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Report (160) msT 2ot-t00114i BeamChek v2016 licensed to: ) ou e Co e cti'� on, LLC Reg#6181 954 Plan 4072 BEAM#1 Date:5/10/17 Selection 1 3-118x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.7 in2 R2=2.1 in2 (1.5) DL Defl= 0.06 in Recom Camber=0.09 in Data Beam Span 6.0 ft Beam Wt per ft 7.97# Reaction 1 TL 3042# Reaction 2 TL 1358# Bm Wt Included 48# Maximum V 3042# Max Moment 3051 '# Max V(Reduced) N/A TL Max Defl L/180 TL Actual Defl L/>1000 SCE/V Attributes Section(in3) Shear(in2) TL Defl(in) M v Actual 57.42 32.81 0.06 Cay oF20/7 Critical 16.95 21,13 0.40 BUILpUT NG Status OK OK OK Ratio 30% 64% 14% ® VirpRp SroN Fb(psi) Fv(psi) E(psi x mil) Fc..I.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2160 216 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 0.90 0.90 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point TL Distance Par Unif TL Start End I B=2802 1.0 H=220 1.0 6.0 1 =75 0 6.0 I H Pt loads: I B I R13042 Z . R2= 1358 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. • BeamChek v2016 licensed to: The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#2 Date:5/10/17 Selection 13-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=O.OFt Conditions NDS 2012 Min Bearing Area R1=3.7 int R2=4.1 in2 (1.5) DL Defl= 0.03 in Recom Camber=0.04 in Data Beam Span 4.0 ft Beam Wt per ft 7.97# Reaction 1 TL 2434# Reaction 2 TL 2662# Bm Wt Included 32# Maximum V 2662# Max Moment 3901 '# Max V(Reduced) N/A TL Max Defl L/180 TL Actual Defl L/>1000 Attributes Section(in') Shear(in') TL Defl(in) Actual 57.42 32.81 0.03 Critical 21.67 18.49 0.27 Status OK OK OK Ratio 38% 56% 11% Fb(psi) Fv(psi) E(psi x mil) Fc..L(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2160 216 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 0.90 0.90 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads I Point TL Distance Par Unif TL Start End I B= 1925 1.5 H=75 0 4.0 C=2839 2.5 I H Pt loads: I B gI z .R134 0 R2=2662 SPAN=4 FT Uniform and partial uniform loads are lbs per lineal ft. • BeamChek v2016 licensed to: The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#3 Date:5/10/17 Selection f 6-3/4x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft J Conditions NDS 2012 Min Bearing Area R1=5.2 in2 R2=5.2 in2 (1.5)DL Defl= 0.08 in Recom Camber=0.12 in Data Beam Span 12.0 ft Reaction 1 LL 2160# Reaction 2 LL 2160# Beam Wt per ft 19.68# Reaction 1 TL 3358# Reaction 2 TL 3358# Bm Wt Included 236# Maximum V 3358# Max Moment 10074'# Max V(Reduced) N/A TL Max Defl L/180 TL Actual Defl L/820 LL Max Defl L/240 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 162.00 81.00 0.18 0.10 Critical 50.37 20.99 0.80 0.60 Status OK OK OK OK Ratio 31% 26% 22% 16% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1,00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:360 Uniform TL: 540 =A I Uniform Load A R1 -3358 R2=3358 SPAN= 12 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to: The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#4 Date:5/10/17 Selection 1 10-3/4x 13-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=11.5 in2 R2=11.5 in2 (1.5) DL Defl= 0.19 in Recom Camber=0.28 in Data Beam Span 16.0 ft Reaction 1 LL 4800# Reaction 2 LL 4800# Beam Wt per ft 35.27# Reaction 1 TL 7482# Reaction 2 TL 7482# Bm Wt Included 564# Maximum V 7482# Max Moment 29928'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/469 LL Max Defl L/480 LL Actual Defl L/862 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 326.53 145.13 0.41 0.22 Critical 158.68 46.76 0.80 0.40 Status OK OK OK OK Ratio 49% 32% 51% 56% Fb(psi) Fv(psi) E(psi x mil) Fc_l_(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2263 240 1.8 650 Adjustments Cv Volume 0.943 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:600 Uniform TL: 900 =A Uniform Load A R182 R2=7482 SPAN= 16 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to: The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#5 Date:5/10/17 Selection 8-314x 13-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=5.9 in' R2=7.7 in2 (1.5)DL Defl= 0.48 in Recom Camber=0.72 in Data Beam Span 15.5 ft Reaction 1 LL 310# Reaction 2 LL 310# Beam Wt per ft 28.7# Reaction 1 TL 3825# Reaction 2 TL 5032# Bm Wt Included 445# Maximum V 5032# Max Moment 30825'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/376 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in3) Shear(int) TL Defl(in) LL Defl Actual 265.78 118.13 0.49 0.02 Critical 177.33 34.94 0.78 0.39 Status OK OK OK OK Ratio 67% 30% 64% 4% Fb(psi) Fv(psi) E(psi x mil) Fc 1 (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2086 216 1.8 650 Adjustments Cv Volume 0.966 Cd Duration 0.90 0.90 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:40 Uniform TL: 60 =A Point TL Distance B=7482 9.0 Uniform Load A Pt loads: B R25 R2=5032 SPAN= 15.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to:The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#6 Date:5/10/17 Selection 16-3/4x 13-1/2 GLB 24F-V4 DF/DF Lu=0,0 Ft Conditions NDS 2012 Min Bearing Area R1=4.6 in' R2=5.4 in' (1.5)DL Defl= 0.06 in Recom Camber=0.09 in Data Beam Span 11.0 ft Reaction 1 LL 1650# Reaction 2 LL 1650# Beam Wt per ft 22.14# Reaction 1 TL 2995# Reaction 2 TL 3525# Bm Wt Included 244# Maximum V 3525# Max Moment 9476'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in') Shear(int) TL Defl(in) LL Defl Actual 205.03 91.13 0.10 0.04 Critical 47.38 22.03 0.55 0.28 Status OK OK OK OK Ratio 23% 24% 19% 14% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values, Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:300 Uniform TL: 450 =A I Point TL Distance Par Unif TL Start End B=427 6.0 H= 180 6.0 11.0 I H I Uniform Load A Pt loads: I g I R1 2995 Q R2=3525 SPAN= 11 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to.• The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 , BEAM#7 Date:5/10/17 Selection ( 10-3/4x 13-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft , Conditions NDS 2012 Min Bearing Area R1=5.3 in2 R2=3.0 in2 (1.5) DL Defl= 0.39 in Recom Camber=0.58 in Data Beam Span 20.0 ft Reaction 1 LL 400# Reaction 2 LL 400# Beam Wt per ft 35.27# Reaction 1 TL 3464# Reaction 2 IL 1966# Bm Wt Included 705# Maximum V 3464# Max Moment 18625'# Max V(Reduced) 3357# TL Max Defl L/240 TL Actual Defl L/568 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(ins) Shear(in2) TL Defl(in) LL Defl Actual 326.53 145.13 0.42 0.04 Critical 112.20 23.31 1.00 0.50 Status OK OK OK OK Ratio 34% 16% 42% 7% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 1992 216 1.8 650 Adjustments Cv Volume 0.922 Cd Duration 0.90 0.90 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:40 Uniform TL: 60 =A Point TL Distance B=3525 5.75 Uniform Load A Pt loads: B R1 =3464 R2= 1966 SPAN=20 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to:The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#8 Date:5/10/17 Selection 15-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=8.5 in2 R2=7.3 in2 (1.5) DL Defl= 0.08 in Recom Camber=0.12 in Data Beam Span 6.0 ft Reaction 1 LL 1200# Reaction 2 LL 1200# Beam Wt per ft 13.08 # Reaction 1 TL 5551 # Reaction 2 TL 4752# Bm Wt Included 78# Maximum V 5551 # Max Moment 9732'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/760 