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HomeMy WebLinkAboutPermit D11-331 - SANCHEZ RESIDENCE - ADDITIONSANCHEZ ADDITION 3712 S 130 ST D11 -331 City okukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-43 1-3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov Parcel No.: 7345600945 Address: 3712 S 130 ST TUKW Suite No: Project Name: SANCHEZ ADDITION DEVELOPMENT PERMIT Permit Number: D11 -331 Issue Date: 12/21/2011 Permit Expires On: 06/18/2012 Owner: Name: SANCHEZ JULIAN Address: 3712 S 130TH ST , TUKWILA WA 98168 Contact Person: Name: ROLAND HEIMISCH Address: 6830 NE BOTHELL WY, STE C PMB 181 , KENMORE WA 98028 Phone: 206 553 -9076 Contractor: Name: OWNER AFFIDAVIT - JULIAN SANCHEZ Phone: Address: Contractor License No: Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF SECOND STORY ADDITION TO EXISTING DETACHED GARAGE. SECOND STORY WORKSHOP TO BE 593 SF WITH A 36 SF DECK. Value of Construction: $26,738.79 Fees Collected: $1,632.79 Type of Fire Protection: SMOKE DETECTORS International Building Code Edition: 2009 Type of Construction: VB Occupancy per IBC: 26 Electrical Service Provided by: SEATTLE CITY LIGHT * *continued on next page ** doc: IBC -7/10 D11 -331 Printed: 12 -21 -2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 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: Size (Inches): 0 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: "P-1 Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: ti(y � Q� f Date: 2-/`7 /2--*-- Z 0 ` l Print Name: g! (/ / / (/ij dQ `% (( 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. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 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. doc: IBC -7/10 D11 -331 Printed: 12 -21 -2011 7: Notify the City of Tukwila Building Divisicior to placing any concrete. This procedure addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 14: 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. 15: ** *PLANNING DIVISION COMMENTS * ** 16: This structure does not meet the accessory dwelling unit criteria of TMC 18.10.030 (2) and it shall not be occupied as living space. doc: IBC -7/10 D11-331 Printed: 12 -21 -2011 CITY OF TUKAA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Perm` No. tAk ;9 Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use only) 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 LOCATION rr King Co Assessor's Tax No.: 12Y-16.1/0— 6� Site Address: 37-41 -(' 1201'4 Jli T ✓ k,... (a� (✓tip )P/!. Suite Number: Floor: Tenant Name: ft) l r fa ki New Tenant: ❑ Yes No Property Owners Name: 1 i G�ay /14 H .,te 2 Mailing Address: 1L S / ?v /l, get,' %J k P9`/(J) City State Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: O la K W e7 k4.3 c4 Mailing Address: CI30 9 „ge u (,,Jay , Su c Cl PR ft /J'/ E -Mail Address: Y I'1 e it, e_ y a 4 o o. Day Telephone: Zoe. Cs-3 0-b?--‘ 14 n,.1.>.� e_ City Fax Number: /,, 91' 02,' State Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: T5_1) Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: City Day Telephone: Fax Number: Expiration Date: State Zip ARCHITECT OF RECORD — All plans must be stamped by Architect of Record Company Name: e c it ✓���� L L L Mailing Address: Ce3 D L a o •- i s ( 4 1 J.,?- '' d / F / g 4 r., or c_ , 104 .9J'022 Contact Person: 2o (ct/ . 4” Ile E -Mail Address: 1 vl E t I'J c y g G o o ENGINEER OF RECORD — All plans must"be stamped by Engineer of Record City State Zip Day Telephone: Z < s- -3 0 0 Fax Number: Company Name: lee 1 11.1 dvvc LL/ C— Mailing Address: 6131) /tie gage k e a_ 6/7, Jvt'k- (/ pi.a di, ��Pv/ i.� o� / C!/A' (� / City State Contact Person: 1(.0 (tea 1-14 1`t ' '!� Day Telephone: ZUC r3-3 E -Mail Address: r [le rt '"+ J C.A ¢L .� v u . Cc"-. Fax Number: H:\Applications\Porms- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: May 2011 bh 31 k Zip Page 1 of 6 4 BUILDING PERMIT INFORMATIO1 06- 431 -3670 1 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information):�L�� ;KJ a LP 0 G r.tpit ✓c f 2 ..1 3 i0Y0 (A r /cihcp) Will there be new rack storage? ❑ ....Yes ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): /3l tit r Floor area of principal dwelling: 5!2 Floor area of accessory dwelling: S -53 *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If 'yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1Applications\Forms- Applications On Line12010 Applications17 -2010 - Permit Application.doc Revised: May 2011 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1m Floor rd Floor 3rd Floor Floors thru Basement Accessory Structure* z44 0 3 V ` �_� Attached Garage Detached Garage is fry- G9 2 (,I Attached Carport Detached Carport Covered Deck Uncovered Deck 3c* 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): /3l tit r Floor area of principal dwelling: 5!2 Floor area of accessory dwelling: S -53 *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If 'yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1Applications\Forms- Applications On Line12010 Applications17 -2010 - Permit Application.doc Revised: May 2011 bh Page 2 of 6 PLUMBING AND GAS PIPING PER1V. INFORMATION — 206 - 431 -3670 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Building Use (per Int'1 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: Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower Bidet Clothes washer, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Drinking fountain or water cooler (per head) Food -waste grinder, commercial Floor Drain Shower, single head trap Lavatory Wash fountain Receptor, indirect waste Sinks Urinals Water Closet Building sewer and each trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent Industrial waste treatment interceptor, including trap and vent, except for kitchen type grease interceptors Each grease trap (connected to not more than 4 fixtures - <750 gallon capacity) Grease interceptor for commercial kitchen ( >750 gallon capacity) Repair or alteration of water piping and/or water treatment equipment Repair or alteration of drainage or vent piping Medical gas piping system serving 1 -5 inlets/outlets for a specific gas Each additional medical gas inlets/outlets greater than 5 Backflow protective device other than atmospheric -type vacuum breakers 2 inch (51 mm) diameter or smaller Backflow protective device other than atmospheric -type vacuum breakers over 2 inch (51 mm) diameter Each lawn sprinkler system on any one meter including backflow protection devices Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections (1 -5) Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections over 5 Gas piping outlets H:\ Applications\Forms- Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: May 2011 bh Page 5 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR Q11THO ED AGENT: Signature: • Print Name: U Ia i" /? ei vh ; - -A Mailing Address: 6-es-3 J Air 5,.tt %ilo_ y / f J �t rA C I �' Date Application Accepted: Date: Day Telephone: i m State Zip Iity 0 (X1M Date Application Expires: HAApplications \Forms - Applications On Line\20I0 Applications \7 -2010 - Permit Application.doc Revised: May 2011 bh /6.44r.TO rc- Staff Initials: Page 6 of 6 • 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.TukwilaWA.gov Parcel No.: 7345600945 Address: 3712 S 130 ST TUKW Suite No: Applicant: SANCHEZ ADDITION RECEIPT Permit Number: D11 -331 Status: PENDING Applied Date: 10/07/2011 Issue Date: Receipt No.: R11 -02204 Payment Amount: $399.39 Initials: JEM Payment Date: 10/07/2011 01:02 PM User ID: 1165 Balance: $1,233.40 Payee: TECHINSTRUCT LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 130220 ACCOUNT ITEM LIST: Description 399.39 Account Code Current Pmts PLAN CHECK - RES 000.345.830 399.39 Total: $399.39 doc: Receiot -06 Printed: 10 -10 -2011 • 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.TukwilaWA.gov Parcel No.: 7345600945 Address: 3712 S 130 ST TUKW Suite No: Applicant: SANCHEZ ADDITION RECEIPT Permit Number: D11 -331 Status: APPROVED Applied Date: 10/07 /2011 Issue Date: Receipt No.: R11 -02765 Payment Amount: $1,233.40 Initials: JEM Payment Date: 12/21/2011 10:25 AM User ID: 1165 Balance: $0.00 Payee: JULIAN SANCHEZ TRANSACTION LIST: Type Method Descriptio Amount Payment Cash Authorization No. ACCOUNT ITEM LIST: Description 1,233.40 Account Code Current Pmts BUILDING - RES 000.322.100 STATE BUILDING SURCHARGE 640.237.114 Total: $1,233.40 1,228.90 4.50 City of Tukwila ' 6200 Southcenter Blvd, Tukwila, WA 1 Finance Department 1135501 -1 12/21/2011 BR1 T121 Wed Dec21,2011 10:31AM Trans #3 -4 3 $4.50 DCDOTH - DCD Permits Plus - Other Funds ID: JULIAN SANCHEZ PERMIT NO D11 331 4 $1228.90 DCDGEN - DCD Permits Plus - General Fund ID: JULIAN SANCHEZ PERMIT NO D11 331 2 ITEM(S): TOTAL: $1233.40 Cash PAID $1240.40 CHANGE DUE: $7.00 www.tukwilawa.gov 206 -433 -1835 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proj t: 6,Nc -.ez Abt\ Type of Inspection: to• I ratntr FewN� IS ss r / Td., _ 1 1 3 d v-T Date -ate d; fl . d ���11"`1 Special Instructions: .M Date Wanted 1 1 4-i - 13111- Requester: P'4 25 -- ) - tit % 3 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: r ae° Inspector: AC\ai n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date: S ^ - Li INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 ,D// -331 Proje Al CAE —Z_ MO, Type of Inspection: s,__,‘ . A 5 u LA-1 ,'a "J WA-1 Address: ) ^)` 3'1/2 / 3V sr- Date Called: riadR_ WSJi ...-- t t .o4, Special Instructions: Date Wanted: r 13 a.m. <.m• Requester: Phone No: (� Approved per applicable codes. L� Corrections required prior to approval. COMMENTS: 0 k cv,/z w�taLS a C r s _ (') 1< K...), i c.,�.' (.�► 6 n' & AJ A--6, k. -- Insbector: Date` d A r3 RETN5PECTION FEE RE r IRED. P .i'br to next inspection. fee must be paid at 6300 Southcent� Blvd.. Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permit INSPECT ON O. PERMIT N0. --3Y CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Q Type s cti n: if 1 �.,s [ ! I\S ee- & D �c�QC AS 1'NI. c Add .7 12 130 S� Date Called: Special Instructions: .. "(? • l/ Date Wanted: `� -- ii ' �3 a .m. p.m. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: if 0K- 00 t(S I f * M'i f MST- r L-3 P. - I\S ee- & D �c�QC AS 1'NI. c ?_ I, : n 1k oL.J s 1 A r --li e 1 .1 nspectpr: Dated / ( - n REINSPECTION FEE REQUIRED. 'rior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • Attr INSPECTION NO. INSPECTION RECORD Retain a copy with permit ,Df1 -33/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 431 -2451 Przleet: , td,,. %. , J ` 7t"ri+ Type of Iny� e t on�� /'�i- Ad�e� r � ! ?7 Cl Date(CCalled: Special Instructions: ' tVJ ���T� �- _.— .� v .ry r 6? A N (/6 he-Ti, `^' �i3 / .: 4' 5Q(. Date Wanted: r�r 2-4�1.3 (c Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 0 Irk t1Q,_..i -- [e) %lam , d MA-A.,. r nl 'J Co (N A ei 7-1) t. , 1.,er YA .-S MJ � I J /C_. to t'5)T _ :--o Sc . t'c'v L . "6 r4 a kt,11.. ..s.Asp f� REINSPECTION FEE REQUIRE . Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date:2] _4,1_3 v V.. - - - IL,4...ss,..A...•_...� - .s -.-- .'.I<< La 'u3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Fr_ (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro' j;�,Jc� . Ago:? -; Type of spection: i t-�i AAA.. A6, ce. Address: 3r112.- X 304' S7" Date C i ed: ��dF 5��0 Special Instructions: p Date Wanted:. / ' (gr_ (2— a m: P•m Requester: .S Df Jh{( .,S cx e. A Phone No: -3°-- ! Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: GC. /Za Jr ST 04(1i _ 1 ‘,S "lb AAA ( Pt, f A- n,71:7( ry AA : Ar I.obiTS '1.----7 AU fr A MCik& MPL b?l` c, (•y .S Df Jh{( .,S cx e. A f ... dAe L(e FrA4A LlM i Je4r :!6 Insp ctor: Date: ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at,63300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION O" D +1 -331 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 eC .T 13 4 1TyRe-of Inspection: kf i - �., J 4.1 Address: 3"117.._ `-a b 13 t1° Sr Date Ile '1 6 '4 Special Instructions: Date Wanted;. _ 14 ! 