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2021-12-06-21065 - Storhouse Yelm Structural CALCSSTRUCTURAL CALCULATIONS FOR CREEK ROAD SELF STORAGE 10512 CREEK ST WEST YELM, WA 98597 December 6, 2021 BNT JOB NO. 21065 B&T DESIGN & ENGINEERING, INC. P O B O X 5 9 5 ISSAQUAH, WA 98027 PROJECT:21065 - Storhouse Creek Road - Yelm General Criteria SHEET: 1 OF 5 12/6/2021 BUILDING CODES: 2018 IBC ASCE 7-16 GRAVITY LOADS: ROOF : ROOF SLOPE: ROOFING 2.0 PSF RISE = 2 22 GA HSB-36 METAL ROOF 2.0 PSF RUN = 12 FRAMING @ 6'o.c. 2.5 PSF SLOPE = 1.0138 RIGID INSULATION 2.0 PSF SPRINKLERS 2.0 PSF SOLAR READY 3.0 PSF MECH & ELECT 2.0 PSF MISC. 2.0 PSF TOTAL DL = 18 PSF x Slope factor = 18 PSF TOTAL LL [SNOW - min] = 25 PSF LD DUR = 115% [FOR WOOD MEMBERS] TOTAL ROOF DESIGN LOAD = 43 PSF Typical roof joist spcg = 10.0 FT TYPICAL BAY SPACING (ft) = 10 Typical roof joist length = 10.0 FT FLOOR : 5-INCH CONCRETE ON W2 20 GA FORMLOK 48.3 PSF SPRINKLERS 2.0 PSF MECH & ELECT 1.5 PSF MISC. 3.0 PSF TOTAL DL = 55 PSF LL = 125 PSF [STORAGE] % of STORAGE LOAD to ADD TO SEISMIC =25%LL @ LOBBIES & EXITS = 100 PSF % of FLOOR AREA WITH STORAGE =75%PSF TOTAL FLOOR DESIGN LOAD = 180 PSF WALL TYPES: 6" METAL STUD 6 PSF 8" CMU 78 PSF (Solid Grouted) MISC DL TO ADD TO SEISMIC = 2.0 PSF PROJECT:21065 - Storhouse Creek Road - Yelm General Criteria SHEET: 2 OF 5 12/6/2021 LATERAL LOADS: BUILDING RISK CATEGORY II EXPOSURE & GUST FACTOR "Ce" =Height WIND: 1.12 45 ft BASIC WIND SPEED V (MPH) = 110 1.09 40 ft Exposure = B 1.05 35 ft Wind Importance Factor I = 1.0 1.00 30 ft Topographic Factor Kzt = 1.0 ASCE7-16 Table 26.8-1 1.00 25 ft Directionality Factor Kd = 0.85 ASCE7-16 Table 26.6-1 1.00 20 ft Load Factor for ASD combinations =0.6 ASCE7-16 2.4.1 EQ. 5. & 7.1.00 15 ft SEISMIC:Zip Code:98597 Ss = 1.280 g REDUNDANCY FACTOR (rho) =1.0 S1 = 0.462 g SYSTEM OVERSTRENGTH FACTOR Ω =2.5 Fa = 1.000 HORIZONTAL PLAN IRREGULARITY?Yes Type 2 Fv = 1.838 INCREASE FACTOR FOR PLAN IRREGULARITY =0.25 SDS = 0.853 g SD1 = 0.566 g PERCENT ACCIDENTAL TORSION TO CONSIDER =5% Load Factor for ASD combinations =0.7 ASCE7-16 2.4.1 EQ. 5. & 8. R = 5 [Special Reinforced Masonry Shearwalls] Seismic Importance Factor Ie = 1.00 v =0.119 x W BUILDING GEOMETRY: LENGTH (FT) =290.0 WIDTH (FT) =100.0 LEVEL:ROOF 3rd FLOOR 2nd FLOOR 1st FLOOR PARAPET HEIGHT (FT) = 36.00 HT (FT) = 34.00 21.67 11.67 0.0 WALL HT (FT) = 12.00 9.67 11.33 N.A. AREA (FT^2) = 29,000 29,463 27,980 N.A. Yelm (Site Class "C" - Seismic Design Category "D") [ASCE7-16 12.3.3.4] PROJECT:21065 - Storhouse Creek Road - Yelm General Criteria SHEET: 3 OF 5 12/6/2021 BUILDING GEOMETRY (cont'd): GRIDS: LONGITUDINAL A B C D D.5 E F F.5 F.8 G H DISTANCE FROM "0" 0.0 10.00 20.00 30.00 35.00 40.00 50.00 56.50 57.58 60.00 70.00 J K L 80.00 90.00 100.00 TRANSVERSE 1 2 3 4 5 6 7 8 9 10 11 DISTANCE FROM "0" 0.0 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 12 13 14 14.5 15 16 16.5 17 18 19 20 110.00 120.00 130.00 135.75 140.00 150.00 154.50 160.00 170.00 180.00 190.00 21 22 23 24 25 26 27 28 29 30 200.00 210.00 220.00 230.00 240.00 250.00 260.00 270.00 280.00 290.0 MATERIAL PROPERTIES: FOUNDATION qa (psf) = 3,000 weight (pcf) = 135 qa for retaining Walls (psf) = 3,000 Lateral soil Loads E.F.P. (active - unrestrained) = 35 PCF E.F.P. (active - restrained) = 50 PCF 7 X "H" added to active-unrestrained - for seismic 9 X "H" added to active-restrained - for seismic E.F.P. (PASSIVE) = 300 Coefficient of friction (sliding) = 0.4 CONCRETE fc (psi) = 3,000 weight (pcf) = 150 fy (psi) = 60,000 Ec (psi) = EcV (psi) = 3.122E+06 1.311E+06 PROJECT:21065 - Storhouse Creek Road - Yelm General Criteria SHEET: 4 OF 5 12/6/2021 MATERIAL PROPERTIES CONT'D): CMU WALLS Modulus of Elasticity of Steel (psi) = weight (pcf) = 115 Seismic Design Modulus of Elasticity of Masonry (psi) = Fs (psi) = 32,000 SHEAR FACTOR = 1.5 Ev (psi) =720,000 F'm (psi) = 2,000 n =16.1 γg = 1.0 Fb (psi) = 900 kbal = 0.312 SPECIAL INSPECTION? YES STRUCTURAL STEEL WF Shapes - Fy (psi) = 50,000 E (psi) = HSS Shapes - Fy (psi) = 46,000 Channels & Angles - Fy (psi) = 36,000 Pipes - Fy (psi) = 36,000 ROOF DECKS 18 GA PLB-36 METAL DECK Allowable Diaphragm Values: Zone I (plf) = 949 4 Welds per support - VSC2 @ 24''o.c. (PUNCHLOK II SYSTEM) Zone II (plf) = 1042 5 Welds per support - VSC2 @ 24''o.c. (PUNCHLOK II SYSTEM) Zone III (plf) = 1364 7 Welds per support - VSC2 @ 18''o.c. (PUNCHLOK II SYSTEM) Diaphragm Design: REDUNDANCY FACTOR (rho) = 1.00 rho = 1.00 [for diaphragm forces derived from 12.10.1.1] SYSTEM OVERSTRENGTH FACTOR Ω = 2.50 [for collectors ] INCREASE FACTOR FOR PLAN IRREGULARITY = 1.25 [for transfer forces derived from 12.10.1.1] EQ Factor for Strength Design = 1.43 Out-of plane anchorage to Flexible diaphragms Rp = 3.0 ap = 1.5 [0.45 x f'm - 8.3.4.2.2] 29,000,000 2.90E+07 1,800,000 PROJECT:21065 - Storhouse Creek Road - Yelm General Criteria SHEET: 5 OF 5 12/6/2021 MATERIAL PROPERTIES CONT'D): FLOOR DECK VERCO 18 GA. W2 FORMLOK W/ 5" CONCRETE FLOOR Deck Span Length (ft) No. of Spans 10.0 1 253 Okay = SHORING REQ'D 2 301 Okay 3 301 Okay 2,430 plf Connection at CMU walls: Use Simpson SET-XP Epoxy 4 1,355 4.25 5 2,735 5 6 3,515 6.75 MATERIAL DESIGN REQUIREMENTS: LOAD COMBINATIONS: eq (5.3.1a) 1.4 0.0 0.0 0.0 0.0 D eq (5.3.1b) 1.2 1.6 0.5 0.0 0.0 Lf eq (5.3.1c) 1.2 1.0 1.6 0.0 0.0 S eq (5.3.1c) 1.2 0.0 1.6 0.5 0.0 S eq (5.3.1d) 1.2 1.0 0.5 1.0 0.0 W eq (5.3.1e) 1.2 1.0 0.2 0.0 1.0 E eq (5.3.1f) 0.9 0.0 0.0 1.0 0.0 W eq (5.3.1g) 0.9 0.0 0.0 0.0 1.0 E Vallowab le (plf) Rebar Size Min Embed (in) ACI318-14 Table 5.3.1 (Strength Design) D Lf S W E Pimary Load 5" normal wt concrete (4) 1/2"Ø puddle welds per support Allowable shear in W2 - 18 GA Formlok Deck: Maximum allowable superimposed loads (psf) : PROJECT:21065 - Storhouse Creek Road - Yelm Foundation & Wall Loads SHEET: 1 OF 1 12/6/2021 T.W.1 (ft) T.W.2 (ft) T.W.1 (ft) T.W.2 (ft) T.W.1 (ft) T.W.2 (ft) T.W.1 (ft) T.W.2 (ft) T.W.1 (ft) T.W.2 (ft) T.W.1 (ft) T.W.2 (ft) T.W.1 (ft) T.W.2 (ft) Tributary Widths 0.00 5.00 5.00 0.00 0.00 5.00 5.00 0.00 5.00 5.00 0.00 5.00 5.00 0.00 Roof DL (plf)0 89 89 0 0 89 89 0 89 89 0 89 89 0 Roof LL (plf)0 125 125 0 0 125 125 0 125 125 0 125 125 0 Total Load (plf)0 214 214 0 0 214 214 0 214 214 0 214 214 0 Tributary Widths 0.00 5.00 5.00 0.00 0.00 5.00 5.00 0.00 5.00 5.00 0.00 5.00 5.00 0.00 DL (plf)0 274 274 0 0 274 274 0 274 274 0 274 274 0 LL (plf)0 625 625 0 0 625 625 0 625 625 0 625 625 0 Total Load (plf)0 899 899 0 0 899 899 0 899 899 0 899 899 0 Tributary Widths 0.00 5.00 5.00 0.00 0.00 5.00 5.00 0.00 5.00 5.00 0.00 5.00 5.00 0.00 DL (plf)0 274 274 0 0 274 274 0 274 274 0 274 274 0 LL (plf)0 625 625 0 0 625 625 0 625 625 0 625 625 0 Total Load (plf)0 899 899 0 0 899 899 0 899 899 0 899 899 0 Wall Type Wall Height (ft) Wall Type Wall Height (ft) Total DL (plf) Total LL (plf) Total Load (plf) Tributary Length (ft) Total Load (lb) Min Ftg Size (ft) GRID 30 N.A. 1.61 N.A. N.A. N.A. 8" CMU 36.00 N.A. N.A. 3,445 1,375 4,820 N.A. 1.61 4,820 N.A. N.A. 2,750 4,239 N.A. 1,375 N.A. N.A. 1,489 1,375 N.A. 4,820 4,820 2,228 GRID A GRID 1 853 3,445 36.00 36.00 N.A. 8" CMU TYP INTERIOR BRG WALL 6" METAL STUD 36.00 N.A. 6" METAL STUD 0.74 LEVEL: 3rd FLOOR LEVEL: ROOF N.A. N.A. 1,375 3,445 853 N.A. N.A. 1,375 1,375 2,228 1.61 1.61 0.74 LOCATION GRID L GRID A GRID L N.A. N.A. N.A. 6" METAL STUD LEVEL: 2nd FLOOR N.A. N.A. N.A. N.A. 8" CMU 36.00 3,445 36.00 36.00 8" CMU N.A. N.A. 1.41 (425) 557-0779 21065 - Storhouse Creek Road - Yelm Footing & HSS Column Design SHEET: 1 OF 4 12/6/2021 Supported Beam:2FB10 height (ft) =11.33 Try: Total Axial Load (lb) =80,145 A (in^2) =5.24 b (in) =6.00 Sx (in^3) = 28.6 d (in) = 6.00 Ix (in^3) =28.6 Total Lateral Load (lb) =0 r (in) =2.34 Wt (plf) =18.99 Maximum Bending force (K-ft) =0.00 K =1.0 Maximum H Reaction at base (K) = 0.000 KL/r = 58.10 Cc = 111.50 Axial:Bending:Axial + Bending: fa (ksi) =15.29 fb (ksi) =0.00 Cm =1.0 Fa (ksi) = 21.55 Fb (ksi) = 30.67 Fe = 44.23 Δ (in) = 0.00 eq. 1 = 0.71 O.K. eq. 2 = 0.55 O.K. eq. 3 = 0.71 O.K. Required Ftg Area (ft^2) =26.71 Use F5.5 Supported Beam:2FB8 height (ft) =11.33 Try: Total Axial Load (lb) =30,176 A (in^2) =3.37 b (in) =4.00 Sx (in^3) = 7.8 d (in) = 4.00 Ix (in^3) =7.8 Total Lateral Load (lb) =0 r (in) =1.52 Wt (plf) =12.18 Maximum Bending force (K-ft) =0.00 K =1.0 Maximum H Reaction at base (K) = 0.000 KL/r = 89.45 Cc = 111.50 HSS6X6X1/4 HSS4X4X1/4 (425) 557-0779 21065 - Storhouse Creek Road - Yelm Footing & HSS Column Design SHEET: 2 OF 4 12/6/2021 Supported Beam:2FB8 (cont'd) Axial:Bending:Axial + Bending: fa (ksi) =8.95 fb (ksi) =0.00 Cm =1.0 Fa (ksi) = 16.39 Fb (ksi) = 30.67 Fe = 18.66 Δ (in) = 0.00 eq. 1 = 0.55 O.K. eq. 2 = 0.32 O.K. eq. 3 = 0.55 O.K. Required Ftg Area (ft^2) =10.06 Use F4.5 Supported Beam:2FB4 height (ft) =11.33 Try: Total Axial Load (lb) =26,414 A (in^2) =3.37 b (in) =4.00 Sx (in^3) = 7.8 d (in) = 4.00 Ix (in^3) =7.8 Total Lateral Load (lb) =0 r (in) =1.52 Wt (plf) =12.18 Maximum Bending force (K-ft) =0.00 K =1.0 Maximum H Reaction at base (K) = 0.000 KL/r = 89.45 Cc = 111.50 Axial:Bending:Axial + Bending: fa (ksi) =7.84 fb (ksi) =0.00 Cm =1.0 Fa (ksi) = 16.39 Fb (ksi) = 30.67 Fe = 18.66 Δ (in) = 0.00 eq. 1 = 0.48 O.K. eq. 2 = 0.28 O.K. eq. 3 = 0.48 O.K. Required Ftg Area (ft^2) =8.80 Use F3.5 HSS4X4X1/4 (425) 557-0779 21065 - Storhouse Creek Road - Yelm Footing & HSS Column Design SHEET: 3 OF 4 12/6/2021 Supported Beam:2FB6 height (ft) =11.33 Try: Total Axial Load (lb) =48,473 A (in^2) =4.1 b (in) =4.00 Sx (in^3) = 9.14 d (in) = 4.00 Ix (in^3) =9.14 Total Lateral Load (lb) =0 r (in) =1.49 Wt (plf) =14.78 Maximum Bending force (K-ft) =0.00 K =1.0 Maximum H Reaction at base (K) = 0.000 KL/r = 91.25 Cc = 111.50 Axial:Bending:Axial + Bending: fa (ksi) =11.82 fb (ksi) =0.00 Cm =1.0 Fa (ksi) = 16.06 Fb (ksi) = 30.67 Fe = 17.93 Δ (in) = 0.00 eq. 1 = 0.74 O.K. eq. 2 = 0.43 O.K. eq. 3 = 0.74 O.K. Required Ftg Area (ft^2) =16.16 Use F4.5 Supported Beam:2FB7 height (ft) =11.33 Try: Total Axial Load (lb) =27,829 A (in^2) =3.37 b (in) =4.00 Sx (in^3) = 7.8 d (in) = 4.00 Ix (in^3) =7.8 Total Lateral Load (lb) =0 r (in) =1.52 Wt (plf) =12.18 Maximum Bending force (K-ft) =0.00 K =1.0 Maximum H Reaction at base (K) = 0.000 KL/r = 89.45 Cc = 111.50 HSS4X4X5/16 HSS4X4X1/4 (425) 557-0779 21065 - Storhouse Creek Road - Yelm Footing & HSS Column Design SHEET: 4 OF 4 12/6/2021 Supported Beam:2FB7 (cont'd) Axial:Bending:Axial + Bending: fa (ksi) =8.26 fb (ksi) =0.00 Cm =1.0 Fa (ksi) = 16.39 Fb (ksi) = 30.67 Fe = 18.66 Δ (in) = 0.00 eq. 1 = 0.50 O.K. eq. 2 = 0.30 O.K. eq. 3 = 0.50 O.K. Required Ftg Area (ft^2) =9.28 Use F3.5 (425) 557-0779 21065 - Storhouse Creek Road - Yelm Framing Summary SHEET: 1 OF 1 12/6/2021 Mark Member Length (ft) Length of Cantilever (ft) No. of Lams? VaL (lb) VaR (lb) TOTAL Ra (lb) Vb (lb) TOTAL Rb (lb) RB1 - TYP HDR 800S200-97 5.20 0.00 2 0 556 1,111 556 1,111 O.K. RB2 W12X26 12.50 0.00 1 0 1,336 1,336 1,336 1,336 O.K. RB3 - ELEVATOR BM W12X30 18.67 0.00 1 0 9,399 9,399 9,391 9,391 O.K. RB4 W12X26 12.50 0.00 1 0 2,671 2,671 2,671 2,671 O.K. RB5 800S200-97 6.67 0.00 2 0 713 1,425 713 1,425 O.K. RB6 800S200-97 10.00 0.00 2 0 712 1,425 712 1,425 O.K. 3FB1 - TYP HDR 800S200-97 5.20 0.00 2 0 2,012 4,025 2,012 4,025 O.K. 3FB2 W12X26 12.50 0.00 1 0 5,619 5,619 5,619 5,619 O.K. 3FB3 1000S200-97 8.50 0.00 2 0 4,729 9,458 4,729 9,458 N.G. 3FB3 - ALT W12X22 15.00 0.00 1 0 16,691 16,691 16,691 16,691 O.K. 3FB4 W12X30 12.50 0.00 1 0 9,675 9,675 9,675 9,675 O.K. 3FB5 W12X26 10.00 0.00 1 0 9,877 9,877 9,877 9,877 O.K. 3FB6 W36X194 50.00 0.00 1 0 61,983 61,983 61,983 61,983 O.K. 3FB7 W30X108 50.00 0.00 1 0 34,742 34,742 34,742 34,742 O.K. 2FB1 - TYP HDR 800S200-97 5.20 0.00 2 0 2,012 4,025 2,012 4,025 O.K. 2FB2 W12X26 12.50 0.00 1 0 5,619 5,619 5,619 5,619 O.K. 2FB3 W12X30 12.00 0.00 1 0 9,288 9,288 9,288 9,288 O.K. 2FB4 W12X35 14.00 0.00 1 0 26,414 26,414 26,414 26,414 O.K. 2FB5 W14X90 20.00 0.00 1 0 29,510 29,510 29,510 29,510 O.K. 2FB6 W14X90 20.00 0.00 1 0 48,473 48,473 48,473 48,473 O.K. 2FB7 W12X35 14.75 0.00 1 0 27,829 27,829 27,829 27,829 O.K. 2FB8 W12X53 15.00 0.00 1 0 30,176 30,176 30,176 30,176 O.K. 2FB9 W12X50 12.50 0.00 1 0 22,517 22,517 18,896 18,896 O.K. 2FB10 W18X119 21.75 0.00 1 0 47,291 47,291 80,145 80,145 O.K. 2FB11 1000S200-97 6.75 0.00 2 0 3,611 7,222 2,898 5,795 O.K. PROJECT:21065 - Storhouse Creek Road - Yelm ROOF FRAMING LAYOUT SHEET: 1 OF 1 12/6/2021 PROJECT:21065 - Storhouse Creek Road - Yelm 3RD FLOOR FRAMING LAYOUT SHEET: 1 OF 1 12/6/2021 PROJECT:21065 - Storhouse Creek Road - Yelm 2ND FLOOR FRAMING LAYOUT SHEET: 1 OF 1 12/6/2021 (425) 557-0779 21065 - Storhouse Creek Road - Yelm Framing Design SHEET: 1 OF 3 12/6/2021 Mark Canti- lever Back- span No. of Lams? Rep Use? Slope Factor Canti- lever Back- span Canti- lever Back- span Canti- lever Back- span Canti- lever Back- span Canti- lever Back- span RB1 - TYP HDR 800S200-97 12 ga 0 5.2 2 N.A. 1.0 0 0 0 0 0 0 0 10 0 10 RB2 0 12.5 1 N.A. 1.0 0 0 0 0 0 0 0 5 0 5 RB4 0 12.5 1 N.A. 1.0 0 0 0 0 0 0 0 10 0 10 RB5 800S200-97 12 ga 0 6.67 2 N.A. 1.0 0 0 0 0 0 0 0 10 0 10 RB6 800S200-97 12 ga 0 10 2 N.A. 1.0 0 0 0 0 0 0 0 5 0 5 3FB1 - TYP HDR 800S200-97 12 ga 0 5.2 2 N.A. 1.0 0 10 0 0 0 10 0 0 0 0 3FB2 0 12.5 1 N.A. 1.0 0 5 0 5 0 0 0 0 0 0 3FB3 1000S200-97 12 ga 0 8.5 2 N.A. 1.0 0 10 0 10 0 0 0 10 0 10 3FB3 - ALT 0 15 1 N.A. 1.0 0 10 0 10 0 0 0 10 0 10 3FB4 0 12.5 1 N.A. 1.0 0 10 0 0 0 10 0 0 0 0 3FB5 0 10 1 N.A. 1.0 0 10 0 0 0 10 0 10 0 10 2FB1 - TYP HDR 800S200-97 12 ga 0 5.2 2 N.A. 1.0 0 10 0 0 0 10 0 0 0 0 2FB2 0 12.5 1 N.A. 1.0 0 5 0 5 0 0 0 0 0 0 2FB3 0 12 1 N.A. 1.0 0 10 0 0 0 10 0 0 0 0 2FB4 0 14 1 N.A. 1.0 0 20 0 10 0 10 0 10 0 10 2FB7 0 14.75 1 N.A. 1.0 0 20 0 10 0 10 0 10 0 10 2FB8 0 15 1 N.A. 1.0 0 20 0 20 0 0 0 10 0 10 2FB9 0 12.5 1 N.A. 1.0 0 5 0 5 0 0 0 0 0 0 2FB11 1000S200-97 12 ga 0 6.75 2 N.A. 1.0 0 10 0 0 0 10 0 0 0 0 W12X53 W12X50 W12X35 W12X26 W12X22 W12X30 W12X26 W12X26 W12X30 W12X35 Member W12X26 W12X26 ROOF twDL (ft)LENGTH (ft) LOADING CRITERIA UNIFORM LOADS FLOOR twDL (ft) FLOOR twLL (ft) FLOOR twLL2 (ft) ROOF twLL (ft) UNIFORM LOADS (425) 557-0779 21065 - Storhouse Creek Road - Yelm Framing Design SHEET: 2 OF 3 12/6/2021 Mark RB1 - TYP HDR 800S200-97 12 ga RB2 RB4 RB5 800S200-97 12 ga RB6 800S200-97 12 ga 3FB1 - TYP HDR 800S200-97 12 ga 3FB2 3FB3 1000S200-97 12 ga 3FB3 - ALT 3FB4 3FB5 2FB1 - TYP HDR 800S200-97 12 ga 2FB2 2FB3 2FB4 2FB7 2FB8 2FB9 2FB11 1000S200-97 12 ga W12X53 W12X50 W12X35 W12X26 W12X22 W12X30 W12X26 W12X26 W12X30 W12X35 Member W12X26 W12X26 PDL (lb) PLL (lb) x1 (ft) PDL (lb) PLL (lb) x2 (ft) Canti- lever Back- span Canti- lever Back- span Shear Vmax (lb) VaL (lb) VaR (lb) 0 0 0 0 0 0 0 0 0 214 0 0 556 0 556 0 0 0 0 0 0 0 0 0 214 0 0 1,336 0 1,336 0 0 0 0 0 0 0 0 0 427 0 0 2,671 0 2,671 0 0 0 0 0 0 0 0 0 214 0 0 713 0 713 0 0 0 0 0 296 417 5.00 0 107 0 356 712 0 712 0 0 0 0 0 0 0 0 0 774 0 0 2,012 0 2,012 0 0 0 0 0 0 0 0 0 899 0 0 5,619 0 5,619 0 0 0 0 0 0 0 0 0 1,113 0 0 4,729 0 4,729 0 0 0 0 0 0 0 0 0 2,225 0 0 16,691 0 16,691 0 0 0 0 0 0 0 0 0 1,548 0 0 9,675 0 9,675 0 0 0 0 0 0 0 0 0 1,975 0 0 9,877 0 9,877 0 0 0 0 0 0 0 0 0 774 0 0 2,012 0 2,012 0 0 0 0 0 0 0 0 0 899 0 0 5,619 0 5,619 0 0 0 0 0 0 0 0 0 1,548 0 0 9,288 0 9,288 0 0 0 0 0 0 0 0 0 3,773 0 0 26,414 0 26,414 0 0 0 0 0 0 0 0 0 3,773 0 0 27,829 0 27,829 0 0 0 0 0 0 0 0 0 4,023 0 0 30,176 0 30,176 0 0 0 0 0 9,197 20,979 5.5 0 899 0 30,176 22,517 0 22,517 0 0 0 0 0 844 1,724 1.5 0 774 0 1,284 3,611 0 3,611 CANTILEVER BACKSPAN Uniform Load wTL (plf) Addtnl Load on Back- span (plf) POINT LOADS POINT LOADS LOADING PER LAM Point Load PTL (lb) Addtnl Load on Cant- ilever (plf) SHEAR (425) 557-0779 21065 - Storhouse Creek Road - Yelm Framing Design SHEET: 3 OF 3 12/6/2021 Mark RB1 - TYP HDR 800S200-97 12 ga RB2 RB4 RB5 800S200-97 12 ga RB6 800S200-97 12 ga 3FB1 - TYP HDR 800S200-97 12 ga 3FB2 3FB3 1000S200-97 12 ga 3FB3 - ALT 3FB4 3FB5 2FB1 - TYP HDR 800S200-97 12 ga 2FB2 2FB3 2FB4 2FB7 2FB8 2FB9 2FB11 1000S200-97 12 ga W12X53 W12X50 W12X35 W12X26 W12X22 W12X30 W12X26 W12X26 W12X30 W12X35 Member W12X26 W12X26 Vb (lb) V Allow (lb) V / Vallow Ma (lb-ft) Point of +Mmax (ft) +Mmax (lb-ft) Mmax (lb-ft) M Allowable (lb-ft) M / Mallow Canti- lever L/? Back- span L/? 