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Deft(in) LL Defl Actual 94.17 53.81 0.09 0.01 Critical 54.06 38.55 0.30 0.15 Status OK OK OK OK Ratio 57% 72% 32% 9% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2160 216 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 0.90 0.90 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:400 Uniform TL: 600 =A Point TL Distance Par Unif TL Start End B=3042 3.5 H=75 0 6.0 I=895 0 3.5 I H Uniform Load A Pt loads: I ` 0 R1 =5551 R2=4752 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to: The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#9 Date:5/10/17 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=10.6 int R2= 10.6 in2 (1.5)DL Defl= 0.10 in Recom Camber=0.15 in Data Beam Span 6.0 ft Reaction 1 LL 1200# Reaction 2 LL 1200# Beam Wt per ft 13.08# Reaction 1 TL 6888# Reaction 2 TL 6888# Bm Wt Included 78# Maximum V 6888# Max Moment 10332'# Max V(Reduced) 4879# TL Max Defl L/240 TL Actual Defl L/649 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in') Shear(int) TL Defl(in) LL Defl Actual 94.17 53.81 0.11 0.01 Critical 51.66 30.49 0.30 0.15 Status OK OK OK OK Ratio 55% 57% 37% 9% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:400 Uniform TL: 600 =A Par Unif TL Start End H=75 0 6.0 1= 1608 0 6.0 I H Uniform Load A R88 R2=6888 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to: The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#11 Date:5/10/17 Selection 15-1/8x 13-1/2 GLB 24F-V4 DF/DF Conditions NDS 2012 Lu=0.0 Ft Min Bearing Area R1=3.6 in2 R2=3.6 in2 (1.5)DL Defl= 0.08 in Recom Camber=0.11 in Data Beam Span 12.0 ft Reaction 1 LL 1170# Reaction 2 LL 1170# Beam Wt per ft 16.81 # Reaction 1 TL 2366# Reaction 2 TL 2366# Bm Wt Included 202# Maximum V 2366# Max Moment 7098'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 . LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 155.67 69.19 0.12 0.05 Critical 35.49 14.79 0.60 0.30 Status OK OK Ratio 28% o OK OK 21/0 21% 16% Fb Values Reference Values 2400si} F 240 ) E (psi x mil) Fc (psi) 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume1.000 Cd Duration 1.00 100 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 195 Uniform TL: 293 =A Par Unif TL Start End H=85 0 12.0 H Uniform Load A R1 =2366 R2=2366 SPAN=12 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to:The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#12 Date:5/10117 Selection 15-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.3 in2 R2=3.3 in2 (1.5) DL Defl= 0.05 in Recom Camber=0.08 in Data Beam Span 11.0 ft Reaction 1 LL 1073# Reaction 2 LL 1073# Beam Wt per ft 16.81 # Reaction 1 TL 2169# Reaction 2 TL 2169# Bm Wt Included 185# Maximum V 2169# Max Moment 5964'# Max V(Reduced) 1725# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 155.67 69.19 0.09 0.03 Critical 29.82 10.78 0.55 0.28 Status OK OK OK OK Ratio 19% 16% 16% 12% Fb(psi) Fv(psi) E(psi x mil) Fc1(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 195 Uniform TL: 293 =A Par Unif TL Start End H=85 0 11.0 H Uniform Load A R169 R2=2169 SPAN= 11 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to: The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#13 Date:5/10/17 Selection 15-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.8 in2 R2= 1.8 in2 (1.5)DL Defl= <0.01 in.Recom Camber=<0.01 in. Data Beam Span 6.0 ft Reaction 1 LL 585# Reaction 2 LL 585# Beam Wt per ft 16.81 # Reaction 1 TL 1183# Reaction 2 TL 1183# Bm Wt Included 101 # Maximum V 1183# Max Moment 1774'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 155.67 69.19 0.01 <0.01 Critical 8.87 7.39 0.30 0.15 Status OK OK OK OK Ratio 6% 11% 3% 2% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 195 Uniform TL: 293 =A Par Unif IL Start End H=85 0 6.0 I H Uniform Load A I R83 R2= 1183 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. I BeamChek v2016 licensed to: The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#14 Date:5/10/17 Selection 16-3/4x 24 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 12.2 inz R2= 18.6 inz (1.5) DL Defl= 0.69 in Recom Camber=1.04 in Data Beam Span 22.7 ft Beam Wt per ft 39.37# Reaction 1 TL 7901 # Reaction 2 TL 12066# Bm Wt Included 894# Maximum V 12066# Max Moment 72163'# Max V(Reduced) N/A TL Max Defl L/360 TL Actual Defl L/392 Attributes Section(in') Shear(inz) TL Defl(in) Actual 648.00 162.00 0.69 Critical 445.13 83.79 0.76 Status OK OK OK Ratio 69% 52% 92% Fb(psi) Fv(psi) E(psi x mil) Fc. (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 1945 216 1.8 650 Adjustments Cv Volume 0.901 Cd Duration 0.90 0.90 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point TL Distance Par Unif TL Start End B= 1183 6.5 H= 1109 12.5 19.0 C=3388 12.5 I= 185 0 22.7 D=2434 19.0 J= 110 6.5 12.5 i JI I I H Pt loads: I B a p R01 R2= 12066 SPAN=22.7 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to:The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#15 Date:5/10/17 Selection 13-1/8x 13-1/2 GLB 24F-V4 DF/DF Conditions NDS 2012 Lu=0.0 Ft Min Bearing Area R1=3.5 in' R2=3.5 in2 (1.5) DL Defl= 0.45 in Recom Camber=0.68 in Data Beam Span 16.0 ft Reaction 1 LL 480# Reaction 2 LL Beam Wt per ft 10.25# Reaction 1 TL 2282# Reaction 2 TL 480# Bm Wt Included 2282# 164# Maximum V 2282# Max Moment 9128'# Max V(Reduced) 1961 # TL Max Defl L/180 TL Actual Defl L/363 LL Max Defl L/240 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') TL Defl(in) LL Defl Actual 94.92 42.19 0.53 0.08 Critical 45.64 12.26 1.07 0.80 Status OK OK OK OK Ratio 48% 29/0 o 50%o 0 10% Fb(psi) Fv(psi) E(psi x mil) Fc_i_(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:60 I Uniform TL: 90 =A Par Unif TL Start End H =185 0 16.0 H Uniform Load A I R1 282 R2=2282 SPAN= 16 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to; The WhiteHouse Collection, LLC Reg#6181-65954 Plan 4072 BEAM#16 Date:5/10/17 Selection 15-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=7.6 in2 R2=7.6 in2 (1.5) DL Defl= 0.08 in Recom Camber=0.12 in Data Beam Span 8.0 ft Reaction 1 LL 880# Reaction 2 LL 880# Beam Wt per ft 16.81 # Reaction 1 TL 4943# Reaction 2 TL 4943# Bm Wt Included 135# Maximum V 4943# Max Moment 9887'# Max V(Reduced) 3553# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in') Shear(in2) TL Defl(in) LL Defl Actual 155.67 69.19 0.09 0.01 Critical 49.43 22.21 0.40 0.20 Status OK OK OK OK Ratio 32% 32% 22% 5% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:220 Uniform IL: 330 =A Par Unif TL Start End H=85 0 8.0 I =804 0 8.0 I H Uniform Load A R1 -4943 R2=4943 SPAN =8 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to: The WhiteHouse Collection, LLC Reg#6181-65954 4072 BEAM#17 Date:5/11/17 Selection 14x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.5 inz R2= 1.5 int (1.5) DL Defl= 0.01 in Data Beam Span 6.0 ft Reaction 1 LL 450# Reaction 2 LL 450# Beam Wt per ft 9.57# Reaction 1 TL 929# Reaction 2 TL 929# Bm Wt Included 57# Maximum V 929# Max Moment 1393'# Max V(Reduced) 638# TL Max Defl L/180 TL Actual Defl L/>1000 LL Max Defl L/240 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') TL Defl(in) LL Defl Actual 73.83 39.38 0.02 <0.01 Critical 16.89 5.32 0.40 0.30 Status OK OK OK OK Ratio 23% 14% 4% 2% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 150 Uniform IL: 225 =A Par Unif TL