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Permit D15-0146 - SHELTON RESIDENCE - NEW DETACHED GARAGE
SHELTON RESIDENCE 1184744 TH AVE s D15-0146 City of Tukwila • Deportment of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: httr)://www.TukwilaWA.Rov Parcel No: 3347400505 DEVELOPMENT PERMIT Permit Number: D15-0146 Address: 11847 44TH AVE S Issue Date: 9/15/2015 ' Permit Expires Off: 3/13/2016 Project 4mi , i 4RELTON RESIDENCE Owner: Name: SHELTON PAUL G+TIKHONOVA NA Address: 11847 44TH AVE S , TUKWILA, WA, 98178 Contact Person: Name: LEWIS PUGH Address: 2520 96TH ST E , TACOMA, WA, 98445 Contractor: Name: GARAGES ETC INC Address: 2520 96TH ST E , TACOMA, WA, 98445-5730 License No: GARAGE1081B7 Lender: Name: PAUL SHELTON Address: 11847 47TH AVE S , TUKWILA, WA, 98178 Phone: (253) 539-1010 Phone: Expiration Date: 4/8/2017 DESCRIPTION OF WORK: CONSTRUCT NEW 960 SF DETACHED GARAGE Project Valuation: $45,763.20 Fees Collected: $1,571.40 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: U Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No I Permit Center Authorized Signature: Date: I hearby 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 2w4pit and agree to the con4itio� attached to this permit. Signatu Print Ni Date: "6 ` 45 This permit shall become null and void if the work is not commenced within 180 days for 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: Permit satisfies planning requirements. Note: 1) Accessory dwelling units are not allowed in detached structures per TMC 18.10.030(2)(d). 2) Home occupations are not allowed in accessory buildings per TMC 18.06.430(2). 2: Drainage flow from garage downspouts shall not reach adjacent properties. Provide additional storm drainage downspout control measures per the 2009 King County Surface Water Design Manual if adjacent properties are impacted. 3: 'BUILDING PERMIT CONDITIONS' 4: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 5: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 6: 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. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 15: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 0201 FOOTING 0409 FRAMING 0401 ROOF SHEATHING 0406 SUSPENDED CEILING 0413 WALL SHEATHING/SHEAR CITY OF TUKP ;A Community Development Department ' Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 b—q://www.TukwilaWA.p,ov Building Permit No.yg - 01 4 Project No. Date Application Accepted: Date Application Expires: I or office use only) CONSTRUCTION PERMIT APPLICATION 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 King Co Assessor's Tax No.: 3347400505 Site Address: 11847 44th Ave S Tenant PROPERTY OWNER Name: Paul Shelton Address: 11847 44th Ave S City: Tukwila State: WA Zip: 98178 CONTACT PERSON — person receiving all project communication Name: Lewis Pugh Address: 2520 96th St E City: Tacoma State: WA Zip: 98445 Phone: (253) 539-1010 Fax: (253) 539-1926 Email: info@garagesetc.com GENERAL CONTRACTOR INFORMATION Company Name: Garages Etc Inc Address: 2520 96th St E City: Tacoma State: WA Zip: 98445 Phone: (253) 539-1010 Fax: (253) 539-1926 Contr Reg No.: GARAGEI081B7 Exp Date: 03/15/2016 Tukwila Business License No.: Suite Number: Floor: New Tenant: ❑ .....Yes ❑ ..No ARCHTI'ECT OF RECORD Company Name: N/A Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: N/A Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name �RL � 'mil_ -no AZ Address: llgl .7 444 vim, /-r City: State. Zip: f H:Wpplications\Forms-Applicatiom On LncX2011 ApplicationsTermit Application Revised-8-9-1 I.docx Revised: August 2011 bh Pagel of 4 BUILDING PERMIT INFORMATIC 206-431-3670 Valuation of Project (contractor's bid price): $ 49,870 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Build a detached garage 30x32xlO with loft storage area Will there be new rack storage? ❑..... Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below ExistingInterior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I �` Floor 1,100 2nd Floor P Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage 960 Attached Carport Detached Carport 399 Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? El ....... Yes FIRE PROTECTION/HAZARDOUS MATERIALS: ❑....... Sprinklers ❑....... Automatic Fire Alarm Compact: Handicap: El ....... No If `Yes", explain: ❑ .......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 8-112 " x I I " 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:\Applieatiots\Fonns-Applications On Linc\2011 Applications\Permit Application Revised - 8-9-1 Ldoex Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INF( 1ATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑... Water District #125 ❑ .. Highline ❑ .. Renton ❑ ...Water Availability Provided Sewer District ❑ . Tukwila ❑ ... Valley View ❑ . Renton ❑ ...Sewer Use Certificate ❑ •• Seattle ❑...Sewer Availability Provided Septic Svstem: ❑ On -site Septic System —For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report El...Bond ❑ .. insurance El •:•T>affc Impact Analysis ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) [I .. Hold Harmless — (SAO) ❑ ....Hold Harmless — (.ROW) Proposed Activities (mark boxes that aimlv)• ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ ...Backtlow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size... " ❑ ...Temporary Water Meter Size.. " ❑ ...Water Only Meter Size............ " ❑ ...Sewer Main Extension.............Public ❑ ❑ ...Water Main Extension.............Public ❑ FINANCE INFORMATION Fire Line Size at Property Line ❑ ... Water ❑ ...Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billin • Mailing WO# WO# WO# Private ❑ Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size Number of Public Fire Hydrants) ❑ ...Sewage Treatment Day Telephone: City Day Telephone: State Zip H:XApplications\Fonns-..Applications On Linc12011 ApplicationsTermd Application Revised - 8_9-I l.docx Revised: August 2011 bh City State Zip Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDIN Signature Date: 06/16/2015 Print Name: Rick Escalante Day Telephone: (253) 539-1010 Mailing Address: 2520 96th St E Tacoma WA 98445 City State Zip H:tApplicationslForms-Applications On LincUOI I ApplicationsTertnit Application Revised - &9-11.docx Revised: August 2011 bh Page 4 of 4 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $972.29 D15-0146 Address: 11847 44TH AVE S Apn: 3347400505 $972.29 DEVELOPMENT $926.20 PERMIT FEE R000.322.100.00.00 0.00 $921.70 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 TECHNOLOGY FEE $46.09 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R6lS9 R000.322.900.04.00 0.00 $46.09 $972.29 Date Paid: Tuesday, September 15, 2015 Paid By: PAUL SHELTON Pay Method: CHECK 6634 Printed: Tuesday, September 15, 2015 10:46 AM 1 of 1 SYSTEMS Date Paid: Tuesday, June 16, 2015 Paid By: SHELTON PAUL G+TIKHONOVA NA Pay Method: CHECK 6532 Printed: Tuesday, June 16, 2015 11:17 AM 1 of 1 CR?W SYSTEMS 4-< INSPECTION RECORD I L,),- ��� 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) 438-9350 Proj ct: 340 I O GL422 e Type gflncpectio F r S Ailress: _ � / 96 1.� s4). . Date Called: Special Instructions: Date Wanted: a.m. ' (— �� p.m. RecIester. Phone No: (Inspector: IDate./Z_�i (� I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. N INSPECTION RECORD r° -- 6( Retain a copy with permit Y,6 SP ON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (200 431-3670 Permit Inspection Request Line (206) 438-9350 fV6(C4-4-tPi1 C3 Prod ct: Type�� Inapecti: C / � � QQ i LLq Address: 42 Date Calle : Special Instructions: 44 Dat Wanted* a.m. (j .-- S p.m. Requester: ` Phone No: 2--5-3 7iJ Approved per applicable codes. Corrections required prior to approval. COMMENTS: ,,u a ( v( ct Ed � d QGrf�'�c r (-C) V , 1-7 r U/ L ( r ` 4 ujt'rid eLu dI& u�ek S Z�- C e-S ot- - V Ct f f rspecto r: Dat� ©� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ►J �An INSPECTION RECORD A-) Retain a copy with permit I Dos 10 f `{7 NN&PtCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr�gct: Ty of Inspection, Vnr 1 Date Called: Special Instructions: Ithi Date Wanted: a.m. 0 ® _ j p.m. Requester: Phone No: IInspector: �` IDat(6d 2-4 — ( r— ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r9� INSPECTION RECORD Retain a copy with permit PI� � 6 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspecti n: a A dres: i Y V XOP-fiO, Date Called: Special Instructions: �{ Dat Wanted: a.m. —2,f p.m. Requester: Phone No: IInspector: 4�- IDate\0-2 j El 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 1�>(S--Ot7Y6 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro_ ject: (k'G�. Type of In pection: A dress: AVe S� Date Called: t`a � �C Special Instructions: Date Wanted: a. p.m. Requester. �( � l /�C��L- Ph ne No: 25--CoS---7(5-6 nspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. EROY SURVEYORS & ENGINEERS, INC. G;�.'' Surveying • Engineering • Geology • Septic Design • GPS • GIS Mapping Garage Etc. July, 23, 2015 2520 96th ST E PEI[I'r7:e; Tacoma, WA 98445 Attn: Mr. Lewis Pugh I�ORRECTON I_T R # ..,._.1i` REvitvvtu r0"R ODE COMPLIANC APPROVED SE' n 1 9015 City of Tukwila UILDING DIVISII ii t' CITY OF T''KWILA HERMIT CENTER Shelton Residence Soil Review Address: 11847 44th AVE S Application: D15-0146 Parcel No: 3347400505 Project No: 10339 LS&E completed a review of the soil and geologic condition underlying the proposed garage structure to be built at 11847 44th Avenue South in Tukwila, WA. The single family residential lot is situated on the Ir t side of 44th Avenue South and east of the Duwamish River. The 12,500 sf lot is nearly level with a le story wood framed home. It is our understanding the project consists of building a new garage cture on the site. City of Tukwila has requested in their letter dated July 6, 2015, a verification of soil characteristics, bearing capacities to support the proposed structure. Th.residential lot is located in the alluvial flood plain of the Duwamish River. The alluvial valley is do ` inated by various layers of over bank flood deposits, alluvial sand, silt and gravel. The underlying fogy suggests the alluvial valley is underlain by sandstone and siltstone deposits associated to the Tukwila Formation. These bedrock deposits are further modified by volcanic intrusive and regional structural movement. The 90 degree turn in the Duwamish River from flowing north to flowing west, just north of the subject property is an indication of the structural movement. A large outcropping of the Tukwila sandstone is mapped at the change in orientation in the river flow and in outcrops just east of the subject property. We have project experience in the area relating to the soils. The surface soils are moderately dense medium sand. The sand overlies the deeper very dense Tukwila Sandstone. The depth of the sand cover varies from a few feet near the outcrops to several tens of feet near the river. Older, deeper channels may also exist in the bedrock sandstone. It is our opinion the proposed garage will be founded on the medium dense sand. Based on our knowledge of the area and the research and review we make the following recommendations; Excavation for the monolithic slab proposed should be observed and the bearing capacity of the exposed sand should be evaluated prior to placement of the concrete slab. The excavation should be proof rolled to identify soft or unsuitable foundation soils. If soft or loose areas of sand are observed, they should be compacted to a non -yielding condition. LeRoy Surveyors & Engineers, Inc. • P.O. ffx 740, PuyZP, N 253-848.6608 • fax 253.840.4140 • www.iseino.com Shelton Garage Soil Review July 23, 2015 Page 2 To prevent moisture wicking through the slab we recommend a vapor barrier be placed between the foundation soil and the concrete slab. Soft, wet, or unsuitable soil conditions should be over -excavated and replaced with 2 to 4 inch compacted angular crushed rock or CDF. If bedrock is encountered in the excavation, the extent and depth of the rock should be determined and if practical, footings extended to rest on the bedrock. Final grading should provide for positive drainage of surface and storm water away from the foundation and slab. The conclusions and recommendations presented in this evaluation are based, in part, on our research, existing mapping and reports at the time, exploration reports completed by others which included subsurface explorations and our field observations and confirmations for this study; therefore, variations in the subgrade conditions may be discovered. Future performance and integrity of site development depends largely on proper initial site preparation, drainage, and construction procedures. Monitoring and testing by experienced geotechnical professional should be considered an integral part of the planning, development and construction process. LS&E is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Please feel free to call me at 253-848-6608 if you have any questions. Respectfully Submitted, LeRoy Surveyors & Engineers, Inc. -EX fif F� lIWIT 1Ef��� Rex Humphrey, L.E.G. Engineering Geologist LeRoy Surveyors & Engineers, Inc. • P.O. Box 740, Puyallup, Washington 9837.1 253.848,6608 • Fax 253.840.4140 • www.iseinc.com 7 lS cel e /'`- 10' PAu s geI row t�8w7 by 411� so. i u1<w j-A wh, 960.0 .0 Piface.l 1 33H7Y0- os0S- Ley+l oesc. - Ni1tMANS meA�o� GARaevs p"V' / t: %, of N %, of toT 93e T6a41 C %L of /oT5 9Sf 96 Pe f, ke L- o r t ry Ajo roo 6961007 i4Ppleovera Feb. Zq4 /989 rQecokdo1v1y Ira- 95-.v12Zo327 LoT 2S� M 2.D ORS✓',,a e n� p Pao G Qbe p� 32 401' do v Nabby p5 cfe�a� O—� � 3o, 1=x�sTN1 S loo GmtreA't' 2j �7• '�� 344� ra it, _ tic vSe, WATeAREVIEWE — — D FOR � 4 CODE CO MPLIANCE z `-) APPROVED SEP 0 1 2015 v City of Tukwila �. 3UIL,DINO DIVISION RECENED CITY OF TUKWILA TRe_e,s JUN 16 2015 PERMIT CENTER ��O t O14YARX0T kw SJ505438K IA1 GABLE Page 1 of 6 Shelton / ML TSE #8447S-14 I D29u 1 ZdtP71 kLFGIYA3XZOWzXLAY-dDgJn7Q W7Y 1: I-2-0-0, 15-0-0 30-0-0 32-0-0 CAUTION!! WHEN PRINTING HARI) COPY 2-0-0 15-0-0 15-0-0 2-0-011 USE "DOCUMENTANDMARKUPS"SETTING 1 14 6.00 12 151g 2x4 II 2x4 II x4 11 2x4 11 17 2x4 2x4 11 2x4 II 9 18 11 2x4 II 45 II 2 19 2x4 11 8 4 2 20 2x4 II 2x4 II 45 II 2x4 II 6 7 4 6 21 22 2x4 II 2x4 II 4 5 S O 5 2 S 4 23 24 2x4 II 3 S g 25 2 1 1 8 g 3 5 S 8 S Ot216 7 StS 2S 3S 45 7 8 9 S mit LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x6 DF SS BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 7 36 35 34 33 32 31 30 29 28 5x6 11 3x4 = 5x6 11 30-0-0 30-0-0 SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud Plate Grip DOL 1.15 TC 0.43 Vert(LL) 0.00 26 n/r 120 Lumber DOL 1.15 BC 0.33 Vert(TL) 0.00 26-27 n/r 90 Rep Stress Incr NO WB 0.22 Horz(TL) -0.01 28 n/a n/a Code IRC20121TP12007 (Matrix) BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. All bearings 30-0-0. (lb) - Max Horz52=-208(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 50, 49, 48, 47, 46, 45, 44, 43, 42, 39, 37, 36, 35, 34, 33, 32, 31, 30 except 52=-378(LC 6), 51=-328(LC 7), 29=-534(LC 6), 28=-613(LC 7) Max Grav All reactions 250 lb or less at joint(s) 50, 49, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 37, 36, 35, 34, 33, 32, 31, 30 except 52=702(LC 21), 51=406(LC 8), 29=643(LC 9), 28=870(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-52=-568/220, 26-28=-571/236, 10-11=-78/253, 11-12=-78/272, 12-13=-78/271, 14-15=-77/255, 15-16=-83/277, 16-17=-84/264 Scale = 1:100.3 TRUSS STUDS ARE CUT FOR WINDOW OPENING AT 2 DIFFERENT LOCATIONS (ONE LOCATION PER TRUSS). FRAMED OPENING USES CONVENTIONAL HEADER, PLATES, AND ADDITIONAL "WALL" STUDS AND TRUSS IS SHEATHED AT OUTSIDE FACE. THIS IS ACCEPTABLE PROVIDING CUT STUDS ARE TOENAILED TO FRAMING AND HORIZONTAL BLOCKS ARE INSTALLED AT THE CORNERS OF THE OPENING TO RECEIVE A SIMPSON LSTA24 STRAP SEE TRUSS "AlIFIX11" AND "A1FIX2" FOR OPENING LOCATIONS PLATES GRIP MT20 185/148 Weight: 349 lb FT = 20 % Structural wood sheathing directly applied or 6-" oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-47, 8-46, 9-45, 10A4, 11-43, 12-42, 13-41, 15-40, 16-39, 17-37, 18-36, 19-35, 20-34 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. NOTES- (16-17) 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft, Cat. 11; Exp B. partially; MWFRS (envelope) gable end zone, cantilever left and right exposed , end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10, Pf=25.0 psf (flat roof snow), Category 11, Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 50, 49, 48, 47, 46, 45, 44, 43, 42, 39, 37, 36, 35, 34, 33, 32, 31, 30 except Ot=lb) 52=378, 51=328, 29=534, 28=613. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) All dimensions given in feet -inches -sixteenths (FFIISS) format. 17) It is permissible to cut out gable studs for a window as long as it is framed similar to a window opening in a wall with a header to support the studs above. LOAD CASE(S) Standard Continued on page 2 ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANS►/TPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 DEC 2 1 2a15 yERMIT CENTER 11 /24/15 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Panp 7 of R Job Truss Type Ply - - ----] Garages Etc. / Paul Shelton / MLSJ505438K FA1 GABLE 2 2 1 Job Reference (optional) /.b3U s JUI v 2u15 mi I eK Inoustnes, mc. Wea NOV 16 14:52:13 2015 Page 2 1 D:Z9u 1 ZdtP71 kLFGIYA3XZO WzXLAY-5Q Eh?TQ8ur9wC4eGXVyuQ bGvMyvcpgFGXM SbUeyHu D W LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 28-52=-14, 1-2=-132(F=-66), 2-14=-132(F=-66), 14-26=-132(F=-66), 26-27=-132(F=-66) ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 1 /24/15 Digitally signed by: Terry L. Powell, P.E. r r� i j� theTRUSSCO. INC. SJ505438K A1FIX1 IGABLE Page 3 of 6 altor / ML Job Reference(optional) 7.630 s Jul 9 2015 MiTek Indi ID:Z9u 1 ZdtP71 kLFGIYA3XZO W2XLAY-2oM SQ9SPQTQI 2-0-0 15-0-0 19-1-14 24-1-14 30-0-0 32-0-0 1 2-0-0 1 15-0-0 I 4-1-14 1 5-0-0 1 5-10-2 1 2-0-0 4x6 = 2x4 11 2x4 11 2x4 11 2x4 II 12 1314 15 2x4 II 2x4 II 6.00 1(jx4 11 2x4 11 2x4 16 2x4 II 2x4 II 1 1 17 2x4 11 2x4 II 2x4 g 18 2x4 11 4x5 2x4 11 8 1§r17 6x6 , 2 1 4x5 II 2x4 11 6 7 S 20 21 2 2x4 II 2x4 11 4 5 S 0 S __ 22 3 2x4 11 2 1 3 3x8 11 4 25 Scale: 1/8"=1' TOENAIL CUT STUDS TO FRAMING AND ADD BLOCKS FOR SIMPSON LSTA24 STRAPS AT CORNERS OF OPENING. TRUSS PLATES NOT REQUIRED TO ATTACH CUT STUDS 1 8 9 3 262827 S3S4 5 6 _...._ 6 S O S 1S2 3x II M. W x = 4x SIMPSON LSTA24 STRAP (TYP 4 PLACES) 55 54 53 52 51 50 49 48 47 46 45 44 43 42 489 38 37 36 35 34 33 32 31 30 29 41 5x6 II 5x6 II 3x4 = 1 19-1-14 24-1-14 30-0-0 19-1-14 I 5-0-0 I 5-10-2 I w uro-U CUyCI Iu.U-c-o U-i-icl lcy.cuue U-o-c LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.35 TCDL 8.0 Lumber DOL 1.15 BC 0.30 BCLL 0.0 Rep Stress Incr NO WB 0.21 BCDL 7.0 Code IRC2012/TP12007 (Matrix) _ LUMBER - TOP CHORD 2x6 DF SS BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 `Except` W4: 2x4 HF Stud, W3: 2x8 DF No.2 OTHERS 2x4 HF No.2 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 27 n/r 120 MT20 185/148 Vert(TL) -0.00 27-28 n/r 90 Horz(TL) -0.01 29 n/a n/a Weight: 371 lb FT = 20 BRACING - TOP CHORD BOT CHORD WEBS U61010 REACTIONS. All bearings 30-0-0. (lb) - Max Horz55=-208(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 53, 52, 51, 50, 49, 48, 47, 46, 45, 42, 40, 33, 32, 31, 35, 36 except 55=-347(LC 6), 54=-299(LC 7), 30=-490(LC 6), 29=-559(LC 7), 39=-132(LC 11), 34=-130(LC 11) Max Grav All reactions 250lb or less at joint(s) 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 33, 32, 31, 35, 36, 37, 38 except 55=677(LC 21), 54=373(LC 8), 40=260(LC 18), 30=595(LC 9), 29=825(LC 20), 39=372(LC 18), 34=369(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-55=-555/205, 27-29=-558/219, 10-11=-77/251, 11-12=-82/270, 12-13=-84/269, 14-15=-81/256, 15-16=-96/281, 16-17=-120/276 WEBS 3963=-367/135, 6365=-379/139, 3464=-364/132, 22-64=-4711171 Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-50, 8-49, 9-48, 10-47, 11-46, 12 35, 13-44, 15-43, 16-42, 17-40, 22-34 1 Brace at Jt(s): 56, 59, 61, 63 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (16-17) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf, BCDL=4.2psf; h=25ft; Cat. II; Exp B; partially, MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 14-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ` This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 53, 52, 51, 50, 49, 48, 47, 46, 45, 42, 40, 33, 32, 31, 35, 36 except Qt=lb) 55=347, 54=299, 30=490, 29=559, 39=132, 34=130. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) All dimensions given in feet -inches -sixteenths (FFIISS) format. 17) It is permissible to cut out gable studs for a window as long as it is framed similar to a window opening in a wall with a header to support the studs above. r!.6A0VASE(Mt9ndard ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 DEC 2 12015 PERIVIIi" CENTER 1 /24/15 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO, INC. Panp A of R Job --]A1FIX1 Truss Truss Type pty Ply Garages Etc. / Paul Shelton / ML SJ505438K GABLE 1 1 Job Reference (optional) • /.oJu s Jul a 4U IJ IV 1 I eK Inausines, Inc. VVea Nov 10 14:n e:u ZU1 J vage z ID:Z9u 1 ZdtP7l kLFGIYA3XZO WzXLAY-2oM SQ9SPQTQeROoffw_M VOLF5mbVHapZ_gxiZXyHuDU LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 29-55=-14, 1-2=-132(F=-66), 2-14=-132(F=-66), 14-27=-132(F=-66), 27-28=-132(F=-66) ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 1 /24115 Digitally signed by: Terry L. Powell, P.E. theTRUSSCo. INC. Pane F of R rSJob 505438K ussTruss �A`lFIX2 Type GABLE Oty 1 Ply Garages Etc. IfPaul Shelton / ML 1 I i Job Reference (optional) 11 141, o<, io nnien inuuau wa, niu. vveu rvuv 10 wac. it cu io I 76 ID:Z9u1ZdtP7lkLFGIYA3XZOWzXLAY-_BUCrrTfy4gMghylmLOgaRQaNZGalUCrR_QpdPy uS -2-0-0 12-6-0 15-0-0 17-6-0 30-0-0 32-0-0 2-0-0 12-6-0 2-6-0 2-6-0 12-6-0 2-0-0 SIMPSON LSTA24 STRAP (TYP 4 PLACES) 6.00 r 2x 2x4 II 2x4 11 45 11 2x4 11 6 2x4 (1 4 5 3 2 1 1S 2S 3` i 2x4 11 46 = 2x4 11 Scale = 1:94.6 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 12 13 1415 16 2x4 11 TOENAIL CUT STUDS TO FRAMING x4 2x411 17 2x411 4 111 q 11 18 2x4 11 2x4 11 AND ADD BLOCKS FOR SON 0 19 x5 LSTA24 STRAPS AT CORNERNERS OF SE:20 2x4 OPENING. TRUSS PLATES NOT 8 2x4 11 REQUIRED TO ATTACH CUT STUDS 7 S 10 S I2 21 2x4 II 2 2x4 11 ;:- 6 - 3 _ 2x4 11 3x8 II 318 (, � 1a� I 3x8 II 4r�a�i. 26 S 9 27 29 8 S 1 1 S 0 S � 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 4103839 37 36 35 34 33 32 31 30 5x6 11 3x4 = 5x6 11 1 12-6-0 17-6-0 1 30-0-0 Plate Offsets (X))-- [2:0-2-8 0-1-12] [15:0-3-0 Edgej [28:( LOADING(psf) SPACING- 2-M TCLL 25.0 (Roof Snow=2 plate Grip DOL 1.15 BCDL 8.0 Lumber DOL 1.15 .0 BCDL 0.0 ' Rep Stress Incr NO BCDL 7 _.0 Code IRC2012/TP12007 LUMBER - TOP CHORD 2x6 DF SS BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* W4: 2x8 DF SS, W3: 2x4 HF Stud OTHERS 2x4 HF No.2 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.43 Vert(LL) -0.00 28 n/r 120 MT20 185/148 BC 0.33 Vert(TL) 0.00 28-29 n/r 90 WB 0.22 Horz(TL) -0.01 30 n/a n/a (Matrix) Weight: 376 lb FT = 20 BRACING- TOPCHORD BOTCHORD WEBS JOINTS REACTIONS. All bearings 30-0-0. (Ib) - Max Herz56=-208(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 54, 53, 52, 51, 50, 49, 48, 47, 39, 38, 37, 36, 35, 34, 33, 32, 43 except 56=-377(LC 6), 55=-329(LC 7), 31=-536(LC 6), 30=-611(LC 7) Max Grav All reactions 250 lb or less at joint(s) 54, 53, 52, 51, 50, 49, 48, 39, 38, 37, 36, 35, 34, 33, 32, 45, 44, 43, 42 except 56=706(LC 21), 55=404(LC 8), 47=262(LC 17), 31=641(LC 9), 30=877(LC 20), 46=383(LC 17), 41=398(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-56=-570/219, 28-30=-573/235, 10-11=-66/256, 11-12=-68/259, 12-13=-124/260, 13-14=-88/271, 15-16=-76/256,16-17=-125/268,17-18=-99/256, 18-19=-75/262 WEBS 46-67=-378/0, 65-67=-391/0, 41-08=-393/3, 66-68=-504/4 Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-51, 8-50, 9-49, 1048, 1147, 19-39, 20-38, 21-37, 22-36, 1246 1 Brace at Jl(s): 57, 59, 61. 63, 66, 68 MiTek recommends that Stabilizers and required cross bracing be instarred� during truss erection in accordance with Stabilizer Installation guide, 1 -.... y NOTES- (16-17) o .'..: k-• 1) Wind: ASCE 7-10, Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. It; Exp B; partially, MWFRS (envelope) gable f -• -(• r a: a end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ` J f 1 •' i` : N [ L A 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow), Category 11, Exp B, Partially Exp.; Ct=1.1 DEC 7 1 2015 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. �1 ` '} 6) All plates are 1.5x4 MT20 unless otherwise indicated. ' E R M ! l CENTER 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 14-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 54, 53, 52, 51, 50, 49, 48, 47, 39, 38, 37, 36, 35, 34, 33, 32, 43 except Qt=lb) 56=377, 55=329, 31=536, 30=611. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) All dimensions given in feet -inches -sixteenths (FFIISS) format. 17) It is permissible to cut out gable studs for a window as long as it is framed similar to a window opening in a wall with a header to support the studs above. LOAD CASE(S) Standard Continued on page 2 ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 4rls" lam" 11 /24/15 Digitally signed by: Terry L. Powell, P.E. .* l/, theTRUSSco. INC. SJ505438K IAIFIX2 IGABLE Page 6 of 6 l ID:Z9u1ZdtP71 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 30-56=-14, 1-2=-132(F=-66), 2-15=-132(F=-66), 15-28=-132(F=-66), 28-29=-132(F=-66) s jut tl LU1t) MI I eK Inaustne LAY-_B U C rrTfy4 g M g h y 1 ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 1 /24/15 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. 2012 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: GARAGES ETC PLAN: SHELTON GARAGE SITE CRITERIA DESIGN WIND (IBC) SEISMIC SOIL RISK ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY LOAD (MPH) CATEGORY 25 PSF 110 MPH B D D II SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC APPROX. PER CONDITIONS REPORT PER SPECTRAL SPECTRAL ELEVATION OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss <15% NONE I NONE I 0.566g I 1.507g 1 20 FT. John Hodge, RE 261.5JahnAve. N.W. FIL Suite E6 Gig Harbor,WA 98335 Phone: (253) 857-7056 Fax (253) 857-7599 PROJECT NUMBER 150559 DATE 08-17-15 ORIGINAL STAMP MUST Fs_Cr'gE T BE VALID CITY OF TUr'.V1rILA AUG 2 i 2015 PERMIT CENTER SITE: ' 11847 44TH AVE S Y '! TUKWILLA, WA 98178 TRUSS MANUFACTURER SHOP 0 R 1 DRAWINGS PROVIDED FOR MOO ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY �� 'F"�`� \37�8B >> r�L coPTRiGNTaim� NODGE 041WERMG, arc. DO NOT ACCEPT FOR PERMIT WLESS AN ORIGMAL RED SEAL DO NOT ACCEPT COPY 2012 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner This engineering calculations package contains the lateral and gravity load engineering as noted in the engineering scope. All engineered load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the 2012 IBC. The cover sheet of the engineering specifies the engineering scope as lateral and gravity load engineering. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-10, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 10 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7-10 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-10 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S, and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7-10 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2012 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Loads to the foundation or soil have reinforced footings where required. 2 of 36 TABLE OF CONTENTS Project and Site Information........................................................................................................... - Engineering Methods Explanation (2012 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner) - Wind Speed Determination - Applied Technology Council - Seismic' Spectral Response - USGS Design Maps Summary Report - Satellite Image of Building Site and Surrounding Area - Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 psf) LateralAnalysis................................................................................................................................ - Project Lateral Information tDesign Settings and Site Information - Woodworks@ Shearwall Lateral Analysis - Layout and Uplift by Floor - Design Summary - Shear Wall Design and Hold Downs - Shear Results for Wind - Critical Response Summary - Shear Results for Seismic - Critical Response Summary - Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified) - Plan Specific Lateral Items GravityLoad Analysis..................................................................................................................... - Forte® Job Summary Report - List of Beams and Headers - Member Reportsb bndividual Beams and Headers - Post Capacities Tables - Toe Nail tRim to Top Plate Connection - Toe Nail bJoist to Top Plate Connection - Typical Top Plate Splice Calculation - Plan Specific Gravity Items Foundation........................................................................................................................................ - 1500 PSF Reinforced Concrete Pad Calculations - Continuous Concrete Footing with Stem Point Load Engineering - Restrained Retaining Walls if Present - Unrestrained Retaining Walls if Present - Plan Specific Foundation Items ' 2012 International Building Code (IBC) 4 of 36 'A.`L S 112th-St _ �t ,< w T U'%w St 1 � � '(( ��/ "ley •f 1 " x k Ilac ,b1 1847 44th Ave'SS.` 1 1 ., 150659"- Rohdo& S 124t-h-St - S-1Q5th-St s i m • �` ! Tz i 4 S-12601-St .�c.� �..—�.,� s • �� , ;{* I Mt s\ G 2 ,11 Goo le c 0/1 UZU'l b aearcn Kesuis Tor map Home Ground Snow Loads Related Resources Sponsors About ATC Contact Search Results Latitude: 47.4968 Longitude:-122.2786 ASCE 7-10 Windspeeds (3-sec peak gust MPH*): Risk CategoryL 100 Risk Category II: 110 Risk Category III -IV: 115 MRI** 10 - Year: 72 MRI** 25 - Year: 79 MRI** 50 - Year: 85 MRI** 100 -Year: 91 ASCE 7.05: 85 ASCE 7-93: 70 *MPH(Miles per hour) **MRI Mean Recurrence Interval (years) Users should consult with local building officials to determine If there are community -specific wind speed requirements that govern. Download a PDF of your results Canada AIBERTA I '._1.4fe, SASKATCHEWAN NORT I f.rrllY MONTANA DAKO' sour DAKO' WYOMING NE6n NEVADA United Sta UCOL.ORADO San FranciscoTAH K) 0 CALIFORNIA oLas Vegas r O Los Angeles ,Map data ©2015 Google, INEGI WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site. Users of the information from this web site assume all liability arising from such use. Use of the output of this web site does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site(s) described by latitude/longitude location in the wind speed report. Sponsored by the ATC Endowment Fund - Applied Technology Council - 201 Redwood Shores Parkway, Suite 240 - Redwood City, California 94065 - (650) 595-1542 7of36 hltn•1AA1irv1cnoMnfrnrnrilnrnfinriarnhn7nntinn=rnm 1nRriar=lRl2titivla_-0/7i1d7AQA71ZQ0/r:70/R0RInnnihvin=_17777AA17Rrick ra4 111 0/ i /vzu i uesign neaps aummary Keport w GS Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.496760N, 122.27862°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 5000rn ��. ftmt y O Newcastle 1 � T W � g O 960 509 u 599 N 0~R �T H Su en o T. i AM ERICA �m g 4} map�UQBt 02015 p om�lida 0 'Op r f' m MapQuest USGS-Provided Output Ss = 1.507 g Sms = 1.507 g Sps = 1.005 g S1 = 0.566 g SM1 = 0.848 g Sp1 = 0.566 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEA Response Spectrum 1.76 1.60 1.44 1.29 1.12 Ch 0.96 rM 0.20 Y, 0.64 0.42 0.32 0.16 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 1.10 0.99 0.88 0.77 tT 0.66 V to 0.55 0.44 0.33 0.22 0.11 0.0© 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 8 of 36 h}fn!lahnl-aarthnin4orriicncnrn,lriacinnmanchic/circnmaninhn?tomnlafr�minimalRlafitivlc=d7dCY:7FQRlnmitirlci-17��7Rfi17Rcitarlacc-2Crickratonnni=n 1/1 Hodge engineering inc. Snow Loading Calculation Site: 11847 44th Ave S Tukwilla, WA 98178 Plan: Shelton Gargae Job: 150559 Following: - Snow Load Analysis for Washington; Second Edition by the Structural Engineers Association of Washington - WABO/SEAW White Paper #8 "Guidelines for Determining Snow Loads in Washington State" available on www.seaw.org/publications - ASCE 7-10 Chapter 7 Snow Loads Ground Snow Load pg: (ASEC 7-10 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Elevation = 20 ft. Ground snow load = NGSL x elevation = 0.050 * 20 =1 psf = pg Roof Snow Load Pf: ASCE 7-10 7.3 Flat roof snow load pf = 0.7CXtlpg ASCE 7-10 7.3.1 Ce is the exposure factor = 1.2 for partially exposed structure (table 7.2) ASCE 7-10 7.3.2 Ct is the thermal factor = 1.1 for heated residences (table 7.3) ASCE 7-10 7.3.3 1 is the importance factor = 1.0 for residences ASCE 7-10 7.4 Sloped roof snow loads - no roof slope reduction Cs taken ASCE 7-10 7.6 Trussed roof or slope exceeding 7:12 — no unbalanced snow loading pf = 0.7CeCtlpg =0.7*1.2*1.1*1.0*1psf =lpsf Minimum roof snow load 25 psf. jurisdiction...."