556 4,824 12% 0 2.60 722 722 5,427 13% 0.000 N.A. 0.011 5,765 O.K. 1,336 153,000 1% 0 6.25 4,174 4,174 93,242 4% 0.000 N.A. 0.020 7,559 O.K. 2,671 153,000 2% 0 6.25 8,348 8,348 93,242 9% 0.000 N.A. 0.040 3,780 O.K. 713 4,824 15% 0 3.34 1,188 1,188 5,427 22% 0.000 N.A. 0.029 2,732 O.K. 712 4,824 15% 0 5.00 2,227 2,227 5,427 41% 0.000 N.A. 0.114 1,057 O.K. 2,012 4,824 42% 0 2.60 2,616 2,616 5,427 48% 0.000 N.A. 0.039 1,592 O.K. 5,619 153,000 4% 0 6.25 17,559 17,559 93,242 19% 0.000 N.A. 0.083 1,797 O.K. 4,729 6,434 74% 0 4.25 10,049 10,049 6,368 158% 0.000 N.A. 0.233 438 N.G. 16,691 129,600 13% 0 7.50 62,590 62,590 70,908 88% 0.000 N.A. 0.560 321 O.K. 9,675 175,800 6% 0 6.25 30,234 30,234 107,758 28% 0.000 N.A. 0.123 1,218 O.K. 9,877 153,000 6% 0 5.00 24,693 24,693 93,242 26% 0.000 N.A. 0.075 1,597 O.K. 2,012 4,824 42% 0 2.60 2,616 2,616 5,427 48% 0.000 N.A. 0.039 1,592 O.K. 5,619 153,000 4% 0 6.25 17,559 17,559 93,242 19% 0.000 N.A. 0.083 1,797 O.K. 9,288 175,800 5% 0 6.00 27,864 27,864 107,758 26% 0.000 N.A. 0.105 1,376 O.K. 26,414 206,000 13% 0 7.00 92,449 92,449 127,300 73% 0.000 N.A. 0.395 426 O.K. 27,829 206,000 14% 0 7.38 102,619 102,619 127,300 81% 0.000 N.A. 0.486 364 O.K. 30,176 312,000 10% 0 7.50 113,159 113,159 197,092 57% 0.000 N.A. 0.372 484 O.K. 18,896 292,000 8% 0 5.50 110,247 110,247 179,225 62% 0.000 N.A. 0.227 660 O.K. 2,898 6,434 56% 0 3.01 5,424 5,424 6,368 85% 0.000 N.A. 0.081 1,006 O.K. MOMENTSHEAR (CONT'D) MOMENT DEFLECTION (in) Okay? (425) 557-0779 21065 - Storhouse Creek Road - Yelm RB3 - ELEVATOR BEAM SHEET: 1 OF 1 12/6/2021 RB3 - ELEVATOR BM O.K.bf (in) =6.52 d (in) =12.30 Length cantilever (ft) =0 Length backspan (ft) =18.67 175,800 5% No. of Lams?1 M Allow (lb-ft) =107,758 38% Rep Use?N.A. Slope Factor =1.0 Cantilever - Δ max (in) =0.000 = L / N.A. Backspan - Δ max (in) =0.409 = L / 547 UNIFORM LOADS :POINT LOADS: Cantilever Backspan Cantilever Floor twDL (ft) =0 0 P1C P1 P2 P3 P4 Floor twLL (ft) =0 0 0 7,400 7,400 0 0 Floor twLL2 (ft) =0 0 0 0 0 0 0 Roof twDL (ft) =0 5 x (ft) =0 4.33 14.33 0 0 Roof twLL (ft) =0 5 0 7,400 7,400 0 0 Addtnl Load (plf) =0 0 Total Uniform Load (per lam - plf) =0 214 9,399 Maximum Moment (lb-ft) =41,390 0 ft 4.33 ft 14.33 ft 0 ft 0 ft V (lb) =0 9,399 9,391 Mmax (lb-ft) =0 x (ft) =9.35 a = 0 ft L = 18.67 ft 41,390 PLL (lb) = Total Point Load (per lam - lb) = Horiz. Shear Vmax (lb) = 0 lb 7400 lb 7400 lb 0 lb 0 lb PDL (lb) = W12X30 Section Dimensions: V Allow (lb) = V / Vallow = M / Mallow = Maximum deflections: Backspan (425) 557-0779 21065 - Storhouse Creek Road - Yelm 3FB6 SHEET: 1 OF 1 12/6/2021 3FB6 O.K.bf (in) =12.1 d (in) =36.50 Length cantilever (ft) =0 Length backspan (ft) =50 1,140,000 5% No. of Lams?1 M Allow (lb-ft) =1,853,667 47% Rep Use?N.A. Slope Factor =1.0 Cantilever - Δ max (in) =0.000 = L / N.A. Backspan - Δ max (in) =1.126 = L / 533 UNIFORM LOADS :POINT LOADS: Cantilever Backspan Cantilever Floor twDL (ft) =0 5 P1C P1 P2 P3 P4 Floor twLL (ft) =0 5 0 6,021 6,021 6,021 6,021 Floor twLL2 (ft) =0 0 0 13,733 13,733 13,733 13,733 Roof twDL (ft) =0 0 x (ft) =0 10 20 30 40 Roof twLL (ft) =0 0 0 19,754 19,754 19,754 19,754 Addtnl Load (plf) =0 0 Total Uniform Load (per lam - plf) =0 899 61,983 Maximum Moment (lb-ft) =873,562 0 ft 10 ft 20 ft 30 ft 40 ft V (lb) =0 61,983 61,983 Mmax (lb-ft) =0 x (ft) =25.00 PDL (lb) = W36X194 Section Dimensions: V Allow (lb) = V / Vallow = M / Mallow = Maximum deflections: Backspan a = 0 ft L = 50 ft 873,562 PLL (lb) = Total Point Load (per lam - lb) = Horiz. Shear Vmax (lb) = 0 lb 19754 lb 19754 lb 19754 lb 19754 lb (425) 557-0779 21065 - Storhouse Creek Road - Yelm 3FB7 SHEET: 1 OF 1 12/6/2021 3FB7 O.K.bf (in) =10.5 d (in) =29.80 Length cantilever (ft) =0 Length backspan (ft) =50 634,000 5% No. of Lams?1 M Allow (lb-ft) =834,708 58% Rep Use?N.A. Slope Factor =1.0 Cantilever - Δ max (in) =0.000 = L / N.A. Backspan - Δ max (in) =1.687 = L / 356 UNIFORM LOADS :POINT LOADS: Cantilever Backspan Cantilever Floor twDL (ft) =0 2.5 P1C P1 P2 P3 P4 Floor twLL (ft) =0 2.5 0 3,010 3,010 3,010 3,010 Floor twLL2 (ft) =0 0 0 6,867 6,867 6,867 6,867 Roof twDL (ft) =0 0 x (ft) =0 10 20 30 40 Roof twLL (ft) =0 0 0 9,877 9,877 9,877 9,877 Addtnl Load (plf) =0 150 Total Uniform Load (per lam - plf) =0 600 34,742 Maximum Moment (lb-ft) =483,656 0 ft 10 ft 20 ft 30 ft 40 ft V (lb) =0 34,742 34,742 Mmax (lb-ft) =0 x (ft) =25.00 PDL (lb) = W30X108 Section Dimensions: E X P A N D F O R W O R K S H E E T V Allow (lb) = V / Vallow = M / Mallow = Maximum deflections: Backspan a = 0 ft L = 50 ft 483,656 PLL (lb) = Total Point Load (per lam - lb) = Horiz. Shear Vmax (lb) = 0 lb 9877 lb 9877 lb 9877 lb 9877 lb (425) 557-0779 21065 - Storhouse Creek Road - Yelm 2FB5 SHEET: 1 OF 1 12/6/2021 2FB5 O.K.bf (in) =14.5 d (in) =14.00 Length cantilever (ft) =0 Length backspan (ft) =20 530,000 6% No. of Lams?1 M Allow (lb-ft) =399,208 37% Rep Use?N.A. Slope Factor =1.0 Cantilever - Δ max (in) =0.000 = L / N.A. Backspan - Δ max (in) =0.400 = L / 601 UNIFORM LOADS :POINT LOADS: Cantilever Backspan Cantilever Floor twDL (ft) =0 2 P1C P1 P2 P3 P4 Floor twLL (ft) =0 0 0 8,051 8,051 0 0 Floor twLL2 (ft) =0 2 0 18,363 18,363 0 0 Roof twDL (ft) =0 0 x (ft) =0 5 15 0 0 Roof twLL (ft) =0 0 0 26,414 26,414 0 0 Addtnl Load (plf) =0 0 Total Uniform Load (per lam - plf) =0 310 29,510 Maximum Moment (lb-ft) =147,549 0 ft 5 ft 15 ft 0 ft 0 ft V (lb) =0 29,510 29,510 Mmax (lb-ft) =0 x (ft) =10.00 PDL (lb) = W14X90 Section Dimensions: E X P A N D F O R W O R K S H E E T V Allow (lb) = V / Vallow = M / Mallow = Maximum deflections: Backspan a = 0 ft L = 20 ft 147,549 PLL (lb) = Total Point Load (per lam - lb) = Horiz. Shear Vmax (lb) = 0 lb 26414 lb 26414 lb 0 lb 0 lb (425) 557-0779 21065 - Storhouse Creek Road - Yelm 2FB6 SHEET: 1 OF 1 12/6/2021 2FB6 O.K.bf (in) =14.5 d (in) =14.00 Length cantilever (ft) =0 Length backspan (ft) =20 530,000 9% No. of Lams?1 M Allow (lb-ft) =399,208 61% Rep Use?N.A. Slope Factor =1.0 Cantilever - Δ max (in) =0.000 = L / N.A. Backspan - Δ max (in) =0.659 = L / 364 UNIFORM LOADS :POINT LOADS: Cantilever Backspan Cantilever Floor twDL (ft) =0 2 P1C P1 P2 P3 P4 Floor twLL (ft) =0 0 0 13,830 13,830 0 0 Floor twLL2 (ft) =0 2 0 31,547 31,547 0 0 Roof twDL (ft) =0 0 x (ft) =0 5 15 0 0 Roof twLL (ft) =0 0 0 45,377 45,377 0 0 Addtnl Load (plf) =0 0 Total Uniform Load (per lam - plf) =0 310 48,473 Maximum Moment (lb-ft) =242,364 0 ft 5 ft 15 ft 0 ft 0 ft V (lb) =0 48,473 48,473 Mmax (lb-ft) =0 x (ft) =10.00 PDL (lb) = W14X90 Section Dimensions: V Allow (lb) = V / Vallow = M / Mallow = Maximum deflections: Backspan a = 0 ft L = 20 ft 242,364 PLL (lb) = Total Point Load (per lam - lb) = Horiz. Shear Vmax (lb) = 0 lb 45377 lb 45377 lb 0 lb 0 lb (425) 557-0779 21065 - Storhouse Creek Road - Yelm 2FB10 SHEET: 1 OF 1 12/6/2021 2FB10 O.K.bf (in) =11.3 d (in) =19.00 Length cantilever (ft) =0 Length backspan (ft) =21.75 702,000 11% No. of Lams?1 M Allow (lb-ft) =644,875 62% Rep Use?N.A. Slope Factor =1.0 Cantilever - Δ max (in) =0.000 = L / N.A. Backspan - Δ max (in) =0.492 = L / 531 UNIFORM LOADS :POINT LOADS: Cantilever Backspan Cantilever Floor twDL (ft) =0 2 P1C P1 P2 P3 P4 Floor twLL (ft) =0 0 0 18,394 18,394 0 0 Floor twLL2 (ft) =0 2 0 41,957 41,957 0 0 Roof twDL (ft) =0 0 x (ft) =0 8.75 18.92 0 0 Roof twLL (ft) =0 0 0 60,351 60,351 0 0 Addtnl Load (plf) =0 0 Total Uniform Load (per lam - plf) =0 310 80,145 Maximum Moment (lb-ft) =401,949 0 ft 8.75 ft 18.92 ft 0 ft 0 ft V (lb) =0 47,291 80,145 Mmax (lb-ft) =0 x (ft) =8.75 a = 0 ft L = 21.75 ft 401,949 PLL (lb) = Total Point Load (per lam - lb) = Horiz. Shear Vmax (lb) = 0 lb 60351 lb 60351 lb 0 lb 0 lb PDL (lb) = W18X119 Section Dimensions: V Allow (lb) = V / Vallow = M / Mallow = Maximum deflections: Backspan PROJECT:21065 - Storhouse Creek Road - Yelm ASCE 7 - Wind SHEET: 1 OF 2 12/6/2021 ENCLOSED STRUCTURE, BASIC WIND SPEED = 110 MPH, EXPOSURE B - METHOD1 Simplified Design Wind Pressure, ps30 (psf) (Exposure B at h = 30 ft, I = 1.0) Horizontal Pressures Vertical Pressures Overhangs Roof Angle (degrees) Load Case A B C D E F G H E OH G OH 0 - 5 1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 10 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3 15 1 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 -11.5 -32.3 -25.3 20 1 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -32.3 -25.3 25 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -11.7 -19.9 -17.0 2 --- --- --- --- -4.1 -7.9 -1.1 -5.1 --- --- 30 - 45 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 -7.6 -8.7 2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 -7.6 -8.7 Wind Importance Factor I =1.00 Kzt =1.00 lambda =1.12 (max)Load Factor for ASD combinations =0.60 ASCE7-16 2.4.1 EQ. 5. & 7. Building Dimensions: L (ft) =290.00 Determine "a":Roof Angle (deg) =9.46 T (ft) =100.00 10% of B (ft) = 10.00 Interpolation: Mean Roof Height (ft) =35.00 40% of h (ft) = 14.00 High Value (deg) = 10 parapet ht (ft) =36.00 4% of B (ft) = 4.00 Low Value (deg) = 5 roof ht (ft) =34.00 a (ft ) = 10.0 Interpolation Factor = 0.892 ZONES PROJECT:21065 - Storhouse Creek Road - Yelm ASCE 7 - Wind SHEET: 2 OF 2 12/6/2021 Transverse forces Roof Angle (degrees) Load Case A B C D E F G H E OH G OH 9.46 1 14.34 -6.12 9.55 -3.54 -15.52 -9.40 -10.75 -7.21 -21.71 -17.00 Longitudinal forces Roof Angle (degrees) Load Case A B C D E F G H E OH G OH 9.46 1 14.34 -6.12 9.55 -3.54 -15.52 -9.40 -10.75 -7.21 -21.71 -17.00 Horizontal Pressures Vertical Pressures Overhangs ZONES Horizontal Pressures Vertical Pressures Overhangs ZONES PROJECT:21065 - Storhouse Creek Road - Yelm Base Shear Comparison SHEET: 1 OF 2 12/6/2021 BASE SHEAR COMPARISON WIND LOADS 2a (ft) = 20.00 L (ft) = 290.00 T (ft) = 100.00 Zone A Zone B Zone C Zone D Minimum Dsn Pressure (psf) Minimum Dsn Pressure (psf) Minimum Dsn Pressure (psf) Minimum Dsn Pressure (psf) Level Height (ft)16.0 8.0 16.0 8.0 ROOF 34.00 12.00 1.12 96 -16 96 -16 23,200 3rd FLOOR 21.67 9.7 1.00 155 --- 155 --- 44,888 2nd FLOOR 11.67 11.3 1.00 150 --- 150 --- 43,500 TOTAL BASE SHEAR (lb) =111,588 Zone A Zone B Zone C Zone D Minimum Dsn Pressure (psf) Minimum Dsn Pressure (psf) Minimum Dsn Pressure (psf) Minimum Dsn Pressure (psf) Level Height (ft)16.0 8.0 16.0 8.0 ROOF 34.00 12.00 1.12 96 -16 96 -16 8,000 3rd FLOOR 21.67 9.7 1.00 155 --- 155 --- 15,479 2nd FLOOR 11.67 11.3 1.00 150 --- 150 --- 15,000 TOTAL BASE SHEAR (lb) =38,479 Total Shear (lb) Ht/Exp Factor (lambda) Wall Height (ft) Total Shear (lb) Longitudinal forces Transverse forces Wall Height (ft) Ht/Exp Factor (lambda) PROJECT:21065 - Storhouse Creek Road - Yelm Base Shear Comparison SHEET: 2 OF 2 12/6/2021 SEISMIC LOADS Level Height ROOF 34.00 29,000 18 5 659,846 22,434,760 0.210 143,566 4.95 3rd FLOOR 21.67 29,463 55 31 2,533,837 54,908,243 0.514 351,373 11.93 2nd FLOOR 11.67 27,980 55 36 2,531,999 29,548,430 0.276 189,089 6.76 5,725,682 106,891,433 1.000 684,028 Level Height ROOF 34.00 29,000 18 5 661,624 22,495,226 0.214 143,509 4.95 3rd FLOOR 21.67 29,463 55 30 2,489,973 53,957,724 0.512 344,226 11.68 2nd FLOOR 11.67 27,980 55 34 2,470,687 28,832,922 0.274 183,941 6.57 5,622,285 105,285,871 1.000 671,676 EQ FORCES GOVERN IN LONGITUDINAL DIRECTION Area (sf) DL (psf) Addtnl DL (psf) Weight (lb) W*H v (psf) v (psf) W*H / Sum(W*H) V (lb) Transverse forces Area (sf) DL (psf) Addtnl DL (psf) Weight (lb) W*H W*H / Sum(W*H) V (lb) Longitudinal forces EQ FORCES GOVERN IN TRANVERSE DIRECTION PROJECT:21065 - Storhouse Creek Road - Yelm Applied Diaphragm Shears SHEET: 1 OF 1 12/6/2021 ASCE 7-10 12.10.1.1 Level v (psf) Fpx (lb) [ρ = 1] 0.4*Sds*I*w px [ρ = 1.0] 0.2*Sds*I*w px [ρ = 1.0] Max Fpx (lb) vpx (psf) Factor for Diaphragm Transfer Forces [ρ = 1] [plan irregularity = 1.25] ROOF 4.95 143,566 225,227 112,614 143,566 4.95 1.00 3rd FLOOR 11.93 351,373 864,883 432,441 432,441 14.68 1.25 2nd FLOOR 6.76 189,089 864,256 432,128 432,128 15.44 1.25 Level v (psf) Fpx (lb) 0.4*Sds*I*w px 0.2*Sds*I*w px Max Fpx (lb) vpx (psf) Factor for Diaphragm Transfer Forces [ρ = 1] [plan irregularity = 1.25] ROOF 4.95 143,509 225,834 112,917 143,509 4.95 1.00 3rd FLOOR 11.68 344,226 849,911 424,955 424,955 14.42 1.25 2nd FLOOR 6.57 183,941 843,328 421,664 421,664 15.07 1.25 Transverse forces Longitudinal forces PROJECT:21065 - Storhouse Creek Road - Yelm ASCE 12.11 Sub-diaphragms-Roof SHEET: 1 OF 1 12/6/2021 Grids:A & L Tributary Wall Height (ft) =7.165 Calculate Applied Design Force per 12.11.2.1 Wall thickness (in) =7.625 Fp1 (plf) = 214 12.11-1 Diaphragm Span (ft) =20.00 Fp2 (plf) = 126 12.11-2 Applied Force @ Top of Wall (plf) =214 Rqrd depth of Diaphragm (ft) =8.0 Choose diaphragm depth (ft) =10.0 length/depth = 2.000 Diaphragm Tie Spacing - Bay 1 is connection at Wall Bay No. Tie Spacing (ft) Force (lb) Depth of Bay (ft) Residual Force (plf) Diaphragm Shear Capacity (plf) =949 1 20 4,289 10.0 -735 Width of Zone III (ft) = N.A. Width of Zone II (ft) = N.A. Grids:1 & 30 Tributary Wall Height (ft) =7.165 Calculate Applied Design Force per 12.11.2.1 Wall thickness (in) =7.625 Fp1 (plf) = 197 12.11-1 Diaphragm Span (ft) =10.00 Fp2 (plf) = 115 12.11-2 Applied Force @ Top of Wall (plf) =197 Rqrd depth of Diaphragm (ft) =4.0 Choose diaphragm depth (ft) =5.0 length/depth = 2.000 Diaphragm Tie Spacing - Bay 1 is connection at Wall Bay No. Tie Spacing (ft) Force (lb) Depth of Bay (ft) Residual Force (plf) Diaphragm Shear Capacity (plf) =949 1 10 1,966 5.0 -752 Width of Zone III (ft) = N.A. Width of Zone II (ft) = N.A. PROJECT:21065 - Storhouse Creek Road - Yelm Wind Pressures on Roof Joists SHEET: 1 OF 1 12/6/2021 ASCE7-10 - Chaper 30 Part 1 (ASD Values): Gcp (from Figure 30.4-2A): Effective wind area for joists (ft^2) = 100 a (ft) = 10.00 Zone 3 Gcp = -1.1 Zone 2 Gcp = -1.1 p (psf) = qh * [(Gcp) - (Gcpi)] (ASCE 30.4-1) Zone 1 Gcp = -0.9 p (psf) = -9.5 (min) p (psf) = -28.4 (max) Gcpi (from Table 26.11-1): pnet (psf) = 16.6 Net Uplift +Gcpi = 0.55 -Gcpi = -0.55 p (psf) = -6.0 (min) p (psf) = -25.0 (max) qh (psf) = 0.00256*Kz*Kzt*Kd*V^2*ASD_Factor pnet (psf) = 13.1 Net Uplift qh (psf) = 17.2 Uplift Reactions: End Joist (lb) = 1,001 Interior Joist (lb) = 657 Zone 2 & 3 wind pressure: Zone 1 wind pressure: PROJECT:21065 - Storhouse Creek Road - Yelm 3rd to Roof - Shearwall Plan SHEET: 1 OF 1 12/6/2021 (425) 557-0779 21065 - Storhouse Creek Road - Yelm Roof Diaphr - Rigidity Analysis Page 1 12/6/2021 CENTER OF MASS OF ROOF Mark AREA WEIGHT - Y WEIGHT - X X Y Xbar Ybar X =290.00 Y =100.00 A 29,000.0 514,500 514,500 145.00 50.00 74,602,547.95 25,725,016.53 CMx = 152.20 CMy = 45.29 Y WALLS 3MW-a --- 17,538 17,538 0.3333 55.3341 5,845.83 970,421.78 CRx = 145.00 CRy = 66.37 3MW-b --- 15,914 15,914 9.6677 55.3341 153,857.10 880,612.88 Tecx = -21.70 Tecy = 26.08 3MW-c --- 11,110 11,110 135.8000 36.3543 1,508,738.88 403,896.50 3MW-d --- 11,110 11,110 154.2144 36.3543 1,713,322.55 403,896.50 Vx Vy 3MW-e --- 15,914 15,914 280.3323 57.5008 4,461,339.24 915,094.76 ROOF 143,566 143,509 3MW-f --- 17,538 17,538 289.6661 55.3389 5,080,019.68 970,505.96 143,566 143,509 X WALLS 3MTL-1 --- 20,376 20,376 50.0000 99.7500 1,018,800.00 2,032,506.00 3MW-1 --- 8,769 8,769 5.0000 65.0001 43,843.75 569,969.63 3MW-2 --- 8,769 8,769 5.0005 45.6674 43,848.49 400,446.01 Ty Tx 3MW-3 --- 11,367 11,367 145.0078 42.3751 1,648,312.81 481,680.40 ROOF -3,115,863 3,742,425 3MW-4 --- 0 0 145.0072 30.3334 0.00 0.00 3MW-5 --- 8,769 8,769 284.9989 65.0008 2,499,084.26 569,975.77 3MW-6 --- 8,769 8,769 284.9995 45.6674 2,499,089.01 400,446.01 3MTL-4 --- 8,769 8,769 50.0000 0.3333 438,437.50 2,922.62 3MTL-5 --- 920 920 145.0000 0.3333 133,400.00 306.64 3MTL-6 --- 87,346 87,346 240.0000 0.3333 20,962,934.92 29,112.28 TOTALS 29,000 767,477 767,477 116,813,421.97 34,756,810.27 PROJECT:21065 - Storhouse Creek Road - Yelm Roof Diaphragm - RIGID SHEET: 1 OF 6 12/6/2021 Allowable Diaphragm Values: Zone I (plf) = 949 4 Welds per support - VSC2 @ 24''o.c. (PUNCHLOK II SYSTEM) Zone II (plf) = 1042 5 Welds per support - VSC2 @ 24''o.c. (PUNCHLOK II SYSTEM) Zone III (plf) = 1364 7 Welds per support - VSC2 @ 18''o.c. (PUNCHLOK II SYSTEM) Transverse forces 4.95 1.00 Grid T.W.1 (ft) T.L.1 (ft) T.W.2 (ft) T.L.2 (ft) V1 (lb) V2 (lb) V total (lb) Diaphragm Length 1 (ft) v1 (plf) @ Transfer (plf) v1 Width of Zone III (ft) v1 Width of Zone II (ft) 1 0.00 0.00 5.00 100.0 0 31,391 31,391 0.0 0 N.A. N.A. N.A. 2 5.00 100.0 62.88 100.0 1,285 25,704 26,989 100.0 13 13 Not Rq'd Not Rq'd 14.5 62.88 100.0 9.38 100.0 5,174 8,229 13,402 100.0 52 52 Not Rq'd Not Rq'd 16.5 9.38 100.0 62.75 100.0 1,149 12,253 13,402 100.0 11 11 Not Rq'd Not Rq'd 29 62.75 100.0 5.00 100.0 10,406 16,583 26,989 100.0 104 104 Not Rq'd Not Rq'd 30 5.00 100.0 0.00 0.00 31,391 0 31,391 100.0 314 314 Not Rq'd Not Rq'd 143,566 E.Q. governs Applied Shear (psf) =Factor for transfer forces = PROJECT:21065 - Storhouse Creek Road - Yelm Roof Diaphragm - RIGID SHEET: 2 OF 6 12/6/2021 Transverse forces Grid 1 2 14.5 16.5 29 30 Diaphragm Length 2 (ft) v2 (plf) @ Transfer (plf) v2 Width of Zone III (ft) v2 Width of Zone II (ft) Wall 1 Collector Length 1 (ft) Wall 1 Collector Length 2 (ft) Wall 2 Collector