Start End I H=75 0 6.0 I H I Uniform Load A I I I R9 R2=929 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to: The WhiteHouse Collection, LLC Reg#6181-65954 4072 BEAM#18 Date:5/11/17 Selection 13-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.6 int R2=4.0 int (1.5) DL Defl= 0.25 in Recom Camber=0.38 in Data Beam Span 9.0 ft Reaction 1 LL 180# Reaction 2 LL 180# Beam Wt per ft 7.97# Reaction 1 TL 3018# Reaction 2 TL 2587# Bm Wt Included 72# Maximum V 3018# Max Moment 6254'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/406 LL Max Defl L/480 LL Actual Deft L/>1000 Attributes Section(in') Shear(int) TL Defl(in) LL Defl Actual 57.42 32.81 0.27 0.01 Critical 34.75 20.96 0.45 0.23 Status OK OK OK OK Ratio 61% 64% S9% 5% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2160 216 1.8 650 Adjustments Cv Volume1.000 Cd Duration0.90 0.90 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:40 Uniform TL: 60 =A Point TL Distance Par Unif TL Start End B=1363 1.5 H=382 1.5 9.0 1=85 0 9.0 H Uniform Load A Pt loads: I B R1 =3018 R2=2587 SPAN =9 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to:The WhiteHouse Collection, LLC Reg#6181-65954 4072 BEAM#19 Date:5/11/17 Selection 14x 8 DF-L#2 Lu=0.0 Ft Conditions- NDS 2012 Min Bearing Area R1=1.1 in2 R2= 1.1 in2 (1.5) DL Defl= 0.05 in Data Beam Span 8.0 ft Reaction 1 LL 427# Reaction 2 LL Beam Wt per ft 6.17# Reaction 1 TL 665# Reaction 2 TL 427# 665# Bm Wt Included 49# Maximum V 665# Max Moment 1329'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/947 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) IL Defl(in) LL Defl Actual 30.66 25.38 0.10 0.06 Critical 13.63 5.54 0,400 20 Status OK OK OK OK Ratio 44% 22% 25% 28% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 107 Uniform TL: 160 =A Uniform Load A R5 R2=665 SPAN=8 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to: The WhiteHouse Collection, LLC Reg#6181-65954 PLAN#4072 BEAM#20 Date:5/11/17 Selection 16x 12 DF-L#1 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.0 in2 R2=3.0 in2 (1.5) DL Defl= 0.01 in Data Beam Span 7.5 ft Reaction 1 LL 1463# Reaction 2 LL 1463# Beam Wt per ft 15.37# Reaction 1 TL 1886# Reaction 2 TL 1886# Bm Wt Included 115# Maximum V 1886# Max Moment 3536'# Max V(Reduced) 1404# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 121.23 63.25 0.04 0.02 Critical 31.43 12.39 0.38 0.19 Status OK OK OK OK Ratio 26% 20% 10% 13% Values Fb(psi) R.,(psi) E(psi x mil) Fc.1(psi) Reference Values 1350 170 1.6 625 Adjusted Values 1350 170 1.6 625 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:390 Uniform TL: 488 =A Uniform Load A o I R1 = 1886 R2�86 SPAN=7.5 FT Uniform and partial uniform loads are lbs per lineal ft. , FOOTING SCHEDULE SHERMAN ENGINEERING, INC. 3 151 NE Sandy Blvd. FD I JOB: Greensward Park- Lot 4 Portland, OR 97232 5/1/17 Client: WHITEHOUSE COLLECTION SEW ei, soil = 1,500 psf(Assumed) REINFORCEMENT Number Type Wallow P,allow FTG Size USE REDAR 112s/ft lbs width (inch) depth (inch) C I Cont. 1500 6,000 12 8 (I) #4 Cont C2 Continous 1750 7,000 14 8 (I) #4 Cont C3 Continous 2000 8,000 16 I 0 (2) #4 Cont C3 Continous 2250 9,000 18 I0 (2) #4 Cont Number Type Fallow A FTG Size kips ft2 b (inch) i (inch) d (inch) DearingUSE REDAR P I Pad 3.4 2.3 18:;.in ' 18. in I2, in I 500 M u = I .08k-ft As = .4 in2 a = 0.52 M ca15.26k-ft P2 Pad 6.0 4.0 (2) #4 EA WAY 24 24` 10 1500 M u = 2.55 k-ft As = .4 m2 a = 0.39 M cap = 1 I .89 k-ft (2) #4 EA WAY P3 Pad 9.4 6.3 30 30 s 10 1 504 M u = 4.99 k-ft As = .41n2 a = 0.3I M ca P4 Pad 13.5 9.0 p I2.04k-ft (3) #4 EA WAY 3G 36 I2 1500 M u = 8.61 k-ft As = .6 m2 a = 0.39 Mcap 23.24 k-ft (3) #4 EA WAY 42 42 1 2 1502 M u = 13.69 k-ft As = .8 in2 a = 0.45 M cap30.79 P6 Pad 24.0 16.0 = k-ft (4) #4 EA WAY 48 48 12 1500 M u = 20.4 k-ft As = .8 m2 P7 Pad 28.8 18 8 a = 0.39 M cap = 30.99 k-ft (4) #4 EA WAY 52 52 12 1534 M u = 26.52 k-ft As = I. m2 a = 0.45 M ca 38.46 k-ft P8 Pad 40.0 28.4 p (5)#4 EA WAY 64 64 =t 12 I 406 M u = 45.33 k-ft As = I.2 in2 a = 0.44 M cap = 46.22 k-ft (6) #4 EA WAY '= P9 Pad 50.0 36.0 72 I 72 :x16 1389 M u = 63.75 k-ft As = I.5 I in2 a = 0.49 M cap = 84.98 k-ft (7) #5 EA WAY e.._, Footing Schedule 0, f ?NW 1 \ DRIVE SLAB PER PLAN —'t/— NOTES: �C PC = 3,000 PSI ® 28 DAYS STRUCTURAL BACK FILL FY = GRADE 60 W/UNIFIED SOIL CLASSIFICATION Pa = 40 psf GW,GP,SW,OR SP SURCHARGE = 50 psf OR APPROVED ALTERNATIVE 4,-3€ /\_ BACKFILL PRIOR TO INSTALLING FLR FRAMING a BACKFILL PRIOR --•J TO INSTALLING tt4® 12" O.G.@ A �8" FLR FRAMING U #4® 9"O.G.® A >8" 2" CLR =d fn • r !L 0 "V" BARS 4"DIA.FTG DRAIN �• W 1 "T" BARS "L"BARS W/15" HOOKS TOE REINF.TO .. 1 ® CORNERS 1 MATCH "V" BARS R _) — `N -111_iiilii_.Inui-111111—m11i-111111-11111 111111-111111mm \ if _ � G / A ` g m/ u ffTA I N I NCS c1ALL SCHEDULE H (FT) A B G D "V" BARS "T" BARS "L" BARS 4'-0" 8" 8" 2'-Q" 12" #4 18" #4 @ IS" (3) 4t4 5'-0" 8" 10" 3'-4" 12" #4 @ IS" #4 @ 18" (4) #4 6'-0" 5" 12" 4'-O" 12" #4 @ 12" #4 @ 12" (5) #4 7'-0" 8" 12" 4'-q" 12" #4 @ q" *5 @ q" (6) #4 5'-0" 5" 1'-3" 5'-6" 12" #4 @ 6" 1*5 © 5" (-7) #4 q'-0" 10" I'-6" 6'-0" 14" #5 ® q" #5 @ 6" (7) #4 I0'-O" 10" I'-q" 6'-5" 14" #5 @ 6" (2)4f5 @ q" (5) #4 111_0" 12" 2'-O" 7'-3" 14" #5 @ 6" (2)#5 @ 6" (q) *4 12'-O" 12" 2'-6" 8'-O" 15" (2)#5 @ q" (2)#5_45) 6" (10) #4 TYP RETAI\ I \6 .BALL @ SARASE RAI RWGARAGE SEISMIC M-0 NOT TO SCALE Sherman Engineering, Inc. RW p A 3151 Nf'Sandy Blvd. Ste. 100 Portland, Oregon 97232 (503)230-8876(503)226-4745 fax PGA = 0.445 COEFF EQUIV SOIL EQUIV SURCH VERT FRICT ACTIVE WT PASS LOAD 0.35 40 125 150 50 0 Wall Specs WALL FTG WALL PASS THICK TOE HEEL THICK FTG EFFECT TOT HT HT 'A' 'B' 'C' 'D' WIDTH WIDTH WT 4.00 0.00 0.67 0.67 2.75 1.00 4.08 5.63 2524 5.00 0.00 0.67 0.83 3.33 1.00 4.83 6.69 3472 6.00 0.00 0.67 I .00 4.00 1.00 5.67 7.93 4649 7.00 0.00 0.67 1.00 4.75 1.00 6.42 8.86 6055 8.00 0.00 0.67 1 .25 5.50 1.00 7.42 10.48 7687 9.00 0.00 0.83 1.50 6.00 I . 17 8.33 11.85 9633 10.00 0.00 0.83 1 .75 6:66 1. 17 9.24 13.31 11526 11 .00 0.00 I .00 2.00 7.25 1 .17 10.25 14.94 13775 12.00 0.00 1 .00 2.00 8.00 1 .33 11.00 15.77 16400 Sliding *Overturning SOIL PRESSURE WALL SOIL SLIDE MOM MOM F:S. Max Min HT LAT F.S. RESIST O.T. 0.T. P/A+M/S P/A-M/S 4.00 580 1.53 5743 1008 5.70 633 604 5.00 816 1.50 9443 1703 5.55 741 696 6.00 1092 1.50 14938 2654 5.63 837 804 7.00 1408 1.51 21775 3900 5.58 1006 882 8.00 1764 1 .53 32336 5483 5.90 1051 1022 9.00 2230 1.52 45832 7793 5.88 1182 1130 10.00 2673 1.52 61381 10241 5.99 1240 1253 11.00 3155 1.54 81762 13151 6.22 1307 1381 I2.00 3769 1.53 103400 17165 6.02 1529 1453 SEISMIC LOADING- Mononobe-Okabe - Seed-Whitman CONC WALL FORCE LOCATION MOM F.5. SEISMIC SLAB Wt F.S. Soil HT lb 0.611 O.T. 0.T. F, slide L = 0 SLIDE Pressure 4.0 1I7 3.00 1359 4.23 697 0 1.28 759 5.0 I83 3.60 2360 4.00 999 0 1 .22 910 6.0 263 4.20 3758 3.98 1355 0 1.21 1043 7.0 358 • 4.80 5617 3.88 1766 0 1.21 I256 8.0 467 5.40 8006 4.04 2231 0 1.21 1327 9.0 591 6. I0 11400 4.02 282I 0 1 .20 1494 10.0 730 6.70 15132 4.06 3403 0 1. 19 1584 I 1.0 883 7.30 19600 4. I7 4039 0 I.20 1675 12.0 1051 8.00 25576 4.04 4820 0 1.20 1946 Sherman Engineering, Inc. RW I B 3 151 NE Sandy Blvd. Ste. l 00 Portland, Oregon 97232 (503)230-8876(503)226-4745 fax Design Reinf (Vertical) Wall Ht. MOM Mu d A3 a Mcap Steel (Ft) STEM K ft (in) (in) K ft Reinf"V" 4.00 1016 1.02 5.62 0. 