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Home My WebLink About240 W Front St Technical Structural Calcs - BuildingTECHNICAL Permit Og Z2 Address Irbn 5�-- Project description Rvn H rle---6(i�v�e. of Pfd C OrYArn&rC-1 a. 1 Vl C e Ke*nod eJ Date the permit was finaled CcA Number of technical p a g es 7Z 5 c,+u ml Cal cv tedi orss" P&` 12_- 11-2,008 fSS 3 t o OFFICE LOCATIONS STRUCTURAL CALCULATIONS PORT ANGELES FAMILY MEDICAL CLINIC 240 W FRONT STREET PORT ANGELES, WA 98363 365 ERICKSEN AVE NE #328 BAINBRIDGE ISLAND, WA 98110 206 780 -6822 629 STATE STREET #230 SANTA BARBARA, CA 93101 805- 452 -8152 205 FAIRVIEW LANE SUITE 100 PASO ROBLES CA 93446 805- 452 -8152 MAIL DELIVERIES 321 HIGH SCHOOL ROAD STE D -3 PMB 216 BAINBRIDGE ISL W A 98110 0 206 780 6822 C 206 300 2346 F 206 780 6683 F 208 693 3667 bart @nbse.com 2006 IBC/ASCE7-05 nose associates by 12 -11 -2008 civil &structural engineers /dr2 2®®g'• EXPIRES 2-6 -2009 RECEeVE® R Ply JAN 0 6 2009 CITY OF PORT ANGELES BUILDING DIVISION 3 3or california idaho washington oregon STRUCTURAL ENGINEERS JOB TITLE: SUBJECT SHEET NO. OFSVAi eAree:#4 4,4) sts 144>0 Ire° AI /A)) •ie.444e 41.:›Qtrefoeu JOB NO. DESIGNER: DATE: 14 .htim frY srit.).4 5Telteratet Co9- nbse associates STRUCTURAL ENGINEERS JOB TITLE: SUBJECT SHEET NO. AP 4 0 JOB NO. DESIGNER: DATE. J LOAD TABLES ROOF LOADS PROJECT FMPA D+L LOADING DEAD LOAD FOR SEISMIC ITEM WEIGHT ITEM WEIGHT ROOFING 6.0 ROOFING 6.0 FRAMING 3.0 FRAMING 3.0 PLYWOOD 3.0 PLYWOOD 3.0 MECHANICAL 0.5 MECHANICAL 0.5 INSULATION 0.5 INSULATION 0.5 CEILING 2.0 CEILING 2.0 MISCELLANEOUS 1 0 MISCELLANEOUS 1 0 INTERIOR PARTITION 4 0 EXTERIOR PARTITION 8.0 DEAD LOAD 16.0 4-' LIVE LOAD(SNOW) 30.0 4- D+L 46.0 4 SEISMIC DEAD LOAD 28.0 FLOOR LOADS D+L LOADING DEAD LOAD FOR SEISMIC ITEM WEIGHT ITEM WEIGHT FLOORING 3.0 FLOORING 3.0 FRAMING 3.0 FRAMING 3.0 PARTITION 20.0 PARTITION 10.0 PLYWOOD 3.0 PLYWOOD 3.0 MECHANICAL 1 0 MECHANICAL 1 0 INSULATION 0.5 INSULATION 0.5 CEILING 2.0 CEILING 2.0 MISCELLANEOUS 0.5 MISCELLANEOUS 0.5 INTERIOR PARTITION 6.0 EXTERIOR PARTITION 10.0 DEAD LOAD 33.0 LIVE LOAD 50 0 4-- 100 ASSY D +L 83.0 1- DEAD LOAD 39.0 BALCONY AND DECK LOADS D+L LOADING DEAD LOAD FOR SEISMIC ITEM WEIGHT ITEM WEIGHT FLOORING 4.0 FLOORING 4 0 FRAMING 3.0 FRAMING 3.0 PLYWOOD 2.0 PLYWOOD 2.0 MECHANICAL 1.5 MECHANICAL 1 5 INSULATION 0.5 INSULATION 0.5 CEILING 2.0 CEILING 2.0 MISCELLANEOUS 1 0 MISCELLANEOUS 1 0 INTERIOR PARTITION 6.0 EXTERIOR PARTITION 10.0 DEAD LOAD LIVE LOAD D +L MATERIAL WEIGHTS 8' CONCRETE BLOCK 2X4@16 2X6 16' 14 0 100.0 Z 114.0 4-- DEAD LOAD 30.0 96 PSF 5 PSF OF FLOOR AREA 8 PSF OF FLOOR AREA 2 nbse associates Address City State Phone other Code: Live Loads: Roof 0 to 200 sf: 200 to 600 sf: over 600 sf: Floor Stairs Exitways Balcony Deck Mechanical Partitions Dead Loads: Floor Roof Roof Snow Loads: Design Roof Snow load Flat Roof Snow Load Snow Exposure Factor Importance Factor Thermal Factor Ground Snow Load Rain on Snow Surcharge Sloped -roof Factor Wind Design Data: Basic Wind speed Mean Roof Ht (h) Building Category Importance Factor Exposure Category Enclosure Classi£ Internal pressure Coef. Dirci1ionality (Kd) Earthauake Desian Data: Occupancy Category Importance Factor Mapped spectral response accelerations Site Class Spectral Response Coef. Seismic Design Category Basic Structural System Seismic Resisting System Design Base Shear Seismic Response Coef. Response Modification Factor Analysis Procedure CODE SUMMARY International Building Code 2006 20 psf 24 0.02Area, but not less than 12 psf 12psf 50 psf 100 psf 100 psf N/A 15 psf 12.0 psf 13.8 psf 21.0 psf Pf 21.0 psf Ce 1 00 I 1.00 Ct 1.00 Pg 30.0 psf 0.0 psf Cs 1.00 90 mph 27.0 ft n 1.00 D Enclosed Building -0.18 0.85 I= Ss S1 Sds Sdl V= Cs R= II 1.00 126.70 %g 46.11 %g D 0.845 0 473 D Bearing Wall Systems Light frame walls with shear panels wood structural panels/sheet steel panels 0.130W 0.130 6.5 Equivalent Lateral -Force Analysis JOB TITLE FMPA 240 FRONT STREET JOB NO. CALCULATED BY CHECKED BY SHEET NO. DATE DATE 3 nbse associates JOB TITLE FMPA Address 240 FRONT STREET City State JOB NO. SHEET NO. Phone CALCULATED BY DATE other CHECKED BY DATE CODE SUMMARY continued Component and cladding wind Pressures C &C>60 feet Roof Surface Pressure (psf) Area 10 sf I 100 sf I 500 sf Negative Zone 1 31.8 25.9 21 7 Negative Zone 2 49.9 -41.6 35.8 Negative Zone 3 49.9 -41.6 35.8 Wall Surface Pressure (psf) Area 20 sf 1 100 sf 1 500 sf Negative Zone 4 21 7 19 7 17 7 Negative Zone 5 39.8 31.8 -23.7 Positive Zone 4 5 0 to 15' 20.0 17.2 14.5 20 ft 20.8 17.9 15 1 25 ft 21.5 18.5 15.5 27 ft 21.7 18.7 15 7 28 ft 21.8 18.8 15.7 www.struware.com VII. Snow Loads Roof slope Horiz. eave to ridge dist (W) Roof length parallel to ridge (L) Type of Roof Ground Snow Load Importance Category Importance Factor Thermal Factor Exposure Factor Pf 0.7 *Ce *Ct *I *Pg Pf min Drift height Drift width Surcharge load: nbse associates Address City State Phone other Flat Roof Snow Load Pf Rain on Snow Surcharge Unobstructed Slippery Surface (per Section 7 4) Sloped -roof Factor Cs Unbalanced Snow Loads for Hip Gable roofs only Larger of 2.38 degrees or 70/W 0.5 Windward snow Toad Leeward snow Toad Drift height Drift width Surcharge Toad: Sliding Snow onto lower roof Sliding snow 0.4 Pf W Distributed over 15 feet Balanced snow load Total 4.8 deg 9011 105.0 ft Hip and gable w/ trussed systems Pg 30.0 psf 11 I 1.0 Ct 1.00 Ce 1.0 lu h= Y hb hc 21.0 psf 20.0 psf 21.0 psf 0.O psf no 1.00 Design Roof Snow Load (Ps) 21.0 psf "balanced" snow load) Building Official Minimum 21.0 psf Leeward Snow Drifts from adiacent higher roof Upper roof length Iu 20.0 ft Projection height h 3.0 ft Building separation s 0.0 ft Adjacent structure factor 1 00 Snow density y 17.9 pcf Balanced snow height hb 1 17 ft he 1.8311 hc/hb >0.2 1.6 Therefore, design for drift hd 1.66 ft w 6.65 ft pd g *hd 29.7 psf Windward Snow Drifts Against walls naranets. etc more than 15' lone Building roof length Projection height Snow density Balanced snow height 8.3 deg Unbalanced snow loads are not required 21,0 psf 21.0 psf 20.0 ft 3.0 ft 17.9 pcf 1.17 ft 1.83 ft hc/hb >0.2 1.6 Therefore, design for drift hd 1.25 ft w 4.99ft pd g *hd 22.3 psf JOB TITLE FMPA 240 FRONT STREET JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE ..r Terrain Above treeline Alaska -no trees Lu h hc hd pd` l A B C D Exposure Factor, Ce Exposure of roof Fully n/a 0.9 0.9 0.8 0.7 0.7 NOTE. Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect see code. w Surcharge Load Due to Drifting 0.0 plf Not required since roof slope is 2 in 12 or less and non slippery roof 0.0 psf 21.0 psf 21.0 psf Partially 1,1 10 10 0.9 0.8 0.8 Sheltered 1.3 1.2 11 1.0 n/a n/a ,7 Snow Load U s e e 3o t o sf (5rot/o e,, Go 0.0 associates nbse STRUCTURAL ENGINEERS JOB TITLE: SUBJECT SHEET NO. JOB NO DESIGNER: DATE. 0e9/6,t) nbse associates STRUCTURAL ENGINEERS 227 Bellevue Way NE PMB 194 Bellevue, WA 98004 (425) 418-8502 629 State Street #230 JOB TITLE. Santa Barbara, CA 93101 (805) 452-8152 321 High School Rd. NE SUBJECT #216 Bainbridge Island, WA 98110 JOB NO. (206) 780-6822 41 7 1;e0' 1 1 1 j f t.e.c.4 191 P I P .1. Pe4 F f i3t '4#4 por7g) H I I 1 44 Rea /4' SHEET NO. DESIGNER: DATE. PAC mn Rev 560100 User KW- 0605631, Ver 5.6.1 25-Oct -2002 (c)1983 -2002 ENERCALC Engineering Software Description General Information Section Name Prllm: 5.25x11.875 Beam Width 5.250 in Beam Depth 11.875 in Member Type Sawn Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 10.00ft, Beam Width 5.250in x Depth 11.875in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1,337.24 psi Fb 2,900.00 psi Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 Center Left Right Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 FLOOR BEAM FB -1 Dead Load -0.046 in 5.000 ft 2,604.9 D.L. Defl 0.069 in 0.000 in 0.000 in Le Rb DL DL DL 1.000 Pin -Pin 0.461 1 13.7 k -ft 29.8 k -ft 13.75 k -ft at 5.000 ft 0.00 k -ft at 10.000 ft 0.00 k -ft 0.00 k -ft 29.82 fv 106.92 psi Fv 290.00 psi 0.000 ft 0.000 Max Moment Center 13.75 k -ft Left Support 0.00 k -ft Right Support 0.00 k -ft Shear Analysis Left Support Design Shear 6.67 k Area Required 22.986 in2 Fv Allowable 290.00 psi Bearing Supports Max. Left Reaction 5.50 k Max. Right Reaction 5.50 k 300.00 #/ft #/ft #/ft LL LL LL Scope General Timber Beam Center Span 10.00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi Fb Base Allow Fv Allow Fc Allow E Total Load -0.169 in 5.000 ft 710.44 Reactions. Left DL Right DL Sxx 123.389 in3 CI 0.000 Sxx Read 56.90 in3 0.00 in3 0.00 in3 Right Support 6.67 k 22.986 in2 290.00 psi Title Dsgnr• Description Left Cantilever Deflection .Length/Defl Right Cantilever Deflection .Length/Defl Bearing Length Req'd Bearing Length Req'd 800.00 #/ft #/ft #/ft 1.50 k 1.50 k .Lu .Lu .Lu Maximum Shear 1.5 Allowable Shear Left Right Camber Left Center Right Max Max Area 62.344 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.612 in 1.612 in Job Date: 7:56AM, 18 DEC 08 0.000 in 0.0 Page 1 c:1ec55 \fmpa pa.ecw:Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK 6.7 k 18.1 k 5.50 k 5.50 k 0.000 in 0.069 in 0.000 in 5.50 k 5.50 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.0 ff Rev: 560100 User KW- 0605631, Ver 5.6.1 25-Oct -2002 (c)1983 -2002 ENERCALC Engineering Software Description General Information Section Name Prilm: 5.25x14.0 5.250 in 14.000 in Sawn Beam Width Beam Depth Member Type Load Dur Factor 1 000 Beam End Fixity Pin -Pin Full Length Uniform Loads FLOOR BEAM FB -2 Center Left Cantilever Right Cantilever DL DL DL Span= 14.00ft, Beam Width 5.250in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow tb 1,885.71 psi Fb 2,900.00 psi Deflections Center Span. Deflection .Location .Length /Deft Camber using 1.5 Center Left Right Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing Supports Max. Left Reaction Max. Right Reaction Le Rb 26.95 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 41 45 fv Fv Dead Load -0.108 in 7 000 ft 1,555.6 D.L. Defl 0.162 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 26.95 k -ft 0.00 k -ft 0.00 k -ft Left Support 9.70 k 33.455 in2 290.00 psi 7 70 k 7 70 k 300.00 #/ft #/ft #/ft General Timber Beam 132.00 psi 290.00 psi Title Dsgnr• Description Scope Center Span 14 00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Depth 14.in, Ends are Pin -Pin 0.650 1 26.9 k -ft 41 4 k -ft at 7.000 ft at 14.000 ft Total Load -0.396 in 7.000 ft 424.25 Reactions. Left DL Right DL Sxx 171.500 in3 CI 0.000 Sxx Rea'd 111.52 in3 0.00 in3 0.00 in3 Right Support 9.70 k 33.455 in2 290.00 psi LL 800.00 #/ft LL #/ft LL #/ft Bearing Length Req'd Bearing Length Req'd 9.7 k 21.3 k Left 7 70 k @Right 7 70 k Camber Left 0.000 in Center 0.162 in Right 0.000 in Maximum Shear 1.5 Allowable Shear 2.10 k 2.10 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length/Defl .Lu .Lu .Lu Area 73.500 in2 Allowable tb 2,900.00 psi 2,900.00 psi 2,900.00 psi Job Date: 7:57AM, 18 DEC 08 Page 1 c: \ec551fmpa pa.ecw:Calculations 1 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 7 70 k Max 7 70 k 2.256 in Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 2.256 in 0.000 in 0.000 in 0.0 0.0 9 Description Rev' 560100 User KW- 0605631, Ver 5.6.1 25-Oct -2002 (c)1983 -2002 ENERCALC Engineering Software FLOOR BEAM FB -3 General Information Section Name PrIIm: 5.25x14.0 Beam Width 5.250 in Beam Depth 14.000 in Member Type Sawn Load Dur Factor Beam End Fixity 1.000 Pin -Pin Center Span 14.50 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi Fb Base Allow Fv Allow Fc Allow E Title Dsgnr Description Scope General Timber Beam .Lu .Lu .Lu Job Date: 8:09AM, 18 DEC 08 Page 1 c:tec551fmpa pa.ecw:Calculations 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 2,022.81 psi Fb 2,900.00 psi Deflections Center Span. Deflection .Location .Length /Defl Camber using 1.5 D.L. Defl Center 0.186 in Left 0.000 in Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing Supports Max. Left Reaction Max. Right Reaction Le Rb DL DL DL 28.91 k -ft 0.00 k -ft 0.000 ft 0.000 Max Moment 28.91 k -ft 0.00 k -ft 0.00 k -ft Left Support 10.05 k 34.650 in2 290.00 psi 300.00 #/ft #/ft #/ft 0.698 1 28.9 k -ft 41 4 k -ft at 7.250 ft at 14.500 ft 0.00 k -ft 0.00 k -ft 41 45 fv 136.71 psi Fv 290.00 psi Dead Load Total Load -0.124 in -0.456 in 7.250 ft 7.250 ft 1 400.2 381.86 LL LL LL Span= 14.50ft, Beam Width 5.250in x Depth 14.in, Ends are Pin -Pin Reactions. Left DL Right DL Maximum Shear 1 5 Allowable Shear Left Cantilever Deflection .Length/Defl Right Cantilever Deflection .Length /Defl Sxx 171.500 in3 CI 0.000 Sxx Read 119.62 in3 0.00 in3 0.00 in3 Right Support 10.05 k 34.650 in2 290.00 psi 800.00 #/ft ##/ft #/ft 2.17 k 2.17 k Dead Load 0.000 in 0.0 0.000 in 0.0 Area 73.500 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 7.97 k Bearing Length Req'd 2.337 in 7.97 k Bearing Length Req'd 2.337 in Beam Design OK 10.0 k 21.3 k Left 7.97 k Right 7.97 k Camber Left 0.000 in Center 0.186 in Right 0.000 in Max 7.97 k Max 7.97 k Total Load 0.000 in 0.0 0.000 in 0.0 Rev 560100 User: KW -0605631, Ver 5.6.1, 25 -Oct -2002 (c)1983 -2002 ENERCALC Engineering Software Description General Information Section Name Prilm: 5.25x11.875 Beam Width 5.250 in Beam Depth 11.875 in Member Type Sawn Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever FLOOR BEAM FB-4 DL DL DL 1.000 Pin -Pin 300.00 #/ft #/ft #/ft General Timber Beam Summary Span= 9.00ft, Beam Width 5.250in x Depth 11.875in, Ends are Pin -Pin Max Stress Ratio 0.374 1 Maximum Moment 11 1 k-ft Allowable 29.8 k-ft Max. Positive Moment 11 14 k -ft at 4.500 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max Left Support 0.00 k -ft Max Right Support 0.00 k -ft Max. M allow 29.82 fb 1,083.16 psi fv Fb 2,900.00 psi Fv Deflections Center Span. Deflection .Location .Length/Defl Camber using 1.5 Center Left Right S Calcs tress Bending Analysis Ck 21.298 Cf 1.000 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing Supports Max. Left Reaction Max. Right Reaction Dead Load -0.030 in 4.500 ft 3,573.3 D.L. Defl 0.045 in 0.000 in 0.000 in Le Rb 0.000 ft 0.000 Max Moment 1114k -ft 0.00 k -ft 0.00 k -ft Left Support 5.82 k 20.073 in2 290.00 psi 4.95 k 4.95 k 93.37 psi 290.00 psi LL LL LL Scope Center Span 9.00 ft Left Cantilever ft Right Cantilever if Truss Joist MacMillan, Parallam_2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Reactions. Left DL Right DL Sxx 123.389 in3 CI 0.000 Sxx Read 46.09 in3 0.00 in3 0.00 in3 Right Support 5.82 k 20.073 in2 290.00 psi Title Dsgnr• Description Bearing Length Req'd Bearing Length Req'd 800.00 #/ft #/ft #/ft .Lu .Lu .Lu Total Load Left Cantilever Dead Load -0.111 in Deflection 0.000 in 4.500 ft .Length/Defl 0.0 974.54 Right Cantilever Deflection .Length/Defl Area 62.344 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1 451 in 