_ASCE 7-101.2 L- "Snow load to be approved by the authority having Hodge Engineering, Inc. John L. Hodge P. 1;. 2615 Jahn. A-,-e NW Ste. J 5 Gig Harbor, ANA (.18335 (253) 857-7055 Fax (25:3) 557-7599 9 of 36 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN I WoodWorks® Shearwalls 10.31 150559 - LATERAL ANALYSIS.wsw Project Information COMPANY AND PROJECT INFORMATION ComDanv Project Hodge Engineering Exposure B 2615 Jahn Ave NW E5 Seismic Category D Gig Harbor, WA 98335 2012 IBC 253-857-7055 DESIGN SETTINGS Aug. 19, 2015 14:36:06 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 19% 10°s 4.00 - Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads when comb'd w/ wood panels Always Drag struts Applied loads Shearwall Relative Rigidity: wall capacity Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110mph Risk Category Category II - All others Exposure Exposure B Structure Type Regular Enclosure Partly Enclosed Building System Bearing Wall Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.570g Ss:1.510g Fundamental Period E-W N-S - - - Site Location: - T Used Approximate Ta 0.102s 0.102s 0.102s 0.102s Elev: 20ft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Maximum T 0.143s 0.143s Case 2 E-W loads N-S loads Response Factor R 6.50 6.50 Eccentricity (%) 15 15 Fa: 1. 00 Fv: 1.50 Loaded at 7 5 0 10of36 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 150559 - LATERAL ANALYSIS.wsw WoodWorks® Shearwalls 10.31 Level 1 of 1 Aug. 19, 2015 14:35:56 40' 25.9 - 85.9 85.9 - 25.9 37.5' 35' 32.5' M V 0 M o � M U 06 U M 30' 27.5' 25' 22.5' 20' h 17.5' 0 15, 12.5' 10, 7.5' 5' 2.5' 0' v9 -2.5' -5- -7.5' 41.2 - 137.1 137.1 - 41.2 -10, -12.5' -15' -7.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' Factored shearline force (Ibs) LLU Unfactored applied shear load (plf) Factored holddown force (Ibs) 0-0 Unfactored dead load (plf,lbs) • C Compression force exists 0-0 Unfactored uplift wind load (plf,lbs) ■ Vertical element required Applied point load or discontinuous shearline force (Ibs) Loads Shown: W; Forces: 0.6W + 0.61D. Orange = Selected wall(s) 12 of 36 WoodWorks® Shearwalls 150559 -LATERAL ANALYSIS.wsw Aug. 19, 2015 14:36:06 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev ft Depth in Height ft shrinkage in length in Ceiling 11. 67 0.0 Level 2.83 10.0 8.00 13.8 14.5 Foundation 2.00 RI nCK and ROOF INFORMATION Block Dimensions ft Face Type Roof Panels Sloe Overhang ft Block 1 Story N-S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 1.00 Extent X,Y = 32.00 30.00 South Gable 90.0 1.00 Ridge X Location, Offset 16.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 20.07 9.24 West Side 30.0 1.00 13 of 36 WoodWorks® Shearwalls 150559 -LATERAL ANALYSIS.wsw Aug. 19, 2015 14:36:06 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibslin in in 1 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 6 12 Y 1,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Sun`— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Iblin. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof — roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-314" (gypsum sheathing, 25132" fiberboard), 1-112" (lath & plaster, 112" fiberboard); 13 ge plasterboard = 0.92" x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086" x 1-518" 6d = .092" x 1-7/8'; 8d = .113" x 2-3/8'° 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-114" long. 518" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges, Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Grp Species Grade b d Spcg in in in SG E Standard Wall I pSiA6 1 I Hem -Fir Stud 1 1.50 5.50 16 0.43 1.20 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 14 of 36 WoodWorks® Shearwalls 150559 -LATERAL ANALYSIS.wsw Aug. 19, 2015 14:36:06 SHFARLINF_ WALL and OPENING DIMENSIONS North -south Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group X ft Start End ft Wind Seismic ft Line 1 Level 1 Line 1 Seg 1 0.00 0.00 30.00 30.00 25.00 25.00 8.00 Wall 1-1 Seg 1 0.00 0.00 30.00 30.00 25.00 25.00 - opening 1 - - 13.00 18.00 5.00 - - 8.00 Line 2 Level 1 Line 2 Seg 1 32.00 0.00 30.00 30.00 25.00 25.00 8.00 Wall 2-1 Seg 1 32.00 0.00 30.00 30.00 25.00 25.00 - opening 1 - - 13.00 18.00 5.00 - - 8.00 East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group Y ft Start End ft Wind Seismic ft Line A Level 1 Line A Seg 1 0.00 0.00 32.00 32.00 11.50 11.50 8.00 Wall A-1 Seg 1 0.00 0.00 32.00 32.00 11.50 11.50 - Opening 1 - - 1.50 4.50 3.00 - - 8.00 Opening 2 - - 16.00 30.00 14.00 - - 8.00 Line B Level 1 Line B Seg 1 30.00 0.00 32.00 32.00 32.00 32.00 8.00 Wall B-1 Seg 1 30.00 0.00 32.00 32.00 32.00 32.00 - Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - dimension perpendicular to wall FHS - length of full -height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 15 of 36 WoodWorks® Shearwalls 150559 -LATERAL ANALYSIS.wsw Aug. 19, 2015 14:36:06 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 16 of 36 WoodWorks® Shearwalls 150559 -LATERAL ANALYSIS.wsw Aug. 19, 2015 14:36:06 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For H/W-Cub ASD Shear Force [pit] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 1 Lnl, Levl 1 Both 1.0 1392 55.7 55.7 339 1.00 S 339 8463 0.16 Line 2 Ln2, Levl 1 Both 1.0 1392 55.7 55.7 339 1.00 S 339 8463 0.16 E-W W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both 1.0 1584 137.7 137.7 339 1.00 S 339 3893 0.41 Line B LnB, Levl 1 Both 1.0 1584 49.5 49.5 339 1.00 S 339 10833 0.15 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. H/W--Cub — Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int and ext. unit shear capacity inc. perforation factor. V — For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 17 of 36 WoodWorks® Shearwalls 150559 -LATERAL ANALYSIS.wsw Aug. 19, 2015 14:36:06 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [Ibs] Diaphragm Force Fpx [Ibs] Ibs s .ft E-W N-S E-W N-S 1 23229 960.0 3574 3574 4677 4677 All 23229 - 3574 3574 - - Legend: Building mass - Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear- Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Input by user (overriding calculated value). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.01; Ev = 0.201 D unfactored; 0.141 D factored; total dead load factor: 0.6 - 0.141 = 0.459 tension, 1.0 + 0.141 = 1.141 compression. 18of36 WoodWorks® Shearwalls 150659 -LATERAL ANALYSIS.wsw Aug. 19, 2015 14:36:06 SHFAR RFSl1LTS I flexihle seismic desianl N-S W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 1 Lnl, Levl 1 Both 1.0 1251 50.0 50.0 242 1.00 S 242 6045 0.21 Line 2 Ln2, Levl 1 Both 1.0 1251 50.0 50.0 242 1.00 S 242 6045 0.21 E-W W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Rest). Line A Level 1 LnA, Levl 1^ Both 1.0 1251 108.8 108.8 242 1.00 S 242 2781 0.45 Line B LnB, Levl 1 Both 1.0 1251 39.1 39.1 242 1.00 S 242 7738 0.16 Legend. Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir— Direction of seismic force along shearline. H/W--Cub — Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int and ext. unit shear capacity inc. perforation factor. V — For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 19 of 36 O C " JOB SUMMARY REPORT F` 150559.4te 61: ROOF FRAMING Member Name Results Current Solution Comments R1 Passed 1 Piece(s) 5 1/2" x 15" 24F-V4 DF Glulam R2 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R3 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 Forte Software Operator Job Notes Joe Greenfield Shelton Hodge Engineering (253) 857-; 055 joe@,I,odaeengineering.com 8/21 /2015 2:41:18 PM Forte v4.6, Design Engine: V6.1.1.5 150559.4te Page 1 of 4 20 of 36 it F O R T E 5 MEMBER REPORT ROOF FRAMING, R1 1 piecii 5 1/2" x 15" 24F-V4 DF Glulam PASSED 0 Overall Length: 16' 6" 1 16' 0 E 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing Is Conceptual Design Results Actual C Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 8199 @ 1 1/2" 10725 (3.00") Passed (76%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 6708 @ 1' 6" 16761 Passed (40%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 32803 @ 8' 3" 47261 Passed (69%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (In) 0.349 @ 8' 3" 0.542 Passed (L/559) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defi. (in) 0.560 @ 8' 3" 1 0.813 Passed (L/348) 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (1./240). Bracing (Lu): All compression edges (top and bottom) must be braced at 16' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 2.29" 3094 3300 3506 9900 None 2 - Trimmer - HF 3.00" 3.00" 2.29" 3094 3300 3506 9900 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.1S) Comments t - Uniform (PSF) 0 to 16' 6" 17' 15.0 - 25.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 16' 6" 10, 10.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Garages Etc Forte Software Operator Job Notes Joe Greenfield Shelton Hodge Engineering (253)857-7055 joe@hodgeengineering.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD T SUSTAINABLE FORESTRY INITIATIVE 8/21/2015 2:41:19 PM Forte v4.6, Design Engine: V6.1.1.5 150559.4te Page 2 of 4 21 of 36 .%/ F 0 R T E MEMBER REPORT ROOF FRAMING, R2 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 5' 6" 5, J o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 423 @ 1 1/2" 6563 (3.00") Passed (6%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 259 @ 10 1/4" 3045 Passed (8%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 470 @ 2' 9" 2989 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.009 @ 2' 9" 0.175 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.015 @ 2' 9" 1 0.262 1 Passed (L/999+) - 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: U. (L/360) and TL (U240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead . Floor Live Snow .. Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 155 220 138 513 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 155 220 138 513 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Commence 1 - Uniform (PSF) 0 to 5' 6" 2' 15.0 25.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 5' 6" 2' 10.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Garages Etc Forte Software Operator Job Notes Joe Greenfield Shelton Hodge Engineering (253)857-7055 joe@hodgeongineering.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO 4 SUSTAINABLE FORESTRY INITIATIVE 8/21/2015 2:41:19 PM Forte v4.6, Design Engine: V6.1.1.5 150559.4te Page 3 of 4 22 of 36 i F 0 R T E a MEMBER REPORT ROOF FRAMING, R3 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 3' 6" 3. J 0 E O All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing is Conceptual Design Results ` Actual 0 Location Allowed ' Result _ LDF I Load: Combination (Pattern) Member Reaction (Ibs) 1715 @ 1 1/2" 6563 (3.00") Passed (26%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 878 @ 10 1/4" 3502 Passed (25%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 1294 @ 1' 9" 3438 Passed (38%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.009 @ 1' 9" 0.108 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (In) 0.014 @ 1' 9" 0.162 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. $upports Bearing Loads to Supports (Ibs) Accessories Total Available Required :" Dead Floor Live _ Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 632 700 744 2076 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 632 700 744 2076 None Tributary Dead Floor Live Snow Loads Location. Width (0.90) .(1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 3' 6" 17' 15.0 - 25.0 Residential -Uving Areas 2 - Uniform (PSF) 0 to 3' 6" 10, 10.0 40.0 - Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Garages Etc Forte Software Operator Job Notes Joe Greenfield Shelton Hodge Engineering (253)857.7055 joe@hodgeengineering.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD (Ij) SUSTAINABLE FORESTRY INITIATIVE 8/21/2015 2:41:19 PM Forte v4.6, Design Engine: V6.1.1.5 150559.4te Page 4 of 4 23 of 36 Post Capacities roll over images Wow to rera largos .mega !. Bcarirg Past 1 siTC by .r - ,._.:5, ttD3B Vortical MT4 Vortical C O ir>•.tMlaoon rrnstallation t. 1.. Typcat C6SO- HOU Vcruml SDS2 In.-te9 ation ki-r alfation o ter! U Post Allowable Compression Loads for Douglas -Fir -Larch Framing Lumber Pero to Grain, Pc.- Compression Capacity Parallel to Gra In, Pc (100) Compression Capacity Parallel toGrain, P (160) Size Grade Nominal Top Plate Height (it.) Nominal Top Plate Height (ft.) 8 1 9 10 11 12 8 9 10 11 12 2x4 02 3280 3170 1 2565 2105 1755 1485 3345 2665 2170 1795 1510 3x4 02 5470 5285 4275 3510 2930 2475 5570 4440 3615 2995 2520 2.2x4 !2 6565 6340 5130 4215 3515 2970 6685 5330 4335 3590 3020 4-Inch Oil f2 7655 7395 5985 4915 4100 3465 7800 6215 5060 4190 3525 wall 3.2x4 02 9845 9510 7695 6320 $270 4455 10030 7995 6505 5390 4535 4x6 12 12030 11540 9350 7700 6425 5430 12215 9745 7935 6575 5535 08 !2 15860 15090 12270 10105 8440 7140 16035 12805 10435 8650 7285 4x10 12 20235 19080 15555 12835 10730 9085 20365 16285 13280 11015 9280 2x6 12 5155 8970 7940 6935 6625 5235 11030 9230 7740 6535 5575 3x6 12 8595 14945 13235 11560 10040 8725 18385 15380 12895 10895 9290 2'2x6 12 10315 17935 15M 13875 12050 10470 22060 18455 15475 13075 11145 6 Inch 4x6 !2 12030 20925 18530 16185 14060 12215 25735 21530 18055 15255 13005 Wall 3 2x6 12 15470 26905 23825 20810 18075 15705 33090 27685 23215 19610 16720 6x6 11 18905 25260 23500 21505 19415 17375 34255 11 1 30035 26025 22475 19450 6x8 !1 1 25780 34450 1 32045 I 29320 26475 1 23690 46715 1 40955 1 35485 1 30645 26520 Post Allowable Compression Loads for Hem -Fr Framing Lumber Perp to Grain' PC 1B Compression Capacity Parallel to Grain, Pc (100) Compression Capacity Parallel to Grain, Pc (160) Size Grade Nominal Top Plate Height (it.) Nominal Top Plate Height (ft.) 9 10 11 12 8 9 10 11 12 2x4 !2 2125 2630 2115 1730 1435 1210 2745 2180 1770 1465 1230 3x4 12 3545 4385 3525 2880 2395 2020 4570 3630 2950 2440 2050 4-Inch 2-2x4 12 4255 5260 4230 3460 2875 2425 5485 4355 3540 2925 2460 wall 4x4 02 4960 6140 4935 4035 3355 2830 6400 5085 4125 3415 2870 3.2x4 02 6380 78 00 6340 5185 4310 3635 8230 6535 5305 4390 3690 4.2x4 12 8505 10525 8455 6915 5750 4850 10970 8715 7075 5855 4920 2x6 12 3340 7950 6880 5905 5065 4365 9385 7735 6425 5395 4580 3x6 12 5570 13250 11470 9840 8440 7270 15640 12890 10710 8995 7635 6lnch 2. 2x6 02 6685 15900 13765 11810 10130 8725 18765 15470 12850 10790 9165 wall 36 12 10025 23855 20645 17715 15195 13090 28150 23205 19275 16185 13745 4-2x6I !2 13365 1 31805 1 27525 23620 20260 17455 37535 30935 25700 21585 18325 1. The allowable (ASD) loads are based on the 2012 National Design Specification for Wood Construdion (NOS) including the March 2013 Addendum, for lumber with a moisture content of 19% or less. 2. Post heights are based on standard precut stud heights and associated top plate heights. For Douglas Fir, wan height is nominal height plus 314'(California stud height). For all other species. wall height is nominal height plus 1 1/8'. Effective Bost lergtha, le, are the actual wall height s minus the thickness of 3.2x plates (4 1/2'). 