCHEDULE, (MIN. 16d TOENAILS 18 " O.C. AT NON —SHEAR WALLS) HEADER PER PLAN WHERE OCCURS. REFER TYPICAL HEADER DETAIL(S) FOR ADDI11ONAL FORMATION I A34 ® 48" O.C. K TYPICAL STUD FRAMING DETAIL NTS 1 1 1 EDGE DETAIL A �� JOIST PER PLAN 11 11 A35 FRAMING CUP (4) 10d TOENAILS, TYP. HEADER PER PLAN w /(3) 16d EA END BUILT—UP COLUMN, (2) STUDS MIN w/ (1) FULL HEIGHT STUD ANCHOR BOLTS PER SHEAR WALL SCHED SHEATHING PER PLAN - JOIST PER PLAN BEAM PER PLAN TYPICAL SAWN JOIST FLUSH BEAM CONNECTION NTS NOTE: VENTILATION MAY BE REQUIRED AT BLKG. VERIFY METHOD WITH ENGR. PRIOR TO CONSTRUCTION. 16d©8 "O.C. DIAPHRAGM EDGE NAILING MAIN ROOF FRAMING BOTTOM PLATE ATTACHMENT PER SHEAR WALL SCHEDULE (MIN. 16d © 8" O.C. AT NON —SHEAR WALLS) PANEL EDGE NAILING TO BLKG. PER PLAN SHEATHING PER PLAN JOIST PER PLAN H2.5 (2) BAYS 2x BLKG. @ 48" O.C. w/ H2 BETWEEN BLOCKS / BOTTOM PLATE ATTACHMENT PER SHEAR WALL SCHEDULE (MIN. 16d © 8" O.C. AT NON —SHEAR WALLS) SHEATHING AND SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE (REFER ARCH. DWGS. FOR SHEATHING AT NON —SHEAR WALLS) "" (2) 16d TOENAILS EACH JOIST TO PLATE SAWN PARALLEL)1 WALL PERP. TO ROOF /FLOOR FRAMING TYPICAL NON- STRUCTURAL WALL SUPPORT (TOP) 1 8 TYPICAL EXTERIOR WALL (SOLID 19 NTS � NTS WHERE N HOLDOWN CALLED OUT 9 " MIN ti FLUSH HEADER OR BEAM PER PLAN SIMPSON ST2215 BUILT -UP COLUMN (2) STUDS MIN 2x4 OR 2x6 STUDS (0) 16 "oc 16d @ 12 "oc, TYP BUILT —UP COLUMNS HOLDOWN PER PLAN PANEL EDGE NAILING PER PLAN 2x BLKG. ATTACHMENT TO TOP PLATE BELOW PER SHEAR WALL SCHEDULE (MIN. 16d TOENAILS © 8" O.C. AT NON —SHEAR WALLS) SHEATHING PER PLAN JOIST PER PLAN (2) 16d TOENAILS JOIST TO PLATE TYPICAL INTERIOR WALL (SOLID SAWN PERPENDICULAR) NTS BEAM OPP. SIDE IF NOTED NTS PANEL EDGE NAILING PER PLAN SHEATHING AND SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE HEADER PER PLAN WHERE OCCURS. REFER TYPICAL HEADER DETAIL(S) FOR ADDI11ONAL FORMATION NTS BEAM PER PLAN SECTION d SEC TION E co r2 PSL HANGERS ARE HGLI1/, UON. AP PROvro J UN 28 2007 I TYPICAL BEAM TO BEAM CONNECTION ' I BOTTOM PLATE ATTACHMENT PER SHEAR WALL SCHEDULE (MIN. 16d ® 8" O.C. AT NON —SHEAR WALLS) 2x RIM JOIST 04 -13 -2007 CONNECTION TO TOP DATE PLATE BELOW PER SHEAR JDJ WALL SCHEDULE (MIN. 16d TOENAILS © 8" J.C. DESIGN AT NON —SHEAR WALLS JLA JOIST PER PLAN A34 AT EACH JOIST TO PLATE TYPICAL EXTERIOR WALL (SAWN JOISTS PERP.) structural engineers Phone: 206.615.9700 Fax: 206.615.7737 Website: www.rfaengineers.com Consulting Engineers 2013 4th Avenue, Suite 202 Seattle, Washington 98121 EXPIRES: SEPTEMBER 17, 2007 • PROJECT ■ REVISIONS NO. DATE 0 Z C w > c7i LU I- LU I O CO DRAWN • SHEET NO 070099-10 JOB # RJF CHECKED AS NOTED SCALE IN SHEET TITLE STRUCTURAL DETAILS tW U C 1 A MAY 14' 20071 PERMIT CENTE.