1 451 in Job Date: 8:08AM, 18 DEC 08 0.000 in 0.0 Page 1 c: \ec551fmpa pa.ecw:Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK Maximum Shear 1.5 5.8 k Allowable 18.1 k Shear Left 4.95 k Right 4.95 k Camber Left 0.000 in Center 0.045in Right 0.000 in 1.35 k Max 4.95 k 1.35 k Max 4.95 k Total Load 0.000 in 0.0 0.000 in 0.0 Rev' 560100 User KW- 0605631, Ver 5.6.1, 25-Oct -2002 (c)1983 -2002 ENERCALC Engineering Software Description FLOOR BEAM FB -5 General Information Section Name Prllm: 5.25x11.875 Beam Width 5.250 in Beam Depth 11.875 in Member Type Sawn Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever L S Span= 5.00ft, Beam Width 5.250in x Depth 11.875in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 334.31 psi Fb 2,900.00 psi Deflections Center Span. Deflection .Location .Length /Deft Camber using 1.5 D.L. Deft Center 0.004 in Left 0.000 in Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing Supports Max. Left Reaction Max. Right Reaction Le Rb DL DL DL 1.000 Pin -Pin Dead Load -0.003 in 2.500 ft 20,839.5 0.000 ft 0.000 Max Moment 3.44 k -ft 0.00 k -ft 0.00 k -ft Left Support 2.51 k 8.648 in2 290.00 psi 2.75 k 2.75 k 300.00 #/ft #/ft #/ft 0.139 1 3.4 k -ft 29.8 k -ft 3.44 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 29.82 fv 40.23 psi Fv 290.00 psi Total Load -0.011 in 2.500 ft 5,683.50 General Timber Beam Center Span 5.00 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, Parafam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Sxx CI LL LL LL 123.389 in3 0.000 Sxx Read 14.22 in3 0.00 in3 0.00 in3 Right Support 2.51 k 8.648 in2 290.00 psi Title Dsgnr Description Scope Bearing Length Req'd Bearing Length Req'd 800.00 #/ft #/ft #/ft Maximum Shear 1.5 2.5 k Allowable 18.1 k 2.500 ft Shear Left 2.75 k 5.000 ft Right 2.75 k Camber Left 0.000 in Center 0.004 in Reactions. Right 0.000 in Left DL 0.75 k Max 2.75 k Right DL 0.75 k Max 2.75 k Left Cantilever Deflection .Length /Defl Right Cantilever Deflection .Length /Deft .Lu .Lu .Lu Area 62.344 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi Dead Load 0.000 in 0.0 0.806 in 0.806 in Job Date: 8:08AM, 18 DEC 08 0.000 in 0.0 Page 1 c:tec55Umpa pa.ecw:Calcuiations 0.00 ft 0.00 ft 0.00 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 /2 Rev' 560100 User: KW- 0605631. Ver 5.6.1 25-Oct -2002 (c)1983 -2002 ENERCALC Engineering Software Description General Information Section Name 6x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 734.32 psi Fb 1,552.50 psi Deflections Center Span. Deflection .Location .Length/Defl Camber using 1.5 Center Left Right Stress Calcs Bending Analysis Ck 26.035 Cf 1.000 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing Supports Max. Left Reaction Max. Right Reaction roof beam RB -1 Full Length Uniform Loads DL DL DL 200.00 #/ft #/ft #/ft Summary Span= 9.00ft, Beam Width 5.500in x Depth 9.5in, Ends are Pin -Pin Dead Load -0.047 in 4.500 ft 2,300.0 *D.L.Defl 0.070 in 0.000 in 0.000 in Le Rb 0.550 1 5.1 k -ft 10.7 k -ft 5.06 k -ft at 4.500 ft 0.00 k -ft at 9.000 ft 0.00 k -ft 0.00 k -ft 10.70 fv 53.74 psi Fv 97 75 psi 0.000 ft 0.000 Max Moment 5.06 k -ft 0.00 k -ft 0.00 k -ft Left Support 2.81 k 28.726 in2 97 75 psi 2.25 k 2.25 k Total Load -0.117 in 4.500 ft 919.99 LL LL LL Reactions. Left DL Right DL Title Dsgnr• Description Scope General Timber Beam Center Span 9.00 ft 5.500 in Left Cantilever ft 9.500 in Right Cantilever ft Sawn Douglas Fir Larch, No.1 Fb Base Allow 1,350.0 psi 1 150 Fv Allow 85.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Sxx 82.729 in3 CI 0.000 Sxx Read 39.13 in3 0.00 in3 0.00 in3 Right Support 2.81 k 28.726 in2 97 75 psi Bearing Length Req'd Bearing Length Req'd 300.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear 2.8 k 5.1 k Left 2.25 k Right 2.25 k Camber Left 0.000 in Center 0.070in Right 0.000 in 0.90 k 0.90 k Left Cantilever Deflection .Length/Defl Right Cantilever Deflection .Length/Defl .Lu .Lu .Lu Area 52.250 in2 Allowable fb 1,552.50 psi 1,552.50 psi 1,552.50 psi Job Date: 7.34AM, 18 DEC 08 Page 1 c: \ec55 \fmpa pa.ecw:Caiculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 2.25 k Max 2.25 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.0 0.000 in 0.0 0.655 in 0.655 in !3 Rev: 560100 User KW -0605631, Ver 5.6.1 25-Oct -2002 (c)1983 -2002 ENERCALC Engineering Software Description General Information Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Span= 25.00ft, Beam Width 5.125in x Depth 16.5in, Ends are Pin -Pin Max Stress Ratio 0.767 1 Maximum Moment 39.1 k -ft Allowable 50.9 k -ft Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 2,015.72 psi Fb 2,627.28 psi Deflections Center Span. Deflection .Location .Length/Defl Camber using 1.5 Center Left Right Stress Calcs Bending Analysis Ck 20.711 Cv 0.952 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing Supports Max. Left Reaction Max. Right Reaction roof beam RB -2 5.125x16.5 5.125 in 16.500 in GluLam Le Rb 1 150 Pin -Pin 39.06 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 50.91 fv Fv Dead Load -0.509 in 12.500 ft 589.4 D.L. Defl 0.764 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 39.06 k -ft 0.00 k -ft 0.00 k -ft Left Support 8.40 k 38.444 in2 218.50 psi 6.25 k 6.25 k 200.00 #/ft #/ft #/ft General Timber Beam at at 99.33 psi 218.50 psi Center Span Left Cantilever Right Cantilever Douglas Fir 24F V8 Fb Base Allow Fv Allow Fc Allow E Total Load Left Cantilever 1.273 in 12.500 ft 235.75 12.500 ft 0.000 ft LL LL LL Reactions. Left DL Right DL Title Dsgnr Description Scope Sxx 232.547 in3 CI 0.000 Sxx Read 178.42 in3 0.00 in3 0.00 in3 Right Support 8.40 k 38.444 in2 218.50 psi Bearing Length Req'd Bearing Length Req'd 25.00 ft ft ft 2,400.0 psi 190.0 psi 560.0 psi 1,800.0 ksi 300.00 #/ft #/ft #/ft Maximum Shear 1 5 Allowable Shear 2.50 k 2.50 k Deflection .Length/Defl Right Cantilever Deflection .Length/Defl .Lu .Lu .Lu 8.4 k 18.5 k Left 6.25 k Right 6.25 k Camber Left 0.000 in Center 0.764 in Right 0.000 in Allowable fb 2,627.28 psi 2,627.28 psi 2,627.28 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 Area 84.563 in2 2.178 in 2.178 in Job Date: 7.31AM, 18 DEC 08 Page 1 c:\ec55 \fmpa pa.ecw:Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 6.25 k Max 6.25 k 0.000 in 0.000 in 0.0 0.0 'f Rev: 560100 User KW- 0605631, Ver 5.6.1 25 -Oct -2002 (c)1983 -2002 ENERCALC Engineering Software Description roof beam RB -3 General Information Section Name 6x12 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 14.00ft, Beam Width 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1,212.58 psi Fb 1,552.50 psi Deflections Center Span. Deflection .Location .Length /Deft Camber using 1.5 D. Center Left Right Stress Calcs Bending Analysis Ck 26.035 Le Cf 1.000 Rb Center Left Support Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing Supports Max. Left Reaction Max. Right Reaction DL DL DL 5.500 in 11.500 in Sawn 1 150 Pin -Pin 12.25 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 15.68 fv Fv L. Defl 0.232 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 12.25 k -ft 0.00 k -ft 0.00 k -ft Left Support 4.54 k 46.404 in2 97 75 psi 200.00 #1ft #/ft #/ft 71 72 psi 97 75 psi Title Dsgnr Description Scope General Timber Beam Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.1 Fb Base Allow Fv Allow Fc Allow E LL LL LL Depth 11.5in, Ends are Pin -Pin 0.781 1 12.2 k -ft 15.7 k -ft at 7.000 ft at 14.000 ft Reactions. Left DL Right DL Sxx 121.229 in3 CI 0.000 Sxx Read 94.69 in3 0.00 in3 0.00 in3 Right Support 4.54 k 46.404 in2 97 75 psi 300.00 #/ft #/ft #/ft 14.00 ft ft ft 1,350.0 psi 85.0 psi 625.0 psi 1,600.0 ksi .Lu .Lu .Lu 4.5 k 6.2 k Left 3.50 k Right 3.50 k Camber Left 0.000in Center 0.232 in Right 0.000 in Maximum Shear 1 5 Allowable Shear 140 k 1 40 k Dead Load Total Load Left Cantilever -0.155 in -0.387 in Deflection 7 000 ft 7.000 ft .Length /Defl 1,083.9 433.56 Right Cantilever Deflection .Length/Defl Area 63.250 in2 Allowable fb 1,552.50 psi 1,552.50 psi 1,552.50 psi 3.50 k Bearing Length Req'd 1.018 in 3.50 k Bearing Length Req'd 1.018 in Job Date: 7.34AM, 18 DEC 08 Page 1 c: \ec55 \fmpa pa,ecw:Calcuiations 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 3.50 k Max 3.50 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.0 0.000 in 0.0 S Rev: 560100 User KW- 0605631, Ver 5.6.1, 25-Oct -2002 (c)1983 -2002 ENERCALC Engineering Software Description General Information Section Name 6x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Stress Calcs Bending Analysis Ck 26.035 Cf 1.000 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing Supports Max. Left Reaction Max. Right Reaction roof beam RB-4 Full Length Uniform Loads Center Left Cantilever Right Cantilever Le Rb DL DL DL 5.500 in 9.500 in Sawn 1 150 Pin -Pin Summary Span= 5.00ft, Beam Width 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 226.64 psi Fb 1,552.50 psi Deflections Center Span. Dead Load Deflection -0.004 in .Location 2.500 ft .Length/Defl 13,413.5 Camber using 1.5 D.L. Defl Center 0.007 in Left 0.000 in Right 0.000 in 1.56 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 10.70 fv Fv 0.000 ft 0.000 Max Moment 1.56 k -ft 0.00 k -ft 0.00 k -ft Left Support 1.29 k 13.197 in2 97 75 psi 1.25 k 1.25 k 200.00 #/ft #/ft #/ft Title Dsgnr Description Scope General Timber Beam 24.69 psi 97 75 psi Center Span Left Cantilever Right Cantilever Douglas Fir Larch, No.1 Fb Base Allow Fv Allow Fc AIIow E Depth 9.5in, Ends are Pin -Pin 0.253 1 1.6 k -ft 10.7 k -ft at 2.500 ft at 5.000 ft Total Load -0.011 in 2.500 ft 5,365.40 LL LL LL Reactions. Left DL Right DL Sxx 82.729 in3 CI 0.000 Sxx Read 12.08 in3 0.00 in3 0.00 in3 Right Support 1.29 k 13.197 in2 97 75 psi Bearing Length Req'd Bearing Length Req'd 5.00 ft ft ft 1,350.0 psi 85.0 psi 625.0 psi 1,600.0 ksi 300.00 #/ft #/ft #/ft Left Cantilever Deflection .Length/Defl Right Cantilever Deflection .Length/Defl .Lu .Lu .Lu Job Date: 7 43AM, 18 DEC 08 Page 1 c:\ec55 \frnpa pa.ecw:Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.3 k 5.1 k Left 1.25 k Right 1.25 k Camber Left 0.000 in Center 0.007 in Right 0.000 in Maximum Shear 1.5 Allowable Shear 0.50 k 0.50 k Dead Load 0.000 in 0.0 0.000 in 0.0 Area 52.250 in2 Allowable fb 1,552.50 psi 1,552.50 psi 1,552.50 psi 0.364 in 0.364 in Max 1.25 k Max 1.25 k Total Load 0.000 in 0.0 0.000 in 0.0 j nbse I STRUCTURAL ENGINEERS JOB TITLE: SUBJECT SHEET NO. Z.F4.1 /9Ap9:4-- Y5/ S JOB NO DESIGNER: DATE. 17 nbse associates Address City State Phone other Code Search I. Code: International Building Code 2006 11. Occupancy Occupancy Group III. Type of Construction: Fire Rating: IV Live Loads: Roof angle (0) 1.00 12 4.8 deg Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor Stairs Exitways Balcony Deck Mechanical Partitions V Wind Loads ASCE 7 05 Importance Factor Basic Wind speed Directionality (Kd) Mean Roof Ht (h) Parapet ht above grd Exposure Category Enclosure Classif. Internal pressure Building length (L) Least width (B) Kh case 1 Kh case 2 Roof Floor Topogranhic Factor (Kzt), Topography Flat Hill Height (H) 2.0 ft Half Hill Length (Lh) 500.0 ft Actual H/Lh 0.00 Use H/Lh 0.00 Modified Lh 500.0 ft From top of crest: x= 200.0 ft Bldg up /down wind? downwind H/Lh= 0.00 x./Lh 0.40 z/Lh 0.05 At Mean Roof Ht: Kzt (1 +K 1 K 2 K 3 )A2 B Business 0.0 hr 0.0 hr 50 psf 100 psf 100 psf N/A 15 psf 1.00 90 mph 0.85 27.0 if 0.011 D Enclosed Building +1 -0.18 105.011 18.0 ft 1 141 1 141 K 1 K2 K3 H< 15ft;exp D Kzt =1.0 0.000 0.733 1.000 1.000 JOB TITLE FMPA 240 FRONT STREET SHEET NO. DATE DATE JOB NO. CALCULATED BY CHECKED BY Z 4 V(Z) 1 Az) ESCARPMENT V(z) Speed-up x(downwind) H12 H H/2 Speed -up x(downwind) H/2" H H/2' 2D RIDGE or 3D AXISYMMETRICAL HILL nbse associates Address City State Phone other VI. Seismic Loads: ASCE 7 05 Occupancy Category II Importance Factor (I) 1.00 Site Class D Ss (0.2 sec) S1 (1.0 sec) Fa 1 000 Fv 1.539 126.70 %g Seismic Design Category D Number of Stories: 1 If you can read this: Structure Type: Light Frame Click Here Horizontal Struct Irregularities: 3) Diaphragm Discontinuity See ASCE7 Sect 12.3.3 4 Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame walls with shear panels wood structural panels/sheet steel panels System Building Height Limit: 65 ft Actual Building Height (hn) 27 0 ft See ASCE7 Section 12.2.5.4 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS 46.11 %g Response Modification Factor (R) 6.5 System Over- Strength Factor (S2o) 2.5 Deflection Amplification Factor (Cd) 4 Sds 0.845 Sdl 0.473 Sms Sml Seismic Load Effect (E) p QE 0.2S D Special Seismic Load Effect (E) S2o Q +1- 0.2S D PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Method Not Permitted Simplified Analysis Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Permitted Building period coef (C 0.020 Approx fundamental period (Ta) CThf' 0.237 sec x= 0.75 User calculated fundamental period (T) 0.368 sec Long Period Transition Period (TL) ASCE7 map 8 Seismic response coef. (Cs) Sdsl/R 0.130 need not exceed Cs Sdl t /RT 0.219 but not less than Cs 0.010 USE Cs 0.130 Design Base Shear V 0.130W Model Seismic Response Analysis Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift 0.020hsx where hsx is the story height below level x JOB TITLE FMPA 240 FRONT STREET JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE 1.267 Sds 0.845 Design Category D 0.710 Sdl 0.473 Design Category D p QE +1- 0 169D 2.5 QE +1- 0.169D p redundancy coefficient Q horizontal seismic force D dead load Cu 1 40 Tmax CuTa 0.332 Use T 0.332 l9 VI. Seismic Loads cont. nbse associates JOB TITLE FMPA Address 240 FRONT STREET City State JOB NO. SHEET NO. Phone CALCULATED BY DATE other CHECKED BY DATE CONNECTIONS Force to connect smaller portions of structure to remainder of structure Fp 0.133S or Fp 0.5w Beam, girder or truss connection for resisting horizontal force parallel to member Fp no less than 0.05 times dead plus live load vertical reaction Anchorage of Concrete or Masonry Walls to elements providing lateral support Fp 0.8IeSdsWw 0.676 w or Fp 0.1w 0.10 w Use Fp 0.68 w but not less than 280.0 plf 400SdsIe Connection force given is for flexible diaphragms (use architectural components for ridgid diaphrams) MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force) Fp 0.40IeS or Fp= 0.1w Diaphrasms 011 w, 0.05 w Use Fp 0.11 w w weight of smaller portion 0.338 w 0.10 w Use Fp 0.34 w Fp (Sum Fi Sum Wi)Wpx Vpx (Sum Fi Sum Wi)Wpx Vpx need not exceed 0.4 SdsleWpx Vpx 0.338 Wpx Vpx but not less than 0.2 SdsleWpx Vpx 0.169 Wpx Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component error Importance Factor (Ip) 1.0 Component Amplification Factor (ad error Comp Response Modification Factor (R error Fp 0.4a +2z/h)/Rp #VALUE! Wp not greater than Fp 1.6SdsIpWp 1.351 Wp but not less than Fp 0.3SdsIpWp 0.253 Wp h= 27.0 feet z= 50.0 feet Seismic Design Category (SDC)= D use