Length 1 (ft) Wall 2 Collector Length 2 (ft) Wall 3 Collector Length 1 (ft) Wall 3 Collector Length 2 (ft) 100.0 314 314 Not Rq'd Not Rq'd 0.0 15.00 0.0 15.00 0.0 0.0 100.0 257 257 Not Rq'd Not Rq'd 35.00 35.00 30.00 30.00 0.0 0.0 100.0 82 82 Not Rq'd Not Rq'd 56.50 56.50 30.00 30.00 0.0 0.0 100.0 123 123 Not Rq'd Not Rq'd 56.50 56.50 30.00 30.00 0.0 0.0 100.0 166 166 Not Rq'd Not Rq'd 35.00 35.00 30.00 30.00 0.0 0.0 0.0 0 N.A. N.A. N.A. 15.00 0.0 15.00 0.0 0.0 0.0 PROJECT:21065 - Storhouse Creek Road - Yelm Roof Diaphragm - RIGID SHEET: 3 OF 6 12/6/2021 Transverse forces Grid 1 2 14.5 16.5 29 30 Wall 1 Factored Collector Force (lb) ρ = 1.0 & Ω = 2.5 Wall 2 Factored Collector Force (lb) ρ = 1.0 & Ω = 2.5 Wall 3 Factored Collector Force (lb) ρ = 1.0 & Ω = 2.5 Chord Location Chord Length (ft) Minimum Distance to critical chord connection (ft) Factored Chord Force (lb) Bar size for Chord No. of bars reqrd 11,772 11,772 0 *** 0 0 0 4 0.00 23,616 20,242 0 *** 0 0 0 4 0.00 18,931 10,052 0 *** 0 0 0 4 0.00 18,931 10,052 0 *** 0 0 0 4 0.00 23,616 20,242 0 *** 0 0 0 4 0.00 11,772 11,772 0 *** 0 0 0 4 0.00 Maximum Chord Force PROJECT:21065 - Storhouse Creek Road - Yelm Roof Diaphragm - RIGID SHEET: 4 OF 6 12/6/2021 Longitudinal forces 4.95 1.00 Grid T.W.1 (ft) T.L.1 (ft) T.W.2 (ft) T.L.2 (ft) V1 (lb) V2 (lb) V total (lb) Diaphragm Length 1 (ft) v1 (plf) @ Transfer (plf) v1 Width of Zone III (ft) v1 Width of Zone II (ft) A 0.00 0.00 17.50 290.00 0 86,181 86,181 0.0 0 N.A. N.A. N.A. D.5 17.50 290.00 10.75 290.00 283 4,686 4,969 290.0 1 1 Not Rq'd Not Rq'd F.5 10.75 290.00 6.75 290.00 235 6,341 6,577 290.0 1 1 Not Rq'd Not Rq'd H 6.75 290.00 15.00 290.00 223 9,581 9,804 290.0 1 1 Not Rq'd Not Rq'd E.Q. governs Applied Shear (psf) =Factor for transfer forces = PROJECT:21065 - Storhouse Creek Road - Yelm Roof Diaphragm - RIGID SHEET: 5 OF 6 12/6/2021 Longitudinal forces Grid A D.5 F.5 H Diaphragm Length 2 (ft) v2 (plf) @ Transfer (plf) v2 Width of Zone III (ft) v2 Width of Zone II (ft) Wall 1 Collector Length 1 (ft) Wall 1 Collector Length 2 (ft) Wall 2 Collector Length 1 (ft) Wall 2 Collector Length 2 (ft) Wall 3 Collector Length 1 (ft) Wall 3 Collector Length 2 (ft) 290.0 297 297 Not Rq'd Not Rq'd 0.0 0.0 0.0 0.0 0.0 0.0 290.0 16 16 Not Rq'd Not Rq'd 62.88 62.88 62.88 62.88 0.0 0.0 290.0 22 22 Not Rq'd Not Rq'd 62.88 62.88 62.88 62.88 62.75 62.75 290.0 33 33 Not Rq'd Not Rq'd 67.88 67.88 67.75 67.75 0.00 0.00 PROJECT:21065 - Storhouse Creek Road - Yelm Roof Diaphragm - RIGID SHEET: 6 OF 6 12/6/2021 Longitudinal forces Grid A D.5 F.5 H Wall 1 Factored Collector Force (lb) ρ = 1.0 & Ω = 2.5 Wall 2 Factored Collector Force (lb) ρ = 1.0 & Ω = 2.5 Wall 3 Factored Collector Force (lb) ρ = 1.0 & Ω = 2.5 Chord Location Chord Length (ft) Minimum Distance to critical chord connection (ft) Factored Chord Force (lb) Bar size for Chord No. of bars reqrd 0 0 0 Grids 1&30 35 17.5 1,083 4 0.17 2,693 2,693 0 **** 0 0 0 4 0.00 3,565 3,565 3,558 **** 0 0 0 4 0.00 5,737 5,726 0 **** 0 0 0 4 0.00 Maximum Chord Force PROJECT:21065 - Storhouse Creek Road - Yelm 3RD FLR to ROOF SW DSN - RIGID SHEET: 1 OF 4 12/6/2021 Transverse forces v (psf) =4.95 V (lb) = 143,566 Wall Mark h (ft)L (ft) (dv) L' (ft) (d)t (in)t EQ (in)d' (in) r (in) h' (ft)X Y R Δ Rwall R % h/d x*Rcy dx Rdx Rdx^2 Wall Compo- nent Weight (lb) 3MW-a 12.00 20.00 19.33 7.625 7.625 8.00 2.2 12.00 0.33 55.33 28.62 0.035 28.62 21.87% 0.60 9.54 144.67 4140.74 599031.86 17,538 3MW-b 12.00 20.00 19.33 7.625 7.625 8.00 2.2 12.00 9.67 55.33 28.62 0.035 24.61 18.80% 0.60 237.91 135.33 3330.38 450712.48 L1 5.33 20.00 19.33 7.625 7.625 8.00 2.2 5.33 87.12 0.011 0.27 7,790 P1 6.67 15.67 15.00 7.625 7.625 8.00 2.2 6.67 48.09 0.021 99.87% 0.43 7,638 P2 6.67 1.00 0.33 7.625 7.625 8.00 2.2 6.67 0.06 15.829 0.13% 6.67 487 Deduct Strip 6.67 20.00 19.33 7.625 7.625 8.00 2.2 6.67 66.37 -0.015 0.33 15,914 3MW-c 12.00 12.67 12.00 7.625 7.625 8.00 2.2 12.00 135.80 36.35 12.22 0.082 12.22 9.34% 0.95 1659.48 9.20 112.44 1034.58 11,110 3MW-d 12.00 12.67 12.00 7.625 7.625 8.00 2.2 12.00 154.21 36.35 12.22 0.082 12.22 9.34% 0.95 1884.50 -9.21 -112.58 1037.26 11,110 3MW-e 12.00 20.00 19.33 7.625 7.625 8.00 2.2 12.00 280.33 57.50 28.62 0.035 24.61 18.80% 0.60 6898.62 -135.33 -3330.32 450696.19 L1 5.33 20.00 19.33 7.625 7.625 8.00 2.2 5.33 87.12 0.011 0.27 7,790 P1 6.67 15.67 15.00 7.625 7.625 8.00 2.2 6.67 48.09 0.021 99.87% 0.43 7,638 P2 6.67 1.00 0.33 7.625 7.625 8.00 2.2 6.67 0.06 15.829 0.13% 6.67 487 Deduct Strip 6.67 20.00 19.33 7.625 7.625 8.00 2.2 6.67 66.37 -0.015 0.33 15,914 3MW-f 12.00 20.00 19.33 7.625 7.625 8.00 2.2 12.00 289.67 55.34 28.62 0.035 28.62 21.87% 0.60 8290.93 -144.66 -4140.65 599007.13 17,538 130.90 100.00% 18980.99 2101519.49 Longitudinal forces v (psf) =4.95 V (lb) = 143,509 Wall Mark h (ft) l (ft) L' (ft) (d)t (in)t EQ (in)d' (in) r (in) h' (ft)X Y R Δ Rwall R % h/d y*Rcx dy Rdy Rdy^2 Wall Compo- nent Weight (lb) 3MTL-1 12.00 283.00 283.00 6 0.200 0.00 0.0 12.00 50.00 99.75 251.61 0.004 251.61 60.05% 0.04 25097.84 -33.38 -8399.90 280430.11 20,376 3MW-1 12.00 10.00 9.33 7.625 7.625 8.00 2.2 12.00 5.00 65.00 7.25 0.138 7.25 1.73% 1.20 471.49 1.36 9.90 13.51 8,769 3MW-2 12.00 10.00 9.33 7.625 7.625 8.00 2.2 12.00 5.00 45.67 7.25 0.138 7.25 1.73% 1.20 331.25 20.70 150.13 3107.40 8,769 3MW-3 12.00 20.00 19.33 7.625 7.625 8.00 2.2 12.00 145.01 42.38 28.62 0.035 4.69 1.12% 0.60 198.87 23.99 112.58 2700.91 L1 5.33 20.00 19.33 7.625 7.625 8.00 2.2 5.33 87.12 0.011 0.27 7,790 P1 6.67 3.67 3.00 7.625 7.625 8.00 2.2 6.67 2.59 0.386 50.00% 1.82 1,789 P2 6.67 3.67 3.00 7.625 7.625 8.00 2.2 6.67 2.59 0.386 50.00% 1.82 1,789 Deduct Strip 6.67 20.00 19.33 7.625 7.625 8.00 2.2 6.67 66.37 -0.015 0.33 11,367 3MW-4 12.00 20.00 19.33 7.625 7.625 8.00 2.2 12.00 145.01 30.33 28.62 0.035 28.62 6.83% 0.60 868.21 36.03 1031.31 37159.87 17,538 3MW-5 12.00 10.00 9.33 7.625 7.625 8.00 2.2 12.00 285.00 65.00 7.25 0.138 7.25 1.73% 1.20 471.49 1.36 9.90 13.50 8,769 3MW-6 12.00 10.00 9.33 7.625 7.625 8.00 2.2 12.00 285.00 45.67 7.25 0.138 7.25 1.73% 1.20 331.25 20.70 150.13 3107.40 8,769 3MTL-4 12.00 40.00 40.00 6 0.200 0.00 0.0 12.00 50.00 0.33 31.83 0.031 31.83 7.60% 0.30 10.61 66.03 2101.71 138779.31 920 3MTL-5 12.00 50.00 50.00 6 0.200 0.00 0.0 12.00 145.00 0.33 41.38 0.024 41.38 9.88% 0.24 13.79 66.03 2732.53 180433.73 1,150 3MTL-6 12.00 40.00 40.00 6 0.200 0.00 0.0 12.00 240.00 0.33 31.83 0.031 31.83 7.60% 0.30 10.61 66.03 2101.71 138779.31 920 418.98 100.00% 27805.42 784525.06 PROJECT:21065 - Storhouse Creek Road - Yelm 3RD FLR to ROOF SW DSN - RIGID SHEET: 2 OF 4 12/6/2021 Transverse forces Wall Mark 3MW-a 3MW-b L1 P1 P2 Deduct Strip 3MW-c 3MW-d 3MW-e L1 P1 P2 Deduct Strip 3MW-f Longitudinal forces Wall Mark 3MTL-1 3MW-1 3MW-2 3MW-3 L1 P1 P2 Deduct Strip 3MW-4 3MW-5 3MW-6 3MTL-4 3MTL-5 3MTL-6 Wall Weight (lb) Shear from Wall Weight (lb) Direct Shear (lb) Transverse Torsional Shear (lb) Longitudinal Torsional Shear (lb) Shear From Above (lb) Total Shear (lb) (incl wall wt) TW DL (ft) TL DL (ft) wDL (plf) TW LL (ft) TL LL (ft) wLL (plf) % DL to include with lateral forces? % LL to include with lateral forces?PDL (lb) Addtnl PDL (lb) eP (ft)PLL (lb) 17,538 2,095 31,391 -4,470 5,369 0 33,487 10.0 20.00 177 10.0 20.00 250 73% 0% 21,086 0 0 5,000 15,914 1,901 26,989 -3,596 4,319 0 28,891 10.0 20.00 177 10.0 20.00 250 73% 0% 19,463 0 0 5,000 1,899 26,954 -3,591 4,313 0 28,853 10.0 17.34 177 10.0 17.34 250 73% 0% 16,869 0 0 4,334 2 35 -5 6 0 38 10.0 2.67 177 10.0 2.67 250 73% 0% 2,593 0 0 666 28,891 11,110 1,327 13,402 -121 146 0 14,730 10.0 12.67 177 10.0 12.67 250 73% 0% 13,358 0 0 3,168 11,110 1,327 13,402 122 -146 0 14,851 10.0 12.67 177 10.0 12.67 250 73% 0% 13,358 0 0 3,168 15,914 1,901 26,989 3,596 -4,319 0 32,486 10.0 20.00 177 10.0 20.00 250 73% 0% 19,463 0 0 5,000 1,899 26,954 3,591 -4,313 0 32,444 10.0 17.34 177 10.0 17.34 250 73% 0% 16,869 0 0 4,334 2 35 5 -6 0 43 10.0 2.67 177 10.0 2.67 250 73% 0% 2,593 0 0 666 32,486 17,538 2,095 31,391 4,470 -5,369 0 37,957 10.0 20.00 177 10.0 20.00 250 73% 0% 21,086 0 0 5,000 89,124 10,647 143,566 0 0 0 162,401 Wall Weight (lb) Shear from Wall Weight (lb) Direct Shear (lb) Longitudinal Torsional Shear (lb) Transverse Torsional Shear (lb) Shear From Above (lb) Total Shear (lb) (incl wall wt) TW DL (ft) TL DL (ft) wDL (plf) TW LL (ft) TL LL (ft) wLL (plf) % DL to include with lateral forces? % LL to include with lateral forces?PDL (lb) Addtnl PDL (lb) eP (ft)PLL (lb) 20,376 2,434 86,181 -10,892 9,069 0 88,616 10.0 283.00 177 10.0 283.00 250 73% 0% 70,584 0 0 70,750 8,769 1,048 2,485 13 -11 0 3,545 10.0 10.00 177 10.0 10.00 250 73% 0% 10,543 0 0 2,500 8,769 1,048 2,485 195 -162 0 3,727 10.0 10.00 177 10.0 10.00 250 73% 0% 10,543 0 0 2,500 11,367 1,358 1,607 146 -122 0 3,111 10.0 20.00 177 10.0 20.00 250 73% 0% 14,915 0 0 5,000 679 804 73 -61 0 1,556 10.0 10.00 177 10.0 10.00 250 73% 0% 7,458 0 0 2,500 679 804 73 -61 0 1,556 10.0 10.00 177 10.0 10.00 250 73% 0% 7,458 0 0 2,500 3,111 17,538 2,095 9,804 1,337 -1,113 0 13,236 10.0 20.00 177 10.0 20.00 250 73% 0% 21,086 0 0 5,000 8,769 1,048 2,485 13 -11 0 3,545 10.0 10.00 177 10.0 10.00 250 73% 0% 10,543 0 0 2,500 8,769 1,048 2,485 195 -162 0 3,727 10.0 10.00 177 10.0 10.00 250 73% 0% 10,543 0 0 2,500 920 110 10,902 2,725 -2,269 0 13,737 16.0 40.00 284 16.0 40.00 400 73% 0% 12,274 0 0 16,000 1,150 137 14,174 3,543 -2,950 0 17,855 16.0 50.00 284 16.0 50.00 400 73% 0% 15,343 0 0 20,000 920 110 10,902 2,725 -2,269 0 13,737 16.0 40.00 284 16.0 40.00 400 73% 0% 12,274 0 0 16,000 87,346 10,435 143,509 0 0 0 164,837 Gravity Loads Gravity LoadsLateral Loads Lateral Loads PROJECT:21065 - Storhouse Creek Road - Yelm 3RD FLR to ROOF SW DSN - RIGID SHEET: 3 OF 4 12/6/2021 Transverse forces Wall Mark 3MW-a 3MW-b L1 P1 P2 Deduct Strip 3MW-c 3MW-d 3MW-e L1 P1 P2 Deduct Strip 3MW-f Longitudinal forces Wall Mark 3MTL-1 3MW-1 3MW-2 3MW-3 L1 P1 P2 Deduct Strip 3MW-4 3MW-5 3MW-6 3MTL-4 3MTL-5 3MTL-6 Total P (lb) Total Load (plf) Mtotal (lb-ft) Vertical Reinf Bar Size no. of bars Spacing (in) Ast Vbars (in^2/ft) Horizontal Reinf Bar Size no. of bars Spacing (in) Ast Hbars (in^2/ft)V (plf) M (lb-ft) M/Vd Fvm (psi) Eq. (8-28) Fvs (psi) Eq. (8-28) Fv (psi) Eq. (8-21) Fv max (psi) Eq. (8-26) & (8-27) 15,379 769 389,268 5 1 24 0.153 4 2 30 0.157 1,674 389,268 0.60 34 25 59 113 14,195 710 335,281 5 1 24 0.153 4 2 30 0.157 1,445 335,281 0.60 34 25 59 113 12,303 785 186,116 5 1 24 0.153 4 2 30 0.157 1,841 186,116 0.43 37 25 62 123 1,891 1891 244 5 1 24 0.153 4 2 30 0.157 38 244 19.35 0 25 25 89 9,742 769 168,791 5 1 24 0.153 4 2 30 0.157 1,163 168,791 0.95 27 25 52 92 9,742 769 170,249 5 1 24 0.153 4 2 30 0.157 1,172 170,249 0.96 27 25 52 92 14,195 710 378,427 5 1 24 0.153 4 2 30 0.157 1,624 378,427 0.60 34 25 59 113 12,303 785 210,067 5 1 24 0.153 4 2 30 0.157 2,070 210,067 0.43 37 25 62 123 1,891 1891 276 5 1 24 0.153 4 2 30 0.157 43 276 19.42 0 25 25 89 15,379 769 442,912 5 1 24 0.153 4 2 30 0.157 1,898 442,912 0.60 34 25 59 113 Total P (lb) Total Load (plf) Mtotal (lb-ft) Vertical Reinf Bar Size no. of bars Spacing (in) Ast Vbars (in^2/ft) Horizontal Reinf Bar Size no. of bars Spacing (in) Ast Hbars (in^2/ft)V (plf) M (lb-ft) M/Vd Fvm (psi) Eq. (8-28) Fvs (psi) Eq. (8-28) Fv (psi) Eq. (8-21) Fv max (psi) Eq. (8-26) & (8-27) 51,479 182 1,048,782 7,689 769 36,254 5 1 24 0.153 4 2 30 0.157 354 36,254 1.10 24 25 49 89 7,689 769 38,436 5 1 24 0.153 4 2 30 0.157 373 38,436 1.11 24 25 49 89 10,878 544 29,189 5 1 24 0.153 4 2 30 0.157 156 29,189 0.49 36 25 61 120 5,439 1482 8,112 5 1 24 0.153 4 2 30 0.157 424 8,112 1.74 13 25 38 89 5,439 1482 8,112 5 1 24 0.153 4 2 30 0.157 424 8,112 1.74 13 25 38 89 15,379 769 146,265 5 1 24 0.153 4 2 30 0.157 662 146,265 0.57 34 25 59 115 7,689 769 36,254 5 1 24 0.153 4 2 30 0.157 354 36,254 1.10 24 25 49 89 7,689 769 38,436 5 1 24 0.153 4 2 30 0.157 373 38,436 1.11 24 25 49 89 8,952 224 164,188 11,190 224 213,436 8,952 224 164,188 Gravity Loads Gravity Loads In-plane Shear In-plane ShearTypical Wall Reinforcing Typical Wall Reinforcing PROJECT:21065 - Storhouse Creek Road - Yelm 3RD FLR to ROOF SW DSN - RIGID SHEET: 4 OF 4 12/6/2021 Transverse forces Wall Mark 3MW-a 3MW-b L1 P1 P2 Deduct Strip 3MW-c 3MW-d 3MW-e L1 P1 P2 Deduct Strip 3MW-f Longitudinal forces Wall Mark 3MTL-1 3MW-1 3MW-2 3MW-3 L1 P1 P2 Deduct Strip 3MW-4 3MW-5 3MW-6 3MTL-4 3MTL-5 3MTL-6 fv (psi) 5% Accidental Torsion fv<=Fv Max spcg for (2) #4 in HBB (if shear steel is req'd) h'/r Fa (psi) Eq (8-21) governs fa (psi) fb MAX (psi) Fb (psi) 8.3.4.2.2 fm MAX (psi) Solve for kd (in) k Masonry stress or Reinf stress controls? As Req'd (in^2) Bar Size # of bars req'd Bar Size # of bars req'd 28 OK 48 65 418 8 882 900 890 8.127 0.035 Reinf 0.3961 5 1.29 5 1.27 24 OK 48 65 418 8 883 900 891 7.124 0.031 Reinf 0.3244 5 1.06 5 1.04 32 OK 27 36 499 9 885 900 893 5.382 0.030 Reinf 0.1939 5 0.63 5 0.63 2 OK 4 36 499 21 863 900 883 -0.062 -0.015 Reinf N.A. 5 N.A. 5 N.A 20 OK 48 65 418 8 882 900 890 5.509 0.038 Reinf 0.2905 5 0.95 5 0.93 20 OK 48 65 418 8 882 900 890 5.546 0.039 Reinf 0.2945 5 0.96 5 0.95 28 OK 48 65 418 8 883 900 891 7.789 0.034 Reinf 0.3975 5 1.30 5 1.28 35 OK 27 36 499 9 885 900 893 5.857 0.033 Reinf 0.2460 5 0.80 5 0.79 2 OK 4 36 499 21 863 900 883 -0.034 -0.009 Reinf N.A. 5 N.A. 5 N.A 32 OK 48 65 418 8 882 900 890 8.956 0.039 Reinf 0.4873 5 1.59 5 1.56 fv (psi) 5% Accidental Torsion fv<=Fv Max spcg for (2) #4 in HBB (if shear steel is req'd) h'/r Fa (psi) Eq (8-21) governs fa (psi) fb MAX (psi) Fb (psi) 8.3.4.2.2 fm MAX (psi) Solve for kd (in) k Masonry stress or Reinf stress controls? As Req'd (in^2) Bar Size # of bars req'd Bar Size # of bars req'd 313 4,169,349 6 OK 40 65 418 8 882 900 890 2.187 0.020 Reinf N.A. 5 N.A. 5 N.A 7 OK 40 65 418 8 882 900 890 2.256 0.020 Reinf 0.0000 5 0.00 5 0.01 3 OK 48 65 418 6 887 900 893 1.976 0.009 Reinf N.A. 5 N.A. 5 N.A 8 OK 15 36 499 16 871 900 887 1.423 0.039 Reinf N.A. 5 N.A. 5 N.A 8 OK 15 36 499 16 871 900 887 1.423 0.039 Reinf N.A. 5 N.A. 5 N.A 11 OK 48 65 418 8 882 900 890 4.396 0.019 Reinf N.A. 5 N.A. 5 N.A 6 OK 40 65 418 8 882 900 890 2.187 0.020 Reinf N.A. 5 N.A. 5 N.A 7 OK 40 65 418 8 882 900 890 2.256 0.020 Reinf 0.0000 5 0.00 5 0.01 343 9,717 357 55,703 343 9,717 COMPARE COMPARE In-plane Shear In-plane Shear Axial Flexural FlexuralAxial PROJECT:21065 - Storhouse Creek Road - Yelm ROOF - Drag Strut Layout SHEET: 1 OF 1 12/6/2021 (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG1 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG1 @ GRID 2 O.K.b (in) =3.5 d (in) =3.5 A (in^2) =2.24 Sx (in^3) =4.05 Length cantilever (ft) =0 rx (in) =1.35 Length backspan (ft) =5 No. of Lams?1 Rep Use?N.A. 41,216 1% Slope Factor =1.0 M Allow (lb-ft) =10,350 3% 23,321 45% Combined bending + axial =0.49 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.013 = L / 4,690 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Mezzanine twDL (ft)0 0 0 0 0 0 0 Mezzanine twLL (ft)0 0 x (ft) =0 2 6 17 20 Mezzanine twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 2.5 Roof twLL (ft)0 2.5 Addtnl Load (plf)0 0 267 Total Uniform Load (per lam - plf) =0 107 Maximum Moment (lb-ft) =334 Axial Force (lb) =9,446 (seismic) Drag Force (lb) =23,616 (Ω = 2.5) Diaphragm Capacity =949 Zone I Force distributed one side or two? 2 Length req'd (ft) =12.4 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 23,616 lb V (lb) =0 267 267 Mmax (lb-ft) =0 HSS3-1/2X3-1/2X3/16 Section Dimensions: V Allow (lb) = V / Vallow = M / Mallow = P Allow (lb) = fa/Fa = Maximum deflections: Total Point Load (per lam - lb) = Backspan PDL (lb) = PLL (lb) = 334 0 lb 0 lb 0 lb a = 0 ft L = 5 ft 0 lb Horiz. Shear Vmax (lb) = (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG2 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG2 @ GRID 2 O.K.b (in) =3.5 d (in) =3.5 A (in^2) =2.24 Sx (in^3) =4.05 Length cantilever (ft) =0 rx (in) =1.35 Length backspan (ft) =5 No. of Lams?1 Rep Use?N.A. 41,216 1% Slope Factor =1.0 M Allow (lb-ft) =10,350 3% 23,321 39% Combined bending + axial =0.42 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.013 = L / 4,690 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Mezzanine twDL (ft)0 0 0 0 0 0 0 Mezzanine twLL (ft)0 0 x (ft) =0 2 6 17 20 Mezzanine twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 2.5 Roof twLL (ft)0 2.5 Addtnl Load (plf)0 0 267 Total Uniform Load (per lam - plf) =0 107 Maximum Moment (lb-ft) =334 Axial Force (lb) =8,097 (seismic) Drag Force (lb) =20,242 (Ω = 2.5) Diaphragm Capacity =949 Zone I Force distributed one side or two? 2 Length req'd (ft) =10.7 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 20,242 lb V (lb) =0 267 267 Mmax (lb-ft) =0 