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HomeMy WebLinkAboutPermit D16-0247 - PALANCHUK RESIDENCE - RAISE GARAGE ATTICPALANCHUK RESIDENCE 1531564 AVE S EXPIRED 4/17/19 D16-0247 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.sov DEVELOPMENT PERMIT 4997500035 Permit Number: D16-0247 15315 64TH AVE S Project Name: PALANCHUK RESIDENCE Issue Date: 11/23/2016 Permit Expires On: 5/22/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: PALANCHUK STANISLAV+GALINA 15315 64TH AV S , TUKWILA, WA, 98188 STANISLAV PALANCHUK 15315 64TH AVE 5 , TUKWILA, WA, 98108 OWNER AFFIDAVIT- STANISLAV PALANCHUK 111 Lender: Name: N/A Address: Phone: (425) 681-9774 Phone: Expiration Date: DESCRIPTION OF WORK: REMOVE OLD TRUSSES AND INSTALL NEW ON ADDITIONAL PONEY WALL TO BE BUILT 4 FEET TO RAISE ATTIC FOR GARAGE. Project Valuation: $4,712.64 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VA Electrical Service Provided by: TUKWILA Fees Collected: $324.62 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature: A Oilk 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 permit and agree to the conditions attached to this permit. Signature: Print Name: Date: //2''/ ?C/6 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: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 6: All wood to remain in placed concrete shall be treated wood. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 9: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 10: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 12: 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 0200 FOUNDATION WALL 0409 FRAMING 0401 ROOF SHEATHING 4046 SI-EPDXY/EXP CONC 0413 WALL SHEATHING/SHEAR CITY OF TUR SLA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No.D_O2J41_DIVAM+ Project No. Date Application Accepted: 01 -1 lit, Date Application Expires: i I 11 (For 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 I _ ` /� -f`j King Co Assessor's Tax No.: Site Address: / 5 3 / 6 `7 �l/ ��.,,'/e/ U `�(.4- Suite Number: Floor: Tenant Name: g�-ot,�l It S 1 (2t V l� LeX ki Gl2l�il�� New Tenant: ❑ Yes FAI PROPERTY OWNER / Name: 54-ak7i S lav Pf,'-la 14 t ,lei Address:, t.-3 t s- 6. timip. 4 City: tit / _ State: u't,(1.- Zip.9B /' CONTACT PERSON — person receiving all project communication Name: S !�I Tut 6/l f ie;t v r" na (./ L Ite-4,___ Address:/c3 ! S 6 q I'l4.,, EC City: bNv,(//' / n State: �,4.._ Zip:52Sl Phon*») g / 9 lrax: Email: GENERAL CONTRACTOR INFORMATION Company Name: Address: Company Name: City:? a State 0/71_Zip:f3L GA Phon :0) mo?_. n gcoFa J/ _Ag sy City: State: Zip: Phone: Fax: City: State: Contr Reg No.: Phone: Exp Date: Tukwila Business License No.: H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh 17 0 ARCHITECT OF RECORD Company Name `G i1 ,,�` /� 02 yrnQRtit -- Engineer Name: Company Name: City:? a State 0/71_Zip:f3L GA Phon :0) mo?_. n gcoFa J/ _Ag sy Architect Name: Address: State: Zip: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name `G i1 ,,�` /� 02 yrnQRtit -- Engineer Name: Address:) 9 Loy pmt i ��/�', sr� 3 J 0 City:? a State 0/71_Zip:f3L GA Phon :0) mo?_. n gcoFa J/ _Ag sy Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: \ ", A City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATIO. 206-431-3670 a Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ 2 (Ir. 000 Describe the scope of work (please provide detailed information): o2c 4--Q=J 7/ //''v,S''fe4 ive.r/i/ p/c g /2.ems Dfh ep 41i/toil-a/ /b a"7R,,eR Will there be new rack storage? ❑ ....Yes ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 1 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? 0 Yes Compact: Handicap: 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2" .x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor rd Floor 3rd Floor — Floors thru Basement Accessory Structure* Attached Garage Detached Garage 6 /'-/p � l ('- 5 6 Attached Carport Detached Carport 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? 0 Yes Compact: Handicap: 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2" .x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 fPUBLIC WORKS PERMIT INF MATION — 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 [25\ Tukwila 0 ...Water District #125 ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑... Highline ❑ ...Valley View El...Renton 0 ...Sewer Availability Provided 0... Renton 0... Seattle Septic System: 0 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): 0 .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond 0... Insurance ❑... Easement(s) Proposed Activities (mark boxes that apply): 0 .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance El.. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 0 .. Total Cut ❑ .. Total Fill cubic yards cubic yards El.. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation ❑. ❑. ❑. ❑. ❑. ❑. Geotechnical Report .. Maintenance Agreement(s) 0 .. Traffic Impact Analysis El.. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 0...Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance 0... Work in Flood Zone 0... Storm Drainage .. Abandon Septic Tank .. Curb Cut .. Pavement Cut .. Looped Fire Line Domestic Water 0 .. Permanent Water Meter Size (1) " WO # El.. Temporary Water Meter Size (I) " WO # El.. Water Only Meter Size WO # ❑ .. Sewer Main Extension Public 0 Private 0 ❑ .. Water Main Extension Public 0 Private 0... Grease Interceptor ❑ ... Channelization 0... Trench Excavation ... Utility Utility Undergrounding (2) " WO # (3) (2) " WO # (3) ❑ .. Deduct Water Meter Size " WO# " WO# FINANCE INFORMATION Fire Line Size at Property Line ❑ .. Water ❑ .. Sewer 0 .. Sewage Treatment Monthly Service Billing to: Name: Mailing Address: Number of Public Fire Hydrant(s) Day Telephone: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh 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. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Date ' OoZ i Print Name: -/ 7"j j, $ Az 1/ Mailing Address: /'S3 l s— 6(/` 4i/e 5' Day Telephon 4� 6'P g7 7^ f H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh City State Zip Page 4 of 4 ILAo w4s ti Cash Register Receipt City of Tukwila Receipt Number R9344 DESCRIPTIONS PermitTRAK 1 ACCOUNT QUANTITY PAID $324.62 D16-0247 Address: 15315 64TH AVE S Apn: 4997500035 $324.62 DEVELOPMENT $315.20 PERMIT FEE R000.322.100.00.00 0.00 $188.30 PLAN CHECK FEE R000.345.830.00.00 0.00 $122.40 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 TECHNOLOGY FEE $9.42 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R9344 R000.322.900.04.00 0.00 $9.42 $324.62 Date Paid: Wednesday, September 07, 2016 Paid By: PALANCHUK STANISLAV+GALINA Pay Method: CREDIT CARD 198263 Printed: Wednesday, September 07, 2016 11:33 1 of 1 AM CPWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .x/10-0247 Project: / yiwe i'f' A€'s%D e. Type of Inspection: /door ...s771.49779/Y6- Address: /.53/5' 007,1 A �► Date Called: Special Instructions: Date Wanted: /0 -/9 l7 a.m) p.m. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: pc,"774- 0~-1/NQ. 6,17W,10- Inspector: Date: % REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 016- oz-ii7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206 431,-4,670 Permit Inspection Request Line (206) 438-9350 a, `i �f, 44 ptoiect; I�� "1 Type 'o�f' In�poe 0f-t.� ri Address: 15315 '11144 4A�-. Date Callleed: Special Instructions: Co. et IJ L1 M( 4011.e4" 014 fife Date Wanted: /_ 4 -1i a.m p.m- p.m. Requester: 1 c k vl.K Phone No: 106. a3 o Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: /2, 7 wK 6 1b REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 145' —r- 1 40' 135' r z J 5 z O O 102.00' 41•IMP 01•11• 10' BSBL IMO (FILE COPY L LMC ! r . . iEAp�pNC orstoveD 1 45' DIVA 0 29' 0 0 0 N L EXISTING DRIVEWAY & PARKING 0 0 0 N i 0 A EXISTING SINGLE FAMILY RESIDENCE r— ',v ti: PS'c.I■ :SBL _J No 101 15' D PSBL I 9'-10" ISI 4y – 16'-1" 1„ I IWI �-1-- I I - - ISI RECEIVE '? }. - -eY U K A \ 102.00' SIDEWALK I– 4 RECEIVED CITY CETI KtlVIt- SEP.1,;.0 •uu8 PERMIT CENTER SITE PLAN 64th AVE S COR CT Ju LTR# NOV 1 0 2016 PERMIT CENTE LEGAL DESCRIPTION: M W ADD NORTH 2001, SHERDESIGN, INC. DIV -01-141 SCALE 1' • 20 Nate: GCNIRECICRTO TT ' ALL TAVIRTMS Yo COMPS 08O PROW 10 RENRT 10 RUMOR ORT EPY10E2 TO DOOM PRIM TO Cp0ENCPU MK mast &YU NOT OC REM,OMERP PIECTORPETcG000. 00T0.TRO RPM MINOR= ICRC MEGRIM BY 1,E CORRACTOR w U WI 0 — D (/)0 wNrorn w co YZow 0 z Q.rHQ • 0.0 cu C2 3; L ..2 PERIEE 1 OAR. TT, DATO, 1.2140 PR.ECT 1 MOEa ENGINEERING ANALYSIS FOR: GALINA PALANCHUKF,LE SITE: 15315 64TH AVE S TUKWILLA, WA REVIEWED FOR CODE COMPLIANCE APPROVED Nov 1 8 2016 City of Tukvrrita BUILDING DIVISION ORIGINAL STAMP MUST BE RED TO BE VALID RECEIVED ,ITV OF TUKWILA SEP 0 7 2016 PERMIT CENTER DATE: PLAN NUMBER: ts^"'�. ' -] ! � PACIFIC NORTHWEST ENGINEERING INC. 8-26-2016 PALANCHUKGARAGE 1941Pad9cAve..SVIte3191Tacoma.W0.96402 Phone (253)6922050 r vs.cir-rc: Nau, 1, rE(' ENGINEER N G CONSULTING ENGINEERS PACIFIC NORTHWEST ENGINEERING INC. PACIFIC NORTHWE6T ENOINEERING The enclosed documents are to be used in conjunction with the plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. Scope of Engineering: Engineering analyses and design to resist lateral and gravity loads in accordance with the 2015 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report. Engineering assumptions are listed below. If these conditions are not present at the site, these calculations are void and Pacific Northwest Engineering Inc. must be contacted immediately. LOADING CRITERIA Building Code 2015 International Building Code Seismic Design Category D Ss 1.51 S1 0.50 Response Mod Factor 6.5 Site Class D Basic Wind Speed 110 MPH Exposure B LIVE LOADS (psf) U.N.O. -Uninhabitable attics without storage 10 -Uninhabitable attics with storage 20 -Habitable attics and sleeping areas 30 -All other areas 40 DEAD LOADS (psf) U.N.O. -Roof with composition roofing 15 -Floor 15 SNOW LOADS (psf) U.N.O. -Snow 25 SOILS CRITERIA Soils Consultant None Soils Report # None Bearing Pressure Req'd 1500 psf Bearing Depth 18" PACIFIC NORTHWEST ENGINEERING INC. 1944 Pacific Ave; Ste 310 Tacoma, WA 98402 Phone (253) 682-2850 Fax (253) 682-2851 2 of 30 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Palanchuk Garage - SHEAR.wsw Level 1 of 2 WoodWorks® Shearwalls 10.43 C-1 A-1 Aug. 17, 2016 14:59:30 Orange = S2aected wall(s) 0' 5' 10' 15' 20' 25' 330 30 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorkso Shearwalls 10.43 Palanchuk Garage - SHEAR.