1 -- , a.m. . p.m. Requester: Phone No: • Approved per applicable codes. a Corrections required prior to approval. COMMENTS: D °DJ(. Inspgttor: Date 14, C/t'L'AA Z.._._ REINSPECTION FEE REQUIRED. ICor to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. l . INSPECTION RECORD Retain a copy with permit PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 l�, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proje hove . n Type olinsp0 AA, Ai ' N r Q Address: 3.r it 22 11 i3Q� sr Date Called: Special Instructions: t._� y. . /' 1 0 kit" Date Wanted r I I 'ua�s . 1 p.m Requester: Phone, 5_0 tt/ — 6q(a... ® Approved per applicable codes COMMENTS: . n h, PIC 1 0 kit" -- Rti r . 41( IA1'', t t —,_ --Aide 44-644 f (Ws 0'. Nri- N f.l, ) L, N 114e5 k" {? f Atl''"'1 a-- c -e r 'e__? n -- .(Y6 M c . .)Jr uI . i Insdector: Date: ❑ REINSPECTION FEE REQUIRED/Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTIOli NO. PERMIT NO. COY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 14 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project' � r � ��--- Ty pi of Inspectio .e M o J - �� Val ®r� Add s t 1 t 0---,-± _ 5' Date Called: Special Instructions: Date Wanted — / l —1� P.m. Requester: Pho o _ ? Q ^6 (03 Approved per applicable codes. Corrections required prior to approval. COMMENTS: jlns . ector: DatS REINSPECTION FEE REQUI ' Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. S ite 100. Call to schedule reinspection. Engineering STRUCTURAL DESIGN Permit D11 -331 Corrections • tecinstruct LLC 6830 NE Bothell Way Suite C, PMB 181 Kenmore, WA 98028 Phone (206) 553 9076 rheimisch @vahoo.com www.tecinstruct.com Client: Project: Correction Note: Julian Sanchez 3712 S 130th Street Tukwila, WA 98168 1. There is no heated space, therefore no source of heat 2. No heated space. Note referring to freezing protecion for plumbing added to Sheet A2. 3. No heated space. R values for workshop per option III 2009 WSEC /A1 will be observed 4. Plumbing and electrical contractors will pull separate permits. 5. 50 =cfm fan in bathroom added to sheet A2 6. Note added to sheet A 2. Building Codes: IBC/IRC 2009 ASCE 7 -05 / 7 -10 1 4 1 D r" C1° ti ftE�EliOEC� DE 01 ZOti ITCEMTEF 1 —1.13 Structural Design/ EOR: 4 Roland Heimisch, P. E. Lic # 42479 ?. r . i rivi r i,° ;gip, 424 - * .,fi) Date 11/30/2011 /( 7 3o i /7 CORRECTION LTR #__L ti1331 J Engineering Client: FILE COPY Permit No. STRUCTURAL DESIGN Julian Sanchez Project: 3712 S 130th Street Tukwila, WA 98168 tecinstruct LLC 6830 NE Bothell Way Suite C. PMB 181 Kenmore, WA 98028 Phone (206) 553 9076 rheimisch@yahoo.com www.tecinstruct.com Description: ; Workshop above existing Garage Building Codes: Structural Design/ EOR: Date REVIEWED FOR CODE COMPLIANCE APPROVED DEC 16 2011 City of Tukwila BUILDING DIVISION IBC/IRC 2009 ASCE 7-05 / 7-10 Roland Heimisch, P. E. Lic # 42479 10/05/2011 crAWVAIA OCT 0 7 2011 PERMIT CENTER 171H3( Engineering 1. LATERAL DESIGN tecinstruct LLC 6830 NE Bothell Way Suite C, PMB 181 Kenmore, WA 98028 Phone (206) 553 9076 rheimisch @vahoo.com 1 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.487579 Longitude = - 122.286236 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.483 (Ss, Site Class B) 1.0 0.511 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.487579 Longitude = - 122.286236 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.483 (SMs, Site Class D) 1.0 0.766 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.487579 Longitude = - 122.286236 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 0.989 (SDs, Site Class D) 1.0 0.511 (SD1, Site Class D) 3 Project: Julian Sanchez, 3712 S 130th Street, Tukwila, WA 98168 1.1 Seismic Design Criteria Basic Seismic- Force - Resisting System Diaphragms / Shear Walls Medium Building Height H = 20 ft Seimic Use Group I Importance Factor le = 1.0 Site Class D Seismic Design Category D Response Factor R = 6.5 (light frame wood building) Mapped Acceleration Ss = 1.483 St = 0.511 <0.6 Site Coefficient Fa = 1.000 F„ = 1.500 Design Acceleration SDs = 0.989 SD, = 0.511 I = 1.0 Ct = 0.02 K = 0.75 Fundamental Period T. = Ct x (hn)K = 0.02 x (20)"5 = 0.189 sec Seismic Response Coefficient Cs = SDs / (R /I) = 0.989 / (6.5/1.0) = 0.152 max C9 = SDI / (T x R /I) 0.511/ (0.189x6.5/1) = 0.416 min Cs = = 0.01 » Cs = 0.152 Building Weight The weight of the walls is applied by adding 5 psf to the roof DL (upper half of walls) and 10 psf to the floor DL (full story height) 2nd level W = (15 + 5) psf x 700 sqft = 14,000 Ibs 1st level W = (12 + 10) psf x 700 sqft = 15,400 Ibs Total Building Weight W = 29,400 Ibs Base Shear VBase = Cs x W = 0.152x 29,400 = 4,470 Ibs Design Shear: To convert from strength level to ASD, Base Shear is multiplied by 0.7 Voesign = 0.7 x 4,470 = 3,130 Ibf As wind Toads govern in both directions, no further seismic evaluation is performed tecinstruct LLC, Kenmore, WA 98028 Project: Julian Sanchez, 3712 S 130`h Street, Tukwila, WA 98168 1.2 Wind Design Method 1 per ASCE 7 -05 Design Criteria: Basic Wind Speed 85 MpH Exposure B Importance Factor IN, 1.0 Adjustment Factor A 1.0 Wind Speed up factor NA Roof Slope 18.5 degrees (4/12) ps3o for Wind zone A 15.9 psf B -4.2 psf C 10.6 psf D -2.3 psf Where total wind load based on above listed factors is Tess than total wind load calculated with 10 psf, the latter is used (ASCE 6.4.2.1.1) . Conservatively. All wind loads on projected wall areas are taken as zone „A" (15.9 psf) For wind tributary areas, see sketches next page(s) Design Method Building is a simple diaphragm building per ASCE 6.2 Building height = 20 ft < 60 ft, with h < least building dimension, » building is low rise per ASCE 6.2 Building is enclosed per ASCE 6.2 Building is regular- shaped per ASCE 6.2 Building is not classified as flexible per ASCE 6.2 Building has not response characteristics described in ASCE 6.4.1.1 Building has approximately symmetrical cross sections Building is not partially enclosed, therefore no torsional load cases »> Building qualifies for design method 1 per ASCE tecinstruct LLC, Kenmore, WA 98028 Sanchez Residence West Elevation Scale 1:72 Areas measured electronically 2a = 6 ft Sanchez Residence West Elevation Scale 1:72 Areas measured electronically 2a = 6 ft 9' -0' Fin Floor 8'-0' TOP Average Grade / S C 1st. 165 sail ${ �sqf, a Slab on Grade I I 1- J Project: Sanchez Residence Design Criteria Exposure A 1 kzt Roof Zone A Zone C Zone B/D Slope ps30 ps30 ps30 B 1.00 1.00 1.00 18.5 15.9 10.6 10.0 Wind loads N/S direction Level projected trib trib trib total uniform per shear building area area area wind load wind load plane length A C B +D (Ibs) plf Ibs (ft) (sqft) (sqft) (sqft) 1) 2) 2 21 140 0 0 2226 106 1113 1 21 175 0 0 2783 133 1392 5009 Wind loads EIW direction Level projected trib trib trib total uniform per shear building area area area wind Toad wind load plane length A C B +D (Ibs) plf lbs (ft) (sqft) (sqft) (sqft) 1) 2) 2 32 50 80 160 3243 101 1622 1 32 90 165 0 3180 99 1590 6423 1) Total wind load = I x A x kzt x I (zone x ps30) 2) uniform wind load = total W / L tecinstruct LLC, Kenmore, WA 98028 Project: Sanchez Residence Shear Wall Types SW OSB Nails Nail Nails Nails Boundary Seismic Wind Anchor Clips Clip type embmt edge field Member list x .94 x 1.4 Bolt 5/8" type Spacing @ @ (to adjust @ @ (in o.c.) (in o.c.) for HF) (Ibf /ft) (in o.c.) (in o.c.) P1-6 7/16" 8d 1 -3/8" 6" 12" 2x 226 316 48 A 35 24" Roof 7/16" 8d 1 -3/8" 6" 12" 2x 226 316 Floor 3/4" CDX 10d 1 -1/2" 6" 12" 2x 300 420 Straps Callout Strap All Wood Nails/ T Member Bolts (Ibs) (in) Holdowns A MST 37 2710 (2) 2x 20 -16d B MSTC48B3 3380 (2)2x Callout HD All Wood Bolt Bolt T Member dia embmt. (Ibs) 1 HTT4 3105 (2) 2x 5/8" 7" tecinstruct LLC, Kenmore, WA 98028 Shear Plane 1 Shear design Project: Sanchez Residence Overturning 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 Level Shear Shear Length Shear SW Panel L h M of Wall R/FI M rest M tot M to Uplift HW story acc total uniform Type trib.H trib.L Restr. acc T V (Ibs) V (Ibs) L (ft) v (plf) (ft) (ft) (Ib -ft) (ft) (ft) (lb-ft) (Ib -ft) (Ibs) 2 1113 1113 32.0 35 P1-6 1 -1 * 32.0 8 8904 8 10 55296 - 46392 -46392 -1450 < 0, not rqd * perforated SW (to ensure that downforces are not located in floor system) design see next page 1 1392 2505 No framed shear walls in plane 1 at lower level Shear forces are anchored to 15 ft long concrete wall tecinstruct LLC, Kenmore, WA 98028 PROJECT : Sanchez Residence CLIENT : Western Wall JOB NO. : DATE : 10/o3/2o11 PAGE: DESIGN BY : REVIEW BY : Perforated Shear Wall Design Based on IBC 09 / CBC 10 / NDS 05 INPUT DATA LATERAL FORCE ON DIAPHRAGM (SERVICE LOADS): Vdis. WIND = 35 plf,for wind Vdie, SEISMIC = 20 plf,for seismic, ASD NUMBER OF OPENINGS n = 2 DIMENSIONS: L = 32 H= 8 h= 6 ft ft ft, (the highest opening) I v.. (plf) L, H to Li ratio 1 4.5 ft 1.78 ok 2 14 ft 0.57 ok 3 8 ft 1.00 ok 8d 1 1/2 < == 0 280 380 490 640 < == 0 8960 Left 0 2/3 < == 0 410 Right 0 2/3 TR = 410 E 26.5 ft PANEL GRADE (O or 1) <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 STORY OPTION ( 1=ground level, 2 =upper level) 1 ground DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY 8 ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. HOLD -DOWN FORCES: TL = 0.41 k , MAX STRAP FORCE: F = 0.72 k (USE SIMPSON CS22 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 6" x 6" DOUGLAS FIR -LARCH Dense No.1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: o = 0.07 in / / / KING STUD SECTION 2 pcs, b= 3 in , h= 8 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE (1, 2, 3, 4, 5, or 8) 3 No. 1 EDGE STUD SECTION 1 pcs, b= 6 in , h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE (1, 2, 3, 4, 5, or 6) 3 Dense No.1 THE SHEAR WALL DESIGN IS ADEQUATE. ha►. (t � ` GT .� ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO h / w = 1.8 < 3.5 [Satisfactory] DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR, Co Percentage of Full- Height Sheathing = 83% , (SDPWS -08 4.3.3.5) Maximum Opening Height = 0.75 H Co = 0.825 , (SDPWS -08 Table 4.3.3.5) DETERMINE REQUIRED CAPACITY (SDPWS -08 4.3.3.5) va =V /(Co ILO= 51 plf, 870 ( 1 Side Panel Required, the Max. Nail Spacing = pH, (SDPWS -08 4.3.5.3.3) [Satisfactory] THE SHEAR CAPACITIES PER IBC Table 2306.3 / SDPWS -08 Table 4.3A with ASD reduction factor 2.0 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a. DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS ® 48 in O.C. THE HOLD -DOWN FORCES: 6 in ) v.. (plf) Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary & All Edges 20 Nail (in) (in) 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 15/32 280 380 490 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a. DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS ® 48 in O.C. THE HOLD -DOWN FORCES: 6 in ) (TL & TR values should include upper level UPLIFT forces if applicable) /0 v.. (plf) Wall Seismic at mid -story (lbs) Overturning Moments (ft-Ibs) Resisting Moments (ft-Ibs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 20 410 5120 Left 0 0.9 T4 = 234 5 4) p1 Q Right 0 0.9 TR = 234 WIND 35 8960 Left 0 2/3 TL = 410 Right 0 2/3 TR = 410 (TL & TR values should include upper level UPLIFT forces if applicable) /0 (cont'd) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.31 SDPWS -08 4.3.2) 8vnh1 vnh hde A= DarrrJmg +AS'near +ANon,rq +1cno,a,dicesl,_ +— +O.75he +— = 0.074 in, ASD < EALw Gt Lw ke,allowable. •so = 0.343 in Where: vb = 51 plf , ASD Lw = 26.5 ft E = 1.7E +06 psi [Satisfactory] (ASCE 7 05 12.8.6) h = 8 ft G = 9.0E4-04 psi Ca = 4 I = 1 A = 16.50 in` t = 0.298 in e„ = 0.00E+00 in d, = 0.15 in ,(ASCE 7 -05 Tab 12.2 -1 8 Tab 11.5 -1) A, = 0.02 h„ , (ASCE 7 -05 Tab 12.12 -1) CHECK KING STUD CAPACITY (SDPWS -08 4.3.6.1.2) max = 0.87 kips Fn = 1500 psi Co = 1.60 CF. = 0.52 A = 27.50 in2 E = 1700 ksi CF = 1.10 Fn' = 1374 psi > f = 31 psi [Satisfactory] CHECK EDGE STUD CAPACITY (SDPWS -08 4.3.6.1.2) Pmax = 0.41 kips, (this value should include upper level DOWNWARD loads if applicable) Fn = 1200 psi Co = 1.60 Cp = 0.64 A = 30.25 in2 E = 1700 ksi CF = 1.00 Fc. = 1232 psi > fn = 14 psi [Satisfactory] 11 Shear Plane 2 Shear design Project: Sanchez Residence Overturning 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 Level Shear story V (Ibs) Shear Length Shear SW Panel acc total uniform Type V (Ibs) L (ft) v (plf) L h Mot Wall RIFI M rest M tot M to Uplift HW trib.H trib.L Restr. acc T (ft) (ft) (Ib -ft) (ft) (ft) (lb-ft) (lb-ft) (Ibs) 2 1113 1113 11.0 101 P1-6 2 -1 11.0 1 1392 2505 8 8904 8 10 6534 2370 2370 215 MSTC48B3 to cant floor No framed shear walls in plane 1 at lower level Shear forces are anchored to 15 ft long concrete wall tecinstruct LLC, Kenmore, WA 980258 �' Shear Plane A Shear design Project: Sanchez Residence Overturning 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 Level Shear story V (Ibs) Shear Length Shear SW Panel acc total uniform Type V (Ibs) L (ft) v (plf) L h Mot Wall RIFI M rest M tot M to Uplift HW trib.H trib.L Restr. acc T (ft) (ft) (lb-ft) (ft) (ft) (lb-ft) (lb-ft) (Ibs) 2 1622 1622 21.0 77 P1-6 A -1 21.0 1 Concrete level 8 12976 8 4 15876 -2900 -2900 -138 < 0, not rqd tecinstruct LLC, Kenmore, WA 98028 1 1 Project: Sanchez Residence Shear Plane B Shear design Overturning 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 Level Shear Shear Length Shear SW Panel L h M of Wall R/FI M rest M tot M to Uplift HW story acc total uniform Type trib.H trib.L Restr. acc T V (Ibs) V (Ibs) L (ft) v (plf) (ft) (ft) (lb-ft) (ft) (ft) (lb-ft) (Ib -ft) (Ibs) 2 1622 1622 8.5 191 P1-6 B -1 14.0 8 21372 8 4 7056 14316 14316 1023 MST 37 1 1590 3212 14.0 229 P1-6 B -1 14.0 8 25696 9 6 8820 16876 31192 3251 HTT4 tecinstruct LLC, Kenmore, WA 98028 1 GN 32' -2" 8' -0" , 3' -6" r (lv. e C( ZZ 4,4, 0;14...4 3' -6' x 3 -0' l- 13' -10" r 2' -6;, 4' -4' I T]uiTne oTS1uICIur�e-Fe�ow -- -- 2' -6' x 2, -0' 2' -6' x 3' -6' 5' -8' x 3' -8' 5' -8' x 3' -8' 15' -7" 32' -2' /, Cu /6I 4' -0A i A! O kilite,44. r Laver Ce-v /G I Y 1 - 24" Concrete Stem Wall 24" Concrete Stem Wall GS 1* 36 Step down +J J L Q) L cD L y J CT) 3 0 U N L N J L 7 C V- U Full height Concrete Wall (E) Founigti�r,� x 1 Step down 2 (o 44 1' (ya-et ,f0 loK..•r�.. 4,4,et ( ,for /4.44 4 ae- adiPJ Lis 4 I Cearts J Engineering 2. GRAVITY DESIGN tecinstruct LLC 6830 NE Bothell Way Suite C, PMB 181 Kenmore, WA 98028 Phone (206) 553 9076 rheimisch @vahoo.com II- Project: Julian Sanchez, 3712 S 130`h Street, Tukwila, 98168 2.1 Design Criteria Dead Loads Roof Coating/Waterproofing 2.0 Sheathing OSB /Plywood 15/32" 2.0 Trusses / Framing 3.0 Insulation R -38 1.2 Gypsum Board 5/8" 2.8 Miscellaneous (Sprinkler, HVAC etc) 1.5 Total 12.5, say 15 psf Floors Living Finished Floor (carpet) 1.0 Sheathing OSB /Plywood 3/4" 2.5 Floor Joists / TJIs 2.5 Insulation R -11 1.0 Gypsum Board 5/8" 2.8 Miscellaneous (Sprinkler, HVAC etc) 1.5 Total 11.3, say 12 psf Decks /Balconies Decking 3.0 Floor Joists / TJIs 2.5 Miscellaneous (Railing/Waterproofing) 1.5 Total 7.0 say 8 psf Ext. Walls Siding 3.0 Sheathing 15/32" OSB /Plywood 2.0 2x6" Studs @ 16" o.c. 1.5 Insulation R -21 0.6 Gypsum Board 5/8" 2.8 Total 9.9, say 10 psf Int. Walls 2x4" Studs @ 16" o.c. Gypsum Board (2 sides) 5/8" Live Loads Roof Living areas /Decks /Balconies Snow Load Total 1.5 5.6 7.1, say 8 psf 20 psf 40 psf Snow Ground Load 25 psf Snow Roof Load (no reduction applied) 25 psf Snow Exposure Factor Ce = 1.0 Snow Load Importance Factor Is = 1.0 Thermal Factor Ct = 1.0 tecinstruct LLC, Kenmore, WA 98028 l�" Project: Julian Sanchez, 3712 S 130th Street, Tukwila, 98168 2.2 Roof Level List of designed members Key No. 1.1 Key No. 1.2 Key No. 1.3 Key No. 1.4 Key No. 1.5 Manufactured Trusses @ 24" o.c. Manufactured Trusses @ 24" o.c. Header, DF No. 2, 4x6" Header, DF No. 2, 4x6" Header, DF No. 2, 4x8" tecinstruct LLC, Kenmore, WA 98028 JULIAN SANCHEZ ROOF FRAMING /.7 1.4 2x6' 24" Rafter o. c. • - i 1.5 1.31/ 08 1.1 1.5 1.3 s A eio1.31 1.2 1_3 Project: Julian Sanchez, 3712 S 130th Street, Tukwila, 98168 Key No. 1.1 Manufactured Trusses @ 24" o.c. Span: (cantilevered) Roof Slope: Load: DL SL Design per manufacturer Connection to walls: Simpson H 1 = 16.5 +4ft = 4/12 = 15 psf = 25 psf Key No. 1.2 Manufactured Trusses @ 24" o.c. Span: = 20.5 ft Roof Slope: = 4/12 Load: DL = 15 psf SL = 25 psf Design per manufacturer Connection to walls: Simpson H 1 Key No. 1.3 Header, DF No. 2, 4x6" Span: max L = 3.5 ft Load: roof w/ max trib 11 ft DL = 11 x 15 = 165 plf SL = 11 x 25 = 275 plf For calculation see attached design sheets Key No. 1.4 Header, DF No. 2, 4x6" Span: L = 6 ft Load: roof w/ trib 3 ft DL = 3 x 15 = 45 plf SL = 3 x 25 = 75 plf For calculation see attached design sheets Key No. 1.5 Header, DF No. 2, 4x8" Span: max L = 6 ft Load: roof w/ max trib 11 ft DL = 11 x 15 = 165 plf SL = 11 x 25 = 275 plf For calculation see attached design sheets tecinstruct LLC, Kenmore, WA 98028 (a ' vI/00 d Wo r k s® Sur f WARE' FOR WOOD MSICN COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 1, 2011 23:07 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 1_3 Header.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL SL Dead Snow Full UDL Full UDL 165.0 275.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : iv 3'-6'1 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 289 481 289 481 770 770 #2 0.50* 1.00 #2 0.50* 1.00 'Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L (N), No.1 /No.2, 4x6" Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 44 fb = 458 0.01 = <L/999 0.02 = <L/999 Fv' = 207 Fb' = 1271 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.21 fb /Fb' = 0.36 0.10 0.09 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 770, V design = 568 lbs Bending( +): LC #2 = D +S, M = 674 lbs -ft Deflection: LC #2 = D +S (live) LC #2 = D +S (total) EI = 78e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 21 a . ������ S DIWAA2FORWOODDEIGN ® COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 1, 2011 23:07 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 1_4 Header.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL SL Dead Snow Full UDL Full UDL 45.0 75.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 10' 61 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 135 225 135 225 360 360 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2' for exterior supports Lumber -soft, D.Fir -L (N), No.1 /No.2, 4x6" Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 24 fb = 367 0.03 = <L/999 0.04 = <L/999 Fv' = 207 Fb' = 1271 0.20 = L/360 0.30 = L/240 fv /Fv' = 0.11 fb /Fb' = 0.29 0.14 0.12 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fit' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 360, V design = 305 lbs Bending( +): LC #2 = D +S, M = 540 lbs -ft Deflection: LC #2 = D +S (live) LC #2 = D +S (total) EI = 78e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks' So /iWAAf' FOR wormnflGCN COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 1, 2011 23:08 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 1 5 Header.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL SL Dead Snow Full UDL Full UDL 165.0 275.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A 10. g1 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 495 825 495 825 1320 1320 #2 0.60 1.00 #2 0.60 1.00 Lumber -soft, D.Fir -L (N), No.1 /No.2, 4x8" Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 62 fb = 775 0.05 = <L/999 0.06 = <L/999 Fv' = 207 Fb' = 1260 0.20 = L/360 0.30 = L/240 fv /Fv' = 0.30 fb /Fb' = 0.62 0.23 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0.991 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 1320, V design = 1054 lbs Bending( +): LC #2 = D +S, M = 1980 lbs -ft Deflection: LC #2 = D +S (live) LC #2 = D +S (total) EI = 178e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project: Julian Sanchez, 3712 S 130th Street, Tukwila, 98168 2.3 Floor System above Garage List of designed members Key No. 2.1 Floor Joists, HF No. 2, 2x12 ", @ 24" o.c. Key No. 2.2 Floor Joists, HF No. 2, 2x12 ", @ 16" o.c. Key No. 2.3 Floor Joists, HF No. 2, 2x12 ", @ 16" o.c. Key No. 2.4 Beam, (E) (2) 6x6 ", sistered w/ (2) 2x12 ", w/ lag screws 1/4x3 -1/2" @ 6" o.c., staggered Key No. 2.5 Gluiam Beam, WS, 24F -1.8E, 5- 1/2x12 ", to replace (E) (4) 2x12" Key No. 2.6 Garage Header, Giulam, WS, 24F -1.8E, 3- 1/2x10 -1/2" Key No. 2.7 Header, DF No. 2, 4x6" Key No. 2.8 Header, DF No. 2, 4x6" Key No. 2.9 Deck Joists, HF No. 2, 2x8 ", @ 16" o.c., P.T. Key No. 2.10 Beam at Deck, HF No. 2, 4x6 ", P.T. Key No. 2.11 Column, HF No. 2, 6x6" Key No. 2.12 Column at Deck, HF No. 2, 4x4 ", P.T. tecinstruct LLC, Kenmore, WA 98028 JULIAM SANCHEZ FRAMING ABOVE GARAGE NOTE: Provide BLKG © 4ft o.c. for min. 2 Bays where Floor Joists run parallel to wall I 1 I 2.3 2.4 2.61 2 D4 I S2 1 I i I 2.11 I 24, ► Project: Julian Sanchez, 3712 5 130th Street, Tukwila, 98168 Key No. 2.1 Floor Joists, HF No. 2, 2x12 ", @ 24" o.c. Span: L = 10 ft Loads: DL = 12 psf LL = 40 psf For calculation see attached design sheets Provide blocking at bearing points Connection to walls /beams: Simpson H 2.5 Key No. 2.2 Floor Joists, HF No. 2, 2x12 ", @ 16" o.c. Span: (cantilevered) = 10 + 4 ft Loads: floor loads + wall (supporting roof) at end of cantilever DL = 12 psf LL = 40 psf PDL = 1.33 x (11x15 + 8x10) = 325 Ibs PSL = 1.33 x 11 x 25 = 365 Ibs At end of shear panel: P lat = 250 Ibs (see calc under key no 2.2a) For calculation see attached design sheets Provide blocking at bearing points Key No. 2.3 Floor Joists, HF No. 2, 2x12 ", @ 16" o.c. Span: = 10 ft Loads: floor loads + wall (supporting roof) at mid span DL = 12 psf LL = 40 psf PDL = 1.33 x (11x15 + 8x10) = 325 Ibs PSL = 1.33 x 11 x 25 = 365 Ibs For calculation see attached design sheets Provide blocking at bearing points tecinstruct LLC, Kenmore, WA 98028 23 Project: Julian Sanchez, 3712 S 130th Street, Tukwila, 98168 Key No. 2.4 Beam, (E) (2) 6x6 ", sistered w/ (2) 2x12 ", w/ lag screws 1/4x3 -1/2" @ 6" o.c., staggered Span: 2 -span = 10 + 5 ft Loads: reactions from floor joists 2.2 and 2.3 DL = (200 + 240) / 1.33 = 330 plf LL = (200 + 450) / 1.33 = 490 plf With sistered joists and staggered connection between joists and (2) 6x6 ", the stacked 6x6 "'s act as one 6x12" beam (differential movement at joist is restrained by sistered members) and calculated accordingly. This is conservative, as the bearing capacity of the 2x12 "'s is not taken into account. To connect sistered members, use lag screws SDS % x 3 -1/2" @ 6" o.c., staggered For calculation see attached design sheets Connection to columns: Simpson Twisted Strap H8 Key No. 2.5 Glulam Beam, WS, 24F -1.8E, 5- 1/2x12 ", to replace (E) (4) 2x12" Span: = 16 ft Loads: reactions from floor joists 2.1 and 2.3 DL = 120/2 + 240/ 1.33 = 240 plf LL = 400 / 2 + 450 / 1.33 = 540 plf For calculation see attached design sheets Connection to columns: Simpson Twisted Strap H8 Key No. 2.6 Garage Header, Glulam, WS, 24F -1.8E, 3- 1/2x10 -1/2" Span: L = = 13.5 ft Loads: roof w/ trib 11 ft, floor w/ trib 5 ft + wall above w/ h = 8 ft DL = 11 x15 +5x12 +8x10 = 305p1f LL = 5 x 40 = 200 plf SL = 11 x 25 = 275 plf For calculation see attached design sheets (50% per member) Key No. 2.7 Header, DF No. 2, 4x6" Span: L = = 3 ft Loads: reactions from joists 2.3 DL = 250 / 1.33 = 190 plf LL = 340 / 1.33 = 255 plf Key No. 2.8 Header, DF No. 2, 4x6" Span: L = = 3 ft Loads: roof w/ trib 3 ft, floor w/ trib 2 ft, deck w/ trib 2 ft, wall w/ h = 8 ft DL = 3x15 +2x12 +2x8 +8x10 = 165p1f LL = 4 x 40 = 160 plf SL = 3 x 25 = 75 plf For calculation see attached design sheets tecinstruct LLC, Kenmore, WA 98028 2C Project: Julian Sanchez, 3712 S 130`x' Street, Tukwila, 98168 Key No. 2.9 Deck Joists, HF No. 2, 2x8 ", @ 16" o.c., P.T. Span: L = 4 ft Loads: DL = 8 psf LL = 40 psf Per span tables, no numeric calculation Provide blocking at bearing points Connection to ledger: Simpson LU 26 Connection to beam 2.10: Simpson H 2.5 Key No. 2.10 Beam at Deck, HF No. 2, 4x6 ", P.T. Span: L = = 9 ft Loads: deck w/ trib 2 ft DL = 2 x 12 = 24 plf LL = 2 x 40 = 80 plf SL = 2 x 25 = 50 plf For calculation see attached design sheets Key No. 2.11 Column, HF No. 2, 6x6" Height: H = = 8 ft Load: a) max P from beams 2.4 + 2.5 (governs) PDL = 210 + 2,160 = 2,370 Ibs PLL = 1,125 + 5,120 = 6,745 Ibs b) max P from beam 2.4 (middle support) PDL = 3,400 Ibs PLL = 5,050 Ibs For calculation see attached design sheets Connection to footing: Simpson Column Base CB 66 Key No. 2.12 Column at Deck, HF No. 2, 4x4 ", P.T. Height: H = Load: reactions from beam 2.10 PDL = PLL = No numeric calculation Connection to footing: Simpson Elevated Post Base EPB 44 tecinstruct LLC, Kenmore, WA 98028 8ft 135 pif 585 pif `^, O 1 r �( C ® wood V Y 1� J SOFIWARt tOR WOOD M"SIGN COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 1, 2011 23:37 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 2_1 Floor Joists.