x (ft) =2.50 HSS3-1/2X3-1/2X3/16 Section Dimensions: V Allow (lb) = V / Vallow = M / Mallow = P Allow (lb) = fa/Fa = Maximum deflections: Total Point Load (per lam - lb) = Backspan PDL (lb) = PLL (lb) = 334 0 lb 0 lb 0 lb a = 0 ft L = 5 ft 0 lb Horiz. Shear Vmax (lb) = (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG3 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG3 @ GRID 14.5 O.K.b (in) =3.5 d (in) =3.5 A (in^2) =2.24 Sx (in^3) =4.05 Length cantilever (ft) =0 rx (in) =1.35 Length backspan (ft) =5 No. of Lams?1 Rep Use?N.A. 41,216 1% Slope Factor =1.0 M Allow (lb-ft) =10,350 3% 23,321 36% Combined bending + axial =0.40 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.013 = L / 4,690 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Mezzanine twDL (ft)0 0 0 0 0 0 0 Mezzanine twLL (ft)0 0 x (ft) =0 2 6 17 20 Mezzanine twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 2.5 Roof twLL (ft)0 2.5 Addtnl Load (plf)0 0 267 Total Uniform Load (per lam - plf) =0 107 Maximum Moment (lb-ft) =334 Axial Force (lb) =7,572 (seismic) Drag Force (lb) =18,931 (Ω = 2.5) Diaphragm Capacity =949 Zone I Force distributed one side or two? 2 Length req'd (ft) =10.0 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 18,931 lb V (lb) =0 267 267 Mmax (lb-ft) =0 x (ft) =2.50 HSS3-1/2X3-1/2X3/16 Section Dimensions: fa/Fa = Maximum deflections: V Allow (lb) = V / Vallow = M / Mallow = P Allow (lb) = Total Point Load (per lam - lb) = Backspan PDL (lb) = PLL (lb) = 334 0 lb 0 lb 0 lb a = 0 ft L = 5 ft 0 lb Horiz. Shear Vmax (lb) = (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG4 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG4 @ GRID 14.5 O.K.b (in) =3.5 d (in) =3.5 A (in^2) =4.09 Sx (in^3) =6.49 Length cantilever (ft) =0 rx (in) =1.26 Length backspan (ft) =5 No. of Lams?1 Rep Use?N.A. 75,256 0% Slope Factor =1.0 M Allow (lb-ft) =16,586 2% 22,889 11% Combined bending + axial =0.13 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.008 = L / 7,515 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Mezzanine twDL (ft)0 0 0 0 0 0 0 Mezzanine twLL (ft)0 0 x (ft) =0 2 6 17 20 Mezzanine twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 2.5 Roof twLL (ft)0 2.5 Addtnl Load (plf)0 0 267 Total Uniform Load (per lam - plf) =0 107 Maximum Moment (lb-ft) =334 Axial Force (lb) =4,021 (seismic) Drag Force (lb) =10,052 (Ω = 2.5) Diaphragm Capacity =949 Zone I Force distributed one side or two? 2 Length req'd (ft) =5.3 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 10,052 lb V (lb) =0 267 267 Mmax (lb-ft) =0 x (ft) =2.50 HSS3-1/2X3-1/2X3/8 Section Dimensions: V Allow (lb) = V / Vallow = M / Mallow = P Allow (lb) = fa/Fa = Maximum deflections: Total Point Load (per lam - lb) = Backspan PDL (lb) = PLL (lb) = 334 0 lb 0 lb 0 lb a = 0 ft L = 5 ft 0 lb Horiz. Shear Vmax (lb) = (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG5 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG5 @ GRID 16.5 O.K.b (in) =3.5 d (in) =3.5 A (in^2) =2.24 Sx (in^3) =4.05 Length cantilever (ft) =0 rx (in) =1.35 Length backspan (ft) =5 No. of Lams?1 Rep Use?N.A. 41,216 1% Slope Factor =1.0 M Allow (lb-ft) =10,350 3% 23,321 36% Combined bending + axial =0.40 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.013 = L / 4,690 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Mezzanine twDL (ft)0 0 0 0 0 0 0 Mezzanine twLL (ft)0 0 x (ft) =0 2 6 17 20 Mezzanine twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 2.5 Roof twLL (ft)0 2.5 Addtnl Load (plf)0 0 267 Total Uniform Load (per lam - plf) =0 107 Maximum Moment (lb-ft) =334 Axial Force (lb) =7,572 (seismic) Drag Force (lb) =18,931 (Ω = 2.5) Diaphragm Capacity =949 Zone I Force distributed one side or two? 2 Length req'd (ft) =10.0 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 18,931 lb V (lb) =0 267 267 Mmax (lb-ft) =0 x (ft) =2.50 HSS3-1/2X3-1/2X3/16 Section Dimensions: V Allow (lb) = V / Vallow = M / Mallow = P Allow (lb) = fa/Fa = Maximum deflections: Total Point Load (per lam - lb) = Backspan PDL (lb) = PLL (lb) = 334 0 lb 0 lb 0 lb a = 0 ft L = 5 ft 0 lb Horiz. Shear Vmax (lb) = (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG6 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG6 @ GRID 16.5 O.K.b (in) =3.5 d (in) =3.5 A (in^2) =3.52 Sx (in^3) =5.84 Length cantilever (ft) =0 rx (in) =1.29 Length backspan (ft) =5 No. of Lams?1 Rep Use?N.A. 64,768 0% Slope Factor =1.0 M Allow (lb-ft) =14,924 2% 23,041 12% Combined bending + axial =0.15 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.009 = L / 6,763 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Mezzanine twDL (ft)0 0 0 0 0 0 0 Mezzanine twLL (ft)0 0 x (ft) =0 2 6 17 20 Mezzanine twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 2.5 Roof twLL (ft)0 2.5 Addtnl Load (plf)0 0 267 Total Uniform Load (per lam - plf) =0 107 Maximum Moment (lb-ft) =334 Axial Force (lb) =4,021 (seismic) Drag Force (lb) =10,052 (Ω = 2.5) Diaphragm Capacity =949 Zone I Force distributed one side or two? 2 Length req'd (ft) =5.3 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 10,052 lb V (lb) =0 267 267 Mmax (lb-ft) =0 x (ft) =2.50 HSS3-1/2X3-1/2X5/16 Section Dimensions: V Allow (lb) = V / Vallow = M / Mallow = P Allow (lb) = fa/Fa = Maximum deflections: Total Point Load (per lam - lb) = Backspan PDL (lb) = PLL (lb) = 334 0 lb 0 lb 0 lb a = 0 ft L = 5 ft 0 lb Horiz. Shear Vmax (lb) = (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG7 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG7 @ GRID 29 O.K.b (in) =3.5 d (in) =3.5 A (in^2) =2.24 Sx (in^3) =4.05 Length cantilever (ft) =0 rx (in) =1.35 Length backspan (ft) =5 No. of Lams?1 Rep Use?N.A. 41,216 1% Slope Factor =1.0 M Allow (lb-ft) =10,350 3% 23,321 45% Combined bending + axial =0.49 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.013 = L / 4,690 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Mezzanine twDL (ft)0 0 0 0 0 0 0 Mezzanine twLL (ft)0 0 x (ft) =0 2 6 17 20 Mezzanine twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 2.5 Roof twLL (ft)0 2.5 Addtnl Load (plf)0 0 267 Total Uniform Load (per lam - plf) =0 107 Maximum Moment (lb-ft) =334 Axial Force (lb) =9,446 (seismic) Drag Force (lb) =23,616 (Ω = 2.5) Diaphragm Capacity =949 Zone I Force distributed one side or two? 2 Length req'd (ft) =12.4 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 23,616 lb V (lb) =0 267 267 Mmax (lb-ft) =0 x (ft) =2.50 HSS3-1/2X3-1/2X3/16 Section Dimensions: V Allow (lb) = V / Vallow = M / Mallow = P Allow (lb) = fa/Fa = Maximum deflections: Total Point Load (per lam - lb) = Backspan PDL (lb) = PLL (lb) = 334 0 lb 0 lb 0 lb a = 0 ft L = 5 ft 0 lb Horiz. Shear Vmax (lb) = (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG8 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG8 @ GRID 29 O.K.b (in) =3.5 d (in) =3.5 A (in^2) =2.24 Sx (in^3) =4.05 Length cantilever (ft) =0 rx (in) =1.35 Length backspan (ft) =5 No. of Lams?1 Rep Use?N.A. 41,216 1% Slope Factor =1.0 M Allow (lb-ft) =10,350 3% 23,321 39% Combined bending + axial =0.42 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.013 = L / 4,690 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Mezzanine twDL (ft)0 0 0 0 0 0 0 Mezzanine twLL (ft)0 0 x (ft) =0 2 6 17 20 Mezzanine twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 2.5 Roof twLL (ft)0 2.5 Addtnl Load (plf)0 0 267 Total Uniform Load (per lam - plf) =0 107 Maximum Moment (lb-ft) =334 Axial Force (lb) =8,097 (seismic) Drag Force (lb) =20,242 (Ω = 2.5) Diaphragm Capacity =949 Zone I Force distributed one side or two? 2 Length req'd (ft) =10.7 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 20,242 lb V (lb) =0 267 267 Mmax (lb-ft) =0 x (ft) =2.50 HSS3-1/2X3-1/2X3/16 Section Dimensions: V Allow (lb) = V / Vallow = M / Mallow = P Allow (lb) = fa/Fa = Maximum deflections: Total Point Load (per lam - lb) = Backspan PDL (lb) = PLL (lb) = 334 0 lb 0 lb 0 lb a = 0 ft L = 5 ft 0 lb Horiz. Shear Vmax (lb) = (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG9 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG9 @ GRID D.5 O.K.b (in) =3.5 d (in) =3.5 A (in^2) =2.24 Sx (in^3) =4.05 Length cantilever (ft) =0 rx (in) =1.35 Length backspan (ft) =5 No. of Lams?1 Rep Use?N.A. 41,216 1% Slope Factor =1.0 M Allow (lb-ft) =10,350 3% 23,321 5% Combined bending + axial =0.08 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.013 = L / 4,690 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Mezzanine twDL (ft)0 0 0 0 0 0 0 Mezzanine twLL (ft)0 0 x (ft) =0 2 6 17 20 Mezzanine twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 2.5 Roof twLL (ft)0 2.5 Addtnl Load (plf)0 0 267 Total Uniform Load (per lam - plf) =0 107 Maximum Moment (lb-ft) =334 Axial Force (lb) =1,077 (seismic) Drag Force (lb) =2,693 (Ω = 2.5) Diaphragm Capacity =949 Zone I Force distributed one side or two? 2 Length req'd (ft) =1.4 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 2,693 lb V (lb) =0 267 267 Mmax (lb-ft) =0 x (ft) =2.50 V Allow (lb) = V / Vallow = HSS3-1/2X3-1/2X3/16 Section Dimensions: M / Mallow = P Allow (lb) = fa/Fa = Maximum deflections: Backspan PDL (lb) = PLL (lb) = Total Point Load (per lam - lb) = Horiz. Shear Vmax (lb) = a = 0 ft L = 5 ft 334 0 lb 0 lb 0 lb 0 lb (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG10 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG10 @ GRID F.5 O.K.b (in) =3.5 d (in) =3.5 A (in^2) =2.24 Sx (in^3) =4.05 Length cantilever (ft) =0 rx (in) =1.35 Length backspan (ft) =5 No. of Lams?1 Rep Use?N.A. 41,216 1% Slope Factor =1.0 M Allow (lb-ft) =10,350 3% 23,321 7% Combined bending + axial =0.10 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.013 = L / 4,690 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 2.5 0 0 0 0 0 Roof twLL (ft)0 2.5 x (ft) =0 2 6 17 20 Addtnl Load (plf)0 0 0 0 0 0 0 Total Uniform Load (per lam - plf) =0 107 267 Maximum Moment (lb-ft) =334 Axial Force (lb) =1,426 (seismic) Drag Force (lb) =3,565 (Ω = 2.5) Diaphragm Capacity =949 Zone I Force distributed one side or two? 2 Length req'd (ft) =1.9 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 3,565 lb V (lb) =0 267 267 Mmax (lb-ft) =0 x (ft) =2.50 V Allow (lb) = V / Vallow = HSS3-1/2X3-1/2X3/16 Section Dimensions: M / Mallow = P Allow (lb) = fa/Fa = Maximum deflections: Backspan PDL (lb) = PLL (lb) = Total Point Load (per lam - lb) = Horiz. Shear Vmax (lb) = a = 0 ft L = 5 ft 334 0 lb 0 lb 0 lb 0 lb (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG11 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG11 @ GRID L O.K.b (in) =6.0 d (in) =6.0 A (in^2) =3.98 Sx (in^3) =22.30 Length cantilever (ft) =0 rx (in) =2.37 Length backspan (ft) =10 No. of Lams?1 Rep Use?N.A. 73,232 4% Slope Factor =1.0 M Allow (lb-ft) =56,989 13% 22,465 9% Combined bending + axial =0.21 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.201 = L / 597 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 10 0 0 0 0 0 Roof twLL (ft)0 10 x (ft) =0 2 6 17 20 Addtnl Load (plf)0 150 0 0 0 0 0 Total Uniform Load (per lam - plf) =0 577 2,887 Maximum Moment (lb-ft) =7,218 Axial Force (lb) =3,102 (seismic) Drag Force (lb) =7,754 (Ω = 2.5) Diaphragm Capacity =949 Zone I Force distributed one side or two? 2 Length req'd (ft) =4.1 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 7,754 lb V (lb) =0 2,887 2,887 Mmax (lb-ft) =0 x (ft) =5.00 V Allow (lb) = V / Vallow = HSS6X6X3/16 Section Dimensions: M / Mallow = P Allow (lb) = fa/Fa = Maximum deflections: Backspan PDL (lb) = PLL (lb) = Total Point Load (per lam - lb) = Horiz. Shear Vmax (lb) = a = 0 ft L = 10 ft 7,218 0 lb 0 lb 0 lb 0 lb (425) 557-0779 21065 - Storhouse Creek Road - Yelm BEAM RDRAG12 SHEET: 1 OF 1 12/6/2021 Design beam for combined Axial + Bending RDRAG12 @ GRID H O.K.b (in) =3.5 d (in) =3.5 A (in^2) =2.24 Sx (in^3) =4.05 Length cantilever (ft) =0 rx (in) =1.35 Length backspan (ft) =5 No. of Lams?1 Rep Use?N.A. 41,216 1% Slope Factor =1.0 M Allow (lb-ft) =10,350 3% 23,321 11% Combined bending + axial =0.14 O.K. UNIFORM LOADS :Cantilever - Δ max (in) =0.000 = L / N.A. Cantilever Backspan Backspan - Δ max (in) =0.013 = L / 4,690 2ND Floor twDL (ft)0 0 2ND Floor twLL (ft)0 0 2ND Floor twLL2 (ft)0 0 POINT LOADS: 3RD Floor twDL (ft)0 0 Cantilever 3RD Floor twLL (ft)0 0 P1 P1 P2 P3 P4 3RD Floor twLL2 (ft)0 0 0 0 0 0 0 Mezzanine twDL (ft)0 0 0 0 0 0 0 Mezzanine twLL (ft)0 0 x (ft) =0 2 6 17 20 Mezzanine twLL2 (ft)0 0 0 0 0 0 0 Roof twDL (ft)0 2.5 Roof twLL (ft)0 2.5 Addtnl Load (plf)0 0 267 Total Uniform Load (per lam - plf) =0 107 Maximum Moment (lb-ft) =334 Axial Force (lb) =2,295 (seismic) Drag Force (lb) =5,737 (Ω = 2.5) Diaphragm Capacity =1364 Zone III Force distributed one side or two? 2 Length req'd (ft) =2.1 0 lb 0 ft 2 ft 6 ft 17 ft 20 ft 5,737 lb V (lb) =0 267 267 Mmax (lb-ft) =0 x (ft) =2.50 V Allow (lb) = V / Vallow = HSS3-1/2X3-1/2X3/16 Section Dimensions: M / Mallow = P Allow (lb) = fa/Fa = Maximum deflections: Backspan PDL (lb) = PLL (lb) = Total Point Load (per lam - lb) = Horiz. Shear Vmax (lb) = a = 0 ft L = 5 ft 334 0 lb 0 lb 0 lb 0 lb (425) 557-0779 21065 - Storhouse Creek Road - Yelm DRAG CONN P_S5.1 SHEET: 1 OF 1 12/6/2021 Connection P/S5.1 (Beam RDRAG1 has highest force for this condition) Factored Drag force (lb) =23,616 (ρ = 1.0 & Ω = 2.5) Vertical Force (lb) =267 Ast Horizontal (in^2) =0.83 rebar size =6 # of Bars Req'd = 1.87 Weld size =0.25 E70 Electrodes (ksi) =70 Fv (psi) =21,000 928 Length of weld req'd (in) = 6.39 allowable weld shear (lb/in) per 1/16 in. = PROJECT:21065 - Storhouse Creek Road - Yelm 2nd to 3rd - Shearwall Plans SHEET: 1 OF 1 12/6/2021 (425) 557-0779 21065 - Storhouse Creek Road - Yelm 3rd Diaphr - Rigidity Analysis Page 1 12/6/2021 CENTER OF MASS OF FLOOR SLAB Mark AREA WEIGHT - Y WEIGHT - X X Y Xbar Ybar X =290.00 Y =100.00 A 29,463.0 1,614,572 1,614,572 145.00 50.00 234,112,998.00 80,728,620.00 CMx = 144.12 CMy = 49.87 Y WALLS 2MW-a --- 35,946 35,946 0.3339 54.6666 12,001.27 1,965,018.84 CRx = 144.43 CRy = 34.78 2MW-b --- 12,509 12,509 9.6677 57.1674 120,936.50 715,122.57 Tecx = 14.81 Tecy = -20.09 2MW-c --- 8,953 8,953 135.8000 36.3543 1,215,792.08 325,473.26 2MW-d --- 8,953 8,953 154.2144 36.3543 1,380,652.42 325,473.26 Vx Vy 2MW-e --- 12,509 12,509 280.3323 57.5008 3,506,752.44 719,293.16 ROOF 143,566 143,509 2MW-f --- 35,331 35,331 289.6661 55.3389 10,234,122.99 1,955,165.13 3rd FLOOR 351,373 344,226 2MW-g --- 35,331 35,331 119.6667 75.0000 4,227,913.71 2,649,806.64 494,939 487,735 2MW-h --- 35,331 35,331 170.3333 75.0000 6,018,005.19 2,649,806.64 2MTL-1 --- 15,897 15,897 50.0000 99.7500 794,874.00 1,585,773.63 2MW-1 --- 7,066 7,066 5.0000 64.9999 35,330.76 459,299.11 Ty Tx X WALLS 2MW-2 --- 7,066 7,066 5.0000 45.6674 35,330.76 322,692.75 ROOF N.A. N.A. 2MW-3 --- 8,040 8,040 119.9922 47.6354 964,718.91 382,981.36 3rd FLOOR 5,204,500 -6,915,683 2MW-4 --- 14,132 14,132 145.0072 30.3334 2,049,285.31 428,680.77 2MW-5 --- 7,066 7,066 285.0000 65.0001 2,013,853.05 459,300.52 2MW-6 --- 7,066 7,066 284.9995 45.6674 2,013,849.22 322,692.75 2MW-7 --- 84,549 84,549 145.0000 70.0000 12,259,607.64 5,918,431.28 2MW-8 --- 29,204 29,204 50.0000 0.3333 1,460,220.11 9,734.80 2MW-9 --- 35,331 35,331 145.0000 0.3333 5,122,959.51 11,776.92 2MW-10 --- 29,204 29,204 240.0000 0.3333 7,009,056.54 9,734.80 TOTALS 29,463 2,044,057 2,044,057 294,588,260.41 101,944,878.18 PROJECT:21065 - Storhouse Creek Road - Yelm 2nd to 3rd CMU Shearwalls SHEET: 1 OF 8 12/6/2021 Transverse forces v (psf) =11.93 V (lb) = 494,939 [TOTAL SHEAR] Wall Mark h (ft)L (ft) (dv) L' (ft) (d)t (in)t EQ (in)d' (in) r (in) h' (ft)X Y R Δ Rwall R % h/d x*Rcy dx Rdx Rdx^2 Wall Compo- nent Weight (lb) 2MW-a 9.67 50.87 50.20 7.625 7.625 8.00 2.2 9.7 0.33 54.67 127.56 0.008 127.56 21.06% 0.19 42.59 144.10 18381.21 2648684.32 35,946 2MW-b 9.67 20.00 19.33 7.625 7.625 8.00 2.2 9.7 9.67 57.17 40.08 0.025 32.63 5.39% 0.48 315.42 134.76 4396.76 592523.26 L1 3.00 20.00 19.33 7.625 7.625 8.00 2.2 3.00 164.51 0.006 0.15 4,384 P1 6.67 15.67 15.00 7.625 7.625 8.00 2.2 6.67 48.09 0.021 99.87% 0.43 7,638 P2 6.67 1.00 0.33 7.625 7.625 8.00 2.2 6.67 0.06 15.829 0.13% 6.67 487 Deduct Strip 6.67 20.00 19.33 7.625 7.625 8.00 2.2 6.67 66.37 -0.015 0.33 12,509 2MW-c 9.67 12.67 12.00 7.625 7.625 8.00 2.2 9.7 135.80 36.35 18.74 0.053 18.74 3.09% 0.76 2545.43 8.63 161.78 1396.40 8,953 2MW-d 9.67 12.67 12.00 7.625 7.625 8.00 2.2 9.7 154.21 36.35 18.74 0.053 18.74 3.09% 0.76 2890.59 -9.78 -183.37 1793.96 8,953 2MW-e 9.67 20.00 19.33 7.625 7.625 8.00 2.2 9.7 280.33 57.50 40.08 0.025 32.63 5.39% 0.48 9146.05 -135.90 -4433.87 602567.72 L1 3.00 20.00 19.33 7.625 7.625 8.00 2.2 3.00 164.51 0.006 0.15 4,384 P1 6.67 15.67 15.00 7.625 7.625 8.00 2.2 