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project Pacific Northwest Engineering, Inc. 1944 Pacific Ave; Suite 310 Tacoma, WA 98402 253-682-2850 Aug. 17, 2016 15:30:20 V -v - Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (A11 heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F <-195 <=195 Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 1.33 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... Wind Seismic when comb'd w/ wood panels Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: All shearwalls have the same rigidity Design Shearwall Force/Length: Same for all walls Wind ASCE 7-10 Directional (A11 heights) ASCE 7-10 12.8 Seismic Equivalent Lateral Force Procedure Design Wind Speed 110mph Exposure Exposure B Enclosure Partly Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II - All others Regular Bearing Wall D D 0.0 Topographic Information [ft] Shape Height Length - - - Site Location: - Spectral Response Acceleration S1: 0.5009 Ss: 1.5109 11.10 Fundamental Period T Used Approximate Ta Maximum T E -W 0.135s 0.135s 0.189s N -S 0.1358 0.135s 0.189s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E -W bads N -S loads Eccentricity (%) 15 15 Loaded at 755 Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.50 1.00 4 0130 Woodworks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 Structural Data STORY INFORMATION 5 of30 Story Elev [ft] Floor/Ceiling Depth [in] Wall Height (ft] Ceiling 15.10 0.0 Block 1 Level2 11.10 9.3 4.00 Levell 2.33 4.0 8.00 Foundation 2.00 Gable 90.0 5 of30 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story N -S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 1.00 Extent X,Y = 24.00 34.00 South Gable 90.0 1.00 Ridge X Location, Offset 12.00 0.00 East Side 40.0 1.00 Ridge Elevation. Height 25.17 10.07 West Side 40.0 1.00 5 of30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 by WALL GROUP Grp Surf Material Ratng Sheathing Thick in GU in Ply Or Gvtv lbs/in Size Fasteners Type Of Eg in Fd in Bk Apply Notes 1 Ext SVuct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nal N 6 12 Y 1.3 Legend: Grp - Wall Design Group number, used to reference wall in other tables Surf- 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 Ib/in. 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: 71 ga = 0.120"x 1-3/4' (gypsum sheathing, 25/32 -fiberboard ), 1-1/2' (lath & plaster, 1/2' fiberboard); 13 ga plasterboard = 0.92-x 1- 1/8' Cooler or gypsum wallboard nail: 5d = .086"x 1-5/8 6d = .092-x 1-7/8; 8d = .11.3"x 2-3/8',. 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Or- 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 b WALL GROUP Wall Grp Species Hem -Fir Grade 31 b d Spcg in in in Stud 1.50 5.50 16 SG E Standard Wall psi^6 0.43 1.20 Legend: Wall Grp - Wall Design Group to - 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 wad designed as group. Notes: Check manufacture reguiements for stud size, grade and specific gravity (0) for all shearwall hold-downs. 6of30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 SHEARLINE. WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] Line 1 Level 2 Line 1 Seg 1 0.00 6.00 34.00 28.00 28.00 28.00 4.00 Wall 1-1 Seg 1 0.00 6.00 34.00 28.00 28.00 28.00 - Level 1 Line 1 Seg 1 0.00 0.00 34.00 34.00 34.00 34.00 8.00 Wall 1-1 Seg 1 0.00 0.00 34.00 34.00 39.00 34.00 - Line 2 Level 2 Line 2 Seg 1 24.00 6.00 34.00 28.00 28.00 28.00 9.00 Wall 2-1 Seg 1 29.00 6.00 34.00 28.00 28.00 28.00 - Level 1 Line 2 Seg 1 29.00 0.00 34.00 34.00 31.00 31.00 8.00 Wall 2-1 Seg 1 24.00 0.00 34.00 34.00 31.00 31.00 - Opening 1 - - 17.00 20.00 3.00 - - 6.75 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 24.00 24.00 8.00 8.00 8.00 Wall A-1 Seg 1 0.00 0.00 24.00 24.00 8.00 8.00 - Opening 1 - - 4.00 11.50 7.50 - - 6.75 Opening 2 - - 12.50 20.00 7.50 - - 6.75 Line 00 Level 2 Line 0 Seg 1 6.00 0.00 24.00 24.00 9.00 9.00 4.00 Wa11 8-1 Seg 1 6.00 0.00 24.00 24.00 9.00 9.00 - Opening 1 - - 4.50 8.50 4.00 - - 4.00 Opening 2 -- 9.50 14.50 5.00 - - 4.00 Opening 3 -- 15.50 19.50 4.00 - - 4.00 Line C Level 2 Line C Seg 1 34.00 0.00 24.00 24.00 11.00 11.00 4.00 Wall C-1 Seg 1 34.00 0.00 24.00 24.00 11.00 11.00 - Opening 1 - - 5.50 9.50 4.00 - - 4.00 Opening 2 - - 10.50 13.50 3.00- - 4.00 Opening 3 - - 14.50 18.50 4.00- - 4.00 Level 1 Line C Seg 1 34.00 0.00 24.00 24.00 24.00 24.00 8.00 Wa11 C-1 Seg 1 34.00 0.00 24.00 24.00 24.00 24.00 - 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 7 of30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 Loads rat Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude tlbs,plf,psfl Start End Trib Ht fft] Block 1 W Roof 1 W ->E Wind Line -1.00 35.00 43.1 Block 1 W Roof Min W ->E Wind Line -1.00 35.00 43.6 Block 1 W Wall 1 W ->E Wind Line 6.00 34.00 20.6 Block 1 W Wall Min 0->0 Wind Line 6.00 34.00 16.0 Block 1 E Roof 1 W ->E Lee Line -1.00 35.00 91.6 Block 1 E Roof Min W -,E Lee Line -1.00 35.00 43.6 Block 1 E Wall 1 W ->E Lee Line 6.00 34.00 14.0 Block 1 E Wall Min W ->E Lee Line 6.00 34.00 16.0 Block 1 W Roof 1 E ->W Lee Line -1.00 35.00 91.6 Block 1 W Roof Min E -2W Lee Line -1.00 35.00 43.6 Block 1 W Wall Min E ->W Lee Line 6.00 34.00 16.0 Block 1 W Wall 1 E ->W Lee Line 6.00 34.00 14.0 Block 1 E Roof 1 E ->W Wind Line -1.00 35.00 43.1 Block 1 E Roof Min E ->W Wind Line -1.00 35.00 43.6 Block 1 E Wall Min E ->W Wind Line 6.00 34.00 16.0 Block 1 E Wall 1 E ->W Wind Line 6.00 34.00 20.6 Block 1 S Wall 1 5->N Wind Line 0.00 24.00 20.6 Block 1 0 L Gable 1 S ->N Wind Line 0.00 12.00 0.0 109.8 Block 1 S Wall Min S ->N Wind Line 0.00 24.00 16.0 Block 1 S L Gable Min S ->N Wind Line 0.00 12.00 0.0 50.6 Block 1 S R Gable 1 5->N Wind Line 12.00 24.00 109.8 0.0 Block 1 S R Gable Min S -,N Wind Line 12.00 24.00 80.6 0.0 Block 1 N L Gable 1 S ->N Lee Line 0.00 12.00 0.0 58.7 Block 1 N L Gable Min 5->N Lee Line 0.00 12.00 0.0 80.6 Block 1 N Wall 1 5->N Lee Line 0.00 24.00 11.7 Block 1 N Wall Min 5-30 Lee Line 0.00 24.00 16.0 Block 1 N R Gable Min S ->N Lee Line 12.00 24.00 80.6 0.0 Block 1 N R Gable 1 S ->N Lee Line 12.00 24.00 58.7 0.0 Block 1 S L Gable Min N-30 Lee Line 0.00 12.00 0.0 80.6 Block 1 S Wall Min N->5 Lee Line 0.00 24.00 16.0 Block 1 S Wall 1 N ->S Lee Line 0.00 24.00 11.7 Block 1 S L Gable 1 0-35 Lee Line 0.00 12.00 0.0 58.7 Block 1 0 R Gable Min N-35 Lee Line 12.00 24.00 80.6 0.0 Block 1 S R Gable 1 N ->S Lee Line 12.00 24.00 58.7 0.0 Block 1 N Wall 1 N-30 Wind Line 0.00 24.00 20.6 Block 1 N L Gable Min N ->S Wind Line 0.00 12.00 0.0 80.6 Block 1 N Wall Min N ->S Wind Line 0.00 24.00 16.0 Block 1 N L Gable 1 N-30 Wind Line 0.00 12.00 0.0 109.8 Block 1 N R Gable Min N ->S Wind Line 12.00 24.00 80.6 0.0 Block 1 N R Gable 1 N ->S Wind Line 12.00 24.00 109.8 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location tft] (Ibs,plf,psfl Ht Case Dir Dir Start End Start End 1601 Block 1 W Wall 1 W ->E Wind Line 0.00 34.00 49.1 Block 1 W Wall Min W ->E Wind Line 0.00 34.00 38.2 Block 1 W Wall Min W ->E Wind Line 6.00 34.00 16.0 Block 1 W Wall 1 W ->E Wind Line 6.00 34.00 20.6 Block 1 E Wall 1 W ->E Lee Line 0.00 34.00 33.4 Block 1 E Wall Min W ->E Lee Line 0.00 34.00 38.2 Block 1 E Wall 1 W ->E Lee Line 6.00 34.00 14.0 Block 1 E Wall Min W ->E Lee Line 6.00 34.00 16.0 Block 1 W Wall 1 E ->W Lee Line 0.00 34.00 33.4 Block 1 W Wall Min E ->W Lee Line 0.00 34.00 38.2 Block 1 W Wall 1 E ->W Lee Line 6.00 34.00 14.0 Block 1 W Wall Min E -OW Lee Line 6.00 34.00 16.0 Block 1 E Wall Min E ->W Wind Line 0.00 34.00 38.2 Block 1 E Wall 1 E ->W Wind Line 0.00 34.00 49.1 Block 1 E Wall 1 E ->W Wind Line 6.00 34.00 20.6 Block 1 E Wall Min E ->W Wind Line 6.00 34.00 16.0 Block 1 S Wall Min 0-0N Wind Line 0.00 24.00 38.2 Block 1 S Wall Min S ->N Wind Line 0.00 24.00 16.0 Block 1 S Wall 1 S ->N Wind Line 0.00 24.00 49.1 Block 1 S Wall 1 S ->N Wind Line 0.00 24.00 20.6 Block 1 N Wall Min 0-30 Lee Line 0.00 24.00 38.2 Block 1 N Wall 1 0->0 Lee Line 0.00 24.00 27.8 Block 1 N Wall Min S ->N Lee Line 0.00 24.00 16.0 Block 1 N Wall 1 S ->N Lee Line 0.00 24.00 11.7 8 of30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 S Wall S Wall S Wall 5 Wall 14 Wall N Wall N Wall N Wall Min N-00 Lee 1 N ->S Lee 1 N-00 Lee Min N -OS Lee Min N ->S Wind 1 N ->S Wind 1 N ->S Wind Min N-05 Wind Line 0.00 24.00 38.2 Line 0.00 24.00 27.8 Line 0.00 24.00 11.7 Line 0.00 24.00 16.0 Line 0.00 24.00 38.2 Line 0.00 24.00 20.6 Line 0.00 24.00 49.1 Line 0.00 24.00 16.0 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 7 or 2 from Fig 27.4-8 or minimum loads from 27.7.5 ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.4-1 or minimum bads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area bads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 9 o1 30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 BUILDING MASSES Level 2 Force Dir Building Element Block Wall Line Profile Location [ft1 Start End Magnitude [Ibs,plf,psf] Start End Trib Width [ft] E -W Roof Block 1 1 Line -1.00 35.00 195.0 195.0 1-14 E -W Roof Block 12 86 Line -1.00 35.00 195.0 195.0 34.00 N -S Roof Block 1A Point Line -1.00 25.00 270.0 270.0 E -W N -S Roof Block 1C 69.7 Line -1.00 25.00 270.0 270.0 0.00 N -S L Gable Block 1A Point Line 0.00 12.00 100.7 0.0 N -S N -S R Gable Block 1A 103.7 Line 12.00 24.00 0.0 100.7 24.00 N -S R Gable Block 1 C Line 0.00 12.00 100.7 0.0 N -S N -S L Gable Block 1 C Line 12.00 24.00 0.0 100.7 Both Wall 1-1 n/a1 Profile Line 6.00 34.00 20.0 20.0 Start Both Wall 2-1 n/a2 Point Line 6.00 34.00 20.0 20.0 E -W Both Wall B-1 n/aB 39.3 Line 0.00 24.00 20.0 20.0 6.00 Both Wall C-1 n/aC Point Line 0.00 24.00 20.0 20.0 E -W Level1 6.00 34.00 44.2 44.2 E -W Point Magnitude Trib Force Building Block Wall Profile Location [ft] (Ibs,plf,pstl Width Dir Element 0.00 Line 56.5 Start End Start End [ft] E -W Floor F1 n/a1 Line 0.00 34.00 120.0 120.0 Both Wall 1-1 n/a1 Line 6.00 34.00 20.0 20.0 E -W Floor F1 n/a 2 Line 0.00 34.00 120.0 120.0 Both Wall 2-1 n/a2 Line 6.00 34.00 20.0 20.0 N -S Floor F1 n/a A Line 0.00 24.00 170.0 170.0 Both Wall B-1 n/aB Line 0.00 24.00 20.0 20.0 N -S Floor F1 n/aC Line 0.00 24.00 170.0 170.0 Both Wall C-1 n/a C Line 0.00 24.00 20.0 20.0 Both Wall 1-1 n/a1 Line 0.00 34.00 40.0 40.0 Both Wall 2-1 n/a2 Line 0.00 34.00 40.0 40.0 Both Wall A-1 n/a A Line 0.00 24.00 40.0 40.0 Both Wa11 C-1 n/0 C Line 0.00 24.00 40.0 40.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E -W, N -S. or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F,C - refer to Plan Crew for floor area number Wall line - Shearline that equivalent line bad is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 7 10 of 30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Mag [Ibs,plf,psf] Start End 1-1.1 Line -1.00 6.00 69.7 69.7 E -W Point 0.00 0.00 216 216 1-14 Point 6.00 6.00 86 86 E -W Line 6.00 34.00 76.9 76.9 E -W Point 34.00 34.00 302 302 E -W Line 34.00 35.00 69.7 69.7 N -S Line -1.00 0.00 96.5 96.5 N -S Point 0.00 0.00 100 100 N -S Line 0.00 12.00 103.7 139.7 0-0 Line 12.00 24.00 139.7 103.7 N -S Point 24.00 24.00 100 100 N -S Line 24.00 25.00 96.5 96.5 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End 1-8 Point 0.00 0.00 118 118 E -W Line 0.00 6.00 39.3 39.3 E -W Point 6.00 6.00 59 59 E -W Point 6.00 6.00 1866 1866 E -W Line 6.00 34.00 44.2 44.2 E -W Point 34.00 34.00 177 177 N -S Point 0.00 0.00 236 236 N -S Line 0.00 24.00 56.5 56.5 N -S Point 24.00 24.00 236 236 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) loads.7he program apples a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 8 11 of30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 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 The following under -capacity sheadines were found: 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). 12 of 30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads T N -S Shearlines W Gp For Dir HIW-Cub Int Ext ASD Shear Force Iplf] V (lbs] vmax v Int Allowable Shear [pit] Ext Co C Total V (lbs] Crit. Resp. Line 1 Level 2 001, Lev2 1 Both 1.0 839 30.0 30.0 339 1.00 5 339 9479 0.09 Level 1 181, Levl 1 Both 1.0 1624 47.8 47.8 339 1.00 S 339 11510 0.14 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 839 30.0 30.0 339 1.00 S 339 9479 0.09 Level 1 Ln2, Levl 1 Both 1.0 1624 52.4 52.4 339 1.00 0 339 10494 0.15 E -W W For HAV -Cub ASD Shear Force [plf] Allowable Shear (plf] Crit. Shearlines Gp Dir Int Ext V (lbs] vmax v Int Ext Co C Total V (lbs] Resp. Line A Level 1 LnA, Levi 1^ Both 1.0 2717 339.6 339.6 339 1-00 S 339 2708 1.00 Line B Level 2 158, Lev2 1 Both 1.0 1987 220.8 220.8 339 1.00 S 339 3047 0.65 Line C LnC, Lev2 1 Both 1.0 1502 136.6 136.6 339 1.00 S 339 3724 0.40 Level 1 LnC, Levl 1 Both 1.0 3036 126.5 126.5 339 1.00 S 339 8124 0.37 Legend: Unless otherwise noted, the value in the table fo 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..