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit DL LL Dead Live Full Area Full Area 12.00 (24.0)* 40.00 (24.0)* psf psf *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 10. 104 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 120 400 120 400 520 520 #2 0.86 1.00 #2 0.86 1.00 Lumber -soft, Hem -Fir, 2x12" Floor joist spaced a 4" c/c; X Lateral support: top= full, bottom= at supports; Repetitive factor: where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection ( n) using NOS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 38 fb = 493 0.08 = <L/999 0.09 = <L/999 Fv' = 150 Fb' = 977 0.33 = L/360 0.50 = L/240 fv /Fv' = 0.25 fb /Fb' = 0.50 0.23 0.18 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 520, V design = 422 lbs Bending( +): LC #2 = D +L, M = 1300 lbs -ft Deflection: LC #2 = D +L (live) LC #2 = D +L (total) EI = 231e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. (E) Curt Sp o s.c t✓ ' i �s 470 G-� 4 ° t • �r Cte J a r • Woo y'a Wo ks ® SO (WARE FOR WOOD OfsecN COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 1, 2011 23:25 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 2_2 Floor Joists.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL PDL PSL Dead Live Dead Snow Full Area Full Area Point Point No Yes No Yes 14.00 14.00 12.00 (16.0)* 40.00 (16.0)* 325 365 psf psf lbs lbs *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : PtkNe,.J..,/V- 6 6NQ Jiv- 1 e Lam, / 1i V1'1 n I 1Lkt" 4.4.∎ti ,),-, 10' 4 4' 1 Unfactored: Dead Other Factored: Uplift Total Bearing: Load Comb Length Cb 266 612 1033 209 204 1387 #5 0.50* 1.00 #3 1.91 1.20 #0 0.00 0.00 *Min. bearing length for joists is 1/2" for exterior supports Lumber -soft, Hem -Fir, No.2, 2x12" Floor joist spaced at 16" c/c; Lateral support: top= full, bottom= full; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Bending( -) Deflection: fv = 69 fb = 113 fb = 1095 Fv' = 172 Fb' = 977 Fb' = 1124 fv /Fv' = 0.40 fb /Fb' = 0.12 fb /Fb' = 0.97 Interior Live Total Cantil. Live Total -0.07 = <L/999 -0.09 = <L/999 0.20 = L/235 0.29 = L/164 0.33 = L/360 0.50 = L/240 0.27 = L /180 0.40 = L /120 0.20 0.19 0.76 0.73 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 850 1.00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 5 Fb'- 850 1.15 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 4 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 4 Shear : LC #3 = D +.75(L +S), V = 823, V design = 776 lbs Bending( +): LC #5 = D +L (pattern: L_), M = 299 lbs -ft Bending( -): LC #4 = D +S, M = 2888-lbs-ft Deflection: LC #4 = D +S (live) LC #4 = D +S (total) EI = 231e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc =concentrated All LC's are listed in the Analysis output Load Pattern: s =S /2, X =L +S or L +Lr, _ =no pattern load in this span Load combinations: ICC -IBC WoodWorks® - - $UflWAIfE' FOR WOOD bFSIGN COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 4, 2011 16:51 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 2_2a Floor Joists.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit P lat LL PDL PSL Wind Live Dead Snow Point Full Area Point Point No Yes No Yes 14.00 14.00 14.00 250 40.00 (16.0)* 325 365 lbs psf lbs lbs *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : I0' 10' 14' Unfactored: Dead Other Factored: Uplift Total Bearing: Load Comb Length Cb 266 455 1383 315 136 1492 #10 0.50* 1.00 #4 2.08 1.18 #0 0.00 0.00 *Min. bearing length for joists is 1/2" for exterior supports Lumber -soft, Hem -Fir, No.2, 2x12" Floor joist spaced at 16" dc; Lateral support: top= full, bottom= full; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : m� Criterion Analysis Value Design Value Analysis /Design TL D6 6- Jo; '4 (J''r n! es , NJV� (J,i A w / / �(' u'--L' �'ti''� '0'-' o,.41 d01* i i` e 0.49- RK Shear Bending( +) Bending( -) Deflection: Interior Live Total Cantil. Live Total fv = 64 fb = 66 fb = 1047 Fv' = 172 Fb' = 977 Fb' = 1124 fv /Fv' = 0.37 fb /Fb' = 0.07 fb /Fb' = 0.93 -0.09 = <L/999 -0.12 = <L/999 0.26 = L/186 0.35 = L/137 0.33 = L/360 0.50 = L/240 0.27 = L /180 0.40 = L /120 0.26 0.23 0.96 0.87 f' ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 850 1.00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 10 Fb'- 850 1.15 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 6 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 7 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 7 Shear : LC #3 = D +.75(L +S), V = 759, V design = 726 lbs Bending( +): LC #10 = D +L (pattern: L_), M = 175 lbs -ft Bending( -): LC #6 = D +S, M = 2760-lbs-ft Deflection: LC #7 = D +.75(S +W) (live) LC #7 = D +.75(S +W) (total) EI = 231e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc =concentrated All LC's are listed in the Analysis output Load Pattern: s =S /2, X =L +S or L +Lr, _ =no pattern load in this span Load combinations: ICC -IBC 3� I 1 WOOdWo r ks ® ',(JMWAAF fOR WOOL' ptf/t:N COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 1, 2011 23:20 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 2_3 Floor Joists.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL PDL PSL Dead Live Dead Snow Full Area Full Area Point Point 5.00 5.00 12.00 (16.0)* 40.00 (16.0)* 325 365 psf psf lbs lbs *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A ' 1A Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 242 449 242 449 579 579 #3 0.95 1.00 #3 0.95 1.00 Lumber -soft, Hem -Fir, No.2, 2x12" Floor joist spaced at 16" dc; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 47 fb = 833 0.08 = <L/999 0.11 = <L/999 Fv' = 172 Fb' = 1124 0.33 = L/360 0.50 = L/240 fv /Fv' = 0.27 fb /Fb' = 0.74 0.24 0.23 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 850 1.15 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 3 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 579, V design = 527 lbs Bending( +): LC #3 = D +.75(L +S), M = 2197 lbs -ft Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D +.75(L +S) (total) EI = 231e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 �A, Woo d Wo r k s .... SOIJWAYt FOR WOOD DESIGN COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 4, 2011 23:06 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 2_4a Beam.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL Dead Live Full UDL Full UDL No Yes 330.0 490.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 10' • 10' 154 Unfactored: Dead Other Factored: Uplift Total Bearing: Load Comb Length Cb 1341 2042 3403 5053 206 1123 3382 8456 610 1329 #3 0.98 1.00 #2 2.09 1.18 #4 0.50* 1.00 'Min. bearing length for beams is 1/2" for exterior supports Timber -soft, D.Fir -L (N), No.2, 6x12" Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Bending( -) Live Defl'n Total Defl'n fv = 97 fb = 690 fb = 761 0.07 = <L/999 0.10 = <L/999 Fv' = 170 Fb' = 875 Fb' = 872 0.33 = L/360 0.50 = L/240 fv /Fv' = 0.57 fb /Fb' = 0.79 fb /Fb' = 0.87 0.22 0.19 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fb'- 875 1.00 1.00 1.00 0.997 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #2 = D +L, V = 4869, V design = 4083 lbs Bending( +): LC #3 = D +L (pattern: L_), M = 6976 lbs -ft Bending( -): LC #2 = D +L, M = 7687-lbs-ft Deflection: LC #3 = D +L (pattern: L_) (live) LC #3 = D +L (pattern: L_) (total) EI = 906e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load Pattern: s =S /2, X =L +S or L +Lr, _ =no pattern load in this span Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3Z :._ WOOd Wo r ks MI IWARE N,R MOM DI-SIGN COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 5, 2011 16:50 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 2_5b Beam.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL Dead Live Full UDL Full UDL 240.0 540.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ,L 10' 15'-61 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1860 4185 1860 4185 6045 6045 #2 1.69 1.00 #2 1.69 1.00 Glulam- Unbal., West Species, 24F -1.8E WS, 5- 112x12" Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 120 fb = 2129 0.49 = L/378 0.60 = L/309 Fv' = 265 Fb' = 2400 0.52 = L/360 0.77 = L/240 fv /Fv' = 0.45 fb /Fb' = 0.89 0.95 0.78 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6045, V design = 5265 lbs Bending( +): LC #2 = D +L, M = 23424 lbs -ft Deflection: LC #2 = D +L (live) LC #2 = D +L (total) El = 1426e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 33 �.r Woo s -T Wo ks ® SOFIWARF FOR WOOD MSII:N COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 5, 2011 00:22 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 2_6a Garage Header.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL SL Dead Live Snow Full UDL Full UDL Full UDL 305.0 200.0 275.0 plf plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A O' 131 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1982 3087 - 1982 3087 4298 4298 #3 1.89 1.00 #3 1.89 1.00 Glulam- Unbal., West Species, 24F -1.8E WS, 3- 1/2x10 -1/2" Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 152 fb = 2606 0.38 = L/414 0.54 = L/289 Fv' = 305 Fb' = 2760 0.43 = L/360 0.65 = L/240 fv /Fv' = 0.50 fb /Fb' = 0.94 0.87 0.83 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 4298, V design = 3720 lbs Bending( +): LC #3 = D +.75(L +S), M = 13969 lbs -ft Deflection: LC #3 = D +.75(L +S) (live) LC #3 = D +.75(L +S) (total) EI = 608e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 31-1 wo o d Wo r k s ® SOFTWARE FOR WOOD DESIGN COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 1, 2011 23:47 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 2_7 Header.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL Dead Live Full UDL Full UDL 190.0 255.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 10' 34 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 285 382 285 382 667 667 #2 0.50* 1.00 #2 0.50* 1.00 "Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L (N), No.1 /No.2, 4x6" Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 36 fb = 340 0.01 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1105 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.20 fb /Fb' = 0.31 0.06 0.05 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 667, V design = 464 lbs Bending( +): LC #2 = D +L, M = 501 lbs -ft Deflection: LC #2 = D +L (live) LC #2 = D +L (total) EI = 78e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWo rks ® •- - SOFTWARE FOR WOODD(Stf N COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 1, 2011 23:56 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 2_8 Header.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit DL SL Dead Snow Full UDL Full UDL 165.0 75.0 plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 10' 31 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 247 112 247 112 360 360 #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L (N), No.1 /No.2, 4x6" Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 19 fb = 184 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1271 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.09 fb /Fb' = 0.14 0.02 0.02 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 360, V design = 250 lbs Bending( +): LC #2 = D +S, M = 270 lbs -ft Deflection: LC #2 = D+S (live) LC #2 = D +S (total) EI = 78e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �- Woo d Wo r k s ® SOF:WARFN)R W000 MSILN COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 1, 2011 23:59 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 2_8 Header.