Fp #VALUE! Wp z/h 1.00 MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D Ip =1.0, therefore see ASCE7 Section 13 1 4 for exceptions Mech or Electrical Component General Electrical Distribution systems (bus ducts, conduit, cable tray) Importance Factor (Ip) 1.0 Component Amplification Factor (ad 2.5 h= 27.0 feet Comp Response Modification Factor (R 5 z= 50.0 feet z/h 1.00 Fp 0.4a +2z/h)/Rp 0.507 Wp not greater than Fp 1.6SdsIpWp 1.351 Wp but not less than Fp 0.3SdsIpWp 0.253 Wp use Fp 0.507 Wp nbse associates Address City State Phone other V. Wind Loads Other Structures: A. Solid Freestanding Walls Solid Signs ooen signs with less than 30% ooen), Dist to sign top (h) Height (s) Width (B) Wall Return (Lr) Directionality (Kd) Percent of open area to gross area B. Open Signs Lattice Frameworks (onenines 30% or more of u_ross area Height to centroid of Af (z) Width (zero if round) Diameter (zero if rest) Percent of open area to gross area Directionality (Kd) C. Chimneys. Tanks Similar Structures Height to centroid of Af (z) Cross- Section Directionality (Kd) Height (h) Width (D) Type of Surface D. Trussed Towers Height to centroid of Af (z) 15.0 ft E 0.27 Tower Cross Section Member Shape Directionality (Kd) Importance Factor Gust Effect Factor (G) Kzt 8.0 ft 8.0 ft 200.0 ft 0.O ft 0.85 0.0% 15.0 ft 0.85 15.0 ft Square 0.90 15.0 ft 1 0 ft N/A 1.00 0.85 Wind Speed 1.00 Exposure s/h= B/s Lr /s Kz qz Open reduction CaseC factor 1.00 Horiz dist from windward edge Cf F= azGCfAs (psf) 0 to s 3.29 50.8 As 0.80 s to 2s 2.07 31.9 As 2s to 3s 1.59 24.5 As 1 00 3s to 4s 1.31 20.1 As 4s to 5s 1.23 19.0 As 5s to lOs 0.78 12.0 As >10s 0.44 6.8 As Case C reduction factors Factor if s/h>0.8 Wall return factor for Cf at 0 to s 2.0 ft Either width or diameter must be zero 2.011 D(qz) ^.5 8.52 E 0.65 35.0% Cf 0 Sauare (wind along diagonal) Cf 1.28 F= gzGCfAf 20.9 Af Af 10.0 sf F 209 lbs square flat 1.00 Square (wind alone tower diagonal) Cf 3.24 F= qzGCfAf= 58.8 Af Solid Area: Af 10.0 sf F 588 lbs JOB TITLE FMPA 240 FRONT STREET JOB NO. CALCULATED BY CHECKED BY 1.00 25.00 0.00 1.030 18.2 psf 90 mph D Case A B C F= gzGCfAs As= F= Kz Base pressure (qz) F= g Solid Area: Af F= SHEET NO. DATE DATE 1.30 20.1 As 10.0 sf 201 lbs 1.030 18.2 psf 0.0 Af 10.0 sf 0 Ibs Kz 1.030 Base pressure (qz) 19.2 psf h/D 15.00 Sauare (wind normal to face) C 1.67 F q G Cf Af 27.2 Af A 10.0 sf F 272 lbs Kz 1.030 Base pressure (qz) 21 4 psf Diagonal wind factor 1.2 Round member factor 1 000 Sauare (wind normal to face) Cf 2.70 F= q 49.0Af Solid Area: Af 10.0 sf F 4901bs 21 nbse associates Address City, State Phone other WIND DIRECTION v= 0 I80* WIND DIRECTION Y. 0' WIND DIREC LION ,72 MONOSLOPE Location of Wind Pressure Zones L PITCHED JOB TITLE FMPA 240 FRONT STREET JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE MONOSLOPE WIND DIRECTION v 0 180° IiION OSLOW 2 I tr WIND DIRECTION 'ITCHED WIND DIRECTION v 90° MAIN WIND FORCE RESISTING SYSTEM e 10° WIND DIRECTION yo 0',100' 1==> L L A COMPONENTS AND CLADDING TROUGH aIT C NL WIND DIRECTION, TROUGH A PITCHED ORTROUGHED ROOF NW e too WIND DIRECIION Y= 180` A 621- nbse associates JOB TITLE FMPA Address 240 FRONT STREET City State JOB NO. SHEET NO. Phone CALCULATED BY DATE other CHECKED BY DATE V. Wind Loads Open Buildings (Der ASCE7 -05): 0.25 5 h/L 51.0 Procedure not allowed h/L is greater than 1.0 Type of roof Monoslope Free Roofs Wind Flow Clear Main Wind Force Resisting System Kz Kh (case 2) 1 14 Base pressure (qh) 20.1 psf Roof pressures Wind Normal to Ridge Wind Load Flow Case Clear Wind Flow A B Cn p= Cn P= -f- t Fascia Panels Horizontal pressures qp 20.1 psf Components Cladding roof pressures Kz= Kh (case 1) 1.14 Base pressure (qh) 20.1 psf G 0.85 Effective Wind Area 9 sf C >9 36 sf f <9sf W1 °d >9 5.36 sf pressure >T6 sf G= Roof Angle Wind Direction y =0& 180 deg Cnw 1 Cnl 1,20 0.30 20.5 psfl 5 1 psf 110 -0.10 18.8ps 1.7psf a= 3.0 ft 0.85 4.8 deg NOTE. 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures Wind Parallel to Ridge, y 90 deg Wind Load Horizontal Distance from Windward Edge Flow Case h >h <2h >2h Cn ...i.- -0.80 -0.60 -0.30 Clear Wind A r p 13.7 psi 10.3 psi 5 psf Flow B L� Cn 0.80 0.50 0.30 i 1 13 7 psf 8.5 psf 5.1 psf h= 2h Windward fascia: 30.2 psf (GCpn +1.5) Leeward fascia: -20.1 psf (GCpn 1.0) a 9.Osf 4a 36.0 sf 27.0 ft 54 0f1 Clear Wind Flow 1 zone 3 zone 2 1 zone 1 positive I negative i positive i negative I positive 1 negative 2.91 _3.87 2.18 1.95 1 45 1.29 2.18 1.95 2.18 1.95 1 45 1.29 1 45 1.29 1 45 1.29 1 45 1.29 49 7e -66.2 psf 37.3 psf 33.4 psf 24.9 _22.1 37.3 psf 33 4 psf 37.3 psf 33 4 psf 24.9 psf -22.1 psf 24.9 psi 22.1 psf 24.9 psf 22.1 psf 24.9 psf 22.1 psf 23 h= ridge Roof Walls nbse associates Address City State Phone other V. Wind Loads Comoonents Cladding h 60' Kh (case 1) 1 14 Base pressure (qh) 20.1 psf Roof Angle 4.8 deg GCp Surface Pressure at 'h' 20 sf 100 sf I 500 sf 20 sf 1 100 sf 1 500 sf -0.90 -0.80 -0.70 21 7 psf 19 7 psf 17 7 ps 1.80 1.40 1.00 39.8 psf 31.8 psf 23 7 ps 0.90 0.75 0.60 21 7 psf 18.7 psf! 15 7 ps NOTE. Negative zones 4 5 pressures apply to all heights. Positive pressures vary with height, see below Area Negative Zone 4 Negative Zone 5 Positive Zone 4 5 Wall surface pressure at 'z' z I Kz I Kzt I qz (psf) 0 to 15' 1.03 1.00 18.2 20.0 ft 1.08 1.00 19 1 25.0 ft 1.13 1.00 19.8 27.0 ft 1 14 1.00 20.1 27.8 ft 1.15 1.00 20.2 Parapet z I Kz 0.0 ft 1.03 h= a= GCpi qi qh Minimum parapet height at building perimeter Area 10 sf Zone 1 1.40 Zone 2 2.30 Zone 3 2.30 CASE A pressure towards building CASE B pressure away from building 27.0 ft 3.0 ft -0.18 20.1 psf 3.0 ft GCp Surface Pressure (psf) 100 sf 1 500 sf 10 sf 1 100 sf 1 500 sf 1.11 -0.90 32 psf 26 psf 22 ps 1.89 1.60 50 psf -42 psf 36 ps 1.89 1.60 50 psf -42 psf 36 ps Zone 3 zone 2, since parapet 311. 4P 0.0 psf Positive zone 4 5 (psf) 20 sf 1 100 sf 500 sf 20.0 17.2 14.5 20.8 17.9 15 1 21.5 18.5 15.5 21.7 18.7 15 7 21.8 18.8 15 7 JOB TITLE FMPA 240 FRONT STREET JOB NO. CALCULATED BY CHECKED BY Solid Parapet Pressure 1 CASE A Interior zone: Corner zone: CASE B Interior zone: Comer zone: h 60' use C &C<90 pressures NOTE. If tributary area is greater than 700sf, MWFRS pressure may be used. User input 50 sf 250 sf 28 psf 24 psf -44 psf 38 psf -44 psf 38 psf11 User input 20 sf I 200 sf 21.7 psf 18.8 psf' 39.8 psf -28.3 psf 21.7 psf 17 4 psf lO sf 1 0.0 psf 0.0 psf 0.0 psf 0.0 psf l00 sf 1 0.O psf 0.O psf 0.0 ps 0.0 psfl SHEET NO. DATE DATE 500 sf 1 0.0 psf 0.O psf 0.0 psf 0.0 psf 24 nbse associates Address City State Phone other V. Wind Loads MWFRS all h (Enclosed/partially enclosed onlvl Kh (case 2) L14 h 27 0 ft GCpi -0.18 Base pressure (q 20.1 psf ridge ht 27.8 ft G 0.85 Roof Angle 4.8 deg L 105.0 ft qi qh Roof tributary area (h/2) *L. 1418 sf B 18.011 (h/2) *B: 243 sf Surface Pressures (psf) Wind Normal to Ridge (psf) I Wind Parallel to Ridge (psf) B/L 0.17 h/L 1.50 L/B 5.83 h/L 0.26 Surface Cp ghGC w +q,GC w ggGCpi I Dist.* Cp ghGC w/ +q GC w/ g Windward Wall (WW) 0.80 13 7 see table below 0.80 13.7 see table below Leeward Wall (LW) -0.50 -8.5 12.2 -4.9 -0.20 3.4 7 0 0.2 Side Wall (SW) -0.70 12.0 15.6 -8.3 -0.70 12.0 15 6 -8.3 Windward Wall Pressures at 'z' (nsfl Combined WW LW Windward Wall Normal Parallel I z I Kz I Kzt q GC w +q;GC w ghGC to Ridge to Ridge 0 to 15' 1.03 1.00 12.3 psf 8.7 psf I6.0 psf 20.9 psf 15.8 psf 20.0 ft 1.08 1.00 13 0 9 4 16.6 21.5 16.4 25.0 ft 1.13 1.00 13.5 9.9 17 1 22.0 16.9 h= 27.0ft 1.14 1.00 137 10.1 17.3 22.2 171 ridge 27.8 ft 1.15 1.00 13.7 10.1 17 4 22.3 17.2 NOTE. See figure 6 -9 of ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz I Kzt qp (psf) 0.0 ft 1.03 1.00 0.0 Windward parapet: 0.0 psf (GCpn +1.5) Leeward parapet: 0.0 psf (GCpn 1.0) JOB TITLE FMPA 240 FRONT STREET JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE LW Included in windward roof Leeward Roof (LR) Windward Roof: 0 to h/2* 1.04 17.8 21.4 14.2 0 to h/2* -0.90 15 4 19.0 h/2* -0.70 12.0 15.6 -8.3 h/2 to h* -0.90 15.4 19 0 h to 2h* -0.50 -8.5 12.2 2h* -0.30 5.1 -8.7 *Horizontal distance from windward edge *Roof angle 10 degrees. Therefore, leeward roof is included in windward roof pressure zones. For monoslope roofs, entire roof surface is either windward or leeward surface. Wn7D NOES/AL TO RIDGE <WR `g WW WATD DIRECTION WIRD PARALLEL TO RIDGE 11.8 11.8 -4.9 1.5 nbse associates JOB TITLE FMPA Address 240 FRONT STREET City State JOB NO. SHEET NO. Phone CALCULATED BY DATE other CHECKED BY DATE 0 0 s 7 degrees and Monoslope 3 degrees 2a b Location of Wind Pressure Zones J I 2a 1 0 i w N 1 Ci 1 0 1 Monoslope roofs 3 <0 <10° a� a r- aL T 05` 1 1 Monoslope roofs 10° 0 30° 0 7 degrees 1 1 r N 1 1 l 1 0, 0 la 0 C3 C 01 C .0 01 C> 0 1 1 1 ,J k, 1 1 1 1 1 1 l 0 /0 N NI 0 7 degrees Ito Roof Walls nbse associates Address City State Phone other Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Negative Zone 2' Negative Zone 3' Area Negative Zone 4 Negative Zone 5 Positive Zone 4 5 Parapet qp 0.0 psf CASE A pressure towards building CASE B pressure away from building Rooftop Structures Eauinment Cross Section Directionality (Kd) Width (D) Type of Surface Roof Angle 4.8 deg Type of roof Monoslope GC GCpi 10 sf [50 sf 1 100 sf 1.28 1.28 1.28 1 48 1 41 1.38 1.98 1.56 138 0.48 0.41 0.38 1.78 1.71 1.68 -2.78 2.08 1.78 GCp +1- GCpi 10sf 1 100sf 1 500sf 1 17 1.01 -0.90 1 44 1 12 -0.90 1.08 0.92 0.81 Dist from mean roof height to centroid of Af= 10.0 ft Height of equipment (he) 15.0 ft Square 0.90 10.0 ft N/A Sauare (wind alone diaeonal) Cf 1.01 Af= 10.0 sf Adjustment Factor (Adj) F= gzGCfAf Adj= F JOB TITLE FMPA 240 FRONT STREET JOB NO. CALCULATED BY CHECKED BY V. Wind Loads Components Claddina: Buildings hs60' Altercate design 60' <h <90' Kz Kh (case 1) 1 14 GCpi -0.18 NOTE. If tributary area is greater than Base pressure (qh) 20.1 psf a 3.0 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter 6.0 ft Note: GCp reduced by 10% due to roof angle 10 deg. 1.90 19.3 Af 193 lbs SHEET NO. DATE DATE Surface Pressure (psf) 1 User in ut 10 sf 1 50 sf 1 100 sf i 20 sf 70 sf 25 7 psf 25.7 ps fj 25 7 ps 25.7 psfj 25 7 psf 29.8 psf 28.4 ps 27.8 ps 29.2 psf 28.1 ps 39.8 psf 31.4 psf 27.8 psf 36.2 psf 29.6 ps 10.0 psf 10.0 psf 10.0 psf 10.0 psf 10.0 psf 35.8 psf 34.4 psf 33.8 psf 35.2 psf 34.1 pst� 55.9 psf) -41.9 psf) 35.8 psft -49.9 psf 38.9 ps 10sf 1 23.5 psf 29.0 psf 21 7 psf) Surface Pressure (psf) User input 100 sf 1 20.3 psf 22.6 psf 18.5 psf 500 sf 18.1 psf 18.1 psf 16.3 psf Solid Parapet Pressure 1 10 sf 1 CASE A Interior zone 10.0 psf Comer zone 10.0 psf CASE B Interior zone 10.0 psf Corner zone 10.0 psfl Gust Effect Factor (G) Base pressure (qz) 50 sf 1 200 sf 21.3 psf 19 4 psf 24.5 psf 20.6 ps 19.5 psf 17.6 ps 100 sf 1 10.0 psfl 10.0 ps 10.0 psf 10.0 psf Adjustment Factor (Adj) F q G Cf Af Adj= F 0.85 25.0 Kd psf h/D 1.50 500 sf 10.0 psf 10.0 psf 10.0 psf 10.0 ps Sauare (wind normal to face) C 1.31 Af 10.0 sf 1.900 25.0 Af 250 lbs 2� nbse associates Address City State Phone other JOB TITLE FMPA 240 FRONT STREET JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE V. Wind Loads MWFRS h (Low -rise Buildinasl Enclosed /partially enclosed only -ZONE 2: /ascot of 6.5Bor25h 4 3/ 2 is negative S r s IE j1/4 6 2E1,11 IEN.\''''',... PELPHITDIC MAX 70 LIME Transverse Direction Kz Kh Base pressure (qh) GCpi Parapet Windward parapet: Leeward parapet: 0.0 psf (GCpn +1.5) 0.0 psf (GCpn 1.0) Horizontal MWFRS Simple Diaphrag=m Pressures (osf) Transverse direction (normal to L) Interior Zone: Wall 0.0 psf Roof 0.0 psf End Zone: Wall 0.0 psf Roof 0.0 psf Longitudinal direction (parallel to L) Interior Zone: Wall 0.0 psf End Zone: Wall 0.0 psf PrsALLI ro LIEGE 1 14 (case 1) 0.0 psf h >B can't use low -rise method +1 -0.18 Windward roof overhangs: 0.0 psf (upward) add to windward roof pressure v Loltgitudinal Direction Transverse Direction Longitudinal Direction Perpendicular A 4.8 deg Parallel 0 0.0 deg Surface GCpf w /-GCpi w /+GCpi GCpf w -GCpi w /+GCpi 1 0.40 0.58 0.22 0.40 0.58 0.22 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 1E 0.61 0.79 0.43 0.61 0.79 0.43 2E 1.07 -0.89 1.25 1.07 -0.89 1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.43 -0.25 -0.61 Wind Surface pressures (psf) 1 0.0 0.0 0.0 0.0 2 0.0 0.0 0.0 0.0 3 0.0 0.0 0.0 0.0 4 0.0 0.0 0.0 0.0 5 0.0 0.0 0.0 0.0 6 0.0 0.0 0.0 0.0 1E 0.0 0.0 0.0 0.0 2E 0.0 0.0 0.0 0.0 3E 0.0 0.0 0.0 0.0 4E 0.0 0.0 0.0 0.0 wEtin Dine !KU Edge Strip (a) End Zone (2a) Zone 2 length WINDWARD WINDWARD ROOF WINDWARD RDOF T f2 nr 71 Torsional loads are 25% of zones 1 4 See code for loading diagram VERTICAL 3.0 ft 6.0 ft 9.0 ft LEEWARD ROOF TRANSVERSE ELEVATION LEEWARD RCOF VERTICAL or LONGITUDINAL ELEVATI O 1 V. Wind Loads cont. nbse associates JOB TITLE FMPA Address 240 FRONT STREET City State JOB NO. SHEET NO. Phone CALCULATED BY DATE other CHECKED BY DATE Gust Effect Factor h 27.0 ft use this h 27.0 ft B 18.0 ft Calculated /z 16.2 ft Use this /z 16.2 ft gid Structure Flexible or Dynamically Sensitive Structure /s 0.13 Natural Frequency (n 0.0 Hz 1= 650 ft Damping ratio (13) 0 zmin 7 ft /b 0.80 c= Fa, gv L Q= I G= 0.13 34 59478 0.94 0.14 0.90 use G 0.85 G 0.85 Using rigid structure default Enclosure Classification Test for Enclosed Buildina: A building that does not qualify as open or partially enclosed. Test for ODen Building_ All walls are at least 80% open. Ao >_0.8Ag Flexible structure if natural frequency 1 Hz (T 1 second). However, rule of thumb if building is if hB 4 then rigid structure. hB 1.50 Therefore, probably rigid structure /a Vz N Rn_ Rh= RB R gR R= G= 0.11 97.6 0.00 0.000 28.282 28.282 28.282 0.000 0.000 0.000 Test for Partially Enclosed Buildina Input Test Ao 0.0 sf Ao z 1 1Aoi YES Ag 0.0 sf Ao >4' /0.01Ag NO Aoi 0.0 sf Aoi Agi S 0.20 NO Building is NOT Partially Enclosed. Agi 0.0 sf Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao 1 lAoi Ao smaller of 4' or 0.01 Ag Aoi Agi 0.20 Where: Ao the total area of openings in a wall that receives positive external pressure. Ag the gross area of that wall in which Ao is identified. Aoi the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildinas (Ril: lithe partially enclosed building contains a single room that is unpartitioned the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall roof openings (Aog): Unpartitioned internal volume (Vi) 0 sf 0 cf Ri 1.00 Altitude adiustment to constant 0.00256 Altitude 0 feet Constant 0.00256 11= �1 1 1 0.000 0.000 0.000 h =27.Oft Average Air Density 0.0765 lbm/ft' 2g Bart Needham PROJECT CLIENT JOB NO DATE Seismic:Anatysis:Based on IBC OGICBC 07 (Equ,valent Lateral Force Procedure, ASCE 7;05.12.8) INPUT DATA Typical floor height Typical floor weight Number of floors Importance factor (ASCE 11 5 1) Building location Site class (A, B C D E, F) The coefficient (ASCE Tab 12.8 -2) The coefficient(ASCE Tab. 12.2.1) h„ 16 0 ft