13 0.314 3.28 #4 @ 18" o.c. 5.00 201 I 2.01 5.62 0.13 0.314 3.28 #4 @ 18"o.c. 6.00 3506 3.51 5.62 0.20 0.471 4.84 #4 @ 12"o.c. 7.00 5601 5.60 5.62 0.27 0.627 G.36 #4 @ 9" o.c. 8.00 8395 8.40 5.62 0.40 0.941 9.26 #4 @ 6"o.c. 9.00 11944 1 1 .94 7.62 0.41 0.972 13.28 #5 @ 9"o.c. 10.00 16438 16.44 7.62 0.62 1 .459 19.24 #5 @ 6"o.c. 11.00 21938 21 .94 9.63 0.62 I .459 24.82 #5 @ 6" o.c. 12.00 28445 28.44 9.63 0.83 I .945 32. 15 (2) #5 @ 9"o.c. FTG Mu d As a Mcap "L" BARS 4.00 2.65 10.00 0. 13 0.314 5.90 #4 @ 18°o.c. 5.00 4.90 10.00 0. 13 0.314 5.90 #4 @ 18" o.c. 6.00 8.48 10.00 0.20 0.471 8.79 #4 @ 12"o.c. 7.00 13.90 10.00 0.41 0.972 17.69 #5 @ 9"o.c. 8.00 21.06 10.00 0.62 1.459 25.86 #5 @ 6" o.c. 9.00 25.39 12.00 0.62 1.459 31.44 #5 @ 6"o.c. 10.00 38.44 12.00 0.83 1.945 41 .02 (2) #5 @ 9" o.c. I I .00 49.60 12.00 1.24 2.918 58.82 (2)#5 @ 6°o.c. 12.00 66.39 14.00 1 .24 2.915 69.95 (2) #5 © 6" o.c. .NOTES: F'G = POO PSI ® 28 DAYS LEVEL GRADE FY = GRADE 60 Pa = 40 psf STRUCTURAL BACK FILL _ IV UNIFIED SOIL CLASSIFICATION — GYV,GP,511,OR 5P OR APPROVED ALTERNATIVE SAGKFILL PRIOR TO I� — INSTALLING FLR FRAMING Ilii 1141 VIII fMT BACKFILL PRIOR TO INSTALLING *4 12"O.G. ®ALC 8" • FLR FRAMING *4 8"O.G. ®A� 8' 2"GLR J "v"BA =�• S m 1.1- 0 Lp 4"DIA.FTG DRAIN 2 II. 'T"BARS • --1 • TOE REINF. TO "L"BARS YV/IS"HOOKS = MATCH "V"BARS ®GORN�S 0 • 1110_ mlAEn - mlV C , A , B i RETAINING WALL SCHEDULE H (FT) A B G D "V" BARS "T" BARS "L" BARS 4'-0" 5" 12" 2-6" 12" #4 ® 18" #4 6 18" 344 5'-0" 8" 12" 5'-3" 12" #4 ® 18" #4 ® 15" 4-#4 6'-O" 8" 12" 4'-0" 12" #4 6 12" #4 c 12" 5-#4 7'-0" 8" 12" 4'-q" 12" #4 ® 6" #4 ® 6" 6-44 S'-O" 8" 12" 5'-6" 12" #5 ® 6" #5 ® 6" 7-#4 q'-O" 10" 12" 6'-0" 12" (2)#5 ® q" (2)4s5 q" 544 SETA I \ INS AALL 12 " TO= \O SLAB AT EASE RI,�\2 RWA - noslab - Seismic NOT TO SCALE Sherman Engineering, Inc. RW Z A 3/5/ ME Sandy Blvd. Ste. /00 Portland, Oregon 97232 (503)230-8576(503)226-4745 fax COEFF EQUIV SOIL EQU1V SURCH VERT FRICT ACTIVE WT PASS LOAD 0.35 40 I25 150 0 0 Wall Specs WALL FTG I WALL PASS THICK TOE HEEL THICK FTG EFFECT TOT HT HT 'A' 'B' 'C' 'D' WIDTH WIDTH WT 4.00 0.00 0.67 1.00 2.50 1.00 4. 17 6. 16 2275 5.00 0.00 0.67 1.00 3.25 1 .00 4.92 7. 11 3268 6.00 0.00 0.67 I.00 4.00 1.00 5.67 8.05 4449 7.00 0.00 0.67 1 .00 4.75 1.00 6.42 8.99 5818 8.00 0.00 0.67 1 .00 5.50 1.00 7. 17 9.91 7374 9.00 0.00 0.83 1.00 6.00 1.00 7.83 10.67 9050 Sliding *Overturning SOIL PRESSURE WALL SOIL SLIDE MOM MOM F.S. Max Min HT LAT F.5. RESIST 0.T. O.T. P/A+M/5 P/A-M/S 4.00 500 1.60 5479 808 6.78 569 523 5.00 720 1.60 9163 1415 6.48 736 594 6.00 980 1.60 14205 2262 6.28 909 662 7.00 1280 1.60 20815 3388 6.14 1087 726 8.00 1620 1 .60 29205 4835 6.04 1269 789 9.00 2000 1.59 38820 6642 5.84 1475 836 SEISMIC LOADING- Mononobe-Okabe -Seed-Whitman CONC WALL FORCE LOCATION MOM F.S. SEISMIC SLAB Wt F.5. Soil HT lb 0.611 O.T. 0.T. F, slide L = 0 SLIDE Pressure 4.0 193 3.00 1388 3.95 693 0 1. 15 769 5.0 278 3.60 2416 3.79 998 0 1. 15 984 6.0 379 4.20 3852 3.69 1359 0 1. 15 1206 7.0 495 4.80 5762 3.61 1775 0 1. 15 1433 8.0 626 5.40 8215 3.56 2246 0 1. 16 1664 9.0 773 6.00 11278 3.44 2773 0 1. 15 1928 4 Sherman Engineering, Inc. RW z B 315/ NE Sandy Blvd. Ste. 100 Portland, Oregon 97232 (503)230-8876(503)226-4745 fax Design Remf (Vertical) Wall ht. MOM Mu d As a Mcap Steel (Ft) STEM K ft (in) (in) K ft Reinf"V' 4.00 1 107 1 . 1 1 5.62 0.13 0.314 3.28 #4 @ 18"o.c. 5.00 2161 2. 16 5.62 0. 13 0.314 3.28 #4 @ 18"o.c. 6.00 3735 3.73 5.62 0.20 0.47 I 4.84 #4 @ 12"o.c. 7.00 5931 5.93 5.62 0.30 0.706 7. I 1 #4 @ 8"o.c. 8.00 8853 8.85 5.62 0.41 0.972 9.54 #5 @ 9" o.c. 9.00 12604 12.60 7.62 0.4 I 0.972 13.28 #5 @ 9" o.c. FTG Mu d As a Mcap "L' BARS 4.00 I .91 10.00 0. 13 0.314 5.90 #4 @ 18' o.c. 5.00 4.32 10.00 0. 13 0.314 5.90 #4 @ 18" o.c. 6.00 7.98 10.00 0.20 0.471 5.79 #4 @ 12"o.c. 7.00 13. 15 10.00 0.40 0.941 17.15 #4 @ 6"o.c. 8.00 20.08 10.00 0.62 1 .459 25.86 #5 @ 6" o.c. 9.00 26.70 10.00 0.83 1.945 33.55 (2)#5 @ 9"o.c. Sherman Engineering, Inc. LL-1 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW I Greensward Park - Lot 4 Lateral Loads: Wind: ASCE 7-10 Chap 27 - Directional Procedure V-Basic Wind Speed = 120 mph(3-second gust) Kzt = 1.00 Exposure Category = B Kz = 0.67 z-Building Height = 25 ft Kd = 0.85 G-gust-effect factor = 0.85 qZ=0.00256 *(KZ)*(Ka)*(Kd)*V2 (Ib/ft2) qz= 20.8 (Ib/ft2) Design Wind Pressure Cp (Worst Case) Walls = 0.8+0.5 = La Roof=0.4+0.6=1.12 jr an IN7 _ agil� � I ._M:_- 11111 p = gGcp - qi(GC0) p = 23.0 (Ib/ft2) (LRFD) * (0.6) = 13.8 ASD (Walls) p= 172 (Ib/ft2) (LRFD) * (0.6) = 10.6 (ASD) (Roofs) Sherman Engineering, Inc, LL-2 3151 NE Sandy Blvd.Portland,OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Seismic Loading : Section 12.8: Equivilant Lateral Force Proceedure ASCE7-10 Zip Code: 97224 Sds= 0.72 R= 6.5 p= 1_3 Roof (2150 ft^2)*(15 psf)=32.25 k Walls (3501*(51*(8 psf)= 14 k Total:46.25 k Floor (3085 ft^2)*(15 psf)=46.275 k Walls (9001)*(51)*(8 psf)=36 k Total:82.275 k V=Base Shear=Cs*W Cs= (p)*Sds/( R/f) = 1.3 * (0.72) = 0.122 6.5/ 0.85 V= 0.122 *(46.25 k+82.275 k) 15.73 k Level Weight Height Wt*H Cv Fx ASD(0.7) Roof 46.25 25 1156.25 0.56 8.82 6.18 Floor 82.275 11 905.025 0.44 6.91 4.83 Total 128.525 2061.275 1 15.73 11.01 Sherman Engineering, Inc. LL- . 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Front Back Roof Level Diaphragm Upper Floor Walls Line A Diaphragm Shear Diaphragma Unit Shear Wind Q L = 0 lb q=WL= Olb/ift= 0 lb/ft <252 lb/ft Seismic Q L = 0 Ib q=Q/L= Olb/1 ft= 0 lb/ft <180 lb/ft Wind Q R = 880 lb q=Q/L= 880lb/10ft= 88 lb/ft <252 lb/ft Seismic Q R = 930 lb q=Q/L= 9301b/10 ft= 93 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 0 lb+880 lb+0 lb= 880 lb Seismic V = QL+QR+Vabove = 0lb+930lb+0lb= 930 lb Shearwall Unit Shear A Wind v= V/FL= 880 lb/(10' )= 88 lb/ftSeismic v= V/EL= 930 lb/(10' )= 93 lb/ft Line B Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 1170 lb q=Q/L= 1170lb/12ft= 98 lb/ft <252 lb/ft Seismic Q L = 930 lb q=Q/L= 930Ib/12 ft= 78 lb/ft <180 lb/ft Wind Q R = 3170 lb q=Q/L= 31701b/20 ft= 159 lb/ft <252 Ib/ft Seismic Q R = 2450 lb q=Q/L= 24501b/20 ft= 122 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 1170 lb+3170 lb+0 lb= 4350 lb Seismic V = OL+OR+V above = 930 lb+2450 lb+0 lb= 3380 lb Shearwall Unit Shear Wind v= V/EL= 4350 lb/(6.5' +13' )= 223 lb/ft Seismic v= V/EL= 3380 lb/(6.5' +13' )= 173 lb/ft Line C 1 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 2530 lb q=Q/L= 25301b/32 ft= 79 lb/ft <252 lb/ft Seismic Q L = 1950 lb q=Q/L= 1950Ib/32 ft= 61 lb/ft <180 lb/ft Wind Q R = 0 lb q=CIA= Olb/ift= 0 lb/ft <252 lb/ft Seismic Q R = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 2530 lb+0 lb+0 lb= 2530 lb Seismic V = QL+QR+V above = 1950 lb+0 lb+0 lb= 1950 lb Shearwall Unit Shear Wind v= V/EL= 2530 lb/(20' +7' )= 94 lb/ft Seismic v= V/FL= 1950 lb/(20' +7' )= 72 lb/ft I Sherman Engineering, Inc. «_ 6 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW FRONT-BACK LOADING - FLOOR LEVEL DIAPHRAGM ip- it 1.IS IIU!�� r i Iil IIIM L-- 1 ! _ = `1\ 1 I � 4,1 , .. i II A ...., ._ : ._ ta 0 .:,......, ..,...„:„: ....7 1 etow. a.1\a[47--p—_ I – - ,'ry a – SlF (StA L. t._._ r t 11, 1 1 - ; ob` Ger4 0 ,, 0 - . .5 ISO {..y-m u_ :dill .� .11111*... - l- �ii 11.1111 11 !! , 11 . 1.1M.1.111 I I I -1 ■11191111 • �11nruuna,.m. _nm .......i.