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL SL Dead Live Snow Full UDL Full UDL Full UDL 165.0 160.0 75.0 plf plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : I p' 31 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 247 352 247 352 512 512 #3 0.50* 1.00 #3 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L (N), No.1 /No.2, 4x6" Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 26 fb = 249 0.00 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1105 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.15 fb /Fb' = 0.23 0.04 0.04 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #2 = D +L, V = 487, V design = 339 lbs Bending( +): LC #2 = D +L, M = 366 lbs -ft Deflection: LC #3 = D +.75(L +S) (live) LC #3 = D +.75(L +S) (total) EI = 78e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i. 1. WOO CI Wo r k s ® .Sat:WARE FOR WOOD MSIGN COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 2, 2011 00:01 PROJECT Julien Sanchez 3712 S 130th Street Tukwila, WA 98168 2_10 Beam at Deck.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL SL Dead Live Snow Full UDL Full UDL Full UDL 30.0 80.0 50.0 plf plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : i 1 la gl Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 135 585 135 585 574 574 #3 0.50* 1.00 #3 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, Hem -Fir, No.2, 4x6" Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 40 fb = 878 0.23 = L/473 0.26 = L /410 Fv' = 172 Fb' = 1271 0.30 = L/360 0.45 = L/240 fv /Fv' = 0.23 fb /Fb' = 0.69 0.76 0.59 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 3 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 574, V design = 515 lbs Bending( +): LC #3 = D +.75(L +S), M = 1291 lbs -ft Deflection: LC #3 = D +.75(L +S) (live) LC #3 = D +.75(L +S) (total) EI = 63e06 lb -in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. , Woo ' Works ® SOFTWARE FOR WOOD OFSS.N COMPANY tecinstruct LLC Kenmore, WA 98028 Oct. 2, 2011 00:09 PROJECT 2_11 Column.wwc Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit PDL PLL Dead Live Axial Axial (Ecc. = 0.00 ") (Ecc. = 0.00 ") 2370 6745 lbs lbs MAXIMUM REACTIONS (lbs): W m i> m v° 0' 8' Timber -soft, Hem -Fir, No.2, 6x6" Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial Axial Bearing fc = 301 fc = 301 Fc' = 492 Fc* = 575 fc /Fc' = 0.61 fc /Fc* = 0.52 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 575 1.00 1.00 1.00 0.856 1.000 - - 1.00 1.00 2 Fc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 9115 lbs D =dead L =live S =snow W =wind I= impact Lr =roof live Lc= concentrated All LC's are listed in the Analysis output Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. Project: Julian Sanchez, 3712 S 130th Street, Tukwila, 98168 2.4 Foundation List of designed members Key No. 3.1 Key No. 3.2 Key No. 3.3 Key No. 3.4 Basement Wall, fc = 2,500 psi, thickness 8 ", wl footing 16x10" (E) Continuous Footing, fc = 2,500 psi, 16x10 ", wl 2 ft stem wall Spread Footing, fc = 2,500 psi, 30x30x10" Spread Footing, fc = 2,500 psi, 18x18x10" tecinstruct LLC, Kenmore, WA 98028 40 • Project: Julien Sanchez, 3712 S 130th Street, Tukwila, 98168 2.4 Foundation List of designed members Key No. 3.1 Key No. 3.2 Key No. 3.3 Key No. 3.4 Basement Wall, fc = 2,500 psi, thickness 8 ", w/ footing 16x10" (E) Continuous Footing, fc = 2,500 psi, 16x10 ", wl 2 ft stem wall Spread Footing, fc = 2,500 psi, 30x30x10" Spread Footing, fc = 2,500 psi, 18x18x10" tecinstruct LLC, Kenmore, WA 98028 t1 . JULIAN SANCHEZ FOUNDATION r 4 co L 3.2 24" Concrete Stem Wall Step down (E) Slab on Grade I0 3.1 Full height Concrete Wall Concrete Pilaster per Detail D1 /S2 remove (E) Post 1307(30 I ® I t I _ _ _ I 3.2 24" Concrete Stem Wall 3.1 Full height —.L Concrete Wall r Step down Concrete Pilaster per Detail D1 /S2 J 9 co Project: Julian Sanchez, 3712 S 130`h Street, Tukwila, 98168 Key No. 3.1 Basement Wall, fc = 2,500 psi, thickness 8 ", wl footing 16x10" Vertical Load max w from roof w/ trib 11 ft, floors w/ trib 8 ft, wall w/ max h = 16 ft PD = 11x15 +8x12 +16x10 = 420p1f PL = 0.75 x (11 x 25 + 8 x 40) = 445 plf Concrete weight 3 cbft x 150 = 450 plf Total = 1,315 plf Horizontal Load Retained height of wall: max H = 6 ft Soil conditions for calculation: y = 120 Ibf /ft3 Phi = 32.5 degrees Ka = 0.3 All pressure = 2,000 psf Soil not cohesive Safety factor for sliding: Not applicable, as wall is restrained at bottom by the new slab on gradel.5 Safety factor for overturning: 1.5 With (E) rebars #4 @ 2 ft o.c.(per home owner) vertically and horizontally, the existing wall is adequate: However, as there is some deflection in the wall and items like concrete cover, slices, etc could not be verified, pilasters 8x8" are added at the middle of each wall section. The pilasters are calculated as T- beams with a linear bad of 1,000 plf (8 ft trib area, 1,000 Ibs total load per linear foot from wall calculation) M„ = 1.2 x 1/8 x 1,000 x 82 = 9,600 lb -ft V„ = 1.2 x 0.5 x 8 x 1,000 = 4,800 Ibs tecinstruct LLC, Kenmore, WA 98028 WZ v LiJ Project: Julian Sanchez, 3712 S 1306 Street, Tukwila, 98168 Key No. 3.2 (E) Continuous Footing, fc = 2,500 psi, 16x10 ", wl 2 ft stem wall Load max w from roof w/ trib 11 ft, floor w/ trib 5 ft, wall w/ max h = 16 ft PD = 11x15 +5x12 +16x10 = 385p1f PL = 0.75 x (11 x 25 + 5 x 40) = 355 plf Concrete weight 3 cbft x 150 = 450 plf Total = 1,190 plf Soil pressure = 1,190 / 1.33 = 895 psf < 2,000 »> footing is adequate Key No. 3.3 Spread Footing, fc = 2,500 psi, 30x30x10" Load reactions from beams 2.4 + 2.5 (8,610 Ibs, governs) or 2.4 (middle support, 8,500 Ibs) P = 1,330 + 7,280 = 8,610 Ibs Concrete weight 5 cbft = 750 Ibs Total = 9,3601bs Soil pressure = 9,360 / 6.25 = 1,498 psf < 2,000 Reinforcement: (6) rebars # 4 each direction Key No. 3.4 Spread Footing, fc = 2,500 psi, 18x18x10" Load reactions from beam 2.4 (end support) P = 3,400 lbs Concrete weight 2 cbft = 300 Ibs Total = 3,700 Ibs Soil pressure = 3,700 / 2.25 = 1,644 psf < 2,000 Reinforcement: (3) rebars # 4 each direction tecinstruct LLC, Kenmore, WA 98028 Roland Heimisch tecinstruct LLC Code: IBC 2003 Project Title Description of the project is displayed here. 14.3 N. 3./ 13,,,e...4 I Assumptions Restrained Against Sliding Neglect Bearing © Heel Use Vert Comp. for OT Use Vert. Comp. for Sliding Use Vert. Comp. for Bearing Use Surcharge for Sliding & OT Use Surcharge for Bearing Neglect soil over toe Neglect Backfill Wt for Coulomb Factor Soil Wt as Dead Use Passive Force for OT Assume Pressure to Top Stability Criteria Required F.S. for Overturning Required F.S. for Sliding Allowable Bearing Pressure Req'd Bearing Location Geotechnical Friction Coefficent Wall Friction Angle Yes Yes Yes Yes Yes Yes Yes No No Yes Yes Yes 1.50 1.50 2000 psf Middle third 0.35 25' Load Combinations Checked 1.4D 1.2D + 1.6L + 1.6H 1.2D + 0.5L 0.90 + 1.6H Forces on Walt Weights Wall weight 0.93 k/ft Soil weight 0.27 k/ft Reaction @ Support Unfactored 0.25 k/ft Factored 0.4 k/ft Stability Checks Sliding Restrained, not checked Overtuming Supported, not checked Bearing Pressure Max pressure Max/allowable rata Bearing Location Loads Backfill Retained Height 6 ft Slope 0' Gamma (weight) 1151b/ff' Use Equiv. Fluid Pressure (EFP) No Analysis Type Rankine Phi (friction angle) 30' Cohesion 0 psf Has Water in Backfill No Passive Pressure @ Toe Calculation Method Rankine Phi (friction angle) 30' Cohesion 0 psf Gamma (weight) 100 Ib/ft' Apply Only to Key No Overburden Depth To Ignore 1 ft Surcharge (Uniform) Surcharge Type None Surcharge (Line /Strip) Type None Axial Load Apply Axial Load On Stem Yes Axial Dead Load 0.42 k/ft Axial Live Load 0.45 k/ft Axial Load Eccentricity 0 ft Lateral Load Apply Lateral Pressure To Stem No Seismic Loading Has Backfill Seismic Load No Stem ba develope 18 In 1ftr Eft 6 in #4@ 24 in #4 bars @ 24 7.67 ft 11(cutof ) 10 In J -_ T C� I` #4 bats et 24 in 0.33 9.33 ft 1.33 ft DL = 0.42 k/ft LL 0.45 k/ft 1- y = 115 Ib /ft3 = 30° c =0 psf 18 in y= 100Ib /f3 L =30° c =0psf ActivelPasalvelBearing/Frlet/on 1594pocf 1958 07.5 psf AetivelPassivelBearinglFrlet/on 0.04 Heel Checks Toe Checks Stem Checks Heel Toe Flexure OK? Yes As (prov) 0.1 in'/ft As (prov) 0.1 in'/ft Shear OK? Yes As (min) (not req'd) 0.465 in'/ft As (min) [not req'd] 0.405 in'/ft Min. steel OK? Yes Shear (Vu) 0.41 k/ft Shear (Vu) 0.32 k/ft Base development OK? No Shear ( phMn) 7.64 k/ft Shear (phWn) 6.65 k/ft All bar cutoffs OK? Yes 1958 psf Flexure (Mu) 0 fttk/ft Flexure (Mu) 0 ft k/ft All bar splices OK? Yes 0.98:1 Flexure (phiMn) 2.31 ft k/ft Flexure (phiMn) 2.01 fttk/ft Req'd Ld 1 ft Req'd Ld 1 ft Middle third 8.5 ft IES QuickRWail Page 1 of 2 Wednesday, October 05, 2011 7:10 PM 44 Roland Heimisch Project Title tecinstruct LLC Description of the project is displayed here. Code: IBC 2003 Combination: 0.9D 4-1.6H 6.71 - 5.75 • 4.79 - - 3.83 2.88 - - - 1.92 0.96 -2 0.67 1,3i 2° (Wm M (ft'kift) Combina ion: 1.4D .... Negative Bending 111111111111 - 111 Offset Mu phi Mn Vu phi Vn As ft ft.k/ft ft.k/ft k/ft k/ft let? in 0 0 1.71 0.97 5.67 0.1 5.75 (ft) -17.67 - - - - 6.71 :positive Bending__ . - - 5.75 Offset Mu phi Mn Vu phi Vn As d ft__ ft.k/ft ft.k/ft k?t k/ft in9ft in 3.83 (ft) I1 -0.77 1.86 0.59 5.73 6.25 0.1 0 0 0 0.97 5.67 6. 5 0.08 -1.34 1.86 -0 5.87 0.1 6.25 2.88 6.67 -0.4 1.86 -0.4 6.1 0.1 6.25 1 - - - - - - - - 1.92 ------ 0.96 . - -2 -1.33 -0.67 0 0.67 1.33 2° 1)Mn, M (ft'kq Combination 1.2D +0.5L 7.67 6.71 5.75 4.79 3.83 (ft) 2.88 1.92 . 0.96 -2 -1.33 -0.67 0 0.67 1.33 - 20 Mu (ft'kift) IES QuickRWall Page 2 of 2 Wednesday, October 05, 2011 7:10 PM Company JOB TITLE Sanchez Residence Your address JOB NO. SHEET NO. Your town CALCULATED BY rh DATE Y.070572O1.i..... Your telephone CHECKED BY DATE tic CB08 Ver 10.08.19 CONCRETE BEAM/SLAB (ACI 318 -08) www.struware.com DESCRIPTION: Pilaster to strengthen basement wall (3. Dep 14 14.1c4,,1rf T 6 as‘ - FLEXURE & SHEAR INPUT: fc = 3 ksi fy = 40 ksi b= 8" d = 14" Mu = 9.6 'k Vu = 4.8 k Lt wt conc factor (Al: (NW =1, LW =.75) = 1.00 CRACK CONTROL INPUT: Ma = 0 'k Clr cover = 2.00 in TORSION & DEFLECTION INPUT: Tu = 0 'k h = 0" NEGLECT TORSION Dist to CL Tie = 1.75 " BENDING /1" - Ztr cd.. As = 0.23 in2 p= 0.00207 As(min) = 0.31 in2 p= 0.00277 As(max) = 2.60 in2 p max= 0.02322 is SHEAR 4vc = 9.20 k Av /s = 0.00 in2 Vs(req'd)= 0.00 k Av /s(min)= 0.01 in2 TORSION Tcr = 0.00'k At/s = 0.00 in2 Av +2At/s = 0.00 in2 Av +2At(m)= 0.01 in2 AI /4 = 0.00 in2 (Torsion steel all 4 faces) Total As = 0.23 in2 (As plus AI /4) BEAM REINFORCING FLEXURAL REINFORCING STIRRUPS # of bars As Size 2 legs 4 legs 2 #4 0.39 in2 #3 @ 7.0 in 7.0 in 2 #5 0.61 in2 #4 @ 7.0 in 7.0 in I #6 0.44 in2 #5 @ 7.0 in 7.0 in 1 #7 0.60 in2 #6 @ 7.0 in 7.0 in 1 #8 0.79 in2 1 #9 1.00 in2 1 #10 1.27 in2 1 #11 1.56 in2 Max Rebar Spacing for crack control = 17.50 in LONGITUDINAL TORSION SLAB REINFORCING Spacing As #3 @ 2.8 0.31 in2 #4 @ 5.1 0.31 in2 #5 @ 7.9 0.31 in2 cove = 9.20 k #6 @ 11.4 0.31 in2 SHEAR : OK #7 @ 15.5 0.31 in2 #8 @ 20.3 0.31 in2 Max Rebar Spacing for crack control = 17.50 in DEFLECTION COEFFICIENTS Actual As = 0.40 in2 Conc wt = 145 pcf Ma = 6.9 'k Mcr = #DIV /0! 