3. Shaded values are limited by the Perpendicular to Grain bearing cepacify, Pcs., when posts bear on wood sin plates. Where posts end sin plates are different species, Designer shell limit allowable load to the lower of the post capacity or the perpendicular to grain capacity for each species used. 4. Perpendicular to grain allowable beds do not Include the NOS Bearing Area Factor, Cb. For posts Miose bearing area is not closer than 3' from the end of a sin plate, the Pc_ values may be multiplied by Cb. LT (Int)• 1.5 2.5 3 3.5 43-7--5.52F i = Bearng Length (pos, thickness) Cti 1.25 1.15 1.13 1.11 1.08 1.07 ~ 1 Cb = Bearing Area Factor per NDS 3.10.4 5. Allowable tension loads ore based on net section assuming hole size equal to bolt diameter plus V16' with the hole driled on the 31/2' face of post for a 4-inch wet: and on the 51/2• face of post for a 6-inch wen. Tension loads have been increased for vend or seismic loading with no further kxxeese allowed. Reduce where other bads govern. 6. Values do not consider combined axial and out -of -plane bending. 7. Bolt diameter 'None" indicates fun cross section. 24 of 36 PROJECT: Rim to Top Plate Connection PAGE: 1 of 1 Hy CLIENT: Typical Floor to Floor Connection DESIGN BY: JEH -' kcrge""�'"`t i�c JOB NO.: detail calc DATE: 2012 IBC REVIEW BY: JEH Toe -Nail Connection Design Based on NDS 2005 INPUT DATA & DESIGN SUMMARY NAIL TYPE( O=Common Wire, 1=Box, 2=Sinker) 0 Common Wire Nail NAIL PENNY -WEIGHT (6d, 7d, 8d, 10d, 12d, 16d, 20d, 30d, 40d, 50d, 60d) 16d LUMBER SPECIES ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), 2 Hem-Fir(N), G=0.46 30' 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8 ) CD = 1.6 J WET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58) CM = 1.0 v TEMPERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58) Ct = 1.0 THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL = 166 Ibf ANALYSIS TOE -NAIL FACTOR ( Sec 11.5.4.2, NDS 05, Page 78) Ctn = 0.83 NAIL LENGTH L = 3 1/2 In THE SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO is = L / 3 = 1 1/6 in THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = L(cos300) -ts = 1.86 In NAIL DIAMETER D = 0.162 In THE PENETRATION FACTOR (Note 3, Tab 11 N, NDS 2005, Page 97) Cd = 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11N, PAGE 97, AS Z = 125 Ibf THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL IS Z' = ZCDCMCACM = 166 Ibf Tunica) Naii nimancinnc fAnnpndix LA_ NDS 2005_ Pane 1671 Type Penny -Weight 6d 7d 8d 10d 12d 16d 20d 30d 40d I 50d 60d Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 51/2 6 Common Diameter 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0.225 0.244 0.263 Head 0.266 0.266 0.281 0.312 0,312 0.344 0.406 0.438 0.469 0.500 0.531 Length 2 21/4 21/2 3 1 31/4 31/2 4 41/2 5 Box Diameter 0.099 0.099 0.113 0.128 1 0.128 0.135 0.148 0.148 0.162 Head 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406 Length 1 7/8 8 1/8 2 3/8 2 7/8 3 1/8 3 1/4 3 3/4 4 114 4 3/4 5 3/4 Sinker Diameter 0.092 0.099 0.113 0.120 0.135 0.148 0.177 0.192 0.207 0.244 Head 0.234 0.250 0.266 0,281 0.312 0.344 0.375 1 0.406 0.438 0.500 Technical References: 1. "National Design Specification, NDS', 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 25 of 36 0 PROJECT: Joist to Top Plate Connection PAGE: 1 of 1 CLIENT: Typical Floor to Floor Connection DESIGN BY: JEH gp4g# JOB NO.: detail calc DATE: 2012 IBC REVIEW BY: JEH Toe -Nail Connection Design Based on NDS 2005 INPUT DATA & DESIGN SUMMARY NAIL TYPE (O=Common Wire, 1=Box, 2=Sinker) 0 Common Wire Nail NAIL PENNY -WEIGHT (6d, 7d, 8d, 10d, 12d, 16d, 20d, 30d, 40d, 50d, 60d) 8d LUMBER SPECIES ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), 2 Hem-Fir(N), G=0.46 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8 ) CD = 1.6 WET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58) CM = 1.0 TEMPERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58) Ct = 1.0 THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL = 106 Ibf ANALYSIS TOE -NAIL FACTOR ( Sec 11.5.4.2, NDS 05, Page 78) Ctn = 0.83 NAIL LENGTH L = 2 1/2 In THE SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO is = L / 3 = 516 In THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = L(cos300) -ts = 1.33 In NAIL DIAMETER D = 0.131 In THE PENETRATION FACTOR (Note 3, Tab 11 N, NDS 2005, Page 97) Cd = 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11N, PAGE 97, AS Z = 80 Ibf THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL IS Z' = ZCDCMC1CdCt„ = 106 Ibf Tvnirai Nail Dimpncinnc /Onnenrlly LA_ NDS 2005_ Pane 1671 Type Penny -Weight 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 51/2 6 Common Diameter 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0.225 0.244 0.263 Head 0.266 0.266 0.281 0.312 0.312 0.344 0.406 0.438 0.469 0.500 0.531 2 21/4 21/2 3 31/4 31/2 4 41/2 5 Box 0.099 0.099 0.113 0.128 0.128 0.135 0.148 0.148 0.162 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406 VHead 1 7/8 8 1/8 2 3/8 2 7/8 3 1/8 31/4 3 3/4 4 1/4 4 3/4 5 314 Sinker 0.092 0.099 0.113 0.120 0.135 0.148 0.177 0.192 0.207 0.244 0.234 1 0.250 1 0.266 1 0.281 0.312 0.344 0.375 1 0.406 0.438 0.500 Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 26 of 36 PROJECT: Typical Top Plate Splice Calculation PAGE: 1 of 1 H*erc�in6etltl(3in+. CLIENT: Residential DESIGN BY: JEH JOB NO.: DATE: 2012 IBC REVIEW BY: JEH PUT DATA & DESIGN SUMMARY \PHRAGM CHORD FORCE RESISTED BY THE TOP PLATE T = C = 1.5 k IL TYPE (O=Common Wire, 1=Box, 2=Sinker) 0 Common Wire Nail IL PENNY -WEIGHT ( 12d, 16d, 20d ) 16d MBER TYPE ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), 3 Hem -Fir, G=0.43 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) MBER GRADE ( O=Select Structural, 1=No.1 & Btr, 2=No.1, 3=NO.2, 2 No.1 4=No.3, S=Stud, 6=Construction, 7=Standard, 8=Utility) P PLATE SIZE Double 2 x 6 No.1, Hem -Fir, G=0.43 AD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8) CD = 1.6 =T SERVICE FACTOR ( Tab 10.3.3, NOS 2005, Page 58) CM = 1.0 MPERATURE FACTOR ( Tab 10.3.4, NOS 2005, Page 58) Ct = 1.0 USE 2 ROWS 4 -16d NAILS @ 2-1/2 in o.c., EACH SIDE. (SIMPSON STRAP NOT REQUIRED.) 2-1/2" MIN SIMPSON STRAP T T 48" MIN ANALYSIS DESIGN VALUE FOR TENSION (Tab 4A, NDS 2005 SUPP, Page 32) Ft = 625 psi AREA OF CROSS SECTION FOR ONE 2 x 6 MEMBER A = 8.25 in SIZE FACTOR (Tab 4A, NOS 2005 SUPP, Page 30) CIF = 1.30 ALLOWABLE TENSION CAPACITY FOR ONE 2 x 6 ONLY T' = AFtCDCMCtCF = 10.73 k > T, SIMPSON STRAP NOT REQUIRED. IL LENGTH L = 3 1/2 In IE MEMBER THICKNESS is = 1 1/2 In E PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = 1.99 in IL DIAMETER D = 0.162 in E PENETRATION FACTOR (Note 3, Tab 11N, NDS 2005, Page 97) Cd = 1.00 E NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NOS 2005 TABLE 11 N, PAGE 97, AS Z = 122 Ibf E ALLOWABLE LATERAL DESIGN VALUE FOR THE ONE NAIL IS Z' = ZCDCMCtCd = 195 Ibf E NUMBER OF NAILS REQUIRED IS n = T / Z' = 7.7 = 8 Nails USE 2 ROWS 4 -16d NAILS @ 2-1/2 in o.c., EACH SIDE. Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 27 of 36 r Hodge engineeringin c. 1500 PSF Reinforced Concrete Footing Pad Calculation Calculating the bearing capacity of reinforced concrete footing pads is more than dividing the design load by the soil bearing capacity. The designer also has to take into account flexure, 1-way shear, and 2-way punching of the concrete pad. The best designed most economical concrete footing pad will maximize all design factors. Governing Failure Mode: For a given design load and soil bearing capacity there are four main failure modes that control design. 1. Soil bearing will be controlled by the size of the pad 2. Flexure is controlled by pad thickness and reinforcement 3. 1-way shear is controlled by pad thickness 4. 2-way punching is controlled by pad thickness and reinforcement Governing Load Case: Each of the four failure modes of a reinforced concrete pad also has a governing load combination in LRFD depending on load type. For example treating the design load as a 100% dead load ignores that the governing load combination for 2-way punching is 1.41D only when dead load is applied without other loading. The governing load combination is 1.20D + 0.50L + 1.6S when a large snow load is used. Notice that snow loading has a distinctly larger effect on footing pad capacity. Conclusion: The correctly designed reinforced concrete pad has more design information than the correct length and width to meet soil bearing capacity. The pad will also have the correct thickness and reinforcement to maximize the capacity of the pad to be most cost effective. have calculated the bearing capacity of footing pads sized 24" to 72" in 6" increments for 1500 psf soils with a larger snow loading. These calculation are attached. When the capacity of the footing pad is exceeded by the design loading the next larger pad has been_specified. Hodge Engineering, Inc. John E. I-todge P. E. 2615 Jahn j -e NW Ste. E�5 Gig Harlx�i28 Of �56335 (25:3) 8,57-70 55 F'ax (253) 557-7.599 Hodge Ergkxring, Inc. Aojecl tide: 2000 PSF Soil Concrete Foo6np Cale doh s HQ � I26i5Jiel AWES EgrkDd coned dgSCen etng Pont Lead FaoN Gg Harbor WA Rolecl Dzsa: IsdatedCarrek Feekrgspo Ibadrg 2538577D55 J t .2 General Footing ..S. rr••Aklx O-SCOCS.-SVIERG1-naom-tcI xC.xUzx 9�xa119.AVw.e.119A Dac,, 21 beeN. lcoo sd Code References Calculations par ACI 316-11. IBC 2012. CBC 2013, ASCE 7-10 Load Combinadons Used: ASCE 7-10 Genefal Information Material Preparllea Solt Deal 9n VSlues fc Concnek 2Bdry sbergln 250 ka' All- .Soil Beennngg 1.50 ksf Pascal Veld Ec: Cmaele Eleslic Mcedus 60.0 lot 3.122.0 oe Ircreex Bean By Feeling Weighl • Sol Pass. Raseencw (br Siring) No 250.0 pcl Concede 0anity • 145.Opc1 Soi4Cancrere Fnctlon CceN. 0,30 g Values Fexure 0.90 Sheer Anolysia Settings 0,750 increases besedmloalinngg Depth Feeling base depth beta lxdax fl Mb Seel%Belnng Flat AAowahlefXesvuemaeazeperbololtkptl• ksl M. ANow%Temp Real. 0.00180 wkxm bxAg teas a belca fl Mk. O•enaning Silky Faces • Mill Shdng Selery feeKK 1.011 1.0:1 Incress Mewed m boliy plmdmemcf Add Fig Wl la Sal Ressure Yes Alloreoe pressure increase pa kd Oldepl• ksf the y wl or stedhy,-a &shears Yes wMn maximum laglnawitlm a greaa4 N AM Pleaslel M la Sol Pes No Ike Pedalled m la slowly, man 8 sheer No WidthperaNi • 2.ON Z Length pads! IS LZ Axe • 2.0fl Fooling Tisel- = 8.0 In Pedeakldm,1le XX. X pas: peralkl to mE Axis Fv paneled to Z-Z Axe ` pH� I RabectionoxolIv olCmcrek., n IBdbmdl0olig 3.0 in Rainfoming y Berl psntlel IC X-X Axe Numbs of Bars 2.0 Remfacng Ben Size • N 4 Ban pareNei b Z-Z Axis Number. W Ban 2.0 r....., .. Reinloieng Be, Sin N 4 Bandwidth Oistrbuten Check (AG /5442) aSnwmr„xA.. Okeckan gan Reel Closer SYan We N Ben requked wank, xona n/e N Benrequired on in side of zoe nla P -Column Load = 2.50 3.0 ksf OB:0. ,Jan µlq kfl µa _.__._. --. __ ......... .. ... ......... k n_...._. y.x = k y-z ...._.-_ __ ............ ........... .......... ... . .... Rove Ey nemlg, In. Projxa Title: 2D0 PSF SON -Concrete Footing C I IeN s 10 P HIgeI2fi,5JamAeNWES 2 Harbor WA �g Engnee o tbye age Prgecl0escr: IsokletlCaxmkFeeergs pa Ibadilg CO 253857-7055 - - General Footing n•=C°uinc lsei2m4 a.eal4o°�° e.ii Desuylim , no Men, Code Rdanes Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Lead Combinations Used : ASCE 7.10 General Information Matebel ProP¢rtlaa Soli Design V.ku fc: Conoco 20 day slrerglA 2.50 kd Mowade Sod Beanrp Footiig Weighs 1.50 ksf No Ipy Reba Yob Ec'. Coos. Elsie Modlus 60.0 kci 3.1 Mo kd incease Beeny By Sri Poll Reshence (kr Slidng) 2so.0 xf Concise DaaM 145.0pcl SdLCoeaee Fricdm Coeff 0,30 g Values Flexure 0.90 Analyels Saning• • 0750 Vagg ImFol ITOft Min Seel %Bendy Rain rrgg hex deplWt. h bebMI sudxe Allaaeoe p'essae ncreax pa b0l of del 0.0 of Mm Allow % Temp Reinf. 0.00100 nm bofxg hex a below 0.0 fl Min. 0,Smm ng Safety Fxw Mn Skdrg Safety Facia 7.0 1 1.0 1 Irxren¢s basedm holing plandmemion Add Fig Wl la Sal Pressure Yes AllaweN¢pressure increase per loot of del• OO ksf Use Mg wl b S1.4y, moments a sane, Yea when maximum krgih a width is grealer4 0.0 a Add Pedeslel WI fa Sal Pressure No the hdesee w4 fa viral, man a smar No Wkdh PsW bM(Axie = 2.5011 Z Lengm peoW b Z ZAxe 2.50N Fooling Themes 10.0m ....__._... P mem're w. X in pe pas: peraNal to%.%Axe 0.0 in h pz pascal b Z., Axe ` H¢bnI 0.0 in 0.0 in RebaBptbm ledx to Eye o Carxk. of. 3 0 b Relnfoncing , Ban penile to X,X Axe Wmbee of Ben ` Ranfacig Bar Size . 4.0 N 4 Ban para4d b ZZ MeNumbs dBan Reinion"B. Sin = 4.0 N 4 •.•••^ •.••••• Bandwidth Doodnidon Check (AG W.4.4- Di-- ReWuYg Close Senessom the Bars required mlMn zme We required m eacn side Of zone n/a ZBan pl' d L add 0 l L S W E N P. Cokmn Load 3.0 0.0 0.0 550 0.0 0.01 08:0"turdm • 00 00 0.0 _.. 00 ........._-__. OD .OD 00 ksf ......_..._.. µa = .............._______ 00 00 0.0 00 0.0 0'0 0.0kM1 µzz = 00 00 ._0.0_ - _ 00. _ - 0.0 .0:0 OOk-fl ....... ..._.... V.x .. 0.0 0.0 .. 0.0 00 0.0 00 O.Ok V.z 0,0 0.0 0.0 00 0.0 00 O,Ok Hodge Engxkeri g, Irc. P"Ki Title 2615 Jam Ave NW ES r 2000 PSF So# - Concrete Fooerg Cabulaws John Hodge nd ID PomLoaa Faux MwnC Rboci Gig Habcr,WA Rgecl Dena: IsoklMCorcrele Fooliys-point baring g ' 4r- ,• n 253d57�7055 .....................ly - - v,..e eva:o •. six. General Footing D.•cu rxmcup Ixcmi6Ne:aaiieoiov%iis�i Desmi 21 -,. lend See DESIGMSVA WRY diddiddi. INrk Rd. Nan Applied Case" ""'and; lad Cambletla PASS 09813 Sal Bearing 1472 kit 150 ksf •D•S-H ShoutZ Zexe PASS Na UMurniy %-% 00 k-N 00 k-fl WO, erluming PASS Na 0.enurnirig 1 OOk-II 00k-fl No Dly PASS Na Slidvg-X-X 00k 001, WSlidng ,Ass Na Sldng ZZ OOk 00k No Siding PASS Na Lykft 00k 00k Wuolh PASS 02274 ZFkxue(•X) 09750 kfl 4288 k-N •120D• WL-Ifi0S-160H PASS 0217d ZFkxure (-%) 0.9750 k.fl 4288 hfl •120D-05OL-t6DS•16OH PAS: 02274 XFkxure (•Z) 0.9750 k.fl 4288 loft .120D•0.A-16OS•160H PASS 02274 XFlexure(Z) 09750kn 4.288 k:N .120D.0.SOl•i 60S•1 WH PASS 0.260 1-way $heal (.%) 1950 psi 750 psi •1200.0.50L•i fi05.160H PASS 02456 7-way $near(-X) 18417 psi 750 psi •12D)•0.5X 16OS-160H PAS: 0260 1-wily SM.,(-Z) 1950 Psi 750 psi .1200.0 SOL 1.6DS-1 rOH PASS 02456 1-wry Sm.,(Z) 18.417 psi 750 psi •120D-0.50L-1608.160H PASS O4992 2way Pmch'ng 748800 1500 Psi '.120D-O50L-160S-160H HOFd a Hoye Engirkenrg, Irc. E4j title: JcM PSF Soil Concrete Foodnp CecilD ons 2675 Jam Ave NW ES Ergecee: Jam Hoye Rgect lD. Pond loatlfwm G3-M77 WA RottlDea tidal tlCanekFeedy poloading 253857.7055 :• Saw ___._ � General Footing .wAbxxxo-roau4+E rtxrfm, Ivomrr-tcce w•cu DrcAcu xc. nssaaA ale. vwauel DsSo, S f ,., aO bonne. 1500 ws DCS7OV %WU4" MARek, Nan Appres Owed" an (AMMMtaadOemed- PA:S 09673 Soil Belong 1.481 ksf 1.50 leaf -D.S.H about 24 ems PASS Na 0-irg X X 00 k it 00 k-M1 Nb Oxvbmng PASS No �uniing LZ 00 k:' 00 k-II WOverWNng PASS Na SBdrlg-X-X OD OOk WS1dng PASS Na Suring-ZZ 00 k 00 k W Shdrg PASS Na UPIIft 00 k 00 k W Loft PATS 0.1625 ZFie- (•X) 7550 k:N 953E kfl •1200-0.5k.I60S.160H PASS 0.1625 Z Fkxum ( X) 1.550 k fl 953E k-h .1.200-C.50,.I 60S•I riOH PASS 01625 XFkxure (.ZI 7550 h-N 9538 MN •1.20D-O.SOl-1605.160H PASS 0.1625 X Flexure (-Z) 1 550 k N 9538 F fl .1.20D-O.5OL-16OS•1 60H PASS 0.2099 1-wily Sm.,(•X) 15746 pn 750 psi •1.20D.05OL-1.605•1.60H PASS 02169 1-wry Sheer(-X) 15746psi 750 Psi .120D.O 5OL-1.6OS-160H PASS 02099 tray Sala (•Z) 15746 Psi 750 be •12OD-0.5OL-16OS-160H PASS 02I99 I -wry Sle TZ) 15746 psi 750 psi -120D.O5OL-16OS-160H PASS 03988 trey Purclvrg 59821 psi I500 psi -I 2OD-0.5OL-i SOS,I 60H 29 of 36 -----_---- --- Hodge EngN-N.Irc. Propel Title: 2000PSFboil " C-te FoolinRekdafem 1511EI IHde e110 OdfOp Gig WA Role,0ataledCaFookrg-IbngHodg2538575 3. General Footing n.