^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. HTW.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 or interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -lo -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, 5 = 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/fotal = 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. 10 130130 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 HOLD-DOWN DESIGN ( Flexible wind design Level 1 Line- Wall Posit'n Location [ft] X V Load Case Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1 385 385 Limit w/o 1500 0.26. V Elem 0.00 6.131 121 121 Refer to upper level 1-1 R End 0.00 33.871 506 506 Limit w/o 1500 0.34 Line 2 2-1 L End 24.00 0.121 425 425 Limit w/0 1500 0.28 V Elem 24.00 6.131 121 121 Refer to upper level 2-1 L Op 1 24.00 16.881 425 425 Limit w/o 1500 0.28 2-1 R Op 1 24.00 20.13 1 427 427 Limit w/o 1500 0.28 2-1 R End 24.00 33.87 1 548 548 Limit w/o 1500 0.37 Line A 08-1 L End 0.12 0.001 2898 2898 0T00814 (6" 3695 0.78 0-1 L Op 1 3.88 0.001 2898 2890 STHD14 (6" 3695 0.78 0-1 0 Op 2 20.13 0.00 1 2898 2898 ST08014 (6" 3695 0.78 0-1 R End 23.88 0.001 2898 2898 STHD14 (6" 3695 0.78 Line B V Elem 0.12 6.001 935 935 Refer to upper level V Elem 4.38 6.001 935 935 Refer to upper level V Elem 19.63 6.001 935 935 Refer to upper level V Elem 23.88 6.001 935 935 Refer to upper level Line C C-1 L End 0.12 34.001 1595 1595 140135 4065 0.39 V Elem 5.38 34.00 1 572 572 Refer to upper level V Elem 18.63 34.001 572 572 Refer to upper level C-1 0 End 23.88 34.001 1595 1595 HDU5 4065 0.39 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X V Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 6.131 121 121 Limit w/o 1500 0.08 1-1 0 End 0.00 33.871 121 121 Limit w/o 1500 0.08 Line 2 2-1 L End 24.00 6.131 121 121 Limit w/o 1500 0.08 2-1 R End 24.00 33.87 1 121 121 Limit w/o 1500 0.08 Line B 13-1 L End 0.12 6.001 935 935 Limit w/o 1500 0.62 B-1 L Op 1 4.38 6.001 935 935 Limit w/o 1500 0.62 B-1 R Op 3 19.63 6.00 1 935 935 Limit w/o 1500 0.62 B-1 R End 23.88 6.00 0 935 935 Limit w/o 1500 0.62 Line C C-1 L End 0.12 34.001 572 572 Limit w/o 1500 0.38 C-1 L Op 1 5.38 34.001 572 572 Limit w/o 1500 0.38 C-1 R Op 3 18.63 34.001 572 572 Limit w/o 1500 0.38 C-1 R End 23.88 34.001 572 572 Limit w/o 1500 0.38 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Sheadine Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or sbengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Coordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 /28.4.4) Hold-down Forces: Shear - Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASO by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASO tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load 11 14 of 30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 Notes: Refer to Shear Results table for perforation factors Co. 12 15 of 30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 wind design Level 1 Line- Wall Position on Wall or Opening Location [ft] XY Load Case Drag Strut Force [lbs] > < - Line 2 18537 672.0 3314 3314 3732 3732 2-1 Left Opening 1 29.00 17.00 1 79 79 2-1 Right Opening 1 24.00 20.00 1 65 65 Line A A-1 Left Opening 1 9.00 0.00 1 906 906 A-1 Right Opening 2 20.00 0.00 1 906 906 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening XY Case -> < Line B B-1 Left Opening 1 4.50 6.00 1 621 621 B-1 Right Opening 3 19.50 6.00 1 621 621 Line C C-1 Left Opening 1 5.50 34.00 1 407 407 C-1 Right Opening 3 18.50 34.00 1 407 407 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or 8 Drag strut Force - Axial force in transfer elements at openings and gaps in walls along sheadine. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction e- Due to shearline force in the east -to -west or north -to -south direction 13 16 of 30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 Flexible Diaphragm Seismic Design Level Mass [lbs] Area [sq.ftj Story Shear [lbs] E -W N -S Diaphragm Force Fpx [lbs] E -W N -S 2 18537 672.0 3314 3314 3732 3732 1 14880 816.0 1827 1827 2996 2996 All 33417 - 5141 5141 - - Legend: Building mass - Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-72. 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. 14 17 0130 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 SHEAR RESULTS ( flexible seismic design N -S Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [plf] V [lbs] vmaxv Int Allowable Shear [plf] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 2 0.00 0.12 427 427 Limit w/o 1500 0.28 Lnl, Lev2 1 Both 1.0 1160 41.4 41.4 167 242 1.00 S 242 6770 0.17 Level 1 0.00 33.07 594 594 Limit w/o 1500 0.40 Line 2 2-1 Lnl, Levl 1 Both 1.0 1799 52.9 52.9 971 242 1.00 S 242 8221 0.22 Line 2 24.00 6.13 167 167 Refer to upper level 2-1 Level 2 24.00 16.88 471 471 Limit w/o 1500 0.31 2-1 Ln2, Lev2 1 Both 1.0 1160 41.4 41.4 473 242 1.00 S 242 6770 0.17 Level 1 24.00 33.87 640 640 Limit w/o 1500 0.43 Line A L02, Levl 1 Both 1.0 1799 58.0 58.0 242 1.00 S 242 7496 0.24 E -W W For WW -Cub ASD Shear Force [plf] 1813 Allowable Shear [plf] 0.49 Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ent Co C Total V [lbs] Resp. Line A 20.13 0.00 181.3 1813 STHD14 (6" 3695 0.49 10-1 Level 1 23.88 0.00 1813 1813 5114014 (6" 3695 0.49 Line B LnA, Levl 1 Both 1.0 1699 212.4 212.4 242 1.00 S 242 1934 0.88 Line B 0.12 6.00 615 615 Refer to upper level Level 2 4.38 6.00 615 615 Refer to upper level 1.08, Lev2 1 Both 1.0 1306 145.1 145.1 615 242 1.00 S 242 2176 0.60 Line C 23.88 6.00 615 615 Refer to upper level Line C C-1 LnC, Lev2 1 Both 1.0 1013 92.1 92.1 1026 242 1.00 S 242 2660 0.38 Level 1 5.38 39.00 386 386 Refer to upper level LnC, Levl 1 Both 1.0 1899 79.1 79.1 386 242 1.00 S 242 5803 0.33 Legend: Unless otherwise noted, the value in the table to a sheadine 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. '"- means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along sheadine. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 7, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASO 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 sheadine: 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 face t for perforated walls given by SDPWS 4.3.6.4.2.4. 15 18 of30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Line- Wall Posit'n Location [11] X 0 Shear Tensile ASD Holddown Force [lbs] Dead En Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 427 427 Limit w/o 1500 0.28 V Elem 0.00 6.13 167 167 Refer to upper level 1-1 R End 0.00 33.07 594 594 Limit w/o 1500 0.40 Line 2 2-1 L End 24.00 0.12 471 971 Limit w/o 1500 0.31 V Elem 24.00 6.13 167 167 Refer to upper level 2-1 L Op 1 24.00 16.88 471 471 Limit w/o 1500 0.31 2-1 R Op 1 24.00 20.13 473 473 Limit w/o 1500 0.32 2-1 R End 24.00 33.87 640 640 Limit w/o 1500 0.43 Line A 0-1 L End 0.12 0.00 1813 1813 STHD14 (6" 3695 0.49 0-1 1. Op 1 3.88 0.00 1813 1813 ST1314 (6" 3695 0.49 10-1 A Op 2 20.13 0.00 181.3 1813 STHD14 (6" 3695 0.49 10-1 R End 23.88 0.00 1813 1813 5114014 (6" 3695 0.49 Line B V Elem 0.12 6.00 615 615 Refer to upper level V Elem 4.38 6.00 615 615 Refer to upper level V Elem 19.63 6.00 615 615 Refer to upper level V Elem 23.88 6.00 615 615 Refer to upper level Line C C-1 L End 0.12 34.00 1026 1026 HDU5 4065 0.25 V Elem 5.38 39.00 386 386 Refer to upper level V Elem 18.63 39.00 386 386 Refer to upper level 0-1 A End 23.88 34.00 1026 1026 800035 4065 0.25 Level 2 Tensile ASD Line- Location [R] Holddown Force [lbs] Cap Crit Wall Posit'n X V Shear Dead Ev Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 6.13 167 167 Limit w/o 1.500 0.11 1-1 R End 0.00 33.87 167 167 Limit w/o 1500 0.11 Line 2 2-1 L End 24.00 6.13 167 167 Limit w/o 1500 0.11 2-1 R End 24.00 33.87 167 167 Limit w/o 1500 0.11 Line B B-1 L End 0.12 6.00 615 615 Limit w/o 1500 0.41 B-1 L Op 1 4.38 6.00 615 615 Limit w/o 1500 0.41 13-1 R Op 3 19.63 6.00 615 615 Limit w/o 1500 0.41 0-1 R End 23.88 6.00 615 615 Limit w/o 1500 0.91 Line C C-1 L End 0.12 34.00 386 386 Limit w/o 1500 0.26 C-1 L Op 1 5.38 34.00 386 386 Limit w/o 1500 0.26 C-1 R Op 3 18.63 34.00 386 386 Limit w/o 1500 0.26 C-1 R End 23.88 34.00 386 386 Limit w/o 1500 0.26 Legend: Line -Walk At wall or opening - Shear/ine and wall number At vertical element - Sheartine Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear - Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev- Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.235 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD -factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. 16 19 of 30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 17 20 of 30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 DRAG STRUT FORCES ( flexible seismic design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [lbs) -> <— Line 2 2-1 Left Opening 1 24.00 17.00 87 87 2-1 Right Opening 1 24.00 20.00 72 72 Line A A-1 Left Opening 1 4.00 0.00 566 566 A-1 Right Opening 2 20.00 0.00 566 566 Level 2 Drag Strut Line- Position on Wall Location [R] Force [lbs] Wall or Opening X Y > <— Line B e-1 Left Opening 1 4.50 6.00 460 460 0-1 Right Opening 3 19.50 6.00 460 460 Line C C-1 Left Opening 1 5.50 34.00 309 309 C-1 Right Opening 3 18.50 34.00 309 309 Legend: Line -Wall - Sheadine and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater oh Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 18 21 of 30 WoodWorks® Shearwalls Palanchuk Garage - SHEAR.wsw Aug. 17, 2016 15:30:20 19 22 of 30 23 of 30 COMPANY Aug. 15, 201811:18 PROJECT Rt �`; 1.1 0.114, F -1E:: Npc'=''i-r'l--1WI1.1.,) t- E N G I N E E R I N G Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Lona Type Distribution Pat- cern Location (ft] start Endend magnirude Unit Goadl Seweight Dead Dead Pull Area Full Area Pull tDL No 00124.0.1 00(24.0.1 3.5 pet paf plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1T-sU- 13'-0 9- Unfactored: Dead Snow 3. 368 250 289 factored. Total 609 530 Capacity Joist uPyrt Anal/Dee Joist Loadcomb Min rem,0.59 ch Derain c. pPnrt Fco Sub 578 834 689 0.83 02 1.64 1.2S 625 570 538 720 1.00 0.»4 Leng 0.62 0.62 1.00 1.2S 825 --Minimum bea'ng length 9oveme Mazmum reaton on at east one support combination. by the required width of the supporting member. Is from a different toad combination than the Maud one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical I ad R1 Lumber -sort Hem -Fit, N0.2, 2x12 (1-12'x11-1/4") Supports: Al -Tmber-son Beam. D.Fir-L 50,2 Root joist spaced at 24.0" de, Total length: 17-10.0-; volume a 2.1 00.70.; Pitot: 10/12; Lateral support tope full, bottom. at Supports; Repetitive factor applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection wing NDS 2016: CriterionAea sign value Unit Analysis/Deeion Shear Bending(.] Bending fva- fb - 41 Pb - 175 psi Pei fb/7b' . 0.51 fb/717' . 0.11 Defle [ Interior Live Total Cantil. Live Total .0./999 0.33 . L/551 9/399 -0.13. L/177 0.75 . G/240 L/180n 0.20 . L/120 0.26 - L/90 in 10 Sn 0.19 0.33 0.30 0.51 Design Notes: 8. WoodWOAs analysts and design are M accordance with the ICC Intemafonal Building Code gen 2015), Me National Oe*gn Spedaoatlon (NDS 2019), and NDS Design Supplement. . Please verify that t e default deflection limits are appropriate for our application. 