„..... ............„..,:-,.,...„ -----,.' Ism, , mrmnn.. *I�II�l,,,,„, :i� L „�Ill�lrlll�lrl ■IYIIlYIrn/llrl� .ice _ - I1... i�i�l�il_I _m [[ p� , I _I -_1= 1 -1-'ui i!l-! _ l .0.NI1=IlI1 1 al 1, ;:I�:r ' ruI. ; 7,-,-7,-,--- _ _..:�--7 rte" dk) I I Sherman Engineering, Inc. LL- 3151 NE Sandy Blvd. Portland,OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Front Back Floor Level Diaphragm Main Floor Walls Line A Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 0 lb q=Q/L= Olb/ift= 0 lb/ft <252 lb/ft Seismic Q L = 0 b q=Q/L= Olb/ift= 0 lb/ft <180lb/ft Wind Q R = 1370 lb q=Q/L= 13701b/50 ft= 27 lb/ft <252 lb/ft Seismic Q R = 1150 lb q=Q/L= 11501b/50 ft= 23 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 0 lb+1370 lb+880 lb= 2260 lb Seismic V = QL+.QR+V above = 0 lb+1150 Ib+930 Ib= 2090 lb Shearwall Unit Shear Wind v= V/FL= 2260 lb/(20' +18' )= 59 lb/ft Seismic v= V/EL= 2090 lb/(20' +18' )= 55 lb/ft S Line B F5 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 1560 lb q=Q/L= 15601b/30 ft= 52 lb/ft <252 lb/ft Seismic Q L = 1150 lb q=Q/L= 11501b/30 ft= 38 lb/ft <180 lb/ft Wind Q R = 2350 lb q=Q/L= 23501b/30 ft= 78 lb/ft <252 lb/ft Seismic Q R = 1350 lb q=Q/L= 13501b/30 ft= 45 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 1560 lb+2350 lb+4350 lb= 8260 lb Seismic V = QL+QR+V above = 1150 lb+1350 lb+3380 lb= 5890 lb Shearwall Unit Shear Wind v= V/FL= 8260 lb/(7' +18' )= 330 lb/ft Seismic v= V/FL= 5890 lb/(7' +18' )= 235 lb/ft Line C 7 0 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 2350 lb q=Q/L= 23501b/33 ft= 71 lb/ft <252 lb/ft Seismic Q L = 1100 lb q=Q/L= 1100lb/33ft= 33 lb/ft <180 lb/ft Wind Q R = 0 lb q=Q/L= Olb/ift= 0 lb/ft <252 Ib/ft Seismic Q R = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 2350 lb+0 lb+2530 lb= 4880 lb Seismic V = QL+QR+V above = 1100 lb+0 lb+1950 lb= 3050 lb Shearwall Unit Shear Wind v= V/a= 4880 lb/(33' )= 148 lb/ft Seismic v= V/a= 3050 lb/(33' )= 92 lb/ft Sherman Engineering, Inc. «- 8 3151 NE Sandy Blvd. Portland,OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW SIDE-SIDE LOADING - ROOF LEVEL DIAPHRAGM 1 _ I ,, r 0 — �v 1 1 2 II 1 0 II .. I IL I 3 I � C COtkA_ 11 - ..... __ , u l . �'j ,— „,-. `cel �. Ilya .. - _ ill 1i 1`RF�t I - 1 0 -=- IEjiI ft.................---,- Ilr i7 \ Ft I L` J @ .,___, ......_. twor - \i'i — i C) ___,_. I 1 1 Sf(3ji( Loft) t (0, 6est I 1.70-1\---011\1 1, h._._._......................._..r—,,...,,,,.......,1- n4uii�i hhiiU ■ _ Jj I I I IN I I::,�L..L _:w.. Vit: 6 N© ® ® ® Sherman Engineering, Inc. «_i- 3151 NE Sandy Blvd. Portland,OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Roof Level Diaphragm Upper Floor Walls Line 1 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 0 lb q=0/L= Olb/1ft= 0 lb/ft <252 ib/ft Seismic Q L = 0 lb q=Q/L= OIb/1 ft= 0 lb/ft <180 lb/ft Wind Q R = 330 'b q=Q/L= 3301b/16 ft= 21 lb/ft <252 lb/ft Seismic Q R = 200 lb q=Q/L= 200lb/16 ft= 13 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+Vabove = 01b+3301b+01b= 330 lb Seismic V = QL+OR+V above = 0 lb+200 lb+0 lb= 200 lb Shearwall Unit Shear Wind v= V/FL= 330 lb/(3' +3.5' )= 51 lb/ft Seismic v= V/FL= 200 lb/(3' +3.5' )= 31 lb/ft t" Line 2 -_0` "'�' l Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 390 lb q=Q/L= 3901b/6ft= 65 lb/ft <252'b/` Seismic Q L = 200 lb q=wt.= 200113/6 ft= 34 lb/ft <180 Ib/ft Wind Q R = 460 lb q=Q/L= 4601b/20 ft= 23 lb/ft <252 Ib/ft Seismic Q R = 410 lb q=Q/L= 4101b/20ft= 20 lb/ft <180lb/ft Shearwall Shear Wind V = 01+QR+V above = 390 lb+460 lb+0 lb= 850 lb Seismic V = QL+QR+V above = 200 lb+410 lb+0 lb= 610 lb Shearwall Unit Shear Wind v= V/FL= 850 lb/(15' )= 57 lb/ft Seismic v= V/EL= 610 lb/(15' )= 41 lb/ft Line 3 V5 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 460'b q=Q/L= 4601b/6 ft= 77 lb/ft <252 lb/ft Seismic Q L = 410 lb q=Q/L= 410lb/6 ft= 68 lb/ft <180 lb/ft Wind Q R = 830 lb q=Q/L= 8301b/25 ft= 33 lb/ft <252 Ib/ft Seismic Q R = 960 lb q=Q/L= 9601b/25ft= 38 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+Vabove = 460 Ib+8301b+01b= 1300 'b Seismic V = QL+QR+V above = 410 lb+960 lb+0 lb= 1370 lb Shearwall Unit Shear Wind v= V/EL= 1300 lb/(7' )= 185 lb/ft Seismic v= V/EL= 1370 lb/(7' )= 196 lb/ft I Sherman Engineering, Inc. LI- (0 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 - (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Roof Level Diaphragm Upper Floor Walls Line 4 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 95016 q=Q/L= 950lb/7 ft= 136 lb/ft <252 lb/ft Seismic Q L = 960 lb q=Q/L= 9601b/7ft= 137 lb/ft <180 lb/ft Wind lb R = 990 q=Q/L= 99016/7 ft= 141 lb/ft <252 lb/ft Seismic Q R = 960 lb q=Q/L= 9601b/7 ft= 137 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 950 lb+990 lb+0 lb= 1940 lb Seismic V = QL+QR+V above = 960 lb+960 lb+0 lb= 1920 lb Shearwall Unit Shear Wind v= V/EL= 1940 lb/(7' )= 277 lb/ft e Seismic v= V/EL= 1920 lb/(7' )= 275 lb/ft Line 5 2 Diaphragm Shear Diaphragmn Unit Shear Wind Q I = 890 1b q=Q/L= 8901b/21 ft= 42 lb/ft <252'b/ft Seismic Q L = 960 lb q=Q/L= 9601b/21 ft= 46 lb/ft <180 lb/ft Wind Q R = 790 lb q=Q/L= 7901b/21 ft= 38 lb/ft <252 lb/ft Seismic Q R = 960 lb q=Q/L= 960lb/21 ft= 46 lb/ft <180 1b/ft Shearwall Shear Wind V = QL+QR+V above = 890 lb+790 lb+0 lb= 16801b Seismic V = QL+QR+V above = 960 lb+960 lb+0 lb= 1920 lb Shearwall Unit Shear Wind v= V/EL= 1680 lb/(10' +11' )= 80 lb/ft Seismic v= V/EL= 1920 lb/(10' +11' )= 92 lb/ft Line 6 1 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 790 lb q=Q/L= 790Ib/15 ft= 53 lb/ft <252 lb/ft Seismic Q L = 960 lb q=Q/L= 9601b/15 ft= 64 lb/ft <180 1b/ft Wind Q R = 570 lb q=Q/L= 5701b/15 ft= 38 lb/ft <252 lb/ft Seismic Q R = 350 lb q=Q/L= 3501b/15 ft= 23 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 790 lb+570 lb+0 lb= 1360 lb Seismic V = QL+QR+V above = 960 lb+350 lb+0 lb= 1310 lb Shearwall Unit Shear Wind v= V/EL= 1360 lb/(2.5' +2' )= 303 lb/ft „ .., ,7. Ax Seismic v= V/EL= 1310 lb/(2.5' +2' )= 291 lb/ft = L$ Sherman Engineering, Inc. LL- II 3151 NE Sandy Blvd. Portland,OR 97232 5/1/2017 - (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Roof Level Diaphragm Upper Floor Walls Line 7 Diaphragm Shear Diaphral;mn Unit Shear Wind Q L = 570 lb q=CUL= 5701b/11 ft= 52 lb/ft <252 Ib/ft Seismic Q L = 350 lb q=Q/L= 3501b/11ft= 32 lb/ft <180 lb/ft Wind Q R = 0 lb q=0/L= Olb/1 ft= 0 lb/ft <252 Ib/ft Seismic Q R = 0 lb q=0/L= Olblift= 0 Ib/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+Vabove = 570 lb+0 lb+0 lb= 570 lb Seismic V = QL+QR+V above = 350 lb+0 lb+0 lb= 350 lb Shearwall Unit Shear Wind v= V/EL= 570 lb/(2' +2' )= 143 lb/ft Seismic v= V/EL= 350 lb/(2' +2' )= 87 lb/ft l k = o, bl 1 Sherman Engineering, Inc. «- {2 3151 NE Sandy Blvd.Portland,OR 97232 5/1/2017 - (503)230-8876 Phone (503)226-4745 Fax SEW SIDE-SIDE LOADING - FLOOR LEVEL DIAPHRAGM 1 Q 14 it + i (I) - $\t/,- '—': : 1 0WI LT"------- --N4. 1 L-_________1 1"---"---- groati- `:�, 0 4 DI r`- I , ® , - - 471 c), r------1 . — — M 0 0 ee -- r----7,-, _ 0 -:::::: .' — S, (stye c_._ 1,0p1/4D)0 r I R- - - ( fiNrs\.1.) ,.z.