W 170 k Level Level Floor to floor Height Weight No. Name Height h w ft ft k 1 Roof 16.0 170 16 00 Ground 0 0 h= 16 ft w 170 k n= 1 I 1 (IBC Tab.1604 5) Zip Code 98363 0 (If no soil report. use D) Ct 0.02 R= 6 Zw VERTICAL DISTRIBUTION OF LATERAL FORCES wzhx K 2,720 k 1 00 (ASCE 12.8 3, pg 130) Cvx 1 000 2.720 DESIGN SUMMARY Total base shear V 013 W (SD) 0 09 W (ASD) Seismic design category Latitude: 48.116 Longitude 123 511 Ss 111 982 %g S 1 178 9 S1 48.438 %g Smt 0.734 g Sos 0.785 g Lateral force C6D each level F V O M. k k k -ft 22.3 22.3 V e■JotiO 356 PAGE DESIGN BY REVIEW BY So. 0.489 g x 0 75 (ASCE Tab 12.8 -2) T. C (hn) x F 1 052 F 1.516 e 4 o J e/2405 22 k, (SD) 16 k, (ASD) D 0 16 Sec, (ASCE 12.8.2.1) Diaohraam force FF rW Fax k k k 22.3 170 27 `3 S 3� PROJECT PAGE CLIENT DESIGN BY JOB NO DATE REVIEW BY Seismic' Design for Special Concentrica[ ty_'Braced;;Frames 06, &AISC 341405, INPUT DATA DESIGN SUMMARY BRACE SECTION (Tube or Pipe) BRACE AXIAL LOAD AT SERVICE LEVEL BRACE AXIAL LOAD AT HORIZ. SEISMIC SEISMIC PARAMETER UNBRACED LENGTH OF THE BRACE REDUNDANCY FACTOR p 1.3 (ASCE 7 -05 12.3 4) LENGTH OF END BRACE TO JUNCTION L 17 in REQUIRED CONNECTION (3/4 in Gusset Plate with 2 in Length, 4 leg, 1/4 in Fillet Weld. Cover Plate 3/4 x 7 at Each Sides) added stiffener plate D t 0.044 E F 36.46 for Pipe hit= 0.64 (E F 5 16 07 for Tube Where E 29000 ksi Fy 46 ksi CHECK DESIGN STRENGTH IN COMPRESSION (AISC 360 -05 E3) (IicPn OcA9F Where 4 F IISS8X8X3 /8 Tube D 0.25 kips L 0.25 kips OE 22 kips, (ASCE 7 -05 12.4.2.1) SDS 0.765 (ASCE 7 -05 11 4 4) L 18 ft 310.25 kips Puc 0.9 z E (K._ r) 58.751 ksi (KL r) (Fy E) 2.78 DETERMINE BEST FILLET WELD SIZE (AISC 360 -05 Sec.J2.2b) W 1/4 in MAIN 0.1875 in wmAt 0.25 in [Satisfactory] stiffener plate each side CHECK LIMITING SLENDERNESS RATIO FOR V OR INVERTED -V CONFIGURATIONS (AISC 341 -05 Sec. 13.2a) 4.0 (E F 5 100 4 K L r 69.8 [Satisfactory] Where K 1 0 DETERMINE FACTORED DESIGN LOADS (IBC 06 1605.2 ASCE 7 -05 12.4.2.3) P 0 9D p QE 0.2505D -28 413 kips (Tension) P 1.2D L pQ 0.2S 29 19 kips (Compression, Governs) A rmin DETERMINE CONNECTION DESIGN FORCE (AISC 341 -05 Sec 13 3a) P MIN(R Pmax) 29 19 kips (Tension) Where R 1 4 (AISC 341 -05 Tab. 1 -6 -1) Pmax 29.19 kips, (the max force, indicated by analysis, that can be transferred to the brace by the system.) 10 40 3.09 0.35 8.00 CHECK LIMITING WIDTH THICKNESS RATIO FOR COMPRESSION ELEMENT LOCAL BUCKLING (AISC 341 -05 Tab. 1 -8 -1) t h (AISC 360 -05, B4.2.d) [Satisfactory] f (0 658 (Fy /Fe) )Fy 33 15 kis, for L 4 71 Fcr 0 877 Fe e N/A kis, for i. 4 71 DETERMINE REQUIRED WELD LENGTH (AISC 360-05 Sec.J2.4) L= P 29.19 [(4) 0.75 (0.6x70)(0.707x1/4)] 1.31 in USE 2 in CHECK SHEAR RUPTURE CAPACITY OF SLOTED BRACE (AISC 360-05 Sec.J4.2) e ¢(0.6F 72.87 kips Put Where 4 0.75 [Satisfactory] DETERMINE REQUIRED THICKNESS OF GUSSET PLATE (AISC 360-05 Tab. J2.4) t 3/4 in CHECK SHEAR RUPTURE CAPACITY OF GUSSET PLATE (AISC 360-05 Sec.J4.2) 4P 4i(0.6F 78.30 kips Where 4) 0.75 F 58 ksi (A36 Steel) A 2tgL =2 3.00 CHECK GUSSET BLOCK SHEAR CAPACITY (AISC 360-05 J4.3) 4)Rn 4( 4 78.30 $FyAgt P 29.19 [Satisfactory] CHECK GUSSET TENSION YIELDING CAPACITY (AISC 360-05 D2 a) tOtPn 4tFyl-vitg Where F CHECK SHEAR LAG FRACTURE OF BRACE (AISC 360 -05 D.2 b) e ,p F A 212.92 kips Put Where 4) 0.75 F 58 ksi (AISC 13th Tab.2 -3) x 3 h 8 3 00 for Tube (HSS Spectification 2.1 -4) D z 2.55 for Pipe (HSS Spectification 2.1 -3) U MIN( 1 x L 0.9 -0.50 .(AISC 360 -05 Tab A A 2 (t 1/8) t 9 79 in A U A -4 89 in Try Cover Plate 3/4 1818 Ba 7 at Each Sides. Region HSS Cover Plate 58 ksi (AISC 13th Tab.2 -3) A 4tL= 4x0.349x2 2.79 250.52 kips Put 4)t 0.9 [Satisfactory] Fy 36 ksi (plate value) L D +2 tan30 10.309 in x 3 00 4.38 Thus, 4 P 4l F A 755 31 Where F 58 0.5 A 4,89 5.25 10 14 xA 14 68 22.97 37 65 kips Put ksi (plate value) in P [Satisfactory] in 03 1 x 376511014= 371 U MIN(1 x L 0.9) A 9.79 10.50 20.29 A U A 17 36 in Techincal References. 1 AISC 341 -05 "Seismic Provisions for Structural Steel Buildings" American Institute of Steel Construction, Nov 16, 2005 3 AISC 360 -05 "Specification for Structural Steel Buildings" American Institute of Steel Construction, March 9, 2005 3. SEAOC '2000 IBC Structural /Seismic Design Manual Volume 3' International Code Council. 2003 -0 86 (cont'd) GUSSET COMPRESSION CAPACITY (AISC 341-05 13.3c) 4 +cF L tg= 156.99 kips 1 1 Put Where 0.9 [Satisfactory] K 1.2 (SEAOC Vol.3 page 40) r =t 0.22 in K L r 200 [Satisfactory] (K. r) (Fy E) 5 3.320 F 32.239 ksi (AISC 360 -05 Sec.E3) F 22.559 ksi (AISC 360 -05 Sec.E3) 32- 0 3 S50 sti- 3 ,p)A EL i T If 1! !I I 0. f w 1111111 111110 1111111_ rz RO N v 65:9-1-7. Os 1/4 X 11 74PS1" HDU 8 EA. END EA. BEAM BOLT THRU WA 8JOR COL. 9 I 1 II 1 f !I 1 2 I 7. If, tO if 1'1 co i Q- 11 0 t t CA IOS 11/491 174 X11 7/8 1 L 60 I 11111'11 I 111 5 1/4 X 11 7/8 PSL FLUSH 11 5 1/4 X 111 r/7 P I _t !L_ L L Jt. p t I I 1 11 it i il i 1, L 4 V 3 f0 b7P 1/ 5 1/4 1 7M PS 0 sr 4 1 1/4 9 Man 111101111111 V 1 7/8' 40 STS I -r 1/4 X 11 f/8 PSL I I I i c.) X 11 7/8 PSL 1650 '2' Fr-406e- ‘09 5 ti 1 1MMMIN L X L I 17'-4' (APPROX.) -43 11 71 18 X 18 CONCRETE GRADE BEAM EGG 6 17' 4' 4,7' 4' 4 17"-0' 11 1 L6' H rn j IIJI '4 S 0 •1 .710 I war moo 24 X 30 CONCRE GRAD BEAM 24 X 24 CONCRE A 4)(6 1 r. CI) 711111 111■■•11 f Assdi email ow= 9 4 =mg NM= .1 LVAII Imam Era Emil 2V-0' 418 LAB IIIEMIN —am P I PLACE lON REINF 0 1 AROUN PILE CAP 1 A 1 "ff 9 1, E) TC Bart PROJECT Needham CLIENT JOB NO DATE Seismic!knalysisBased on IBC O6ICSC'0T(Equivalent Lateral -Force Procedure; ASCE 74)512;8)1 INPUT DATA Typical floor height Typical floor weight Number of floors Importance factor (ASCE 11.5 1) Building location Site class (A, B C D E, F) The coefficient (ASCE Tab 12.8 -2) The coefficient(ASCE Tab 12.2.1) Level No 2 Roof 1 2nd Level Floor to floor Name Height ft 10.33 h„ 20 7 ft W 110 k 10.33 Ground 0.0 h= 11 ft w 75 k n= 2 I 1 (IBC Tab 1604.5) Zip Code 98363 D (If no soil report. use D) Ct 0.02 R 6.5 VERTICAL DISTRIBUTION OF LATERAL FORCES Height Weight h w ft k 20 7 55 10 3 55 k 1 00 (ASCE 12.8.3. pg 1301 Ew 1 704 w k C F k 1 136 0 667 8.9 PAGE DESIGN BY REVIEW BY DESIGN SUMMARY Total base shear V 0.12 W (SD) 0 09 W (ASD) Seismic design category Latitude. 48.116 Longitude: 123 511 SS 111.982 %g Sms S 48.438 %9 Sm7 Sos 0.785 g Lateral force GD each level V O M. k k -ft 8.9 568 0 333 4 4 92 133 229 1 178 9 0 734 9 50 0.489 g 13 k, (SD) 9 k, (ASD) D F 1.052 F 1 516 X 0 75 (ASCE Tab 12.8 -2) T C (hd 0 19 Sec. (ASCE 12.8.2.1) Diaphraam force FF, �Wi Fpx k k k 8.9 55 9 13.3 110 9 35 Bart Needham Respo11se =spec 1.20 1.00 0.80 a g o 040 0.20 0.00 INPUT DATA SEISMIC DESIGN PARAMETER SEISMIC DESIGN PARAMETER LONG PERIOD TRANSITION PERIOD PROJECT PAGE CLIENT DESIGN BY JOB NO DATE x REVIEW BY �ria sisBasecloiitllE SDS SDI TL= RESPONSE SPECTRA 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Period T Seconds STATIC ANALYSIS PERIOD (ASCE 7 12.8.2) APPROXIMATE FOUNDATIONAL PERIOD T C (h„ 0.799 sec, (ASCE 7 -05 Sec 12.8.2.1) SUBSTANTIATED ANALYSIS PERIOD Tb 1.095 sec. (may from RISA. ETABS RAM) T Max[ T Min( Tb C 1.095 sec. where C 1 400 (ASCE 7 -05 Tab. 12.8 -1) 0.785 (ASCE 7 -05 11 4 4) '0.489 (ASCE 7 -05 11 4 4) 8' (ASCE 7 -05 11.4.5) 1 3.50 4.00 4.50 SCALE FACTOR BASE SHEAR BY ELASTIC DYNAMIC ANALYSIS (ASCE 7 -05 12.9) VD 3000 kips BASE SHEAR BY STATIC ANALYSIS (ASCE 7 -05 12.8) V 735.09 kips RESPONSE MODIFICATION COEFFICIENT (ASCE 7 Tab 12.2 1) R 8 IMPORTANCE FACTOR I 1:5 DSA/OSHPD PROJECT (CBC 07 Chapter A) Yes V Max( 0.85 Vs VD 1 R) 624.83 kips. (ASCE 7 -05 12.9.2 12.9.4) V Max( 1 0 Vs VD I I R) 735.09 kips, (ASCE 7 -05 12.9.2 CBC 07 1614A.1.9) Note: For most building structures required Modal Response Spectrum Analysis (ASCE 7 -05. 12.6 12.9). their floor diaphragms are Seimi -Rigid (ASCE 7 -05, 12.3.1). not Rigid, so still using the equation of motion based on the mass center of each floors are inadequate. The diaphragm mass should be assigned to each lateral frames or individual nodes. ANALYSIS Station T (s) a/g (IBC /CBC) a/g (El Centro) 0 0.00 0 31 0.40 1 0.10 0.69 0.58 2 0.13 0 79 0.63 3 0.17 0 79 0.79 4 0.18 0.79 0.94 5 0.20 0 79 1.01 6 0.25 0.79 0.80 7 0.33 0 79 0.88 8 0.43 0 79 0.92 9 0.50 0.79 1.05 10 0.67 0 73 0.64 11 1.00 0 49 0 48 12 1.25 0.39 0 40 13 1.50 0.33 0 32 14 1 75 0.28 0.24 15 2.00 0.24 0.16 16 2.25 0.22 0.16 17 2.50 0.20 0 15 18 2.75 018 0.14 19 3.00 0.16 0.13 20 3.25 0 15 0 12 21 3.50 0 14 0 12 22 3.75 0 13 0 11 23 4.00 012 0.10 SF =v/v 0.245 54, Bart PROJECT Needham CLIENT JOB NO DATE Wind_:Analysis.for Low =rise, on;ASCE:7 -05. /;IBC 20061 CBC:2007, INPUT DATA Exposure category (8 C or D) d Importance factor pg 77 (0.87 1.0 or 1 15) I 1.00 Category 11 Basic wind speed (IBC Tab 1609.3 1V V 105 mph Topographic factor (Sec.6.5 7.2. pg 26 45) K n 1 Flat s a Building height to eave h 27 ft Building height to ridge h 27 ft Building length L 105 ft Building width B 18 ft Effective area of components A 10 ft DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B face Max total horizontal torsional load Max total upward force ANALYSIS Velocity pressure qn 0.00256 Kh K Kd V I where: Design pressures for MWFRS p qh [(G C pf Cp, where: p pressure in appropriate zone. (Eq. 6 -18, page 28). G C r product of gust effect factor and external pressure coefficient, see table below (Fig. 6 -10 page 53 54) G C product of gust effect factor and internal pressure coefficient.(Fig. 6 -5, Enclosed Building. page 47) 0.18 or -0.18 a width of edge strips, Fig 6 -10, note 9 page 54 MAX[ MIN(0.1B 0.4h), 0 04B,31 3.00 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Roof angle 8 0.00 I Roof angle 8 0 00 I Roof angle 8 0 00 Surface Net Pressure with l I Net Pressure with 1 Surface 1 Net Pressure with G CO +GC, I -GC, I G CO I (+GC (-GC, I GCP I +GC I GCP 1 0.40 6.00 15 81 0 40 6 00 15 81 1T 0 40 1 50 3.95 2 -0 69 23 71 13 90 -0.69 23 71 13.90 2T -0.69 5.93 3.47 3 -0 37 14 99 5 18 -0.37 14.99 5.18 3T -0.37 3 75 1.29 4 -0.29 12.81 3 00 -0.29 12.81 3.00 4T -0.29 3.20 -0.75 1E 0.61 11 72 21.53 0.61 11 72 21.53 1 Roof angle 8 0 00 1 2E 1 07 34.07 24.26 1.07 34 07 24.26 Surface 3E -0 53 19 35 -9.54 -0.53 19.35 -9.54 4E -0 43 16 62 -6 81 -0 43 16 62 -6.81 5 -0.45 1717 7.36 -0.45 1717 7.36 6 -0.45 17.17 7.36 -0.45 17.17 7.36 q velocity pressure at mean roof height, h. (Eq. 6 -15 page 27) Kh velocity pressure exposure coefficient evaluated at height, h, (Tab. 6 3, Case 1.pg 79) 1 14 K wind directionality factor (Tab 6 -4 for building, page 80) 0.85 h mean roof height 27.00 ft 60 ft, [Satisfactory] WIND DIRECINDN 4 4E�� 3 2 E 2 REFERENCE CORNER 27.25 psf 2 ZONE 2/3 BOUNDARY WIND ERRECNON Transverse Direction Longitudinol Direction Basic Load Cases PAGE DESIGN BY REVIEW BY L B 54 86 kips 10 68 kips 636 69 ft-kips 41.21 kips Net Pressure with (+GC I -GC I 1T 0.40 1.50 3.95 2T -0 69 5.93 3.47 3T -0 37 3.75 1.29 4T -0.29 3.20 -0.75 G C 5 REFERENCE CORNER WIND WIND DIRECTION Transverse Direction Longitudinal Direction Torsional Load Cases Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction Surface Area 1 Pressure (k) with 1 1 Surface I Area 1 Pressure (k) with I (+GCP) I (GC i (f) 1 (+GC 7) (-GC, 1 2673 16.03 42.25 1 324 1.94 5.12 2 891 -2113 12.38 2 630 14.94 -8.76 3 891 13.36 -4.61 3 630 -9.44 3.26 4 2673 34.24 -8.01 4 324 -4.15 -0.97 1E 162 1.90 3.49 1E 162 1.90 3.49 2E 54 1.84 1.31 2E 315 10.73 -7.64 3E 54 1.04 -0.52 3E 315 -6.10 3.00 4E 162 -2.69 1.10 4E 162 -2.69 1.10 Horiz. Vert. I 54.8 37.37 7 I 54.8 18.82 2 I I Vert. -41.21 10.68 10 psf min. I Horiz. I 28.35 I 28.35 1 10 psf min. 1 Horiz. 4.86 4.86 Sec. 6.1.4.1 Vert. 18.90 18.90 Sec. 6.1.4.1 Vert. 18.90 18.90 Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction Area Pressure (k) with I Torsion (ft-k) Area 1 Pressure (k) with 1 Torsion (ft -k) Surface Surface (ft) +GCP) P) I (*GCP I (ft I +GCP) I (-GCP) I (*GCP I (-G; 1 1256 7.53 19.85 186 491 1 81 049 1.28 1 2 2 419 -9.92 5.82 0 0 2 315 -7 47 -4.38 0 0 3 419 -6.27 -2.17 0 0 3 315 -4.72 1.63 0 0 4 1256 16.08 3.76 398 93 4 81 1.04 -0.24 2 0 1 E 162 1.90 3.49 94 173 1E 162 1.90 3.49 11 21 2E 54 1.84 1.31 0 0 2E 315 10.73 -7.64 0 0 3E 54 1.04 -0.52 0 0 3E 315 -6.10 -3.00 0 0 4E 162 -2.69 110 133 55 4E 162 -2.69 110 16 7 1T 1418 2.12 5.60 56 147 17 243 0.36 0.96 -2 -4 2T 473 -2.80 1.64 0 0 2T 630 3.73 -2.19 0 0 3T 473 1.77 -0.61 0 0 3T 630 -2.36 -0.82 0 0 4T 1418 -4.54 1.06 119 -28 4T 243 -0.78 -0.18 -4 1 Total Horiz. Torsional Load, M I 637 I 637 Total Horiz. Torsional Load, MT 1 24.7 1 24.7 Design pressures for components and cladding p qnl (G Cp) (G Cps)] where: p pressure on component. (Eq. 6 -22, pg 28) pmin 10 psf (Sec. 6 1 4.2, pg 21) G C external pressure coefficient. see table below (Fig. 6 -11 page 55-58) Comp. Cladding Pressure psf Walls 2 z Roof Roof Effective Zone 1 1 Zone 2 1 Zone 3 1 Zone 4 1 Zone 5 Area (fe) GC, 1 GC, I GC, 1 GC, 1 GC 1 GC, 1 GC, 1 GC, I GC, 1 GC, Comp. 1 10 1 0.30 1 1.00 1 0.30 1 1.80 1 0.30 I 2.80 I 0.90 1 -0.99 I 0.90 I 1.26 1 (Walls reduced 10 Fig. 6 -11A note 5.) Zone 1 I Zone 2 Zorte 3 1 Zone 4 1 Zone 5 1 Positive 1 Negative 1 Positive 1 Negative Positive 1 Negative 1 Positive 1 Negative 1 Positive 1 Negative 1 13.08 1 32.16 1 13.08 I 53.96 13.08 1 -81.21 1 29.43 1 31.89 I 29.43 1 39.24 I 3� lb ks soci ates E GINEERS Joe, 'TITLE: SUBJEC SHEET NO. JOB NO DESIGN DA-CE- gk 6- tAl b112 esmr e mit) CooveRil otegcritao nbse d associates STRUCTURAL ENGINEERS 2 :ginefie' Gt.....$ S tieroeve_riA lett 4I-1u- 11 2,22 I Loli.?at k 1 .1 1' ix' 3 f 4e lks gd 'i 4.-A 3 1 4 >1.24 1 0 tf." F /0 5 4. t 1 AI- 1 1 7--- i-e12 /e 5AterIR 0 e,,t. 5 09/ 2me/fm.....e_ A. 4..g i 5 t 7 Jo': to i' 7 k ik- /3 3 ;i 1 11 3 17 is 6 4.6 R. 1 t-/- t1 /7 of 0 ft It 2_e ,1 "3 :04 0-0 2 Ot 16" IN d?, 1 IF) /t' JOB TITLE: JOB NO. SUBJECT DESIGNER: SHEET NO. DATE: PROJECT SWI CLIENT 1lY JOB NO ,Shear= Wati Dest nµ r- INPUT DATA LATERAL FORCE ON DIAPHRAGM: vdia. WIND 611 plf,for wind vdia, SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF WDL 250 plf,for dead load W 0 plf,for live load DIMENSIONS. L 18. ft h 10 ft L= 18 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE 0 =6d, 1 =8d. 