=c+u FArAcuaw Ic d.-I euaa ietvTMwa e�i Deenpe- afi'-1-ISOpmI Odds Rlannew Calculations per ACI 318-11. IBC 2012, CBC 2013, ASCE 7.10 Load Combinations Used :ASCE 7-10 General information Material Properties Soil Design Venues rc:Cwbrek?0 day sbangth 2.50 ksi Aaowede Sod0eanr�o imleg 1.50 lest No Mc Reear YbW EE Coter.. Elaslk Me i i. ab Crek Dansdy • fi0.0 ksi 3.122.0 ksi 145.0 pc, Ircreatt Bearing By WegM • Sed Pasdw Reskbnce (b she lgl WConcrek FrkdonCceO. 250.0 pef 0.30 it Values Fle we 0.90 Slxean Analysls Setllnps 0.750 haeasesbasedO (,ddb1mg Depth fooluugg base depth bebx sail surface = 0.0 N Min Skel%Berrdirlg eteiri Min Ad. %Temp Reinl. • 0,00180 Alpwade geseare xraeatt pa bdofdeplF when poring base dibelow 0.0 ks1 0.0fl Min.O.renumi,g Ualy Fee. Min. Slidrg Sahy Facia 1.0 :1 10:1 Increases bash on bolug den dmembn Add Fig M la Sat Press- Yes Allowable gessure'mcrease pen loon 0,0 kid the Ng w1 lb,doledity, moments 8 sheen Yes 9-ter4 when maximum lergih a width is greeted 0 0 fl Add Peters I At b Set Resswe No Use Pedestal wt la akGkM. man B shear No Wglh Farelk4 to X %Ares 3.0 N 2 Leath p 4ifial b Z Z M. 3.0 fl fwh,gTNcknes 12.0m Petlesbldrodre-.. �L y.-._. t X pr paalk4 to X X Mm 0.0 in s1 parallel to Z ZAna ` pHagPI 0.0in 0.0 in Rmer CenteMrre to Edge of Codue, tBakm of lanag 30n Raintorcing 31 YW Bars parade b % X Asn fdxnber of Ban Retire"Bar See 4.0 0 4 Bars pmalel le Z-Z Are Nember of Bars = 4.0 Remfa 1, Bar Sne A 4 ...... Bandwidth DiNlbulon Chack (AG 164.4.2) Direction Regaining Closer SWeradon nla Y Bars requred within mne nla p Ben regmedm each riledzae Na Applied Loatle D Lr L 6 W E H P. Column Load 4.0 000.0 8.0 0,0 0,0 0.0k 08: Wendsd:n 0.0 0,0 0.0 0.0 0.0 000 ksf Yen 00 0.0 00 00 00 0.0 Ok.N O W. - 0.0 _-_...-... 00 .-........ 0.0 .._.._._........ O.o 0.0 0.0 O.90 ..................... Vx 00 0.0 000.0 00 0.0 OOk V-z 0.0 0.0 00 0.0 00 0.0 O.Ok Hodge Ergneenrg, Irc. Rgecl i�tle: 2000 PSF Sod Conaek Footlng Caleu1 bons 2815 Jahn Aw NW ES Ergilex. John Hodge F ajea 10: P -m Load FOooi Hodge Gg4577 WA Prq IDea kdalM Ca aekFme gs po I adg _ M+ 2538577L55 General Footing w=cu..Apl4x S. Icea'.m aaae.usiv aiin Descreom „a2 kpwq.lwo srd CpdaRrraartcw Calculations per ACI 31811. IBC 2012. CBC 2013, ASCE 7.10 Load Combinations Used : ASCE 7-10 General Infonnatlon Msle Hnl ProPertiss Soil Design Values re female28days SQU, • 2,50 ley Aawmde Sotl Beamg • 1.50 ksi No ffyy Reba, YOd Ec' Cmoreie Elasf Ma11us Corcrek Darlsiry = 80.0 ksi 3,122:0 ksi 145.0 q:l hcreatt Beamg Pry Foolug Weigh = sea Passive Reskkrrce lid, Siding) - sal,Cmgek Frkean CaeO = 250.0 per 0.30 N Values Fkrure 0,90 SNa Analysis SoltNlge 0.750 Imeasea tiered on feelinngg Depth fmlirrqq base depth Nbx sal svnc�e = 0.0fl Min Skel%Bearing Rem,. Abw%Temp Pero/. Min. Ovenwang Sakly Factor • 0001 so le plbwade gessure Nrneatt pn bon of depth when porrg baxkbebw 0.0 kid,Min Uft Min. Slidag Safety Fatter • Add Fg Wt la Sal Pressure 10:1 Yes kxreases LNeted on feeling den dmerean Atlowadegesswekueasepnted%dl= oe ksi Lse fl9 w9 lorstabilq.."nls8shean Yea when maxim um length a width 4 greata4 eoft Add Pedestal WI la Sul Pressure No Use Pedestalw bslabliry,man8 shear No Width pan tox-X Aril = 3.SOfl 2 Length parallel b Z Z M. 3.501 Feet, Thmknes 12.0 m P.J.W dmeman.. x pr P-w toX%Axrs or pa alkl le Z2 Axn 0.0in 0.0 in a' He ht Reba,Ce Iadre to Edge of Concrete.. 0.0 in m r� at Bohm of fooling 3.0 in RBlnforoing y W Be Axe w N of Bars Rei0-irig Bar Sae 5,0 p 4 Bars parallel b Z Z Axis Nampa of Ban R-1d.V Ba So, 5.0 r 4 ,... Bandwidth Oisfibutla, Chace (ACI i54.4.2) ... Waction Regairiry Cbsa S-,S- n/a A Bers required within zab n/a on each sd, of zone n/A 4Bars id=i lietl Loatls D Lz L 6 w E H P'Cabmn Load = 6.50 0.0 0.0 100 0.0 0.0 O.Ok OB'O+erdnden = ...._....... 0.0 .. 0.0 .............. 00 _......... 0.0 ___. 0.0 _-. .-....___ 0.0 O.O ksf _-.-...---.--. Ihxr - OD 0.0 0.0 00 00 00 0.0 k-A Mxx • 0.0 0.0 0.0 _..,, 0.0 0.0 _.. -.. 0.0 ............. 0.0 k-N .... ...................... Va = ............. 0,0 .........-.. O.o 0.0 0.0 0.0 0.0 0.0 k V:z 0.0 0.0 0.0 0.0 0.0 0.0 O.Ok E Inc. R ITitle: Hodge ngineering qec 20DO PSF Sod Comete Fool Calculate ns np Foods HedgeGgHBNaWA 2615Jabo Ave NW ES Erginxn RoeIDea John Hodge IsdatMCmuekFoodg Prgecl lD: P'nl Load Feint biting RCS 253857-7055 General Footing _-...... �•cV FNweENG1LG MC. t961A11 artlN. 49.aVM.f 9ce1 Desorption _ r •' • JS fenaM' I�pml DESIOVSIMIARY �a' YA Rro wan App9Ad Opoli eoradnp lAAOfbllalll�an P, OW Bearing 1.478 ksf 150 of .D.S.H about Z-Z axle PASS Na Ownumirg %-X OOk-fl 00k-fl Ne D✓erNming PASS Na OwdumingLZ OOk-fl OOk-fl No O.enttarg PASS n'a Sided. XX 001, OOk NoSlidrg PASS No Skbg-LZ Ilk OOk No Skdng PASS Na Ldt 0.k OD NdLdhft PASS 02111 Zfkxae l•X) 220 k-N 10 424 kN .I20D•0.50..11�5.160H PASS 02111 1Ileuura l-%) 2.20 k�N 1042d kN .1200.050L.1.60S.160H PASS 02t 11 XFkrure (.Z) 2.20 k:N 10424 kfl •1200-050L.1.60S.1.60H PASS 02111 %FlexurelA 2.20kN 10124 k-N •I2OD-0.50.100S.1.60H PASS 0.1811 tray Shear 1.%) 13.58D psi 750 psi .I 2D-0.50L.1605.I.60H PASS 0.1811 1-way SNa I-X) 13580 psi 75.0 psi •121OD-05O.160S.I.60H PASS 0.1811 fray Sheer (.Z) 13580 pP 750 psi .1.20D.O.50L•/ 6DS.I.�H PASS 01811 1-way Shea l Z) 73.5B0 fsi 750 psi 60S.1.60H PASS 03424 2-way Punchlg 51,364 psi 1500 psi :7,M-O.AO •120D.0.5OL.i.6DS.1.Eo4 Hodge Erg -frog, Irw. Prgeal TNe: 2000 PSF Sol. ComHe Foobnp CakMabon Hodge2675JehnAveNWES Engines John Hodge PgxID PoiniLoadFooW G 2WA Prolecl Descr Isolated Corcrek Foourgs gintbaring g 253857]lG5 General Footing ra.=cu..Alowno-I1kAaaluivdsiiai.. Oesaip,ion 4r-,.lwosa OE81T YMS MMY YARYo hoo AppOM ovi rjpYwdrp losdmntlrrien PASS 09947 Sal &wring 1.492 ksf 1.50 of .O.S.H about Z Z axle PASS Ne O+dre,. g-XX 00O1-N 00 kN No Orrin PASS Na Orenumirg Z-Z OONN OOkN No OveMmirg PASS Na Sddng X-X 00k 0 0 k No Slidrg PASS Na SkGg-Z-Z 111 00k No Slkerg PASS Na udAft dot, 0.0 k No L1* PASS 0.2674 ZFkxas(•X) 2.975 kN 11139 k-ft •12(04) 5OL•I WS.I.63H PASS 0.2671 Z Flerrure 4X1 2975 k-N 11139 k-N .1.200-0.5OL.I.GDS.1 WH Pisa 02671 %Fkrure l•Z) 2975 k-fl 11,139 k-q •1.20D.0.5OL•1.6DS.160Fi PASS 0.26]i %Flexure 121 2.975 k-N 11.139 k-N .1.tOD.0.50L•1.605.1.60H PASS 02371 tray SNeer l•%) 17 B40 psi 750, .12OD-Oba•1MS•160H PASS 02379 tray sheer l.%) 17.840 psi 750 psi .1.20D.0.50L,l6OS•1.BOH PASS 0.2379 tray sheer l•ZI 178d0 psi 750 Fat .1.20D.0.50L•t EOS•160H PASS 02379 Iraq Shea l-Z) 17.mmi 750 For .1.20D.0.5OL.1.60S•160H PASS O 4701 tray Pon d" 70.519 Par 450.0 par .1.10D4.5010.605.1.8011 30 of 36 Hoc)ebpmrvg, Inc. PgWFde 2000 PSF Sol - Co+cete Ho Foot Celalekom Had�g@ 757857.7055 NW ES Enpkae Jot.1MC3e +alp O Panl ceefoos He.WA Ptged One. bdalad Caner FaYlgs-poM be6ng 1' General Footing •CO�"pWNO rrinitn00:siii o.>a"vk� , •Ic baro.l9A re Cbdand.e CYadalbns Per ACI 318-11, IBC 2012, CBC 2013, ASCE 7.10 Lwd CombNaOom Ufed : ASCE 7.10 Generol Information M•tadel Prowdiss ic:Camle28byshop 2.50 ka Soil eee19n V.1- AW.U. Sol Bea�np 1.50 km pp Rebr Yrb Ec Caner Ehnic MoDAn 60.0 wr 3.122:0 41 Madx aeenq 8, faoMq WegN Sod Pura Runtence Ib Skdngl NO 250.0 pd Cacxr Oaniry Id5.0 pd $oUCaAxb Focbn CXI 0.30 P Won Flnue 0.90 Shm Anolyfls Sarongs 0.750 bawfeflrsada�borDfph Ar+s.::% Bearg Reel • FooO0YYgg MY=b lames Abwbkpnnan nauxOa ba ddpd• 0.0fl 0.0 b1 M, �� 0.0011 0 Mrn toting 1Yx n babe O.O n �Rer/ Mn. Sk6+q S." Fscla i 1.0:1 kaeesn hese6 on bong plan 6mersbl Add Fq Wl b Sd Pnsue Yes AIaM1e lAnsue ilnmfe per bdd&". 0.0 b1 the%.A b n+w7. enmYnbslrrs Yes Then muman bgnasi6hb 9msbs 0.0n Add Rftol"b Sol P lls No U. PdnW wbftdaY,mom A 0- No Wm p""bxA Av /.0h Ldgn W.M b Z.Z Aos e0A FowgT idsn 12.0 in Pw.tm 6- 0 _ 0+ psrsksl b2-ZAm 0.On M0.0 n RevbEdgedtamele,. Bob lmdbmg 3.On Relnforcin0 FLnpnNdnwx Am rmXnhadeen 6.0 Renbronp Bw sm a A Bnpsrid b Z-Z Arm Rml0erd9rE 0.0 Rvbvq B. S. r a tle,d.Yn Detrbo/on Check lW W./A Dncem Rearing Cla. Slwnbm M sawn leRasdw mTar nls r opm1i9 Na da""id+dxrr APolied Loam D LA L 6 W E H P'Cokrm Load 8.0 0.0 0.0 13.0 0.0 0.0 0.0k OB Omb d,. 0.0 0.0 0.0 0.0 0.0 0.0 µ,a 0.0 00 0.0 00 0.0 0.0 0.0 k-fl _ _ 00 0.0 _ 0.0 _ _0.0 00 V. 0.0 0.0 00 0.0 0.0� 0.0 0.0k V.7 . 0.0 0.0 00 0.0 0.0 0.0 O.Ok . Wove Ergwng, lm Polm ide. Ergbev 2000 PSF Sol • Con -le Fools p CekuY9pns JdnlbO7e P*v ID. P-Load Fo* Z615 Jdn Aw NN E5 GgHWa, wA Pmma Dew bderad Caner fodngspwlbdrg ' ao� n, �.12 . ZS7857.7055 General Footing lxAcacrc. Ir»a a.reup. v.n.uu OnakAion • Sr bnrqI500 W CoNRihrwbr UtLft lnrrs Per ACI 318.11. IBC 2012. CBC 2013, ASCE 7.10 Lwd Con atlons Used: ASCE 7.10 General information M•lenel Nowlas Soil D"19n Values (c:Cemer28dyshng%h 2.50 ka AlftTWBdB Fooug 1.50 lof No pp Rdw YOd Ec Carob Ekrsto Ab6M 60.0i 3.122.0 Aa Inaeex &ulnp Ey WeO Sd Pssaw Rnvwim lb Skdn9) 250.0 od Cacrcb Demy IA5.0 pd SCAf ek Frcbn Coon. 0.30 VYon Fk- 0.90 Shm A-lysl, Setting, 0,750 loos hoedm gprq Depin 0.0fl Nw srd%Benorg Reid. F." hex dgll nebA fd suface Abxablepasare maax per boladiytl• o.O b1 Mb AIw%iertp fNM 0.0018D eLpl boylg pax n,,. O.On lvn 0-.-9 surly Fact I.tn Sbdq L.v Fcn 1.0:1 1.0 1 Msen busdm bolig plan dmanrrr Add Fg Wl b Sod Reuae Yes AlosiM Penaa nawwmbdddap• OOW the to w Ilx "if.,000isbftren Yes alran marrwn bgnasidho¢eema O.On Add FbdesW Wt b Sok PnsrAs No Ills FWnWt b fWlYy. mom b sMr No Wdn mad b XA Are np A,SOA LrgAlel n Z-Z Aa e.50A F.AN ihdrrs 130b � I PaJ_fW dmragm.. % pr'perMd bX-%Ads 0.0n I pWx gpNaraM b2-Z Arn O.O. Raw GmabEdpedCmaen. jl r Bawn dbpng 3.0n Reinforcing Y Bwf oerYd nxx Ahr NXnowdBros 7.0 Ranbag Br Ste a A Ors p,rYd n Z-Z Am NW.%8n 7.0 RenbrAg B.S. A A D-Ion Repo-Gma ssprskm Ne 1 Oaomq-lon bmn nb IBn rsoradmaxA Eo3 drat Ns D IM L 6 W E H nn P CobLad 9.0 0.0 0.0 18.0 0.0 0.0 O.OI OB'O.rnrdeo 0.0 0.0 _ 0.0 _0.0 _0.0 0.0 _ _0.0 w _ µn 0.0 0.0 0,0 0.0 0.0 00 0.0 kd µu .. 0.0 00 0:0 _ 0-.u_ 0.0 0.0.- 0.0 k,h_ V.. 0.0 00 00 OO00 0.0 0.0k V.7 0.0 0.0 0.0 00 0.0 0.0 0.0k - - Hodge Engrear%kc. PqW Tw EnONM 2000 PSF Sol - Cmuete Fmbg Cektletlom bh Hob)e rm 10 Pmn Had MV 15AwES Gq WA Pg101 Dew' atlfook hderd0aner Faan9s-ppniku6rq 253E57.7055 General Footing rfr•cu..A,aM.eNw-plepyellll Vere.Na Desarkal ..eno.a.l�oa eLS10VSIa1W1RY YM1 Rres IN. Ap w Owwly �� o*rdro i-1 Ooron�en PASS 09720 Sol B-" 14%1,11 1.50W •D•SHt s-i Uern PASS Ne 0w+bn^9-X.X OOk-n ODk-A lbOwnrmg PASS of 0•anur". Z.Z 00 k-n 00 k-n WO -WV PASS Ns Sb*g. XX ODk ODk WSkong PASS NA Sbhq -Z.Z ODk OOk WSkd1g PASS d5 VlAA DOk 00A WLyh PASS 03255 ZFimu(•%) 3OD k-A 1t 671 k-b •I2OD-I WS•O50N•160H PASS 03255 ZFr+ve(aQ 3Bek-A 11.67/k-n •120D•1 W$-051V•1 60H PASS 03255 xFbcuel•A 3Wh-h 1167/k-n •120D•I WS•O50W1601 PASS 07L55 %Fleruel-Z) 7Wk-n It 67/A-A •IIW1 WS•050W1 WH PASS 0217t 1-wey Shm(•XI 22254w 750M. • IXD•0.51.16DS•I SOH PASS OD71 lay SAm FA 22281m 750m • 12OD-051•I6OS• 160H PASS 02971 lay Sl-(•Z) 22284 pm 750m • t20D•0A•IWS•IWH PASS 06D05 2xry Pudrg SO0740 1500 . •12W-051•I 60S•I WH .l Hudpe Eupkrarg, rc Pxi?df 6+pr+ec. 70WPSFSd-CSmele Fo* CektID ft RdPV PaMLaefFooM HadgeGigHvbm.WNWES C•g HrAnr WA Ropcl Oem h*tedCe bdetadCaner FaAngf-oaxd b•d"0 Vr� •rti 2SM7.7055 _ _ General _ Footing _OC. _ rr•cn Emu ->;oo>«-+ca Oemgon •.•N'Iuuiy. ISpOfaf OCSMSIIASOM YM1R+Oo as, Appbad OW." Owrnro lwlNmrMen PASS 09M Sod Bong tak1f 150w -0•S•H-Z.Zum PASS Ns O"Mmv-X.X OO kA OO kNfl WOwnrrrg PASS N, O.y."-Z-Z 00 A.0 OO" t400-" PASS Ne Sk*v-x% 0 0 k 001 WS's' PASS Ne Sbsg-Z-Z 001 OOA WSbng PASS rw u* 00k 00k WLt*n PASS 03570 ZFI.-(.X) 1950 hd 13'M k.fl •72OD-051.1 WS•16W PASS 03670 ZFrrue(30 4950 k-n 13.0'k.h •12OD•051.1 SOS •1 WH PASS 03670 XFbrw l•Z) 1950 k.n 13188 A.h •I 2OD-0.50L 16DS-160H PASS 03570 XF11-(-Z) 4950 k.n 13 as kA . 12W0.5OL•1615.10iH PASS O30.aa tary5lw l•X) 23222m 750 Far .12OD-051•I WS•160H PASS 0310 ferry Sh.(-X) 23222m 750m •120D•051.1WS•IWH PASS 0M96 lay Shm(•Z) 23222m 750m .12OD-051.1 WS•160H PASS O3M6 1a SMr-Z) 23222m n m •120LW50L Cos •1 WH PASS Omm 2.w Rrrlrg 95060m 15DOpw .i 2OD-051•I WS•160H 31 of 36 Modge li3O erg, Irc. Rgrd Tile. 20DO PSF Sol Con" F i CakdaBms 2615A.WA taV ES Oem- bdai.Cabreb Rungs• Im. b0dq D, Po•e load Fook - HaClge'�Hlov�.W 257ffi7.7056 J n)v 1 General Footing r+r•cv Fo-roomsc-n,�au�s>'oo Fa Descvam ' •' 60 bseP lepdad DON Rdf Caku40ona per AC1316.11 • IBC 2012• CBC 2013, ASCE 7.10 Load C bInatbna Umd: ASCE 7.10 Gonml Information Mat.d.l Promenle. Soil Deign VnRias tc Caaak28&,,-Vih 2.SO W Abrade SU fl m 1.50 W f�y Robe Yleb 60.OW Ircnab Berrp By eoliq We}e No Ec' Caaeh Elio, modA. 3.122.0 W Sol Pesahe Ra5hleroe 14 SWV) 250.0 pd Caneb Oamey IA5,0 pet SdLConaebfrcbn Caefl 0.30 VMea FW- 0.90 Shr 0,750 �a��py�p DsOd� Anelysb S.1H 9. f bm hpYi 6efw •al atlxa fl W S"1%6ydry Rent lam v 6dora bol dap3• BW WAI.%Tenq ReN 0.00100 Akn daWnry $ekry Fro 1.0 1 Mn SYdro SekNfecpr 1.0'1 io-oefbnodooboenpplandmaaion Add Fq Nl4Shcor- Yea AWebk aa:aa- pa ba ddpt• W tha III,a b M"ly. a anenb Belma Y. when ^o.i"a"bg -,to mpreabl A Add PedeW W14 Sol Ressee No U. Pd.W W I.sbbdy. mom Bahr No Dimonalona WAh p,,Od b XJ Ai, S.Ofl LagdprYM bZ1 Am S.Ofl FoD"Thdan1/.Oio I X f'ed3eldmaabm.. b a pxMelbl4XAra n psatl b ZZ Ac'a p RdateYne bEdged Canoe n i .Be-,boliq 3.0. Roinfoming 8 H Bra ww b x.x A Nmba ofB. 8.0 Rb. Bar Soe 1 a Bana-.w b Z-Z Am Nu,ob. d8V E- 8.0 Rumor rJo-a e BiPdOcith PnMW on Chock Nd WAA ioclbn-- OPeoumgCsosaSlpo.kn Na 1 Ben ra0Me0ndin 7pne we 1 Bra itaMadm acn nYaiae na Applied Loader D to L S W E H P CoWPLaed 10.0 230 t OB OrabaM W k.fl W. k.fl .s Vk .x k . �_.�. ... .., kbbgefnpn.ang,Irc. RojenTde. AAn AW MVES Ergileer. Z000 PSF Su�Cacete FooWp Caklle5ons JPM Hbddgc Propel D: Ntq lAad F. C WA RR Dead HOc1g4 wb edCaaen Foofnp 'ooa%badng 253857. 7055 7 -- _ General Footing •c cxmaa am1O0aisblimey "ui40.;eiiii Dnapnon ' I7 b0.'q. 150P4 CONRMrWIno C.IpphWrm per ACI 318-11.IBC 2012. CBC 2013. ASCE 7.10 Load UM M•t s Umd: ASCE 7.10 Gensmi Information Msty nl Propedles ]c Canob i86y stero3, 2.50W Sol? Deign Value AAoxade Sal Beane 1.50W No t�y RMbr YM Ec Cameo Ele. Mod. 60.OW 3.122.0 ks Iam. Berry B7 Fookrq WeipM Sol Pesase Pesalma l4 Sidng) 250.0 pd aa Cwcet Dy IA5.0 od $oOCaiaek fiClmCoeB. 0.30 p YW- Flesae 0.90 91m An.ysls SaMnps 0.750 taeasey basedm bopt�qq kips WSW% Rent foobg Madyb hbx wa sabtt A anxae�asbdw bolaaDa' 00' W-VS1feM 0.001.0 00 flW W W Oianrog Sa e- Mn Swq Sakry F¢b to 1 1.01 loran Wsadm botry amldmaaion AddFq Wlb 6alRmae Yaa AWadeaessae noesu pd ba 0.0 W Use sgM4sobAM.namano BMma Yes 1oldoo-,- Wen merman krgdia.kdkO¢es1eH O.Ofl Add PedmW all b Soil Po- No the Pedestal n b sebny. non B ahr No well, Prabl b X-%Am Lmglh walletb Z-Z Am B.Ofl O.OI Footng Thdnes 16.0b Ped. do-. b a.pwmd.XXAm 0.0 in pints b Z ZAm /pxkgM 0,e.0en b ReLa Cenlakn bEdge dConaeb. 9 I Babndbdkp J.Ob I Ralnforcina e 4 Ben prMNb%%Ara Nb 11. a^ R" B. ¢e B. 3 a I A Ban 10 bLZ Aro tAallka 0, - Renlamg Bn S. 11.0 1 a atnd.wn Oist&.1i,o Chec4 qd ISI.12) Deepbn Rearry Ckaa Sepeb. aye IBrsn Ne w*on a8n raosradmwchsad:Pn. we Applied Loader 0 l L 8 W E H P C.akmwa 16.0 0.0 00 To 00 0.0 O.Ok 08' Cn%d%deo 0.0 0.0 0.0 0.0 0.0 _ _0.0 _ _ 0.0 W _ µa 00 - 0.0 _ 00 0.0 0.0 0.0 0.0 k-h µs -9CL 0.0 0.0_ 0.0 _ _ _0.0 _0.0_ 0.0 k.h V.s V.t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0,0 0.0 k 0.0k Hodge Eilgrm loc, Ropy TMe. 2000 PSF Sol- Conoefe Foayq GkUMorls R*g PoNLoedFaaY �3odlge�HFW. eNWES Pq. Ilnbor, WA Rq 10em: JdnHlodge balled Canveb Faobgs'Wrn+kad^9 t :Aci 253857.7055 _ General Footing _1 `•0U�M1dMN'aciat�iol�a�`,uaHu40Y1M,ai.o pewpaa,. ••. � m bake' 1wd rd DESIGN SUWUARY _ Yn R.W Ran APPW OW." okredrotPrdWNaro. PASS 09927 Sd em" 1.199W 150W •OS•Hebed Z-Z- PASs M OwMniq. X.