6.67 48.09 0.021 99.87% 0.43 7,638 P2 6.67 1.00 0.33 7.625 7.625 8.00 2.2 6.67 0.06 15.829 0.13% 6.67 487 Deduct Strip 6.67 20.00 19.33 7.625 7.625 8.00 2.2 6.67 66.37 -0.015 0.33 12,509 2MW-f 9.67 50.00 49.33 7.625 7.625 8.00 2.2 9.7 289.67 55.34 125.18 0.008 125.18 20.66% 0.19 36259.66 -145.23 -18180.13 2640387.80 35,331 2MW-g 9.67 50.00 49.33 7.625 7.625 8.00 2.2 9.7 119.67 75.00 125.18 0.008 125.18 20.66% 0.19 14979.57 24.76 3099.97 76769.52 35,331 2MW-h 9.67 50.00 49.33 7.625 7.625 8.00 2.2 9.7 170.33 75.00 125.18 0.008 125.18 20.66% 0.19 21321.89 -25.90 -3242.35 83983.61 35,331 605.83 100% 87501.19 6648106.60 PROJECT:21065 - Storhouse Creek Road - Yelm 2nd to 3rd CMU Shearwalls SHEET: 2 OF 8 12/6/2021 Transverse forces Wall Mark 2MW-a 2MW-b L1 P1 P2 Deduct Strip 2MW-c 2MW-d 2MW-e L1 P1 P2 Deduct Strip 2MW-f 2MW-g 2MW-h Wall Weight (lb) Shear from Wall Weight (lb) Direct Shear (lb) Trans- verse Tor- sional Shear (lb) Longi- tudinal Tors- ional Shear (lb) Shear From Above (lb) Total Shear (lb) (incl wall wt) TW DL (ft) TL DL (ft) Addtnl wDL from above (plf) wDL (plf) TW LL (ft) TL LL (ft) Addtnl wLL from above (plf) wLL (plf) % DL to include with lateral forces? (See 7-16 12.8.1.3) % LL to include with lateral forces?PDL (lb) Addtnl PDL (lb) eP (ft)PLL (lb) 35,946 4,294 104,212 12,875 -17,108 33,487 121,381 5.0 50.87 415 689 5.0 50.87 250 875 73% 0% 92,055 0 0 44,511 12,509 1,494 26,654 3,080 -4,092 28,891 31,228 5.0 20.00 973 1,247 5.0 20.00 250 875 73% 0% 56,915 0 0 17,500 1,492 26,619 3,076 -4,087 0 31,187 5.0 17.34 973 1,247 5.0 17.34 250 875 73% 0% 49,331 0 0 15,168 2 35 4 -5 0 41 5.0 2.67 973 1,247 5.0 2.67 250 875 73% 0% 7,584 0 0 2,332 31,228 8,953 1,070 15,313 113 -151 14,730 16,496 5.0 12.67 1,054 1,328 5.0 12.67 250 875 73% 0% 39,140 0 0 11,086 8,953 1,070 15,313 -128 171 14,851 16,383 5.0 12.67 1,054 1,328 5.0 12.67 250 875 73% 0% 39,140 0 0 11,086 12,509 1,494 26,654 -3,106 4,127 32,486 28,148 5.0 20.00 973 1,247 5.0 20.00 250 875 73% 0% 56,915 0 0 17,500 1,492 26,619 -3,102 4,121 0 28,111 5.0 17.34 973 1,247 5.0 17.34 250 875 73% 0% 49,331 0 0 15,168 2 35 -4 5 0 37 5.0 2.67 973 1,247 5.0 2.67 250 875 73% 0% 7,584 0 0 2,332 28,148 35,331 4,221 102,265 -12,734 16,921 37,957 106,485 5.0 50.00 422 696 5.0 50.00 250 875 73% 0% 91,202 0 0 43,750 35,331 4,221 102,265 2,171 -2,885 0 108,657 5.0 50.00 0 274 5.0 50.00 0 625 73% 0% 49,031 0 0 31,250 35,331 4,221 102,265 -2,271 3,018 0 106,485 5.0 50.00 0 274 5.0 50.00 0 625 73% 0% 49,031 0 0 31,250 184,862 22,085 494,939 0 0 162,401 535,264 Lateral Loads Gravity Loads PROJECT:21065 - Storhouse Creek Road - Yelm 2nd to 3rd CMU Shearwalls SHEET: 3 OF 8 12/6/2021 Transverse forces Wall Mark 2MW-a 2MW-b L1 P1 P2 Deduct Strip 2MW-c 2MW-d 2MW-e L1 P1 P2 Deduct Strip 2MW-f 2MW-g 2MW-h Total P (lb) Total Load (plf) M from above (lb-ft) Mtotal (lb-ft) Vertical Reinf Bar Size no. of bars Spacing (in) Ast Vbars (in^2/ft) Horizontal Reinf Bar Size no. of bars Spacing (in) Ast Hbars (in^2/ft)V (plf) M (lb-ft) M/Vd Fvm (psi) Eq. (8-28) Fvs (psi) Eq. (8-28) Fv (psi) Eq. (8-21) Fv max (psi) Eq. (8-26) & (8-27) 67,139 1320 389,268 1,542,260 5 1 24 0.153 4 2 24 0.196 2,386 1,542,260 0.25 42 31 74 134 41,510 2075 335,281 630,030 5 1 24 0.153 4 2 24 0.196 1,561 630,030 1.04 27 31 58 89 35,979 2296 0 203,040 5 1 24 0.153 4 2 24 0.196 1,990 203,040 0.43 39 31 70 123 5,531 5531 0 267 5 1 24 0.153 4 2 24 0.196 41 267 19.53 0 31 31 89 28,546 2253 168,791 323,135 5 1 24 0.153 4 2 24 0.196 1,302 323,135 1.63 15 31 47 89 28,546 2253 170,249 323,497 5 1 24 0.153 4 2 24 0.196 1,293 323,497 1.65 15 31 46 89 41,510 2075 378,427 643,396 5 1 24 0.153 4 2 24 0.196 1,407 643,396 1.18 24 31 55 89 35,979 2296 0 182,525 5 1 24 0.153 4 2 24 0.196 1,794 182,525 0.43 39 31 70 123 5,531 5531 0 240 5 1 24 0.153 4 2 24 0.196 37 240 19.48 0 31 31 89 66,517 1330 442,912 1,452,219 5 1 24 0.153 4 2 24 0.196 2,130 1,452,219 0.28 42 31 73 133 35,760 715 0 1,030,303 5 1 24 0.153 4 2 24 0.196 2,173 1,030,303 0.19 43 31 74 134 35,760 715 0 1,009,307 5 1 24 0.153 4 2 24 0.196 2,130 1,009,307 0.19 43 31 74 134 Typical Wall Reinforcing In-plane Shear PROJECT:21065 - Storhouse Creek Road - Yelm 2nd to 3rd CMU Shearwalls SHEET: 4 OF 8 12/6/2021 Transverse forces Wall Mark 2MW-a 2MW-b L1 P1 P2 Deduct Strip 2MW-c 2MW-d 2MW-e L1 P1 P2 Deduct Strip 2MW-f 2MW-g 2MW-h fv (psi) 5% Accidental Torsion fv<=Fv Max spcg for (2) #4 in HBB (if shear steel is req'd) h'/r Fa (psi) Eq (8-21) governs fa (psi) fb MAX (psi) Fb (psi) 8.3.4.2.2 fm MAX (psi) Solve for kd (in) k Masonry stress or Reinf stress controls? As Req'd (in^2) Bar Size # of bars req'd 40 OK 39 53 459 14 872 900 886 18.802 0.031 Reinf N.A. 5 N.A. 26 OK 39 53 459 23 856 900 878 15.691 0.068 Reinf 0.3669 5 1.20 34 OK 27 36 499 25 855 900 880 9.107 0.051 Reinf N.A. 5 N.A. 2 OK 4 36 499 60 791 900 851 -0.548 -0.137 Reinf N.A. 5 N.A. 23 OK 39 53 459 25 852 900 876 12.114 0.084 Reinf 0.3934 5 1.28 22 OK 39 53 459 25 852 900 876 12.123 0.084 Reinf 0.3944 5 1.29 24 OK 39 53 459 23 856 900 878 15.902 0.069 Reinf 0.3899 5 1.27 31 OK 27 36 499 25 855 900 880 8.695 0.048 Reinf N.A. 5 N.A. 2 OK 4 36 499 60 791 900 851 -0.569 -0.142 Reinf N.A. 5 N.A. 35 OK 39 53 459 15 871 900 886 18.330 0.031 Reinf N.A. 5 N.A. 36 OK 39 53 459 8 885 900 892 11.299 0.019 Reinf 0.0890 5 0.29 35 OK 39 53 459 8 885 900 892 11.173 0.019 Reinf 0.0753 5 0.25 FlexuralAxial PROJECT:21065 - Storhouse Creek Road - Yelm 2nd to 3rd CMU Shearwalls SHEET: 5 OF 8 12/6/2021 Longitudinal forces v (psf) =11.68 V (lb) = 487,735 [TOTAL SHEAR] Wall Mark h (ft) l (ft) L' (ft) (d)t (in)t EQ (in)d' (in) r (in) h' (ft)X Y R Δ Rwall R % h/d y*Rcx dy Rdy Rdy^2 Wall Compo- nent Weight (lb) 2MTL-1 9.67 274.00 274.00 6 0.085 0.00 0.0 9.7 50.00 99.75 128.57 0.008 128.57 18% 0.04 12825.18 -33.38 -4292.41 143301.83 15,897 2MW-1 9.67 10.00 9.33 7.625 7.625 8.00 2.2 9.7 5.00 65.00 11.70 0.085 11.70 2% 0.97 760.40 -30.22 -353.49 10681.29 7,066 2MW-2 9.67 10.00 9.33 7.625 7.625 8.00 2.2 9.7 5.00 45.67 11.70 0.085 11.70 2% 0.97 534.24 -10.88 -127.33 1385.86 7,066 2MW-3 9.67 20.00 19.33 7.625 7.625 8.00 2.2 9.7 119.99 47.64 40.08 0.025 5.20 1% 0.48 247.49 -12.85 -66.77 858.20 L1 3.00 20.00 19.33 7.625 7.625 8.00 2.2 3.00 164.51 0.006 0.15 4,384 P1 6.67 3.75 3.08 7.625 7.625 8.00 2.2 6.67 2.74 0.365 50.00% 1.78 1,828 P2 6.67 3.75 3.08 7.625 7.625 8.00 2.2 6.67 2.74 0.365 50.00% 1.78 1,828 Deduct Strip 6.67 20.00 19.33 7.625 7.625 8.00 2.2 6.67 66.37 -0.015 0.33 8,040 2MW-4 9.67 20.00 19.33 7.625 7.625 8.00 2.2 9.7 145.01 30.33 40.08 0.025 40.08 6% 0.48 1215.65 4.45 178.33 793.55 14,132 2MW-5 9.67 10.00 9.33 7.625 7.625 8.00 2.2 9.7 285.00 65.00 11.70 0.085 11.70 2% 0.97 760.40 -30.22 -353.49 10681.43 7,066 2MW-6 9.67 10.00 9.33 7.625 7.625 8.00 2.2 9.7 285.00 45.67 11.70 0.085 11.70 2% 0.97 534.24 -10.88 -127.33 1385.86 7,066 2MW-7 9.67 130.00 129.33 7.625 7.625 8.00 2.2 9.7 145.00 70.00 339.19 0.003 296.39 41% 0.07 20747.19 -35.22 -10437.84 367587.11 L1 3.00 130.00 129.33 7.625 7.625 8.00 2.2 3.00 1100.61 0.001 0.02 28,498 P1 6.67 35.00 34.33 7.625 7.625 8.00 2.2 6.67 127.21 0.008 31.19% 0.19 17,059 P2 6.67 22.50 21.83 7.625 7.625 8.00 2.2 6.67 76.75 0.013 18.81% 0.30 10,966 P3 6.67 22.50 21.83 7.625 7.625 8.00 2.2 6.67 76.75 0.013 18.81% 0.30 10,966 P4 6.67 35.00 34.33 7.625 7.625 8.00 2.2 6.67 127.21 0.008 31.19% 0.19 17,059 Deduct Strip 6.67 130.00 129.33 7.625 7.625 8.00 2.2 6.67 493.64 -0.002 0.05 84,549 2MW-8 9.67 41.33 40.66 7.625 7.625 8.00 2.2 9.7 50.00 0.33 101.24 0.010 101.24 14% 0.23 33.75 34.45 3487.79 120153.92 29,204 2MW-9 9.67 50.00 49.33 7.625 7.625 8.00 2.2 9.7 145.00 0.33 125.18 0.008 125.18 17% 0.19 41.73 34.45 4312.35 148560.02 35,331 2MW-10 9.67 41.33 40.66 7.625 7.625 8.00 2.2 9.7 240.00 0.33 101.24 0.010 101.24 14% 0.23 33.75 34.45 3487.79 120153.92 29,204 716.12 100% 24908.85 782241.18 PROJECT:21065 - Storhouse Creek Road - Yelm 2nd to 3rd CMU Shearwalls SHEET: 6 OF 8 12/6/2021 Longitudinal forces Wall Mark 2MTL-1 2MW-1 2MW-2 2MW-3 L1 P1 P2 Deduct Strip 2MW-4 2MW-5 2MW-6 2MW-7 L1 P1 P2 P3 P4 Deduct Strip 2MW-8 2MW-9 2MW-10 Wall Weight (lb) Shear from Wall Weight (lb) Direct Shear (lb) Longi- tudinal Tors- ional Shear (lb) Trans- verse Tor- sional Shear (lb) Shear From Above (lb) Total Shear (lb) (incl wall wt) TW DL (ft) TL DL (ft) Addtnl wDL from above (plf) wDL (plf) TW LL (ft) TL LL (ft) Addtnl wLL from above (plf) wLL (plf) % DL to include with lateral forces? % LL to include with lateral forces?PDL (lb) Addtnl PDL (lb) eP (ft)PLL (lb) 15,897 1,899 87,569 3,995 -3,007 88,616 93,463 5.0 274.00 177 451 5.0 274.00 250 875 64% 0% 139,585 0 0 239,750 7,066 844 7,968 329 -248 3,545 9,141 5.0 10.00 177 451 5.0 10.00 250 875 73% 0% 11,580 0 0 8,750 7,066 844 7,968 119 -89 3,727 8,930 5.0 10.00 177 451 5.0 10.00 250 875 73% 0% 11,580 0 0 8,750 8,040 960 3,539 62 -47 3,111 4,561 5.0 20.00 177 451 5.0 20.00 250 875 73% 0% 17,068 0 0 17,500 480 1,769 31 -23 0 2,281 5.0 10.00 177 451 5.0 10.00 250 875 73% 0% 8,534 0 0 8,750 480 1,769 31 -23 0 2,281 5.0 10.00 177 451 5.0 10.00 250 875 73% 0% 8,534 0 0 8,750 4,561 14,132 1,688 27,295 -166 125 13,236 28,984 5.0 20.00 177 451 5.0 20.00 250 875 73% 0% 23,161 0 0 17,500 7,066 844 7,968 329 -248 3,545 9,141 5.0 10.00 177 451 5.0 10.00 250 875 73% 0% 11,580 0 0 8,750 7,066 844 7,968 119 -89 3,727 8,930 5.0 10.00 177 451 5.0 10.00 250 875 73% 0% 11,580 0 0 8,750 84,549 10,101 201,865 9,715 -7,311 0 221,681 5.0 130.00 89 363 5.0 130.00 125 750 73% 0% 131,701 0 0 97,500 3,150 62,953 3,030 -2,280 0 69,133 5.0 42.50 89 363 5.0 42.50 125 750 73% 0% 43,056 0 0 31,875 1,900 37,979 1,828 -1,376 0 41,708 5.0 30.00 89 363 5.0 30.00 125 750 73% 0% 30,393 0 0 22,500 1,900 37,979 1,828 -1,376 0 41,708 5.0 30.00 89 363 5.0 30.00 125 750 73% 0% 30,393 0 0 22,500 3,150 62,953 3,030 -2,280 0 69,133 5.0 42.50 89 363 5.0 42.50 125 750 73% 0% 43,056 0 0 31,875 221,681 29,204 3,489 68,954 -3,246 2,443 0 72,443 5.0 41.33 89 363 5.0 41.33 125 750 73% 0% 44,195 0 0 30,998 35,331 4,221 85,256 -4,014 3,021 0 89,477 5.0 50.00 89 363 5.0 50.00 125 750 73% 0% 53,466 0 0 37,500 29,204 3,489 68,954 -3,246 2,443 0 72,443 5.0 41.33 89 363 5.0 41.33 125 750 73% 0% 44,195 0 0 30,998 228,725 27,325 487,735 0 0 30,891 525,732 Lateral Loads Gravity Loads PROJECT:21065 - Storhouse Creek Road - Yelm 2nd to 3rd CMU Shearwalls SHEET: 7 OF 8 12/6/2021 Longitudinal forces Wall Mark 2MTL-1 2MW-1 2MW-2 2MW-3 L1 P1 P2 Deduct Strip 2MW-4 2MW-5 2MW-6 2MW-7 L1 P1 P2 P3 P4 Deduct Strip 2MW-8 2MW-9 2MW-10 Total P (lb) Total Load (plf) M from above (lb-ft) Mtotal (lb-ft) Vertical Reinf Bar Size no. of bars Spacing (in) Ast Vbars (in^2/ft) Horizontal Reinf Bar Size no. of bars Spacing (in) Ast Hbars (in^2/ft)V (plf) M (lb-ft) M/Vd Fvm (psi) Eq. (8-28) Fvs (psi) Eq. (8-28) Fv (psi) Eq. (8-21) Fv max (psi) Eq. (8-26) & (8-27) 89,893 328 1,048,782 1,943,390 8,446 845 36,254 120,564 5 1 24 0.153 4 2 24 0.196 914 120,564 1.41 19 31 51 89 8,446 845 38,436 120,711 5 1 24 0.153 4 2 24 0.196 893 120,711 1.45 19 31 50 89 12,448 622 29,189 68,653 5 1 24 0.153 4 2 24 0.196 228 68,653 0.78 32 31 63 103 6,224 1660 0 13,610 5 1 24 0.153 4 2 24 0.196 608 13,610 1.94 13 31 45 89 6,224 1660 0 13,610 5 1 24 0.153 4 2 24 0.196 608 13,610 1.94 13 31 45 89 16,892 845 146,265 418,374 5 1 24 0.153 4 2 24 0.196 1,449 418,374 0.75 33 31 64 105 8,446 845 36,254 120,564 5 1 24 0.153 4 2 24 0.196 914 120,564 1.41 19 31 51 89 8,446 845 38,436 120,711 5 1 24 0.153 4 2 24 0.196 893 120,711 1.45 19 31 50 89 96,054 739 0 2,094,816 5 1 24 0.153 4 2 24 0.196 1,705 2,094,816 0.07 45 31 77 134 31,402 897 0 450,611 5 1 24 0.153 4 2 24 0.196 1,975 450,611 0.19 43 31 75 134 22,166 985 0 271,852 5 1 24 0.153 4 2 24 0.196 1,854 271,852 0.30 42 31 73 131 22,166 985 0 271,852 5 1 24 0.153 4 2 24 0.196 1,854 271,852 0.30 42 31 73 131 31,402 897 0 450,611 5 1 24 0.153 4 2 24 0.196 1,975 450,611 0.19 43 31 75 134 32,233 780 0 683,658 5 1 24 0.153 4 2 24 0.196 1,753 683,658 0.23 42 31 74 134 38,995 780 0 844,835 5 1 24 0.153 4 2 24 0.196 1,790 844,835 0.19 43 31 75 134 32,233 780 0 683,658 5 1 24 0.153 4 2 24 0.196 1,753 683,658 0.23 42 31 74 134 Typical Wall Reinforcing In-plane Shear PROJECT:21065 - Storhouse Creek Road - Yelm 2nd to 3rd CMU Shearwalls SHEET: 8 OF 8 12/6/2021 Longitudinal forces Wall Mark 2MTL-1 2MW-1 2MW-2 2MW-3 L1 P1 P2 Deduct Strip 2MW-4 2MW-5 2MW-6 2MW-7 L1 P1 P2 P3 P4 Deduct Strip 2MW-8 2MW-9 2MW-10 fv (psi) 5% Accidental Torsion fv<=Fv Max spcg for (2) #4 in HBB (if shear steel is req'd) h'/r Fa (psi) Eq (8-21) governs fa (psi) fb MAX (psi) Fb (psi) 8.3.4.2.2 fm MAX (psi) Solve for kd (in) k Masonry stress or Reinf stress controls? As Req'd (in^2) Bar Size # of bars req'd 341 16 OK 39 53 459 9 882 900 891 4.981 0.044 Reinf 0.2741 5 0.89 16 OK 39 53 459 9 882 900 891 4.986 0.045 Reinf 0.2746 5 0.90 4 OK 39 53 459 7 887 900 893 2.798 0.012 Reinf N.A. 5 N.A. 12 OK 15 36 499 18 867 900 885 2.035 0.055 Reinf 0.0208 5 0.07 12 OK 15 36 499 18 867 900 885 2.035 0.055 Reinf 0.0208 5 0.07 25 OK 39 53 459 9 882 900 891 8.794 0.038 Reinf 0.4203 5 1.37 16 OK 39 53 459 9 882 900 891 4.981 0.044 Reinf 0.2741 5 0.89 16 OK 39 53 459 9 882 900 891 4.986 0.045 Reinf 0.2746 5 0.90 28 OK 39 53 459 8 884 900 892 18.720 0.012 Reinf N.A. 5 N.A. 33 OK 27 36 499 10 882 900 892 8.369 0.020 Reinf N.A. 5 N.A. 31 OK 27 36 499 11 881 900 891 6.819 0.026 Reinf 0.0334 5 0.11 31 OK 27 36 499 11 881 900 891 6.819 0.026 Reinf 0.0334 5 0.11 33 OK 27 36 499 10 882 900 892 8.369 0.020 Reinf N.A. 5 N.A. 29 OK 39 53 459 9 883 900 892 9.583 0.020 Reinf 0.0140 5 0.05 30 OK 39 53 459 9 883 900 892 10.660 0.018 Reinf N.A. 5 N.A. 29 OK 39 53 459 9 883 900 892 9.583 0.020 Reinf 0.0140 5 0.05 FlexuralAxial (425) 557-0779 21065 - Storhouse Creek Road - Yelm 3rd Flr Diaphragm Shears Page 1 12/6/2021 Applied Shear (psf) = 11.93 ASCE 07-10 12.8.3 Applied Shear (lb) = 351,373 [ρ = 1] E.Q. Governs Torsional Shear (lb-ft) = 5,204,500 Y WALLS Wall Mark L Wall (ft) L diaphr (ft) Shear Collected from 2 sides or 1? Shear From Above (lb) Total Wall Shear (lb) (incl wall wt) Net Shear Transferred through Diaphragm (lb) Vconc deck (plf) V conc deck o.k.? V transfer at wall (plf) V transfer o.k.? 2MW-a 50.87 81.00 1 33,487 121,381 83,600 1,032 o.k.1,032 o.k. 2MW-b 20.00 20.00 2 28,891 31,228 843 21 o.k.21 o.k. 2MW-c 12.67 12.67 2 14,730 16,496 697 27 o.k.27 o.k. 2MW-d 12.67 12.67 2 14,851 16,383 462 18 o.k.18 o.k. 2MW-e 20.00 20.00 2 32,486 28,148 -5,832 146 o.k.146 o.k. 2MW-f 50.00 78.00 1 37,957 106,485 64,308 824 o.k.824 o.k. 2MW-g 50.00 50.00 2 0 108,657 104,436 1,044 o.k.1,044 o.k. 2MW-h 50.00 50.00 2 0 106,485 102,265 1,023 o.k.1,023 o.k. 162,401 535,264 Transverse forces Diaphragm Shear Based on ASCE 07-10 12.8.3 (425) 557-0779 21065 - Storhouse Creek Road - Yelm 3rd Flr Diaphragm Shears Page 2 12/6/2021 E.Q. Governs Y WALLS Wall Mark L Wall (ft) L diaphr (ft) 2MW-a 50.87 81.00 2MW-b 20.00 20.00 2MW-c 12.67 12.67 2MW-d 12.67 12.67 2MW-e 20.00 20.00 2MW-f 50.00 78.00 2MW-g 50.00 50.00 2MW-h 50.00 50.00 Transverse forces Applied Shear (psf) = 14.68 ASCE 07-10 12.10.1.1 Applied Shear (lb) = 432,441 Torsional Shear (lb-ft) = 6,405,274 Direct Shear (lb) Torsional Shear (lb) Total Shear (lb) Vconc deck (plf) V conc deck o.k.? V transfer at wall (plf) [factor = 1.25] V transfer o.k.? 91,053 15,845 106,898 1,320 o.k.1,650 o.k. 23,288 3,790 27,078 677 o.k.846 o.k. 13,379 139 13,519 533 o.k.667 o.k. 13,379 -158 13,379 528 o.k.660 o.k. 23,288 -3,822 23,288 582 o.k.728 o.k. 89,351 -15,672 89,351 1,146 o.k.1,432 o.k. 89,351 2,672 92,024 920 o.k.1,150 o.k. 89,351 -2,795 89,351 894 o.k.1,117 o.k. 432,441 0 454,889 Diaphragm Shear Based on ASCE 07-10 12.10.1.1 (425) 557-0779 21065 - Storhouse Creek Road - Yelm 3rd Flr Diaphragm Shears Page 3 12/6/2021 E.Q. Governs Y WALLS Wall Mark L Wall (ft) L diaphr (ft) 2MW-a 50.87 81.00 2MW-b 20.00 20.00 2MW-c 12.67 12.67 2MW-d 12.67 12.67 2MW-e 20.00 20.00 2MW-f 50.00 78.00 2MW-g 50.00 50.00 2MW-h 50.00 50.00 Transverse forces Shear Collected from 2 ends or 1? Min. additional Rqr'd Length of Collector (ft) Rein- forcing Bar Size No. of Bars Minimum extension beyond end of Shearwall (ft) Length of diaphragm at transfer (ft) V max @ Transfer to Walls (plf) Rein- forcing Bar Size Req'd Spacing (in) 1 30.13 5 6.86 30.13 81.00 1,650 5 20 2 Not Req'd 5 N.A. N.A. 20.00 846 5 39 2 Not Req'd 5 N.A. N.A. 12.67 667 5 49 2 Not Req'd 5 N.A. N.A. 12.67 660 5 50 2 Not Req'd 5 N.A. N.A. 20.00 728 5 45 1 28.00 5 5.53 28.00 78.00 1,432 5 23 1 Not Req'd 5 N.A. N.A. 50.00 1,150 5 29 1 Not Req'd 5 N.A. N.A. 50.00 1,117 5 29 Shear transfer to collector and collector size Shear Dowels at Wall (425) 557-0779 21065 - Storhouse Creek Road - Yelm 3rd Flr Diaphragm