„ ' -., - gm \J(tN c ---- I3,ca pst :� ��I � hI' ate,..ti _ i 1 1 Sherman Engineering, Inc. «- 13 3151 NE Sandy Blvd. Portland,OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Floor Level Diaphragm Main Floor Walls Line 1 Diaphragm Shear Diaphragmn Unit Shear Wind Q I = 770 Ib q=Q/L= 7701b/10 ft= 77 lb/ft <252 Ib/ft Seismic Q L = 270 Ib q=Q/L= 2701b/10 ft= 27 lb/ft <180 Ib/ft Wind Q R = 530 lb q=Q/L= 5301b/25ft= 21 lb/ft <252 Ib/ft Seismic Q R = 220 lb q=WL= 2201b/25 ft= 9 Ib/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 770 lb+530 lb+330 lb= 1640 lb Seismic V = QL+OR+V above = 270 lb+220 lb+200 lb= 690 lb Shearwall Unit Shear Wind v= V/EL= 1640 lb/(6' +4' )= 164 lb/ft e,- Seismic v= V/EL= 690 Ib/(6' +4' )= 69 lb/ft -itf� Line 2 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 530 lb q=Q/L= 5301b/4ft= 133 lb/ft <252 lb/ft Seismic Q L = 220 Ib q=QjL= 220lb/4 ft= 54 lb/ft <180 Ibis` Wind Q R = 530 lb q=WL= 5301b/14ft= 38 Ib/ft <252 lb/ft Seismic Q R = 220 Ib q=Q/L= 2201b/14 ft= 15 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 530 lb+530 lb+850 lb= 1910 lb Seismic V = QL+OR+V above = 220 lb+220 lb+610 lb= 1040 lb Shearwall Unit Shear Wind v= V/EL= 1910 lb/(7' )= 273 lb/ft $ Seismic V= V/EL= 1040 lb/(7' )= 149 lb/ft Line 3 2 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 530 lb q=OIL= 5301b/16 ft= 33 lb/ft <252 Ib/ft Seismic Q i = 220 lb q=Wt.= 2201b/16 ft= 13 lb/ft <180 Ib/ft Wind Q R = 840 lb q=Q/L= 8401b/32 ft= 26 lb/ft <252 lb/ft Seismic Q R = 510 lb q=0/L= 5101b/32 ft= 16 Ib/ft <3.80 Ib/ft Shearwall Shear wind V = QL+QR+V above = 530 lb+840 lb+1300 lb= 2670 lb Seismic V = QL+QR+V above = 220 lb+510 lb+1370 lb= 2090 lb Shearwall Unit Shear Wind v= V/EL= 2670 Ib/(4.5' )= 593 lb/ft Seismic v= V/EL= 2090 lb/(4.5' )= 465 lb/ft LI Sherman Engineering, Inc. Li: N 3151 NE Sandy Blvd. Portland,OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Floor Level Diaphragm Main Floor Walls Line 4 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 840 lb q=Q/L= 8401b/10 ft= 84 lb/ft <252 lb/ft Seismic Q L = 510 lb q=Q/L= 5101b/10ft= 51 lb/ft <180lb/ft Wind Q R = 840 lb q=Q/L= 84016/10 ft= 84 lb/ft <252 lb/ft Seismic Q R = 510 lb q=Q/L= 5101b/10 ft= 51 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 840 lb+840 lb+1940 lb= 3610 lb Seismic V = QL+QR+V above = 510 lb+510 lb+1920 lb= 2940 lb Shearwall Unit Shear Wind v= V/ZL= 3610 lb/(10' )= 361 lb/ft e Seismic v= V/EL= 2940 lb/(10' )= 294 lb/ft Line 5 4 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 840 lb q=Q/.= 840lb/31 ft= 27 lb/ft <252 lb/ft Seismic Q L = 510 lb q=0/l= 510lb/31 ft= 16 lb/ft <180 lb/ft Wind Q R = 840 lb q=Q/L= 840lb/31ft= 27 lb/ft <252 lb/ft Seismic Q R = 510 lb q=0/L= 5101b/31ft= 16 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 840 lb+840 lb+1680 lb= 3350 lb Seismic V = QL+QR+V above = 510 lb+510 lb+1920 lb= 2940 lb Shearwall Unit Shear Wind V= V/FL= 3350 lb/(13' +8' +10' )= 108 lb/ft Seismic v= V/a= 2940 lb/(13' +8' +10' )= 95 lb/ft Line 6 / Diaphragm Shear Diaphragmn Unit Shear Wind Q i = 840 lb q=Q/L= 8401b/14 ft= 60 lb/ft <252 lb/ft Seismic Q I. = 510 lb q=Q/L= 5101b/14 ft= 36 lb/ft <180 lb/ft Wind Q R = 610 lb q=0/L= 6101b/4 ft= 152 lb/ft <252 lb/ft Seismic Q R = 280 lb q=Q/L= 280lb/4 ft= 69 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 840 lb+610 lb+1360 lb= 2810 lb Seismic V = QL+QR+V above = 510 lb+280 lb+1310 lb= 2100 lb Shearwall Unit Shear Wind v= V/EL= 2810 lb/(2.25' +2.5' )= 592 lb/ft Seismic v= V/EL= 2100 lb/(2.25' +2.5' )= 442 lb/ft . t,5I/ Sherman Engineering, Inc. u- ) 3151 NE Sandy Blvd.Portland,OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Floor Level Diaphragm Main Floor Walls Line 7 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 610 lb q=Q/L= 610lb/10ft= 61 lb/ft <252 Ib/ft Seismic Q L = 280 lb q=WL= 280lb/10ft= 28 lb/ft <180Ib/ft Wind Q R = 390 Ib q=OJL= 390lb/2 ft= 193 lb/ft <252 Ib/ft Seismic Q R = 170 lb q=Q/L= 1701b/2 ft= 87 lb/ft <180lb/ft Shearwall Shear Wind V = QL+QR+V above = 610 lb+390 lb+570 lb= 1570 lb Seismic V = QL+QR+V above = 280 lb+170 lb+350 lb= 800 lb Shearwall Unit Shear Wind v= V/EL= 1570 lb/(2' +2' )= 393 lb/ft Seismic v= V/FL= 8001b/(2' +2' )= 200 lb/ft _ 3.ZLl�)h Line 8 : �'(01 7 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 390 lb q=Q/L= 3901b/22ft= 18 lb/ft <252lb/ft Seismic Q L = 170 lb q=CUL= 170lb/22 ft= 8 lb/ft <180 lb/ft Wind Q R = 0 lb q=Q/L=Olb/1ft= 0 lb/ft <252 Ib/ft Seismic Q R = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 390 Ib+01b+0 lb= 390 Ib Seismic V = QL+QR+V above = 170 lb+0 lb+0 lb= 170 lb Shearwall Unit Shear Wind v= V/EL= 390 lb/(2.75' +2.75' )= 70 lb/ft S Seismic v= V/EL= 170 lb/(2.75' +2.75' )= 32 lb/ft S. ;/ o,si C - Sherman Engineering, Inc. • «- 16 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 - (503)230-8876 Phone (503)226-4745 Fax SEW SIDE-SIDE LOADING - FLOOR LEVEL DIAPHRAGM (f ,ii t I:)A- to".J -) Low ") 0 ____, 0 , 72„w7r ,--z — '- - --— 1 1 I 3 j p--. -- J _. O Ir `i t( \ irsl I �pg - i ow `: ; i 0________ C ^ 1M wil G---— �. Lift— ': —;:-." Ns.'prAlw: 3 1 ' _ Wu- GRATA' . les- i.\-1—,n-,-4 ,s, t2.1,2- ' 71 , „ . J I sr yy r I - I l F 9 Em. vitrup i. J r I ale r uu i !�i mini — f 0' rrrrriiiiil�� � - = ii 000 O 0 Sherman Engineering, Inc. «_ 17- 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Floor Level Diaphragm Main Floor Walls Line 1 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 0 lb q=CA= Olb/1 ft= 0 lb/ft <252 lb/ft Seismic Q L = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <180 lb/ft Wind Q R = 440 lb q=WL= 4401b/16 ft= 27 lb/ft <252 lb/ft Seismic Q R = 220 lb q=OIL= 220lb/16 ft= 13 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 0 lb+440 lb+1640 lb= 2080 lb Seismic V = QL+QR+V above = 0 lb+220 lb+690 lb= 910 lb Shearwall Unit Shear Wind v= V/FL= 2080 lb/(16' )= 130 lb/ft Seismic v= V/FL= 910 lb/(16' )= 57 lb/ft Line 2 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 440 lb q=OIL= 4401b/1 ft= 435 lb/ft <252 Ib/ft Seismic Q L = 220 lb q=Q/L= 220Ib/1 ft= 216 lb/ft <180 lb/ft Wind Q R = 440 lb q=Q/L= 44016/1 ft= 435 lb/ft <252 lb/ft Seismic Q R = 220 lb q=WL= 220lb/1 ft= 216 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 440 lb+440 lb+1910 lb= 2780 lb Seismic V = QL+QR+V above = 220 lb+220 lb+1040 lb= 1480 lb Shearwall Unit Shear Wind v= V/fL= 2780lb/(7' )= 397 lb/ft Seismic v= V/EL= 1480 lb/(7' )= 211 lb/ft Line 3 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 440 lb q=Q/L= 440lb/2ft= 218 Ib/ft <252 Ib/ft Seismic Q L = 220 lb q=WL= 2201b/2 ft= 108 lb/ft <180 lb/ft Wind Q R = 680 lb q=Q/L= 6801b/18 ft= 38 lb/ft <252 Ib/ft Seismic Q R = 510 lb q=Q/L= 510lb/18 ft= 28 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 440 lb+680 lb+2670 Ib= 3790 lb Seismic V = QL+QR+V above = 220 lb+510 lb+2090 lb= 2820 lb Shearwall Unit Shear Wind v= V/Fl= 3790 lb/(18' )= 211 lb/ft A c---- Seismic v= V/EL= 2820 lb/(18' )= 157 lb/ft 9 Sherman Engineering, Inc. 3151 NE Sandy Blvd. Portland,OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Floor Level Diaphragm Main Floor Walls Line 4 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 680 lb q=Q/L= 6801b/lO ft= 68 lb/ft <252 Ib/ft Seismic Q L = 510 lb q=Q/L= 5101b/loft= 51 lb/ft <180 Ib/ft Wind Q R = 620 lb q=Q/L= 620Ib/10 ft= 62 lb/ft <252 lb/ft Seismic Q R = 460 lb q=Q/L= 4601b/10 ft= 46 lb/ft <180 ib/ft Shearwall Shear Wind V = QL+QR+V above = 680 lb+620 lb+3610 lb= 4920 lb Seismic V = QL+OR+V above = 510 lb+460 lb+2940 lb= 3910 lb Shearwall Unit Shear Wind v= V/EL= 4920 Ib/(10' )= 492 lb/ft Seismic V= V/EL= 3910 lb/(10' )= 391 lb/ft 9 LL OVERTURNING - Greensward Park - Lot 4 5/1/2017 Front Back Direction GRID SHEAR DEAD DEAD MAX UPLIFT LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist DUE TO: M,at ABOVE UPLIFT LINE A V-2 10 0.088 9 2 15 5.10 Wind 7.9 0.00 0.49 M5TA49. V-1 18 0.059 9 2 15 16.52 Wind 9.6 0.00 -0.02 OK w/:A.B.'s LINE B V-2 6.5 0.223 9 2 15 2.15 Wind 13.0 0.00 I .81 MSTA49. V-1 7 0.33 9 2 15 2.50 Wind 20.8 I .8I 4.56 Use HDU5 4.56 M5TGO LINE C V-2 7 0.094 9 2 15 2.50 Wind 5.9 0.00 0.63 M5TA49 V-1 33 0.148 9 2 15 55.54 Wind 44.0 0.63 0.95 Use IIDU2 0.95 MSTA49 III OT-Greensward Perk-Lot 4 y LL OVERTURNING - Greensward Park - Lot 4 5/1/2017 Side-Side Direction GRID SHEAR DEAD DEAD MAX UPLIFT LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIS LOAD M,resist DUE TO: M,ot ABOVE UPLIFT LINE I V-2 3 0.051 9 2 15 0.46 Wind 1.4 0.00 0.37 M5TA49 V-2 4 0.164 9 2 15 0.82 Wind 5.9 0.37 1 .72 MSTA49 V-1 16 0.13 6 2 15 9.98 Wind 12.5 I .72 2. 