% OO k11 00 kJ1 WOral%h'g PASS 14 palnMg 21 00 kA OO kA m0-. v PASS M Skim -X.X 01t OOk WSkliog PASS M Skkv-ZZ OOk 0 0 k msbeiq PASS M LW OOk OOk Wt.kafl PASS 03987 2Fksae l'%1 6.10 k-A 15298 kd •1.ZSM19J$-O.17N WH PASS 03987 Z Fle-1 X) 610 kd 15296 k-0 •i 2 D-I BS•O.WN.1,60H P= 03987 XFle-(.A 6.10 k.n 15298 ka1 •121D•I 6S.0.50N.1 fiSH PASS 03987 %FvMe (Z) 610 k-fl 15298 k-fl .,MI60S•050W-IMH PASS 03122 t�w /$I-1•X) 234/4W 750 pi •1201M050L•kW$•7 WHI PASS 03122 t vShad'%) 23.4140 750M •120D.050..160S•k6D1 PA83 03121 1«ry Shr(-A 73.1+1 pei 75.0 PM •12OD•05M-16o5•160i PAS 0 PASS 036453 2+.yP d" 96.1793 pP 150.0 pA •120D.0501.4605•1,60H _- HodgeDgneed Joe. Pmpd Tik 20DO PSF Sol - CanceM 1`011 Cekdeibm Hodge Prgacl D: Pdnl loedFwk aegSJMn Ave nAS'ES Ergilec IWbor WA Pmlxt Dena: Atkin balled Caaeh Feuigs'Po'nl bediq �r• •rl .00I 1056 General Footing ---- -.J ei•c�rrc: newue,rii iw,eiii Dewulbn:' '•72 bosqISDN DESVINSWAAARY M.IbI. ken Appbd Opade aorrrrrotataoa,neraen PASS 09993 Sel Berry 1./99W 150W 4)-S41a6MZZ® PASS M 0-soft-X. OOkJI OOkfl WOverl%nry PASS oh Okabmkq. Z.Z OO k-0 OO ka WOAek PASS M Skbg. X-X 0.0k 0 0 k WSkdrq PASS ohSkdng. Z-Z 0 0 k 00k WSWng PASS M 1kk11 00k Ook W+.pkfl PASS 04147 1Fksvm l•lO 860 k-n 20M kh •+.20D•+.605.OWW-16DH PARS 0/1el 2Fkrue l'Al B6D kd 20708 k-0 •1.20D-1.W5.O60W.ibo1 PASS OA117 %Fleue l•A 860 kA 20738 kA .1.10D.1605.OSW7.t bad vAts 011/7 %Fksae l-A B�kA 20738ba •+.20D•16oS-OSUY•1 ODH PASS 03104 t. Slml•kq 232760 750psi .I.RM0501•I BS-I.LeH PASS 03104 twy Stm l'X) 23276 poi 750 psi .1.20D•O.5OL- 60S•ISOI PASS OJt01 I«y Sim 1'A 23776 rei 750 psi •12M.050L•1.66S•I.60i .. ll 04 Iarey Sneer l'A 23276 pd 750 poi .1.2ODH1.5M 60S-1.60. PASS 06597 hey Rachq 9894 Pu ISO Ta •1.2OD•0.50L•I.605•I.WH 32 of 36 'OHodHodge Engineering, Inc. Project Title: Concrete Footing Calculations 2615 Jahn Ave NW E5 Engineer: John Hodge Project ID: Gig Harbor, WA Protect Descr: General Concrete Footings - point loading 253-857-7055 cn�incc__nc fnc, Printed: 9 OCT 2013.12:57PM Concrete Beam File=c:lUSersUGHNHO-1IDOCUME-11ENERCA-11FOOTIN-1.EC6 ENERCALC, INC.1983-2013, Build:6.13.8.31, Ver.6.13.8.31 r.rrHODGE ENGINEERING INC Description : 16" Footing with 8" Stem Wall CODE REFERENCES Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-02 Material Properties fc = 2.50 ksi Phi Values Flexure: 0.90 '— 112 fr = fc ' 7.50 = 375.0 psi Shear: 0.750 W Density = 145.0 pcf (31 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 Stirrup Bar Size # = # ksi 3 E - Main Rebar = 29,000.0 ksi I� Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-02 16 in d" w x 1 tt" n Span=5.0 ft _Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height =18.0 in, Top Flange Width =16.0 in, Flange Thickness = 8.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span 144 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.030 ksf, Tributary Width =15.0 ft, (Roof) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (Floor) Point Load: D=1.50, S=7.0k03.0ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.731 : 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.002 in Ratio = 24606 Mu: Applied 19.338 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn "Phi :Allowable 26.452 k-ft Max Downward Total Deflection 0.003 in Ratio = 19489 Load Combination +1.20D+0.50L+1.60S Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 3.000ft Span # where maximum occurs Span # 1 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 6.087 7.788 D Only 1.362 1.663 L Only 0.800 0.800 S Only 3.925 5.325 L+S 4.725 6.125 D+L 2.162 2.463 D+S 5.287 6.988 D+L+S 6.087 7.788 Shear Stirrup Requirements Between 0.00 to 3.58 It, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Not Reqd 11.5.6.1, use stirrups spaced at 0.000 in Between 3.59 to 4.99 ft, PhiVc < Vu, Req'd Vs=1.615, use stirrups spaced at 7.000 in Maximum Forces & Stresses for Load Combinations 33 of 36 Hodge Engineering, Inc. Project Title: Concrete Footing Calculations Ho 2615 Jahn Ave NW E5 Engineer: John Hodge Project ID: Gig Harbor, WA Project Descr: General Concrete Footings - point loading 253-857-7055 dcalle Printed: 9 OCT 2013.12:57PM Concrete Beam y VENERCALC,INC. 19832013,BuiId6.13.8.31,Ver:6.13".8.31 ' Description : 16" Footing with 8" Stem Wall Load Combination Location (ft) Bending Stress Results ( k-ft) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 5.000 19.34 26.45 0.73 +1.40D Span # 1 1 5.000 3.80 26.45 0.14 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 5.000 4.79 26.45 0.18 +1.20D+1.60L+0.50S+1.60H Span # 1 1 5.000 9.67 26.45 0.37 +1.20D+1.60Lr+0.50L Span # 1 1 5.000 3.74 26.45 0.14 +1.20D+1.60Lr+0.80W Span # 1 1 5.000 3.26 26.45 0.12 +1.20D+0.50L+1.60S Span # 1 1 5.000 19.34 26.45 0.73 +1.20D+1.60S+0.80W Span # 1 1 5.000 18.86 26.45 0.71 +1.20D+0.50Lr+0.50L+1.60W Span # 1 1 5.000 3.74 26.45 0.14 +1.20D+0.50L+0.50S+1.60W Span # 1 1 5.000 8.61 26.45 0.33 +1.20D+0.50L+0.20S+E Span # 1 1 5.000 5.69 26.45 0.22 +0.90D+1.60W+1.60H Span # 1 1 5.000 2.44 26.45 0.09 +0.90D+E+1.60H Span # 1 1 5.000 2.44 26.45 0.09 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0.0031 2.650 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+0.50L+1.60S 1 0.00 15.00 8.31 8.31 0.00 1.00 8.93 PhiVc/2 < Vu - Not Reqd 1 8.9 0.0 0.0 +1.20D+0.50L+1.60S 1 0.01 15.00 8.30 8.30 0.09 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.02 15.00 8.29 8.29 0.18 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.03 15.00 8.27 8.27 0.28 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.04 15.00 8.26 8.26 0.37 1.00 9.30 PhiVc12 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.06 15.00 8.25 8.25 0.46 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.07 15.00 8.23 8.23 0.55 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.08 15.00 8.22 8.22 0.64 1.00 9,30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.09 15.00 8.20 8.20 0.73 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.10 15.00 8.19 8.19 0.83 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.11 15.00 8.18 8.18 0.92 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.12 15.00 8.16 8.16 1.01 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.13 15.00 8.15 8.15 1.10 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.14 15.00 8.14 8.14 1.19 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.16 15.00 8.12 8.12 1.28 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.17 15.00 8.11 8.11 1.37 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.18 15.00 8.09 8.09 1.46 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.19 15.00 8.08 8.08 1.55 1.00 9.30 PhiVct2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.20 15.00 8.07 8.07 1.64 1.00 9.30 PhiVct2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.21 15.00 8.05 8.05 1.73 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.22 15.00 8.04 8.04 1.82 1.00 9.30 PhiVc/2 < Vu - Not Regd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.23 15.00 8.02 8.02 1.91 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.24 15.00 8.01 8.01 2.00 1.00 9.30 PhiVct2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.26 15.00 8.00 8.00 2.08 1.00 9.30 PhiVct2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.27 15.00 7.98 7.98 2.17 1.00 9,30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.28 15.00 7.97 7.97 2.26 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.29 15.00 7.96 7.96 2.35 1.00 9.30 PhiVc/2 < Vu - Not Regd 1 34 0f 3610 0.0 oOpHdHodge Engineering, Inc. Project Title: Concrete Footing Calculations 2615 Jahn Ave NW E5 Engineer: John Hodge Project ID: Gig Harbor, WA Project Descr: General Concrete Footings - point loading ge2,3-857-7055 en-gin�c__nctnu. Punted: 9 OCT 2013, 1:02PM Concrete Beam File=c:lUsersQOHNHO-11DOCUME-11ENERCA-11FOOTIN-1.EC6 ENERCALC, INC.1983-2013, Build:6.13.8.31, Ver.6.13.8.31 r.rrHODGE ENGINEERING INC Description : 16" Footing with 8" Stem Wall - extra reinforcement CODE REFERENCES Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-02 Material Properties fc = 2.50 ksi Phi Values Flexure: 0.90 '— fr = fc112 * 7.50 = 375.0 psi Shear: 0.750 yf Density = 145.0 pcf 131 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi; fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 Stirrup Bar Size # = # ksi 3 , E - Main Rebar = 29,000.0 ksi l; ' Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-02 16 in Span=5.0 ft _Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height =18.0 in, Top Flange Width = 16.0 in, Flange Thickness = 8.0 in Span #1 Reinforcing.... 344 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span 144 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, S = 0.030 ksf, Tributary Width =15.0 ft, (Roof) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (Floor) Point Load: D=4.0, S=9.0kP3.0ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.709: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.004 in Ratio = 16489 Mu: Applied 26.778 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn * Phi: Allowable 37.781 k-ft Max Downward Total Deflection 0.005 in Ratio = 12209 Load Combination +1.20D+0.50L+1.60S Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 3.000ft Span # where maximum occurs Span # 1 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 7.887 10.488 D Only 2.362 3.163 L Only 0.800 0.800 S Only 4.725 6.525 L+S 5.525 7.325 D+L 3.162 3.963 D+S 7.087 9.688 D+L+S 7.887 10.488 Shear Stirrup Requirements Between 0.00 to 0.89 ft, PhiVc < Vu, Req'd Vs = 0.01241, use stirrups spaced at 7.000 in Between 0.90 to 3.00 ft, PhiVc12 < Vu - PhiVc, Req'd Vs = Not Reqd 11.5.6.1, use stirrups spaced at 0.000 in Between 3.01 to 4.99 ft, PhiVc < Vu, Req'd Vs = 5.710, use stirrups spaced at 7.000 in 35 of 36 Hodge Engineering, Inc. Project Title: Concrete Footing Calculations Hod2615 Jahn Ave NW E5 Engineer: John Hodge Project ID: eGig Harbor, WA Project Descr: General Concrete Footings - point loading 253-857-7055 ____Cr@te Beam 9 0CI 2013, 1.0YM FCOnFile=c:\UsersIJOHNHO-1\DOCUME-11ENERCA-11FOOTIN-I.EC6 ENERCALC, INC.1983-2013, Build:6.13.8.31; Ver:6.13.8.31 Description : 16" Footing with 8" Stem Wall - extra reinforcement Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) _ Bending Stress Results ( k-ft ) Se ment Length San # 9 9 P in Span Mu :Max phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 5.000 26.78 37.78 0.71 +1.40D Span # 1 1 5.000 8.00 37.78 0.21 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 5.000 8.39 37.78 0.22 +1.20D+1.60L+0.50S+1.60H Span # 1 1 5.000 14.47 37.78 0.38 +1.20D+1.60Lr+0.50L Span # 1 1 5.000 7.34 37.78 0.19 +1.20D+1.60Lr+0.80W Span # 1 1 5.000 6.86 37.78 0.18 +1.20D+0.50L+1.60S Span # 1 1 5.000 26.78 37.78 0.71 +1.20D+1.60S+0.80W Span # 1 1 5.000 26.30 37.78 0.70 +1.20 D+0.50 L r+0.5 0 L+1.60 W Span # 1 1 5.000 7.34 37.78 0.19 +1.20D+0.501-+0.50S+1.60W Span # 1 1 5.000 13.41 37.78 0.36 +1.20 D+O.50 L+O.20 S+E Span # 1 1 5.000 9.77 37.78 0.26 +9.90D+1.60W+1.60H Span # 1 1 5.000 5.14 37.78 0.14 +0.90D+E+1.60H Span # 1 1 5.000 5.14 37.78 0.14 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0.0049 2.750 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi`Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1200+0.50L+1.60S 1 0.00 15.00 10.79 10.79 0.00 1.00 8.93 PhiVc < Vu 1.870 23.1 7.5 7.0 +1.20D+0.50L+1.60S 1 0.01 15.00 10.78 10.78 0.12 1.00 9.68 PhiVc < Vu 1.106 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.02 15.00 10.77 10.77 0.24 1.00 9.68 PhiVc < Vu 1.092 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.03 15.00 10.75 10.75 0.36 1.00 9.68 PhiVc < Vu 1.078 23.8 7.5 7.0 +1.20D+0.501-+1.60S 1 0.04 15.00 10.74 10.74 0.48 1.00 9.68 PhiVc < Vu 1.065 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.06 15.00 10.73 10.73 0.60 1.00 9.68 PhiVc < Vu 1.051 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.07 15.00 10.71 10.71 0.72 1.00 9.68 PhiVc < Vu 1.037 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.08 15.00 10.70 10.70 0.84 1.00 9.68 PhiVc < Vu 1.023 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.09 15.00 10.68 10.68 0.95 1.00 9.68 PhiVc < Vu 1.009 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.10 15.00 10.67 10.67 1.07 1.00 9.68 PhiVc < Vu 0.9954 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.11 15.00 10.66 10.66 1.19 1.00 9.68 PhiVc < Vu 0.9815 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.12 15.00 10.64 10.64 1.31 1.00 9.68 PhiVc < Vu 0.9677 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.13 15.00 10.63 10.63 1.43 1.00 9.68 PhiVc < Vu 0.9538 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.14 15.00 10.61 10.61 1.55 1.00 9.68 PhiVc < Vu 0.940 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.16 15.00 10.60 10.60 1.66 1.00 9.68 PhiVc < Vu 0.9261 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.17 15.00 10.59 10.59 1.78 1.00 9.68 PhiVc < Vu 0.9123 23.8 7.5 7.0 +1.20D+0.501-+1.60S 1 0.18 15.00 10.57 10.57 1.90 1.00 9.68 PhiVc < Vu 0.8985 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.19 15.00 10.56 10.56 2.02 1.00 9.68 PhiVc < Vu 0.8846 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.20 15.00 10.55 10.55 2.13 1.00 9.68 PhiVc < Vu 0.8708 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.21 15.00 10.53 10.53 2.25 1.00 9.68 PhiVc < Vu 0.8569 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.22 15.00 10.52 10.52 2.37 1.00 9.68 PhiVc < Vu 0.8431 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.23 15.00 10.50 10.50 2.48 1.00 9.68 PhiVc < Vu 0.8292 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.24 15.00 10.49 10.49 2.60 1.00 9.68 PhiVc < Vu 0.8154 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.26 15.00 10.48 10.48 2.72 1.00 9.68 PhiVc < Vu 0.8015 23.8 7.5 7.0 +1.20D+0.501-+1.60S 1 0.27 15.00 10.46 10.46 2.83 1.00 9.68 PhiVc < Vu 0.7877 23.8 7.5 7.0 +1.20D+0.50L+1,60S 1 0.28 15.00 10.45 10.45 2.95 1.00 9.68 PhiVc < Vu 0.7739 36233f 3(y,5 7.0 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director July 06, 2015 LEWIS PUGH 2520 96TH ST E TACOMA, WA 98445 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D15-0146 SHELTON RESIDENCE - 11847 44TH AVE S Dear LEWIS PUGH, 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 following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. 1. The size of the garage and design does not meet the prescriptive design requirements of the code. Additional framing and hardware details shall be required with specifications for materials, fasteners spacing and specifications for type of hardware. The roof shall be a manufactured, engineered truss design. A design professional (engineer) shall be required to produce the garage plan. Engineered plan shall include structural calculations with floor and beam size calculations. 2. Due to the location of this property, the engineer shall verify the type of soils condition, and design a footing sufficient to support the garage for this location. Also the concrete mix is specified as 3,000 psi. Concrete over 2,500 psi shall require special inspections. Clarify if this is the intent; engineer shall provide the necessary concrete specifications. 3. Elevation sides shall be identified as North, East, South and West. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, 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, I can be reached at 206-433-7165. Sinc rel',- W Rachelle Ripe Permit Technician File No. D15-0146 6300 Southcenter Boulevard Suite #100 9 Tukwila Washington 98188 9 Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0146 DATE: 08/31/15 PROJECT NAME: SHELTON RESIDENCE SITE ADDRESS: 11847 44TH AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: DWG a i j Building Divi ion ® Fire Prevention ❑ Planning Division El Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 09/01/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/29/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0146 DATE: 06/17/15 I PROJECT NAME: SHELTON RESIDENCE SITE ADDRESS: 11847 44TH AVE S X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: �j (14,i - �c�--(s Building Division ZMRwl/�1 Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Revision # before Permit Issued Revision # after Permit Issued f 0 No r 4* V1, /+W(- 6-f ols- Fire Prevention N Planning Division 0 Structural ❑ Permit Coordinator ❑ DATE: 06/18/15 Structural Review Required ❑ DATE: DUE DATE: 07/16/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only !!.. �j CORRECTION LETTER MAILED: A W ' ✓ Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 07/09/2015 16:27 2535391926 GARAGES ETC PAGE 02/02 Cityof Tukwila n"SION SUBMITTAL 6300 Southeenter Boulevard. Suite #100 Tukwila. Washin-ton 98188 Phone: 206-431-3670 Web site: kitty:/1www.TukwihLWA.