'k lg = 0.0 in4 Icr = 516.1 in4 Ec = 3156 ksi le = #DIV /0: in4 www.StruWare.com • Roland Heimisch tecinstruct LLC Code: IBC 2003 Project Title Description of the project is displayed here. Assumptions Restrained Against Sliding Neglect Bearing (a? Heel Use Vert. Comp. for OT Use Vert. Comp. for Sliding Use Vert. Comp. for Bearing Use Surcharge for Sliding & OT Use Surcharge for Bearing Neglect soil over toe Neglect Backfill Wt. for Coulomb Factor Soil Wt as Dead Use Passive Force for OT Assume Pressure to Top Stability Criteria Required F.S. for Overtuming Required F.S. for Sliding Allowable Bearing Pressure Req'd Bearing Location Geotechnical Friction Coefficent Wall Friction Angle Yes Yes Yes Yes Yes Yes Yes No No Yes Yes Yes 1.50 1.50 2000 psf Middle third 0.35 25' J.oad Combinations Checked 1.4D 1.2D + 1.6L + 1.6H 1.2D + 0.5L 0.9D + 1.6H Forces on Wall Weights Wall weight 0.93 k/ft Soil weight 0.27 k/ft Reaction @ Support Unfactored 0.25 k/ft Factored 0.4 k/ft Stability Checks Sliding Restrained, not checked Overtuming Supported, not checked Bearing Pressure Max pressure Max/allowable ratio Bearing Location Loads Backfill Retained Height 6 ft Slope 0' Gamma (weight) 115 lb/ft' Use Equiv. Fluid Pressure (EFP) No Analysis Type Rankine Phi (friction angle) Cohesion Has Water in Backfill Passive Pressure © Toe Calculation Method Phi (friction angle) Cohesion Gamma (weight) Apply Only to Key Overburden Depth To Ignore Surcharge (Uniform) Surcharge Type Surcharge (Line /Strip) Type Axial Load Apply Axial Load On Stem Axial Dead Load Axial Live Load Axial Load Eccentricity Lateral Load Apply Lateral Pressure To Stem Seismic Loading Has Backfill Seismic Load 30' 0 psf No Rankine 30' 0 psf 100 Ib/fP No 1ft None None Yes 0.42 kift 0.45 k/ft Oft No No 8 in H H_ Stem ba develope #4 @ 24 ir1� 18 in i 1 1ft 8 f 7.87 ft 1 .t( cutoff) 10 in •4 bars 24 in --07i3317.13317 #4 bars ( 24 in L__H 1.33 ft DL = 0.42 k/ft LL = 0.45 k/ft 18 in y = 100 Ib%fr d� .- L =30° c = 0 psf ActivelPasslvelBearing!Fricelon lA a\\ 1 q94 f 1958 497'5 psf y= 115Ib%f' 0 = 30° c = 0 psf Actl velPasslvelBearinglFrlct ion 1 1.08 k/ft 25 ft 0.04 f } .57 k/ft 2.6 Heel Checks Toe Checks Stem Checks Heel Toe Flexure OK? Yes As (prov) 0.1 in'/ft As (prov) 0.1 in'/ft Shear OK? Yes As (min) [not req'd) 0.465 in'/ft As (min) (not req'di 0.405 in'/ft Min. steel OK? Yes Shear (Vu) 0.41 kilt Shear (Vu) 0.32 k/ft Base development OK? No Shear (phiVn) 7.64 k/ft Shear (phiVn) 6.65 k/ft All bar cutoffs OK? Yes 1958 psf Flexure (Mu) 0 ft k/ft Flexure (Mu) 0 ft•k/ft All bar splices OK? Yes 0.98: 1 Flexure (phiMn) 2.31 ft•kift Flexure (phiMn) 2.01 ft•k/ft Req'd Ld 1 ft Req'd Ld 1 ft Middle third 8.5 ft IES QuickRWall Page 1 of 2 Tuesday, October 04, 2011 5:56 PM Roland Heimisch 'I • tecinstruct LLC Code: IBC 2003 Project Title Description of the project is displayed here. Combination: 0.9D + 1.6H 7.67 - - ----- 6.71 5.75 4.79 3.83 2.88 1.92 - - - 0.96 -2 -1.33 -0.67 0 0.67 1.33 2' - n OMn, M (ft.k/ft) Combination: 1.4D 11. 11 _ - - -- 0.96 17.67 6.71 (ft) .. , pegatiye,Bending .. ____ Offset Mu --Phi Mn Vu phi Vn As d It ftklft ftoklIt Wit Wit infft in . b 0 1.71 0.97 5.67 0.1 5.75 _ I Positive Bending_ 5.75 Offset Mu phi Mn Vu phi Vn As d ft. ft.k/ft 0 let 0.97 kift l 5.67 eft in 0 6.25 - -- -: 4.79 .Wft 3.83 (ft) o.08 2.88 b 67 -0.4 1.86 -0.4 6.1 0.1 6.25 i -0.77 1.86 0.59 5.73 0.1 6.25 -1.34 1.86 -0 5.87 0.1 6.25 1.92 -2 -1.33 -0.67 0 0.67 1.33 2 OMn, Mu (ftk/ft) _ Combination. 1.2D 17.67 6.71 5.75 4.79 3.83 2.88 - - - - 1.92 _ - 0.96 -2 -1.33 -0.67 0 0.67 1.33 20 Mu (ft-k/ft) (ft) IES QuickRWall Page 2 of 2 Tuesday, October 04, 2011 5:56 PM 3/3/2014 City of Tukwila Jim Haggerton, Mayor Department of Community Development JULIAN SANCHEZ 3712 S 130 ST TUKWILA, WA 98168 RE: Permit No. D11 -331 SANCHEZ ADDITION 3712 S 130 ST Dear Permit Holder: Jack Pace, Director New Inspection Request Line 206 438-9350 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, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/22/2014. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 4/22/2014, 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, File No: D11 -331 NV44 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 o Phone 206- 431 -3670 • Fax 206 -431 -3665 07 -01 -2013 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director JULIAN SANCHEZ 3712 S 130 ST TUKWILA WA 98168 RE: Permit No. D11 -331 SANCHEZ ADDITION 3712 S 130 ST 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, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 08/03/2013. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 08/03/2013, 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, -boo Bill Rambo Permit Technician File: Permit File No. D11 -331 6300 Southcenler Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206- 431 -3670 • Faz 206-431-3665 10 -01 -2012 City �f Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director ROLAND HEIMISCH 6830 NE BOTHELL WY, STE C PMB 181 KENMORE WA 98028 RE: Permit No. D11 -331 SANCHEZ ADDITION 3712 S 130 ST 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, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/10/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 11/10/2012, 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, er Marshall t Technician File: Permit File No. Dl 1 -331 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206 -431 -3665 05 -01 -2012 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director ROLAND HEIMISCH 6830 NE BOTHELL WY, STE C PMB 181 KENMORE WA 98028 RE: Permit No. D11 -331 SANCHEZ ADDITION 3712 S 130 ST 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, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 06/18/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 06/18/2012, 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, Bill Rambo Permit Technician File: Permit File No. D11-331 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206 -431 -3665 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 6, 2011 Roland Heimisch Tecinstruct 6830 Bothell Wy, Suite c, PMB 181 Kenmore, WA 98028 RE: Incomplete Letter #1 to Correction Letter #1 Development Permit Application D11 -331 Sanchez Addition — 3712 S 130 St Dear Mr. Heimisch, This letter is to inform you that your response to Correction Letter #1 received at the City of Tukwila Permit Center on December 1, 2011 has been determined to be incomplete. Before your application can continue the plan review process the attached items from the following department needs to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the following comment. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, <----?c;t0 Bill Rambo Permit Technician Enclosures File: D11 -331 W:\Permit Center \Incomplete Letters\2011 \D 11 -331 Inc Ltr #1 to Corr Ltr # 1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: December 6, 2011 Project Name: Sanchez Addition Permit #: D11 -331 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Item #2 of the previous memo indicated "the plumbing for the bathroom, plumbing fixtures and water supply shall be protected from freezing ". The note put on the plan to protect plumbing from freezing is not sufficient. This climate has a history of extreme cold where in buildings or exterior walls of heated buildings have had pipes broken due to freezing. This is proposed to be an unheated building with plumbing fixtures. Typically bathrooms in similar situations are insulated and provided with a source of heat. Please provide a "specific" method of protecting all plumbing fixtures and even pipes inside of walls from freezing. Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. Gity of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director November 21, 2011 Roland Heimisch Techinstruct 6830 Bothell Wy, Suite C, PMB 181 Kenmore, WA 98028 RE: Correction Letter #1 Development Permit Application Number D11 -331 Sanchez Addition — 3712 S 130 St Dear Mr. Heimisch, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D11 -331 W:\Pennit Center\ Correction Letters\2011\D11 -331 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: October 17, 2011 Project Name: Sanchez Addition Permit #: D11 -331 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Identify the source of heat for the heated spaces. 2. Please specify the areas to be heated. For example: indicate if the garage below is to be heated or if the work shop is the only space to be heated. In either case the plumbing for the bathroom, plumbing fixtures and water supply shall be protected from freezing. 3. Specify insulation "R" values for all exterior wall, floors and ceilings of the heated space to identify the extent of the heated space(s). 4. A separate plumbing permit and electrical permit shall be required (for your information only). 5. Show a minimum 50 -cfm fan for the bathroom. 6. Provide note on the floor plan "This space not to be used as a sleeping or living space ". Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER:. D11 -33.1. • PROJECT NAME: °'SANCHEZ ADDITION DATE: • 12/12/11, SITE ADDRESS: 3712 S 130 ST Original Plan Submittal X Response to Incomplete Letter # 1 X Response to Correction Letter# 1 Revision # after Permit Issued DEP RTMENTS: kision 1 )-'K4t Building Public Works Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 12/13/11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route jJ Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Approved with Conditions DUE DATE: 01/10/12 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 rt- 1,„ PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -331 DATE: 12 -01 -11 PROJECT NAME: SANCHEZ ADDITION SITE ADDRESS: 3712 S 130 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division j Public Works Fire Prevention Structural Planning Division n ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12-06-11 Complete Comments: Incomplete Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: 1)--4(r.` 1 LETTER OF COMPLETENESS MAILED: rr''''p� Departments determined incomplete: Bldg iRr Fire ❑ Ping ❑ PW ❑ Staff Initials: WIC TUES /THURS ROUTING: Please Route Structural Review Required nNo further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: DUE DATE: 01 -03-12 Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip_doc 2 -28 -02 HERMIT COORD CORD PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -331 DATE: 10/07/11 PROJECT NAME: SANCHEZ ADDITION SITE ADDRESS: 3712 S 130 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued EPAR MEN S: , � ,1 � f a y 1ng 'vision Public Worr "k§ ® Structural YU- 10-il -l( DETERMINATION OF COMPLETENESS: (Tues., Thurs.) 61I b1°`, 10-i141 Fire Prevention xi Complete JR Planning Division Permit Coordinator Incomplete n DUE DATE: 10 /11 /11 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Approved with Conditions DUE DATE: 11 /08 /11 Not Approved (attach comments) g DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg' Fire ❑ Ping ❑ PW ❑ Staff Initials: Vit Documents /routing slip.doc 2 -28 -02 IP 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.citukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 12 / /'Z / /1 Plan Check/Permit Number: D11-331 • Response to Incomplete Letter # 1 ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Sanchez Addition Project Address: 3712 S 130 St Contact Person: ?J 14. n) We. $4,1,1 , hone Number: Or rupoirkA DEC 122011 2orSYj Jv-- Summary of Revision: ! / SI 6.-A.6" WAr ,, ?Uc, 1 1 /.vv Ctruv,�l rp a /'o 0 01•4 4.1 art /%e P 2 pi ye /.14 -V Ca.�-io� Pval/% .4.1 4 t +. .. itN Sheet Number(s): T/ 2- "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 1)3( Entered in Permits Plus on \applications \forms - applications on line \revision submittal Created: 8 -13 -2004 Revised: Cr CityIf Tukwila 1 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: / 2- 1 a, I /l Plan Check/Permit Number: Di 1- 33/ ❑ Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: P1/ - -,z3/ Project Address: 3 / 3 0 Pz J.ke.ot 17-00.-al, 4J A Ji-/e4- Contact Person: esl a .1 I ' ; r•.e Phone Number: 2d C. sr3 JO 3-C Summary of Revision: po (e-) .- ..AU s'1 4 e C4ry OF TUBA DEC 01 2011 Sheet Number(s): P% "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1 H:V ► pplieationsWmms- Application. On Line \2010 Application07 -2010 - Revision Snbmittal.doc Created: 8 -13 -2004 Revised: 7 -2010 CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 4313670 FAX (206) 431 -3665 E -mail: tukplanPci.tukwila.wa.us Permit Center /Building Division 206 431 -3670 Public Works Department 206 433 -0179 Planning Division 206 431 -3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) ) ss. COUNTY OF KING JY U ll Clh fQ /7(it f [please print name] 1. 1 have made application for a 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 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 permit to be exempt under number 12, and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. 