13 Use HDU2 LINE 2 V-2 15 0.057 9 4 15 14.85 Wind 7.7 0.00 -0.08 OK:w/ nails V-2 7 0.273 9 2 15 2.50 Wind 17.2 0.00 2.24 M5T37 V-1 7 0.397 6 2 15 1.91 Wind 16.7 2.24 4.46 Use 1-1DU5 LINE 3 V-2 7 0.185 9 4 15 3.23 Wind 11.7 0.00 I .39 M5TA49 V-2 4.5 0.593 9 2 15 1.03 Wind 24.0 0.00 5.20 M5T60 V-1 18 0.211 6 2 15 12.64 Wind 22.8 5.20 6.04 Use HDU& LINE 4 V-2 7 0.277 9 4 15 3.23 Wind 17.5 0.00 2.22 M5T37 V-2 10 0.361 9 2 15 5:10 Wind 32.5 2.22 5.16 MST6O V-1 10 0.492 6 2 15 3.90 Wind 29.5 5. 16 7.88 Use HDU I I LINE 5 V-2 10 0.08 9 2 15 5.10 Wind 7.2 0.00 0.4I MSTA49 V-1 8 0.108 9 2 15 3.26 Wind 7.8 0.4 I I .14 Use HDU2 .14 M5TA49 LINE 6 V-2 2 0.303 9 2 15 0.20 Wind 5.5 0.00 2.67 M5T37 V-1 2.25 0.592 9 2 15 0.26 Wind 12.0 2.67 7.92 Use HDU I I LINE 7 V-2 2 0.143 9 2 15 0.20 Wind 2.6 0.00 I .23 MSTA49 V-1 2 0.393 9 2 15 0.20 Wind 7.1 I .23 4.70 Use HDU5 LINE 8 V-1 2.75 0.07 9 2 15 0.39 Wind 1.7 0.00 0.55 IUse 1-DU2 I 8 OT-Greensward Park-Lot 4 SHEARVAIALL SCHEDULE ALL PANEL EDGES MUST 1111 R BE BLOCKED UNLESS NOTED OTHERWISE 0 PANEL INTERN. SOLE RIM BOARD/ MARK WALL COVER FASTENERS EDGES STUDS CONN (SEE ELKS CONN REMARKS NOTE*3) /0 1/16'APA- 0.1315x2-I/2' I6D o 6'O.G. A55 8d COMMON 0 6'0.G. RATED 51iT'G FAL.ROUND- 6'O.G. 12'O.G. 1/2"x10"A.5 5 0 24'O.G. SUITABLE SUBST.FOR (255*) HEAD P-NAIL 0 32'O.G. 0131'.,F.RH.P-NAIL C 6 7/16'APA_ 0131"x2 I/2" 16D o 4"0.G. A35 ad COMMON NAIL OK FULL ROUND- 4"O.G. 12"O.G. 1/2'x12'AB.5 •18'O.G. SUBSTITUTE FOR ANY (35049 RATED 5HT'S HEAD P-NAIL o 24'O.G. 0.131"-(9 SA)P-NAIL D 4 1/16'APA- 0.131"x2-1/2" 20d 0 3'0.G. A35 3x REQUIRED 0 ALL FILL ROUND- 3'O.G. 12'0.G. I/2'x12'AB.S •12"O.G. PANEL JOINTS 6 (fig) RATED 5HT'6 HEAD P-NAIL 0 24'O.G. 2X SOLE PLATE 1/16'APA- 0.131'x2-I/2' 2"O.G. 20d e 3'0.0. A35 3x REQUIRED 0 ALL FULL ROUND- IT 0.0. 3/4'x12 ABS 0 10 0.C. PANEL JOINTS 6 (6101,9 RATED sive, HEAD P-NAIL STAB 0 24"O.G. 2X SOLE PLATES 7/16"APA 0.131'x2-1/2' A35 0 5"0.0. A35 3x REWIRED o ALL PANEL / F4 RATED SRI'S. FULL ROUND- 4'OG. 12"O.G. 3/4'x12"Ails 0 8PLATES 'O.G. JOINTS 4 SOLE (190#) EACH SIDE HEAD P-NAIL STAGRD. 0 24"0.G. OFFSET JOINTS EA SIDE OF WALL A 7/15'APA 0.131'x2-1/2' 0.0. A35 0 4'0.G. A35 3x REQUIRED 0 ALL PANEL RATED 5+4116 FULL ROUND- IT O.G. 3/4'x12'AB.S o 6"O.G. JOINTS 6 SOLE PLATES (10100) EACH SIDE HERD P-NAIL o 18"O.G. OFFSET JOINTS EA.SIDE OF WALL H 4 1/16'APA 0.131")(2-I/2" 2.0.G A35 0 3"0.G. A35 o 5'O.G. 3x REWIRED 0 ALL PANEL RATED 51-1T6 FULL ROUND- 12'0.C. 3/4'x12'ARS (3 PER BAY JOSOLE PLATES INTS(1550 ) EACH SIDE HEAD P-NAIL 5TH' 0 12"O.G. AT 16'ok) OFFSET JOINTS EA.SIDE OF WALL HOLDOWN SCHEDULE MARK HOEDOWN FASTENERS1 MARK HOLDOWN FASTENERS NO SPECIAL CONNECT$TM. PL TO "H4DU2-5752.5" (6)5D51/4x2-I/2'SCREWS O HOLDOWN FLR JSTBMBLK'G (3A KIPS) (2)2x POST W/5IMP50N REQUIRED W/ I6d 0 4"O.G. V 5B 5/8x24 ANCHOR BOLT (I3) IOd COMMON (14)5D51/4x2-I/2'SCREWS MSTA4a NAILS AT EACH EN (5.1)3 25" (2)2x POST W/SIMPSON v (2.05 kips) 0 13/4"oz. STAGG v 56 5/6x24 ANCHOR BOLT MST31 (II) I6d COMMON 1 8-5D525" (20)5D51/4x3'50REW5 s) NAILS AT EACH END (187 KIPS) (3)2x6 POST IN/SIMPSON © (2 34 kips) 0 13/4"oz. STAGG v 513 1/6x24 ANCHOR BOLT (11) I6d COMMON (30)5D51/4x2-I/2"SCRENS MST48 'HDUII-S0525' 6xb POST REQ'D 6 © (3.63 kips) NAILS AT EACH END v ANCHOR BOLT PER DETAIL o 13/4"oz. STAGS (9�KIPS) USE SitpsoN'SB 1x30'U.N.O. "MST60" (24) I6d COMMON •HDUI4-51252 5" O)5051/4X2-1/2"SCREWS NAILS AT EACH END 6x6 POST REQ'D 4 V (4.83 kips) 0 13/4"o.c. 10 (14.(425 KIPS) ANCHOR BOLT PER DETAIL (44) I6d COMMON "HTS20" "GMST12" NAILS AT EACH END TWIST STRAP (10) IOD EACH END © (9.21 kips) o 13/4" 04. ® (1.45 KIPS) NOTES: I. ALL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE ' CORROSION RESISTANT PER IBC 2304.105 2. BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER "SIMPSON"CATALOG FOR ALL HOLDOWN CONNECTIONS. 3.FOUNDATION ANCHOR BOLTS SHALL HAVE A STEEL PLATE HASHER UNDER EACH NUT NOT LESS THAN 0229'x3"x3" IN SIZE. 4. THE PLATE WASHER SHALL EXTEND TO WITHIN I/2' OF THE EDGE OF THE BOTTOM PLATE IF SHEAR 15 GREATER THAN 200 PLF. 5. ALLOWABLE SHEAR FOR TYPE"HAY BE INCREASED TO 330*FOR WIND LOADING. 6. ALLOWABLE SHEAR FOR TYPE A MAY BE INCREASED TO 460* FOR HIND LOADING. 1. I6d = 0.162"DIA. x 35" LONG IOd = 0.148" DIA. X 3.0" LONG 8d = 0.131" DIA. X 25" LONG 8.HDU5 HOLDOWNS MAY BE SUBSTITUTED FOR STH0I4 STRAP HOLDOWNS -Li - I-5 h .4 .1.0--, ?►-\ij, rrs N33� 7 MVO MI I 1q041 1 *WO' lJ....1.....I7' 1ilk 0,,, 1 ...o 4> _ • --- ---- S ` ' I iv01S 9u-P i.26 a` ITT 1 0 DV iIL .�971_1110kilirr--,411 , XV I:A 0 •p 1 a� ,, .1, ilmniat 41 _ / Pliii- 7 P MI= • I� Er _. / , 0 BE 1911"1 6 ,... l A % , Epr►� ,1 ea „� acs rAtzi .. _.I �Z , J _,, , _ ........... ...........,...,...,„_,__,,, ____ 6•012..6 [ I • I ' I1 __ I _� , . ., • SII Ilii_ - �_ / II le. @ e 1 //I - 'l 1 0 elv fp ._ _,:, , 1,01 >iCNd C'' ‘'dMSN55 426,.. o ;17 119:il 7,16 -ma 1 ) ve I ...43 (----1,,,, 'acro a•.a xio-,a Fri ���- , II ... II 11 / t IQ ` 4 ......, ..... ,v/ f ,...., ----,'..\NI1 I _ .m, / © 1 '_ ,� / .44w r r- / Vil ,- 1'I /Ski 31294•1011 XX T 1 9. )0 el) _•. . , '..--*---...)jI 9 II © V 1 @/I 4)AI& _ -.5__,3> >_ 1 � I .- ;�) E s , x q� Y9q de tlo n X 14 1 1.--"--)t. , _ .9 11 0-3610241 I _ j�a- ---- --- \ 1 - I1 r ,,.. „ '.,r€ Q \ I) ®LX , 1Aihk1�R I SCS 0 / P aloes 1 �a/ ® i) il r - 46 • 1 • % 17 14 _ I- e ....„---, / al //_.......3.„..1 // ,4/ 1 \,,h:L.-}-:11 '? '( ,\• �� i • II \ / 0 1!. Wiranial 9 C, \ 1421114109 i ii O AIL J d ■ .1630 119•1 (/�\ ola • 1 _I -i --� ccci •6 M51\05.35 1111. !.►_ --) 4. JK (71 - 'am.--A%A-.4 . L.....''''' J 13.1,0 I a•v1-A O-.1 $ I }IIS / I I II T 0 11 x'91 -- -®• i 1 0 II —� ® ,y �— iit I - - - - -- a-- oI41I9.."74: 7. -AIN Ili �����y� II 91 an IiIif.IG/I�GdQ1i 1$ 0 1 cm Ili ing1=140 _. _ os I -- re em ,.< �,4 m•e1µ� BizetrwasoQS 40 tis"V ` \) . i, xl 1 I,• I •I -- 11 r...1 ..... 1 _. .il -.e...e." •;e5.0.-_,-,--...-_,..-... I In L '— _. 1 t • r LzooH 1 9 c .,oguur ,�:. it ri 1 ' 0, � 11I1 .s.-.0 aa-,41 Wyy ��o% •IV , Gr l. e4 3 li li 0 1 j1 0 Ler"- .6c?fils�o/ - A � .9-:x 9- pi �1L�0 ;.,:..,.ti, .c'�trb�takl &\ { (-3 A., ,) 3a >a...,axm 4, AK LV 11194 I i �,e SevEf9 6E\ERAL STRUCTURAL NOTES SHEARWALLSGHEDULE aWRr� MA,r✓,..N.PAs rax R 6.4.6 EXPIRES:6-30-1S DESIGN LOADS WOOD GONGRFrF REINFORCING STEEL w°` . •N° fit LIVE LOAD(FLOOR). 