3. Continuous or Can levered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to Me full length Of.ntilerers and Other spans. . Sawn lumber band g members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . SLOPED BEAMS: I vel beefing Is required for el doped beams. 8. FIRE RATING: Joists. wall studs, and multlopty members are not rated for are endurance. 22 of 30 23 of 30 ...-------- COMPANY Aug. 18, 2016 11:18 PROJECT SF1 PAL. -IC NO r F -4w1-"1 N G I N E S Ia I N G PACI1-1C raORTHWE'J' T E N G I N E E R I N G Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Self -weight Loadl Load2 Self -weight Dead Live Dead Full Area Full Area Full DM 15.00(13.00') 40.00(12.00') 15.2 15.00(3.00') 40.00(3.00') 14.7 pef psf plf Maximum Reactions (lbs), Bearing Capaci ies (lbs) and Bearing Lengths (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t 94 J a' Unfactored: Dead Live 278 560 1288 3170 278 560 Factored. Total 838 4458 838 Bearing. Capacity Beam Support Anal/Des Beam Support Load comb Length Min req'd Cb Cb min Cb support Fcp sW 1719 1836 0.49 0.46 #2 0.50• 0.50" 1.00 1.00 1.07 625 4458 4579 1.00 0.97 22 1.25 1.25 1.00 1.00 1.07 625 1719 1836 0.49 0.46 #2 0.50" 0.50" 1.00 1.00 1.07 625 'Minimum beanng length setting used: 1/2" for end supports SF1 Timber -soft, D.Fir-L, No.2, 6x12 (5-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 9'4.0"; volume = 4.0 cu.ft.; Beam and stringer, Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Analysis/Design Shear Bending(*) Live Defl'n Total Defl'n fv = 16 fb = 201 0.02 = <L/999 0.04 = <1/999 Fv' = 170 Fb' = 869 0.31 = 1/360 0.46 = L/240 psi psi in in fv/Fv' = 0.09 fb/Ft, = 0.23 0.08 0.09 fv/Fv' = 0.32 fb/Fb' = 0.56 0.51 0.55 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the defautt deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 24 of 30 �- -.--- COMPANY Aug. 18, 201611:18 PROJECT SF2 PAL. -IC NO r F -4w1-"1 N G I N E S Ia I N G Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start End Unit Loadl Load2 Self -weight Dead Live Dead Full Area Full Area Full UDL 15.00(13.00') 40.00(12.00') 15.2 psf Pef plf Maximum Reactions (lbs), Bearing Capaci ies (lbs) and Bearing Lengths (in) t 13' 2.5" t J Unfactored: Dead Live 1288 3170 1288 3170 Factored. Total 4458 4458 Bearing. Capacity Beam Support Anal/Des Beam Support Load comb Length Min req'd Cb Cb min Cb support Fop sup 4458 4579 1.00 0.97 22 1.25 1.25 1.00 1.00 1.07 625 4458 4579 1.00 0.97 42 1.25 1.25 1.00 1.00 1.07 625 SF2 Glutam-Unbai, West Species, 24F -V4 DF, 5-1/2"x12" e laminations, 5-1/2" maximum width, Supports: All - Timber -soil Beam, D.FIr-L No.2 Total length: 13'-2.5"; volume = 6.1 04.t.; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 21315: Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending/"1 Live Defl'n Total Defl'n fv = 84 fb = 1318 0.22 = 1/703 0.36 = 1/437 Fv' - 265 Fb' = 2357 0.44 = 1/360 0.66 = L/240 psi psi in in fv/Fv' = 0.32 fb/Fb' = 0.56 0.51 0.55 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. GNlam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth 8 actual depth. 5. Glulam Beams shall be laterally supported according to the provivons of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 25 of 30 1 �,,.- COMPANY Aug. 18, 2016 11:18 PROJECT SF3 1. Blocking between ceiling joists, rafters or trusses to top plate or other framing below 3-8d common (2-1/2" x 0.1311; or 3-10d box (3" x 0.1281; or 3-3" x 0.131' naib F0C83IC rVO 00 i-tvvEru-r E G I E E R I N G N N Design Check Calculation Sheet Woodworks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 2. Ceifing joists to top plate Loadl Load2 Load3 Self -weight Dead Dead Live Dead Full UDL Full Area Full Area Full UDL 3-16d common (3-1/2" z 0.162"); or 4-10d box (3' x 0.128'); or 4-3" x 0.131" nails Face nail 80.0 15.00(3.75') 40.00(3.75') 12.1 plf psf psf p1E Face nail Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t 11-T 11 6. Rafter or roof buss to top plate (see Section 2308.7.5, Table 2308.7.5) 3-10d common (3' x 0.1481; or 3-16d box (3-1/2 x 0.1351; or 4-10d box (3"x 0.1281; or 4-3" x 0.131" nails Toenail 11-6.5 " Unfactored: Dead Live 859 869 Toenail 859 869 Factored: Total 1728 1728 Bearing. Capacity Beam Support Anal/Des Beam Support Load comb Length Min req'd Cb Cb min Cb support Fcp sup 1728 1845 1.00 0.94 #2 0.50 0.50 1.00 1.00 1.07 625 1728 1845 1.00 0.94 #2 0.50 0.50 1.00 1.00 1.07 625 SF3 Timber -soft, D.Fir-L, No.2, 6x10 (5-112"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 11'-7.0"; volume = 4.1 cu.ft.; Beam and stringer, Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2o15: Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(4) Live Def1'n Total DeEl'n Ev - 44 fb - 760 0.13 - nL/999 0.32 - L/439 Fv' - 170 Fb' - 875 0.38 - L/360 0.58 - 1/240 psi psi in in fv/Fv' - 0.26 fb/Flo' - 0.87 0.33 0.55 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 26 of 30 2015 )BC -TABLE 2304.10.1 -FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION ROOF 1. Blocking between ceiling joists, rafters or trusses to top plate or other framing below 3-8d common (2-1/2" x 0.1311; or 3-10d box (3" x 0.1281; or 3-3" x 0.131' naib Each end, toenail Blocking between rafters or truss not at the wall top plate, to rafter or truss 2-8d common (2-1/2" x 0.131") 2-3' x 0.131" nails Each end, toenail 2-16d common (3-1/2" 5 0.162') 3-3' x 0.131" nails End nail Flat blocking to truss and web filler 16d common (3-1/2' x 0.162') 6" o.c. 3'x0.131"nails @ 6'o.c. Face nail 2. Ceifing joists to top plate 3-8d common (2-1/2" x 0.1311; of 3-100/ box (3" x 0.128"); or 3-3' x 0.131" nails Each end, toenail 3. Ceiling joists not attached to parallel rafter, laps over partitions (no thrust) (see Section 2308.7.3.1, Table 2308.7.3.1) 3-16d common (3-1/2" z 0.162"); or 4-10d box (3' x 0.128'); or 4-3" x 0.131" nails Face nail 4. Ceiling joist attached to parallel rafter (heel joint) (see Section 2308.7.3.1, Table 2308.7.3.1) Per Table 2308.7.3.1 Face nail 5. Collar lie to rafter 3-10d common (3" z 0.1481; or 4-100/ box (3' x 0.1281; or 4-3' x 0.131" nails Face nail 6. Rafter or roof buss to top plate (see Section 2308.7.5, Table 2308.7.5) 3-10d common (3' x 0.1481; or 3-16d box (3-1/2 x 0.1351; or 4-10d box (3"x 0.1281; or 4-3" x 0.131" nails Toenail 7. Roof rafters to ridge valley or hip rafters, or roof rafter to 2" ridge beam 2-16d common (3-1/2" x 0.162"); or 3-10d box (3" x 0.1481; or 3-3" x 0.131" nails End nail 3-100/ common (3' x 0.1481; or 3-16d box (3-1/2" x 0.1351; or 4-10d box (3' x 0.1281; or 4-3' x 0.131" nails Toenail 27 of 30 2015 IBC -TABLE 2304.10.1 - FASTENING SCHEDULE - CONTINUED DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION WALL 8. Stud to stud (not at braced wall panels) 16d common (3-1/2' x 0.162") 24" o.c. face nail 10d box (3' x 0.128"); or 3" x 0.131' nails 16" o.c. face nail 9. Stud to stud and abutting studs at intersecting waft comers (at braced wall panels) 16d common (3-1/2' x 0.162"); or 16" o.c. face nail 16d box (3-1/2" x 0.135"); or 12' o.c. face nail 3" x 0.131' nails 12" o.c. face nail 10. Built-up header (2' to 2' header) 16d common (3-1/2"x 0.1621; or 16" o.c. each edge, face nail 16d box (3-1/2" x 0,1351; or 12" o.c. each edge, face nail 11. Continuous header to stud 4-8d common (2-112' x 0.1311; or 4-10d box (3' x 0.128") Toenail 12. Top plate to top plate 16d common (3-1/2" x 0.162"); or 16' o.c. face nail 10d box (3' x 0.128'; or 3" x 0.131" nails 12' o.c. face nail 13. Top plate to top plate, at end joints 8-16d common (3-1/2" x 0.162"); or 12-10d box (3" x 0.1281; or 12-3" x 0.131" nails Each side of end joint, face nail (minimum 24' lap splice length each side of end joint) 14. Bottom plate to joist, rim joist, band joist or bbcking (not at braced wall panels)12" 16d common (3-1/2" x 0.1621; or 16" o.c. face nail 16d box (3-1/2" x 0.135; or 3" x 0.131" nails o.c. face nail 15. Bottom plate to joist, rim joist, band joist or blocking at braced wall panels 2-16d common (3-1/2" x 0.162'); or 3-16d box (3-1/2" x 0.135"); or 4-3' x 0.131' nails 16" o.c. face nail 16. Stud to top or bottom plate 4-8d common (2-1/2"x0.131"); or 4-10d box (3" x 0.1281; or 4-3" x 0.131" nails Toenail 2-16d common (3-1/2" x 0.162"); or 3-10d box (3' x 128"); or 3-3" x 0.131" nails End nail 17. Top of bottom plate to stud 2-16d common (3-12" x 0.162"); or 3-10d box (3" x 128"); or 3-3" x 0.131" nails End nail 18. Top plates, laps at comers and intersections 2-16d common (3-1/2" x 0.162"); or 3-10d box (3" x 1281 or 3-3" x 0.131' nails Face nail 28 of 30 2015 IBC -TABLE 2304.10.1 - FASTENING SCHEDULE - CONTINUED DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION WALL 19. 1' brace to each stud and plate 2-8d common (2-1/2" x 0.131"); or 2-10d box (3' x 0.128"); or 2-3" x 0.131" nails Face nail 20.1' x 6' sheathing to each bearing 2-8d common (2-112' x 0.131; or 2-10d box (3' x 0.128") Face nail 21. 1" x 8' and wider sheathing to each bearing3-10d 3-8d common (2-1/2" x 0.1311; or box (3" x 0.1281Face nail WALL 22. Joist to sill, top plate, or girder 3-8d common (2-1/2' x 0.1311; or 3-10d box (3' x 0.128"); or 3-3" x 0.131" nails Toenail 23. Rim joist, band joist, or bbcking to top plate, sill or other framing below 8d common (2-1/2" x 0.131'); or 10d box (3" x 0.128"); or 3" x 0.131" nails 6" o.c. toenail 24. 1" x 6" subfloor or less to each joist 2-8d common (2-1/2' x 0.131"); or 2-10 box (3" x 0.128') Face nail 25. 2" subfloor to joist or girder 2-16d common (3-1/2' x 0.162") Face nail 26. 2' planks (plank & beam - floor & roof) 2-16d common (3-1/2" x 0.162") Each bearing, face nail 27. Built-up girders and beams, 2' lumber layers 20d common (4' x 0.192 32' o.c., face nail at top and bottom staggered on opposite sides 10 box (3" x 0.1281; or 3' x 0.131' nails 24" o.c., face nail at top and bottom staggered on opposite sides And: 2-20d common (4' x 0.1921; or 3-10d box (3" 0 0.1281; or 3-3'x0.131" nails Ends and at each spfice, face nail 28. Ledger strip supporting joists or rafters 3-16d common (3-1/2" x 0.162"); or 4-10d box (3" x 0.128"); or 4-3' x 0.131' nails Each joist or rafter, face nail 29. Joist to band joist or dm joist 3-16d common (3-1/2" x 0.162"); or 4-10d box (3" x 0.128"); or 4-3" x 0.131" nails End nail 30. Bridging or blocking to joist, rafter or truss 2-8d common (2-1/2" x 0.131'); or 2-10d box (3' x 0.1281; or 2-3' x 0.131' nails End nail, toenail 29 of 30 2015 IBC -TABLE 2304.10.1 - FASTENING SCHEDULE - CONTINUED DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing Edges (inches) Intermediate supports (inches) 31. )" toY" 6d common or deformed (2' x 0.113") (subfloor and wall) 6 12 8d box or deformed (2-1/2" x 0.113") (roof) 6 12 2-3/8' x 0.113 nail (subfloor and wall) 6 12 2 -3/8" x 0.113' nail (roof) 4 8 32.1%Z' to %' /3 8d common (2-1/2" x 0.1311; or 6d deformed (2-1/2" x 0.131") 6 12 2-3/8" x 0.113: nail 4 8 33. 