--ov Revision submittals must be submitted in person at the .Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I Plan Check/Permit Number: D 15-0 1 46 ❑. Response to, Incomplete Letter # ® Response to Correction Letter # 1. RECOVED Revision # after Perttrit is Issued ❑ Revision requested. by a City Building Inspector or Plans Examiner AUG 2 7 201 Project Name! SHELTON RESIDENCE Project Address: TH Phone Number.-a5_2 1() In Sheet Number(s): ;Cloud" or highlight all areas o, f revision includine date of reviriAn Received at the City of Tukw 0 Entered in TRAKiT on W;IPgrmll I:Y��G�T IOICAFiMTl1RUWRie� Suhtnillal Cmnukv Rvvivd: MamA:D14 GARAGES ETC INC Page 1 of 2 Hone; Inicio eai Espanol Contact Safety inWashington State Department of Labor & Industries GARAGES ETC INC Search L&I A-% Index Help My Secure L&I Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson 2520 96TH ST E Principals TACOMA, WA 263-539-1010 MARBURGER, DEBORAH Lynn, PRESIDENT PIERCE County Pugh, Lewis Everette III, DIRECTOR Doing business as GARAGES ETC INC WA UBI No. Business type 601 360 642 Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ........................................................_........... . Meets current requirements. License specialties GENERAL License no. GARAGE108167 Effective — expiration 01/27/1992— 04/08/2017 Bond ................. CBIC $12,000.00 Bond account no. 632143 Received by L&I Effective date 12/13/2001 01/01/2002 Expiration date Until Canceled Insurance .......................... American Fire & Casualty Co $1,000,000.00 Policy no. BKA53711890 Received by L&I Effective date 03/11/2015 03/15/2015 Expiration date 0311512016 Insurance history Savings ..................... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Now lasuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts ..... No L&ax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601360642&LIC=GARAGEI08IB7&SAW= 9/15/2015 01012 IBC LATERAL ANALYSIS AN! rIMAVITY LOAD ENGINEERING FOR: GARAGES ETC PLAN: SHELTON GARAGE SINGLE SITE: 11547 44TH AVE S SITE CRITERIA DESIGN WIND WIND SEISMIC (IBC)SOIL RISK SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY PER CONDITIONS REPORT PER SPECTRAL SPECTRAL ELEVATION LOAD (MPH) CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 110 MPH a D D II <15% NONE 10339 0.5669 1.5079 20 FT. 51TE PREPARATION PER 5HELTON RESIDENCE 501L REVIEW BY LEROY SURVEYORS DATED 123.15: 1. EXCAVATION FOR THE MONOLITHIC SLAB PROP05ED 15 TO BE 055ERVED AND THE BEARING CAPACITY OF THE EXP05ED 5AND 15 TO BE EVALUATED PRIOR TO PLACEMENT OF THE CONCRETE 5LA5. 2. THE EXCAVATION 15 TO BE PROOF ROLLED TO IDENTIFY SOFT OR UNSUITABLE FOUNDATION SOILS. IF SOFT OR L005E AREAS OF SAND ARE 055ERVED, THEY 5HOULD BE COMPACTED TO A NON -YIELDING CONDITION. 3. A VAPOR BARRIER 15 RECOMMENDED. 4. SOFT, WET, OR UN5UITA5LE 501L CONDITION5 SHOULD BE OVER -EXCAVATED AND REPLACED WITH 2 TO 4 INCH COMPACTED ANGULAR CRU5HED ROCK OR CDF. 5. IF BEDROCK 15 ENCOUNTERED IN THE EXCAVATION, THE EXTENT AND DEPTH OF THE ROCK SHOULD BE DETERMINED AND IF PRACTICAL, FOOTINGS EXTENDED TO REST ON THE BEDROCK. (o. WITHIN BUILDING AND TO 5 FEET BEYOND OUT5IDE EDGE OF BUILDING FOOTPRINT, MECHANICALLY 5ACKFILL 51TE 501L5 AGAINST FOUNDATION5 AND WITHIN UTILITY TRENCHES. 1. ALL MATERIAL PROPOSED FOR USE A5 IMPORT FILL 5HOULD BE SAMPLED, TESTED, AND APPROVED BY THE SOILS ENGINEER, PRIOR TO PLACEMENT A5 FILL. 8. ALL 5URFACE WATER RUN-OFF 5HALL BE CONTROLLED TO PREVENT ER0510N, POND ING, AND INFILTRATION INTO THE FOUNDATION 501L5 DURING CON5TRUCTION AND FOR THE LIFE OF THE 5TRUCTURE5. ROOF RUNOFF 15 TO BE COLLECTED AND DISCHARGED AWAY FROM THE STRUCTURE. THE GRADE AWAY FROM THE FOUNDATION 5HALL FALL A MINIMUM OF (o INCHE5 WITHIN THE FIR5T 10 FEET. 9. IF CONDITION5 ARE ENCOUNTERED DURING CONSTRUCTION THAT DIFFER FROM TH05E DESCRIBED IN THE 501L REVIEW THE GEOTECHNICAL ENGINEER WILL NEED TO RE-EVALUATE THE RECOMMENDATION5 OF THE REPORT. 10, IMPROPER CURING PROCEDURES, AND/OR HIGH SLUMP (WATER TO CEMENT RATIO), AND/OR NOT WEATHER CAN CAUSE EXCE551VE SHRINKAGE AND CRACKING DURING CURING UNLESS PROPER PRECAUTION5 ARE TAKEN. CRACK CONTROL WILL BE ENHANCED BY WELDED WIRE ME5H OR REBAR. FOUNDATION PLAN ENG1NEEF,.,1NG- DO NOT SCALE C 1/4" =1' ) LEGEND POINT LOAD KEY FOR ENGINEER USE ONLY MEMBER R1 TOTAL BEAD 1'0 3.0 LIV z,p UE rFOR PLAAN,t�IEWI ONLY RI 48 DF2 3-1/2'x12' C=LS O STUD/COLUMN ®=4x4 1=2x6 DESIGNATOR® =4x6 1=(2nx6 =2x4 ■=(2)2x4 ®=6x6 ■=(3)2x6 ■=(3)2x4 0 =6x8 ■=14nx6 .=(4)2x4 ®=Sx8 HEARWALL ESIGNATOR S7 � Da HOLDDOWN/STRAP DESIGNATOR STW14 SEE HOLDOU QSTRAP SCHWULE (2nk6 a14 DETAIL CALL -OUT SEE 'DP SHEETS FOR 1 c MCx DETAIL D1 ! k4ocnanicai .� Electrical- lumbing Gas Piping City of Tuktvila L -01_niNG DIVISION FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20'DIA, OR 24'0IA. x 6' O20oR24 ■ POST PER PLAN OR �000CAPICITY 24 24'x24'x8' W/(2) 04 E.UJ. ° ® 55000 CAPACITY 30 30'x3O'x8' W/(3) 04 E.W. ILLOL11 85000 CAPACITY POST PER PLAN 36 36'x36'x6' W/(4) 04 E.W. ■ 120000 CAPACITY POST PER PLAN 42 42'x42'x10' W/(5) "4 E.W. 165000 CAPACITY POST PER PLAN "12 60 54 48 46'x48'x12' W/(ro) 04 E.W. 210000 CAPACITY POST PER PLAN (54' x12' W/('U 104 CAP - 21K) ((o0'x12' W/(8) d64 CAP e 33K) (12'x15' W/01) 04 CAP - 41K) 0 POSITIVE POST TO FOOTING CONNECTION PER PLAN , a l i A' MAT PER :... ° FOOTING SCHEDULE ° 3' FROM SOIL10SIDES 4 BOTTOM °• d REVIS!oNO- 0 changes shall be made to the scope of work without prior.. approval of TLIk'Nila Building Division. PE: Revisions will require a new plan submittal nd may Include additional plan rnVie+rt feEs. FILE COPY 'ermit No.► 1 view approval is subject to errors and omissions. 310.4 construction documents does not authorize :tion of any adopted coda or ordinance. Receipt ved F eIAPapy and con 'bans is owledged: By: Dater City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 1 2015 IF CKV of Tukwif E3UIL�PP�3� U1�,°l�xiC�N TRUSS MFR. SPOP DRAWINGS TO 5E PROVIDED TO I-IODGE ENGINEERING FOR REVIEW AS SOON A5 COMPLETED. IF MFR TRUSS DRAWINGS DIFFER FROM DESIGNERS TRUSS DRAWINGS 4DDITION,4 ENGINEERING WILL 5E REQUIRED: ROOD F ���4V17`r LCAID ENGINEE F-.,,INGr DO NOT SCALE (1/4"=1') III, EC:Ei"IED CITY OFTUi;"'iLA AUG 2 7 203 PERMIT CENTER �= W �� J 06aaI t Q 8 eal t- m9� Iri Q''fa-a ir °ga � o.��q �oN�=�� c 2.1 ia�M- 0 "2 ,e 8o� BUILDING CODE 201215C WIND EXP. , B 110MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENGINEER JOHN H. DATE Os-n-15 REVIEW 1AN N. ANALYST JOE G. SHEET , S1 OF 5. SHEETS JOB NUMBER 150559 HODGE ENGINEERING; INC. DO NOT ACCEPT i-ok"•'ERmIT UNLESS AN ORIGINAL RED SEAL IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: GARAGES ETC PLAN: SHELTON GARAGE SINGLE SITE: 11847 44TH AVE S SITE CRITERIA DESIGN WIND (IBC) SEISMIC SOIL RISK SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY PER CONDITIONS REPORT PER SPECTRAL SPECTRAL ELEVATION LOAD (MPH) CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 1 110 MPH B D D 1 II <15% NONE NONE 1 0.5669 1 1.5079 1 20 FT. 1i 3'o.c. NAILING - SNEATNIN TO MUD SILL TYPICAL ALL EXTERIOR WALLS MAIN FL00� LATEF..,AL ENr-::;INEE F-,,INr-:r DO NOT SCALE(1/8" = I') SHEATH ALL EXTERIOR WALLS ASllr1LESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS TO BE 12' MINInM AWAY FROM HOLDOWNS 2012 IBC SHEARWALL / ANCHOR SCHEDULE 2X BOTTOM STUD AND PLATE SILL PLATE ATTACHMENT BLOCKING, RIM JOIST OR ATTACHMENT APA RATED NAIL SIZE & SIZE BLOCK CAPACITY (PL LABEL SHEATHING (1) SPACE @ ADJOINING CONNECTION SEISMIC/WIND IC/WIND ANCHOR BOLT PLACEMENT 0 2) (4) (14) (21) EDGES (4) (5) EDGES (8)(6) TO TOP PLATE (15)(16) (7) (g) NAILING TO WOOD BELOW TO CONCRETE DGE OF PLAT (9) BELOW (10) WASHER (20)(22) (19) AONE 7/16" OSB 8d @ 6" O.C. 2X 16d @ 4" O.C. 16d @ 6" O.C. /8" @ 48„ O.0 2 @ 36 O.0 CENTER 240/335 SIDE Asm 7/16" OSB ONE SIDE 8d @ 4" O.C. 3x LTP4 @ 32" O.C. 16d @ 4" O.C. /8" @ 40" O.C.1/2" 2 @ 28 O.C.SHEATHING FROM 350/440 7/16" OSB LTP4 @ 12" (2) ROWS 16d 5/8" @ 24" O.0 1/2" FROM AONE SIDE Sd @ 3" O.C. 3x O.C. @ 6" O.C. 1/2" @ 17" O.0 SHEATHING 450/730 AONE 7/16" OSB 8d @ 2" O.C. 3x LTP4 @ 8" O.C. (2) ROWS 16d 5" 21" /2@ O.C, 1/2" FROM 560/820 SIDE @ 4 O.C. 7/16" OR 6d COOLER @ 5/8n @ 60" O.C. Asur,CENTER 5/8"GWB 8d @ 7" O.C. 4" o.c. 16d @ S"o.c. 5/8 @ 60 o.c. 75/145 16d @ 4" O.C. " " 4-1/2" BOTH BOTH SIDES SIDES 8d @ 3" O.C. 3x LTP4 @ 6" O.C. & LTP5 @ 12" �2" @ 8" O.C. WASHER 900/1460 O.C. REQUIRED SHEARWALL NOTES: (1) INSTALL PANELS VERTICALLY - DO NOT BREAK AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" O.C. UNLESS NOTED OTHERWISE. (7) BASED ON 0.131" X 1-1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" X 2-1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR BBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 16d @ 4" O.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS J/4" X3" X 3", EMBED ANCHORS A MINIMUM OF 7" INTO THE CONCRETE. MAX 1/2" FROM SHEA1 HING SIDE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) NOT USED. (13) 15/32" PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE %6" OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" O.C. MAX. (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (17) NOT USED (18) NOT USED (19) EDGE OF PLATE WASHER A MAXIMUM OF 1/2" FROM THE SHEATHED SIDE OF THE SHEAR WALL (20) USE 51W GWB FOR SW5 WHERE SPECIFIED BY DESIGNER. (21),SHEARWALL DESIGNATED WITH AN ASTERISK (*) MAY BE SHEATHED WITH 7/16 SMART PANEL OR 5/16 HARDIE PANEL (22) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2" AB SPACING HOLD DOWN SCHEDULE SIMPSON PRODUCT MODEL FASTENERS NUMBER (1,2,3) ANCHOR BOLTS NAILS' SCREWS CAPACITY# HDU2 - 2215# N/A (6) SDS 4"x 21/2" TO (2) STUDS SSTB16 U.N.O. HDU5 - HF MEMBER 4065# N/A (14)-SDS %"x 21/2" TO (2) SB5/8x24 U.N.O. HDU5 - DF MEMBER 5645# STUDS MIN. HDUB - HF MEMBER 5655# N/A (20}SDS %"x 21/2" TO (2) SSTB28 OR SB 7/8"X24 HDU8 - DF MEMBER 7870# STUDS MIN, U.N.O. HDU11- HF MEMBER 6865# N/A (30)SDS %"x21/2• TO 6X6 MIN. SBIX30" U.N.O. HDU11- DF MEMBER 9535# HDU14 - HF MEMBER 10350# N/A 36}SDS 1/4"x 21/2" TO 6X6 MIN S61x30" U.N.O. HDU14 - DF MEMBER 7A445# STHD10/STHDIORJ -1435# (2) STUDS W/ (24)16d N/A N/A STHD14/STHDI4RJ - 3500# (2) STUDS W/ (30)16d ' N/A N/A 18" END LENGTH +CLEAR (18) 8d EACH SIDE N/A N/A SPAN-CS14-2490# HOLD DOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON "Z--MAX", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) — REVIEWED FOR CODE COMPLIANCE .APPROVED SEP 0 1 2015 City of Tukwila. BUILDING DIVISION LEGEND POINT LOAD KEY FOR ENGMEER USE ONLY MEMBER R1 TOTAL DEAD 1.0 3.0 LIV 2.0 BEAM DESIGNATOR FOR FLAN REVIEW USE ONLY , RI 48 DF"2 3-1/2'x12' GLS O STUD/COLUMN ®-4x4 =2x6 DESICxNAtOR =2x4 ®=4x6 l=(2)2x6 ■=(2)2x4 ®=6x6 ®=(3)2x6 ■=(3)2x4 ® =6x8 ®=(4)2x6 s"(4)2x4 ®=8x8 ALL DESIGNATOR SSMHE MUE 8u Boa 0 HOLDDOU N/STRAP DESIGNATOR ST�014 WE WOLDO WSTRAP 801EDULE (2)COWe C614 DETAIL CALL -OUT BEE 'DI. 84�E INGFb AIL 1 D1 R E c E iVEID CITY OF TUK%WILA AUa" 2 7 20 m5 PERMIT CENTER. 3 Q 8or- xc W r. 0 Er ooi 1 : on r A t Q 0 b m c;ibo PL rEe° C oyEa) €_ymE �v.h 0 �mwra�r'b�iom BUILDING CODE 2012IBC WIND EXP. B 110MPH SEISMIC DESIGN CATEGORY p ROOF SNOW LOAD 25 PSF (ENGINEER. JOHN H. DATE 08-1i-15 REVIEW IAN H. ANALYST JOE G. SHEET $2 OF SHEETS JOB NUMBER 150559 , .3 y COPYRIGWT ©2015 I-I000r= ENGINEERING:, INC. DO NOT ACCEPT FOR PERMIT JNLESS AN ORIGINAL RED SEAL 100) 5 IT7AND EXTENT OF HEADER DOUBLE PORTAL FRAME (TWO BRACED PANELS) EXTENT of H A ( FOR SHEAR MIN. 3%1l ' NET jj FOR APAN(=L SPLICE (IF SITE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT O FACE OF FOOTING -•�- — SINGLE PORTAL FRAME LONE BRACED PANEL) A -A HEADER REQUIRED. (MAY BE LARGER) NEEDED). PANEL EDGES SHALL BE BLOCKED, AND OCCUR WITHIN O O '1/ib' OSB UNO SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER O TOP OF SLOPE O FASTEN SHEATHING TO HEADER 24' OF MID -HEIGHT. ONE ROW OF STAGGER SHEATHING 1/8' GAP REQUIRED AND CIVIL/GEOTECHNICAL ENGINEER 3 e W/ Sd COMMON OR GALVANIZED TYP. SHEATHING TO FRAMING O BETWEEN SHEETS UNLESS A GEOTECHNICAL REPORT IS PROVIDED TO O H/3 BUT NEED NOT EXCEED 40' MAX z a g 2 a I ° I BOX NAILS IN 3' GRID PATTERN AS SHOWN AND 3 O.C. IN ALL NAILING IS REQUIRED. IF 2x4 BLOGKINa IS USED, THE 2x4 S HODGE ENGINEERING THE BEARING SOILS ARE ASSUMED _ ; > ° ; ; e o o a < > ° o o FRAMING (STUDS, BLOCKING, MUST BE NAILED TOGETHER WITH , 0 Sd NAILS a b O.C. AT TO BE 1500 PSF. WHEN PROVIDED FOLLOW ALL DIRECTION OF THE GEOTECHNICAL REPORT. ® TOE OF SLOPE e o.... ° . e , 1 I a e ; e ° O O AND SILLS) TYP. (3) Ibd SINKERS. BIRD BLOCKING O H/2 BUT NEED NOT ° ° ° ° ° ° a ....... 03 FASTEN TOP PLATE TO HEADER 12 (1) CONTINUOUS +'4 REBAR REQUIRED AT TOP AND SHEATHING BREAK W/ TWO ROWS OF 16D SINKER BOTTOM O EXTEND WALL SHEATHING EXCEED 15' MAX I I NAILS AT 3' O.C. TYP. OF FOOTING. �o O TO TOP OF DOUBLE TOP PLATE j ® FACE OF STRUCTURE 0 3 (BACKSIDE) (BACKSIDE= - (BACKSIDE) 2 ° 3 (o (o o ®18' LSTA STRAP (BACKSIDE). EXTEND TO TOP OF PONY WALL IF PRESENT ®SIMPSON HI (UN.0) 2 = � L' O MIN. WIDTH=16' FOR ONE STORY STRUCTURES, 24' FOR USE IN THE 2 O O HURRICANE TIE TYPICAL o EACH TRUSS/RAFTER TO TOP � � O FIRST OF TWO STORY STRUCTURES ® PLATE INTERSECTION 5 d � 6 MIN. (2) 2x4 (ALL DM) OR (2nX6 O MFR TRUSSES -0 24' O.C. W/ O _ O g S g O 7/16' OSB SHEATHING MIN. 2 3 • • ' o 3 O PLAN ROOF SHEATHING NAIL W1 ad 9 b' O.C. FOR PANEL EDGES AND 12 O.C. 3 ® STHD14 OR HDU5 (UN.O ON PLAN) • , • .: • , ' • • j IN FIELD -' 'p' I2 °` °' 'o' e ° ° ° ° °° ° 'o' O HEADER EXTENDED OVER SHEARWALL ' • • ' • ; ® SHEATH ALL GABLE ENDS N'- N o 4. a' , ' ' ' 'ti - - - _'_ - -'= a =" 'T = _"� = _ _ ' - 'T _'� = _ _ - ° : .. . s• = ' • ® 5/8' ANCHOR BOLT W/ MIN _ •' 3'x3'x2215' PLATE WASHER • I O TOE NAIL BIRD BLOCKING W (2) Sd NAILS 10 : , >':. • ,•:. • : , : ` •• -r5 o; SECTION A -A rl FOUNDATION CLEARANCE FROM 5LOPE5 D1 PORTAL FRAME D1 R001= SHEATHING D1 11 8 .6 2 12 I CUT TOP PLATE OR DROP PRIOR TO USING SLAB REINFORCEMENT AND/OR THE EXAMPLE CONSTRUCTION AND CONTROL JOINTS SHOWN THE OWNER MUST DETERMINE THE LEVEL OF ACCEPTABLE SLAB CRACKING. BEAM DO NOT CUT BEAM SEVERAL FACTORS AFFECT SLAB CRACKING INCLUDING SITE PREPARATION, HEAT, MOISTURE, USE 2 3 O DOUBLE TOP PLATE ETC. WHEN DIRECTED BY THE OWNER THE BUILDER (WITH THE ASSISTANCE OF THE ENGINEER) WILL L O PROVIDE OPTIONS FOR CRACK CONTROL TO MEET THE CRACK CONTROL BUDGET. O SIMP50N 36' 0514 STRAP W/(3(o) Sd OR DROP BEAM W/ CONTINUOUS TOP PLATE. 0300FELT EA. COURSE I 2 . O 1/6' X 1-1/2' PREMOLDED CONTINUOUS MASTIC JOINT STRAP MAY BE PLACED ON SIDE OF OF TOP PLATE OSB SHEATHING UN.O. STRIP. (JOINT MAY BE j ® ((o) ibd NAILS O MANUFACTURED TRUSSES (OR 2X RAFTERS 4 CLG. CUT AT CONTRACTORS OPTION. TS.) BLOWN INSUL (PER •� . • ••• •• :` ' ® 0 (2) Ibd NAILS m Ib' O.C. -IN ARCH) • � �• �• ••• •�� � - • ' � O SEE PLAN FOR SLAB • 3 O ® BEAM PER PLAN 2 G.I. GUTTER ON OFASCIA I=III=III- THICKNESS O 2X CRIPPLES O (PER PLAN)�— (PER ARCH) CONTROL JOINT ' 3 CUT ALTERNATE WIRES AT JOINT S ®PLYWOOD FILLER (AS REQUIRED) OSIDING 15w BLDG PAPER (OR SECOND POUR FIRST POUR 2 (o MIL PLASTIC VAPOR ® O HEADER PER PLAN TYVEK) 7/Ib' SHEATHING (PER PLAN) 2X HF #2 BARRIER UNDER 4'COMPACTED 0 ® (2) Ibd NAILS STUDS 9 IVO.C. UN.O. BATT IN5UL4 ._ , _ _ GRANULAR FILL OVER GWB WALLS NATIVE SOIL UNLESS NOTED j, DOUBLE 2X CRIPPLE STUDS MIN. FOR >b' OPENING UNO. O (PER ARCH) ®OSB SHEATHING W/ LONG - —.