90P0F RFLWI&E VISUALLY GRADED BRHL STRKIII.LOWER SELL OE ACED FIR, w - otRo re 4Rc Ir°c MO '" amrmn SFIoRMAN WIND OAOtLc.Moor): EFY .%P GRID COAST ]u,,mnrtASIR A(65.REACE 601612 01.01.11.6 oc , vnipl6 Ia LOPD: 120lfM .8 LITBHe Ms£Gi I. 1NETI ®w wx v°c u'oe sE Ds16Nweol �A,Ftu.�°"�D. p .,e .Iwa: ` INC -25 aa.avaw 9ttetws 5,se ewe COLD. o. ,Ar. R•65 LAPEL,ix4N4'l2 TMcos r� m Q M LOGES: 0042015 Xn40YL SILOS R e 4 Aro 2 X°) NO2 seveffu20,°PRORY,rcry sAslm. ° •woe 3151 NE SANDY BLVD. DCVO/LAS FR STANDARD C,RADE CDX MO.NIP ',SR,w rmum ew, na�6w•"A'® srMm ° .41°41 LANDSUITE 100 2.ALL STI.C.N.PLYMOOD 5,ATHI,SHALL RE Xv >sur PORTLAND,OR 97232 BLIE COWORMIN5 TO ME WE,GENERAL NOTES EA.ST OF PS G,�,;mw.NFA. INC.IED.1E 0.1, SRCE ,�"a,"' ,r.�. ° P:(303)232AN76 3.ALL HORIZONTAL SWAMI,WALL B1.TNE CORM,.,ALL VIERIPT ALL 01,16210,PRIOR PERFENINCLUX TO ERN.,MALL E GRAIN uw.m,.,Rerx,e SIMON POEN(5124. «�>a n-�:APA 0.151,1, :°u .,.er, °wlsFAsoFa�w. APPROVEDEATH,SHALL AL,.YICIEfLOIAY/v ro, G°P..n HOLDOWN SCHEDULE 1,,41x,.)„�..,.�:<5„„ ,C101162.LW Al WIROCIII.BMA AT FOR&WINN BOAT,x r.Anox RE.Esr RRiDrz rDNAILI,SSW, mCOWORM w.12D1 ) x.ow6Rue 3wo �� ,sLE PRO Ooo or Ref 25 MARE HOED., MARK HOLD., REVISIONS 2 EXTERIORLL OOMSw113M�me5.5,IALOCBINT lwu yR4l vAEgm TO Mm.0, ARi aevLL PLATESrro AARON. „0.GrtPxeGr[at �° n °0 '''''' r ... CONTRACT DC.0112./ME COTRACTOR SMALL BE CONTACT HITS CONCRETE OR MRSOIRY SHH1 TM VT 501, ittemficArtatoo Be.40.0.19411E Mk ,..,.. 1151.ax comp. START,C.STRICTION ATV DISCREPANCI,IN, EA.BO Of TIE P,TEB EMBED ECUS A MINT.ALL GRANN,MO SPECIFICATIONS PRIOR TO TIE NOUS AT 4,0.00,S.M..AT IS M.,FR. r°MmcM. mXtnc.9.u,.E.a Nnw4.a¢ria a 54.. Q..s.pl Q y r ... 6 BA,r11 SLAWS,EIS,UIELY 5I,ORTED MOP SIALL BE 5.clEter TO itE APftenox OF OF 6. COICREIE CRIMSON.. ME oti NELloPER couttra MOOS OR ARROW ENNNEER PRIOR TO START OF 2.9.1.,,OR SO '=CZ P=ITII'oLs r=1ITIV' MAT A CLAWKATION CAN BE 1.£0.ANY MORKe WOPERFORMED IN.1.12,HIM DE GOINRACT FA,OF WOO nat,BRS,ALL eF PROVIDEDO SEA.AND NiTS MACH EFAIR ACAINST 70 RIM Mlw,rrxcx RHGow.ere IEIN,N`NS.3003 H.cn6 rur a,E. Q as,aW ` 0° ne+x.y 000J000 N CORRECTED BY RE cacRecrGR Ar rx aw`ea�eee r0 a H.4m. 1.4, WRO.4,0,®M I..,R.Ga MARE Rr. 7c '.r`°'� '0 M.A.R. 17-RLWX-03-030 2 NJ_XXX,SHALL CONFORIX 00 mE3 3300400001 r «oo, v [ION 23oo. P.X,.I I. r [04..11. Al M6S rw "� Q MN.1,, .[w ear me OVAL ,FOLLOW,CODE. 6.ALL NAILS.ALL PE COWAN NAILS.Mr., OONSTRYT.,141,1,664.ERR RXICE 0,I, ,t 20D IP.MO LAW,41.51016 REFBM,0 TO XL, REGAIREM.S OVILINED IN E.TABU M,BE MO.SITESIXO TY,BOLL EE SVECIED 4.6)lea COMMON AS"RE COO,AND MP BE ANORITYOE ANY PORTION Of E Er �M PI.0L35D„ERW,FxGr6D. .,3 a er„RXIR„DW® R6,,,F.W� A ."� ,. .. .[4111 .'D LTS BEFORE CLOFANS M. .CRETE 5 140T 112,1125.NO,PE EtrOWER .wN «�PROW.. RH rwP ,6 TER Do NOT INDICATE ME KT.,COPSTRUCTION FRO.FC)AHD Ilf ARS.,BY TE PRO.¢, NABS,1,15. .2.,271,TO YE.,AU-INSTALLATIONRSONROMENT5,R 1 CAM.0.0,1.,02 IECF,SART TO PROTECT ME STPX.E OVRI, AFAR.,IS SELECT TO CONINE,SATISFACTORY a.Nr,,,,,,,A,,,,, COTETPUCTION 0.166 MASSES 5.1 INCLUDE RIR PERFORFIA.e.MA.,NAIL,NILE NOT BE FE BEE.,IN 511,11.COLREIE EV-BPI WA/TE OX eL.,o4„m..,F.»eR�EAGwrrotLEx ROT.LNITED TO BRA.,SHORING FOR LOA.RUE AFPRONFD IN S/16 N.PLY11000.IF.12F_AOS MERE 5F,11,,,,NINTR BY MIEER YR,1,10 AlL Panto zonot to)oF FE Dose OF PIE eorro0 RUM TO DC SITE BY ME STRICT/1W ENGIN,.S., ,NORMAL VX2 A HAW HAMMER OR F IIINIIIIM REWOUND.25.5PACE A 16x,1.3 I.E,. .� .m .e.,r COEN w�z 5.ALLO,ELL SPEAR Fog Al.&RA.s,xc�A6m TOA...FOR e«o wmw.A� N CLEAR,.MO ILLED O. LEMARA 1101.5 rolls RB ,w S IL.FOROATale.,ETC.f ANT ON owwN ER AND LARGER B .saEDOSHA4L NOT 11,UVE INSPECT.OF DE ABOVE ITEMS. A42.01160,EC,DISTANCES ARE NOT, ME P,FC.ARCE MLL BE DEEMED N . 6 E,r,�r°EiRm 6w.e weans ear�resr,IN�Frn s,wu s,rw wxo°»o wAxu�Dw �� ER6EEERSHALLPE _ EARTHWORK TO.6 111,51042 OE, NOTIFIED IMMEDIATELY. No.,BAR,OX RX FRE NO°,R,M 1w Cr)O 1.0p ALL IN L ALL Noon.,5,B2 M.N.51o516.5 AND OTHER PREFABRICATED WOOD MEMBERS 0 , h�A,-0••I6"a"�""�°"EM x,.e.R,,.,w,ee,I.,mx 93 c COLUMNS 4 HEADERS z F ALL MEMBERS 51,1,71,11TH,RT,TROEXT ALL ANON.BOLTS ENT M,R�e,.wGa„3wA,or oFfert Red totoars. NOTED o,RwE. eEU LONG,wE,s mM.r� ,G...R,e oF,,,Mr.�w„w ONTINE TO P,aNOATIOX ,,ewoR 0_, L NARD,RE,ALL BE 14,6FACTRED BY 5.Era5,5 icon..FORE,No,mAT NAN, FP..A,XIX,T,.• ASPECT,EX AIN 54,,,,R6.5166,0N 5.6 ALT BY 13 NI WEER IN CONTACT 1,1 e x9101£5 NO,o.MrWm ^n^.I WA" r,so. �u«ALF,w.,F,� ,Reo,NOR.II B.A.,,TER IT 6v wuu.NHa. D.E.IA.,IIA ALL UN BOLTS. MEOW.,BE EIRONSIT TOTE ATTEST,oF, IN Rwrl�" Hu 8 MON NO PE ,A FOOTINGS 0 e.teeettopo EC NC.,NO BRAZED AS IT 5 .66,mATETNAL CW/] A HIRI,OF 85.,6615TIN5 6, MARK77I FTG SIZE I REINF a O TO F�,.Ix VO, led VIDEBAS INTL 0=6,15 ASTA41, AND levEL De AREA Of 30, a4.004lO PAD fir.9 EA RAE Ei2a'xNxID'PAD (Z a FA HAT ref.cettowlox,U.N.NODE.,ROLE FROXFLOODINSON.5 5,,OROPER.T, Cf) ALL ® 30.30.10 PAD (34.4 EA.WAYro rr l ..L41.rE 120,1.0011. E 36Y36,12•PAD f�.4EA.NA, AeevroB E RETE FRORBNLY ORANE0 A,.6 mom BASF OF t� ® ae x40 x12 PPD 144*4 E0.WAY Von, "o"43 "1016 PE 34x99410 PAD OA 04 EA MAX „...,...c... ...."....,6„�of STRUCTURAL NOTESE3 .x®5,..x.., 5-1-17 �.,comPACA. ,�MO(oW.))ArnE tCrG�w S 1 NE 4 wn � B; F� 3ICaa.e.'F,5 �R re /ROLM . `wn 00 0.0.,�l.. b3n..Arww. wNM. ,w �B� . . �wEea w� MAIMS PLR.EDAE NA.„,IN FLOOR�r�B �w . a .z�, I FLOOR DEAD. wRNED .0 \NI0-1 33 IIPf * s 10.4 EWER PRAMS ...oi.:.''�> I... PL ,. i-33-4 ENGINE:BENG P NL»RE FOR EACANS Of 30I0 Bn714,14: ��n. 5.0 001011.04000 I II "` SaP,w�Y.OIL AI IV 1111® E a As. v-IV wa IErR: , _ INC souo_ 4 a' a w IT!! �RAMnr LEVIER PE 1.11 11 TOP PLATE 3151 NE SANDY BLVD. 23311.3.5.031•33 SUITE 100 ESL TOE PLATE wosEw 1041.60£ REVEL PVR AT oPE.55 *oI'V REATIIIIE,PER PLAN 4 ,*o o.o,e wroee AR,EL..AT ave.0* PORTLAND,0E97232 IMI _ID P,(E03)232-1311T6 rDIA PL„�„ p ()OFFSET SHEARWALL D� TYP SHR WALL -PARLL JSTS� D6 TIT INT WALL -PERP JOISTS NF:(50V3)226-4745 WA/Z. O ncf2Eear srlae O rul+�Hav3 xnae r REVISIONS O m V It..l44. .-- A•REAM.PER RAI ORS.PATE EV .6.3.1.36 HAPLY) 2x RAE PUIE CP SOLT MIRO WO RR BAWD PEW/T. 11111111111111811111 NO AREAR 041..4.XE MEE MLR. REARM RAE., PROJECTW RETAINING WALL SCHEDULE s1Oa I P0`^'" .En °H`^"' � ' Y.EDue PER PAN 17-RLWR-00-030 w ELDER MARRA W . 0.00.10E P02BaaRxA,R.As au 1414 wL H(FT)A ` D V`30435 .1-.83135 E S •L•SM. 5<�[�' x�e�' caA " IDY.ER 9 B H•12 Heb' 6+4 33.2433 Nirm,P ;i;��l-' L � PL R�1= a' O• r-w Ir H.IB' H.IeE• 3-.a IT�:.'"'• V _ 5'4' IV. 3'-3.12' H•16• H. ' 4H 6'b' B' 12' 4'O'R2' H.12 H•12' �Bcan SPLICED AT PN WARD �' ' 1Ts .-J B'-O•D. (V 5'd'12' r5•6' S s 6' l-H I=-. i R-0 10' 12'b'-O'12' (Z5.9• (t).5 s4 B-H ,,,,,r I a,aPnpEa E I aEr PL 7 I DS Ai RETAINING NALL 1211 TOE Aro R.w. I p, ,,,E 33 re wps�w 6 � 0/3.03 N NO SLAB AT BASE j wAEERRPLA.RArap... E�"""'°�"� 5033.33 ONO -rwslob-Seismic NOT TO SCALE scR�e DS lYP EXT BALL -PARLL JOISTS D4 TIT EXT WALL -PERP JOISTS 1 l .� 02.MX R y o 1 4 y as x I MAE SLAB PER RAN Y _ PER RAN MO 13.3 ANCHOR BOLT SCHEDULE(KIPS) u'iii3 w OR Aw.aa.�r,AL,00L..E� �I� .�,°°�anro AI,NRO NT« PLRPL.« PLR ....a.. 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E11.012 leb ARNER CAPACITY : SIM 0 CII0 O. 12' 04, 12' .5.9' (b)H w 2-10'WA A VH• " �-s STRUCTURAL 0'O•B' 1-3' 0-0 12' H•b' *s 6' (1)H f'-b' bb'1A' S•9' S•6' h)H HA5 a pw. -1R'p0..VH• su \ DETAILS ley-o.IC' 1 6'-B'14 45•6' (245.9' (W. 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