Shears Page 4 12/6/2021 Applied Shear (psf) = 11.68 ASCE 07-10 12.8.3 Applied Shear (lb) = 344,226 [ρ = 1] E.Q. Governs Torsional Shear (lb-ft) = -6,915,683 X WALLS Wall Mark L Wall (ft) L diaphr (ft) Shear Collected from 2 sides or 1? Shear From Above (lb) Total Wall Shear (lb) (incl wall wt) Net Shear Transferred through Diaphragm (lb) Vconc deck (plf) V conc deck o.k.? V transfer at wall (plf) V transfer o.k.? 2MTL-1 274.00 274.00 1 88,616 93,463 2,949 11 o.k.11 o.k. 2MW-1 10.00 10.00 1 3,545 9,141 4,752 475 o.k.475 o.k. 2MW-2 10.00 10.00 1 3,727 8,930 4,359 436 o.k.436 o.k. 2MW-3 20.00 20.00 1 3,111 4,561 489 24 o.k.24 o.k. 2MW-4 20.00 20.00 1 13,236 28,984 14,059 703 o.k.703 o.k. 2MW-5 10.00 10.00 1 3,545 9,141 4,752 475 o.k.475 o.k. 2MW-6 10.00 10.00 1 3,727 8,930 4,359 436 o.k.436 o.k. 2MW-7 130.00 130.00 2 0 221,681 211,580 814 o.k.814 o.k. 2MW-8 41.33 41.33 1 0 72,443 68,954 1,668 o.k.1,668 o.k. 2MW-9 50.00 50.00 1 0 89,477 85,256 1,705 o.k.1,705 o.k. 2MW-10 41.33 41.33 1 0 72,443 68,954 1,668 o.k.1,668 o.k. 30,891 525,732 Diaphragm Shear Based on ASCE 07-10 12.8.3 Longitudinal forces (425) 557-0779 21065 - Storhouse Creek Road - Yelm 3rd Flr Diaphragm Shears Page 5 12/6/2021 E.Q. Governs X WALLS Wall Mark L Wall (ft) L diaphr (ft) 2MTL-1 274.00 274.00 2MW-1 10.00 10.00 2MW-2 10.00 10.00 2MW-3 20.00 20.00 2MW-4 20.00 20.00 2MW-5 10.00 10.00 2MW-6 10.00 10.00 2MW-7 130.00 130.00 2MW-8 41.33 41.33 2MW-9 50.00 50.00 2MW-10 41.33 41.33 Longitudinal forces Applied Shear (psf) = 14.42 ASCE 07-10 12.10.1.1 Applied Shear (lb) = 424,955 Torsional Shear (lb-ft) = -8,537,592 Direct Shear (lb) Torsional Shear (lb) Total Shear (lb) Vconc deck (plf) V conc deck o.k.? V transfer at wall (plf) [factor = 1.25] V transfer o.k.? 76,298 -3,700 76,298 278 o.k.348 o.k. 6,942 -305 6,942 694 o.k.868 o.k. 6,942 -110 6,942 694 o.k.868 o.k. 3,083 -58 3,083 154 o.k.193 o.k. 23,782 154 23,936 1,197 o.k.1,496 o.k. 6,942 -305 6,942 694 o.k.868 o.k. 6,942 -110 6,942 694 o.k.868 o.k. 175,882 -8,998 175,882 676 o.k.846 o.k. 60,079 3,007 63,085 1,526 o.k.1,908 see dowel spacing 74,282 3,717 78,000 1,560 o.k.1,950 see dowel spacing 60,079 3,007 63,085 1,526 o.k.1,908 see dowel spacing 424,955 0 434,840 Diaphragm Shear Based on ASCE 07-10 12.10.1.1 (425) 557-0779 21065 - Storhouse Creek Road - Yelm 3rd Flr Diaphragm Shears Page 6 12/6/2021 E.Q. Governs X WALLS Wall Mark L Wall (ft) L diaphr (ft) 2MTL-1 274.00 274.00 2MW-1 10.00 10.00 2MW-2 10.00 10.00 2MW-3 20.00 20.00 2MW-4 20.00 20.00 2MW-5 10.00 10.00 2MW-6 10.00 10.00 2MW-7 130.00 130.00 2MW-8 41.33 41.33 2MW-9 50.00 50.00 2MW-10 41.33 41.33 Longitudinal forces Shear Collected from 2 ends or 1? Min. additional Rqr'd Length of Collector (ft) Rein- forcing Bar Size No. of Bars Minimum extension beyond end of Shearwall (ft) Length of diaphragm at transfer (ft) V max @ Transfer to Walls (plf) Rein- forcing Bar Size Req'd Spacing (in) 1 Not Req'd 5 N.A. N.A. 274.00 348 5 94 1 Not Req'd 5 N.A. N.A. 10.00 868 5 38 1 Not Req'd 5 N.A. N.A. 10.00 868 5 38 2 Not Req'd 5 N.A. N.A. 20.00 193 5 170 2 Not Req'd 5 N.A. N.A. 20.00 1,496 5 22 1 Not Req'd 5 N.A. N.A. 10.00 868 5 38 1 Not Req'd 5 N.A. N.A. 10.00 868 5 38 2 Not Req'd 5 N.A. N.A. 130.00 846 5 39 2 Not Req'd 5 N.A. N.A. 41.33 1,908 5 17 2 Not Req'd 5 N.A. N.A. 50.00 1,950 5 17 2 Not Req'd 5 N.A. N.A. 41.33 1,908 5 17 Shear transfer to collector and collector size Shear Dowels at Wall PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd - Shearwall Plan SHEET: 1 OF 1 12/6/2021 (425) 557-0779 21065 - Storhouse Creek Road - Yelm 2nd Diaphr - Rigidity Analysis Page 1 12/6/2021 CENTER OF MASS OF FLOOR SLAB Mark AREA WEIGHT - Y WEIGHT - X X Y Xbar Ybar X =290.00 Y =100.00 A 27,980.0 1,533,304 1,533,304 145.00 50.00 222,329,080.00 76,665,200.00 CMx = 145.12 CMy = 51.47 Y WALLS 1MW-a --- 54,708 54,708 0.3333 65.0000 18,236.02 3,556,024.58 CRx = 147.19 CRy = 35.21 1MW-b --- 14,935 14,935 9.6667 57.1674 144,374.50 853,811.87 Tecx = 16.57 Tecy = -21.26 1MW-c --- 25,111 25,111 135.8000 36.3543 3,410,032.69 912,881.80 1MW-d --- 33,117 33,117 154.2144 36.3543 5,107,062.48 1,203,932.48 Vx Vy 1MW-e --- 14,935 14,935 280.3323 57.5008 4,186,844.32 858,791.30 ROOF 143,566 143,509 1MW-f --- 56,005 56,005 289.6667 65.0000 16,222,649.81 3,640,295.41 3rd FLOOR 351,373 344,226 1MW-g --- 41,396 41,396 119.6667 75.0000 4,953,698.27 3,104,685.55 2nd FLOOR 189,089 183,941 1MW-h --- 41,396 41,396 170.3333 75.0000 7,051,085.70 3,104,685.55 684,028 671,676 1MW-1 --- 8,279 8,279 5.0000 64.9999 41,395.81 538,144.67 1MW-2 --- 8,279 8,279 5.0000 45.6674 41,395.81 378,087.78 Ty Tx X WALLS 1MW-3 --- 10,466 10,466 145.0078 42.3751 1,517,632.69 443,492.22 ROOF N.A. N.A. 1MW-4 --- 16,558 16,558 145.0072 30.3334 2,401,075.76 502,270.23 3rd FLOOR N.A. N.A. 1MW-5 --- 8,279 8,279 285.0000 65.0001 2,359,561.02 538,146.32 2nd FLOOR 3,133,705 -3,910,061 1MW-6 --- 8,279 8,279 284.9995 45.6674 2,359,556.54 378,087.78 1MW7 --- 97,881 97,881 145.0000 70.0000 14,192,769.92 6,851,682.03 1MW-8 --- 34,218 34,218 50.0000 0.3333 1,710,888.72 11,405.92 1MW-9 --- 41,396 41,396 145.0000 0.3333 6,002,392.06 13,798.60 1MW-10 --- 34,218 34,218 240.0000 0.3333 8,212,265.83 11,405.92 1MW-11 --- 37,530 37,530 60.0000 99.7500 2,251,815.00 3,743,642.44 1MW-12 --- 37,530 37,530 230.000 99.7500 8,631,957.50 3,743,642.44 TOTALS 27,980 2,157,820 2,157,820 313,145,770.44 111,054,114.89 PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 1 OF 12 12/6/2021 Transverse forces v (psf) =6.76 V (lb) = 684,028 [TOTAL SHEAR] Wall Mark h (ft)L (ft) (dv) L' (ft) (d)t (in)t EQ (in)d' (in) r (in) h' (ft)X Y R Δ Rwall R % h/d x*Rcy dx Rdx Rdx^2 Wall Compo- nent Weight (lb) Wall Weight (lb) 1MW-a 11.33 70.00 69.33 7.625 7.625 8.00 2.2 11.3 0.33 65.00 151.73 0.007 133.28 19.69% 0.16 44.43 146.86 19573.98 2874648.02 54,708 L1 4.66 70.00 69.33 7.625 7.625 8.00 2.2 4.66 379.55 0.003 0.07 23,836 P1 6.67 26.67 26.00 7.625 7.625 8.00 2.2 6.67 93.81 0.011 44.15% 0.25 12,999 P2 6.67 20.67 20.00 7.625 7.625 8.00 2.2 6.67 69.16 0.014 32.55% 0.32 10,074 P3 6.67 16.00 15.33 7.625 7.625 8.00 2.2 6.67 49.50 0.020 23.30% 0.42 7,798 Deduct Strip 6.67 70.00 69.33 7.625 7.625 8.00 2.2 6.67 263.55 -0.004 0.10 54,708 1MW-b 11.33 20.00 19.33 7.625 7.625 8.00 2.2 11.3 9.67 57.17 31.42 0.032 26.65 3.94% 0.57 257.61 137.53 3665.05 504044.90 14,935 L1 4.66 20.00 19.33 7.625 7.625 8.00 2.2 4.66 101.72 0.010 0.23 6,810 P1 6.67 15.67 15.00 7.625 7.625 8.00 2.2 6.67 48.09 0.021 99.87% 0.43 7,638 P2 6.67 1.00 0.33 7.625 7.625 8.00 2.2 6.67 0.06 15.829 0.13% 6.67 487 Deduct Strip 6.67 20.00 19.33 7.625 7.625 8.00 2.2 6.67 66.37 -0.015 0.33 14,935 1MW-c 11.33 30.33 29.66 7.625 7.625 8.00 2.2 11.3 135.80 36.35 57.37 0.017 57.37 8.47% 0.37 7790.30 11.39 653.63 7447.47 25,111 25,111 1MW-d 11.33 40.00 39.33 7.625 7.625 8.00 2.2 11.3 154.21 36.35 81.06 0.012 81.06 11.97% 0.28 12500.75 -7.02 -569.07 3995.09 33,117 33,117 1MW-e 11.33 20.00 19.33 7.625 7.625 8.00 2.2 11.3 280.33 57.50 31.42 0.032 26.65 3.94% 0.57 7470.75 -133.14 -3548.08 472385.40 14,935 L1 4.66 20.00 19.33 7.625 7.625 8.00 2.2 4.66 101.72 0.010 0.23 6,810 P1 6.67 15.67 15.00 7.625 7.625 8.00 2.2 6.67 48.09 0.021 99.87% 0.43 7,638 P2 6.67 1.00 0.33 7.625 7.625 8.00 2.2 6.67 0.06 15.829 0.13% 6.67 487 Deduct Strip 6.67 20.00 19.33 7.625 7.625 8.00 2.2 6.67 66.37 -0.015 0.33 14,935 1MW-f 11.33 70.00 69.33 7.625 7.625 8.00 2.2 11.3 289.67 65.00 151.73 0.007 142.04 20.98% 0.16 41142.91 -142.47 -20236.15 2883098.06 56,005 L1 4.66 70.00 69.33 7.625 7.625 8.00 2.2 4.66 379.55 0.003 0.07 23,836 P1 6.67 16.00 15.33 7.625 7.625 8.00 2.2 6.67 49.50 0.020 21.01% 0.42 7,798 P2 6.67 50.00 49.33 7.625 7.625 8.00 2.2 6.67 186.11 0.005 78.99% 0.13 24,370 Deduct Strip 6.67 70.00 69.33 7.625 7.625 8.00 2.2 6.67 263.55 -0.004 0.10 56,005 1MW-g 11.33 50.00 49.33 7.625 7.625 8.00 2.2 11.3 119.67 75.00 104.98 0.010 104.98 15.51% 0.23 12562.39 27.53 2889.77 79547.83 41,396 41,396 1MW-h 11.33 50.00 49.33 7.625 7.625 8.00 2.2 11.3 170.33 75.00 104.98 0.010 104.98 15.51% 0.23 17881.28 -23.14 -2429.12 56208.16 41,396 41,396 677.00 100.00% 99650.42 6881374.93 281,602 PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 2 OF 12 12/6/2021 Transverse forces Wall Mark 1MW-a L1 P1 P2 P3 Deduct Strip 1MW-b L1 P1 P2 Deduct Strip 1MW-c 1MW-d 1MW-e L1 P1 P2 Deduct Strip 1MW-f L1 P1 P2 Deduct Strip 1MW-g 1MW-h Shear from Wall Weight (lb) Direct Shear (lb) Trans- verse Tor- sional Shear (lb) Longi- tudinal Tors-ional Shear (lb) Shear From Above (lb) Total Shear (lb) (incl wall wt) TW DL (ft) TL DL (ft) Addtnl wDL from above (plf) wDL (plf) TW LL (ft) TL LL (ft) Addtnl wLL from above (plf) wLL (plf) % DL to include with lateral forces? % LL to include with lateral forces?PDL (lb) Addtnl PDL (lb) eP (ft)PLL (lb) 6,536 134,666 8,120 -10,131 121,381 149,322 10.0 70.00 1,315 1,863 10.0 70.00 636 1,886 73% 0% 185,124 0 0 132,011 2,886 59,456 3,585 -4,473 0 65,926 10.0 28.34 1,315 1,863 10.0 28.34 636 1,886 73% 0% 74,935 0 0 53,436 2,128 43,837 2,643 -3,298 0 48,607 10.0 24.00 1,315 1,863 10.0 24.00 636 1,886 73% 0% 63,471 0 0 45,261 1,523 31,374 1,892 -2,360 0 34,788 10.0 17.67 1,315 1,863 10.0 17.67 636 1,886 73% 0% 46,717 0 0 33,314 149,322 1,784 26,926 1,520 -1,897 31,228 30,231 10.0 20.00 2,846 3,394 10.0 20.00 875 2,125 73% 0% 82,810 0 0 42,500 1,782 26,891 1,518 -1,894 0 30,191 10.0 17.34 2,846 3,394 10.0 17.34 875 2,125 73% 0% 71,776 0 0 36,837 2 35 2 -2 0 40 10.0 2.67 2,846 3,394 10.0 2.67 875 2,125 73% 0% 11,034 0 0 5,663 30,231 3,000 57,961 271 -338 16,496 61,232 10.0 30.33 1,290 1,838 10.0 30.33 366 1,616 73% 0% 80,872 0 0 48,999 3,956 81,902 -236 295 16,383 85,859 10.0 40.00 979 1,527 10.0 40.00 277 1,527 73% 0% 94,177 0 0 61,086 1,784 26,926 -1,472 1,836 28,148 28,711 10.0 20.00 2,846 3,394 10.0 20.00 875 2,125 73% 0% 82,810 0 0 42,500 1,782 26,891 -1,470 1,834 0 28,673 10.0 17.34 2,846 3,394 10.0 17.34 875 2,125 73% 0% 71,776 0 0 36,837 2 35 -2 2 0 38 10.0 2.67 2,846 3,394 10.0 2.67 875 2,125 73% 0% 11,034 0 0 5,663 28,711 6,691 143,510 -8,394 10,474 106,485 150,200 10.0 70.00 1,303 1,851 10.0 70.00 625 1,875 73% 0% 185,567 0 0 131,250 1,406 30,150 -1,764 2,200 0 31,555 10.0 18.00 1,303 1,851 10.0 18.00 625 1,875 73% 0% 47,717 0 0 33,750 5,285 113,360 -6,631 8,274 0 118,645 10.0 52.00 1,303 1,851 10.0 52.00 625 1,875 73% 0% 137,850 0 0 97,500 150,200 4,945 106,068 1,199 -1,496 108,657 112,212 10.0 50.00 981 1,529 10.0 50.00 625 1,875 73% 0% 117,827 0 0 93,750 4,945 106,068 -1,008 1,257 106,485 111,013 10.0 50.00 981 1,529 10.0 50.00 625 1,875 73% 0% 117,827 0 0 93,750 33,642 684,028 0 0 535,264 728,780 Lateral Loads Gravity Loads PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 3 OF 12 12/6/2021 Transverse forces Wall Mark 1MW-a L1 P1 P2 P3 Deduct Strip 1MW-b L1 P1 P2 Deduct Strip 1MW-c 1MW-d 1MW-e L1 P1 P2 Deduct Strip 1MW-f L1 P1 P2 Deduct Strip 1MW-g 1MW-h Total P (lb) Total Load (plf) M from above (lb-ft) Mtotal (lb- ft) Vertical Reinf Bar Size no. of bars Spacing (in) Ast Vbars (in^2/ft) Horizontal Reinf Bar Size no. of bars Spacing (in) Ast Hbars (in^2/ft)V (plf) M (lb-ft) M/Vd Fvm (psi) Eq. (8-28) Fvs (psi) Eq. (8-28) Fv (psi) Eq. (8-21) 135,017 1929 1,542,260 3,197,049 5 1 24 0.153 4 2 24 0.196 2,133 3,197,049 0.31 44 31 75 54,653 2049 0 430,104 5 1 24 0.153 4 2 24 0.196 2,472 430,104 0.25 45 31 77 46,291 2240 0 317,115 5 1 24 0.153 4 2 24 0.196 2,352 317,115 0.33 44 31 76 34,072 2130 0 226,959 5 1 24 0.153 4 2 24 0.196 2,174 226,959 0.43 42 31 74 60,396 3020 630,030 962,438 5 1 24 0.153 4 2 24 0.196 1,512 962,438 1.65 18 31 50 52,348 3341 0 195,433 5 1 24 0.153 4 2 24 0.196 1,927 195,433 0.43 43 31 74 8,048 8048 0 257 5 1 24 0.153 4 2 24 0.196 40 257 19.42 0 31 31 58,982 1945 323,135 999,904 5 1 24 0.153 4 2 24 0.196 2,019 999,904 0.55 38 31 70 68,686 1717 323,497 1,273,863 5 1 24 0.153 4 2 24 0.196 2,146 1,273,863 0.38 42 31 73 60,396 3020 643,396 958,578 5 1 24 0.153 4 2 24 0.196 1,436 958,578 1.73 17 31 48 52,348 3341 0 185,305 5 1 24 0.153 4 2 24 0.196 1,830 185,305 0.43 43 31 74 8,048 8048 0 243 5 1 24 0.153 4 2 24 0.196 38 243 19.39 0 31 31 135,340 1933 1,452,219 3,116,088 5 1 24 0.153 4 2 24 0.196 2,146 3,116,088 0.30 44 31 75 34,802 2175 0 205,787 5 1 24 0.153 4 2 24 0.196 1,972 205,787 0.43 42 31 74 100,538 2011 0 773,737 5 1 24 0.153 4 2 24 0.196 2,373 773,737 0.13 47 31 79 85,935 1719 1,030,303 2,273,650 5 1 24 0.153 4 2 24 0.196 2,244 2,273,650 0.41 42 31 73 85,935 1719 1,009,307 2,239,072 5 1 24 0.153 4 2 24 0.196 2,220 2,239,072 0.41 42 31 73 Typical Wall ReinforcingGravity Loads In-plane Shear PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 4 OF 12 12/6/2021 Transverse forces Wall Mark 1MW-a L1 P1 P2 P3 Deduct Strip 1MW-b L1 P1 P2 Deduct Strip 1MW-c 1MW-d 1MW-e L1 P1 P2 Deduct Strip 1MW-f L1 P1 P2 Deduct Strip 1MW-g 1MW-h Fv max (psi) Eq. (8-26) & (8-27) fv (psi) 5% Accidental Torsion fv<=Fv Max spcg for (2) #4 in HBB (if shear steel is req'd) h'/r Fa (psi) Eq (8-21) governs fa (psi) fb MAX (psi) Fb (psi) 8.3.4.2.2 fm MAX (psi) Solve for kd (in) k Masonry stress or Reinf stress controls? As Req'd (in^2) Bar Size # of bars req'd Bar Size # of bars req'd 131 35 OK 45 62 431 21 856 900 877 33.370 0.040 Reinf N.A. 5 N.A. 5 N.A 134 42 OK 27 36 499 22 860 900 882 12.754 0.041 Reinf N.A. 5 N.A. 5 N.A 130 40 OK 27 36 499 24 856 900 880 11.319 0.047 Reinf N.A. 5 N.A. 5 N.A 124 37 OK 27 36 499 23 858 900 881 9.217 0.050 Reinf N.A. 5 N.A. 5 N.A 89 26 OK 45 62 431 33 831 900 864 23.821 0.103 Reinf 0.6190 5 2.02 5 2.19 123 33 OK 27 36 499 37 834 900 871 11.323 0.063 Reinf N.A. 5 N.A. 5 N.A 89 2 OK 4 36 499 88 741 900 829 -0.883 -0.221 Reinf N.A. 5 N.A. 5 N.A 116 34 OK 45 62 431 21 856 900 877 18.548 0.052 Reinf 0.1168 5 0.38 5 0.48 127 36 OK 45 62 431 19 861 900 880 19.548 0.041 Reinf N.A. 5 N.A. 5 N.A 89 24 OK 45 62 431 33 831 900 864 23.758 0.102 Reinf 0.6123 5 2.00 5 2.16 123 31 OK 27 36 499 37 834 900 871 11.118 0.062 Reinf N.A. 5 N.A. 5 N.A 89 2 OK 4 36 499 88 741 900 829 -0.893 -0.223 Reinf N.A. 5 N.A. 5 N.A 131 36 OK 45 62 431 21 856 900 877 33.068 0.040 Reinf N.A. 5 N.A. 5 N.A 124 34 OK 27 36 499 24 857 900 881 8.906 0.048 Reinf N.A. 5 N.A. 5 N.A 134 39 OK 27 36 499 22 860 900 882 19.232 0.032 Reinf N.A. 5 N.A. 5 N.A 125 37 OK 45 62 431 19 861 900 880 26.170 0.044 Reinf 0.0832 5 0.27 5 0.40 125 37 OK 45 62 431 19 861 900 880 25.960 0.044 Reinf 0.0603 5 0.20 5 0.32 AxialIn-plane Shear COMPAREFlexural PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 5 OF 12 12/6/2021 Longitudinal forces v (psf) =6.57 V (lb) = 671,676 [TOTAL SHEAR] Wall Mark h (ft) l (ft) L' (ft) (d)t (in)t EQ (in)d' (in) r (in) h' (ft)X Y R Δ Rwall R % h/d y*Rcx dy Rdy Rdy^2 Wall Compo- nent Weight (lb) Wall Weight (lb) 1MW-1 11.33 10.00 9.33 7.625 7.625 8.00 2.2 11.3 5.00 65.00 8.27 0.121 8.27 1.39% 1.13 537.75 -29.79 -246.46 7342.45 8,279 8,279 1MW-2 11.33 10.00 9.33 7.625 7.625 8.00 2.2 11.3 5.00 45.67 8.27 0.121 8.27 1.39% 1.13 377.81 -10.46 -86.53 904.94 8,279 8,279 1MW-3 11.33 20.00 19.33 7.625 7.625 8.00 2.2 11.3 145.01 42.38 31.42 0.032 5.02 0.84% 0.57 212.57 -7.17 -35.95 257.63 10,466 L1 4.66 20.00 19.33 7.625 7.625 8.00 2.2 4.66 101.72 0.010 0.23 6,810 P1 6.67 3.75 3.08 7.625 7.625 8.00 2.2 6.67 2.74 0.365 50.00% 1.78 1,828 P2 6.67 3.75 3.08 7.625 7.625 8.00 2.2 6.67 2.74 0.365 50.00% 1.78 1,828 Deduct Strip 6.67 20.00 19.33 7.625 7.625 8.00 2.2 6.67 66.37 -0.015 0.33 10,466 1MW-4 11.33 20.00 19.33 7.625 7.625 8.00 2.2 11.3 145.01 30.33 31.42 0.032 31.42 5.26% 0.57 953.11 4.88 153.19 746.84 16,558 16,558 1MW-5 11.33 10.00 9.33 7.625 7.625 8.00 2.2 11.3 285.00 65.00 8.27 0.121 8.27 1.39% 1.13 537.75 -29.79 -246.47 7342.55 8,279 8,279 1MW-6 11.33 10.00 9.33 7.625 7.625 8.00 2.2 11.3 285.00 45.67 8.27 0.121 8.27 1.39% 1.13 377.81 -10.46 -86.53 904.94 8,279 8,279 1MW7 11.33 130.00 129.33 7.625 7.625 8.00 2.2 11.3 145.00 70.00 288.71 0.003 248.70 41.66% 0.09 17409.08 -34.79 -8652.63 301036.24 97,881 L1 4.66 130.00 129.33 7.625 7.625 8.00 2.2 4.66 707.84 0.001 0.04 44,268 P1 6.67 35.00 34.33 7.625 7.625 8.00 2.2 6.67 127.21 0.008 32.86% 0.19 17,059 P2 6.67 20.00 19.33 7.625 7.625 8.00 2.2 6.67 66.37 0.015 17.14% 0.33 9,748 P3 6.67 20.00 19.33 7.625 7.625 8.00 2.2 6.67 66.37 0.015 17.14% 0.33 9,748 P4 6.67 35.00 34.33 7.625 7.625 8.00 2.2 6.67 127.21 0.008 32.86% 0.19 17,059 Deduct Strip 6.67 130.00 129.33 7.625 7.625 8.00 2.2 6.67 493.64 -0.002 0.05 97,881 1MW-8 11.33 41.33 40.66 7.625 7.625 8.00 2.2 11.3 50.00 0.33 84.27 0.012 84.27 14.12% 0.27 28.09 34.88 2939.01 102499.19 34,218 34,218 1MW-9 11.33 50.00 49.33 7.625 7.625 8.00 2.2 11.3 145.00 0.33 104.98 0.010 104.98 17.58% 0.23 34.99 34.88 3661.15 127684.15 41,396 41,396 1MW-10 11.33 41.33 40.66 7.625 7.625 8.00 2.2 11.3 240.00 