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pos. b .2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 2 in 0 C. BOUNDARY ALL EDGES 12 in 0 C FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 16 in O C DATE HOLD -DOWN FORCES. T 4 13 k TR 4 13 k DRAG STRUT FORCES. F 0.00 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.60 in F ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.6 2 [Satisfactory] THE UNIT SHEAR FORCE v 611 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 2 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thicknes Boundary All Edges Nail (in) (in) 6 1 4 1 Sheathing and Single -Floor 1 10d 1 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE DRAG STRUT FORCE. F (L -L,,.) MAX( vdia WIND, Oovdl SEISMIC) 0 00 k (no 1 (Sec. 1633.2.6) THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab 11E. NDS 2001 Page 85) S 16 in THE HOLD -DOWN FORCES: v Wall Seismic Overturning Resisting Safty Net Uplift Holddown (plf) I at mid -story (Ibs) I Moments (ft -Ibs) 1 Moments (ft -Ibs) Factors 1 (Ibs) I SIMPSON SEISMIC 0 288 1440 Left 53460 0.9 1 T 1 0 cP Right 53460 0.9 1 TR 1 0 WIND 611 109980 Left 53460 2/3 1 T 1 4130 se Right 53460 2/3 1 TR 1 4130 Q THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) A OBendi g Ash.. ONarl snip Achord splice d#2 h3 Gt 0 75hen hd Lw Lw Where: v 611 plf L„, 18 ft E 1 7E +06 psi A 16.50 in h 10 ft G 9.0E +04 psi t 0.298 in e 0.037 in d 0 15 in CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 Cp 0.33 A 16.5 in E 1700 ksi CF 1 10 F 877 psi f 275 psi [Satisfactory] Techincal References: 1 'National Design Specification. NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications. Inc. 2001 PAGE DESIGN BY REVIEW BY L I hp Lw T (USE PHD5 -SDS3 SIMPSON HOLD -DOWN) 0.598 in h SW2 Where. earWaiI Desi9n CHECK EDGE STUD CAPACITY F 1500 psi E 1700 ksi PROJECT CLIENT JOB NO v 147 pif A 16.50 in` t 0.298 in INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia. WIND 147 plf,for wind Vdia. SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF WDL 250 plf,for dead load WLL 9' plf,for live load DIMENSIONS: L, 17 ft h 10 ft L 17 ft h .0- ft PANEL GRADE 0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32. in COMMON NAIL SIZE (0 =6d. 1 =8d, 2 =10d) 2; 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION .2 pcs, b "2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O C. BOUNDARY ALL EDGES 12 in 0 C FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in 0 C HOLD -DOWN FORCES: T 0.00 k TR 0.00 k DRAG STRUT FORCES: F 0.00 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0 42 in THE DRAG STRUT FORCE. F (L -L MAX( Vdia WIND• 0 0Vdia SEISMIC) 0 00 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab 11E. NDS 2001 Page 85) S 48 in THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3. ASD MANUAL SUUP Page SW -17) 3 A OBerdii /Shear /Nail sip /chord splice .dip Gt 0 75h d Lw CD 1.6 C 1 10 L� 17 ft h 10 ft e� 0.037 in DATE w 4 1 1 1 1 1 11 F Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC. 2001 2. Alan Williams: "Structuiral Engineering Reference Manual' Professional Publications, Inc. 2001 PAGE DESIGN BY REVIEW BY L T �T Lw (HOLD -DOWN NOT REQUIRED) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.6 2 [Satisfactory] THE UNIT SHEAR FORCE v 147 plf. 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23 -H -I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratior Thickness Boundary All Edges Nail (in) (in) 6 1 4 1 Sheathing and Single -Floor 1 10d 1 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note/ of the table i2 1 (Sec. 1633.2.6) THE HOLD -DOWN FORCES. I v d Wall Seismic Overturning I Resisting Safty Net Uplift Holddown (plf) I at mid -story (Ibs) I Moments (ft-lbs) 1 I Moments (ft-Ibs) I Factors (Ibs) SIMPSON SEISMIC' 0 272 1360 Left 1 47685 0.9 TL 1 0 Right 1 47685 1 0.9 TR 1 0 50 c.L WIND 147 24990 Left 1 47685 1 2/3 T 1 0 ft Right 1 47685 •I 2!3 T I 0 0.423 in E 1 7E +06 psi G 9.0E +04 psi d 0.15 in Cp 0.33 A 16.5 in F 877 psi 130 psi [Satisfactory] 4 h 3 PROJECT CLIENT SW3 JOB NO Shear :WaII Design t INPUT DATA L LATERAL FORCE ON DIAPHRAGM: Villa, WIND 100 plf,for wind ,I Vdia. SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF WDL 250 plf.for dead load W 0 plf.for live load v� hp DIMENSIONS L, 22 ft h 10 ft F L 22 ft h 0' ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor h MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d. 2 =10d) 2. 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0:5 EDGE STUD SECTION 2 pcs, b 2 in h '6 in DATE DESIGN SUMMARY Lw BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in 0 C BOUNDARY ALL EDGES 12 in 0 C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in 0 C HOLD -DOWN FORCES. T 0.00 k TR 0.00 k DRAG STRUT FORCES F 0.00 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: o 0.38 in PAGE DESIGN BY REVIEW BY V b T T (HOLD -DOWN NOT REQUIRED) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.5 2 [Satisfactory] THE UNIT SHEAR FORCE v 100 plf. 1 Side Diaphragm Required. the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratioi Thickness Boundary All Edges Nail (in) (in) 6 1 4 1 1 Sheathing and Single -Floor 1 10d 1 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE DRAG STRUT FORCE. F (L -L MAX( Vdta. WIND CoVda SEISMIC) 0.00 k no 1 (Sec. 1633.2.6) THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 48 in THE HOLD -DOWN FORCES. I vd, Wall Seismic Overturning Resisting Safty Net Uplift Holddown plf) I at mid -story (lbs) I Moments (ft-lbs) I Moments (ft-Ibs) I Factors I (Ibs) SIMPSON SEISMIC 0 352 1760 Left 79860 1 0.9 TL 1 0 Right 79860 1 0.9 TR 1 0 coO WIND 100 22000 Left 79860 1 2/3 T 1 0 �0 Right 79860 1 2/3 TR 1 0 Q THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3. ASD MANUAL SUUP Page SW -17) 8vbh3 vbh hd A OBerdng AShear Nail slip AChard splice .dip 8 ALw Gt O 75he Lw Where: v 100 plf A 16.50 in t 0.298 in 0.384 in L 22 ft E 1 7E +06 psi h 10 ft G 9.0E +04 psi e 0.037 in d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 Cp 0.33 A 16.5 in E 1700 ksi CF 1 10 F 877 psi f 140 psi [Satisfactory] Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF&AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc. 2001 SW4 shear Wa11:Design. PROJECT CLIENT JOB NO INPUT DATA L LATERAL FORCE ON DIAPHRAGM: Vdia, WIND .683' plf,for wind Vdla, SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF WOE 250 plf,for dead load W�� 0 plf.for live load DIMENSIONS: L, 1.83 ft h 2:5 ft L= 2 ft h 0 ft PANEL GRADE 0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d. 2 =10d) 2' 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 2 in 0 C BOUNDARY ALL EDGES 12 in 0 C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 14 in 0 C. HOLD -DOWN FORCES. T 1.67 k TR 1 70 k DRAG STRUT FORCES. F 0.12 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.35 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 1 4 2 [Satisfactory] THE UNIT SHEAR FORCE v 746 plf. 1 Side Diaphragm Required, the Max. Nail Spacing 2 in THE SHEAR CAPACITIES PER IBC Table 2306.41 UBCTable 23- II -I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratior Thickness Boundary All Edges Nail (in) (in) 6 1 4 1 1 Sheathing and Single -Floor 1 10d 1 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE DRAG STRUT FORCE. F (L -L MAX( vdh WIND• G3Vdi SEISMIC) 0.12 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab 11E, NDS 2001 Page 85) S 14 in THE HOLD -DOWN FORCES: Vd,a I Wall Seismic Overturning 1 1 Resisting 1 Safty 1 Net Uplift 1 Hoiddown I (plf) 1 at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON 1 SEISMIC 0 7 9 Left 533 0.9 1 T 1 0 1 Ce, Right 1 448 0.9 1 TR 1 0 �O WIND 683 3415 Left 1 533 2/3 1 T� 1 1672 �O`l' Right 1 448 1 2/3 1 TR 1 1703 Q THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3 ASD MANUAL SUUP Page SW -17) 8vbh3 vbh 0 75he h d 0.346 in A .Bending +.Shear +.Nod slip .Chord spice sip EAL Gt Lw Where: v 746 plf A 16.50 in' t= 0.298 in DATE F L. 2 ft E 1 7E +06 psi h 3 ft G 9.0E +04 psi e 0.037 in d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 C 0.96 A 16.5 in E 1700 ksi CF 1 10 F, 2540 psi f 65 psi [Satisfactory] Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual' Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY v T yT Lw (USE PHD2 -SDS3 SIMPSON HOLD -DOWN) h i2 1, (Sec. 1633.2.6) �S SW6 Sheai= PROJECT CLIENT JOB NO DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 2 in 0 C. BOUNDARY ALL EDGES 12 in O C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 14 in O C DATE INPUT DATA L LATERAL FORCE ON DIAPHRAGM: vdia. WIND 683' plf,for wind vdia, SEISMIC .0 plf,for seismic GRAVITY LOADS ON THE ROOF WDL 250 plf,for dead load WLt 0 plf.for live load DIMENSIONS. L, 1-.83 ft h 2.5. ft L= 2 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15132, in COMMON NAIL SIZE (0 =6d, 1 =8d. 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in HOLD -DOWN FORCES T 1.67 k TR 1 70 k DRAG STRUT FORCES: F 0.12 k EDGE STUD 2 2' x 6' DOUGLAS F1R -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.35 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L /13 1 4 2 [Satisfactory] THE UNIT SHEAR FORCE v 746 plf. 1 Side Diaphragm Required. the Max. Nail Spacing 2 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary All Edges Nail (in) (in) 6 I 4 1 I 2 Sheathing and Single -Floor 1 10d I 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table THE DRAG STRUT FORCE. F (L -L MAX( vd, WIND. GOVda SEISMIC) 0 12 k 00 1 (Sec. 1633.2.6) THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 14 in THE HOLD -DOWN FORCES. I vd; Wall Seismic I Overturning Resisting Safty Net Uplift Holddown (plf) I at mid (Ibs) Moments (ft-lbs) I I Moments (ft-lbs) I Factors I (lbs) I SIMPSON SEISMIC 0 7 g Left I 533 1 0.9 1 T 1 0 cP Right 1 448 1 0.9 1 TR 1 0 �O WIND 683 I 3415 I Left 1 533 1 2/3 1 TL 1672 Q �p`t Right 1 448 1 2/3 1 TR 1 1703 THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3. ASD MANUAL SUUP Page SW -17) 8 vbh 3 vbh 0 75he hd A Dae,a:, OShea ONou slap Ocho,. spire Gt Lw PAGE DESIGN BY REVIEW BY F I �v✓b �1 7 T (USE PHD2 -SDS3 SIMPSON HOLD -DOWN) 0.346 in Lw Where: v 746 plf L, 2 ft E 1 7E +06 psi A= 16.50 in' h 3 ft G= 9 0E +04 psi t 0.298 in e., 0.037 in d 0 15 in Lw CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 C 0.96 A 16.5 in E 1700 ksi CF 1 10 F 2540 psi f, 65 psi [Satisfactory] Techincal References: 1 National Design Specification. NDS' 2001 Edition. AF&AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications. Inc. 2001 r h ego SW5 Shear *Wall; Design....: PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdla. WIND 745 plf,for wind Vdla. SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF WDL 250 plf,for dead load W 0 plf,for live load DIMENSIONS: L, 3.5 ft h 7' ft L 3.5 ft h,= 0. ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE 0 =6d, 1 =8d. 2 =10d) 2: 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs. b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 2 in 0 C BOUNDARY ALL EDGES 12 in 0 C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 14 in 0 C DATE HOLD -DOWN FORCES: T 4.65 k TR 4.65 k DRAG STRUT FORCES. F 0.00 k EDGE STUD: 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: o 0 70 in THE DRAG STRUT FORCE. F (L -L MAX( Vd WIND, Oovo SEISMIC) 0,00 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E. NDS 2001 Page 85) S 14 in w v, h, h F Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY L THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3. ASD MANUAL SUUP Page SW -17) 8vbh 0 Aae,a:� &Shea ANatl sio AChord splice al 0.701 in LW Gt 0 75h d w T v I T (USE PHD5 -SDS3 SIMPSON HOLD -DOWN) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 2.0 2 (Satisfactory) THE UNIT SHEAR FORCE v, 715 plf. 1 Side Diaphragm Required, the Max. Nail Spacing 2 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratio Thickness Boundary All Edges Nail (in) (in) 6 1 4 I 1 2 Sheathing and Single -Floor 1 10d 1 1 5/8 15/32 1 310 1 460 1 600 1 770 Note. The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE HOLD -DOWN FORCES: I Yea Wall Seismic Overturning 1 I Resisting Safty Net Uplift Hotddown (pif) 1 at mid -story (Ibs) 1 Moments (ft -Ibs) r 1 Moments (ft-lbs) Factors I (lbs) SIMPSON SEISMIC 0 39 137 Left 1 1874 0.9 1 T 1 0 rh Right 1874 0.9 TR 0 �O 1 WIND 715 17518 Left 1 1874 2/3 1 T 1 4648 gy p``' Right 1874 2/3 1 TR 1 4648 Q Where: v 715 pif L. 4 ft E 1 7E +06 psi A 16.50 in h 7 ft G 9.0E +04 psi t 0.298 in e 0.037 in d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 C 0.58 A 16.5 in` E 1700 ksi CF 1 10 F 1538 psi f 168 psi [Satisfactory] (0 1 (Sec. 1633.2.6) �F7 SW7 Shears Wa11<DeSl9n U, PROJECT CLIENT JOB NO THE HOLD -DOWN FORCES. I v d Wall Seismic (plf) at mid -story (Ibs) SEISMIC 0 WIND 226 INPUT DATA L LATERAL FORCE ON DIAPHRAGM: Vdia, WIND 226 plf,for wind Vdi SEISMIC 0 plf,for seismic W GRAVITY LOADS ON THE ROOF WDL 250 plf,for dead load 1 1 1 1 1 1 1 i 1 1 1 W "0 plf,for live load v� h DIMENSIONS L, 8.83. ft h 10 ft F L 8.83 ft h 0 ft PANEL GRADE 0 or 1) 1 Sheathing and Single -Floor h MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d. 1 =8d. 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 t-- V EDGE STUD SECTION 2 pcs, b 2 in h 6 in T T DESIGN SUMMARY i, Lw I BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O C BOUNDARY ALL EDGES 12 in O C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 46 in 0 C HOLD -DOWN FORCES. T 1.29 k TR 1.29 k DRAG STRUT FORCES F 0.00 k EDGE STUD: 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.54 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 1 1 2 [Satisfactory] THE UNIT SHEAR FORCE v 226 plf. 1 Side Diaphragm Required. the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- II -I -1 Min. Min. Blocked Nat Spacing Panel Grade Common PenetratiolThickmess Boundary All Edges Nail (in) (in) 6 1 4 1 1 2 Sheathing and Single -Floor I 10d 1 5/8 15/32 1 310 1 460 1 600 1 770 Note. The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE DRAG STRUT FORCE. F (L -L„) MAX( vdta WIND. Oevda SEISMIC) 0.00 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E. NDS 2001 Page 85) S 46 in Overturning I Moments (ft-Ibs) 141 706 19956 DATE PAGE DESIGN BY REVIEW BY (USE PHD2 -SDS3 SIMPSON HOLD -DOWN) Resisting I Safty Net Uplift Moments (ft-Ibs) Factors (Ibs) Left 1 12865 N 0.9 T 1 0 Right 12865 N 0.9 TR 1 0 Left 12865 N 2/3 T 1289 Right 12865 1 2/3 TR 1289 THE MAXIMUM SHEAR WALL DEFLECTION: Section 4 3. ASD MANUAL SUUP Page SW -17) 3 A &endin OShear ONad slip OChord splice .dq 8v vbh 0 75he ha 0.539 in EAL, Gt Lw Where: v,. 226 plf L„, 9 ft E 1 7E +06 psi A 16.50 i h 10 ft G 9.0E +04 psi t 0.298 in ep 0.037 in d 0.15 in Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC, 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc, 2001 S2 1 (Sec. 1633.2.6) CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 Cp 0.33 A 16.5 in E 1700 ksi Cr 1 10 F 877 psi f. 113 psi (Satisfactory] Hoiddown SIMPSON CO Or' SW8 shear';Wail =Design PROJECT PAGE CLIENT DESIGN BY JOB NO DATE REVIEW BY INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND 200 plf,for wind Vdia, SEISMIC 0. plf,for seismic GRAVITY LOADS ON THE ROOF WDL 250 plf,for dead load wLL 0 plf,for live load DIMENSIONS: L, 10:5 ft h 10- ft L 10:5 ft h 0 ft PANEL GRADE 0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION '2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS @6inOC BOUNDARY &ALL EDGES /12 inOC FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in O C HOLD -DOWN FORCES. T 0.85 k TR 0.85 k DRAG STRUT FORCES. F 0.00 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: 0.50 in THE DRAG STRUT FORCE. F (L -L,,) MAX( Vda WIND 3 0udta sEIsta:c) 0.00 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E. NDS 2001 Page 85) S 48 in F Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications. Inc. 2001 L w 4 1 4 l l l l l l l 11 Veo THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3. ASD MANUAL SUUP Page SW -17) 8Vbh vbh hd A Aseneling AShea ANad slip Achand spire .dip Gt 0 75hQ Lw 0.500 in EAL„ (USE PHD2 -SDS3 SIMPSON HOLD -DOWN) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 1.0 2 (Satisfactory) THE UNIT SHEAR FORCE vp 200 plf. 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratior Thickness Boundary All Edges Nail (in) (in) 1 6 1 4 1 3 1 Sheathing and Single -Floor I 10d 1 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note. The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE HOLD -DOWN FORCES. I v d a 1 Wall Seismic 1 Overturning Resisting Safty Net Uplift Holddown (olf) at mid -story (Ibs) Moments (ft-Ibs) 1 Moments (ft -Ibs) Factors (Ibs) SIMPSON Left 18191 0.9 Tt 0 SEISMIC 0 168 840 5� Right 18191 0.9 1 TR I 0 0 0 WIND 200 21000 Left 18191 2/3 I T I 845 •2` Right 181 2/3 I T I 845 Q Where: v 200 plf L, 11 ft E 1 7E +06 psi A 16.50 in h 10 ft G 9.0E +04 psi t 0.298 in 0.037 in d 0 15 in Lw hp h (n 1 (Sec. 1633.2.6) CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 CF 0.33 A 16.5 in` E 1700 ksi CF 1 10 F 877 psi f 113 psi (Satisfactory' PROJECT CLIENT SVV9 JOB NO Shear :Wall: Design' INPUT DATA ti L LATERAL FORCE ON DIAPHRAGM: Vdia, WIND .200 plf,for wind vdia. SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF WDL 250 plf,for dead load WLL 0 plf,for live load DIMENSIONS. L, 4.5 ft h 9 ft L 4 ".5 ft h 0' ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32: in COMMON NAIL SIZE (0 =6d, 1 =8d. 2 =10d) '2' 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs. b 2 in h 6 DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in 0 C. BOUNDARY ALL EDGES 12 in 0 C FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in 0 C. DATE in HOLD -DOWN FORCES: T 1.32 k TR 1.32 k DRAG STRUT FORCES: F 0.00 k EDGE STUD: 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: 0.63 in THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 8vbh Vbh A Daenamg +OShea ANail 40+ &tiara splice are EAL Gt 0 75he hd Lw Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC. 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications. Inc, 2001 w hp F T PAGE DESIGN BY REVIEW BY eve T Lw L (USE PHD2 -SDS3 SIMPSON HOLD -DOWN) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 2.0 2 [Satisfactory) THE UNIT SHEAR FORCE v 200 plf 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratioi Thickness Boundary All Edges Nail (in) (in) 6 1 4 1 1 Sheathing and Single -Floor I 10d 1 1 5/8 I 15/32 1 310 1 460 1 600 1 770 Note. The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note/ of the table. THE DRAG STRUT FORCE. F (L -L MAX( vda wino• Oovo SEiSmic) 0.00 k (Q 1 (Sec. 1633.2.6) THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E. NDS 2001 Page 85) S 48 in THE HOLD -DOWN FORCES' I Vdia 1 Wall Seismic Overturning Resisting Safty Net Uplift Holddown (plf) at mid -story (ibs) I Moments (ft -Ibs) I I Moments (ft -ibs) I Factors I I (ibs) SIMPSON SEISMIC 0 65 292 Left 1 3260 1 0.9 I T 1 0 Right I 3260 1 0.9 1 TR 1 0 O WIND 200 8100 Left 1 3260 1 2/3 1 T I 1317 p`t' Right 1 3260 1 2/3 1 TR 1 1317 Q 0.626 in Where: v 200 pif L 5 ft E 1 7E +06 psi A 16.50 in` h 9 ft G 9.0E +04 psi t 0.298 in e 0.037 in d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 C 0.40 A 16.5 in E 1700 ksi CF 1 10 F 1051 psi f 77 psi [Satisfactory) h 0 SW10 Shear WaII PROJECT CLIENT JOB NO DATE INPUT DATA L LATERAL FORCE ON DIAPHRAGM: vdia, WIND 200 plf,for wind I vdia, SEISMIC .0 plf,for seismic w GRAVITY LOADS ON THE ROOF wDL 250 plf,for dead load wLL 0 plf,for live load V� hp DIMENSIONS: L„, 4:5 ft h 9 ft F L 4.5 ft h 0 ft PANEL GRADE 0 or 1) 1 Sheathing and Single -Floor h MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d. 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 Vb EDGE STUD SECTION 2 pcs, b 2 in h= 6 in T T DESIGN SUMMARY I Lw I BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in 0 C BOUNDARY ALL EDGES 12 in 0 C. FIELD. 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in 0 C HOLD -DOWN FORCES: T 1.32 k TR 1 32 k DRAG STRUT FORCES. F 0.00 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: 0.63 in PAGE DESIGN BY REVIEW BY (USE PHD2 -SDS3 SIMPSON HOLD -DOWN) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 2.0 2 [Satisfactory] THE UNIT SHEAR FORCE v 200 pif. 1 Side Diaphragm Required. the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratior Thickness Boundary All Edges Nail lin) (in) 6 1 4 1 1 1 Sheathing and Single -Floor 1 10d 1 1 5/8 1 15/32 1 310 1 460 1 600 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note/ of the table THE DRAG STRUT FORCE. F (L -L„,) MAX( vd,a WIND QOVdi SEISMIC) 0.00 k (G 1 (Sec. 1633.2.6) THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E. NDS 2001 Page 85) S 48 in THE HOLD -DOWN FORCES. Wall Seismic Overturning vaa Resisting Safty Net Uplift Holddown I (pif) I at mid -story (Ibs) Moments (ft-lbs) Moments (ft -Ibs) Factors I (Ibs) SIMPSON SEISMIC 0 65 292 Left 3260 0.9 I T I 0 5� Right 1 3260 1 0 .9 1 TR 1 0 y 0 WIND 200 8100 Left 1 3260 1 2/3 1 T 1 1317 se Right 1 3260 I 2 /3 1 T R 1 1317 Q THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3. ASD MANUAL SUUP Page SW -17) 3 A D ae,la:,g AShea ANail srip OCho,d spire sl p 8vbh vbh 0 75h hd 0.626 in EALw Gt Lw Where: v 200 plf L 5 ft E 1 7E +06 psi A 16.50 in h 9 ft G 9.0E +04 psi t 0.298 in 0.037 in d 0 15 in CHECK EDGE STUD CAPACITY F 1500 psi E 1700 ksi CD= 1.6 Cr 1 10 Cp 0.40 A 16.5 in F 1051 psi 77 psi [Satisfactory] Techincal References: 1 'National Design Specification. NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc. 2001 51 SW11 Siiearz, s. AI esi9n' PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: vdia WIND '200 plf,for wind vdia. SEISMIC 0 plf,for seismic W GRAVITY LOADS ON THE ROOF WDL 250 plf,for dead load i i i i i i i ii _I Wi.L 0 plf,for live load vim_ h PJ DIMENSIONS: L, 4:5 ft h= 9 ft F L 4.5 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor h MINIMUM NOMINAL PANEL THICKNESS `15/32 in COMMON NAIL SIZE (0 =6d. 1 =8d. 2 =10d) '2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 i c' US EDGE STUD SECTION .2' pcs, b 2' in h 6 in T DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in 0 C. BOUNDARY ALL EDGES 12 in 0 C FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in O.C. DATE HOLD -DOWN FORCES T 1.32 k TR 1.32 k DRAG STRUT FORCES: F 0.00 k EDGE STUD: 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.63 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 2.0 2 (Satisfactory] THE UNIT SHEAR FORCE vp 200 plf. 1 Side Diaphragm Required. the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 114 -1 Min, Min. Blocked Nail Spacing Panel Grade Common Penetratioi Thickness Boundary All Edges Nail (in) (in) 6 I 4 1 3 1 Sheathing and Single -Floor I 10d 1 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note. The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note/ of the table. THE DRAG STRUT FORCE. F (L -L MAX( Vd, WIND• GGVdi SEISMIC) 0.00 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab 11E. NDS 2001 Page 85) S 48 in THE HOLD -DOWN FORCES. I v d a Wall Seismic Overturning Resisting Safty Net Uplift Holddown (plf) I I at mid -story (Ibs) Moments (ft -Ibs) I 1 Moments (ft -tbs) Factors (lbs) SIMPSON SEISMIC 0 65 292 Left 3260 1 0.9 1 T 1 0 ch Right 1 3260 0.9 I T 1 0 y 0 5 WIND 200 8100 Left I 3260 1 2/3 1 TL I 1317 �0`t' Right 3260 2(3 TR 1317 Q THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3. ASD MANUAL SUUP Page SW -17) 8vbh vbh 0 75he hd A /Bending A hea ONail sl p OChord splice alas 4Lw Gt Lw Where: vp 200 plf A 16.50 in` t 0.298 in T 5 ft E 1 7E +06 psi h 9 ft G 9.0E +04 psi e, 0.037 in d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 CF 0 40 A 16.5 in E 1700 ksi Cr 1 10 F 1051 psi fp 77 psi [Satisfactory] Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF&AP AWC, 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY L 0.626 in Lw (USE PHD2 -SDS3 SIMPSON HOLD -DOWN) (0, 1' (Sec 1633.2.6) Sz SW12 .,o Shear.`.. a. s .estign...`_. THE HOLD -DOWN FORCES Where: PROJECT CLIENT JOB NO v 569 pif A 16.50 in t 0.298 in INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia. WIND 600 plf.for wind Vdia, SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF WDL 250 plf,for dead load W :0 plf.for live load DIMENSIONS: L, 15.83 ft h 10 ft L= 15 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE 0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b '2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 3 in 0 C. BOUNDARY ALL EDGES 12 in 0 C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 18 in 0 C HOLD -DOWN FORCES. T 4.08 k TR 3.95 k DRAG STRUT FORCES: F -0.50 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.59 in THE DRAG STRUT FORCE. F (L -L,,,) MAX( va wmo. Oovma SEISMIC) -0.50 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab 11E, NDS 2001 Page 85) S 18 in L,„ 16 ft h 10 ft e 0.037 in DATE 1 1 1 1 1 1 1 1 1 1 4 J v, F PAGE DESIGN BY REVIEW BY L THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 A OBendsi AShear+ LNatl slip+ Achoni splice .dip 0 75he Lw 0.594 in EAL Gt Tech noel References: 1 'National Design Specification, NDS' 2001 Edition, AF&AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual' Professional Publications. Inc. 2001 T Lw (USE PHD5 -SDS3 SIMPSON HOLD -DOWN) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.6 2 [Satisfactory] THE UNIT SHEAR FORCE v 569 plf, 1 Side Diaphragm Required. the Max. Nail Spacing 3 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratiot Thickness Boundary All Edges Nail (in) (in) 6 1 4 1 Sheathing and Single -Floor 1 10d J 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note. The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table no 1 (Sec. 1633.2.6) v Wall Seismic Overturning Resisting I Safty Net Uplift Hoiddown (plf) at mid -story Os) 1 Moments (ft -Ibs) 1 I Moments (ft -lbs) 1 Factors (Ibs) I SIMPSON 38149 SEISMIC 0 253 1266 Leta 41261 0.9 T 1 0 ,b Right 41261 J 0.9 TR 1 0 0 WIND 600 90000 Left 38149 2/3 T 4079 �p Right 41261 2/ TR 3948 Q E 1 7E +06 psi G 9.0E +04 psi d 0 15 in CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 Cp 0.33 A 16.5 in E 1700 ksi Cr 1 10 F 877 psi f 251 psi [Satisfactory] h 53- SW13 Shea Wa lt Design PROJECT CLIENT JOB NO INPUT DATA L LATERAL FORCE ON DIAPHRAGM: Vdia, wiNO 125 plf,for wind Vdia, SEISMIC 0: plf,for seismic GRAVITY LOADS ON THE ROOF WOL 250 plf,for dead load WLL 0. plf.for live load DIMENSIONS: L, 24 ft h 10 ft L 24 ft h '0 It PANEL GRADE (0 or 1) 1. Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15132 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) a 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2' in h 6' in T DESIGN SUMMARY Lw BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in 0 C BOUNDARY ALL EDGES 12 in 0 C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in O.0 DATE HOLD -DOWN FORCES T 0 00 k TR 0.00 k DRAG STRUT FORCES. F 0.00 k EDGE STUD' 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: 0 39 in THE DRAG STRUT FORCE. F (L -L„.) MAX( vdw wiND• Oov6a SEISMIC) 0.00 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11E, NDS 2001 Page 85) S 48 in f I w II I I I I 1 L 1 I 1 t f 7 1 Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc. 2001 F PAGE DESIGN BY REVIEW BY (HOLD -DOWN NOT REQUIRED) THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penenatio Thicimess Boundary All Edges Nail (in) (in) 6 1 4 1 1 2 Sheathing and Single -Floor I 10d I 1 5/8 15/32 I 310 1 460 1 600 1 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE HOLD -DOWN FORCES. I Vd, a Seismic 1 Overturning Resisting Safty Net Uplift Holddown (plf) at mid -story (Ibs) Moments (ft -Ibs) Moments (ft -Ibs) I Factors 1 (Ibs) I SIMPSON SEISMIC 0 384 1920 Lett 95 040 1 0.9 T 0 Right 95040 0.9 T 0 WIND 125 30000 Left 1 95040 1 2/3 I T L 1 0 •2' Right 1 9504 I 2/3 1 TR 1 0 q THE MAXIMUM SHEAR WALL DEFLECTION: Section 4 3. ASD MANUAL SUUP Page SW -17) 3 D aend ng Os�a Awaa Sl Oe�,a p!= a� Lw Gt 0 75he„ La 0.388 in Where: v 125 plf L, 24 ft E 1 7E +06 psi A 16.50 in' h 10 ft G 9.0E +04 psi t 0.298 in e 0.037 in d 0 15 in CHECK EDGE STUD CAPACITY F 1500 psi CD 1 6 Cp 0.33 A 16.5 in E 1700 ksi CF 1 10 F 877 psi f 158 psi [Satisfactory] h ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0 4 2 [Satisfactory] THE UNIT SHEAR FORCE v 125 plf. 1 Side Diaphragm Required, the Max. Nail Spacing 6 in h 4 1 (Sec. 1633.2.6) SW14 Shear Wait,Oes gl PROJECT CLIENT JOB NO DATE INPUT DATA L LATERAL FORCE ON DIAPHRAGM: Vdia, WIND 150. plf.for wind I Vdia, SEISMIC 0 plf, for seismic W GRAVITY LOADS ON THE ROOF wDL 250 plf,for dead load i w 0 plf.for live load DIMENSIONS: L, 17 ft h 10 ft L= 17 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d. 1 =8d. 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b= 2 in h= 6 in T r DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in 0 C BOUNDARY ALL EDGES 12 in 0 C FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in 0 C. HOLD -DOWN FORCES. T 0.00 k TR 0.00 k DRAG STRUT FORCES. F 0.00 k EDGE STUD' 2 2' x 6' DOUGLAS FIR -LARCH No 1 CONTINUOUS FULL HEIGHT SHEAR.WALL DEFLECTION: A 0.42 in THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3 ASD MANUAL SUUP Page SW -17) 8Vbh3 Vbh -I L A LBencleig 1Shear+ ANail s149+ OChord splsplice .dip= 075h /[d EALw Gt Lw F Techincal References: 1 'National Design Specification. NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY c �v Lw (HOLD -DOWN NOT REQUIRED) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L 8 0.6 2 [Satisfactory] THE UNIT SHEAR FORCE v 150 plf. 1 Side Diaphragm Required. the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306 4.1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratioi Thickness Boundary All Edges Nail (in) (in) 6 1 4 1 3 1 Sheathing and Single -Floor 1 10d 1 1 5/8 15/32 I 310 1 460 1 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note/ of the table. THE HOLD -DOWN FORCES: I v d a Wall Seismic Overturning Resisting Safty Net Uplift Holddown (pif) I at mid -story (Ibs) I Moments (ft -Ibs) Moments (ft-lbs) Factors (Ibs) SIMPSON SEISMIC 0 272 1360 Left 1 47685 1 0.9 T 11 0 CP Right 47685 1 0.9 TR 1 0 �O Left 47685 1 2/3 TL 1 0 p` WIND 150 25500 Right 47685 2/3 T 0 Q 0 424 in Where: v 150 pif L„ 17 ft E 1 7E +06 psi A 16.50 in` h 10 ft G 9.0E +04 psi t 0.298 in e 0.037 in d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 Cp 0.33 A 16.5 in E 1700 ksi CF 1 10 F 877 psi f 130 psi [Satisfactory) J THE DRAG STRUT FORCE. F (L -L„,) MAX( vd; WIND• O0vd5a SEISMIC) 0.00 k (Q 1 (Sec. 1633.2.6) THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab,11 E. NDS 2001 Page 85) S 48 in 55 SW15 Shear riaJl esi9r' INPUT DATA LATERAL FORCE ON DIAPHRAGM: GRAVITY LOADS ON THE ROOF PROJECT CLIENT JOB NO vdia, WIND vdia, SEISMIC WDL WLL 350 plf,for wind 0 plf,for seismic 250 plf,for dead load 0 plf,for live load DIMENSIONS: L, 4.5 ft h 9 ft L 4.5 ft h 0. ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 4 in 0 C. BOUNDARY ALL EDGES 12 in 0 C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 30 in 0 C DATE in HOLD -DOWN FORCES: T 2.67 k TR 2.67 k DRAG STRUT FORCES: F 0.00 k EDGE STUD' 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: 0.68 in THE DRAG STRUT FORCE. F (L -L MAX( v WINO. nOVd,a SEISMIC) 0.00 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E. NDS 2001 Page 85) S 30 in PAGE DESIGN BY REVIEW BY L i i 4 i i i i v, F (USE PHD2 -SDS3 SIMPSON HOLD -DOWN) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 2.0 2 [Satisfactory] THE.UNIT SHEAR FORCE v 350 plf. 1 Side Diaphragm Required, the Max. Nail Spacing 4 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratior Thickness Boundary All Edges tail (in) (in) 6 I 4 I Sheathing and Single -Floor 1 10d 1 1 5/8 I 15/32 1 310 1 460 I 600 I 770 1 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3. ASD MANUAL SUUP Page SW -17) 814113 vbh hd ,6* da ABeng +.Shea Axau srq +.Chord .spire .a,i' +0 75he 0.683 in EA Lw Gt Lw Where: v. 350 plf L 5 ft E 1 7E +06 psi A 16.50 in h 9 ft G 9.0E +04 psi t 0.298 in e 0.037 in d 0 15 in Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc. 2001 hP Lw h T O 1 (Sec. 1633.16) THE HOLD -DOWN FORCES. I v d Wall Seismic Overturning I Resisting Safty Net Uplift Holddown (plf) I at mid -story (lbs) I Moments (ft-Ibs) 1 1 Moments (ft-Ibs) Factors (ibs) SIMPSON SEISMIC 0 65 292 1 Lett I 3260 0.9 T 1 0 Right 3260 I 0.9 I Ta I 0 co 0.9 WIND 350 14175 Left I 3260 I 2/3 1 TL 1 2667 �p Right I 3260 I 2/ 1 TR 1 2667 Q CHECK EDGE STUD CAPACITY F 1500 psi Cc 1.6 C 0 40 A 16.5 in E 1700 ksi CF 1 10 F 1051 psi f 117 psi [Satisfactory] SW16 Shear yvaII; De to INPUT DATA i L 1 11 1 1 1 1 1 4 44 hP "c LATERAL FORCE ON DIAPHRAGM: vma. WIND 1 000 plf,for wind Vdia, SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF wD,_ 250 plf,for dead load ft WLL h '0 plf,for live load 9 ft DIMENSIONS. L, 14 PROJECT CLIENT JOB NO L 14 ft h,= 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING, EACH SIDE. WITH 10d COMMON NAILS 3 in 0 C BOUNDARY ALL EDGES 12 in O.0 FIELD. 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 10 in 0 C. DATE HOLD -DOWN FORCES: T 7.50 k TR 7.50 k DRAG STRUT FORCES: F 0.00 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: 0.70 in F PAGE DESIGN BY REVIEW BY ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L /13 0.6 2 (Satisfactory] THE UNIT SHEAR FORCE v 1000 plf, 2 Sides Diaphragm Required. the Max. Nail Spacing 3 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary All Edees Nail (in) (in) 6 1 4 1 3 1 2 Sheathing and Single -Floor 1 10d 1 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE DRAG STRUT FORCE. F (L -L MAX( vd. WIND. GOVtla. SEISMIC) 0.00 k (Ge 1 (Sec. 1633.2.6) THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11E. NDS 2001 Page 85) S 10 in THE HOLD -DOWN FORCES: I v da Wall Seismic Overturning Resisting Safty Net Uplift (plf) I at mid -story (Ibs) I Moments (ft -Ibs) I 1 Moments (ft -Ibs) Factors (lbs) SEISMIC 0 202 907 Left 31556 0.9 TI 0 Right 31556 1 0.9 1 TR I 0 WIND 1000 126000 Left 31556 1 2/3 1 1 1 7497 Right 31556 2/3 1 T 1 7497 THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 8vbh A Asendk Ashea ONair shp+ AChord splice i LW Gt +0 75h Lw 0.697 in Where: v 1000 plf L 14 ft E 1 7E +06 psi A 16 50 in h 9 ft G 9.0E +04 psi t 0.298 in e 0.037 in d 0 15 in Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC, 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc, 2001 h T T Lw (USE HDQ8 -SDS3 SIMPSON HOLD -DOWN) CHECK EDGE STUD CAPACITY F 1500 psi CD 1 6 Cp 0 40 A F 16.5 in E 1700 ksi CF 1 10 F 1051 psi f 341 psi [Satisfactory] Holddown SIMPSON I O co O d d s' SW17 ,$hear,. wall ;Design: PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: vdia, WIND 1100 plf,for wind vdia, SEISMIC 0' plf,for seismic GRAVITY LOADS ON THE ROOF WDL 250 plf,for dead load WLL 0 plf,for live load DIMENSIONS: L, 10 ft h 10. ft L 10 ft h 0 ft PANEL GRADE 0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15132 in COMMON NAIL SIZE (0 =6d. 1 =8d. 2 =10d) '2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DATE HOLD -DOWN FORCES. T 9.90 k TR 9.90 k DRAG STRUT FORCES. F 0 00 k EDGE STUD: 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.87 in 1 l 1 1 1 1 1 1 1 11 v� fi F PAGE DESIGN BY REVIEW BY L DESIGN SUMMARY Lw BLOCKED 15/32 SHEATHING, EACH SIDE. WITH 10d COMMON NAILS 3 in 0 C. BOUNDARY ALL EDGES 12 in 0 C FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 8 in O.C. (USE SPECIAL SIMPSON HOLD -DOWN) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L 8 1.0 2 [Satisfactory] THE UNIT SHEAR FORCE v 1100 plf. 2 Sides Diaphragm Required. the Max. Nail Spacing 3 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratior Thickness Boundary K All Edges Nail (in) (in) 6 1 4 1 3 1 2 Sheathing and Single -Floor 1 1Od 1 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note. The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note/ of the table. THE DRAG STRUT FORCE. F (L -L,) MAX( Vd,a WINO OoVea SEISMlc) 0.00 k (S2 1 (Sec. 1633.2.6) THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11E. NDS 2001 Page 85) S 8 in THE HOLD -DOWN FORCES: I v I Wall Seismic 1 Overturning I Resisting I Safty Net Uplift I Hoiddown (plf) 1 at mid -story (Ibs) 1 Moments (ft-Ibs) 1 Moments (ft -lbs) 1 Factors (Ibs) SIMPSON SEISMIC 0 160 800 Left 16500 1 0.9 1 T 1 0 Right 16500 1 0.9 1 T 1 0 WIND 1100 110000 Let) 16500 1 2/3 1 T 1 9900 co Right 16500 1 2/3 1 TR 1 9900 THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 Vbh A= ABe„ain Ash. +Q NaiislO AChord splice dip= EALw Gt 075hgn+ hda 0.869 in Where: v 1100 plf L 10 ft E 1 7E +06 psi A 16.50 in h 10 ft G 9.0E +04 psi t 0.298 in e 0.037 in d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 C 0.33 A 16.5 in E 1700 ksi Cr 1 10 F 877 psi f. 383 psi [Satisfactory] Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF&AP AWC, 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc, 2001 ve T h SW18 ,shear -Wail: De "si Where: PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: vdIa, wiND 100 plf,for wind vdia, SEISMIC .0 plf,for seismic GRAVITY LOADS ON THE ROOF WE)! 250 plf.for dead load WLL 0 plf,for live load DIMENSIONS L, 26 ft h 10 ft L 26 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d. 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0:5 EDGE STUD SECTION 2 pcs, b 2 in h 6 DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in 0 C. BOUNDARY ALL EDGES 12 in 0 C. HELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in 0 C v 100 plf A 16.50 in` t 0.298 in DATE in HOLD -DOWN FORCES: T 0.00 k TR 0.00 k DRAG STRUT FORCES: F 0.00 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.37 in THE DRAG STRUT FORCE. F (L -L MAX( Vd+a WIND 0 OVdia SEISMIC) 0.00 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 48 in L w L t t t t t hp v� F T PAGE DESIGN BY REVIEW BY Lw (HOLD -DOWN NOT REQUIRED) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.4 2 (Satisfactory) THE UNIT SHEAR FORCE v 100 plf. 1 Side Diaphragm Required. the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306 4 1 UBCTable 23- II -I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary All Edges Nail (m) (in) 6 1 4 I Sheathing and Single -Floor I 10d 1 1 5/8 1 15/32 1 310 J 460 1 600 1 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note/ of the table. THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3. ASD MANUAL SUUP Page SW -17) 8vbh A OBerdi+ AShear Amid slip OChord splice sic, LW Gt 0 75h e„ L Q 0.374 in L, 26 ft E 1 7E +06 psi h 10 ft G 9.0E +04 psi e 0.037 in d 0.15 in Techincat References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications. Inc. 2001 h Ga 1 (Sec. 1633.2.6) THE HOLD -DOWN FORCES. I v Wall Seismic Overturning Resisting Safty Net Uplift Hoiddown (plf) I at mid -story (Ibs) I Moments (ft-Ibs) Moments (ft-Ibs) I Factors I (Ibs) 1 SIMPSON SEISMIC 0 416 2080 Left 111540 I 0.9 1 T 1 0 ]tight 111540 I 0.9 I T 1 0 �O WIND 100 26000 Left 111540 I 2/3 I T 1 0 NZ' Ritht 111 I 2/ 3 1 T 1 0 Q CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 C 0.33 A 16.5 in E 1700 ksi CF 1 10 F 877 psi f 160 psi (Satisfactory) 5� SW19 $hear Wahl esi9n PROJECT CLIENT JOB NO DATE INPUT DATA L LATERAL FORCE ON DIAPHRAGM: Vdia, wI■O 100 plf,for wind Vdia, SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF WDL '250 plf,for dead load WLL 0 plf.for live load DIMENSIONS L„, 24 ft h 10, ft L= 24 ft hp= '0 ft PANEL GRADE 0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.C. BOUNDARY ALL EDGES 12 in 0 C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in 0 C HOLD -DOWN FORCES: T 0.00 k TR 0.00 k DRAG STRUT FORCES' F 0 00 k EDGE STUD 2 2' x 6' DOUGLAS RR-LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: 0.38 in THE HOLD -DOWN FORCES: v I Wall Seismic (plf) 1 at mid -story (Ibs) SEISMIC 0 384 Overturning Moments (ft-lbs) 1920 WIND 100 24000 THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3. ASD MANUAL SUUP Page SW -17) 3 hd ABendn8 OShea ANal/ slip Achord spire sip EALw Gt 0 7 5h Lw Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual' Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY w t i t V, h (HOLD -DOWN NOT REQUIRED) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L 8 0.4 2 [Satisfactory] THE UNIT SHEAR FORCE v 100 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23 -II-I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratiot Thicknes Boundary All Edges Nail (in) (in) 6 1 4 I 3 1 2 Sheathing and Single -Floor I 10d 1 1 5/8 I 15/32 I 310 I 460 1 600 1 770 1 Note. The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note1 of the table THE DRAG STRUT FORCE. F {L -L MAX( va, WIND• QDV5a. SEISMIC) 0.00 k (0 1 (Sec. 1633.2.6) THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11E. NOS 2001 Page 85) S 48 in Resisting I Safty I Net Uplift Moments (ft-lbs) Factors (lbs) Left 95040 0.9 1 T 0 Right 1 95040 1 0.9 1 TR 1 0 Left 1 95040 I 2/3 1 T 1 0 Riettt 95040 I 2/3 1 TR 1 0 0.378 in Where: v 100 plf L, 24 ft E 1 7E +06 psi A 16.50 in h 10 ft G 9.0E +04 psi t 0.298 in e„ 0.037 in d 0.15 in Lw CHECK EDGE STUD CAPACITY F 1500 psi Co 1 6 C 0 33 A 16 5 in E 1700 ksi CF 1 10 F 877 psi f 150 psi [Satisfactory) Hoiddown SIMPSON O co co O Q h SW20 Shear Wa11�Design;;"'::.... PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: VdIa. WIND 100 plf,for wind Vd/a, SEISMIC plf,for seismic W GRAVITY LOADS ON THE ROOF WE)] 250 plf,for dead load j l i l 1 WLL 0. plf,for live load T— hpj DIMENSIONS: L, ,20 ft h 10 ft F L 20 ft h :0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor h MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d. 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b '2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in 0 C. BOUNDARY ALL EDGES 12 in 0 C FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in 0 C HOLD -DOWN FORCES. T 0.00 k T 0.00 k DRAG STRUT FORCES: F 0.00 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.39 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.5 2 [Satisfactory) THE UNIT SHEAR FORCE v 100 plf. 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratior Thickness Boundary All Edges Nail (in) (in) 6 1 4 1 3 1 Sheathing and Single -Floor 1 10d 1 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note. The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note/ of the table THE DRAG STRUT FORCE. F (L -L,,.) MAX( Vdia WIND 0 OVma SEISMIC) 0.00 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E. NDS 2001 Page 85) S 48 in THE HOLD -DOWN FORCES. I v d Wall Seismic I Overturning (pif) I at mid -story (Ibs) Moments (ft-lbs) SEISMIC 0 Where: V 100 pif A 16.50 in` t 0.298 in 320 1600 WIND 100 20000 DATE THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW 17) 8vbh3 vbh hd A Bending AShea ONae 310+ OCbard spike 414o EALW Gt 0 75he LW Resisting Safty I Net Uplift Moments (ft-lbs) Factors (lbs) Left 1 66000 0.9 T 1 0 Right 1 66000 0.9 TR 1 0 Left 1 66000 2/3 T 1 0 Right 1 66000 2/3 T 1 0 L 20 ft h 10 ft e 0.037 in CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 C, 0.33 A 16.5 in E 1700 ksi CF 1 10 F 877 psi f 130 psi [Satisfactory) Techincal References: 1 National Design Specification, NDS' 2001 Edition, AF &AP AWC. 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY L JJ Lw (HOLD -DOWN NOT REQUIRED) r20 1 (Sec. 1633.2.6) 0.391 in E 1 7E +06 psi G 9.0E+04 psi d 015 in Holddown SIMPSON o Q G./ SW21 Shear WalVDesigh INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vd,a. WIND 833 plf,for wind Vdia, SEISMIC -0 plf,for seismic GRAVITY LOADS ON THE ROOF wp 250 plf,for dead load WLL 0 plf.for live load DIMENSIONS: L. 15 ft h 10' ft L 15 ft h, 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32, in COMMON NAIL SIZE 0 =6d. 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in PROJECT CLIENT JOB NO DESIGN SUMMARY BLOCKED 15/32 SHEATHING. EACH SIDE. WITH 10d COMMON NAILS 4 in O.C. BOUNDARY ALL EDGES 12 in 0 C FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 12 in 0 C DATE THE DRAG STRUT FORCE. F (L -L„„) MAX( vaa w!ND' OOV& SEISMIC) 0.00 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E. NDS 2001 Page 85) S 12 in THE HOLD -DOWN FORCES. THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 8 Vbh 3 hd A Aee.dh AShear ONail siip AChord splice .a4, Lw Gt 0 75he EA F Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc. 2001 PAGE DESIGN BY REVIEW BY L w I v, 0.704 in Where: v 833 plf L,, 15 ft E 1 7E +06 psi A 16.50 in h 10 ft G 9.0E +04 psi t 0.298 in e 0.037 in d 0.15 in T Vn T HOLD -DOWN FORCES: T 6.68 k TR 6.68 k (USE HDQB -SDS3 SIMPSON HOLD -DOWN) DRAG STRUT FORCES. F 0.00 k EDGE STUD: 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0 70 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L 8 0.7 2 (Satisfactory) THE UNIT SHEAR FORCE v 833 pif. 2 Sides Diaphragm Required. the Max. Nail Spacing 4 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- II -I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary All Edges Nail (in) (inj 6 I 4 I I Sheathing and Single -Floor 1 10d 1 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. Lw 52;, 1 (Sec. 1633.2.6) O J Wall Seismic Overturning Resisting I Safty I Net Uplift Holddown (plf) I I at mid -story (Ibs) I Moments (ft-lbs) I Moments (ft-lbs) r Factors (lbs) 1 SIMPSON SEISMIC 0 240 1200 Left 37125 I 0.9 I T 1 0 rb Right 1 37125 I 0.9 I TR 1 0 WIND 833 124950 Left 1 37125 I 2/3 I T 1 6680 Right I 37125 1 2/3 1 TR 1 6680 CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 Cp 0.33 A 16.5 in E 1700 ksi CF 1 10 F 877 psi f, 327 psi (Satisfactory) 6 SW22 Shear Wail Desiorf.- PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: vdIa. wiND 1714 plf,for wind udia, SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF WOL 250 plf,for dead load W 0 plf,for live load DIMENSIONS: L 18 ft h 10 ft L 15 ft h 0. ft PANEL GRADE 0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32. in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION '2' pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING. EACH SIDE, WITH 10d COMMON NAILS 2 in 0 C. BOUNDARY ALL EDGES 12 in 0 C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 6 in O.C. HOLD -DOWN FORCES. T 12.76 k TR 12.35 k DRAG STRUT FORCES. F -5.14 k EDGE STUD: 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: 0.92 in WIND 1714 THE HOLD -DOWN FORCES: I v d a Wall Seismic (plf) I at mid -story (Ibs) SEISMIC 0 288 THE DRAG STRUT FORCE. F (L -L,,,) MAX( vd, WIND nDVo sEisMIC) -5.14 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab 11E, NDS 2001 Page 85) S 6 in DATE THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 A d ABe,mg AShea ONail slip OChord spike A EA Gt 0 75he„ hd Where. v 1428 plf A 16.50 in' t 0.298 in L 18 ft h 10 ft e� 0.037 in F Techincal References: 1 "National Design Specification. NDS' 2001 Edition, AF &AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications. Inc, 2001 PAGE DESIGN BY REVIEW BY L T 7 Lw L (USE SPECIAL SIMPSON HOLD -DOWN) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.6 2 [Satisfactory) THE UNIT SHEAR FORCE v 1428 plf. 2 Sides Diaphragm Required. the Max. Nail Spacing 2 in THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23- 11 -1 -1 Min. Min. Blocked'Nail Spacing Panel Grade Common Penetration Thickness BaunilarY.'R All Edges Nail (in) (in) 6 I' :141 L_ 3. 1 Sheathing and Single -Floor I 10d 1 1 5/8 1 15/32 I 310 I 460' I 600 I 770 Note. The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table (Q 1 (Sec. 1633.2.6) Overturning Resisting Sa Net U lift Holddown Moments (ft-Ibs) I I Moments (ft-Ws) I Factors I (Ibs) I SIMPSON 1440 Left 1 41085 1 0.9 1 T 1 0 Right 52335 l 0.9 I T I 0 GSA 257100 Left 41085 2/ 3 T 12762 co Right 52335 I 2/3 I TR 1 12345 0.916 in E 1 7E +06 psi G 9.0E +04 psi d 0 15 in CHECK EDGE STUD CAPACITY F 1500 psi C 1.6 Cp 0.33 A 16.5 in E 1700 ksi Cr 1 10 F 877 psi f 521 psi {Satisfactory{ (0 3 nbse associates STRUCTURAL ENGINEERS JOB TITLE. SUBJECT SHEET NO. v i co- Aj JOB NO. DESIGNER: DATE: Rev' 560100 User KW- 0605631, Ver 5.6.1 25-Oct -2002 Concrete Rectangular Tee Beam Design (c)1983 -2002 ENERCALC Engineering Software Description General Information Span Depth Width Beam Weight Added Internally Reinforcing Rebar Center of Beam. Size 9 9 #1 #2 Count 6 6 Uniform Loads Dead Load 1.500 k Maximum Shear Vu Allowable Shear Vn *phi Shear Stirrups. Stirrup Area Section Region Max. Spacing Max Vu Bending. Center Left End Right End Shear Left End Right End Deflection TYPICAL CONC GRADE BEAM 17.00 ft 24.000 in 24.000 in 'd' from Top 2.00 in 22.00 in Live Load 2.500 k #1 Summary Span 17.00ft, Width= 24.00in Depth 24.00in Maximum Moment Mu 258.73 k -ft Allowable Moment Mn•phi 547.57 k -ft Bending Shear Force Summary Mn*Phi 547.57 k -ft 547.57 k -ft 547.57 k -ft Vn*Phi 94.04 k 94.04 k Rebar Left End of Beam. Rebar Right End of Beam. 'd' from Top 2.00 in 22.00 in 48.21 k 94.04 k 0.440 in2 0.000 2.833 11.000 11.000 48.215 40.909 Deflections. Upward DL [Bm Wt] 0.0000 in at DL LL [Bm Wt] 0.0000 in at DL LL ST [Bm Wt] 0.0000 in at Reactions. Caa Left DL [Bm Wt]] 17.680 k DL LL [Bm Wt] 38.930 k DL LL ST [Bm Wt] 38.930 k Title Dsgnrr. Description Scope fc Fy Concrete Wt. Seismic Zone End Fixity Live Load acts with Short Term Count Size 'd' from Top #1 6 #2 6 Short Term k 5.667 Not Req'd 20.455 Mu, Eq. 9 -1 258.73 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9 -1 48.21 k 47 73 k 0.0000 ft 0.0000 ft 0.0000 ft 9 2.00 in 9 22.00 in Maximum Deflection 0.1543 in Max Reaction Left Max Reaction Right 8.500 Not Req'd 19.968 Mu, Eq. 9-2 231.63 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9-2 43.17 k 42.73 k (r� Riaht 17.680 k 38.930 k 38.930 k 3,000 psi 60,000 psi 145.0 pcf 4 Pinned- Pinned #1 #2 11.333 Not Req'd 19.968 Count 6 6 Job Date: 10:58PM, 17 DEC 08 Start 0.000 ft 14 167 11.000 40.422 Size 9 9 Downward 0.0453 in at 8.5000ft -0.1543 in at 8.5000ft -0.1543 in at 8.5000ft Page 1 c: \ec55 \fmpa pa.ecw:Calculations 38.93 k 38.93 k End 17.000 ft Beam Design OK 17.000 ft 11.000 in 47 728 k Mu, Eq. 9-3 67.63 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9 -3 12.60 k 12.48 k ep6 Rev' 560100 User KW-0605631, Ver 5.6.1 25-Oct -2002 Concrete Rectangular Tee Beam Design (c)1983 -2002 ENERCALC Engineering Software Description Section Analysis Evaluate Moment Capacity. X Neutral Axis a beta Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure. X- Balanced Xmax Xbal 0.75 a -max beta Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max Tot Force Fy Actual Tension As Additional Deflection Calcs Neutral Axis 'gross (cracked Elastic Modulus Fr 7.5 fcA.5 Z:Cradcing Eff. Flange Width ACI 9 -1 9-2 DL ACI 9 -1 9-2 LL ACI 9 -1 9-2 ST .seismic ST TYPICAL CONC GRADE BEAM 1 400 1 700 1 700 1 100 6.890 in 27,648.00 in4 16,673.92 in4 3,122.0 ksi 410.792 psi 69.527 ksi 24.00 in ACI Factors (per ACI, applied intemally to entered Toads) Title Dsgnr• Description Scope Center Left End 3.285 in 3.285 in 2.792 in 2.792 in 170.886 k 170.886 k 188.892 k 188.892 k 360.000 k 360.000 k 13.020 in 9.765 in 11.067 in 507.991 k 344 700 k 852.691 k 14.212 in2 6.000 OK ACI 9-2 Group Factor ACI 9 -3 Dead Load Factor ACI 9 -3 Short Term Factor 13.020 in 9.765 in 11.067 in 507.991 k 344 700 k 852.691 k 14.212 in2 0.000 OK Mcr Ms:Max DL LL R1 (Ms:DL +LL) /Mcr Ms:Max DL +LL +ST R2 (Ms:DL +LL +ST)/Mcr I:eff Ms(DL +LL) I:eff. Ms(DL +LL +ST) 0.750 0.900 1.300 Job Date: 10:58PM, 17 DEC 08 78.87 k -ft 165.45 k -ft 0.477 165.45 k -ft 0.477 17,862.742 in4 17,862.742 in4 UBC 1921.2.7 '1 4' Factor UBC 1921.2.7 '0.9' Factor c vfmp apa.... Page c: \ec55Umpa pa.ecw: P afculations Riaht End 3.285 in 2.792 in 170.886 k 188.892 k 360.000 k 13.0204 in 9.765 in 11.067 in 507.991 k 344 700 k 852.691 k 14.212 in2 0.000 OK 1 400 0.900 nbse associates STRUCTURAL ENGINEERS 227 Bellevue Way NE PMB 194 Bellevue, WA 98004 (425) 418-8502 629 State Street #230 JOB TITLE. Santa Barbara, CA 93101 (805) 452 -8152 SUBJECT 321 High School Rd. NE #216 Bainbridge Island, WA 98110 JOB NO. (206) 780 -6822 0 SHEET NO. DESIGNER: DATE. 6 gra. vc rvr2 LOAD TABLES ROOF LOADS D+L LOADING DEAD LOAD FOR SEISMIC ITEM WEIGHT ITEM WEIGHT ROOFING 4.0 ROOFING 4.0 FRAMING 4.0 FRAMING 4.0 metal deck 2.0 metal deck 2.0 MECHANICAL 1.0 MECHANICAL 1.0 INSULATION 2.0 INSULATION 2.0 CEILING 0.0 CEILING 0.0 MISCELLANEOUS 1.0 MISCELLANEOUS 1.0 INTERIOR PARTIT1ON/WALL 3.0 EXTERIOR PARTITION/WALL 6.0 8" CONCRETE BLOCK 2X4 16 2X6 c 16" DEAD LOAD 14.0 LIVE LOAD(SNOW) 20.0 D+L 34.0 MATERIAL WEIGHTS (where used) PROJECT FMPA (existing bldg) SEISMIC DEAD LOAD 23.0 4-- 96 PSF 5 PSF OF FLOOR AREA 8 PSF OF FLOOR AREA r- Bart PROJECT PAGE Needham CLIENT DESIGN BY JOB NO DATE REVIEW BY Seismic =Anatysis:Baied'on.IBC'.06tCBC 0.7 (Equivalentt:ateral Force Procedure ASCE :7 0512.8)_ INPUT DATA DESIGN SUMMARY 0 i Typical floor height h 20 ft Total base shear Typical floor weight w 170 k V 0.20 W (SD) 33 k, (SD) Number of floors n 1 0 14 W (ASD) 24 k. (ASD) Importance factor (ASCE 11.5 1) I 1, (IBC Tab.1604.5) Seismic design category D Building location Zip Code 98363 Latitude 48.116 Site class (A. B, C D E. F) .D' (If no soil report, use D) Longitude: 123.511 The coefficient (ASCE Tab 12.8 -2) C 0.02 S 111.982 %g Sms 1 178 g F 1.052 The coefficient(ASCE Tab 12.2.1) R 4 S 48.438 %g S 0.734 g F 1 516 Sips 0.785 g SD1 0.489 g h„ 20 0 ft k 1 00 (ASCE 12.8.3. pg 1301 x 0 75 (ASCE Tab 12.8 -2) W 170 k £w 3,400 T C 0 19 Sec. (ASCE 12.8.21) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor Height Weight Lateral force 0 each level Diaohraam force No. Name Height Fi w w C. F V O M. IF IW F ft ft k k k k -ft k k k 1 Roof 20 0 170 3,400 1 000 33 4 33 4 170 33 20.00 33.4 Ground 0.0 668 &-.e 66 P PO/9 )95 MG C.- e PE2 G00ee, (09 Bart PROJECT Needham CLIENT JOB NO DATE Wind Analysis_tofrow- rise: Building; Ba.sed?on'ASCE 27405:1 IBg2006;;! CBC:2007 INPUT DATA Exposure category (B, C or D) d Importance factor pg 77 (0 87 1 0 or 1 15) I 1.00 Category II Basic wind speed (IBC Tab 1609 3 1V V 105 mph Topographic factor (Sec.6 5.7.2, pg 26 45) K 1. Flat Building height to eave h 16 ft Building height to ridge Building length Building width Effective area of components DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load Max total upward force ANALYSIS Velocity oressure q 0.00256 Kh K Kd V 1 25.67 psf where: q velocity pressure at mean roof height. h. (Eq. 6 -15 page 27) Kh velocity pressure exposure coefficient evaluated at height, h. (Tab. 6 -3, case 1,pg 79) Kd wind directionality factor (Tab 6-4 for building, page 80) h mean roof height Desian pressures for MWFRS p qh t(G Cpf -(G CPI )l where: p pressure in appropriate zone. (Eq. 6 -18 page 28). 4E 5 lE REFERENCE CORNER WIND DIRECTION Transverse Direction Longitudinal Direction Basic Load Cases h 22 ft L 105 ft B 120 ft A 10 ft` Transverse Direction 8 26.93 kips 42.67 kips 621.22 ft-kips 243.18 kios 3E 5 REFERENCE CORNER PAGE DESIGN BY REVIEW BY 1.07 G C p f product of gust effect factor and external pressure coefficient, see table below (Fig. 6 -10 page 53 54) G C product of gust effect factor and internal pressure coefficient.(Fig. 6 -5 Enclosed Building, page 47) 0.18 or -0.18 a width of edge strips, Fig 6 -10 note 9 page 54 MAX( MIN(0 18 0.4h), 0.046,3] 3 2E 2 3T 2T 0.85 19.00 ft 60 ft, [Satisfactory] 7.60 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Roof angle 8 5 71 1 Roof angle 8 0 00 1 1 Roof angle 8 5 71 I Surface Net Pressure with 1 1 Net Pressure with 1 Surface 1 Net Pressure with 1 G Gp r +GC (-GCp I GC r I +GC (-GCp I G C r I +GC )I (-GC 1 0 41 5.81 15 05 0 40 5 65 14.89 1T 0.41 1 45 3 76 2 -0 69 -22.33 13 09 -0.69 22.33 13 09 2T -0.69 -5.58 3.27 3 -0 38 14.25 5 01 -0 37 14 12 -4.88 3T -0.38 -3.56 1.25 4 -0.30 12.24 2.99 -0.29 12.06 2.82 4T -0.30 3.06 -0.75 1 E 0 62 11.27 20 51 0 61 11 04 20.28 1 Roof angle 8 0 00 I 2E 1 07 32.09 22.85 1.07 32.09 22.85 Surface 1 Net Pressure with 3E -0.54 18.42 -9 18 -0 53 18.23 -8.98 G C p f I +GC I -GC 4E -0 44 15 91 -6.67 -0.43 15.66 -6 42 17 0.40 1 41 3 72 5 -0 45 16 17 -6 93 -0 45 16 17 -6.93 27 -0 69 5.58 3.27 6 -0 45 16.17 -6.93 -0.45 16.17 -6.93 3T -0.37 3.53 1.22 4T -0.29 3.02 -0.71 4 4E .III 11111 r' d\1* N PP WIND DIRECTION Longitudinal Direction Torsional Lood Cases Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction Area 1 Pre ,ure (k) with Area 1 Pressure (k) with 1 Surface 1 (+GC 1 (-GC, Surface 1 (+GC, 1 (-GC 1 1 1437 8.34 21.62 1 2025 1144 30.15 2 5415 120.93 -70.89 2 5529 123.49 -72.39 3 5415 -7717 -2713 3 5529 -78.07 -26.97 4 1437 17.58 -4.30 4 2025 -24.43 5.72 1 E 243 2.74 4.99 1E 255 2.81 5.17 2E 917 -29.41 -20.94 2E 802 -25.73 18.32 3E 917 16.88 -8.41 3E 802 14.62 -7.21 4E 243 3.87 1.62 4E 255 3.99 1.63 1 Horiz. et. 1 -2431 11 4 1 Horiz. I -42.67 01 42.67 71 10 psf min. Horrz. 23.10 23.10 10 psf min. Horiz. f 22.80 22.80 Sec. 6.1.4.1 Vert. 126.00 f 126.00 Sec. 6.14.1 Vert. I 126.00 126.00 1 Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction Area Pressure (k) with 1 Torsion (ft Area Pressure (k) with 1 Torsion (ft I Surface (ft) +GC (-GC„ (+GC (-GC,) Surface +GC (-GC +GC i (-GC 1 597 3.46 8.98 78 202 1 885 5.00 13.18 108 284 2 2249 50.23 -29.45 112 -66 2 4727 105.58 -61.89 276 162 3 2249 32.06 11.27 72 25 3 4727 -66.74 23.06 174 -60 4 597 -7.30 1.79 164 40 4 885 10.68 -2.50 230 54 1 E 243 2.74 4.99 123 224 1 E 255 2.81 5.17 147 270 2E 917 -29.41 -20.94 131 -94 2E 802 25.73 18.32 67 48 3E 917 16.88 -8.41 75 38 3E 802 14.62 7.21 38 19 4E 243 3.87 1.62 174 73 4E 255 -3.99 1.63 209 85 1T 840 1.22 3.16 32 -83 1T 1140 1.61 4.24 -46 121 2T 3166 17.67 10.36 46 27 2T 5529 30.87 18.10 161 -95 3T 3166 11.28 3.97 -29 10 3T 5529 19.52 -6.74 102 35 4T 840 -2.57 -0.63 -67 17 4T 1140 3.44 -0.80 -98 -23 Total Horiz. Torsional Load, MT 1 39 1 359 Total Horiz. Torsional Load, MT Design pressures for components and cladding P qh[ CG Cp) (G Cpl)] where. p pressure on component. (Eq. 6 -22, pg 28) Pmin 10 psf (Sec. 6.1 4.2, pg 21) GC external pressure coefficient. see table below (Fig. 6 -11 page 55-58) Comp. Cladding Pressure (Psf Wafls 1 621.2 621.2 1 2 2 2 ..,I A `;I r H iv ti ti 3 Roof Roof I Effective 1 Zone 1 I Zone 2 1 Zone 3 1 Zone 4 I Zone 5 Area (ft I GC,, 1 GC, I GC, 1 GC, GC, I GC, 1 GC, 1 GC, I GC, I GC, Comp. 1 10 1 0.30 I 1.00 1 0.30 1 1.80 1 0.30 1 2.80 1 0 90 I -0.99 1 0.90 I 1.26 (Walls reduced 10 Fig. 6 -11A note 5 Zone 1 I Zone 2 1 Zone 3 1 Zone 4 1 Zone 5 Positive 1 Negative 1 Positive 1 Negative 1 Positive 1 Negative 1 Po itive 1 Negative I Positive 1 Negative 12.32 1 30.29 1 12.32 1 -50.83 1 12.32 I 76.50 I 27.72 I 30.03 1 27 72 1 36 96 nbse associates STRUCTURAL. ENGINEERS 227 Bellevue Way NE MB 194 Bellevue, WA 98004 (425) 418-8502 629 State Street 4230 Santa Barbara, CA 93101 (805) 452-8152 321 High School Rd. NE 4216 Bainbridge Island, WA 98110 (206) 780-6822 1 JOB TITLE: SUBJECT JOB NO. SHEET NO. DESIGNER: DATE. t•uttAio 24p1 2.4" -012g .4 ,501 .4:0,64-40,&) 41"/P 410 -11.41 1 2 42,X 4/ 0 6"; .4p 00 ZA-)'AJD 65ov9eALI t7e:› 72-r Parer mn /3■0 4044/ se 0E- 1=404-eve 6e: v erttY el pg./ iqe eD „../e-41-4/t 9 re) 6 /2 r4 Viry Ces. moiNeic,e.dourL nbse associates STRUCTURAL ENGINEERS k aroF. k rc/ 227 Bellevue Way NE PMB 194 Bellevue, WA 98004 (425) 418-8502 629 State Street #230 Santa Barbara, CA 93101 (805) 452-8152 321 High Schoot Rd. NE #216 Bainbridge Island, WA 98110 (206) 780-6822 1 1 1 e.440- 1 JOB TITLE. SUBJECT JOB NO. 0 9,770 s 'S S $6 X13)4 eovek.i. w-tftY i 1 1 1 1 T 4- 1 1 1 14P 'C'041- 00' 0 SHEET NO. DESIGNER: DATE. 4- b_ 3 C)t tit ie(a(.73 /0e- 2o T07-1940 4- .1 7 k tir.7-(*-. •kte-4/ t i 20440.. .ipr.-- 7,'f /5 JZ1-79 S erre5 4 0 $A 5 4 rlAr,c Kin nbse associates STRUCTURAL ENGINEERS Tim 227 Bellevue Way NE PMB 194 Bellevue, WA 98004 (425) 418-8502 629 State Street t Barbara, CA 93101 JOB TITLE. (805) 452-8152 321 High School Rd. NE SUBJECT 4216 Bainbridge Island, WA 98110 NO. (206) 780-6822 JOB "g57 SHEET NO. DESIGNER: DATE. 3 I. 3 72- /41 MA es,- Lit ..agiffar nbse associates STRUCTURAL ENGINEERS -NEER s 4 227 Bellevue Way NE PMB 194 Bellevue, WA 98004 (425) 418-8502 629 State Street #230 Santa Barbara, CA 93101 (805) 452-8152 321 High School Rd. NE #2 Ba l 6 Bainbridge Island WA 98110 (206) 780-6822 JOB TITLE. SUBJECT JOB NO. SHEET NO. DESIGNER: DATE. 60 4