0' to 1-1/4'8d 10d common (3" x 0.1481; or deformed (2-1/2' x 0.131")6 12 Other exterior wall sheathing 34. Yz" fiberboard sheathing 1-1/2' galvanized roofing nail (7%head diameter) 3 6 35.2%32' fiberboard sheathing(7/ 1-3/4" galvanized roofing nail head diameter) 3 6 Wood structural panels, combination subfloor underlayment to framing 36.3/' and less 8d common (2-1/2" x 0.1311; or 6d deformed (2" x 0.1311 6 12 37. %' to 1' 8d common (2-1/2' x 0.131"); or 8d deformed (2-1/2' x 0.131") 6 12 38. i-1/8' to 1-1 /4' 10d common (3' x 0.148'); or 8d deformed (2-1/2" z 0.131") 6 12 Panel siding to framing 39. iz" or less 6d corrosion -resistant siding (1-7/8' x 0.106"); or 6d corrosion -resistant casing (2' x 0.099") 6 12 40. %' 8d corrosion -resistant siding (2-3/8' x 0.128"); or 8d corrosion -resistant casing (2-1/2' x 0.113") 6 12 Interior paneling 41. y' 4d casing (1-1/2' x 0.080'); or 4d finish (1-1/2" x 0.072') 6 12 42. %" 6d casing (2' x 0.099"); or 6d finish (Panel supports at 24 inches) 6 12 30 of 30 INV City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 16, 2019 Dimitry Palanchuk 15315 64`h Ave S Tukwila, WA 98188 RE: Request for Permit Extension Building Permit Application D16-0247 Palanchuk Residence - 15315 64th Ave S Dear Dimitry, This letter is in response to your written request for extension of permit number D16-0247. The Building Official has reviewed your letter and considered the situation outlined in your letter. It has been determined that the City of Tukwila Building Department will not be extending the permit. As a result, this permit will expire on April 17, 2019. For a permit to be processed for this work, a new application must be submitted along with four complete sets of plans, calculations, documents and associated fees. If you have any concerns or questions, feel free to contact me in the permit center at 206 431-3670. If you wish to discuss the determination made, please contact the Building Official directly at 206 431-3675. Sincerely, (70(A/kieg-e-e Ka dace Nichols Permit Technician File: Permit No. D16-0247 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov RECE. :D CITY OF TUK wIP_r, APR 1 1 2019 PERMIT CENTER _AAr r *C Per/4 Ce-sifev f peon /i /c ? reit 14c s't on. 4di / e vis kk'tom Pe rp7, 7 D1 6 —62 / i r fi iv_ rtJ'' ce Mc e i t -LN / t k W, y . 4,4 ?pm, _ / 4JOet r nOT i Gt_ to l 4 J111.1 -;q / de_ et It' lie_ IS AIR r;ctz OikthCl2(4. k A Request for Extension Current E piration Date: 7 - Extension 7equest: ry� pprov :d for days lel DenieC ;provide explanation) dataLd , 1 Sec kta Signature/Initials 3/1/2019 City of Tukwila Department of Community Development STANISLAV PALANCHUK 15315 64TH AVE S TUKWILA, WA 98108 RE: Permit No. D16-0247 PALANCHUK RESIDENCE 15315 64TH AVE S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/17/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/17/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, may, c Bill Rambo Permit Technician File No: D16-0247 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director October 12, 2018 Dima Palanchuk 15315 64th Ave S Tukwila, WA 98188 RE: Request for Extension #3 Permit Number D16-0247 Dear Dima Palanchuk, This letter is in response to your written request for an extension to Permit D16-0247. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through April 17, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D16-0247 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov 05 fR I PtoYm\- o2 4-� as RECEIVED CITY OF TUKWILA OCT 05 2018 PERMIT CENTER p cob -e_vvI,ECD\,_\r- b\A- L 10-C i -Q, \J -e fS7) rsOvL‘r -C ot.. ,rb.sye , (GI Request for Extnsion # 3 Current Expiration Date: 10-1-7- 1 8 Extension Request: Approved for /e v days Denied (provide explanation) \r•-zekA, y a'r j2--) Signature/Initials/1'/ 1 1As 14 trC_Tuk.e_S c.6A:t k kA--e\--vv kJ- y 0 t& -p,\ 2 s-.)- 51 —1.771 9/5/2018 City of Tukwila Department of Community Development STANISLAV PALANCHUK 15315 64TH AVE S TUKWILA, WA 98108 RE: Permit No. D16-0247 PALANCHUK RESIDENCE 15315 64TH AVE S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/17/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 10/17/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D16-0247 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 20, 2018 Dima Palanchuk 15315 64th Ave S Tukwila, WA 98188 RE: Request for Extension #2 Permit Number D16-0247 Dear Mr. Palanchuk, This letter is in response to your written request for an extension to Permit D16-0247. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through October 17, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, R -15d_ Bill Rambo Permit Technician File: Permit No. D16-0247 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov //e_/lotvi5 ec 4_ioK ecy. 4* � k�,� Wtll x e cv e 4o 'Vva VroLJ °on i. -se wo 1ct TO ele_eLS'-e We Gaol e.e.rwt. < 0 \re-Scked.kJ.e aL'^ e 1,n s 'k a`\ 4-e , We- Y AV /4-4- ie -t ��-� o sel Jec-� &OAd v\e- deA) c 3 \ 5-• c, Ave Request for Extension # Z Current Expiration Date: 4"I 7-18 Extension Request: Approved for 1t0 days Denied (provide explanation) Signature/Initials f SD vh� (),,\ 0..v\c RECEIVED CITY OF TUKWILA APR 16 2018 PERMIT CENTER 3/1/2018 City of Tukwila Department of Community Development STANISLAV PALANCHUK 15315 64TH AVE S TUKWILA, WA 98108 RE: Permit No. D16-0247 PALANCHUK RESIDENCE 15315 64TH AVE S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/17/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/17/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D16-0247 R,1 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 June 8, 2017 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director Stanislav Palanchuk 15315 64th Ave S Tukwila, WA 98188 RE: Request for Extension #1 Permit Number D16-0247 Dear Mr. Palanchuk, This letter is in response to your written request for an extension to Permit D16-0247. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through December 26, 2017. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, -3„,1-10 Bill Rambo Permit Technician File: Permit No. D16-0247 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Sian 75/ a's' 19 / 513 1C- 6 6( hvE -.661(-(,(//1 p/4/ 9F /FS- Alb- 02'+7 Request for (0") —n# I Current Expiration Date: l0-r17 Extension Request: yApproved for 70 days ❑ Denied (provide explanation) Signature/Initials l e- //f ,tt e_e Jae 6 , ;o/z RECEIVED CITY OF TUKWILA JUN 0 6 2011 PERMIT CENTER 5/1/2017 City of Tukwila Department of Community Development STANISLAV PALANCHUK 15315 64TH AVE S TUKWILA, WA 98108 RE: Permit No. D16-0247 PALANCHUK RESIDENCE 15315 64TH AVE S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/26/2017. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least.seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/26/2017, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D16-0247 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 BUILDING PERMIT INFORMATIC 206-431-3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ /a OCA (7 \ Describe the scope of work (please provide detailed information): Will there be new rack storage? ❑ .... Yes ❑ ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2012 Applications\Permit Application Revised -2-7-]2.docx Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor rd Floor 3rd Floor Floors thru Basement Accessory Structure* J � � i i E C � �N Attached Garage 1 L 7 R # 1 Detached Garage / 6 / � GCS �` Attached Carport CITY RECEIVED Of T U K W 1 L.4 Detached Carport Covered Deck NOV 1 0 2016 Uncovered Deck PERMIT CENTER PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2012 Applications\Permit Application Revised -2-7-]2.docx Revised: February 2012 bh Page 2 of 4 City of Tukwila Department of Community Development September 14, 2016 STANISLAV PALANCHUK 15315 64TH AVE S TUKWILA, WA 98108 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D16-0247 PALANCHUK RESIDENCE - 15315 64TH AVE S Dear STANISLAV PALANCHUK, Allan Ekberg, Mayor Jack Pace, Director 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) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, . signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Please provide a site plan showing the foot print of the building and dimensions to the property lines. 2. Provide elevation views identifying North East South and West views as it applies to this project. Identify on the elevation views the portion where alterations take place. 3. Specify insulation per 2015 Washington State Energy Code for all affected areas of the new work. 4. Provide full elevation cut views (footing to top of roof) showing the specific framing members and call out all framing on the elevation and indicate existing or which is new. Be specific in the details identifying all framing members, fasteners, hardware specifications and provide all dimensions for all details. Some details are provided on the last sheet, however be sure details are keyed to the specific location on the plan. Cross out any details that are not relevant to this project. 5. Provide specific details for the stairway and show how it is attached and how it is supported. 6. Specify the intended use of the new loft. Note: This permit plan review may not be complete as revised plans may require further corrections. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLANNING DEPARTMENT: LAURA BENJAMIN at (206)433-7166 if you have questions regarding these comments. • Please include a site plan showing the location of the garage expansion. The structure will need to meet the setbacks for the LDR zone, as listed in TMC 18.10.060. The minimum front setback is 20 feet, the minimum rear setback is 10 feet, and the minimum side setback is 5 feet. PERMIT DEPARTMENT: Bill Rambo at 206-431-36553 if you have questions regarding these comments. Please provide more information regarding the scope of work for this project. The original application states the scope of work as "Remove old trusses and install new on additional pony -wall to be built 4' to raise attic for garage". You also state an addition of 96 sq. ft. to the detached garage. Looking at the plans it would appear that you are adding a second floor to the existing garage accessed by an exterior stairway. What is the use of the second floor area? It also appears there is a covered deck at the second floor level. What is the square footage of all the additions? A new page 2 from the application form has been enclosed for your convenience. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) 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 206-431-3655. Bill Rambo Permit Technician File No. D16-0247 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0247 DATE: 11/10/16 PROJECT NAME: PALANCHUK RESIDENCE SITE ADDRESS: 15315 64TH AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: A -S AWc -ts-t Building Division Public Works Fire Prevention Structural LP5 M 1U -1H I' Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 11/10/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Denied (ie: Zoning Issues) Approved with Conditions (corrections entered in Reviews) DUE DATE: 12/08/16 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0247 DATE: 09/07/16 PROJECT NAME: PALANCHUK RESIDENCE SITE ADDRESS: 15315 64TH AVE S X Original Plan Submittal Revision # Response to Correction Letter # Revision # before Permit Issued after Permit Issued DEPARTMENTS: AT q -C14 PrK qire Building Division Fire Prevention Work' 61(Ps Structural Dov✓ 4+ Planning Division Permit Coordinator El PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 09/08/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Corrections Required (corrections entered in Reviews Denied (ie: Zoning Issues) DUE DATE: 10/06/16 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only (4....11-\ CORRECTION LETTER MAILED: Departments issued corrections: Bldg "' Fire 0 Ping PW ❑ Staff Initials: 1J1/J' 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: fa C//20/6 Plan Check/Permit Number: D 16-0247 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building .Inspector or Plans Examiner Project Name: Palanchuk Residence Project Address: 15315 64 Ave S Contact Person: �� r/4 t Summary of Revision: Phone Number: (12S RECEIVED CITY OF TUKWILA NOV 10 2016 PERMIT CENTER 6y Sheet Number(s): "Cloud" or highlight all areas of revision including da of visi n iii Received at the City of Tukwila Permit Center by: fl" ❑ Entered in TRAKiT on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 FAX (206) 431-3665 E-mail: tukplan@ci.tukwila.wa.us Permit Center/Building Division 206 431-3670 Public Works Department 206 433-0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) COUNTY OF KING ) ss. STIP- , [please print name] , states as follows: PERMIT NO: 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number f 3 , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.2.71 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Owner (Owner's Agent* Signed and sworn to before me this day of /2 46416°', 20 je NOTARY PUBLIC in and for the State of Washington Residing at Name as commissioned: My commission expires: 6a /64 /14 , County 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or • equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residentijl specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 RCW toperfbrk plumbing work that is incidentally, directly, and immediately appropriate to the like -in-kind replacement of a h&usehold appliance or other small household utiliption%equipment that requires limited electric power and limited waste" and/or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. * Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. 5 1 1 - 4-- i--- --,:-. i .. ___....—.1..-- -4 C , i ! r t i ...........—.............„-........, .....„, , ,....... ,...,.., , ----..--; ! , t o .... ----... ' g . ...-.1 ' — t •it.it t . L . $ tottc..r....., t t I 1 S i ! S ! t ; i t - t f i t 7 't, L ; f „. . Q) ........... ‹*•.71 ; ......: , . „.:..-.,..c..: . « « I t ; i, -; ___.,T.,7„,91 -7/1y i 15 t t ; t t « t t i 1 1 ! 1 5 1 ; « i t I I 1 t i , 1 : 1 t ' ..,.....mos...•••44.........s 4..,444......A4••••* I. .....1.•.•e*/. 1 1 I I .04 --.1744:-......J--41 -----4 :: -• „----, --,,,,,,, ---r-• 1 , , ,.. , . • ,., . . ', • ; '..• • .7 "'I ; . 1 .• • 1 1 4 ' I ' 4 • o I i , I i'i II 0 ./ • ..i. i4.I.1 l'o rm. : VI I il .....; , , ,....• • • i . 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I 11 r.5,. i 1• .4 :... 4 : , 4 a 1 i . t .1 ';;; 1 Ct .1 fi , 8 li 1 : i - e t:, ,..f. • i'! ., k ! : '4 :! :A 11 q 0 :i 1! 1 11 p ill i; 1 1 5( 1 ti ii 1 It I„. 11 _ ,-71r7:11-_,-.E.7..L ._,.,...,......__.....,_,... ,.:1 0- N2' ...—.1..... $ Or. et 45 It st 1; 11 i 1 1 r i I ). 5 ; 55 5 1 LI ri ; if , t. ; I( L 74 11 4-4 • ) , --..,..--4i- - — -ti-7.-"-- • - i --- I•1 i ;.$ 17'11 ) 11 1; go 11. ;.••• f ; ; 1:•••••=••••arat;••••••••••••••-•;.n..........* 1 3— — _ z .10,74--"Y=21 • r,:.P 9 1 11 / LI w 0 (,) • 44 I i • ; 44 ) t 14".'417:"'"7"o4c74771,4,,1-,7",. • I 04:: — LL SEWATE F E: M IT REQUIPED FOR: 111143 c h an i cal &electrical Pprnbing Illas Piping City of Tukwila BUILDIUG DIVISION REVISIONS No c"-- • • • WOIK wialout. prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may incude additional plan review fees P NTNG APPROVED No changesban be made. to these plans without approval from the Planning Division of DCD L *-2-)rowy, FILI Permit No, • Plan review approv.9.1 is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Recoipt of approved Field Copy and conditions is acknowledged: Datce//2-0/2 045 City of Tukwila BUILDING DIVISION t t 2 7 VIEWED FOR 0 E COMPLIANCE I APPROVED INOV 8 2016 by of Tukwila BUILDING DIVISION 475 APR 17. / •••••••••••=w...., F4ECEIVED CITY OF TUKWIL.A NOV20:ER PERMIT I CEN A1» ri" t1/4.1 :Erl 5E11 A r '1)' C RT (ALT. Ho) b OWE/ tt-it Wi/Fp(M 2 4 HZ TO LXIST, FOUNNITI ON FOUMO .1r!1 4, If 41_74- ON E C -T 0 N 11, s INSPECTION SHALL BE REQUIRED TO VERIFY DRILLED HOLE PREPARATION AND CLEANING, PRIOR TO INSTALLATION OF EPDXY AND RE -BAR (OR IF APPLICABLE) INSTALLATION OF WEDGE ANCHOR BOLTS. INSPECTION VERIFICATION SHALL BE INCLUDED WITH CONCRETE INSPECTIONS. ANCHOR BOLT INSPECTIONS MAY BE INCLUDED WITH FRAMING INSPECTIONS. f STA ) R R. it 7 7, irrA,tIA1rETR ••.- 0 we) / / 101 2,11 i0 A , hc.1 f p P.14-- • 11 car 2,X )2, HI - t51 P • it; • st p.s 17.1 e o E.) I rt.L'I'Cl) • pa 'fl • ( o 34r 'Nab) _r -1 i or , , ...„,.... _ ri ,..<-, ..„•• ( /1 I2 x (OIfyir I( re - 0(6 FOST 2, PLYWOn Hi 11c -Sb 525 . i ± SI 19p1e Z x 6 ?.7-. cto cirt r 13 0 L WALL SEC -T 0 M S14E:A-I< W GE HoLloWN1 •S W I •* . 03 ..... .t .., s , -7-4,41 PitAft7-4 e„ , r)..F.,,Aft), E-Dcat--- Fl r--)-- :8 slt; ...... r711,Et ()sr; oR, 7 i -Ly ,D2›. Z 0- Z X ZX SW 2, .31' 0.C, iijo, !i,Lia'21 i 2 (,-,'-lx '7 // t,11 ost3 o?,' "s1-7,22 p; ‘/ EX APR 17 2019 REVIEWED FOR ODE COMPLIANCE APPROVED 1; • NOV 1 8 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA. NOV 1 0 2016 PERMIT CENTER GENERAL NOTES The Builder is responsible for using safe work practices and conforming to all safety ordinances. The Builder is to verify all dimensions prior to starting work. Any changes to structure must be reviewed and approved by Pacific Northwest Engineering Inc. All methods, materials, and workmanship shall be in accordance with the International Building Code (IBC) 2015 Edition. DESIGN LOADS ROOF LOAD: SNOW 25 PSF, DEAD 15 PSF FLOOR LOADS: LIVE 40 PSF, DEAD 15 PSF WIND SPEED: Vs 3 -Sec= 110 MPH, Iw=1.0, EXPOSURE "B" SEISMIC: DESIGN CATEGORY "D", Ss= 1.51, S1= 0.50, Ie=1.0, Site Class "D", R= 6.5 SOILS: Soil bearing of 1500 PSF is assumed. It is the contractors responsibility to verify that the site soils provide this minimum bearing capacity. FOUNDATIONS: Exterior footings to be a minimum of 18" below finished grade bearing on native undisturbed soil. Back fill with approved fill material. Backfill behind a retaining wall a minimum of 24" with a gravel or well draining soil. Structural fill under footings and slabs to be 95% compacted to a Modified Proctor Density (ASTM D1557). All construction on fill soil shall be approved by a registered professional geotechnical engineer. REINFORCING STEEL: All reinforcing steel to be GRADE 60 PER ASTM A-615. Lap all splices a minimum of 32 bar diameters or 18". Lap horizontal steel at corners and intersections in footings and walls with corner bars. Minimum concrete cover for reinforcing steel: INTERIOR FACES OF SLAB AND WALL BARS 1-1/2" EXPOSED TO WEATHER OR EARTH 1-1/2" FOR #5 AND SMALLER AND 2" FORAND LARGER. GER. FOOTING BARS CAST AGAINST EARTH REQUIRE 3" COVER. CONCRETE: All concrete materials and placement shall conform to the IBC 2015. Min. compressive strength shall be 3000 PSI* at 28 days with a min. water/cement ratio of .45. All concrete shall be air entrained 5 +/-1%. Max aggregate size = 7/8". *Special, Inspection not required. 3000 PSI compressive strength is specified for weathering protection. Structural design of concrete based on 2500 PSI compressive strength. p FLOORING AND ROOFING: Plywood Sub Flooring shall be 4" T&G CDX or OSB (glued and nailed). Nailing shall be 10d @ 6"o.c. along panel edges, and 12"o.c. in field (U.N.O.) Span index shall be 48/24. Stagger end laps. Roof sheathing shall bell" CDX or 16" OSB nailed w/8d @ 6" o.c. along panel edges, and 12" o.c. in field. Span index shall be 24/0. Stagger end laps. FLOOR FRAMING: Use double joists under all parallel partitions that extend more than 1/2 the length and around openings. Prefabricated flooringby materials others. TYPICAL BUILT UP COLUMN: All columns not specified or otherwise noted on the plan are to be laminated together per detail 15/S-2. All columns supporting girder trusses or glue laminated beams are to be three studs minimum which are laminated together. Solid sawn columns u s maYup be substituted in lieu of built columns by providing an equivalent cross sectional area. TYPICAL WALL NOTES: Stud framing shall be Hem -Fir U.N.O. Where anchor bolts are used, they shall be %g" and no more than 48" apart embedded at least 7". There shall be a minimum of 2 sill anchors per piece (sill plate), with 1 located within 12" of each end of each piece. Anchor bolt washers shall be 3"x3"x0.229"" square and tightened to thep late. H I wn o do s and SimpsonU.N.O. d fasteners shall be Install per manufacturer's instructions. All bearing walls over 10' shall be laterally braced at 4' o.c. HEADERS All headers not specified or otherwise noted on the plan are to be 4x8 DF#2 or (2) 2x10 HF#2 with at least one cripple and one stud for each end for openings <_5'-0" wide and two cripples and one king stud for all others. POST -BEAM CONNECTIONS Positive connections shall be provided at post -beam connections to ensure against uplift and lateral displacement. Anchorage of walls and columns to foundations shall be provided in accordance with plans and shear wall sched. GLUED LAMINATED BEAMS (GLB) Glued laminated wood beams shall be per ANSI A190.1, American National Standards for structural glued laminated timber. Use Grade DF 24F -V4, Fb=2,400 PSI, Fv= 240 PSI unless noted otherwise on the plans. LAMINATED VENEER LUMBER (LVL) Laminated veneer lumber shall be Doug Fir (DF) meeting the requirements of ASTM D2559 with grain parallel to the length of member, Fb=2,200 PSI, Fv= 285 PSI, E=1.8 x 106 PSI. PARALLEL STRAND LUMBER (PSL) Parallel Strand Lumber shall be manufactured per NER-292 meeting the requirements of ASTM D2559 with grain parallel to the length of member, Fb=2,900 PSI, Fv= 290 PSI, E=2.0 x 106 PSI. TIMBERS ALL LUMBER TO BE AS FOLLOWS: BEAMS DF#2 OR BETTER POSTS DF#2 OR BETTER PROTECTION AGAINST DECAY AND TERMITES: IBC 2304.12, Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following conditions: 1. Joists, and Subfloors that are closer than 18" to exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation. (Girders = 12") 2. Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches from exposed earth. 3. Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. All field-cutnotches ends, and drilled holes ofpreservative-treated wood shall be treated, for use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN) solution such as "End cut Solution" (Cunapsol-1) in accordance with the product manufactures directions. DRAG STRUTS: Plates or struts shall be provided across openings in shear walls and at the end of a shear wall that continues with a non -shear wall; see detail 2&3/S-0 for additional specifications. PREFABRICATED JOISTS AND ROOF TRUSSES Prefabricated joists and roof trusses are deferred submittal items and are to be designed, fabricated and installed per the latest Truss Plate Institute standards. Pre -fabricated items to be designed by a licensed Professional Engineer. Fabricator to provide all connection design and details. Where trusses are not provided to complete the roof system, overframing members and their connections shall be provided. Overframing details shall be included in the truss shop drawings in order to provide loading conditions consistent with the modeling of the trusses. The overframing and related details shall be designed under the direction of the truss engineer. Where trusses align with shear walls, a special truss shall be provided that has been designed to transfer the specific wind and seismic loads shown on the plans. The truss shall be designed to transfer the load between the roof sheathing and the shear wall below. The truss shall be designed to transfer a minimum of 100 plf along the length of the truss. All temporary and permanent bracingrequired for the stability of the truss elements under gravityloads and q tY in -plane wind or seismic loads shall be designed by the truss engineer where the top chord is not directly attached to the roof sheathing, the truss engineer shall design and show the placement of all required top chord bracing and connections on the truss shop drawings. Any bracing loads transferred to the main building system shall be identified and submitted fled to the engineer of record for review. Design calculations and shop drawings shall be submitted for review by the engineer of record prior to submitting to the building official for approval. P.T. WOOD CONNECTORS In accordance with IBC 2304.10.5.1 All metal connectors coming in contact with P.T. wood shall be Simpson "Z -Max", triple zinc coated, or hot dipped galvanized for corrosion resistance. ANCHORAGE All anchor bolts embedded in concrete or masonry shall be be A307 UNO. Post installed bolts into concrete n t otherwise specified fed shall be Simpson Titen-HD Anchors. Install in accordance with ICC ESR -2713, including minimum embedment depth requirements. p Post -installed adhesive anchors specified on the drawings shall be grouted with Simpson AT -XP adhesive. Install in accordance with IAPMO UES ER -263. NOTES i 1, MAINTAIN %' MIN, EDGE DISTANCE FOR PLYWOOD SHEATHING NAILING 2, EDGE NAILING TO BE APPLIED TO ALL PANELS 3. PROVIDE SOLID BLOCKING BEHIND PLYWOOD EDGES WHEN SHEATHED IN THE HORIZONTAL DIRECTION (H❑RIZ❑NTAL SEAM) P,E ROOF TRUSS PER PLAN (RAFTER @ SIMILAR CONDITION) ROOF SHEATHING PER PLAN NAIL SHEATHING PER STRUCT NOTES TO TRUSS & BLOCKING VENT BLOCKING W/ RBC CLIP PER PLAN OSB PER SHEARWALL SCHEDULE NAIL PER SHEARWALL SCHEDULE 16D NAILS @ SPACING PER SHEARWALL TABLE CONTINUOUS DOUBLE TOP PLATE REFERENCE 2/S-0 WHERE BREAKS IN TOP PLATE OCCU FLOOR SHEATHING PER PLAN FLOOR J❑IST PER PLAN NAIL SHEATHING PER PLAN RIM PER PLAN H❑LD❑WN AS NOTED ON PLANS, REFER TO SCHEDULE CONTINUOUS DOUBLE TOP PLATE, SPLICE PER 2/S-0 AS REQ'D OPTIONAL! HORIZONTAL PANEL SHEATHING W/ LONG DIMENSI❑N ACROSS STUDS, STAGGER VERTICAL JOINTS (BLOCK ALL PANEL EDGES) VERTICAL PANEL SHEATHING W/ LONG DIMENSION PARALLEL TO STUDS SIDING MATERIAL PER OWNER/DEVELOPER—� ANCHOR BOLT & PLATE WASHER PER DETAILS & SHEARWALL SCHEDULE EDGE NAILING TO BOT. PLATE AND P.T. SILL STEM WALL/FOOTING PER PLAN P,T, SILL EDGE NAIL SHEATHING TO H❑LD❑WN CHORDS AND TOP PLATE HEADER PER PLAN 2X FLAT ABOVE & BELOW WHERE REQUIRED DOUBLE STUD MINIMUM FULL HEIGHT WHERE HOLDOWNS OCCURS RIM JOIST AT RAISED FLOOR, EDGE NAIL PWD DIRECTLY TO P.T. SILL AT S.❑.G, FLOOR SHEATHING 2X SILL KING AND CRIPPLE STUDS PER WALL FRAMING NOTES 2X FRAMING @ 16' O.C. UNDER SILL WALL FRAMING PR❑VIDE 1/B' GAP @ SHEATHING, TYP, 8d NAILS @ 6' ❑,C. AT EDGES & SEAMS, 8d NAILS @ 12' ❑,C, IN FIELD U,N,❑, ON SHEAR WALL SCHEDULE TYPICAL SHEAR WALL SHEATHING N.T.S. NAILING TO BE PROVIDED FROM THE BOTTOM SIDE OF THE DOUBLE TOP PLATE SPUCE TO ALLOW FOR VERIFICATION (12) 16d'S STAGGERED AT EACH SIDE OF TOP PLATE SPLICE 4' 0' MIN. LAP (2) 16d @ 16" O.C., TYP. 1 1/2 IN, (3) 16d'S STAGGERED AT EACH SIDE OF SPLICE 2 X STUDS © 16" O.C. OR WINDOW MULLIONS TYPICAL NAILED SPLICE APPLIES WHEN NO OTHER SPLICE IS INDICATED. NOTE: SPLICE PLATES ARE OVER STUD OR MULLION. SIMPSON ST6236 MAY BE USED IN LIEU OF NAILING AS INDICATED ABOVE. TYPICAL PLATE SPLICE N.T.S. BEAM SIMPSON ST6224 STRAP 11E DOUBLE TOP PLATE I —(8) 16d KING STUD CRIPPLE STUD DOUBLE 2 X STUDS, TYP. U.N.O. TYPICAL BEAM TO FRAME N.T.S. NAILS: Nailing of wood framed members to be in accordance with IBC 2015 table 2304.10.1 unless otherwise noted. Connection designs are based on "Common Wire" nails with the following properties. PENNEY WEIGHT DIAMETER(Inches) LENGTH(Inches) 8d Common 0.131 2-1/2 10d Common 0.148 3 10d Box 0.128 3 16d Common 0.162 3-1/2 20d 0.192 4 16d Box 0.135 3-1/2 SYMBOL LEGEND: BEAM # CALLOUT (X) HOLD DOWN CALLOUT SW# SECTION REFERENCE SHEARWALL CALLOUT APR 17.201 FLOOR DEFLECTION: 1. IMPORTANT: This plans have been designed to meet the required minimum standards for design loading shown on this plan. This results in an economical floor system, which meets code minimum requirements. However, the actual deflection or perceived "bounce" may not be considered acceptable depending on ones use. Many factors influence floor performance, so if there are any special requirements beyond code minimum, special considerations should be made prior to construction to ensure the floor performance is acceptable. PLAN VERACITY: 1. SITE CONDITIONS: While every attempt has been made to insure the accuracy of these engineering documents, site condition, product availability, etc. will affect the execution of this engineering. All information must be verified prior to construction. Anychanges to the plan must have Pacific Northwest Engineering Inc's written approval. 2. POINT LOADS: Contractor shall verify all point loads and all point loads shall have solid bearing to foundation. Note any changes to foundation and structure from architectural plans and notify all affected parties. ENGINEERING DOCUMENT LICENSE: 1. Grant of License: In consideration of payment of the building fee Pacific Northwest Engineering Inc. grants you, the Licensee, a nonexclusive Right of Use for the purpose of constructing one structure from this engineering. Subsequent uses are permitted when accompanied by an originally stamped "Site Specific Re -Use Letter" for each additional site. 2. Ownership of Engineering Drawings and Calculations: Pacific Northwest Engineering Inc. retains the Title 17 USC Rights and Ownership of these Engineering Documents and all subsequent copies of the engineering. This is not a sale of the original Engineering. 9 3. Copy and Transfer Restrictions: These technical drawings and calculations are Copyrighted. Unauthorized copying of this Engineering is strictly forbidden. The Engineering is licensed to you only, and may not be transferred to anyone else without the prior written consent of Pacific Northwest Engineering Inc. REVISIONS REV. # DATE DESCRIPTION SMEAR WALL 5 y: I:AN HOR SCHEDULE Label APA Rated Sheathing®Ed (a) (b) (d) (m) Nail Size & Spacing 9 es (d) (e) Stud & Blocking Size AdjoiningBlock Edges (c) (f) (n) Rim Joist Or Connection To To Plate P (g) (h) 2x Bottom Plate Sill Plate Attachment EXPOSURE: Attachment WIND SPEED: 110 MPH ROOF SNOW LOAD: Nailing To Wood Below (1) Anchor Bolt To Concrete Below (1) (a) Sill Plate Size ® Foundation (k) Capacity (PLF) Seismic/Wind SW1 'tis"OSB One Side .131x2—X" © 6" 0.C. 2x LTP4 Q 48"OC 16d Q 6" 0.C. 5/8" © 48" 0.C. 2x 240/335 SW2 76"OSB One Side .131x2—Y2" © 4" 0.C. 2x LTP4 © 32"OC 16d ® 6" 0.C. 5/8" © 32" 0.0. 2x 350/490 SW3 Sys"OSB One Side .131x2—)/2" ® 3" 0.C. 3x LTP4 ® 12"0C 16d © 4" 0.C. 5/8" (a? 24" 0.C. 2x 450/630 SW4 346"OSB One Side .131x2—Y2" © 2" 0.C. 3x LTP4 ® 8"OC 16d © 4" 0.C. 5/8" © 16" 0.C. 2x 585/820 SW5 746"OSB Both Sides .131x2—Y2" © 4" 0.C. 3x LTP4 ® 8"0C (2) ROWS 16d ® 4" 0.C. & LTP4 c_ 16" OC AT BLK'G TO PLATE 5/8" © 16" 0.C. 2x 700/980 SW6 3146"OSB Both Sides .131x2—Y2" © 3" 0.C. 3x LTP4 © 6"0C (2) ROWS 16d ® 4" 0.C. & LTP4 0 16" OC AT BLK'G TO PLATE %" © 12" 0.C. 2x 900/1260 1 F equired Nates Install panels horizontally where framing exceeds 16" 0.C. spacing. Blocking for edge nailing is required at all edges. Where sheathing is applied on both sides of wall, panel edge joints on 2x framing shall be staggered so that joints on the • * ite sides are not located on the same studs. B kc: is required at all panel edges . shear wall sheathing and nailing for the entire length of the walls indicated on the plans. Ends of full height walls are t.ted by exterior of the building, corridors, windows, or doorways or as designated on the plans. See plans for holdown requirements. (Alternate note: walls designated as perforated shearwalls require sheathing above and below all openings. I r ` Sheathing edge nailing is required at all holdown posts. Edge nailing may also be required to each stud used in built—up holdown posts. Refer to the holdown details for additional information. Intermediate framing to be with 2x minimum members. Field nailing 12" o.c. Based on 0.131x1-1/2" long nails used to attach framing clips directly to framing. Use 0.131x2-1/2" nails where installed over sheathing. Use A35 or RBC clips in lieu of LTP's for roof blocking to top plate. LTP4'S NOT REQ'D WHERE RIM SHEATHING IS SPLICED OVER THE SECOND FLOOR BOTTOM PLATE. Continuous sheathing is required over the bottom plate to the bottom of the rim joist or sill plate with edge nailing at each. Where two rows of nailing are required at raised floors, provide blocking per plan, and attach with LTP4 per schedule. Anchor bolts shall beprovided with steel plate washers 0.229"x3"X3". Embed anchor bolts minimum 7" into the concrete. Plate washers shall extend to within Y2' of the sill plate edge on the sheathed wall face. rE. k{4; Pressure treated materials can cause excessive corrosion in the fasteners. Provide hot—dipped galvanized (electro plating is not acceptable) nails and connector plates (framing angles, ect.) for all connectors in contact with pressure treated framing members. h Yr k N 2 / 7 *J ¢ 1N; ✓ T S ; C .� �3 xr r p �Alterr;iate �OtGS�� gis Where wood applied overgypsum sheathing,contact the engineer of record for alternate nailing requirments. sheathing PP � 9� q ments. At adjoining panel edges, (2) 2x studs nailed together may be used in place of a . single 3X stud. Double 2x studs shall be t1 connected together by nailing the studs together with 3" long nails of the same spacing and diameter as the plate nailing. Where a double 2x stud is used, the panel edge nailing shall be staggered between both members. Contact the engineer of record for post installed alternatives to cast in place anchor bolts. (special inspection may be required) Simpson Product Model Number (a) (b) (c) (f) its r ? x D #[ Fasteners gyp! Nailing Screw ( APP s , NOV 18 . VED An. 2016 (a ° or Bolts (d) (e) STHD14/STHD14RJ (2) STUDS w/ (24) 16d — — HDU5 — (2) STUDS W/ SDS ?SCRE ty.Jt.rukwilaIMPSIN SB%x24 STHD10/STHD1ORJ (2) STUDS W/ (20) 16d — BUILDING DIVISION — MST37 (2) STUDS W/ (22) 16d — — MST48 STRAP (2) STUDS W/ (34) 16d — — HDQ8—SDS — (3) STUDS W/ SDS SCREWS U.N.O. SIMPSON SB%/%X24 MSTC48B3 STRAP (2) STUDS W/ (38) 10d — See Note (E) .rte" r �^,....� it -' ,. ....,, 4,•„ € Ew5 ..?:.tis`�',t `' _.,.; r ,. �.:. < ,r_ ' a s i c r c "._' .. <,' t t x ' Install all holdown anchors per manufacturer 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. 4th Substitution of mechanical hardware with alternate manufacturers may occur only with E.O.R. approval. d x Contact the E.0 or possible epox alternates. a Where the stem 6" aded into • m b e "SB b shall only be used in 8" stem walls. STHD10 & STHD1 Idow o b•Iled im t lo o RJ ed at rim joist locations. HDU5 may be us plac e i RJ REVISIONS REV. # DATE DESCRIPTION s ORIGINAL STAMP MUST BE RED TO BE VALID ALL VARIATIONS FROM CONDITIONS AND DIMENSIONS SHOWN ON THE DRAWING SHALL BE REPORTED TO THE DESIGNER FOR RESOLUTION PRIOR OR PROCEEDING TO THE WORK; OTHERWISE, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COSTS OF ANY NECESSARY REMEDIAL WORK. REUSE OF DOCUMENTS UNAUTHORIZED ALTERATION OF ANY OF THE INFORMATION ON THIS DOCUMENT WILL INVALIDATE THE DOCUMENT, MY CERTIFICATION AND SIGNATURE. THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS THE PROPERTY OF PACIFIC NORTHWEST ENGINEERING AND IS NOT TO BE USED IN WHOLE OR IN PART, FOR ANY OTHER PROJECT WITHOUT WRITTEN AUTHORIZATION FROM PACIFIC NORTHWEST ENGINEERING PALAN C H UK GARAGE 15315 64TH AVE S TUKWILLA, WA EXPOSURE: B WIND SPEED: 110 MPH ROOF SNOW LOAD: 25 PSF IT:r aOr TUKWE �i SEP 0 7 2016 PRMIT CENTER LIILA NOTES DRAWN BY: AMS DATE: 8-26-2016 SCALE: AS NOTED PROJECT NUMBER: PNE 16-897 SHEET NO: s-0 NOTE: VERIFY EXISTING NAILING & ANCHOR BOLTS MEET MIN. REQUIREMENTS PER SHEAR WALL SCHEDULE. RETROFIT ANCHOR BOLTS AS REQ'D W/ 5"0 SIMPSON TITEN HD EMBEDED 6" INTO STEM WALL, TYP. 24'-0" DRILL CENTER OF STEM WALL FOR %"0 A.B. EMBEDDED 8", INSTALL W/ SIMPSON AT -XP ADHESIVE PER MFR. SPECIFICATIONS, TYP. @ HDU5 TO (E) STEM WALL (VERIFY W/ JURISDICTION SPECIAL INSPECTION REQUIREMENTS) J SW1 4 N NOTE: VERIFY ALL (E) FRAMING CONDITIONS MATCH PLANS, CONTACT PNE IF CONDITIONS DIFFER : 1 P.T. 6x6 HF#2 ATTACH 30" — — V W/ PB OR ABU I I L ---J P.T. 6x6 HF#2 ATTACH W/ PB OR ABU 1 30 I fl I REMOVE EXISTING EXTERIOR WALL & STEMWALL TO TOP OF SLAB (OR TO A MAX. OF 4" BELOW TOP OF SLAB) /7/7/77////////////////// DRILL FOOTING/STEM WALL AND INSTALL (2) #4 DOWELS INTO FTG. & (1) INTO STEM WALL, EMBEDDED 4 " WITH SIMPSON AT -XP ADHESIVE PER MANUFACTURER'S SPECIFICATIONS. DOWELS TO BE A MIN. OF 3" FROM BOTTOM OF EXISTING FOOTING & 6" FROM TOP OF WALL. 1 14 2'-1Y" S-2 9'-3" R.O. �"4j7r`• V-3" 0 b Jy\ f J NEVI' 9'A-3" R.O. DRILL FOOTING/STEM WALL AND INSTALL (2) #4 DOWELS INTO FTG. & (1) INTO STEM WALL, EMBEDDED 4 " WITH SIMPSON AT -XP ADHESIVE PER MANUFACTURER'S SPECIFICATIONS. DOWELS TO BE A MIN. OF 3" FROM BOTTOM OF EXISTING FOOTING & 6" FROM TOP OF WALL. >k 14 S-2 2'-1X" 24'-0" FOOTING SCHEDULE 30" 30"x30"x11" CONCRETE FOOTING w/ (4) #4 E.W. FOUNDATION PLAN AND MAIN FLOOR SHEAR WALLS, HOEDOWNS, AND STRUCTURE SCALE : Y4" = 1'-0" 1 (3) 2x6 CONT. HDR OVER PORTAL FRAME PER 14/S-2 1 NOTE: REMOVE EXISTING ROOF FRAMING FOR SECOND FLOOR ADDITION (3) 2x6 OR 6x6 DF#2 • i1 I p I. f i w t I IX ,, I_ i �,rny�•.uv.awss..rwnt�Vfw.,'Ysys..�-..nr._.a.... J.�+a*+r.v+�....N.:vV. .cam. i♦ .tet}Y�'1r•s�._avwr�..vi-.w. n .�.mK w...r."w.+-w.ns..wsw.xtari.i.-a- ....w �.•_�.. s P.T. 6x6 HF#2 ATTACH W/ AC ti ! 7 � 2 . ,.y-1..-,.., ............. _..w-.�.v..._.,..-,-....,.. - _.__..._<..� .,, ss : ..., }.:+F".',.- a'.v"'f`.C'-• i1:isHIS77'1.�ii Via}+!. Et 2x10 HF#2 FLOOR JOISTS @ 16" O.C. € ? w k ( s 0 r i m 8 C7 x P^T�6x6 HF#2 ATTACH W/ AC A�-�y�_✓Y J •_ s STRAP ACROSS BEAM ` ,• SPLICE W/ LSTA30 —� 1 i o ®6x10 DF#2 (FLUSH) R:� = :µ== a •—_w -� 6x10 DF#2 (FLUSH) 0 0 U O _ _a • 6x12 DF#2 • (3) 2x6 SIM. 6x12 DF#2 &-o" —1- NOTE: DECK WATERPROOFING BY OTHERS (3) 2x6 UPPER FLOOR FRAMING SCALE : %4" = 1'-0" CONT. HDR OVER PORTAL FRAME PER 14/S-2 4 5'-6" 4'-0" 3'-0" SW1 s SW1 4'-7" 4'-0" /12"/ 4'-0" 5'-6" COVEREb bECK RAILING PER 9/S-2 5'-0" 4'-0" T SW1 I Sc r t •�: "' w; • t SW1 4'-7" 24'-0" 4 M / UPPER FLOOR SHEAR WALLS, HOEDOWNS, AND STRUCTURE SCALE : Y4" = 1'-0" APR 172019 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 18 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP 0 7 2016 PERMIT CENTER y7 REVISIONS REV. # DATE DESCRIPTION ,, ,. - t x lottbut. .„,N PACIFIC NDFRTI-I E T ENJOINEERING 1944 Pacific Ave., Suite 310; Tacoma, WA 98402 Phone: (253) 682-2850 Fax: (253) 682-2851 ORIGINAL STAMP MUST BE RED TO BE VALID ALL VARIATIONS FROM CONDITIONS AND DIMENSIONS SHOWN ON THE DRAWING SHALL BE REPORTED TO THE DESIGNER FOR RESOLUTION PRIOR OR PROCEEDING TO THE WORK; OTHERWISE, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COSTS OF ANY NECESSARY REMEDIAL WORK. REUSE OF DOCUMENTS UNAUTHORIZED ALTERATION OF ANY OF THE INFORMATION ON THIS DOCUMENT WILL INVALIDATE THE DOCUMENT, MY CERTIFICATION AND SIGNATURE. THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS THE PROPERTY OF PACIFIC NORTHWEST ENGINEERING AND IS NOT TO BE USED IN WHOLE OR IN PART, FOR ANY OTHER PROJECT WITHOUT WRITTEN AUTHORIZATION FROM PACIFIC NORTHWEST ENGINEERING PALANCHUK GARAGE 15315 64TH AVE S TUKWILLA, WA EXPOSURE: B WIND SPEED: 110 MPH ROOF SNOW LOAD: 25 PSF FOUNDATION PLAN, FIRST FLOOR SHEAR WALLS, HOLDOWNS, AND STRUCTURE AND SECOND FLOOR FRAMING DRAWN BY: AMS DATE: 8-26-2016 SCALE: AS NOTED PROJECT NUMBER: PNE 16-897 SHEET NO: s-1 SHEATH ROOF PER DETAIL 7/S-2 HDR HDR 1 1 tl 2x12 HF#2 RAFTERS @ 24" 0:C. 10:12 10:12 HDR HDR HDR 1 H, DR ? r ( 12LD' ROOF FRAMING SCALE : Y4" = 1'-0" 3 I kI cY APR 17 2019 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 18 2016 City of Tukwila BUILDING DIVISION REC CITY OF SEP PERMIT REVISIONS REV. # DATE DESCRIPTION t �`� MIN. REBAR ENGTH �� STHD14 (STHD8/STHD10 "" \�' HOLDOWU 13: l// , STHD ONE #4 REBAR SHEAR 30' MIN. REBAR ---�. . - fr1 i �' R Simpson Strong Corner on Triple SIMILAR) IN CONE11 LENGTH -Tie Installation Studs DETAIL 2 Simpson Strong -Tie HDU �1 `Z`Q HDU5 OPTION (HDU2/HDU4 PALANCHUK GARAGE 15315 64TH AVE S TUKWILLA, WA '! l!� 0: i II 0 II • •o Epoxy installation may not be adequate, contact the E.O.R. prior to construction to verify if alternates are I available. III •-``• 0 • . f c^ DETAIL SIMILAR) 3 SHEATHING PER PLAN MOISTURE BARRIER SIDING PER ARCH. I 2x6 P.T. SILL PLATE ROOF SNOW LOAD: /-* GYP. BD, PER ARCH. 3fi 2x6 STUDS @ 16. O.C. #4 CONT. BAR #4 VERT. BAR & HORIZ. @ 24' O,C. MAX SPACING W/ A.B. PER PLAN AND 12' FROM ENDS EDGE NAILING DRAWN BY: 4' CONC. SLAB W/ 4' GRANULAR FILL PER S.W. SCHED. I j!-.�) k & 6x6 WIRE MESH 6 MIL. BLACK VAPOR BARRIER, LAP 12' @SEAMS PROJECT NUMBER: PNE 16-897 SHEET NO: S-2 ms -.-x's-rZr#-- • � z - r r x 1=1 I _ '' - FTG AND TIGHT LINE DRAINS T / 6, , C2) #4 CONT. BARS / 12' / / 1 RAFTERS NOTE: DECK WATERPROOFING PER PLAN H2.5T TIES, BY OTHERS ai4 x4' SIMPS❑N SDS SCREWS PLATE AND NAILING PER SW SCHED, SUB -FLOOR FINISH PER ARCH. PLYWOOD EDGE NAILING D- FLASHING PER ARCH. TYP PLAN EDGE TO BLK'G SHEATHING1111 U.N.O. NAILING AT ROOF `j._-_�I �! : %' T&G DECKING W/ >. f PLYW❑❑D EDGE NAILING SHEAR WALL CONT, TO PER SCHEDULE SHEATHING TOP PLATE I j I 2'MIN O BEAM PER PLAN e 4 36' O a/ x4 SDS SCREWS, vriiro........., WATERPROOFING PER ARCH DRAWINGS ! `� STAGGERED �1 2'MIN !�, PER PLAN 1' 8' ❑.C. -111 STAGGERED LUCZ HANGERS, U.N.❑. *MUST USE HDG COMMON NAILS AS SECTIO SPECIFED BY THE HANGER MFR N D -D P,T, LEDGER T❑ SCALD N.T.S. MATCH JST SIZE DECK LEDGER ATTACHMENT DETAIL TYP RAFTER TO TOP PLATE 4 SCALD N.T.S. 6 APA RATED SHEATHING GRADE PANELS. NAIL AT 6" ON CENTER EDGE. °I� moi' VERTICAL PANEL DIMENSION PERPENDICULAR TO SUPPORTS TYP ROOF SHEATHING U.N.O. ,/ 7STAGGERPIPINIMIlli END JOINTS ROOF SHEATHING PANELS GABLE END TRUSSES ABLE TO RESIST A LATERAL OF 100PLF (MINIMUM). GABLE END TRUSSES NOT MEET THE MINIMUM REQUIREMENT SHALL WITH 7/16" OSB. OF ALL MUST BE LOAD WI-IICH DO LOADING BE SHEATHED 7 2x6 TOP RAIL 2x4 BETWEEN POSTS W/(2) 16d TOE NAILS EACH Cr POST MAY BE INSIDE ❑R OUTSIDE OF EDGE END, 16d@ 12' O.C.2x6 TO 2x4 J❑IST 2x2 BALUSTER W/C2) 8d T&B, %�(� P.T. 4x4 8' ❑,C, z_ INSIDE ❑R OUTSIDE ❑F 2x2 BALUSTERS e� >. ., a I'll_ . MAX SPACING 2x DECKING ❑R %' T&G DECKING W/ WATERPROOFING ¢ EDGE JST, LESS THAN 4' BETWEEN P.T. 4x4 8' ❑.C. PER ARCH, DRAWINGS ° ° 2x4 BOT. MAX SPACING �( • • °• ow RAIL WITH SIMPSON ✓ BLK EA, DTT2Z T❑ ADJACENT 2x8 JST, END '=j�I -- IT! .' • ° ° V r, (2) J'gi HDG BOLTS, _ j"'• ' ° ° ' NUTS, &WASHERS FOR - �11 , 4x4 POST / r SIMPSON SDS Y4'x1 ' BLK'G W/(3) 16d S -S N r ON (3) SIDES 2x8 JSTS THROUGH JST OR BLK'G SECTION S -S 2x BLK'G OVER BM f MIN, OR PER PLAN P.T, BM PER PLAN-// 9 2x RIDGE PER PLAN 2x RAFTERS PER PLAN W/ LSU MIN, WIDTH PER PLAN DOUBLE TOP PLATE, CONT, SHEATHING OVER CRIPPLE AND HEADER 2x @ 16' O,C, Notes: * FASTENERS: 1. 10d Common =0.148" dia. x3" long 2. 30d=0.207" dia. x41/2" long 3. SDW22300=0.22" dia. x3" long SIMPSON DETAILA STRONG -TIE SCREWS ONLY 4. SDW22438=0.22" dia. x4%" long-,- 5. SDW22600=0.22" dia. x6" long m _ j,� 7l END 6. SDS25300=0.25" dia. x3" long END 7. SDS25412=0.25" dia. x4Yz' long 8. SDW25600=0.25" dia. x6" Ion SCrYPACING g 9. Y2" Bolts with a washer provided 'II INSTALL SIMPSON STRONG -TIE SCREWS FROM SAME SIDE (SEE SCHEDULE FOR MODEL 8 DISTANCES) SPACING (TYP.) t- " "' ' ' X LJ X CL n_ Zr IiiIN • i 8d @ ALL I 6' ❑.C,, CRIPPLE 16d TYP AT EDGES IIEDGE @ 6' O.C. between the wood & the bolt head & between the wood 8 the nut. (TYP•) 1 ROW OF SCREWS EDGE /NO.OF (rYP.) PLIES 2 ROW OF 111 /NOES PLIES SCREWS N. .11i� I.9i��i�i.�i�i�i�i�i�i�i�i�:iI® %s" OSB SHEATHING • • .1151E8111.144 DETAIL B NAILS, BOLTS OR SIMPSON STRONG -TIE SCREWS (10)16d NAILS @ 2x8 COLLAR TYPICAL COLLAR TIE TIE DETAIL 1 •' • •111111111.." CONTINUOUS HDR PER PLAN L HA HSIMPSON 75 1/40 VJ .--' G • ••SHEATHING •iIIIIIN •SPA -iiiig* NAILED T❑ HEADER WITH 3' ❑,C, PATTERN LSTA24 EA, SIDE OF OPENING ❑PP❑SITE ❑F SHEATHING ATTACH 2x PLATE T❑ END II!I 3Y2• ISGPERSFASTENEmS•GRID (TYR) DI NSTALLFASTENERs-"- r:THissiDEIDE rJ:CENT SOR1 EDGE (TYP) 1 ROW NO.OF PLIES OF FASTENERS NAIL (ADJACENT NAILS ORZ SSTSCREWSAREII DRNEN FROM ,C OPPOSrrESIDESOF / CAN BE NSTALLEDS FROM SAME SIDE) 2 ROW OF EDGE I(TYP,)D NO OF PUES FASTENERS a o ON • • • • • • • • • ~`� • • • f; • ,•• UNDERSIDE ❑F HEADER WITH (2) ROWS OF 16d @ 3' O,C, 8d @ 3' 0,C. STAGGERED TO EA, 2x H❑LDD❑WN PER PLAN TO (2) 2x MIN (MATCH BEAM WIDTH) MIN (2) 5/8'x10' ANCHORS WITH 3'x3'x1/4' PLATE WASHERS BUILT-UP COLUMN FASTENING SCHEDULE 3/4' T+G SHEATHING FLOOR JST PER PLAN - 7/16' OSB, NAILING PER ' S.W. SCEDULE BTM PLATE NAILING PER S,W. SCHEDULE EDGE NAILING PER S.W. SCHEDULE FASTENDIS SPACING (in.) NO. 0FPIIIS STUDSIZE NO. OF ROWS SIZE/MODEL END(in.) EDGE(in.) MAMA DETAIL II 10d Common 2.5 1 6 2 2?xb 1 SDW22300 3.5 1.5 6 8 z SDs25300 4 1.5 6 RIM JST 1' ' H❑RIZ, SHEATHING JOINT N o = z = 1 -- ED ¢ L,J 30d Common 3.5 1.5 - 8 2x4 1 SDW22438 3.5 1.5 8 9 (2) #4x20'MIN, • I..... � 3 SDS25412 4 1.5 8 .-a� CY)fl `':•' " ``.'.''` .,:.:a #3 HAIRPIN W/ 30d Common 3.5 1.5 - 8 2'MAX, "' ' • c ` V f 4 STD, 90° EACH LEG 2x6 2 SDW22438 3.5 1.5 9 10 r -'�-' �' r, s. ' '�. .. �: ',,, .o. : ';;;" % °�' `:� f• :. ' , .;.Y.;;;, ° ; •:;• °. t' j ;' °, LTP4 PER S,W SCHEDULE EDGE NAILING PER S.W. SCHEDULE DBL TOP PLATE 2x STUDS PER PLAN 13 58525412 4 1.5 8 Y2" Bolts 4 2 8 BOTTOM ❑F�h 4 2xa 2 SDW22600 3.5 1.5 7 8 Z „ ... , ., ;'`'`.:. ^•,'°'":,'•; ' 4;':,, , '.'......-. •,1 ',`,'� : - :;``:i S a .+<._..,...', ' •:'•. , ., STEM WALL4j SDS25600 4 1.5 7 6 PORTAL FRAME DETAIL 14 15 SHEATH ROOF PER DETAIL 7/S-2 HDR HDR 1 1 tl 2x12 HF#2 RAFTERS @ 24" 0:C. 10:12 10:12 HDR HDR HDR 1 H, DR ? r ( 12LD' ROOF FRAMING SCALE : Y4" = 1'-0" 3 I kI cY APR 17 2019 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 18 2016 City of Tukwila BUILDING DIVISION REC CITY OF SEP PERMIT REVISIONS REV. # DATE DESCRIPTION ti ORIGINAL STAMP MUST BE RED TO BE VALID ALL VARIATIONS FROM CONDITIONS AND DIMENSIONS SHOWN ON THE DRAWING SHALL BE REPORTED TO THE DESIGNER FOR RESOLUTION PRIOR OR PROCEEDING TO THE WORK; OTHERWISE, THE CONTRACTOR SHALL BE SOLELY RI SPONSIRLF_ FOR COSTS OF ANY NECESSARY REMEDIAL WORK. REUSE OF DOCUMENTS UNAUTHORIZED ALTERATION OF ANY OF THE INFORMATION ON THIS DOCUMENT WILL INVALIDATE THE DOCUMENT, MY CERTIFICATION AND SIGNATURE. THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS THE PROPERTY OF PACIFIC NORTHWEST ENGINEERING AND IS NOT TO BE USED IN WHOLE OR IN PART, FOR ANY OTHER PROJECT WITHOUT WRITTEN AUTHORIZATION FROM PACIFIC NORTHWEST ENGINEERING PALANCHUK GARAGE 15315 64TH AVE S TUKWILLA, WA EXPOSURE: B WIND SPEED: 110 MPH ROOF SNOW LOAD: 25 PSF ROOF FRAMING :,VED AND TUKWV-RUCTURAL 7 2016 DETAILS .;ENTER DRAWN BY: AMS DATE: 8-26-2016 SCALE: AS NOTED PROJECT NUMBER: PNE 16-897 SHEET NO: S-2 ms