0.33 84.27 0.012 84.27 14.12% 0.27 28.09 34.88 2939.01 102499.19 34,218 34,218 PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 6 OF 12 12/6/2021 Longitudinal forces Wall Mark 1MW-1 1MW-2 1MW-3 L1 P1 P2 Deduct Strip 1MW-4 1MW-5 1MW-6 1MW7 L1 P1 P2 P3 P4 Deduct Strip 1MW-8 1MW-9 1MW-10 Shear from Wall Weight (lb) Direct Shear (lb) Longi- tudinal Tors-ional Shear (lb) Trans- verse Tor- sional Shear (lb) Shear From Above (lb) Total Shear (lb) (incl wall wt) TW DL (ft) TL DL (ft) Addtnl wDL from above (plf) wDL (plf) TW LL (ft) TL LL (ft) Addtnl wLL from above (plf) wLL (plf) % DL to include with lateral forces? % LL to include with lateral forces?PDL (lb) Addtnl PDL (lb) eP (ft)PLL (lb) 989 9,308 128 -102 9,141 10,425 10.0 10.00 1,158 1,706 10.0 10.00 875 2,125 73% 0% 25,339 0 0 21,250 989 9,308 45 -36 8,930 10,342 10.0 10.00 1,158 1,706 10.0 10.00 875 2,125 73% 0% 25,339 0 0 21,250 1,250 5,644 19 -15 4,561 6,913 10.0 20.00 853 1,401 10.0 20.00 875 2,125 73% 0% 38,494 0 0 42,500 625 2,822 9 -7 0 3,456 10.0 10.00 853 1,401 10.0 10.00 875 2,125 73% 0% 19,247 0 0 21,250 625 2,822 9 -7 0 3,456 10.0 10.00 853 1,401 10.0 10.00 875 2,125 73% 0% 19,247 0 0 21,250 6,913 1,978 35,352 -79 64 28,984 37,330 10.0 20.00 1,158 1,706 10.0 20.00 875 2,125 73% 0% 50,679 0 0 42,500 989 9,308 128 -102 9,141 10,425 10.0 10.00 1,158 1,706 10.0 10.00 875 2,125 73% 0% 25,339 0 0 21,250 989 9,308 45 -36 8,930 10,342 10.0 10.00 1,158 1,706 10.0 10.00 875 2,125 73% 0% 25,339 0 0 21,250 11,694 279,816 4,478 -3,589 221,681 295,988 10.0 130.00 1,013 1,561 10.0 130.00 750 2,000 73% 0% 300,822 0 0 260,000 3,842 91,940 1,472 -1,179 0 97,254 10.0 38.33 1,013 1,561 10.0 38.33 750 2,000 73% 0% 88,704 0 0 76,667 2,005 47,968 768 -615 0 50,740 10.0 26.67 1,013 1,561 10.0 26.67 750 2,000 73% 0% 61,707 0 0 53,333 2,005 47,968 768 -615 0 50,740 10.0 26.67 1,013 1,561 10.0 26.67 750 2,000 73% 0% 61,707 0 0 53,333 3,842 91,940 1,472 -1,179 0 97,254 10.0 38.33 1,013 1,561 10.0 38.33 750 2,000 73% 0% 88,704 0 0 76,667 295,988 4,088 94,815 -1,521 1,219 72,443 98,903 10.0 41.33 1,069 1,617 10.0 41.33 750 2,000 73% 0% 101,062 0 0 82,660 4,945 118,112 -1,895 1,519 89,477 123,057 10.0 50.00 1,069 1,617 10.0 50.00 750 2,000 73% 0% 122,262 0 0 100,000 4,088 94,815 -1,521 1,219 72,443 98,903 10.0 41.33 1,069 1,617 10.0 41.33 750 2,000 73% 0% 101,062 0 0 82,660 Lateral Loads Gravity Loads PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 7 OF 12 12/6/2021 Longitudinal forces Wall Mark 1MW-1 1MW-2 1MW-3 L1 P1 P2 Deduct Strip 1MW-4 1MW-5 1MW-6 1MW7 L1 P1 P2 P3 P4 Deduct Strip 1MW-8 1MW-9 1MW-10 Total P (lb) Total Load (plf) M from above (lb-ft) Mtotal (lb- ft) Vertical Reinf Bar Size no. of bars Spacing (in) Ast Vbars (in^2/ft) Horizontal Reinf Bar Size no. of bars Spacing (in) Ast Hbars (in^2/ft)V (plf) M (lb-ft) M/Vd Fvm (psi) Eq. (8-28) Fvs (psi) Eq. (8-28) Fv (psi) Eq. (8-21) 18,481 1848 120,564 233,073 5 1 24 0.153 4 2 24 0.196 1,042 233,073 2.40 4 31 35 18,481 1848 120,711 232,282 5 1 24 0.153 4 2 24 0.196 1,034 232,282 2.41 3 31 35 28,075 1404 68,653 139,894 5 1 24 0.153 4 2 24 0.196 346 139,894 1.05 30 31 62 14,037 3743 0 20,970 5 1 24 0.153 4 2 24 0.196 922 20,970 1.97 22 31 53 14,037 3743 0 20,970 5 1 24 0.153 4 2 24 0.196 922 20,970 1.97 22 31 53 36,962 1848 418,374 830,121 5 1 24 0.153 4 2 24 0.196 1,867 830,121 1.15 28 31 59 18,481 1848 120,564 233,073 5 1 24 0.153 4 2 24 0.196 1,042 233,073 2.40 4 31 35 18,481 1848 120,711 232,282 5 1 24 0.153 4 2 24 0.196 1,034 232,282 2.41 3 31 35 219,400 1688 2,094,816 5,382,119 5 1 24 0.153 4 2 24 0.196 2,277 5,382,119 0.14 47 31 79 64,695 1848 0 635,870 5 1 24 0.153 4 2 24 0.196 2,779 635,870 0.19 47 31 78 45,005 2250 0 331,752 5 1 24 0.153 4 2 24 0.196 2,537 331,752 0.34 45 31 77 45,005 2250 0 331,752 5 1 24 0.153 4 2 24 0.196 2,537 331,752 0.34 45 31 77 64,695 1848 0 635,870 5 1 24 0.153 4 2 24 0.196 2,779 635,870 0.19 47 31 78 73,708 1783 683,658 1,781,071 5 1 24 0.153 4 2 24 0.196 2,393 1,781,071 0.44 42 31 73 89,170 1783 844,835 2,211,060 5 1 24 0.153 4 2 24 0.196 2,461 2,211,060 0.36 43 31 75 73,708 1783 683,658 1,781,071 5 1 24 0.153 4 2 24 0.196 2,393 1,781,071 0.44 42 31 73 Typical Wall ReinforcingGravity Loads In-plane Shear PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 8 OF 12 12/6/2021 Longitudinal forces Wall Mark 1MW-1 1MW-2 1MW-3 L1 P1 P2 Deduct Strip 1MW-4 1MW-5 1MW-6 1MW7 L1 P1 P2 P3 P4 Deduct Strip 1MW-8 1MW-9 1MW-10 Fv max (psi) Eq. (8-26) & (8-27) fv (psi) 5% Accidental Torsion fv<=Fv Max spcg for (2) #4 in HBB (if shear steel is req'd) h'/r Fa (psi) Eq (8-21) governs fa (psi) fb MAX (psi) Fb (psi) 8.3.4.2.2 fm MAX (psi) Solve for kd (in) k Masonry stress or Reinf stress controls? As Req'd (in^2) Bar Size # of bars req'd Bar Size # of bars req'd 89 18 OK 40 62 431 20 858 900 878 10.081 0.090 Reinf 0.5008 5 1.63 5 1.64 89 18 OK 40 62 431 20 858 900 878 10.055 0.090 Reinf 0.4980 5 1.62 5 1.63 89 6 OK 45 62 431 15 868 900 883 6.112 0.026 Reinf N.A. 5 N.A. 5 N.A 89 18 OK 15 36 499 41 826 900 867 3.709 0.100 Reinf N.A. 5 N.A. 5 N.A 89 18 OK 15 36 499 41 826 900 867 3.709 0.100 Reinf N.A. 5 N.A. 5 N.A 89 32 OK 45 62 431 20 858 900 878 18.189 0.078 Reinf 0.7890 5 2.57 5 2.60 89 18 OK 40 62 431 20 858 900 878 10.081 0.090 Reinf 0.5008 5 1.63 5 1.64 89 18 OK 40 62 431 20 858 900 878 10.055 0.090 Reinf 0.4980 5 1.62 5 1.63 134 38 OK 45 62 431 18 861 900 880 44.357 0.029 Reinf N.A. 5 N.A. 5 N.A 134 46 OK 27 36 499 20 864 900 884 14.820 0.036 Reinf N.A. 5 N.A. 5 N.A 129 43 OK 27 36 499 25 856 900 880 11.524 0.050 Reinf N.A. 5 N.A. 5 N.A 129 43 OK 27 36 499 25 856 900 880 11.524 0.050 Reinf N.A. 5 N.A. 5 N.A 134 46 OK 27 36 499 20 864 900 884 14.820 0.036 Reinf N.A. 5 N.A. 5 N.A 123 40 OK 45 62 431 19 859 900 879 23.714 0.049 Reinf 0.2078 5 0.68 6 0.54 127 41 OK 45 62 431 19 859 900 879 26.269 0.044 Reinf N.A. 5 N.A. 6 0.07 123 40 OK 45 62 431 19 859 900 879 23.714 0.049 Reinf 0.2078 5 0.68 6 0.54 Axial COMPAREFlexuralIn-plane Shear PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 9 OF 12 12/6/2021 Longitudinal forces v (psf) =6.57 V (lb) = 671,676 [TOTAL SHEAR] Wall Mark h (ft) l (ft) L' (ft) (d)t (in)t EQ (in)d' (in) r (in) h' (ft)X Y R Δ Rwall R % h/d y*Rcx dy Rdy Rdy^2 Wall Compo- nent Weight (lb) Wall Weight (lb) 1MW-11 11.33 120.00 119.33 7.625 7.625 8.00 2.2 11.3 60.00 99.75 266.03 0.004 2.62 0.44% 0.09 261.04 -64.54 -168.90 10901.15 37,530 L1 2.33 120.00 119.33 7.625 7.625 8.00 2.2 2.33 1308.36 0.001 0.02 20,431 P1 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P2 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P3 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P4 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P5 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P6 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P7 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P8 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P9 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P10 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P11 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P12 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P13 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 Deduct Strip 9.00 120.00 119.33 7.625 7.625 8.00 2.2 9.00 336.37 -0.003 0.08 37,530 1MW-12 11.33 120.00 119.33 7.625 7.625 8.00 2.2 11.3 230.00 99.75 266.03 0.004 2.62 0.44% 0.09 261.04 -64.54 -168.90 10901.15 37,530 L1 2.33 120.00 119.33 7.625 7.625 8.00 2.2 2.33 1308.36 0.001 0.02 20,431 P1 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P2 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P3 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P4 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P5 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P6 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P7 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P8 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P9 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P10 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P11 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P12 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 P13 9.00 2.00 1.33 7.625 7.625 8.00 2.2 9.00 0.20 4.957 7.69% 4.50 1,315 Deduct Strip 9.00 120.00 119.33 7.625 7.625 8.00 2.2 9.00 336.37 -0.003 0.08 37,530 596.99 100.00% 21019.14 673020.42 342,914 PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 10 OF 12 12/6/2021 Longitudinal forces Wall Mark 1MW-11 L1 P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 Deduct Strip 1MW-12 L1 P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 Deduct Strip Shear from Wall Weight (lb) Direct Shear (lb) Longi- tudinal Tors-ional Shear (lb) Trans- verse Tor- sional Shear (lb) Shear From Above (lb) Total Shear (lb) (incl wall wt) TW DL (ft) TL DL (ft) Addtnl wDL from above (plf) wDL (plf) TW LL (ft) TL LL (ft) Addtnl wLL from above (plf) wLL (plf) % DL to include with lateral forces? % LL to include with lateral forces?PDL (lb) Addtnl PDL (lb) eP (ft)PLL (lb) Lateral Loads Gravity Loads 4,484 2,944 87 -70 46,732 7,515 10.0 120.00 725 1,273 10.0 120.00 1,500 2,750 73% 0% 190,340 0 0 330,000 345 226 7 -5 0 578 10.0 5.92 725 1,273 10.0 5.92 1,500 2,750 73% 0% 9,385 0 0 16,271 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 5.92 725 1,273 10.0 5.92 1,500 2,750 73% 0% 9,385 0 0 16,271 7,515 4,484 2,944 87 -70 46,732 7,515 10.0 120.00 725 1,273 10.0 120.00 1,500 2,750 73% 0% 190,340 0 0 330,000 345 226 7 -5 0 578 10.0 5.92 725 1,273 10.0 5.92 1,500 2,750 73% 0% 9,385 0 0 16,271 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 9.83 725 1,273 10.0 9.83 1,500 2,750 73% 0% 15,597 0 0 27,042 345 226 7 -5 0 578 10.0 5.92 725 1,273 10.0 5.92 1,500 2,750 73% 0% 9,385 0 0 16,271 7,515 40,967 671,676 0 0 619,195 717,659 PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 11 OF 12 12/6/2021 Longitudinal forces Wall Mark 1MW-11 L1 P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 Deduct Strip 1MW-12 L1 P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 Deduct Strip Total P (lb) Total Load (plf) M from above (lb-ft) Mtotal (lb- ft) Vertical Reinf Bar Size no. of bars Spacing (in) Ast Vbars (in^2/ft) Horizontal Reinf Bar Size no. of bars Spacing (in) Ast Hbars (in^2/ft)V (plf) M (lb-ft) M/Vd Fvm (psi) Eq. (8-28) Fvs (psi) Eq. (8-28) Fv (psi) Eq. (8-21) Typical Wall ReinforcingGravity Loads In-plane Shear 138,821 1157 0 59,750 5 1 24 0.153 4 2 24 0.196 63 59,750 0.07 51 31 82 6,845 3422 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 6,845 3422 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 138,821 1157 0 59,750 5 1 24 0.153 4 2 24 0.196 63 59,750 0.07 51 31 82 6,845 3422 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 11,376 5688 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 6,845 3422 0 3,651 5 1 24 0.153 4 2 24 0.196 289 3,651 4.74 0 31 31 PROJECT:21065 - Storhouse Creek Road - Yelm 1st to 2nd CMU Shearwalls SHEET: 12 OF 12 12/6/2021 Longitudinal forces Wall Mark 1MW-11 L1 P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 Deduct Strip 1MW-12 L1 P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 Deduct Strip Fv max (psi) Eq. (8-26) & (8-27) fv (psi) 5% Accidental Torsion fv<=Fv Max spcg for (2) #4 in HBB (if shear steel is req'd) h'/r Fa (psi) Eq (8-21) governs fa (psi) fb MAX (psi) Fb (psi) 8.3.4.2.2 fm MAX (psi) Solve for kd (in) k Masonry stress or Reinf stress controls? As Req'd (in^2) Bar Size # of bars req'd Bar Size # of bars req'd Axial COMPAREFlexuralIn-plane Shear 134 1 OK 45 62 431 13 874 900 886 20.358 0.014 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 37 828 900 866 1.334 0.083 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 37 828 900 866 1.334 0.083 Reinf N.A. 5 N.A. 5 N.A 134 1 OK 45 62 431 13 874 900 886 20.358 0.014 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 37 828 900 866 1.334 0.083 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 62 781 900 843 1.686 0.105 Reinf N.A. 5 N.A. 5 N.A 89 7 OK 8 49 469 37 828 900 866 1.334 0.083 Reinf N.A. 5 N.A. 5 N.A PROJECT:21065 - Storhouse Creek Road - Yelm OTM and Brg on CMU Wall FTGS SHEET: 1 OF 1 12/6/2021 Wall Mark Length of Footing (ft) Width of Footing (ft) Depth of Footing (ft) OTM (lb- ft) P DL (lb) [incl wt of ftg] Mresist (lb-ft) Length of adjacent wall to consider (ft) Ht of adjacent wall to consider (ft) WT at end of Wall (lb) Additional DL TW Added to Wall (ft) Uplift Force (lb) F.S. Uplift Okay for Over- turning? OTM (lb- ft) e (ft) l/6 Bearing (psf) okay for brg? 1MW-a 75.00 2.5 1.0 3,197,049 213,249 7,328,613 0.0 21.0 0 0 -73,778 2.53 OK 3,197,049 14.99 12.50 2,275 OK 1MW-b 25.00 2.5 1.0 962,438 92,185 976,581 10.0 21.0 15,345 0 -884 1.34 OK 770,621 7.17 4.17 2,950 OK 1MW-c 35.33 2.5 1.0 999,904 94,120 1,536,134 0.0 21.0 0 0 -22,100 1.71 OK 999,904 10.62 5.89 2,131 OK 1MW-d 45.00 2.5 1.0 1,273,863 111,052 2,365,803 0.0 21.0 0 0 -34,123 2.07 OK 1,273,863 11.47 7.50 1,974 OK 1MW-e 25.00 2.5 1.0 958,578 92,185 976,581 10.0 21.0 15,345 0 -1,125 1.34 OK 766,762 7.13 4.17 2,950 OK 1MW-f 75.00 2.5 1.0 3,116,088 213,692 7,376,197 15.0 21.0 23,018 0 -76,073 2.99 OK 2,252,914 9.52 12.50 2,101 OK 1MW-g 55.00 2.5 1.0 2,273,650 138,452 3,607,139 10.0 21.0 15,345 0 -33,337 2.01 OK 1,851,654 12.04 9.17 2,014 OK 1MW-h 55.00 2.5 1.0 2,239,072 138,452 3,607,139 10.0 21.0 15,345 0 -34,202 2.05 OK 1,817,076 11.81 9.17 2,014 OK 1MW-1 15.00 2.5 1.0 233,073 30,964 214,663 5.0 21.0 7,673 0 2,301 1.29 OK 175,528 4.54 2.50 1,651 OK 1MW-2 15.00 2.5 1.0 232,282 30,964 214,663 5.0 21.0 7,673 0 2,202 1.30 OK 174,737 4.52 2.50 1,651 OK 1MW-3 25.00 2.5 1.0 139,894 47,869 531,819 0.0 0.0 0 0 -24,495 4.41 OK 139,894 2.92 4.17 1,303 OK 1MW-4 25.00 2.5 1.0 830,121 60,054 698,448 10.0 34.0 24,845 0 8,230 1.38 OK 519,561 6.12 4.17 1,922 OK 1MW-5 15.00 2.5 1.0 233,073 30,964 214,663 5.0 21.0 7,673 0 2,301 1.29 OK 175,528 4.54 2.50 1,651 OK 1MW-6 15.00 2.5 1.0 232,282 30,964 214,663 5.0 21.0 7,673 0 2,202 1.30 OK 174,737 4.52 2.50 1,651 OK 1MW7 135.00 3.5 1.0 5,382,119 371,697 23,117,338 0.0 0.0 0 0 -170,531 4.94 OK 5,382,119 14.48 22.50 1,293 OK 1MW-8 46.33 2.5 1.0 1,781,071 118,435 2,579,077 15.0 21.0 23,018 0 -24,135 2.00 OK 1,247,860 8.82 7.72 2,045 OK 1MW-9 55.00 2.5 1.0 2,211,060 142,887 3,696,097 15.0 21.0 23,018 0 -37,126 2.24 OK 1,578,066 9.51 9.17 2,078 OK 1MW-10 46.33 2.5 1.0 1,781,071 118,435 2,579,077 15.0 21.0 23,018 0 -24,135 2.00 OK 1,247,860 8.82 7.72 2,045 OK 1MW-11 125.00 2.5 1.0 59,750 237,215 12,523,801 15.0 21.0 23,018 0 -129,834 279.08 OK -1,378,873 -5.30 20.83 547 OK 1MW-12 125.00 2.5 1.0 59,750 237,215 12,523,801 15.0 21.0 23,018 0 -129,834 279.08 OK -1,378,873 -5.30 20.83 547 OK FOOTING PARAMETERS OVERTURNING AND BEARING ON FOOTING OVERTURNING BEARING (425) 557-0779 21065 - Storhouse Creek Road - Yelm 2nd Flr Diaphragm Shears Page 1 12/6/2021 Applied Shear (psf) = 6.76 ASCE 07-16 12.8.3 Applied Shear (lb) = 189,089 [ρ = 1] E.Q. Governs Torsional Shear (lb-ft) = 3,133,705 Y WALLS Wall Mark L Wall (ft) L diaphr (ft) Shear Collected from 2 sides or 1? Shear From Above (lb) Total Wall Shear (lb) (incl wall wt) Net Shear Transferred through Diaphragm (lb) Vconc deck (plf) V conc deck o.k.? V transfer at wall (plf) V transfer o.k.? 1MW-a 70.00 75.00 1 121,381 149,322 21,405 285 o.k.285 o.k. 1MW-b 20.00 20.00 1 31,228 30,231 -2,781 139 o.k.139 o.k. 1MW-c 30.33 30.33 1 16,496 61,232 41,737 1,376 o.k.1,376 o.k. 1MW-d 40.00 40.00 1 16,383 85,859 65,520 1,638 o.k.1,638 o.k. 1MW-e 20.00 20.00 1 28,148 28,711 -1,222 61 o.k.61 o.k. 1MW-f 70.00 70.00 1 106,485 150,200 37,024 529 o.k.529 o.k. 1MW-g 50.00 50.00 2 108,657 112,212 -1,390 14 o.k.14 o.k. 1MW-h 50.00 50.00 2 106,485 111,013 -418 4 o.k.4 o.k. 535,264 728,780 Transverse forces Diaphragm Shear Based on ASCE 07-16 12.8.3 (425) 557-0779 21065 - Storhouse Creek Road - Yelm 2nd Flr Diaphragm Shears Page 2 12/6/2021 E.Q. Governs Y WALLS Wall Mark L Wall (ft) L diaphr (ft) 1MW-a 70.00 75.00 1MW-b 20.00 20.00 1MW-c 30.33 30.33 1MW-d 40.00 40.00 1MW-e 20.00 20.00 1MW-f 70.00 70.00 1MW-g 50.00 50.00 1MW-h 50.00 50.00 Transverse forces Applied Shear (psf) = 15.44 ASCE 07-16 12.10.1.1 Applied Shear (lb) = 432,128 Torsional Shear (lb-ft) = 7,161,514 Direct Shear (lb) Torsional Shear (lb) Total Shear (lb) Vconc deck (plf) V conc deck o.k.? V transfer at wall (plf) [factor = 1.25] V transfer o.k.? 85,074 18,556 103,630 1,382 o.k.1,727 o.k. 17,010 3,474 20,485 1,024 o.k.1,280 o.k. 36,617 620 37,236 1,228 o.k.1,535 o.k. 51,741 -539 51,741 1,294 o.k.1,617 o.k. 17,010 -3,364 17,010 851 o.k.1,063 o.k. 90,661 -19,184 90,661 1,295 o.k.1,619 o.k. 67,007 2,739 69,747 697 o.k.872 o.k. 67,007 -2,303 67,007 670 o.k.838 o.k. 432,128 0 457,517 Diaphragm Shear Based on ASCE 07-16 12.10.1.1 (425) 557-0779 21065 - Storhouse Creek Road - Yelm 2nd Flr Diaphragm Shears Page 3 12/6/2021 E.Q. Governs Y WALLS Wall Mark L Wall (ft) L diaphr (ft) 1MW-a 70.00 75.00 1MW-b 20.00 20.00 1MW-c 30.33 30.33 1MW-d 40.00 40.00 1MW-e 20.00 20.00 1MW-f 70.00 70.00 1MW-g 50.00 50.00 1MW-h 50.00 50.00 Transverse forces Shear Collected from 2 ends or 1? Min. additional Rqr'd Length of Collector (ft) Rein- forcing Bar Size No. of Bars Minimum extension beyond end of Shearwall (ft) Length of diaphragm at transfer (ft) V max @ Transfer to Walls (plf) Rein- forcing Bar Size Req'd Spacing (in) 1 5.00 5 1.19 5.00 70.00 1,851 5 18 2 Not Req'd 5 N.A. N.A. 20.00 1,280 5 26 2 Not Req'd 5 N.A. N.A. 30.33 1,535 5 21 2 Not Req'd 5 N.A. N.A. 40.00 1,638 5 20 2 Not Req'd 5 N.A. N.A. 20.00 1,063 5 31 1 Not Req'd 5 N.A. N.A. 70.00 1,619 5 20 1 Not Req'd 5 N.A. N.A. 50.00 872 5 38 1 Not Req'd 5 N.A. N.A. 50.00 838 5 39 Shear transfer to collector and collector size Shear Dowels at Wall (425) 557-0779 21065 - Storhouse Creek Road - Yelm 2nd Flr Diaphragm Shears Page 4 12/6/2021 Applied Shear (psf) = 6.57 ASCE 07-10 12.8.3 Applied Shear (lb) = 183,941 [ρ = 1] E.Q. Governs Torsional Shear (lb-ft) = -3,910,061 X WALLS Wall Mark L Wall (ft) L diaphr (ft) Shear Collected from 2 sides or 1? Shear From Above (lb) Total Wall Shear (lb) (incl wall wt) Net Shear Transferred through Diaphragm (lb) Vconc deck (plf) V conc deck o.k.? V transfer at wall (plf) V transfer o.k.? 1MW-1 10.00 10.00 1 9,141 10,425 1,284 128 o.k.128 o.k. 1MW-2 10.00 10.00 1 8,930 10,342 1,412 141 o.k.141 o.k. 1MW-3 20.00 20.00 1 4,561 6,913 2,352 118 o.k.118 o.k. 1MW-4 20.00 20.00 1 28,984 37,330 8,347 417 o.k.417 o.k. 1MW-5 10.00 10.00 1 9,141 10,425 1,284 128 o.k.128 o.k. 1MW-6 10.00 10.00 1 8,930 10,342 1,412 141 o.k.141 o.k. 1MW7 130.00 130.00 2 221,681 295,988 74,307 286 o.k.286 o.k. 1MW-8 41.33 41.33 1 72,443 98,903 26,460 640 o.k.640 o.k. 1MW-9 50.00 50.00 1 89,477 123,057 33,580 672 o.k.672 o.k. 1MW-10 41.33 41.33 1 72,443 98,903 26,460 640 o.k.640 o.k. 1MW-11 120.00 120.00 1 46,732 7,515 -39,216 327 o.k.327 o.k. 1MW-12 120.00 120.00 1 46,732 7,515 -39,216 327 o.k.327 o.k. 619,195 717,659 98,464 Diaphragm Shear Based on ASCE 07-16 12.8.3 Longitudinal forces (425) 557-0779 21065 - Storhouse Creek Road - Yelm 2nd Flr Diaphragm Shears Page 5 12/6/2021 E.Q. Governs X WALLS Wall Mark L Wall (ft) L diaphr (ft) 1MW-1 10.00 10.00 1MW-2 10.00 10.00 1MW-3 20.00 20.00 1MW-4 20.00 20.00 1MW-5 10.00 10.00 1MW-6 10.00 10.00 1MW7 130.00 130.00 1MW-8 41.33 41.33 1MW-9 50.00 50.00 1MW-10 41.33 41.33 1MW-11 120.00 120.00 1MW-12 120.00 120.00 Longitudinal forces Applied Shear (psf) = 15.07 ASCE 07-10 12.10.1.1 Applied Shear (lb) = 421,664 Torsional Shear (lb-ft) = -8,963,382 Direct Shear (lb) Torsional Shear (lb) Total Shear (lb) Vconc deck (plf) V conc deck o.k.? V transfer at wall (plf) [factor = 1.25] V transfer o.k.? 5,843 -234 5,843 584 o.k.730 o.k. 5,843 -82 5,843 584 o.k.730 o.k. 3,543 -34 3,543 177 o.k.221 o.k. 22,193 145 22,339 1,117 o.k.1,396 o.k. 5,843 -234 5,843 584 o.k.730 o.k. 5,843 -82 5,843 584 o.k.730 o.k. 175,663 -8,203 175,663 676 o.k.845 o.k. 59,523 2,786 62,309 1,508 o.k.1,884 see dowel spacing 74,148 3,471 77,619 1,552 o.k.1,940 see dowel spacing 59,523 2,786 62,309 1,508 o.k.1,884 see dowel spacing 1,848 -160 1,848 15 o.k.19 o.k. 1,848 -160 1,848 15 o.k.19 o.k. 421,664 0 430,852 Diaphragm Shear Based on ASCE 07-16 12.10.1.1 (425) 557-0779 21065 - Storhouse Creek Road - Yelm 2nd Flr Diaphragm Shears Page 6 12/6/2021 E.Q. Governs X WALLS Wall Mark L Wall (ft) L diaphr (ft) 1MW-1 10.00 10.00 1MW-2 10.00 10.00 1MW-3 20.00 20.00 1MW-4 20.00 20.00 1MW-5 10.00 10.00 1MW-6 10.00 10.00 1MW7 130.00 130.00 1MW-8 41.33 41.33 1MW-9 50.00 50.00 1MW-10 41.33 41.33 1MW-11 120.00 120.00 1MW-12 120.00 120.00 Longitudinal forces Shear Collected from 2 ends or 1? Min. additional Rqr'd Length of Collector (ft) Rein- forcing Bar Size No. of Bars Minimum extension beyond end of Shearwall (ft) Length of diaphragm at transfer (ft) V max @ Transfer to Walls (plf) Rein- forcing Bar Size Req'd Spacing (in) 1 Not Req'd 5 N.A. N.A. 10.00 730 5 45 1 Not Req'd 5 N.A. N.A. 10.00 730 5 45 2 Not Req'd 5 N.A. N.A. 20.00 221 5 148 2 Not Req'd 5 N.A. N.A. 20.00 1,396 5 24 1 Not Req'd 5 N.A. N.A. 10.00 730 5 45 1 Not Req'd 5 N.A. N.A. 10.00 730 5 45 2 Not Req'd 5 N.A. N.A. 130.00 845 5 39 2 Not Req'd 5 N.A. N.A. 41.33 1,884 5 17 2 Not Req'd 5 N.A. N.A. 50.00 1,940 5 17 2 Not Req'd 5 N.A. N.A. 41.33 1,884 5 17 1 Not Req'd 5 N.A. N.A. 120.00 327 5 100 1 Not Req'd 5 N.A. N.A. 120.00 327 5 100 Shear transfer to collector and collector size Shear Dowels at Wall PROJECT:21065 - Storhouse Creek Road - Yelm Wall DSN - out-of-plane forces SHEET: 1 OF 8 12/6/2021 Fm (psi) = 2000 SPECIAL INSPECTION REQUIRED? YES Fs (psi) = 32,000 SHEAR FACTOR = 1.5 Em (psi) = LOAD FACTOR = 1.333 n = 19.3 Wall Mark h (ft) l (ft) t (in) t EQ (in) d (in) to reinforci ng steel r (in) h' (ft) Wall Weight (lb) 0.4 x SDS x I X W (psf) wDL (plf) TL DL (ft) wLL (plf) TL LL (ft) eDL (ft) eLL (ft) Addtnl PDL (lb) Factor for fixity? % DL to include with lateral forces? % LL to include with lateral forces? % Lateral Load to include in design? M lateral (lb-ft/ft) of wall M TL (lb-ft/ft) of wall 1MW-a 11.33 70.00 7.63 7.63 3.8125 2.2 11.33 173,914 25 1,863 70.00 1,886 70.00 P1 6.67 26.67 7.63 7.63 3.8125 2.2 6.67 70,398 25 1,863 28.34 1,886 28.34 0.25 0.25 0 0.80 73% 25% 100% 111 458 P2 6.67 20.67 7.63 7.63 3.8125 2.2 6.67 59,628 25 1,863 24.00 1,886 24.00 0.25 0.25 0 0.80 73% 25% 100% 111 458 P3 6.67 16.00 7.63 7.63 3.8125 2.2 6.67 43,888 25 1,863 17.67 1,886 17.67 0.25 0.25 0 0.80 73% 25% 100% 111 458 1MW-b 11.33 20.00 7.63 7.63 3.8125 2.2 11.33 49,690 25 3,394 20.00 2,125 20.00 P1 6.67 15.67 7.63 7.63 3.8125 2.2 6.67 43,068 25 3,394 17.34 2,125 17.34 0.25 0.25 0 0.80 73% 25% 100% 111 752 P2 6.67 1.00 7.63 7.63 3.8125 2.2 6.67 6,621 25 3,394 2.67 2,125 2.67 0.25 0.25 0 0.80 73% 25% 100% 111 752 1MW-c 11.33 30.33 7.63 7.63 3.8125 2.2 11.33 75,354 25 1,838 30.33 1,616 30.33 0.25 0.25 0 0.80 73% 25% 100% 320 436 1MW-d 11.33 40.00 7.63 7.63 3.8125 2.2 11.33 99,379 25 1,527 40.00 1,527 40.00 0.25 0.25 0 0.80 73% 25% 100% 320 374 1MW-e 11.33 20.00 7.63 7.63 3.8125 2.2 11.33 49,690 25 3,394 20.00 2,125 20.00 P1 6.67 15.67 7.63 7.63 3.8125 2.2 6.67 43,068 25 3,394 17.34 2,125 17.34 0.25 0.25 0 0.80 73% 25% 100% 111 752 P2 6.67 1.00 7.63 7.63 3.8125 2.2 6.67 6,621 25 3,394 2.67 2,125 2.67 0.25 0.25 0 0.80 73% 25% 100% 111 752 1MW-f 11.33 70.00 7.63 7.63 3.8125 2.2 11.33 173,914 25 1,851 70.00 1,875 70.00 P1 6.67 16.00 7.63 7.63 3.8125 2.2 6.67 44,721 25 1,851 18.00 1,875 18.00 0.25 0.25 0 0.80 73% 25% 100% 111 455 P2 6.67 50.00 7.63 7.63 3.8125 2.2 6.67 129,193 25 1,851 52.00 1,875 52.00 0.25 0.25 0 0.80 73% 25% 100% 111 455 1,500,000 PROJECT:21065 - Storhouse Creek Road - Yelm Wall DSN - out-of-plane forces SHEET: 2 OF 8 12/6/2021 Wall Mark 1MW-a P1 P2 P3 1MW-b P1 P2 1MW-c 1MW-d 1MW-e P1 P2 1MW-f P1 P2 PTL (plf) e' (in) kern dist t/6 (in) Cracked Section? Mdsn (lb-ft)/ft fa (psi)/ft h'/r Special Insp? Fa (psi) Fb (psi) Maximum fb (psi) to satisfy the unity equation Bar Size Spacing (in) np k j Mcapacity (lb-ft/ft) fm MAX (psi) okay? 3,264 2.09 1.27 YES 569 36 36 1 466 666 837 5 24 0.065 0.301 0.900 1,647 872 O.K. 3,568 1.91 1.27 YES 569 39 36 1 466 666 832 5 24 0.065 0.301 0.900 1,638 871 O.K. 3,392 2.01 1.27 YES 569 37 36 1 466 666 835 5 24 0.065 0.301 0.900 1,643 872 O.K. 4,700 2.20 1.27 YES 863 51 36 1 466 666 814 5 24 0.065 0.301 0.900 1,603 866 O.K. 11,323 0.91 1.27 NO 863 124 36 1 466 666 711 5 24 0.065 0.301 0.900 1,399 835 O.K. 2,987 3.04 1.27 YES 756 33 62 1 403 666 834 5 24 0.065 0.301 0.900 1,641 866 O.K. 2,737 3.04 1.27 YES 694 30 62 1 403 666 838 5 24 0.065 0.301 0.900 1,650 868 O.K. 4,700 2.20 1.27 YES 863 51 36 1 466 666 814 5 24 0.065 0.301 0.900 1,603 866 O.K. 11,323 0.91 1.27 NO 863 124 36 1 466 666 711 5 24 0.065 0.301 0.900 1,399 835 O.K. 3,444 1.97 1.27 YES 566 38 36 1 466 666 834 5 24 0.065 0.301 0.900 1,641 872 O.K. 3,183 2.13 1.27 YES 566 35 36 1 466 666 838 5 24 0.065 0.301 0.900 1,649 873 O.K. Choose Wall Reinforcing PROJECT:21065 - Storhouse Creek Road - Yelm Wall DSN - out-of-plane forces SHEET: 3 OF 8 12/6/2021 Wall Mark h (ft) l (ft) t (in) t EQ (in) d (in) to reinforci ng steel r (in) h' (ft) Wall Weight (lb) 0.4 x SDS x I X W (psf) wDL (plf) TL DL (ft) wLL (plf) TL LL (ft) eDL (ft) eLL (ft) Addtnl PDL (lb) Factor for fixity? % DL to include with lateral forces? % LL to include with lateral forces? % Lateral Load to include in design? M lateral (lb-ft/ft) of wall M TL (lb-ft/ft) of wall 1MW-g 11.33 50.00 7.63 7.63 3.8125 2.2 11.33 124,224 25 1,529 50.00 1,875 50.00 0.25 0.25 0 0.80 73% 25% 100% 320 396 1MW-h 11.33 50.00 7.63 7.63 3.8125 2.2 11.33 124,224 25 1,529 50.00 1,875 50.00 0.25 0.25 0 0.80 73% 25% 100% 320 396 1MW-1 11.33 10.00 7.63 7.63 3.8125 2.2 11.33 24,845 25 1,706 10.00 2,125 10.00 0.25 0.25 0 0.80 73% 25% 100% 320 444 1MW-2 11.33 10.00 7.63 7.63 3.8125 2.2 11.33 24,845 25 1,706 10.00 2,125 10.00 0.25 0.25 0 0.80 73% 25% 100% 320 444 1MW-3 11.33 20.00 7.63 7.63 3.8125 2.2 11.33 49,690 25 1,401 20.00 2,125 20.00 P1 6.67 3.75 7.63 7.63 3.8125 2.2 6.67 24,845 25 1,401 10.00 2,125 10.00 0.25 0.25 0 0.80 73% 25% 100% 111 388 P2 6.67 3.75 7.63 7.63 3.8125 2.2 6.67 24,845 25 1,401 10.00 2,125 10.00 0.25 0.25 0 0.80 73% 25% 100% 111 388 1MW-4 11.33 20.00 7.63 7.63 3.8125 2.2 11.33 49,690 25 1,706 20.00 2,125 20.00 0.25 0.25 0 0.80 73% 25% 100% 320 444 1MW-5 11.33 10.00 7.63 7.63 3.8125 2.2 11.33 24,845 25 1,706 10.00 2,125 10.00 0.25 0.25 0 0.80 73% 25% 100% 320 444 1MW-6 11.33 10.00 7.63 7.63 3.8125 2.2 11.33 24,845 25 1,706 10.00 2,125 10.00 0.25 0.25 0 0.80 73% 25% 100% 320 444 1MW7 11.33 130.00 7.63 7.63 3.8125 2.2 11.33 322,982 25 1,561 130.00 2,000 130.00 P1 6.67 35.00 7.63 7.63 3.8125 2.2 6.67 95,238 25 1,561 38.33 2,000 38.33 0.25 0.25 0 0.80 73% 25% 100% 111 410 P2 6.67 20.00 7.63 7.63 3.8125 2.2 6.67 66,253 25 1,561 26.67 2,000 26.67 0.25 0.25 0 0.80 73% 25% 100% 111 410 P3 6.67 20.00 7.63 7.63 3.8125 2.2 6.67 66,253 25 1,561 26.67 2,000 26.67 0.25 0.25 0 0.80 73% 25% 100% 111 410 P4 6.67 35.00 7.63 7.63 3.8125 2.2 6.67 95,238 25 1,561 38.33 2,000 38.33 0.25 0.25 0 0.80 73% 25% 100% 111 410 PROJECT:21065 - Storhouse Creek Road - Yelm Wall DSN - out-of-plane forces SHEET: 4 OF 8 12/6/2021 Wall Mark 1MW-g 1MW-h 1MW-1 1MW-2 1MW-3 P1 P2 1MW-4 1MW-5 1MW-6 1MW7 P1 P2 P3 P4 PTL (plf) e' (in) kern dist t/6 (in) Cracked Section? Mdsn (lb-ft)/ft fa (psi)/ft h'/r Special Insp? Fa (psi) Fb (psi) Maximum fb (psi) to satisfy the unity equation Bar Size Spacing (in) np k j Mcapacity (lb-ft/ft) fm MAX (psi) okay? Choose Wall Reinforcing 2,826 3.04 1.27 YES 716 31 62 1 403 666 837 5 24 0.065 0.301 0.900 1,647 868 O.K. 2,826 3.04 1.27 YES 716 31 62 1 403 666 837 5 24 0.065 0.301 0.900 1,647 868 O.K. 3,018 3.04 1.27 YES 764 33 62 1 403 666 833 5 24 0.065 0.301 0.900 1,640 866 O.K. 3,018 3.04 1.27 YES 764 33 62 1 403 666 833 5 24 0.065 0.301 0.900 1,640 866 O.K. 7,455 0.80 1.27 NO 499 81 36 1 466 666 771 5 24 0.065 0.301 0.900 1,518 853 O.K. 7,455 0.80 1.27 NO 499 81 36 1 466 666 771 5 24 0.065 0.301 0.900 1,518 853 O.K. 3,018 3.04 1.27 YES 764 33 62 1 403 666 833 5 24 0.065 0.301 0.900 1,640 866 O.K. 3,018 3.04 1.27 YES 764 33 62 1 403 666 833 5 24 0.065 0.301 0.900 1,640 866 O.K. 3,018 3.04 1.27 YES 764 33 62 1 403 666 833 5 24 0.065 0.301 0.900 1,640 866 O.K. 3,155 1.98 1.27 YES 521 34 36 1 466 666 839 5 24 0.065 0.301 0.900 1,650 873 O.K. 3,841 1.63 1.27 YES 521 42 36 1 466 666 828 5 24 0.065 0.301 0.900 1,629 870 O.K. 3,841 1.63 1.27 YES 521 42 36 1 466 666 828 5 24 0.065 0.301 0.900 1,629 870 O.K. 3,155 1.98 1.27 YES 521 34 36 1 466 666 839 5 24 0.065 0.301 0.900 1,650 873 O.K. PROJECT:21065 - Storhouse Creek Road - Yelm Wall DSN - out-of-plane forces SHEET: 5 OF 8 12/6/2021 Wall Mark h (ft) l (ft) t (in) t EQ (in) d (in) to reinforci ng steel r (in) h' (ft) Wall Weight (lb) 0.4 x SDS x I X W (psf) wDL (plf) TL DL (ft) wLL (plf) TL LL (ft) eDL (ft) eLL (ft) Addtnl PDL (lb) Factor for fixity? % DL to include with lateral forces? % LL to include with lateral forces? % Lateral Load to include in design? M lateral (lb-ft/ft) of wall M TL (lb-ft/ft) of wall 1MW-8 11.33 41.33 7.63 7.63 3.8125 2.2 11.33 102,684 25 1,617 41.33 2,000 41.33 0.25 0.25 0 0.80 73% 25% 100% 320 420 1MW-9 11.33 50.00 7.63 7.63 3.8125 2.2 11.33 124,224 25 1,617 50.00 2,000 50.00 0.25 0.25 0 0.80 73% 25% 100% 320 420 1MW-10 11.33 41.33 7.63 7.63 3.8125 2.2 11.33 102,684 25 1,617 41.33 2,000 41.33 0.25 0.25 0 0.80 73% 25% 100% 320 420 1MW-11 11.33 120.00 7.63 7.63 3.8125 2.2 11.33 298,138 25 1,273 120.00 2,750 120.00 P1 9.00 2.00 7.63 7.63 3.8125 2.2 9 14,700 25 1,273 5.92 2,750 5.92 0.25 0.25 0 0.80 73% 25% 100% 202 404 P2 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P3 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P4 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P5 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P6 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P7 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P8 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P9 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P10 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P11 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P12 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P13 9.00 2.00 7.63 7.63 3.8125 2.2 9 14,700 25 1,273 5.92 2,750 5.92 0.25 0.25 0 0.80 73% 25% 100% 202 404 PROJECT:21065 - Storhouse Creek Road - Yelm Wall DSN - out-of-plane forces SHEET: 6 OF 8 12/6/2021 Wall Mark 1MW-8 1MW-9 1MW-10 1MW-11 P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 PTL (plf) e' (in) kern dist t/6 (in) Cracked Section? Mdsn (lb-ft)/ft fa (psi)/ft h'/r Special Insp? Fa (psi) Fb (psi) Maximum fb (psi) to satisfy the unity equation Bar Size Spacing (in) np k j Mcapacity (lb-ft/ft) fm MAX (psi) okay? Choose Wall Reinforcing 2,922 3.04 1.27 YES 740 32 62 1 403 666 835 5 24 0.065 0.301 0.900 1,643 867 O.K. 2,922 3.04 1.27 YES 740 32 62 1 403 666 835 5 24 0.065 0.301 0.900 1,643 867 O.K. 2,922 3.04 1.27 YES 740 32 62 1 403 666 835 5 24 0.065 0.301 0.900 1,643 867 O.K. 8,456 0.86 1.27 NO 606 92 49 1 439 666 747 5 24 0.065 0.301 0.900 1,471 840 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 8,456 0.86 1.27 NO 606 92 49 1 439 666 747 5 24 0.065 0.301 0.900 1,471 840 O.K. PROJECT:21065 - Storhouse Creek Road - Yelm Wall DSN - out-of-plane forces SHEET: 7 OF 8 12/6/2021 Wall Mark h (ft) l (ft) t (in) t EQ (in) d (in) to reinforci ng steel r (in) h' (ft) Wall Weight (lb) 0.4 x SDS x I X W (psf) wDL (plf) TL DL (ft) wLL (plf) TL LL (ft) eDL (ft) eLL (ft) Addtnl PDL (lb) Factor for fixity? % DL to include with lateral forces? % LL to include with lateral forces? % Lateral Load to include in design? M lateral (lb-ft/ft) of wall M TL (lb-ft/ft) of wall 1MW-12 11.33 120.00 7.63 7.63 3.8125 2.2 11.33 298,138 25 1,273 120.00 2,750 120.00 P1 9.00 2.00 7.63 7.63 3.8125 2.2 9 14,700 25 1,273 5.92 2,750 5.92 0.25 0.25 0 0.80 73% 25% 100% 202 404 P2 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P3 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P4 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P5 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P6 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P7 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P8 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P9 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P10 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P11 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P12 9.00 2.00 7.63 7.63 3.8125 2.2 9 24,431 25 1,273 9.83 2,750 9.83 0.25 0.25 0 0.80 73% 25% 100% 202 404 P13 9.00 2.00 7.63 7.63 3.8125 2.2 9 14,700 25 1,273 5.92 2,750 5.92 0.25 0.25 0 0.80 73% 25% 100% 202 404 PROJECT:21065 - Storhouse Creek Road - Yelm Wall DSN - out-of-plane forces SHEET: 8 OF 8 12/6/2021 Wall Mark 1MW-12 P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 PTL (plf) e' (in) kern dist t/6 (in) Cracked Section? Mdsn (lb-ft)/ft fa (psi)/ft h'/r Special Insp? Fa (psi) Fb (psi) Maximum fb (psi) to satisfy the unity equation Bar Size Spacing (in) np k j Mcapacity (lb-ft/ft) fm MAX (psi) okay? Choose Wall Reinforcing 8,456 0.86 1.27 NO 606 92 49 1 439 666 747 5 24 0.065 0.301 0.900 1,471 840 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 14,054 0.52 1.27 NO 606 154 49 1 439 666 655 5 24 0.065 0.301 0.900 1,288 808 O.K. 8,456 0.86 1.27 NO 606 92 49 1 439 666 747 5 24 0.065 0.301 0.900 1,471 840 O.K.