• . •- ':. ': :: - •'. _ _ OTHERWISE O BURKE 'KEYKOLD' JOINT - I I 12 NO STROP REQUIRED IF CONTINUOUS TOP PLATE �� ® DIMENSION PARALLEL TO STUDS Sd NAILS ,w b O.C. — _— I=I I (—III- -i i i—i i i— STOP REINFORCING I' CLEAR OF JOINT EACH SIDE ` • AT EDGES AND Sd NAILS a FIELD ® SHEAR WALLSCHEDULE0 O5TRUCTURAL 2X RIM OR 1-3/4' LVL CONSTRUCTION JOINT 2 BEAM AND HEADER END SUPPORT D1 SLAB .JOINTS AND CRACK CONTROL D1 12 3 O ®FLOOR FINISH 3/4' T4G SUB FLOOR W/10d NAILS 0 O FOOTING CORNER .. •p MUD SILL TO STUD WALL T'2)ibd THRU NAIL TYP (3) O CONCRETE SLAB PER PLAN ZO STEMWALL CORNER a ' " ' Ibd THRU NAIL FOR 5W3 4 SW4 S HEAR WALLS I �1 2 4' COMPACT AGGREGATE O .. BASE COURSE ON NATIVE 02X PT MUD SILL WITH UNDISTURBED SOIL UN.O. O2' MINIMIUM LAP SLLICE °` •..d. ' •' . 8 O ANCHOR BOLTS PER SHEAR WALL TABLE (MIN OF 2 PER • ° , . a R IN BOTTOM ....-.-' # ®VERTICAL REBAR NOT PLATE WITHIN 12' OF ANY CORNER) MIN 5' FROM EDGE <, I/3 OF FOOTING SHOWN FOR CLARITY , 12' MIN FOOTING BASE ° ' O CRAWL SPACE : b - a A • Q d ° SLAB ON GRADE DOWN O ° O 12' MIN FROST DEPTH lUN.O. ' ': ° O TURNED FOOTING OPTION a a ° ° a: BY JURISDICTION) '• ', II DROPPED FLOOR JOISTS �' a °.' . ® (o'MIN FROM GRADE TO 4. ' PT. N12 HF LEDGER W/ °'•. TOP OF SLAB •':. ' IE� :.. II ° ' ' 5/8'xb' AB -0 24' oc EPDXY W/ SIMPSON SET. Q .° : O (1)WWM FIBERMESH OR :: LUS210 3 REBAR AT OWNER'S .• JOIST HANGER (UN.0) •' d DIRECTION FOR SLAB CRACK CONTROL ® ® SLAB PER PLAN CONCRETE CORNERS D1 D1 SHEARJALL NAILING AND BUILDING SECTION D1 MONOLITHIC FOOTING DE D1 13 OR LFLOOR ANDING � 7 �'� ��C�Ofl�PLIANCE 4 I O W(2)10d b' 0 , ROVED O O2X4 LEDGER O.G. :? ::� O GYPSUM WALL BOARD \ SEP 0 1 2015 O (3) 2XI2 STRINGERS INSTALLED W/5d COOLER ` 1 I (8) Ibd NAILS STAGGERED AT EACH SIDE OF TOP O -i MINIMUM MATERIAL ®DIAGONAL 4 NAILS m 8' O.C. OR TYPE S/W SCREWS Is IV D.C. of 5 A / 41 N L�� FOR City 0f TUkwil� PLATE SPLICE. ••® BETWEEN RISE AND RUN 2 ` / SECTION A O BLOCKING p� e 2 4rZ S�'C�CE BUILDING DIVISION 2 (3)16d O O O UPPER FLIGHT OF STAIRS SUPPORTED T4G O Ibd NAIL 12' O.G. (UNO.) 2 -A LATMUL 15RAM 2 DIAGONAL BRACING O NAILS STAGGERED AT EACH SIDE OF BOTTOM II OO ON 3/4 86 NAILED a b' O.0 8d NAIL a 12 'O.C. ON ALL' TIMBERLOK SCREW INSTALLED UPWARD OO 2X4 VERTICAL BRACING 3 PLATE SPLICE. ® ® .9 PANES 12' O.C. EL EDGES FIELD f FRAMING MEMBERS NOT AT PANEL EDGES (UN.0) THROUGH TOP PLATES INTO CENTER OF BOTTOM TRUSS O (2) Ibd NAILS 6 lb' oc INTO 0 2X4� THRUST BLOCK W/10d ---0 _ CHORD. LATERAL BRACING ®AT MID 1 4 STUDS g O O�, b O.C. NAIL TO LANDING ORIENTATION OF CORNER O STUD MAY VARY LATERAL BRACE 00 loop GABLE STYLE HEIGHT ®SIMPSON 36' CS14 MAY BE JOIST O3/4' T4G SUBFLOOR 0 Sd NAIL a b' O.C. ALL ELEVATION WOOD PLATED O DOUBLE TOP PLATE (UN.O. ON PLAN) USED IN LIEU OF NAILING AS INDICATED.(NOT SHOWN FOR 2 ®2X8 LANDING JOISTS FRAMING MEMBERS AT PANEL EDGES 4 12' O.C. TRUSS O ®EXTEND SHEATHING OVER GABLE FRAMING CLARff v o O 10d 9 6' O.C. RIM TO INSIDE CORNER 2 ON ALLFRAMING MEMBERS :' NOT AT PANEL EDGES - Uplift IF SHEATHING BREAKS C I'fY C) F T Li i ; VV i L A 12 - TOP PLATE FRAMING ANCHORS O AT TOP PLATE USE AUS �2 % 20 5 ®A34 STRINGER t0 JOIST OR LSCZ CONNECTOR _.... .. ... ....:.::...... . .,:. ®Sd NAIL 6' O.C. (ALL PANEL EDGESXUN.0) F� F�1°" �"�" 6' TIMBERLOK OR (o' SDWC AT lb' O.C. OR A35 AT 32' STRINGERS SPANNING OVER b STEPS MUST SUPPORTED jj NOTCH STRINGER TO REST � STUD WALL 5 ON CENTER APPLIES WHEN NO OTHER SPLICE IS INDICATED. BE W/4X6 BEAM ON 4X4 POSTS. POST TO 18' FOOTING ON LEDGER 12 TREADS OR STUDWALLONCRETE �XACRu�/E(R3)10d (p 3 OUTSIDE CORNER DETAIL 13 9 7 PLATE 5PLICE 4 1 STAIR LANDING CONNECTION D1 IN51DE/OUT5I12E CORNER �11 GABLE END TRUSS BRACING D1 ,{ ■ BUILDING CODE 201215C WIND EXP. B 110MPH SEISMIC DESIGN CATEGORY p ROOF SNOW LOAD 25 PSF COPYRIGHT ©2m15 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT 6 AN ORIGINAL RED SEAL 22 18 14)2b. rrz ° Q ,,. d ad O CONCRETE WALL. STEEL N as . SCHEDULE 4 WALL ° DIMENSIONS PER PLAN Ad O FOOTING STEEL SCHEDULE E DIMENSIONS PER PLAN p���llllll , a CepE O %Xl/ �%/ .. d ., •.a 3 (2) '04 REBAR W/ 24' MINIMU Lu SPLICE. INCORRECT 2 MIN ®FAILED SOIL. FILL WITH O O O r THICKENED FOOTING C z a * © VERTICAL REBAR NOT e :. •; �.' <' d SHOWN FOR CLARITY 'p e• •A . d 4 fib a da• d. d d . a •' •a• e e •4 jdm°!dd s_ � 4 —" mm} N e' sue_ �• '� � � o CORRECT a 26 22 18 14 D2 DZ DZ STEPFED FOOTING D2 27) 23 19 15 LL n O 1/2' MIN FROM CORNER ° ° O ONE *4 REBAR IN SHEAR ° CONE (12' MINIMUM REBAR LENGTH) 00 30' MIN REBAR LENGTH C� .0 o a ® NOTE: HOLDOWNS AT \J ° o o ° ° CORNER ARE SPACED 1- 1/2' FROM EDGE. SPACE 1/2' WHEN 2x 15 FLAT. 0 0o ° ° t? ° ° ° 3 \ CLEAR SPAN 11' MAXIMUM. FOR TYPE RJ HOLDOWN ' \ o 0' FOR NON RJ HOLDOWNS • V '.i . ..'1.L COMPRESSION BLOCKING O (2) I6d NAILS a 12' or - BUILDER TO DETERMINE �-�p S-��p�� IF STHD OR STHD/RJ 15 APPROPRIATE. 27 23 19 15 D2 D2 DZ 5lMP50N 5THID DZ 24) 20 1628� . r /X\ /X O O O 0 SUIL COD WIN EXP. SEIS CAT ROO 28 24 20 lb LOA DZ DZ DZ r D2 ` EN 29 25 21 17 DATE 7DE FOR REVI CODE_IAIvcE ANA ED 015 SHE ilaEUIISIoN J 4( REC:Eivr:: � JOB I O O 0 CITY OF TuK�NILA AUS 2 7 2015 PERMIT CENTER II COP` 29 25 21 1 DOGE D2 T A D2 DZ u' W ate° ' `° v o Edo. L.Q = k�LcS2 I• u� o N W '°C S�p�m 6 3 g L •c - O W Oc5h�gg�mE 0 dcmaci�aLo�`oL DING • E 2012 IBC D B 110MPH MIC DESIGN EGORY D F SNOW D 25 PSF VEER JOHN H. E 08-1�-15 EW IAN N. LYST JOE C.S. 150559 rRIGHT ©2m =NGINEERING, INC.. ::CEPT FOR PERMIT ORIGINAL RED SEAL 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK _ AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. ALL METHODS, MATERIALS -AND WORKMANSHIP SHALL CONFORM TO THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2012 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 40 PSF EXTERIOR BALCONIES 40 PSF FIRE ESCAPES 40 PSF GUARDRAILS AND HAND RAILS 200 POUNDS GUARD RAIL INFILL COMPONENTS 50 POUNDS PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES ASCE 7-1012.8 EQUIVALENT LATERAL FORCE PROCEDURE. SEISMIC: SEISMIC IMPORTANCE FACTOR, Ie = 1.00 BUILDING OCCUPANCY CATEGORY PER ASCE 7-05 TAC. 1-1= II SITE CLASS PER TABLE 1613.5.2 = D SEISMIC DESIGN CATEGORY = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 3. SOIL HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION:.35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH TABLE 1613.5.2 SITE GRADING: THE GROUND WMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IRC(R401..3) EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. 200 SIEVE = 2/3 MAX. % PASSING U.S. NO.400 SEIVE 4. CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S-SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR ' PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) AGGREGATE NOTES CEMENTITOUS RATIO FLYASH (PCY) SIZE (IN) (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 -- 3/4 -- 54/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 -- 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 5-1/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 40 FOR #4 BAR AND SMALLER AND GRADE 60 FOR #5 AND LARGER UNO. PLACE PER ACI 315 AND ACI 318. LAP SPLICES SHALL BE 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS(1907). CRACKS: SLAB CRACK CONTROL IS REQUIRED AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-82 AND A-185. LAP ONE FULL MESH ON SIDES AND ENDS. PLACE AT MID -DEPTH OF SLAB, OR AS SHOWN. CONCRETE COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" STEEL ITEMS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A & CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 FASTENER TYPE DIAMETER (IN.) LENGTH (IN.) EQUIVALENT SPACING (IN.) 8d COMMON WIRE 0.131 2-1/2 6 4 3 8d "DIPPED GALV.BOX" 0.131 2-1/2 6 4 3 8d "SHINY BOX" 0.113 2-1/2 4-1/2 3 2-1/2 12 GA. STAPLES 0.1055 1-7/8* 6 54/2 4 14 GA. STAPLES 0.080 11/2* 6 4 3 15 GA. STAPLES 0.072 11/2* 5 3 2-1/2 10d COMMON WIRE 0.148 3 6 4 3 10d "HOT DIPPED GALV. Box" 0.148 3 6 4 3 10d"SHINY BOX" 0.131 3 4-1/2 1 3 2-1/4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PSI-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16); FLOORS (20" O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10^6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO.2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, FV=150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1(Fc=I000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO.2 4. INTERIOR NON -BEARING STUD WALLS. "HEM -FIR" NO.2 STUD GRADE 5. 2X & 3X T&G DECKING: "DOUG FIR -LARCH" COMMERCIAL (Fb=1650 PSI, E=17OO KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH.(2)16d NAILING AT 6" ON CENTER STAGGERED. ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BETHREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4' T&G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE!" CDX OR 16' OSB NAILED WITH 8d @ E" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS SPECIFIED TRUS-JOIST BOISE CASCADE LOUISIANA ROSEBURG FOREST GEORGIA MEMBER PACIFIC PRODUCTS PACIFIC 2x TIMBERSTRAND 2x GANGLAM 2x SCL Fb=1700 PSI Fb=2250 PSI E=1300 KSI E=1500 KSI Fv=400 PSI Fv=275 PSI 1-3/4" PARALLAM 1-3/4" VERSALAM 1-3/4" LP LVL 1-3/4" RIGID -LAM 1-3/4" G-P-LAM 1-3/4" SCL Fb=2900 PSI Fb=280C PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 3-1/2" PARALLAM 3-1/2" VERSALAM 3-1/2" LP LVL 3-1/2" RIGID -LAM 2-PLY G-P-LAM* 3-1/2" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E-2000 KSI E-2000 KSI E-2000 KSI E-2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 5.1/4" PARALLAM 5-1/4" VERSALAM 5.1/4" LP LVL 5.1/4" RIGID -LAM 3-PLY G-P-LAM* 51/4" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E-2000 KSI E-2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4-PLY G-P-LAM* 7" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E=2000 KSI E-2000 KSI E-2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM BOARD OR APA/ EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: (2304.11): WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. W 0 a a ®r APPLICATION SPECIFIED MATERIAL PRESERVATIVE CONNECTORS &TREATMENT (1) FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & 2X, 4X, 6X OR GLULAM SBX GALV (G60) LEDGERS ON (FIR) CONCRETE OR ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, 2X, & 4X (CEDAR) NONE GALV (G90) POSTS & LEDGERS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM _F (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z-MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHRCMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE AMINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN z THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS-14 UNLESS NOTED OTHERWISE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS ITEM TYPE CONNECTION RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR (3) 8d & H1(U.N.O.) @ 24" O.C. CEILING JOIST TO TOP PLATE TOE NAIL (3) 8d CEILING JOIST TO PARALLEL RAFTER FACE NAIL (3)16d CEILING JOIST: LAP OVER PARTITION FACE NAIL (3)16d COLLAR TIE FACE NAIL (3)16d BLOCKING TO RAFTER TOE NAIL (3) 8d RIM BOARD TO RAFTER END NAIL (2)16d TOP PLATE TO TOP PLATE FACE NAIL (2)16d @ 16" O.C. TOP PLATE @ INTERSECTIONS FACE NAIL (4)16d TOP PLATE LAP FACE NAIL (8)16d STUD TO STUD FACE NAIL (2)16d @ 24" O.C. HEADER TO HEADER FACE NAIL 16d @ 16" O.C. EACH EDGE TOP OR BOTTOM PLATE TO STUD END NAIL (2) 7.6d STUD TO SOLE PLATE TOENAIL & END NAIL (3) 8d & (2)16d BOTTOM PLATE TOP FLOOR JOIST AT BRACED PANEL TOE NAIL & FACE NAIL 16d @ 16" O.C. & (3)16d @ 16" O.C. JOISTS AT TOP PLATE, SILL OR GIRDER TOE NAIL (3) 8d BRIDGING TO JOIST TOE NAIL (2) 8d EACH END BLOCKING AT JOISTS TOE NAIL (3) 8d BLOCKING TO TOP PLATE TOE NAIL (3) 8d RIM JOIST TO JOIST FACE NAIL (3)16d RIM JOIST TO SILL OR TOP PLATE TOE NAIL 8d @ 6" O.C. CONTINUOUS HEADER TO STUD TOE NAIL (4)8d BUILT-UP CORNER STUDS FACE NAIL 16d @ 24" O.C. BUILT-UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP&BOTTOM) (2)16d @ 16" O.C. RAFTERS TO 2x RIDGE BEAM TOE NAIL & FACE NAIL (4)16d & (3)16d JACK RAFTERS TO HIP TOE NAIL & FACE NAIL (4)16d & (3)16d LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS'OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IRC SECTION 11802.10.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI-400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. SPAN TABLE IRC R802.5.1(3) FLOOR CEILING RAFTERS (30# L.L.) TILE COMP/SHAKE JOISTS (10# D.L.) (40# L.L.) (20# L.L.) (L/360 L.L.) (L/240 L.L.) (L/240 L.L.) (20# D.L.) (10# D.L.) NO' 2 H.F. SPACING O.C. MAXIMUM MAXIMUM NO.2 H.F. SPACING O.C. MAXIMUM MAXIMUM MEMBER SPAN SPAN MEMBER SPAN SPAN 12" 10' 1.4'-10" 12" 12'-2" 13'-7" 2 X 6 16" 9'-1" 12'40" 2 X 6 16" 101-6" 11.'-9" 24" 7'-=1 101-5" 24" 8'-7" 9'-7" 1.2" 13'-2" 181-8" 12" 15'-4" 17'-2" 2 X 8 16" 12'-0" 1&-2" 2 X 8 16" 13'-4" 14'41" 24" 10'-2" 13'-2" 24" 10'-10" 12'-2" 12" 16'-10" 22'-11" J 2" 18'-9" 21'-0" 2 X 10 16" 15'_2" 19'-10" 2 X 10 16" 161-3" 18'-2" 24" 12'-5" 16'-2" 24" 13'-3" 14140" 12" 20'-4" 26'-7" 12" 21'-9" 24'-4" 2 X 12 16 17'-7" 23'-0" 2 X 12 16" J.8'-10" 21'-1" 24 141-4" 18140" 24" 15'-W 17'-W LUMBER SPECIES MEMBER SPECIES POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO.2 DOUGLAS FIR SILLS, PLATES, BLOCKING, ETC. NO.2 HEM FIR STUDS STUD GRADE HEM FIR STUDS OVER 10' HIGH NO.2 HEM FIR POST AND BEAM DECKING P.T. #2 FIR OSB SHEATHING PER PLAN B GLU-LAM BEAMS Fb2400, DRY ADH (EXT. ADH @ EXT. CONDITIONS) C11 PSL MATERIALS* Fb = 2900 E = 2.0 Fv = 290 LVL MATERIALS** Fb=2600 E =1.8 Fv = 285 ALL GLB BALANCED WEST SPECIES 24F-1.8E W.S. o si -m= LU J �eg 5 E°ea)g) -. 'm.m ' N Imew$at �o5b9��°-r'mE m4) taRoe BUILDING., CODE 2012IBC WIND EXP. B 110MPN SEISMIC DESIGN CATEGORY.; D ROOF SNOW LOAD 25 PSF ENGINEER JOI-IN N. DATE 06-1i-15 REVIEW IAN N. ANALYST FOR JOE G.REVIEWED SHEET ;ODE COMPLIANCE APPROVED SEP N 1 01 2015 Cl1 50'F5 SHEETS JILDING DIVISION JOB NUMBER y ... 150559 Y OF TUr':Vti'ILA S, AUK; 1 7 265 rA "- �I�I'!" CcNTER J x U\ COPYRICnHT ©2015 HODGE ENGINEERING; INC. OT ACCEPT FOR PERMIT AN ORIGINAL RED SEAL liz' RATED SHEA ad tv 6' O.C. DBL 2x TOP PLATE. LAP SPLICE 4'-C' MIN. d NAIL w/16d m a, O.C. STAGGERED. END TRUSS 'SIMPSON' A35 a 24' O.C. UNLESS NOTED OTHERWISE. BRACING PER TRUSS SUPPLIER fA1 ROOF FRAMING @GABLE END ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 48 DF +2 UNLESS NOTED OTHERWISE. 2. ALL OTHER TRUSSES: + SHALL CARRY MANUFACTURERS STAMP. + SHALL HAVE DESIGN DETAILS AND SPEC- IFICATIONS ON SITE FOR FRAME INSPECTION. + SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MINIMUM 22'x30' PER IRC SEC W1.1 + ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION RW6. ALL FRAMING TO COMPLY WITH IRC SECTION R802. NAIL SIZE AND SPACING TO C 4FORM TO IRC SECTION R602, TABLE R6023. 32'-0' 32'-0' FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3 ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. LSE 3' x 3' x 1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN IB INCHES FROM TOP OF THRESHOLD. (R3113.1) 112' RATED SHEA 8d 0 6' O.C. 2x VENTED BLOCKING. NAIL TO TRUSS a EACH END. 'SIMPSON' HI FRAMING ANCHOR EACH TRUSS EACH END TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4'-O' MIN. t NAIL w/ 16d 0 6' O.C. STAGGERED TYPICAL ROOF FRAMING CONNECTION i r 1-3/a'MIN. SOLID CORE i ® SELF CLOSING DOOR EL OMMIN. OR2 RATED — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — UP i i i i i N 1 N z E ? 4tu0 } AC 0 0 (SAR.46E 10'-6' ► i �� � � hit CLG. U RY i 4'_3' i N j i i - — — — — — — — — — — — — — — — — — — — — — — — — — — — ® i 16/0x9/0 OH DOOR 16'-3' R.O. N. 36 36, LA DIN 2'-6' 19'-6' 10'-0' f22L=00RFLAN, 1/411=1'-O" R'LR A : 6160 SQPT. GENERAL NOTES: { RECEIVE{ CITY OF TWK%WILA AUG 2 7 2015 PERMIT CENTER I. ALL WORK TO BE IN CONFORMANCE WITH 2O12 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 4. ALL GLAZING WITH4' OF OR WITHIN FLOOR TO BE SAFIN REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 l 2015 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. WKRIIIII&I 3= DATE. 8-1-1G �I 0 LEFT ELEVATION (SOUTH 1/4"=1'-O" 1/4"=1'-O" 1/4"=1'-O" SIDING 1 ,Ei E.IVED CITY OF TUKWILA AUG 2 7 20Z PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 1 2015 Oify of Tukwila .BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. PLAN NO: 32X30 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer.