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REVIEWED Structural Calcualtion BLD2021-0235RECEIVED Mar 30 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0235 STRUCTURAL CALCULATION Prepared By Urbala Development, LLC. Designs * Engineers * Builds 33505 13"' Place S. Suite A Federal Way, WA 98003 Tel. (253)235-5532, Fax. (253)944-192 _ Job #20-07AE � M. C- ?:; �- �' 1 1 �2m �- & �11 � � Z- REVIEWED BY CITY OF EDMONDS Wind Speed = 110 mph, Exposure: "B" TRANG HOA SHORT PLAT NEW CONSTRUCTION 23135 75th Place W. Edmonds, WA 98026 FEB. 109 2021 Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E "Residential Design`Development-Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 BASIS OF DESIGN BUILDING CODE: GRAVITY LOADS: LATERAL LOAD CRITERIA: FOUNDATION: DESIGN LOADS ROOF LIVE LOAD: 2015 Edition of the International Building Code Roof Live Load = 25 psf. (snow) Roof Dead Load =15 psf. Floor Live Load = 40 psf. (reducible) DECK Floor Live Load = 60 psf. Floor Dead Load =12 psf. Wind Speed =110 mph, Exposure: B Seismic Site Class: D Seismic Design Category: D Speed footings shall bear on firm undisturbed soil 18" minimum below finished grade. Allowable Soil Bearing Pressure =1,500 psf. 25.00 PSF (snow load) ROOF DEAD LOAD: Roofing 7.00 psf (15 psf = the roof) 1/2" Plywood Sheating 2.00 psf Insulation 2.00 psf Trusses & 1 /2" G W B 3.00 psf (6 psf = file roof) Lighting, Mechanical, Electrical, Misc. 1.00 psf 9YPISOL113 15.00 PSF Total Dead Load 40.00 PSF (Reducible) FLOOR DEAD LOAD: Flooring 2.00 psf 3/4" Plywood Sheathing 3.00 psf Insulation 1.00 psf Floor Joists & Beams 5.00 psf Lighting, Mechanical, Electrical, Misc. 1.00 pst 12.00 PSF Total Dead Load 20-07E.mcd Design by : B.T. Urbala Development LLC. 7/8/2020 PROJECT:20-07E 'Residential Design•Development*Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 WOOD: JOISTS & FAFTERS: 2X4 HF#2 2X6 or Larger HF#2 BEAMS_ Width of4"and Less DF#2 Width of greater than4" DF#2 LEDGERS AND TOP PLATES: Width of4"and Less HF#2 STUDS: 2X4 HF#2 2X6 or Larger HF#2 POSTS: 4X4 HF#2 (unless note on plan) 4X6 or Larger HF#2 (unless note on plan) 6X6 or Larger HF#2 (unless note on plan) GLUED -LAMINATED (GLB) BEAM & HEADER: Fb=2,400 PSI, Fv=165 PSI, Fc (Perp) =650 PSI, E=1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER: Fb=2,900 PSI, Fv=290 PSI, Fc (Perp) =750 PSI, E=2,000,000 PSI. MICROLAM (LVL)1.9E BEAM & HEADER: Fb=2,600 PSI, Fv=285 PSI, Pc (Perp) =750 PSI, E=1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM HEADER & RIM BOARD: Fb=1,700 PSI, Fv=400 PSI, Pc (Perp) =680 PSI, E=1,300,000 PSI. TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BYA REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BEAVAILABLE AT TIME OF INSPECTION. ENGINEERED I -JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. 20-07E. m cd 2 w ROOF FRAMING PLANr� I ! ii5 - �©(41 �[tZ _ _ _ [ Z• _ _ i 2y 12 F 2 1 -R. is r 2x 2 1 IF# F R. JS ® 16 0.. ® 6" 0. . 3 , 6vB V0 VVB J-li v tY p8 - - _ - /C 12 U 2x ® 2 6" F# 0.. . JS I: 2 2 F 2 LR. J �k ®16 0. . i 600� - � I �� i - - 6 F 2 EC . ST , a xc _ � w,• m w 1-0/�• x 1 tK Bu _ Bawo sM' . u ae _ _ UPPER FLOOR FRAMING PLAN 1 8 m q SLAB ON GRADE f M. I-- u \ F h M CRAWL SPACE 18' W. W IPCR YR V BNtltlW M. --�- I 24 14 I SLAB ON GRADE 4' W C. 9 CY CRP➢E 1' CRP. FILL m SLAB ON GRADE - 4' CCXG L------------- CYI. FCOZ - - - - - - - - - - - - - - - - - - - - - W. FOOM W-v I i6-P F-l^Q'I W-r W-GI FOUNDATION PLAN Ai 1� fi I 1�-(4) = 6 v # r J/ Zs C`�/ = (VDv 27t� 40 (2)4) = 4-zoo A--,q z�# Z f1-V �� 03 IRS S�GL6 ' 85 11 O+ q D 4-12- 44e /g I 62 L l� p =Z4zz Ib -V- �ztf +Zzb(g lb 4-7 CS) +qn Iz(�>— 5-dq�, 2C(7 z) �-- 4-c(T) G[2(-+) +Ko 40 (-i) � 2� ot4 +—are(U�(z);E Jul 1 L(fz) +-- 4zD i (-z) 4 O a t1 6 lkax- -Z 61J; l �`fiT" GtiS 0 General Timber Beam Description General Information Section Name 4x12 Center Span 15.00ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir- Larch, No.2 Bon Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 60.00 #/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 15.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.678 : 1 Maximum Moment 4.7 k-ft Maximum Shear 1.5 Allowable 7.0 k-ft Allowable Max. Positive Moment 4.75 k-ft at 7.500 ft Shear: @ Left Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right Max. @ Left Support 0.00 k-ft Camber: @ Left Max @ Right Support 0.00 k-ft @ Center Max. M allow 7.00 Reactions... @ Right fb 772.05 psi fv 42.46 psi Left DL 0.52 k Max Fb 1, 138.50 psi Fv 207.00 psi Right DL 0.52 k Max Deflections Beam Design OK 1.7 k 8.2 k 1.27 k 1.27 k 0.000 in 0.177 in 0.000 m 1.27 k 1.27k Center Span... Dead Load Total Load Lett Cantilever... Dead Load Total Load Deflection -0.118 in -0.290 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,524.3 621.73 Right Cantilever... Camber ( using 1.5 ` D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.177 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sm 73.828 in3 Area 39.375 in2 Cf 1.100 Rb 0.000 Cl 1266.650 Max Moment Sm Read Allowable fb @ Center 4.75 k-ft 50.07 in3 1,138.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,138.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,138.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.67 k 1.67 k Area Required 8.077 in2 8.077 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 1.27 k Bearing Length Req'd 0.579 in Max. Right Reaction 1.27 k Bearing Length Req'd 0.579 in General Timber Beam Description General Information Section Name 4x10 Center Span 7.50 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 270.00 #/ft LL 450.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 7.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.990 : 1 Maximum Moment 5.1 k-ft Maximum Shear * 1.5 3.3 k Allowable 5.2 k-ft Allowable 6.7 k Max. Positive Moment 5.11 k-ft at 3.750 It Shear: @ Left 2.73 k Max. Negative Moment 0.00 k-f: at 7.500 ft @ Right 2.73 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.080in Max. M allow 5.17 Reactions... @ Right 0.000in fb 1,229.51 psi fv 101.09 psi Left DL 1.04 k Max 2.73 k Fb 1,242.00 psi Fv 207.00 psi Right DL 1.04 k Max 2.73 k Deflections Deflection ...Location ...Length/Deft Camber ( using 1.5 * @ Center @ Left @ Right -0.053 in 3.750ft 1,683.8 D.L. DO ) ... 0.080 in 0.000 in 0.000 in -0.140 in Deflection 3.750ft ...Length/Deft 642.01 Right Cantilever... Deflection ...Length/Deft 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 2727.400 Max Moment Sxx Rec'd Allowable fb @ Center 5.11 k-ft 49.41 in3 1,242.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,242.00 psi @ Right. Support 0.00 k-ft 0.00 in3 1,242.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.27 k 3.27 k Area Required 15.811 in2 15.811 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 2.73 k Bearing Length Req d 1.247 in Max. Right Reaction 2.73 k Bearing Length Req'd 1.247 in General Timber Beam Description General information Section Name 5.125x15 Center Span 19.00ft .....Lu 0.00 It Beam Width 5.125 in Left Cantilever It .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 It Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 216.00 #/ft LL 420.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft ILL #/ft Beam Design OK Span= 19.00ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.675 : 1 Maximum Moment 29.5 k-ft Maximum Shear * 1.5 8.1 k Allowable 43.7 k-ft Allowable 212 k Max. Positive Moment 29.48 k-ft at 9.500 It Shear: @ Left 6.21 k Max. Negative Moment 0.00 k-ft at 0.000 it @ Right 6.21 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.396in Max. M allow 43.66 Reactions... @ Right 0.000in fb 1,840.85 psi fv 105.61 psi Left DL 2.22 k Max 6.21 k Fib 2,726.24 psi Fv 276.00 psi Right DL 2.22 k Max 6.21 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.264 in -0.738 in Deflection 0.000 in 0.000 in ...Location 9.500ft 9.500ft ...Length/Deft 0.0 0.0 ...Length/Dell 864.6 308.79 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.396 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Ck 20.711 Le 0.000 ft Sm 192.188 in3 Area 76.875 in2 Cv 0.988 Rib 0.000 Cl 6206.825 Max Moment Sm Req'd Allowable fb @ Center 29.48 k-ft 129.77 in3 2,726.24 psi @ Left Support 0.00 k-ft 0.00 in3 2,726.24 psi @ Right Support 0.00 k-ft 0.00 in3 2,726.24 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.12 k 8.12 k Area Required 29.415 in2 29.415 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 6.21 k Bearing Length Req'd 1.863 in Max. Right Reaction 6.21 k Bearing Length Req'd 1.863 in a Rev: 580004 General Timber Beam Description 4 BEAM SUPPORT #3 General Information Section Name 5.125x15 Center Span 18.00ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.00O1n Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 16.00 #/ft LL 52.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 3.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 18.00ft, Beam Width = 5.125in x Depth = 15.In, Ends are Pin -Pin Max Stress Ratio 0.627 : 1 Maximum Moment 27.5 k-ft Maximum Shear* 1.5 11.9 k Allowable 43.9 k-ft Allowable 21.2 k Max. Positive Moment 27.50 k-ft at 3.528 ft Shear: @ Left 8.02 k Max. Negative Moment 0.00 k-f: at 18.000 ft @ Right 2.52 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.662 in Max. M allow 43.90 Reactions... @ Right 0.000m fb 1,717.38 psi fv 154.41 psi Left DL 7.55 k Max 8.02k Fb 2,741,02 psi Fv 276.00 psi Right DL 2.05 k Max 2.52 k Deflections e,,... _ .. __......_.... - - Deflection -0.441 in -0.488 in Deflection 0.000 in 0.000 in ...Location 7.920ft 7.992ft ...Length/Deft 0.0 0.0 ...Length/Deft 489.5 442.74 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.662 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Rev: 580004 -� General Timber Beam Description 4 BEAM SUPPORT #3 Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 192.188 in3 Area 76.875 in2 Cv 0.993 Rb 0.000 Cl 8018.152 Max Moment Sxx Req'd Allowable fb @ Center 27.50 k-ft 120.41 in3 2,741.02 psi @ Left Support 0.00 k-ft 0.00 in3 2,741.02 psi @ Right Support 0.00 k-ft 0.00 in3 2,741.02 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.87 k 3.62 k Area Required 43.009 in2 13.118 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 8.02 k Bearing Length Req'd 2.407 in Max. Right Reaction 2.52 k Bearing Length Req'd 0.756 in General Timber Beam Description General Information Section Name 5.125x15 Center Span 16.00ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Glul-am Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 408.00 #/ft LL 610.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 16.00ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.750 : 1 Maximum Moment 33.1 k-ft Maximum Shear' 1.5 10.5 k Allowable 44.2 k-ft Allowable 21.2 k Max. Positive Moment 33.13 k-ft at 8.000 ft Shear: @ Left 8.28 k Max. Negative Moment 0.00 k-ft at 16.000 ft @ Right 8.28 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.363 in Max. M allow 44.20 Reactions... @ Right 0.000in fb 2,068.68 psi fv 137.05 psi Left DL 3.40 k Max 8.28k Fb 2,760,00 psi Fv 276.00 psi Right DL 3.40 k Max 8.28 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.242 in -0.588 in Deflection 0.000 in 0.000 in ...Location 8.000 ft 8.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 794.3 326.30 Right Cantilever... Camber ( using 1.5 ` D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.363 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Ck 20.711 Le 0.000 It Sxx 192.188 in3 Area 76.875 in2 Cv 1.000 Rb 0.000 Cl 8282.799 Max Moment Sxx Read Allowable fb @ Center 33.13 k-ft 144.05 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 10.54 k 10.54 k Area Required 38.173 in2 38.173 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 8.28 k Bearing Length Req'd 2.486 in Max. Right Reaction 8.28 k Bearing Length Req'd 2.486 in I2- Rev: 580004 General Timber Beam Description 5A. DECK BEAM General Information Secflon Name 4x12 Center Span 15.00111 .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.250 in Right Cantilever It .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Bm Wt. Added to Loads Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi Wood Density 32.500 pcf E 1,300.0 ksi Full Length Uniform Loads Center DL 72.00 #/ft LL 140.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 15.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.939 : 1 Maximum Moment 6.2 k-ft Maximum Shear * 1.5 2.2 k Allowable 6.6 k-ft Allowable 6.8 k Max. Positive Moment 6.21 k-ft at 7.500 ft Shear: @ Left 1.66k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.66 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.256in Max. M allow 6.62 Reactions... @ Right 0.000m fb 1,009.77 psi fv 55.54 psi Left DL 0.61 k Max 1.66k Fb 1,075.25 psi Fv 172.50 psi Right DL 0.61 k Max 1.66 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.171 in -0.466 in Deflection 0.000 in 0.000 in ...Location 7,500 ft 7.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,054.7 386.24 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.256 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.576 Le 0.000 ft Sm 73.828 in3 Area 39.375 in2 Cf 1.100 Rb 0.000 CI 1656.650 Max Moment Sxx Req'd Allowable fb @ Center 6.21 k-ft 69.33 in3 1,075.25 psi @ Left Support 0.00 k-ft 0.00 in3 1,075.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,075.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.19 k 2.19 k Area Required 12.677 in2 12.677 in2 Fv: Allowable 172.50 psi 172.50 psi Bearing @ Supports Max. Left Reaction 1.66 k Bearing Length Req'd 1.169 in Max. Right Reaction 1.66 k Bearing Length Req'd 1.169 in 13 Rev: 580004 -- General Timber Beam Description 6 CANT. BEAM General Information Section Name 5.125x12 Center Span 8.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 It Beam Depth 12.000 in Right Cantilever 4.00ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 16.00 #/ft LL 52.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 16.00 #/ft LL 52.00 #/ft Point Loads Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 12.000 ft 0.000 ft 0.000 It 0.000 ft 0.000 It 0.000 ft 0.000ft Beam Design OK Span= 8.00ft, Right Cant= 4.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.860 : 1 Maximum Moment -24.3 k-ft Maximum Shear* 1.5 9.3 k Allowable 28.3 k-ft Allowable 17.0 k Max. Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 2.92 k Max. Negative Moment -23.93 k-ft at 8.000 it @ Right 6.25 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support -24.34 k-ft @ Center 0.189in Max. M allow 28.29 Reactions... @ Right 0.729in fb 2,374.93 psi fv 150.50 psi Left DL -2.87 k Max -2.72 k Fb 2,760.00 psi Fv 276.00 psi Right DL 9.15 k Max 9.62 k Deflections Deflection 0.126 in 0.122 in Deflection 0.000 in 0.000 in ...Location 4.647ft 4.647ft ...Length/Deft 0.0 0.0 ...Length/Deft 763.3 785.11 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection -0.486 in -0.494 in @ Center 0.189 in ...Length/Deft 197.5 194.4 @ Left 0.000 in - @ Right 0.729 in I� General Timber Beam Description 6 CANT. BEAM Stress Calcs Ck 20.711 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Rb 0.000 Cl 2663.359 Max Moment Sxx Reg'd Allowable fb @ Center 23.93 k-ft 104.03 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 24.34 k-ft 105.84 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.43 k 9.26 k Area Required 16.043 in2 33.536 in2 Fv, Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction -2.72 k Bearing Length Req'd 0.815 in Max. Right Reaction 9.62 k Bearing Length Req'd 2.888 in CS General Timber Beam Description 7. General Information Section Name Us Center Span 4.00ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 7.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 276.00 #/ft ILL 620.00 #/ft Left Cantilever DL #/ft ILL #/ft Right Cantilever DL #/ft ILL #/ft Beam Design OK Span= 4.00ft, Beam Width = 3.500in x Depth = 7.251n, Ends are Pin -Pin Max Stress Ratio 0.525 : 1 Maximum Moment 1.8 k-ft Maximum Shear * 1.5 1.9 k Allowable 3.4 k-ft Allowable 5.3 k Max. Positive Moment 1.80 k-ft at 2.000 ft Shear: @ Left 1.80 k Max. Negative Moment 0.00 k-ft at 4.000 ft @ Right 1.80 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000m Max @ Right Support 0.00 k-ft @ Center 0.014m Max. M allow 3.44 Reactions... @ Right 0.000 in fb 705.82 psi fv 75.05 psi Left DL 0.56 k Max 1.80 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.56 k Max 1.80 k Deflections Deflection -0.009 in -0.029 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 5,260.4 1,643.52 Right Cantilever... Camber ( using 1.5' D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.014 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sm 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 Cl 1803.453 Max Moment Sxx Req'd Allowable fb @ Center 1.80 k-ft 16.08 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.90 k 1.90 k Area Required 9.200 in2 9.200 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 1.80 k Bearing Length Req'd 0.824 in Max. Right Reaction 1.80 k Bearing Length Req'd 0.824 in 16 General Timber Beam Description 8 GARAGE DOOR HEADER General Information Section Name 5.125x15 Center Span 14.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 504.00 #/ft LL 830.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 14.00ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.749 : 1 Maximum Moment 33.1 k-ft Maximum Shear * 1.5 11.7 k Allowable 44.2 k-ft Allowable 21.2 k Max. Positive Moment 33.11 k-ft at 7.000 ft Shear: @ Left 9.46 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 9.46 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.261 in Max. M allow 44.20 Reactions... @ Right 0.000in fb 2,067.24 psi fv 152.09 psi Left DL 3.65 k Max 9.46k Fb 2,760.00 psi Fv 276.00 psi Right DL 3.65 k Max 9.46 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.174 in -0.450 in Deflection 0.000 in 0.000 in ...Location 7.000 ft 7.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 967.3 373.18 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.261 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 192.188. in3 Area 76.875 in2 Cv 1.000 Rb 0.000 Cl 9459.448 Max Moment Sxx Read Allowable fb @ Center 33.11 k-ft 143.95 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.69 k 11.69 k Area Required 42.362 in2 42.362 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 9.46 k Bearing Length Req'd 2.840 in Max. Right Reaction 9.46 k Bearing Length Req'd 2.840 in Rev: 580004 General Timber Beam Description U. HLAM UVLK HALL WAY General Information Section Name 3.125x12 Center Span 12.00ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur, Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 174.00 #/ft LL 280.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 12.00ft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.483 : 1 Maximum Moment 8.3 k-ft Maximum Shear* 1.5 3.5 k Allowable 17.2 k-ft Allowable 10.4 k Max. Positive Moment 8.32 k-ft at 6.000 ft Shear: @ Left 2.77 k Max. Negative Moment 0.00 k-ft at 12.000 It @ Right 2.77 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.158in Max. M allow 17.25 Reactions... @ Right 0.000in fb 1,331.89 psi fv 93.23 psi Left DL 1.09 k Max 2.77 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.09 k Max 2.77 k Deflections Deflection -0.105 in -0.266 in Deflection 0.000 in 0.000 in ...Location 6.000ft 6.000ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,370.2 540.60 Right Cantilever... Camber ( using 1.5 * D.L. Deft I ... Deflection 0.000 in 0.000 in @ Center 0.158 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 it Sm 75.000 in3 Area 37.500 in2 Cv 1.000 Rb 0.000 CI 2774.780 Max Moment Sxx Req'd Allowable fb @ Center 8.32 k-ft 36.19 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.50 k 3.50 k Area Required 12.667 in2 12.667 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 2.77 k Bearing Length Req'd 1.366 in Max. Right Reaction 2.77 k Bearing Length Req'd 1.366 in 0 Rev: 580004 General Timber Beam Description 10 General Information Section Name 6x12 Center Span 8.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 376.00 #/ft LL 625.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 8.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.777 : 1 Maximum Moment 8.1 k-ft Maximum Shear ` 1.5 4.7 k Allowable 10.5 k-ft Allowable 13.1 k Max. Positive Moment 8.12 k-ft at 4.000 ft Shear: @ Left 4.06 k Max. Negative Moment 0.00 k-ft at 8.000 It @ Right 4.06 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.048in Max. M allow 10.46 Reactions... @ Right 0.000in fb 803.98 psi fv 73.97 psi Left DL 1.56 k Max 4.06k Fb 1,035.00 psi Fv 207.00 psi Right DL 1.56 k Max 4.06 k Deflections Deflection ...Location ...Length/Deft Camber ( using 1.5 * @ Center @ Left @ Right -0.032.in 4.000ft 2,976.9 D.L. DO ) ... 0.048 in 0.000 in 0.000 in -0.084 in Deflection 4.000ft ...Length/Deft 1,144.33 Right Cantilever... Deflection ...Length/Deft 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sm 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 4061.099 Max Moment Sxx Reg'd Allowable fb @ Center 8.12 k-ft 94.17 in3 1,035.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,035.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,035.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.68 k 4.68 k Area Required 22.601 in2 22.601 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 4.06 k Bearing Length Req'd 1.181 in Max. Right Reaction 4.06 k Bearing Length Req'd 1.181 in 11 Rev: 580004 General Timber Beam Description 11 General Information Section Name 4x10 Center Span 6.00It .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 It Member Type Sawn Douglas Fir- Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 244.00 #/ft LL 480.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.637 : 1 Maximum Moment 3.3 k-ft Maximum Shear 1.5 24 k Allowable 5.2 k-ft Allowable 6.7 k Max. Positive Moment 3.29 k-ft at 3.000 ft Shear: @ Left 2.19 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.19 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.030 in Max. M allow 5.17 Reactions... @ Right 0.000in fib 791.21 psi fv 75.63 psi Left DL 0.75 k Max 2.19 k Flo 1,242.00 psi Fv 207.00 psi Right DL 0.75 k Max 2.19 k Deflections Deflection -0.020 in -0.058 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,629.0 1,247.06 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.030 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sm 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 2193.920 Max Moment Sxx Read Allowable fb @ Center 3.29 k-ft 31.80 in3 1,242.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,242.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,242.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.45 k 2.45 k Area Required 11.828 in2 11.828 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 2.19 k Bearing Length Req'd 1.003 in Max. Right Reaction 2.19 k Bearing Length Req'd 1.003 in 7-Q Rev: 580004 ` General Timber Beam I Description 12 General Information Section Name 4x10 Center Span 4.00ft .....Lu 0.00 It Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 9.250 in Right Cantilever it .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 400.00#/ft LL 1,120.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 4.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.591 : 1 Maximum Moment 3.1 k-ft Maximum Shear ` 1.5 2.8 k Allowable 5.2 k-ft Allowable 6.7 k Max. Positive Moment 3.05 k-ft at 2.000 ft Shear: @ Left 3.05 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.05 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.010in Max. M allow 5.17 Reactions... @ Right 0.000in fb 734.41 psi fv 87.18 psi Left DL 0.81 k Max 3.05k Fb 1,242.00 psi Fv 207.00 psi Right DL 0.81 k Max 3.05 k Deflections Deflection -0.006 in -0.024 in Deflection 0.000 in 0.000 in ...Location 2.000ft 2.000ft ...Length/Deft 0.0 0.0 ...Length/Deft 7,556.8 2,015.28 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.010 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sm 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 3054.613 Max Moment Sm Req'd Allowable fb @ Center 3.05 k-ft 29.51 in3 1,242.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,242.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,242.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.82 k 2.82 k Area Required 13.635 in2 13.635 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 3.05 k Bearing Length Req'd 1.396 in Max. Right Reaction 3.05 k Bearing Length Req'd 1.396 in 2I Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E `Residential Design`Development Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 LATERALANALYS/S BASED ON 2015 INTERNATIONAL BUILDING CODEAS MODIFIED BY LOCAL JURISDICTION. Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will be investigated for both wind and seismic lateral Ioads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/Allowable Stress Design) SEISMIC DESIGN SEISMIC DESIGN BASED ASCE 7-10 CHAPTER 12 SECTION 12.14 SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN CRITERIAFOR SIMPLE BEARING WALL SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT). Seismic Design Data: —Soils Site Class D (Assumed) —Seismic Design Category D1/D2 IE := 1.0 For Seismic Use Group I occupancy (ASCE 7-10 Table 11.5-1) R := 6.5 Light Framed Walls w/ Wood Shear Panels (ASCE 7-10 Table 12.14-1) Ss := 1.59 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short -Period SI = 0.552 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1-Second Period Fa = 1.00 Site Coefficient based on Site Class & SS (ASCE 7-10 Table 11.4-1) Fv := 1.5 Site Coefficient based on Site Class & S1 (ASCE 7-10 Table 11.4-2) W, WX Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) ASCE 7-05 Eq. 11.4-1 Sms := Ss -Fa Sms = 1.59 ASCE 7-05 Eq. 11.4-2 Sml := SI Fv Sml = 0.83 ASCE 7-05 Eq. 11.4-3 SDS:= SDS=1.06 3'Sms ASCE 7-05 Eq. 11.4-4 SDI = 2.Sml SDI = 0.55 20-07E.mcd -2-;?- Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E *Residential Design*Development*Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 SEISMIC WEIGHT OF STRUCTURE CHECK FOR EACH LEVEL Roof SlopeAdjustment Factor: S := 1 / \ S = 1.03 cos(/ atanl 2)) ROOF PLAN AREA EACH LEVEL: R2:= 2150ft2.S (Upper Roof Area) RI := 289ft2•S (Lower Roof Area) FLOOR AREA EACH LEVEL: A2:= 2160ft2 (2nd Floor) Weight of Structure at Each Level: Story Weight at Upper level: w2:= 15.psf•(R2)+ 10•psf•9•fb(P2) Story Weight at Main level: wl := 15•psf•(RI) + 12-psf•(A2) + 10.psf•(10•ft•Pl) Shear at each Level: F=1.0 for one-story building F=1.1 for two-story building 1.1 F=1.2 for three-story building F:= PLAN PERIMETER FOR EACH LEVEL: P2:= 2(36ft) + 2(60ft) (2nd Floor) Pl := 2(60ft) + 2(47ft) (1 st Floor) (weight of upper roof, and wall) (weight of lower roof, floor, & wall) V2E (F• S R .w2) V2E = 9062.97lb Story Shear at upper Floor [F'SDS'(WI)] VlE= V1E=9290.OSIb Story Shear at main Floor R 20-07E.mcd z3 Design by: B.T. Urbala Development L.L.C. 7/8/2020 PROJECT :20-07E 'Residential Design'Development•Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 WIND DESIGN USEANALYTICAL PROCEDURE OFASCE 7-10 SECTION 6.5 ENCLOSED LOW-RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 110 mph WIND SPEED Equation 6-18 p=gh[(GCpt) - (GCpi)] Mean Roof Height h := 22-ft qh = 0.00256KzKnKdv2l = Velocity Pressure Evaluated at mean Roof Height h (Equation 6-15) GCpi= External Pressure Coefficients per Figure 6-10 GCpi = Internal Pressure Coefficients per Figure 6-5 Kt 5 := 0.70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6-3) K20 := 0.70 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6-3) K25 := 0.70 Velocity Pressure Exposure Coefficients at 20ft < z <25ft (Table 6-3) K30 := 0.70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6-3) K40 := 0.76 Velocity Pressure Exposure Coefficients at 30ft < z <40ft (Table 6-3) Kd = 0,85 Wind Directionality Factor (Table 6-4). v = 110 Wind Speed per Hours (Figure 6-1). I := 1.0 Important Factor (Table 6-1). T 20-07E.mcd Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E 'Residential Design'Development'Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Velocity Pressure ( qz) Evaluated at Height z (Equation 6-15) 919:= 0.00256•Kl5•Kd.v I q20 = 0.00256•K20•Kd.v2.I q25 := 0.00256 K25 Kd.v2 I q30:= 0.00256.K30.Kd.v .I q40 0.00256•K40.Kd.v I Internal Pressure Coefficients (Figure 6-5) q15 = 18.43 q20 = 18.43 q25 = 18.43 q30 = 18.43 q40 = 20.01 GCpi := .18 +/- The Internal Pressures on Windward and Leeward Walls will oilset each other for the lateral design of the overall building and will therefore be ignored for this application. External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6-10) GCpfl := .56 GCpflE:= .69 GCpf2 := .21 GCpf2E := .27 GCpf3:= -.43 GCpt3E:_ -.53 GCpf4:= -.37 GCpf4E:_ -.48 20-07E.mcd Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E *Residential Design*Development*Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 P15.1 := 915'(GCpfl)'psf P15.1 = 10.321bft 2 P15.IE = 915'(GCpf1E)'Psf P15.1E = 12.721bff 2 P15.2:= 915'(GCpf2)'psf P15.2 = 3.871bft 2 P15.2E := 915'(GCpf2E)'psf P15.2E = 4.981bft 2 PI5.3:=915'(GCpf3)psf P153=-7.931bft2 P15.3E:=915'(GCpf3E)'psf P15.3E_-9.77lbf-2 P15.4:= 915'(GCpf4)'psf P15.4 =-6.821bfi 2 P15.4E = 415'(GCpf4E)'psf P15.4E =-8.851bft 2 P20.1 := 920'(GCpfl)-psf P20.1 = 10.321bft 2 P20.1E := 920'(GCpf1E)'psf P20.1E = 12.721bft 2 P20.2 := 420'(GCpf2).psf P20.2 = 3.87lbft 2 P20.2E := 920'(GCpf2F).psf P20.2E = 4.98lb8 2 P20.3 := 920'(GCpf3).psf P20.3 = -7.93 lb fi 2 P20.3E := 920'(GCpf3E) psf P20.3E _ -9.77lb fr 2 P20.4 = 920'(GCpf4)psf P20.4 =-6.821 ff 2 P20.4E := 920'(GCpf4E)'psf P20.4E = -8.85 lb fi 2 P25.1 = 925'(GCpfl)'psf P25.1 = 10.321bft 2 P25.1E = 925'(GCpfIE)'psf P25.1E = 12.721bft 2 P25.2 = 925'(GCpf2).psf P25.2 = 3.871bff 2 P25.2E= 925'(GCpf2E)'Psf P25.2E = 4.981bft 2 P25.3:= 925'(GCpf3)'psf P25.3 =-7.931b ft 2 P25.3E = 925'(GCpf3E)'psf P25.3E =-9.771b fr 2 P25.4:= 925'(GCpf4)'psf P25.4 =-6.82lb ft 2 P25.4E := 925'(GCpf4E)'psf P25.4E _ -8.85 lb ft2 P30.1 = 430'(GCpfl)-psf P30.1 = 10.321bft 2 P30.IE:= 930-(GCpfIE).psf P30.1E = 12.721bft 2 P30.2:= 930'(GCpf2)-psf P30.2 = 3.871bf[ 2 P30.2E := 430'(GCpf2E).psf P30.2E = 4.981bf[ 2 P30.3 := 930'(GCpf3).psf P30.3 = -7.93 Ib ft 2 P30.3E := 930'(GCpf3E)'psf P30.3E =-9.771b ft 2 P30.4 = 930-(GCpf4).psf P30.4 =-6.82Ib ft 2 P30.4E ` 930'(GCpf4E)'Psf P30.4E =-8.851b ft 2 P40.1 = 940'(GCpfl)-psf P40.1 = 11.211bf -2 P40.1E:= 940'(GCpflE).psf P40.1E = 13.811bft 2 P40.2:= 940-(GCpf2).psf P40.2 = 4.21bft 2 P40.2E = 940'(GCpf2E).psf P40.2E = 5.41bf[ 2 P40.3:= 440'(GCpf3).psf P40.3 =-8.61bff 2 P40.3E = 940'(GCpf3E).psf P40.3E,=-10.611bft 2 P40.4:= 940-(GCpf4).psf P40.4 = -7.41bft 2 P40.4E = 940'(GCpf4E)'Psf P40.4E _ -9.61 lb 8 2 20-07E. mcd 7-I K 1[ OF 5G 5G 1 II `G INI SG IV41 INN w I _I: I©imimm-11Im-goMilo nnl � hII� EAST ELEVATION 11 FRONT ELEVATION SCALE'?8 lwm M- -------------- REAR ELEVATION z-t6�s� LEFT ELEVATION x 1 ----- ------------ ---------------- ------- -- APF E GRADE RIGHT ELEVATION 2,� Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E 'Residential Design*Development*Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 WIND AT UPPER LEVEL ------ (All sides)---------- W2 (P15.1—P15.4)'Oft+(P20.1—P20.4)511+(P25.1—P25.4)'2ft END ZONE WIND AT UPPER LEVEL — ------ (All sides) ---------- W2E = (PIS.IE — P15AE)'Oft + (P20.IE — P20.4E)'5ft + (P25.IE — P25.4E)'211 WIND AT MAIN LEVEL -----(all sides) ---------- W] (P15.1—PI5.4) 10ft END ZONE WIND AT ROOF LEVEL -- ----- (all sides) --- ------ W 1 E := (PI 5.1 E— PI5.4E)' 1 Oft But not less than 10 psf over the projected vertical plane. W2 — 119 981b ft 1 WI=171.41lbftI W2E = 150.95lb f -I W1E = 215,641bf -I 27 � f 20-07E. mcd 0 \�� I BEDROOM 3 W L!J `�I1, G _(' �v CLCSET V (2) M68 DI -PASS WALL LINE 1I (U,5 l� 4020 TRANS xo zaG sn SI NOW xo > 60 x32 W.I.C. BATH SAUNA. LOD 2*L LOFT 2fi6(1 Bj---------------- M�FTLZ}-°si33 UPPER FLOOR PLAN 1&6w ------ W,LL LINE BELOW------ ' of m nl i HIS CLOSET OPEN TO ��� — — MASTER RM. 3) 8020 NX SG MEG FIX SG BONUS RM EGRESS HER CLOSET MASTER BATH DECK 5 w _____ WALL LINE BELOW ----- n\ 36" HE RAILING 43EP0 IXI§G. wW Fx L---___-- CSL------------------------ A 1q Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E *Residential Design*Development*Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Shear wall line AA: Step 1. Wind analysis on wall Wind loads per foot: W2=119.98lb81 W2E=150.95lbft- Distance between shear wall: LI = 30•ft Shearwallpanels: Laa:= (14.5 + 19)ft Percent full height sheathing: % _ ( 10 ft1 100 I\ 10•ft (W2 + W2E) LI Wind Force: vaa:= 2 2 Laa Steo2. Seismic analvsis on wall Laa = 33.5 ft o 100 Max Opening Height =Oft-Oin, Therefore Co:= 1.00 /0= per IBC Table 2305.3.8.2 vaa = 60.66lb ft 1 vaa = 60.66lb ft 1 Wind loads per foot Co Seismic Weight per level: V2E = 9062.97lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 60-ft V2E Ll 0.7p•-•- E Seismic Force: Eaa := Lt 2 Eaa = 47.34lb ft I as 47.341b ft 1 Seismic loads per foot Laa Co Step 3. Checking Overturninq Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 9.0 ft Base Plate Nail Spacing (2003 NDS Tablell N) Laa := 14.5-ft OTM := vaa-Laa-Pt OTM = 7915.65 lb ft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•lb CD := 1.33 Z'N := ZN'CD Z'N = 162.26lb WR := 0.6(15•psf)-2-ft•Laa + 0.6•(10 psf).Pt• 1 •Las Bp := ZN Bp - 2.68 ft Per Nail vaa DLRM := WR Laa DLRM = 756916 ft Anchor Bolt Spacing (2003 NDS Table 11 El 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As := 830-1b CD := 1.6 ZB := As•CD Zg = 13281b OTM - DLRM HDFaa:- HDFaa = 23.911 ZB'Co Co Laa As := As = 21.89 ft Per Bolt vaa Step 4. Shear Wall Su mma Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: vaa -1 Eaa -1 Bp - 2.68 ft As = 21.89ft HDFaa = 23.91lb NO HOLDOWN - = 60.661bft - = 47.34lbft Co Co 16d @ 16" o.c. 5/8" A.B. @ 60" ac. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 pff 20-07E.mcd Design by : B.T. Urbala Development LLC. 7/8/2020 PROJECT:20-07E 'Residential Design'Development"Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Shear wall line BB: Step 1. Wind analysis on wall Wind loads per foot: W2=119.98lbft- 1 W28=150.95lbft1 Distance between shear wall: Ll := 30 ft Shear wall panels: Ebb:— (19 + 7.5)ft Ebb = 26.5 ft Percent full height sheathing: off":= r10-ft1100 %=100 Max Opening Height=Oft-Oin, Therefore Co:= 1.00 Il\ 10•ftJJ per IBC Table 2305.3.8.2 (W2+W2E) Ll Wind Force: vbb := 2 2 vbb = 76.68lbft 1 vbb = 76.681bft I Wind loads per foot Ebb Co Step 2. Seismic analysis on wall Seismic Weight per level: Seismic Force: Ebb V2E = 9062.97lb Assumed p 1.0 Bldg Width in direction of Load: Lt := 60 ft V2E Ll 0.7p Lt E Ebb 2 Ebb = 59.85Ibft 1 C bb = 59.851bft 1 Seismic loads per foot 0 Step 3. Checking Overtuminq Moment & Holdown on Wall Overtuming Moment on Wall: Plate Height: Pt := 9.Oft Base Plate Nail Spacing (2003 NDS Table11 N) 16d Common Nails & 1-1/2" Plate Hem -Fir Ebb := 9-ft OTM := vbb-Lbb Pt OTM = 6210.98lbft Dead Load Resisting Overturning: ZN := 122db CD := 1.6 Z'N := ZN'CD Z'N = 195.21b Z'N Per Nail WR:=0.6(15•psf)2-ft•Lbb+0.6•(10•psf)•Pt•1-Ebb Bp:_ vbb Bp=2.55ft DLRM := WR. Lbb DLRM = 2916lb ft Anchor Bolt Spacing (2003 NDS Table 11 E) 2 518" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: AS := 830•]b CD := 1.6 Zg = As.CD Zg = 13281b RM HDFbb := OTM — DLHDFbb = 366.11 It, ZB'Co Co.Lbb As:— As = 17.32 fr Per Bolt vbb Step 4. Shear Wall Su mmaru Wind Force: Seismic Force: B.P Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: vbb -I Ebb -1 Bp = 2.55 ft As = 17.32 ft HDFbb = 366.11 lb NO HOEDOWN — = 76.68lbft — = 59.851bft Co Co 16d @ 16" o.c. 5/8" A.B. @ 60" ac. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf 20-07E.mcd �Z Design by : B.T. Urbala Development LLC. 7/8/2020 PROJECT:20-07E 'Residential Design'Development`Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Shear wall line CC: Step 1. Wind analysis on wall Wind loads per foot: W2 = 119.98 lb ft I W2E = 150.95lbft 1 Distance between shear wall: Ll = 36•ft Shear wall panels: Lee := (10.5 + 10 + 6 + 4)ft Lee = 30.5 ft Percent full height sheathing: %:= 10•fr 100 10ft (W2 + W2E) Ll Wind Force: vcc 2 2 Lee SteD 2. Seismic analysis on wall o 100 Max Opening Height =Oft -gin, Therefore Co := 1.00 /0= per IBC Table 2305.3.8.2 vcc = 79.95lbfr. 1 We = 79.951bft 1 Wind loads per foot Cc Seismic Weight per level: V2E = 9062.97lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 36•ft V2E Ll 0.7p Lt 2 E Seismic Force: Ems := Ecc = 104lb ft 1 c = 104lb ftt1 Seismic loads per foot Lee Co Step 3. Checkina Overturnina Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 9.Pft Base Plate Nail Spacing (2003 NDS Table1l N) Lee := 4-ft OTM:= Ecc'Lcc Pt OTM = 3744.05 lb ft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122 Ib CD := 1.33 Z'N := ZN'CD Z'N = 162.261b ZbN Per Nail WR:=0.6(15•psf)•18•ft•Lcc+0.6-(10•psf)•Pt•1•Loo Bp:= - Bp=1.56ft Ecc Lee DLRM := WR DLRM = 1728lb ft Anchor Bolt Spacing (2003 NDS Table 11 E ) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As := 830-lb CD := 1.6 Zg := As Cp Zg = 13281b OTM - DLRM HDFcc := HDFcc = 504.0116 ZB'Co Co Loo As := As = 12.77 ft Per Bolt Bcc Step 4. Shear Wall Su mmary. Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: We 1 Ecc I B = 1.56 ft As = 12.77ft HDFcc = 504.01 lb NO HOLDOWN — = 79.95lb ft — = 104 lb ft p Co Co 16d @ 16" o.c. 5/8" A.B. @ 60" o.c. PI -6: 7116" Sheathing wl8d nails @ 6" O.C. Wind Capacity = 339 pff Seismic Capacity = 242 pff 20-07E.mcd 37 Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E 'Residential Design'Development'Consulting 3:29 PM 33505 13th PL. 3 Federal Way, WA 98003 Shear wall line DD: Step 1. Wind analysis on wall Wind loads per foot: W2=119.981bftI W2E=150.95lbff1 Distance between shear wall: Ll := 36•ft Shear wall panels: Ldd:= (3 + 3 + 4.5)ft Ldd = 10.5 ft Percent full height sheathing: % := 10 ft 100 10-ft (W2 + W2E) Ll Wind Force: vdd := 2 2 Ldd Step 2. Seismic analysis on wall 100 Max Opening Height =Oft-Oin, Therefore Co- 1.00 = per IBC Table 2305.3.8.2 vdd = 232.23lbft 1 vdd = 232.23lbR I Wind loads per foot Co Seismic Weight per level: V2E = 9062.97lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 36•ft V2E Ll 0.7p E Seismic Force: Edd . Lt 2 Edd = 302.1 lb 8 I d= 302.1 lb 8 I Seismic loads per foot Ldd Co Step 3. Checking Overtumino Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 9.0ft Base Plate Nail Spacing (2003 NDS Tablell N) L 3-ft OTM := Edd-Ldd-Pt OTM = 8156.67lbft 16d Common Nails & 1.1/2" Plate Hem -Fir Ldd:= Dead Load Resisting Overturning: ZN := 122 1b CD := 1.33 Z'N := ZN'CD Z'N = 162.26lb WR:= 0.6(15•psf).18•R-Ldd+0.6•(10•psf).Pt•I Ldd BP := Z'N Bp=0.54ft Per Nail Edd Ldd DLRM := WR - 2 DLRM = 9721b ft Holdown Force & Net Uplift: HDFdd := OTM - DLRM HDFdd = 2394.89lb CO-Ldd Step 4. Shear Wall Su mma Anchor Bolt Spacing (2003 NDS Table 11 E 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As:- 830.Ib CD := 1.6 ZB := A, -CD ZB = 13281b As := ZBZBCo As = 4.4 ft Per Bolt Edd Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: vdd E 1 dd 1 BP = 0.54 fr As = 4.4 ft HDFdd = 2394.891b Simpson = 232.23 lb ft = 302.1 lb ft MST371 Co Co 16d @ 6" o.c. 518" AB. @ 52" o.c. MSTC48B3 P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf 20-07E.mcd 34 Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07 E `Residential DesignV evelopmenMonsulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Shear wall line EE: Step 1. Wind analysis on wall Wind loads per foot W2 = 119.981bft 1 Distance between shear wall: Ll := 30-ft L2:= 30•ft Shear wall panels: Lee. (16)ft Lee =16ft Percent full height sheathing: o/v _ r 10•frl 100 % = 100 Max Opening Height= Oft-Oin, Therefore Co:= 1.00 l lO ftJ per IBC Table 2305.3.8.2 (W2). L1+L2 Wind Force: vee:= 2 vee = 224.97lbft- 1 vee _ 224.971bft- 1 Wind loads per foot Lee Co Steo 2. Seismic analysis on wall Seismic Weight per level: V2E = 9062.97lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 60•ft V2E � Ll + L2 0.7p• Lt 2 E Seismic Force: Eee := Eee = 198.251b ft 1 ee = 198.251b ft 1 Seismic loads per foot Lee Co Step 3. Checkinq Overtuminq Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 9.&ft Base Plate Nail Spacing (2003 NDS Tablell N) Lee := 16•fr OTM:- vee Lee.Pt OTM = 32395.681b ft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122 lb CD := 1.33 Z'N := ZN-CD Z'N = 162.261b WR:=0.6(15-psf)2ft•Lee+0.6•(10•psf)•Pt•1•Lee Bp:=Z'N Bp=0,72ft Per Nail vee DLRM := WR. LZe DLRM = 92161b ft Anchor Bolt Spacing (2003 NOSTable 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1 /2" Plate Hem -Fir Holdown Force & Net Uplift: As := 830 Ib CD := 1.6 ZB := As CD ZB = 13281b OTM - DLRM FIDFee := IIDFee = 1448.731b ZB'Co Co Lee As := As = 5.9 ft Per Bolt vee Step 4. Shear Wall Su mmaru. Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: Simpson vee _ 224.971b ft 1 E ee = 198.25 lb ft 1 BP — 0.72 ft As = 5.9 ft FIDFee = 1448.731b MST37 Co Co 16d @ 8" o.c. 5/8" AB. @ 60" ac. P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 pff Seismic Capacity = 242 plf 20-07E.mcd /4 CI. PANTRY ' v V DINI u8 3 m r �r t' I f q E. 3aso xo « AE E 1 d28 A s ©I©I INIEI 36" COCKTOP NOOK SIIIK Did 0 4x 10' HAND CLOSET •ALL LINE ABODE OPEN TO ASI I ENTRY NORM , RP MAIN FLOOR PLAN LANDING BEDROOM 1 _______ WAIL ❑xE >bOK _ Z6m _ _ iH Z FAMILY RM STCF..GE 0 E STEP P 3 CAR GARAGE '}y�,l�'�((�/ 4iCOV0 SLAB ON CRATE e�LSE kd PEr, ET Tow=aD Drw -PRONOE ONE LAYER 1 6N8 EWE "% Ai CEILINGS COMMON WTH HABITAGLE AREAS -WERE ME SEPARATION IS A ELODR-CEILING ASSEMBLY, GLAD ALL SUPPORT COLUMNS. BEAMS AND WLLLS NTH ONE LAYER \- GAB. -ME 34RAGE SHALL BE SEPARATED FRONT THE RESDENCE IND ATTIC AREA NTH NO LESS THAN V GAS ON ME GARAGE SIDE C WI.C. Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E *Residential Design*Development*Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Shear wall line A: Step 1. Wind analysis on wall Wind loads per foot WI=171.411bft1 WIE=215.641b81 Distance between shear wall: Ll := 30 ft Shear wall panels: La := (4.5 + 11.5)ft La = 16ft Percent Tull height sheathing: %;_ r 10•ft 100 % = 100 Wind Force: va:= 10•ft 0.5vaa-Laa+ (WI + W1E) L1 2 2 va = 244.93 lb I ft La Max Opening Height = Oft-Oin, Therefore Co:= 1,00 per IBC Table 2305.3.8.2 va = 244.93 lb ft 1 Wind loads per foot Co Step 2. Seismic analysis on wall Seismic Weight per level: VIE = 9290.051b Assumed p := 1.0 Bldg Width in direction of Load: Seismic Force: Ea := 0.5Eaa Laa+ 0.7p. VlE Ll Lt 2 La Step 3. Checking Overturning Moment & Holdown on Wall Lt:= 60•ft Ea = 151.171b ft E 1 z = 151.17lb ft I Seismic bads per foot Co Overturning Moment on Wall: Plate Height: Pt := 10.0ft Base Plate Nail Spacing (2003 NDS Table11N) 16d Common Nails & 1-1/2" Plate Hem -Fir La := 4.5•ft OTM := va Ly Pt OTM = 11021.711b ft Dead Load Resisting Overturning: ZN = 122 Ib CD := 1.33 Z'N := ZN-CD Z'N = 162.261b WR 0.6(15-psf).2-ft-La+0.6(10-psf)•Pt•La+[0.6(12-psf)-1-ft•Ls] Bp:= Z'N Bp=0.66ft Per Nail ca La DLRM := WR. DLRM = 862.65lbft Anchor Bolt Spacing (2003 NDS Table 11 E) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As = 830.1b CD := 1.6 ZB := As•CD ZB = 13281b OTM - DLRM HDFa := HDFa = 2257.571b ZB' Co Co.La As := As = 5.42 ft Per Bolt va Step 4. Shear Wall Su mmary. Wind Force: va=244.93lbft I Ca Seismic Force: Ea = 151.17lbft1 Co P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 pit Seismic Capacity = 242 pit B.P. Nailing Spacing Bp - 0.66 ft 16d @ 7" o.c. A.B. Spacing As = 5.42 ft 5/8" AB. @ 60" ac. Holdown Force: Holdown Types: HDFa = 2257.5716 STHD14RJ 20-07E.mcd Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E *Residential Design*Development*Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Shear wall line B: Step 1. Wind analysis on wall Wind loads per foot: W1=171.41lbft- 1 W1E=215.641bft1 Distance between shear wall: Ll := 30-ft Shear wall panels: Lb := (13 + 8)ft Lb = 21 ft Percent full height sheathing: %:= r10•11 100 I`110-ft//II Wind Force: vb:= vbb•Lbb + (WI + W1E) Ll 2 2 Lb %= 100 Max Opening Height =Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vb = 234.99lbftI vb = 234.991b8 1 Wind loads per foot Co Step 2. Seismic analysis on wall Seismic Weight per level: VIE = 9290.05lb Assumed p 1.0 Bldg Width in direction of Load: Seismic Force: Eb :- Ebb-Lbb + 0.7p. VIE LI Lt 2 Lb Step 3. Checking Overtumina Moment & Holdown on Wall Lt:= 60-ft E Eb = 152.941b ft 1 b = 152.941b ft1 Seismic loads per foot Co Overturning Moment on Wall: Plate Height: Pt 10.0ft Base Plate Nail Spacing (2003 NDS Tablet N) Lb := 8-ft OTM := vb Lb Pt OTM = 18799.331bft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122 Ib CD:_ 1.6 Z'N := ZN CD Z'N = 195.21b WR:=0.6(15psf)2-ft-Lb+0.6(10•psf)Pt-Lb+r0.6(12•psf)-1.33•ft•Lb] Bp:= Z'N Bp=0.83ft Per Nail vb L DLRM := WR b DLRM = 2802.43 lb ft Anchor Bolt Spacing (2003 NDS Table 11 E) 2 518" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: AS := 830-1b CD := 1.6 ZB := As -CD ZB = 13281b OTM - DLRM HDFb HDFb = 1999.61 lb ZB'Co Co -Lb As := As = 5.65 It Per Bolt vb Step 4. Shear Wall Su mma Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: vb 1 Eb -1 B = 0.83 ft As = 5.65 ft HDFb = 1999.61 lb STHD14RJ — = 234.991b ft — = 152.94lb ft p Co co 16d @ 9" o.c. 5/8" A.B. @ 60" ac. P1-6: 7M 6" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 pff 20-07E.mcd 3� Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E *Residential Design*Development*Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Step 1. Wind analysis on wall Wind loads per foot: W1=171.411bftl WIE=215.641b81 Distance between shear wall: Ll := 11-ft Shear wall panels: Lc (4.5 + 4.5)ft Lc = 9 ft Percent full height sheathing: onf= r10•ftl 100 %= 100 Max Opening Height =Oft-oin, Therefore Co:= 1.00 110-ftJ per IBC Table 2305.3.8.2 (Wl + WIE) Ll Wind Force: vc:= 2 2 vc = 118.261bft I vc = 118.261bft 1 Wind loads per foot Lc Co Step 2. Seismic analysis on wall Seismic Weight per level: VIE = 9290.05lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 47•ft 0.7p VIE -- Ll— E Seismic Force: Ec := Lt 2 Ec = 84.55lb 8 I c = 84.55lb ft1 Seismic loads per foot Lc Co Step 3. Checking Overtumina Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 10.0ft Base Plate Nail Spacing (2003 NDS Tablell N) 16d Common Nails & 1-1/2" Plate Hem -Fir Lc:= 4.5-fr OTM := vcL� Pt OTM = 5321.871bft Dead Load Resisting Overturning: ZN := 122-1b CD := 1.33 Z'N := ZN'CD Z'N = 162.261b WR:=0.6(15•psf)•5•ft•Lo+0.6•(10•psf)•Pt•Lc+[0.6(12•psf)8ftLCI Bp:=Z'N Bp_137ft Per Nail VC Lc DLRM := WR' DLRM = 1646.331b ft Anchor Bolt Spacing (2003 NDS Table 11 El 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: AS := 830-lb CD := 1.6 Zg := AsCp ZB = 13281b OTM — DLRM HDFc := HDFc = 816.791b ZB'Co Co.Le As := As = 11.23 ft Per Bolt vc Step 4. Shear Wall Su mmaru Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: vc -I Ec -1 Bp = 1.37 ft As = 11.23 ft HDFc = 816.791b NO HOLDOWN — = 118.261bft — = 84.551bft Co Co 16d @ 16" o.c. 5/8" A.B. @ 60" ac. PI -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity=339 plf Seismic Capacity = 242 plf 20-07E. mcd Design by: B.T. Urbala Development LLC. 7/6/2020 PROJECT :20-07E *Residential Design`Development*Consulling 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Shear wall line D: Step 1. Wind analysis on wall Wind bads per foot: W1=171A11b81 WIE=215.641b81 Distance between shear wall: LI := 24 ft Shear wall panels: Ld (3 + 3 + 2 + 2 + 7)ft Ld = 17 ft Percent full height sheathing: ou:=r10ft100 %=100 Max Opening Height =Oft-Oin,Therefore Co:=1.00 l 10•ft) per IBC Table 2305.3.8.2 vddLdd+(WI +WIE) LI Wind Force: vd := 2 2 vd = 280.04lb ft 1 vd = 280.04 lb ft I Wind loads per foot Ld Co Step 2. Seismic analysis on wall Seismic Weight per level: VlE = 9290.05 lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 47 ft Edd•Ldd + 0.7p. VIE LI Seismic Force: Ed Lt 2 E Ed = 284.26lb ft1 d = 284.26lb ft 1 Seismic loads per foot Ld Co Step 3. Checkino Overtumino Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 10.0ft Base Plate Nail Spacing (2003 NDS Tablell N) Ld:- 3-ft OTM := Ed-Ld-Pt OTM = 8527.74lb ft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN 122 1b CD := 1.33 Z'N := ZN'CD Z'N = 162.261b WR:=0.6(15•psf)•18•ft-Ld+0.6•(l0psf)PtLd+[0.6(12•psf)•6•ft•Ld] Bp := N Bp-057ft Per Nail Ed Ld DLRM := WR.DLRM = 1193.4lb ft Anchor Bolt Spacing (2003 NDS Table 11 E) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift A,:- 830.Ib CD := 1.6 ZE := As.CD ZB = 1328 ]b OTM - DLRM HDFd := HDFd = 2444.781b CLd As := ZBCo o As = 4.67 ft Per Bolt Ed 20-07E.mcd we Design by: B.T. Urbala Development I.I.C. 7/8/2020 PROJECT :20-07E *Residential Design*Development*Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 20.0ft Base Plate Nail Spacing (2003 NOS Table11 N) Ld := 7-ft OTM := Ed•Ld-Pt OTM = 39796.131bft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122 1b CD := 1.33 Z'N := ZN CD Z'N = 162.261b WR 0.6(15•psf)•18•ft•Ld+0.6•(10-psf)•Pt•Ld+[0.6(12•psf)•6•ft•Ld] Bp := ZN Bp=0.57ft Per Nail Ed Ld DLRM = WR•- 2 Holdown Force & Net Uplift, HDFd:= OTM - DLRM Co-Ld Step 4. Shear Wall Su mma DLRM = 7967.4lb ft HDFd = 4546.96lb Anchor Bolt Spacing (2003 NOS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir A,:- 830.Ib ZB'Co As Ed CD := 1.6 ZB := As'CD ZB = 13281b As = 4.67 ft Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vd 280.04 lb ft I Ed = 284.261b f -1 Bp = 0.57 ft As = 4.67 ft HDFd = 4546.96 lb Co Co 16d@6"o.c. 5/8" AB. @ 5N' a c. P1-4: 7/16" Sheathing w/ 8d nails @4" O.C. Wind Capacity =494 pV Seismic Capacity = 353 pff Restraint Panel Height =1 Oft Maximum Restraint Panel Width=1ft-41/2in Minimum Allowable Shear per Panel =1100 lb ShearperPanel: V (3.75ft•vd) d = 2 Vd = 525.071b O.K SeeAPA Technical TopicTT--100 "A Portal Frame with Hold Downs for Wal Brach or Engineered Applications' (Emphasis Added) SEE PORTAL FRAME CONSTRUCTION DETAIL ON STRUCTURAL SHEETS FOR FRAMING, NAILING, AN D HOLDO WNS AT EACH GARAGE PORTAL FRAME PANEL Per Bolt Holdown Types: Simpson STHD14RJ STHD14 ZI � 20-07E.mcd Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT:20-07E 'Residential Design'Development"Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Shear wall line E: Step 1. Wind analysis on wall Wind loads per foot: WI=171.41lbft- 1 Distance between shear wall: Ll := 30-ft Shear wall panels: Le := (21.5)ft Percent full height sheathing: %:= 10•11 100 l0 ft) W. Ll + L2 1 Wind Force: ve 2 Le Step 2. Seismic analvsis on wall L2:= 30-ft Le = 21.5 ft = 100 Max Opening Height =Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 ve = 239.171b ft-1 Ve = 239.17lb ft' Wind loads per foot Co Seismic Weight per level: VIE = 9290.05 lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 60•ft VIE Lt - Ll+L2 2 E 0.7p• Seismic Force: Ee= Le Ee=151.23lb81 e=151.23lbft1 Seismic loads per foot co Step 3. Checkinq Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 10.0ft Base Plate Nail Spacing (2003 NDS Table11 N) Le := 21.5•ft OTM := ve Le Pt OTM = 51421.711b ft 16d Common Nails & 2-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122 lb CD := 1.33 Z'N := ZN CD Z'N = 162.261b WR:=0.6(15•psf)•2•ft•Le+0.6.(l0-psf)•Pt•Le+[0.6(12•psf)-1,fr.Le] Bp := Z'N Bp=0.68ft Per Nail ve Le DLRM := WR. DLRM = 19691.85lb ft Anchor Bolt Spacing (2003 NDS Table 11 E1 2 5/8" Dia. Bolt (6" Embed) & 1.1/2" Plate Hem -Fir Holdown Force & Net Uplift: As 1030.Ib CD := 1.6 ZB = AS CD ZB = 16481b OTM - DLRM HDFe := HDFe = 1475.81 ]b ZB'Co Co Le As :_ As = 6.89 ft Per Bolt ve Step 4. Shear Wall Su mmarY Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: Ee Bp = 0.68 ft STHD14RJ ve 1 -1 = 239.17 lb ft = 151.23 lb ft As = 6.89 ft HDFe = 1475.81 lb 0 0 16d @ 8" o.c. 5/8" AB. @ 60" ac. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 pff Seismic Capacity = 242 pff 20-07E.mcd Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :2O-O7E 'Residential Design"Development'Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Shear wall line F: Step 1. Wind analysis on wall Wind loads per foot: W1 = 171.41lbft- Distance between shear wall: Ll := 12•ft Shear wall panels: Lf:=(15)ft Percent full hei height " 10-ft 9 9 /o :_ 100 l0-ft Ll+L2 WI 2 Wind Force: of :_ Lf Steo 2. Seismic analvsis on wall L2:= 24•ft Lf=15ft %-100 Max Opening Height =Oft-0in, ThereforeCo:= 1.00 per IBC Table 2305.3.8.2 of = 205.69lb 8 I of = 205.691b fC 1 Wind loads per foot Co Seismic Weight per level: V1 E = 9290.051b Assumed p := 1.0 Bldg Width in direction of Load: Lt := 47 ft 0.7p VIE Ll+L2 — Seismic Force: Ef = Lt 2 Ef = 166.03 lb ft I E f = 166.03 lb ft 1 Seismic loads per foot Lf Co Steo 3. Checking Overtumina Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt := 10.0ft Base Plate Nail Spacing (2003 NDS Tablell N) Lf := 15-ft OTM := of .Lf Pt OTM = 30853.031b ft 16d Common Nails & 1-112" Plate Hem -Fir Dead Load Resisting Overtuming: ZN := 122-1b CD := 1.33 Z'N := ZN CD Z'N = 162.26lb WR:=0.6(15•psf)•0•ftLf+0.6•(10•psf)-Pt•Lf+[0.6(12•psf)-12•ft•Lf] BP := ZN Bp=0.79ft Per Nail Vf Lf DLRM:= WR'- 2 Holdown Force & Net Uplift: HDFf :_ OTM - DLRM Co-Lf DLRM = 164701b ft HDFf = 958.871b Anchor Bolt Spacing (2003 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As _ 830 lb ZB'Co As:- of CD := 1.6 ZB := As CD ZB = 1328lb As = 6.46 ft Step 4. Shear Wall Su mmary Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: of _1 Ef _I Bp - 0.79 ft As = 6.46 ft HDFf = 958.87lb C = 205.69 lb ft = 166.03 lb ft 16d @ 8" o.c. 0 0 5/8" A.B. @ 60" ac. P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 pff Seismic Capacity = 242 pff Per Bolt Holdown Types: STHD14RJ 20-07E.mcd Design by: B.T. Urbala Development LLC. 7/8/2020 PROJECT :20-07E *Residential Design*Development*Consulting 3:29 PM 33505 13th PL. S Federal Way, WA 98003 Shear wall line G: Step 1. Wind analysis on wall Wind loads per foot: WI = 171.411bft 1 Distance between shear wall: Ll := 11ft Shear wall panels: Lg:= (9 + 4.5)ft Percent full height sheathing: % _ C10-ftl 100 10ft Wind Force: vg:= vcc•Lcc + W I. Ll+L2 2 Step 2. Seismic analvsis on wall Lg L2:= 12•ft Lg = 13.5 ft o 100 Max Opening Height=Oft-Oin, Therefore Cn:= 1.00 /v= per IBC Table 2305.3.8.2 vg = 326.63 lb ft-1 vg = 326.63lb ft-1 Wind loads per foot co Seismic Weight per level: VI E = 9290.05lb Assumed p := 1.0 Bldg Width in direction of Load: Lt 47-ft Ecc•Lcc+ 0.7p- V1E LI + L2 E Seismic Force: E := Lt 2 Eg = 352.83lbfF1 g = 352.83lbft I Seismic loads per foot g Lg Co Step 3. Checkina Overtumina Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 10.0ft Base Plate Nail Spacing(2003 NDS Table11N) 16d Common Nails & 2-10' Plate Hem -Fir Lg := 4.5•ft OTM := vg Lg Pt OTM = 14698.5 lb ft Dead Load Resisting Overtumina: ZN := 122 lb CD := 1.33 Z'N := ZN'CD Z'N = 162.261b WR:= 0.6(15•psf) 18•ft-L9+0.6•(10•psf)•Pt•Lg+F0.6(12•psf)•7.ft.Q Bp:= ZN Bp=0.5ft Per Nail g Lg DLRM := WR — 2 Holdown Force & Net Uplift: OTM - DLRM HDFg:= DLRM = 2758.05lbft Anchor Bolt Spacing (2003 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir A 1030-1b C 1.6 Z A �C Z 16481b s�= D�= B�= s D B= �c Lg As := ZB Cc As = 5.05 ft vg Step 4. Shear Wall Summary, Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vg = 326.631b ftI Eg = 352.83 lbft- - I Bp = 0.5 ft As = 5.05 ft HDFg = 2653.43 lb Cc Cc 16d@6"o.c. 5/8" A.B. @ 60" ac. HDFg = 2653.43 lb P14: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf Per Bolt Holdown Types: STHD14RJ 20-07E.mcd