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. , states as follows: PERMIT NO: p11-- 9-)1 1-(0' f6ow(1,:y- Owner /Owner's Agent* Signed and sworn to before me this ,--7R I day of J e e r , 20 1 ! . 1 rev WAJ- NOT 'r Y PUBLIC in anti for the State of Washington ,a4 Residing at 141 0 Name as commissioned: My commission expires: , County 18.27.090 Exemptions. The re Lion provisions of this chapter do not apply 1. 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; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. 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; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. 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; 8. 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; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any 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 contracts of amounts less than five hundred dollars for the purpose of 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 or she is a contractor, or that he or she is qualified to engage in the business of contractor, 10. 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 when any of the above work is performed by a registered contractor; 11. An owner' who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.' Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner' who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision 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 person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile /manufactured home dealer or manufacturer who subcontracts the installation, set -up, or repair work to actively registered contractors. This exemption only applies to the installation, set -up, or repair of the mobile /manufactured homes that were manufactured or sold by the mobile /manufactured home dealer or manufacturer; 18. An entity who hold:i,avalid' :electrical contractor's license under chapt r t .28 RCaV,t�ii'f�.gmploys a certified journeyman electrii tg trd'2V4tI �,�d�eftial specialty electrician, or an.g'ig;c'al traaneeit�ei±ting the requirements of 4hapter 19.28 RCV1f'to perform plumbing work that is inci4enthliy, directly, and imnOdiately appropriate to the like -in -kind replaceii3ent of a household appliance or other sgia11 household utilizaiion equipment that requires limit 1 erectr`ic poweE•andlimited waste and /or water conneett8isi ?�,,r;electrical'trainee must be supervised by a certifiddrelectrician while performing plumbing work. • Per Washington State Department of Labor and Industries, lessee has been interpreted to be equivalent to owner for the purpose of these exemptions. 5-(JC JY- LCGeS .14- "1"V�G ✓ q•t a , D um,af. ,-I` 5'W M not he, v asLive'p a144 Y+ 7 ti N 102 104 106 P.L. 50' 10' 26' 70 5' (E) G = el Parking 74 76 78 80 r82 �84 86 P.L. 266.59 92 94 AO* BLDG (E) Residence no modification 1 10' cNiIN > 0 (E) 4x6' Concr. Landing i (E) Co ered��, Front P rch. 6x8 S tback Line -1.(E) FerRe 20' X — P.L. 50 • 18' 196 6 98 • S 130TH ST SITE PLAN SCALE: 1" = 20'-0" (1:240): PROJECT INFORMATION PROPERTY OWNER: JULIAN SANCHEZ ADDRESS: 3712 S 130TH ST,TUKWILA,WA 98168 PARCEL# 7345600945 LEGAL DESCRIPTION: RIVERTON ADD, BLOCK 13, LOT 14 ZONING: LDR OCCUPANCY GROUP: R-3 CONSTRUCTION TYPE: V - B LOT AREA: 13,425 SF PROJECT WITH THIS PERMIT: ADD 2ND STORY WORKSHOP ON EXIST. GARAGE LOT COVERAGE (measured to outside walls): BLDG I: FRONT PORCH: BLDG II DECK: BLDG TOTAL TOTAL COVERAGE: EXIST. 962 SF 48 SF 692 SF 0 ,702 SF IMPERVIOUS SURFACE BLDG I ROOFTOP (Incl. Overhangs): STAIRS + LANDING (uncovered part): BLDG II ROOFTOP DECK (uncovered): ADD'N TOTAL 0 962SF 0 48 SF 64SF 756SF 36 SF 36 SF 96SF 1,802SF =26.85%SF ,302 SF 55 SF 953 SF 22 SF TOTAL: 2,332 SF = 17.4 % NO ®22 vit INSULATION IN COMPLIANCE WITH THE 2009 WASHINGTON STATE ENERGY CODE FOR PRESCRIPTIVE OPTION III THE FOLLOWING MIN. INSU.LATIVE VALUES ARE TO BE PROVIDED FOR ALL NEW AREAS: ➢ CEILING (ROOF):. R-49 or R-38 adv.* NOTE: MAINTAIN 1" AIR SPACE BELOW ROOF SHEATHING ➢ VAULTED CEILING: .R-38 R-30 w/ stick framing ➢ WALL (ABOVE GRADE) : R-21 w/ mina R-10 for Headers ➢ WALL (BELOW GRADE): R-21 (INT), R-10 (E(T) ➢ FLOOR (CRAWL SPACE): R-30 ➢ FLOOR R-11 (acoustic) ➢ SLAB ON GRADE R-10 ➢ DUCTS k` IN UNHEATED SPACE: R-8 ➢ WINDOW GLAZING ➢ SKYLIGHT GLAZING ➢ DOORS 0.30 U-VALUE 0.50 U-VALUE 0.20 U-VALUE. * adv. = Advance framing . Assumes full and even depth of insulation extending to the outside edge of exterior walls EXISTING AREAS, WHERE. FLOOR, WALL AND CEILING FINISH HAS BEEN REMOVED AND CAV' Y IS EXPOSED DURING CONSTRUCTION, ARE TOBE FILLED TO THE FULL DEPTH WITH BATT INSULATION OR EQUIVALENT R-VALUE INSULATION. - MIN. R-15 FOR 2X4 FRAMED WALLS - MIN. R-21 FOR 2X6 FRAMED WALLS SEPARATE PERMIT REQUIRED FOR: l '(echanical actrical Il Bing as Piping C"y of Tukwila „.1.4... a IG DIVISION REVISIONS cf n€ies shall be made to thescope of work without prior approval of Tukwila Building Division. will require a new plan submittal may include additional plan review tees. PLANNING APPROVED :.aax No changes can be Made. to these plans without approval from the Planning Division of DCD k�a ��y44ai"��F r,5 Approved By: 3rn S Date: \t--t GENERAL NOTES 1. CONTRACTOR RESPONSIBLE FOR VERIFYING ALL EXISTING CONDITIONS BEFORE COMMENCEMENT OF WORK, NOTIFY THE OWNER ABOUT ANY DISCREPANCY 2. MECHANICAL, ELECTRICAL AND PLUMPING TO BE DESIGNED BY THE CONTRACTORS •PER RESPECTIVE REQUIREMENTS. 3. CONTRACTOR RESPONSIBLE FOR VERIFYING UTILITY LINE LOCATIONS PRIOR TO ANY SITE OR DEMO WORK, COORDINATE WITH UTILITY COMPANIES TO DISCONNECT OR RELOCATE ANY UTILITYLINES AS PART OF THE WORK. 4. DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONS, WRITTEN DIMENSIONS TO BE VERIFIED ON SITE 5. ALL WORK SHALL CONFIRM TO THE 2009 IRC AND/OR OTHER APPLICABLE CODES 6. ALL INTERIOR WALLS TO BE 2X4" U.N.O. FILE COPY Permit No. O 1, '\ Rh- review approval is subject to errors and omissions. of construction documents does not authorize is F F j'vaofl of any adopted code or ordinance. Receipt cL proved Field copy and conditions is acknowledged: By 2 / a - 20/ 7;(th Date*lr cc City Of lbkwila BUILDING DIVISION P-1 P-2. P-3 FLOOR PLAN: NOTES DECKS AND/OR PATIOS: ➢ SLOPE 1/4" PER FOOT AWAY FROM DOORWAYS ➢ PORCHES, BALCONIES, RAMPS, STAIRS OR RAISED FLOOR SURFACES > 30" ABOVE FLOOR OR GROUND BELOW SHALL HAVE GUARDS MIN HEIGHT 36". o SPINDLES TO BE SPACED THAT A 4" SPHERE WILL NOT PASS THROUGH (REF. IRC2009 R312) FOR BATHROOM FIXTURES PROVIDE CLEARANCE. (REF. IRC2009 R307) OF ➢ 21" IN FRONT OF SINK/TOILET/TUB ➢ 24" IN FRONT OF SHOWER OPENING • 4" BTWN WALL/SINK/TOILET & SINK ➢ 2" BTWN SINK & TUB ➢ 15" BTWN WALL/TUB & TOILET O.C. PROVIDE ATTIC ACCESS, MIN. 22 X 30" W/.MIN. 30" HEADROOM @ UNOBSTRUCTED, READILY ACCESSIBLE OPENING (REF. IRC2009 R807.1) REVIEWED FOR CODE COMPLIANCE APPROVED DEC 16 2011 J ‘j/if City of Tukwila BUILDING DIVISION Dll RECEIVED CITY OF TUKIMLA OCT 07 2011 PERMIT CENTER 331 lPu 0 ` tecinstrTlct, Way- Suite 553 9076 - Fax C PMB 181,Kenmore (206) 529 4408 WA 9802 LLC 6830 NE Bothell Telephone (206) ENGINEERING 8 OWNER: Julian Sanchez SHEET ADDRESS: 3712 S 130th St, Tukwila, WA 98168 Al PARCEL NO.:. 734560-0945 DESCRIPTION: Workshop above exist. Garage DATE: 10/04/1 1 SCALE: . as noted ENGINEER: Roland Heimisch, P. E. 2V-6" 14'-0" 4'-0" 3'-6" (E) 4'-0" x 3'-0" Slider (E) GARAGE 622 SF. (unheated) 21'-6" HEATING NOTE: The Bathroom will be heated by an Electric Basboard Heater. N co 4'-0" 21'-3.5" Ridge 17'-4.5" TOP Composite Siding 9'-0" Fin Floor 8'-0", TOP GARAGE PLAN (EXISTING) Asphalt Shingles Q co N II II III / Outline of Structure below 5'-0" 9'-0" 16'-6" 9'-0" 6'-0" 1'-6" / (N) DECK 36SF 6'-0" Slider P-1 R21 y50'CFM Fan Vent to Exterior - VV 7,VVS1VVVVVVVVVI NZ Z N 7'-0" 888 1108888Cc j 2668 unheated 51 SF (N) BATH P-2 (9 I NOTE: This space is not to be used as sleeping or living space .0N) WORKSHOP unheated space 484 SF V":211# :.L NOTE: provide Insulation surrounding the bathroom as follows: for interior walls R21 for exterior walls R30 in floor below ,SEin attic above (s 4'-0" A S3 30 68 36x36" Landing 3 20'-6" 5"Gutter (typ:) 95 Average._ Grade 0 Slab on Grade EAST ELEVATION 3" DownspoLt (typ.) 90 SCALE: 1/4" = 1'-0" (1:48) • 9 r 8 111411111 ,124 .. 7 'OH 12 4 -I/ provide maintain 1" Air Space + i i liviIYIhnI spoor 11lNINYI�r BLK w/ Vent Opening (tYp•) 44. -44 -44 -44 -44 14, Or- 10. 44, i-40 ► R21 (R30+R19) PrZIT F R30 . . . . . . . . Type "X" GWB BATHROOM INSULATION DETAIL SCALE: 1/4" 1'-0" (1:48) PROPOSED WORKSHOP PLAN ABOVE GARAGE NORTH ELEVATION 18" OH SCALE: 1/4 = 1'-0" (1:48) Armacell R-8 (or equally Copper pipe 2 "thickness WATER PIPE PROTECTION DETAIL (TYP.) SCALE: 2" = 1'-0" (1:6) 12 4 4' .-1. 18" OH J WEST ELEVATION SCALE: 1/4" = 1"-0" (1:48) REVIEWED FOR CODE COMPLIANCE APPROVED DEC . 6 2011 City of Tukwila BUILDING DIVISION SOUTH ELEVATION by r sr It( 03 tecllistrLiQt LLC 6830 NE Bothell Way- Suite C, PMB 181, Kenmore, WA 98028 Telephone (206) 553 9076 - Fax (206) 529 4408 ENGINEERING OWNER: Julian Sanchez SHEET ADDRESS: 3712 S 130th St, Tukwila, WA 98168 PARCEL NO.: 734560-0945 DESCRIPTION: Workshop above exist. Garage DATE: • 12/07/11 SCALE: as noted ENGINEER: Roland Heimisch, P. E. A2 INCOMPLETE CORRECTION 331 GENERAL STRUCTURAL NOTES 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (2009 EDITION) AND MODIFICATIONS TO THE INTERNATIONAL BUILDING CODE. BY THE LOCAL JURISDICTION. 2. DESIGN LOAD CRITERIA DEAD LOADS LIVE LOADS SNOW LOADS WIND SEISMIC SOIL PRESSURE: ROOF FLOORS DECKS EXTERIOR WALLS INTERIOR WALLS 15 PSF 12 PSF 8 PSF 10 PSF 8 PSF. ROOF 20 PSF FLOOR / LIVING SPACE 40 PSF DECKS / BALCONIES 40 PSF GROUND LOAD ROOF SNOW LOAD BASIC WIND SPEED WIND EXPOSURE IMPORTANCE FACTOR Iw = ADJUSTMENT FACTOR A WIND SPEED UP FACTOR ROOF SLOPE SEISMIC USE GROUP IMPORTANCE FACTOR IE SITE CLASS SEISMIC DESIGN CATEGORY RESPONSE FACTOR MAPPED ACCELERATION (PER USGS) R= Ss = S1 = 25 PSF 25 PSF 85MPH 1.0 1.0 N/A 18.5 Degrees 1.0 D D 6.5 1.483 0.511 ALL SOIL PRESSURE 2,000 PSF 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 AND STRUCTURAL ENGINEER OF ANY. DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING WORK: ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS. ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK: THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY. DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER SITE ENTITIES OR PERSONS AT THE PROJECT SITE. 7. 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. 8: 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. 9. 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 SUPPLIER. FOUNDATIONS 10. ALL FOOTINGS AND FOUNDATIONS SHALL BEAR ON SOLID, UNDISTURBED FIRM NATURAL EARTH OR COMPACTED SOIL, MIN.12"BELOW FINISHED GRADE AND FREE OF ORGANIC MATERIALS. FOOTINGS AND FOUNDATION EXCAVATION SHALL BE FREE OF LOOSE SOILS, SLOUGHS, DEBRIS, AND FREE OF WATER AT ALL TIMES: 12. FOUNDATIONS SUPPORTING WOOD SHALL EXTEND AT LEAST 8" ABOVE FINISH GRADE. 11. 13. FOUNDATION WALL BACKFILL SHALL BE PLACED SIMULTANEOUSLY ON BOTH SIDES OF WALL PROVIDING 4" PERFORATED PIPE (AS REQUIRED) FOR SUBSURFACE DRAINAGE. 14. FOOTING SIZE SHALL BE AS INDICATED ON DRAWINGS OR MIN. AS PER IBC CHAPTER 18. 15. WHERE THE SURFACE IS SLOPED MORE THAN ONE (1) FOOT IN TEN (10) FEET THE FOUNDATION SHALL BE LEVEL OR BE STEPPED SO THAT BOTH, TOP AND BOTTOM, OF SUCH FOUNDATION ARE LEVEL PER IBC. 16. WHERE STRUCTURAL COLUMNS AND POSTS ARE EXPOSED TO WATER SPLASH ABOVE, A CONCRETE SURFACE OR TO THE WEATHER, PROVIDE A MIN. OF 1" ABOVE CONCRETE SURFACE, OR 8" ABOVE THE EXPOSED EARTH PER UBC. CONCRETE 17. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC CHAPTER 19 AND ACI 301. STRENGTH AT AGE 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS, U.N.O.: MEMBER TYPE PSI MAX AGGR MAX W/C (IN) RATIO SLABS ON GRADE FOUNDATIONS WALLS COLUMNS ELEVATED SLABS & BEAMS 2,500 2,500 3,000 4,000 4,000 3A 0.45 0.45 0.50 0.40 0.40 18. CONCRETE MIX FOR FOUNDATION AND SLAB: CEMENT: 5.5 SACK TYPE I NORMAL PORTLAND CEMENT 1,210 LBS OF WET SAND 1,925 LBS GRAVEL 19. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, FY = 60,000 PSI, UNLESS NOTED OTHERWISE. WELDED WIRE FABRIC SHALL CONFORM TO ASTM-185. 20. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-92 AND ACI 318-02. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH. "THE REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE".PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 21. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY S O DETAILED AND APPROVED BY THE STRUCTURAL ENGINEER. 22. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (NO: 6 BARS OR LARGER) 2" (NO 5 BARS OR SMALLER) 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1-1/2" SLABS AND WALLS: GREATER, OF BAR DIAMETER + 1/8 OR 3/4" 23. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS . 24. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED , RECOMMENDATIONS. GROUT STRENGTH SHALL BE LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3,000 PSI MIN). EXP RED ,N0V 2012 ANCHORAGE EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BARS) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED WITH SIMPSON EPDXY "SET-XP" OR EQUAL. SPECIAL INSPECTION IS REQUIRED. RODS SHALL BE ASTM A-36 UNLESS NOTED OTHERWISE. 26. DRIVEN PINS AND OTHER POWDER ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE. INSTALL IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE. STEEL 27. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON EITHER AISC-LFRD, AISC 355, OR AISC-HSS AND CHAPTER 22 OF THE INTERNATIONAL BUILDING CODE. 28, STRUCTURAL STEEL SHALL BE GRADE A-36 UNLESS NOTED OTHERWISE. 29. ARCHITECTURALLY EXPOSED STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 30. ALL ANCHORS EMBEDED IN MASONRY OF CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD. 31. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND A.W.S STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS(AS DEFINED BY A.W.S.) SHALL BE USED ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT LBS AT -20 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION 32. WELDING INSPECTION SHALL BE IN COMPLIANCE WITH AWS D1.1. WOOD 33, ALL SOLID LUMBER TO BE GRADED BY WCLIB OR WWSA. ALL LUMBER SHALL BE HEM -FIR #2 (HF #2) OR BETTER. ALL SOLID LUMBER 5" X 4" OR LARGER SHALL BE DOUGLAS FIR #2 (DF #2) U.N.O. ALL GLUE -LAMINATED LUMBER SHALL BE GLULAM 24F-1.8E WS. LUMBER IN CONTACT WITH CONCRETE AND ALL EXTERIOR WOOD SHALL BE PRESSURE TREATED, ALL CONNECTORS GALVANIZED. INSTALL SOLID BLOCKING BTWN JOISTS AT ALL BEARING POINTS. 34. 35. THROUGH BOLTS AND LAG BOLTS SHALL BE ASTM A307. PROVIDE MALLEABLE IRON WASHER AT ALL BOLT AND LAG BOLT LOATIONS. PROVIDE CUT WASHER FOR ALL BOLTS PROTRUDING BEARING WOOD. 36. ALL METAL (CONNECTORS, NAILS, BOLTS, ETC.) IN CONTACT WITH P.T. WOOD SHALL BE HOT DIPPED GALVANIZED. 37. FOR FASTENER SCHEDULE FOR STRUCTURAL MEMBERS SEE IRC TABLE R602.3 PROTECTION FOR REINFORCEMENT OF CAST IN -PLACE CONCRETE MIN. COVER Concrete cast against and permanently exposed to earth 3" Concrete exposed to earth or weather Wall panels: No. 6 through No. 18 bars 2" No. 5 bars, W31 or D31 wire, and smaller 1 1/2" Concrete exposed to neither earth or weather Slabs, walls, and joists: No. 14 and no. 18 bars 1 1/2" No: 11 and smaller bars 3/4" Beams and Columns: Primary reinforcement, ties, stirrups, and spirals 1 1/2" Shells and folded -plate members: No. 6 bars and larger 3A" No. 5 bars, W31 or D31 or smaller 1/2" AA\ / //// //// //// //.// //// /l// 2x6" Sill Plate, P.T. (E) Slab on Grade r v r Truss per Manufacturer Specs. Roof Sheating per SW Schedule �-Asphalt Shingles on #15 Felt Boundary Nailing Simpson H1 Simpson A35 / 2x6" DBL Top Plate 2x6" Bottom Plate 2x12" BLKG Floor Sheating //// //L /!// //./.• //// /s// //// /s// //// l r d o Ir • i r N • • N a �i •. • /r • •, • • n r. v r y v r N , , r 2.2 48" (E) Basement Wall REVIEWED FOR CODE COMPLIANCE APPROVED DEC 16 2011 City of Tukwila BUILDING DIVISION Wall Sheating per SW Schedule Rim Board P.t ,v. x ; 4247Q a, • TYPICALWALLSECTION (TWS NOTE: NO STRUCTURAL CHANGES FROM. THE APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS PRIOR TO MAKING CHANGES, WRITTEN APPROVAL IS OPTAINED FROM THE ENGINEER OF. RECORD. IF • CHANGES ARE MADE WITHOUT WRITTEN APPROVAL; • SUCH CHANGES SHALL BE. THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE CONTRACTOR OR SUB CONTRACTORS INVOLVED.AND SHALL BE THEIR: RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER. Gutter SCALE: 3/4" = 1'-0" (1:16) REOEIV CITY OF TU LA OCT072011 tecinstrL Ct dI1TCENTER LLC 6830 NE Bothell Way - Suite C, PMB 181, Kenmore, WA 98028 Telephone (206) 553 9076 - Fax (206) 529 4408 ENGINEERING OWNER: Julian Sanchez SHEET ADDRESS: 3712 S 130th St, Tukwila, WA 98168 PARCEL NO.: 734560-0945 DESCRIPTION: DATE: Workshop above exist. Garage 10/04/11 SCALE: as noted ENGINEER: Roland Heirnisch, P. E. si' 1 KEY NO. 3.1 3.2 3.3 co co r- (E) Flab on Grade 3.2 24" Concrete ,,„/ Stem Wall Step down -1-- 4 - 3.1 Full height Concrete Wall Concrete Pilaster per Detail D1/S2 remove (E) Post 30x30 • I El I I• L- 3.2 24" Concrete Stem Wall ��Step down 3.1 Full height - Concrete Wall Concrete Pilaster per Detail D1/S2 /.. 8 " • 16" S1� (5) Rebars #4 longitudinal 2.11 Simpson CB66- (E) Sla 0 Bituminuous Felt 1/2" Expansion Joint v r 3 " CLR 3.4 v v • i .1 • v v •.b - x ;-t,- is I . a vj �n DETAIL 18" 2.11 (3) Rebars #4 each direction SCALE: 1" = 1'-0" (1:12) Simpson CB66 (E) Slab \ o -Bituminuous Felt 1/2" Expansion Joint X "-aX ke-r J FOUNDATION PLAN SCALE: 1/4" = 1'-0" (1:48) 2.1 , /,/, ,/,/ ,/„ STRUCTURAL MEMBERS FOUNDATION Basement Wall, 1 w/ footing 16x10" 2,500 psi, thickness 8", (E) Cont. Footing, fc = 2,500 psi, w/ 2ft stem wall Spread Footing, fc = 2,500 psi, 30x30x10" Spread Footing, fc = 2,500 psi, 18x 18x 10" (4) Vertical Rebars #4 n kr l / 411.E 8 4" L 1 0 00 J ,--,, ,,, ,,, L. LKG e • a• -rtX I v d v ✓ 4 v 30" 8" min. Cover 3.3 DETAIL SCALE: 1" = 1'-0" (1:12) ;/7Sheathing (E) Siding v° Simpson LU28 0 or equal 3x3" Guard Post Spacing btwn Raiiings (Cables/Bracings) to be max. 4" Wood Decking slope 1/4" per ft = c4i w co 2.9 INSPECTION FOR VERIFICATION OF DRILLED HOLES AND HOLE PREPARATION FOR EPDXY SHALL BE REQUIRED PRIOR TO INSTALLATION OF EPDXY AND RE -BAR (OR BOLTS IF APPLICABLE). INSPECTION SHALL BE INCLUDED WITH THE FOUNDATION INSPECTION. open Stirrups #3. @ 12" o.c. (vertical). doweled w/ non - shrinkage grout, 4" min. embedm. DETAIL ilaster (4) Vertica' Rebars #4 1/2" Expansion Joint (E) Slab n Xv= SCALE: 1" = 1'-0" (1:12) • • i• 111 • n • • e• • L • `- 2x8" Ledger, connected to wall w/ 5/8" Bolt @ 16" o.c., staggered P 9 ✓ f\ a 2.10 2.12 Simpson ABA44 min. a 12" below ground DETAIL P •' ✓ v l (E) Wall - open Stirrups #3 @ 12" o.c. (vertical) doweled w/ non - shrinkage grout, 4" min. embedm. 3.1 (E) Footing BLKG D7 NOTE: Provide BLKG @ 4ft o.c. for min. 2 Bays where Floor Joists run parallel to wall 2.11 2.12 2.10 2.9 2.8 2.12 2.1 2.11 2.6 2.11 2.4 D4 Simpson H1 Simpson A35 2x6" DBL Top Plate 2.11 (2) 5/8" Through -Bolts 2x10" Rim Board Simpson BC4 (2) Rebars #4 ea. direction FRAMING ABOVE GARAGE Truss per Manufacturer Specs. Roof Sheating per SW Schedule Asphalt Shingles on #15 Felt Boundary Nailing ThN DETAIL V 1 771 KEY NO. STRUCTURAL MEMBERS FLOOR SYSTEM ABOVE GARAGE Glulam Beam, WS, 24F-1.8E, 5-1/2x12" to replace (E) (4) 2x12" 2.5 2 6 Column HF No.2, 6x6" 2.11 2.1 2.2 1/4" Lag Screws 3-1/2", DETAIL 2.3 2.3 2.2 2.2 2.3 Gutter Wall Sheating per SW Schedule Floor Sheathing 2.2 Simpson U210 DETAIL 2.1 2.1 • • 2.1 • • Boundary Nailing BLKG (E) Sill Plate (E) Basemen Wall REViEVVED FOR CODE COMPLIANCE APPROVED 2x6' Rafter 1.4 1.3 1.3 1.3 1.1 1.5 1.5 7.1 ROOF FRAMING Ifff \ 6 1.3 KEY NO. STRUCTURAL MEMBERS ROOF LEVEL 1.1 Manufactured Trusses @ 24" o.c. 1.2 Manufactured Trusses @ 24" o.c. Header, DF No.2, 4x6" 41 .51 48" Ledger Roof Sheathing Asphalt Shingles on #15 Felt Simpson H2.5 Simpson A35 OWNER: ADDRESS: 2.3 DETAIL 5/8" Through Bolts @ 18" o.c. BLKG Bottom Plate ,/-Floor Sheathing RECEtVE CITYOFTU lA OCT 0/1U11 PERMIT CENTER SCALE: 1" = 1'-0" (1:12) teciristriict C 6830 NE Bothell Way - Suite C, PMB 181, Kenmore, WA 98028 Telephone (206) 553 9076 - Fax (206) 529 4408 ENGINEERING Julian Sanchez 3712 S 130th St, Tukwila, WA 98168 PARCEL NO.: 734560-0945 DESCRIPTION: Workshop above exist. Garage DATE: 10/04/11 SCALE: as noted ENGINEER: Roland Heimisch, P. E. SHEET S2 Wall Sheathing per SW Schedule. Simpson Holdown (see shearwall plan for Typ and locations) Sill Plate 2 x 6", PT for min. embedm. see Holdown Schedule HOLDOWN DETAIL (TYP.) SCALE: 1" = 1'-0" (1:12) LSTA36 connect. top plates to concrete Wall U 14' A P1-6 Sill Plate Simpson UFP10-SDS3 2 Anchor Bolts 1/2" Install UFP's along exterior concrete walls max. spacing = 6'. • UFP INSTALL DETAIL (TYP.) SCALE: 1" = 1'-0" (1:12) • 211-6" GARAGE LEVEL SHEAR WALL PLAN SCALE: 1/4" = 1'-0" (1:48) (2) LSTA36 connect. Header to concrete Wall 00 • SHEAR WALL SCHEDULE1- NAILING PATTERN VERICAL DIAPHRAGM WALL SHEATHING (PANEL) THICKNESS & GRADE SHEARWALL TYPE. SPAN INDEX NAIL TYPE4 NAILING WALL STUD GRADE & SPACING EDGE FIELD BLKG REQ'D BLOCK SIZE ABUTTING PLYWOOD PANEL EDGE MEMBER SIZE TOP PLATE NAILING SIZE & SPACING SOLE PLATE NAILING SIZE & FOUNDATION ANCHOR BOLTS SIZE & SPACING ALLOWABLE LOADS SEISMIC / WIND P1-6 7/16" APA RATED/OSB ONE FACE SIMPSON CLIPS 24/0 8d 6"0. 12" o.c. HEM -FIR @. 16" o.c. yes 1Ed@5" 16d@5" UFP10 -SDS3 @ 226 PLF / 316 PLF 6ft o.c. A35 @ 24" o.c.' HORIZONTAL DIAPHRAGM THICKNESS & GRADE SPAN INDEX NAIL TYPE NAILING BOUNDARY ALL OTHER EDGES. BLKG REQ'D FLOOR NAILING 3/4" CDX T&G APA RATED/OSB 48/24 10d 6" o.c. 12" o.c. yes ROOF NAILING 7/16" APA RATED/OSB 24/0 8d 6" o.c. 12" o.c. yes HOLDOWN SCHEDULE SYMBOL HOLDOWN BOLT SIZE EMBED. SCREWS MIN. WOOD MEMBER TICKNESS Simpson HTT4 5/8" 7„ 18-10d x 1-1/2. (2) 2x Ii o• I N �. UI P1-6 P1-6 20'-6" 2ND FLOOR SHEAR WALL PLAN SCALE: 1/4" = 1'-0" (1:48) co 0 ( ) STRAP SCHEDULE SYMBOL (A) STRAP MST37 WOOD MEMBER (2) 2x NAILS 20 -16d (B) MSTC48B3 (2) 2x 12-10d (Face), 4- 10d (Bottom); 38- 10d (Studs) 3.1 SHEAR WALLS 1. ALL SHEAR WALLS SHALL CONFORM TO IBC SECTION 23. REQMNTS. APPLY NAILING TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKINGS. SHEATHING SHALL BE INSTALLED VERTICALLY W/ 4x10 SHEETS FROM THE SILL PLATE AT THE FOUNDATION TO THE LOWER OF THE DOUBLED TOP PLATES AT THE MAIN LEVEL AND FROM THE UPPER OF THE DOUBLED. TOP PLATES AT THE WALL TO THE TOP OF THE DOUBLED TOP PLATES AT THE UPPER LEVEL. WHERE APA SHEATHING IS APPLIED ON BOTH FACES OF THE WALL AND NAIL SPACING IS LESS THAN 6" O.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBER, OR FRAMING SHALL BE 3x NOMINAL AND NAILS ON EACH SIDE SHALL BE STAGGERED. WHERE ALLOWABLE SHEAR VALUES EXCEED 350 PLF (NAIL SPACING 4" OR LESS, OR SHEAR WALLS W/ PLYWOOD APPLIED ON EACH SIDE OF THE STUD WALL) FOUNDATION SILL PLATES AND FRAMING ABUTTING PANEL EDGES SHALL BE 3x NOMINAL OR (2) 2x W/ STAGGERED NAILING. ABOVE. LISTED ALLOWABLE SHEAR CAPACITIES ARE ADJUSTED FOR USE OF HEM -FIR STUDS, SPACED NO MORE THAN 16" O.C. AND SHEATHING APPLIED DIRECTLY TO FRAMING MEMBERS. 14 GAUGE STAPLES W/ 7/16" CROWN. AND 2" NOMINAL LEG LENGTH OR . 0.131 DIA. P-NAILS W/.2" NOMINAL LENGTH CAN BE SUBSTITUTED FOR 8D • COMMON NAILS W/ REDUCED SHEAR CAPACITIES TO USE STAPLES. VERIFY W/ ENGINEER ALL FASTENERS SHALL BE DRIVEN FLUSH W/ SURFACE OF SHEATHING. PROVIDE A SINGLE JOIST OR MIN. 2x SOLID BLOCKING BELOW AND.AT THE TOP OF ALL SHEARWALLS. ;; • 2.3 2.11 i i REVIENED FOR CODE COMPLIANCE APPROVED DEC 162011, City of Tukwila BUILDING DIVIS101{ 13.4 • S. irks 3.3 SECTION A -A SCALE: 1/4" = 1'-0" (1:48) RECEIV CITY OFTU LA OCT QJ 2011 PERMIT CENTER 2.1 2.2. Ill A tecirstrLc Way- Suite 553 9076 - Fax C PMB 181 Kenmore (206) 529 4408 WA 9802 LIC 6830 NE Bothell Telephone (206) ENGINEERING 8 OWNER: Julian Sanchez SHEET ADDRESS: 3712 S 130th St, Tukwila, WA 98168 S 3 PARCEL NO.: 734560-0945 DESCRIPTION: Workshop above exist. Garage DATE: 10/04/11 SCALE: as noted ENGINEER: Roland Heimisch, P. E.