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Specifications (60) 0030d++ ERMAN 15134-Sw CjC�C �2 G;1 ,. ASHENGLNEERING 3151 NE SANnY Bwi,.,SvrrE 100 PoRTT,AND,OR 97232 ZINC PHoNE(503)230-8876 SHERMANENGINEERS.COM Struc ural Calculations RECEIVED April 21, 2017 AUG 22017 LOT 3 - Mangold CITY OF TIaAR'D Elevation A Plan 2884R 1t WING DIVISION cottito 8725 SW Ross St. *f l$b Tigard, OR 97227 t s t SEI Project#17-MSAP-02-430 4 YI10 t"'� %P SA Prepared For: EXPIRES: WO/ a Westwood Homes 12118 NW Blackhawk Drive Portland,OR 97229 Subject Sheet No. Footing Schedule FD1 Framing: Girder Truss Loading GT1-GT3 Roof Beam RB1 Headers HD1-HD4 Floor Beams FB1-FB11 Lateral: Loading LL1-LL2 Wind Loading/Diaphragms LL3-LL6 Shearwalls LL7-LL8 Overturning LL9 Schedule LL10 Details D1-D29 A SHERMAN ENGINEERING 3151 NE SANDY Bram.,StmrE 104 Porn,OR 97232 INC PHONE(503)230-8876 ►SHERMANENGINE£RS.COM Structural Calculations April 21, 2017 egoLOT 3 - Mangold PROF Elevation A Plan 2884R � GiNe . 8725 SW Ross St. w i .ass, � 4,4 Tigard, OR 97227 ✓`pio 1 SEI Project#17-MSAP-02-430 041P. Prepared For: EXPIRES: • Westwood Homes 12118 NW Blackhawk Drive Portland, OR 97229 Subject Sheet No. Footing Schedule FD1 Framing: Girder Truss Loading GT1-GT3 Roof Beam RB1 Headers HD1-HD4 Floor Beams FB1-FB11 Lateral: Loading • LL1-L12 Wind Loading/Diaphragms LL3-LLE. Shearwalls LL7-LL8 Overturning LL9 Schedule LL10 Details. D1-D29 t 4 rg BeamChek v2O07 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2584 FRAMING RB 1 Date: I 1/04/15 Selection PT 4x 8 HF#I Lu = 0.0 Ft Conditions NDS 2001, Incised Min Bearing Area R I = 2.1 int R2= 2.1 in2 (1.5) DL Defl= 0,06 in Data Beam Span 7.5 ft Reaction I LL 5 I G# Reaction 2 11 516# Beam Wt per ft G.17# Reaction I TL 848# Reaction 2 TL 848# Bm Wt Included 46# Maximum V 848# Max Moment 1590'# Max V(Reduced) 7 I 1 # TL Max Defl L/240 TL Actual Defl L/741 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl Actual 30.GG 25.38 0.I 2 0.0G Critical 16.36 7.73 0.38 0.25 Status OK OK OK OK Ratio 53% 30% 32% 25% Fb(psi) Fv(psi) E(psi x mil) Fc (p50 Values Reference Values 975 150 1.5 405 Adjusted Values I I GG 138 1.4 405 Adjustments CF Size Factor I.300 Cd Duration I .I5 I.I5 Cr Repetitive I.00 Ch Shear Stress WA Ci Incised 0.80 0.80 0.95 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform Lb 138 Uniform Tb 220 = A Uniform Load A R I = 848 R2 = 848 SPAN = 7.5 FT Uniform and partial uniform loads are Ibs per lineal ft. } 4 -R1 BeamChek v2007licensed to:Sherman Enyineenny Inc Reg#7992-66413 PLAN 2884 FRAMING I1 D I Date: I 1/04/15 Selection 4x 10 DF-L#2 Lu = 0.0 Ft Conditions NOS 2001 Min Beanng Area R I= 3.2 m2 R2= 3.2 in2 (I.5) DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction I LL 1 250# Reaction 2 LL 1250# Beam Wt per ft 7.87# Reaction I TL 2020# Reaction 2 TL 2020# Dm Wt Included 39 # Maximum V 2020# Max Moment 2525'# Max V(Reduced) 1397# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in3) Shear(int) TL Defl (in) LL Defl Actual 49.91 32.38 0.04 0.02 Critical 24.39 10.12 0.25 0.17 Status OK OK OK OK. Ratio 49% 3 1% 15% 11'% Fb(psi) Fv(psi) E(psi x mid) Poi(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration I.15 I.15 Cr Repetitive I .00 Ch Shear Stress WA Cm Wet Use I.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 500 Uniform TL: 800 = A Uniform Load A /\ /\ R I = 2020 R2 = 2020 SPAN = 5FT Uniform and partial uniform loads are lbs per lineal ft. > T BeamChek v2007 licensed to:Sherman Engmeermg Inc Reg#79.92-64413 PLAN 2884 FRAMING HD2 Date: I 1/04/15 Selection 4x 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 0.7 m2R2= 0.7 in2 (I.5) DL Defl= 0.03 in Data Beam Span 10.0 ft Reaction I LL 250# Reaction 2 LL 250# Beam Wt per ft 7.87# Reaction I TL 439# Reaction 2 TL 439# Bm Wt Included 79# Maximum V 439# Max Moment 1098'# Max V(Reduced) 372 # TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Deft L/360 LL Actual Defl L/>1000 Attributes Section (ma) Shear(mn2) IL Defl(in) LL Defl Actual 49.91 32.38 0,06 0.03 Critical 10.61 2.69 0.50 0.33 Status OK OK OK OK Ratio 21% 8% 13% 9% Fb (psi) Fv(psi) E(psi x mu) Fc (psi) Values Reference Values 900 180 I.6 625 Adjusted Values 1242 207 I.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.15 I.I5 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I.00 1.00 1.00 1.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 50 Uniform TL: 80 = A Uniform Load A /\ RI =439 R2 = 439 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. V 3 BeamChek v2007 licensed to:Sherman Engmeermg Inc Reg A 7992-66413 PLAN 2884 FRAMING HD3 Date: I 1/04/15 Selection 4x 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Mm Beanng Area RI= 0.4 m2R2= 0.4 in2 (1.5) DL Deft= <0.01 in. Beam Span 6.25 ft Reaction I Ii 156# Reaction 2 LL 156# Beam Wt per ft 7.87# Reaction 1 TL 275 # Reaction 2 TL 275 # Bm Wt Included 49# Maximum V 275 # Max Moment 429'# Max V(Reduced) 207# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.01 <0.01 Critical 4.15 1 .50 0.31 0.21 Status OK OK OK OK Ratio 8% 5% 3% 2% .Fb(psi) Fv(psi) E(psi x mit) Fc I(psi) Values Reference Values 900 180 I .6 625 Adjusted Values 1242 207 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive I.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 Kbe = 0.0 Loads Uniform LL: 50 Uniform TL: 80 = A Uniform Load A RI = 275 R2 = 275 SPAN = 6.25 FT Uniform and partial uniform loads are lbs per lineal ft. , , cd-1 T ' BeamChek v2OO7 licensed to:Sherman Engineenng Inc Reg#7992-66413 PLAN 2884 FRAMING HD4 Date: 11/04/15 Selection 5-I/8x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 5.1 in2R2= 4.8 in2 (1.5) DL Defl= 0.24 in 0.% in Data Beam Span 16.0 ft Reaction I LL 1416# Reaction 2 LL 1934 # Beam Wt per ft 16.81 # Reaction I TL 3295# Reaction 2 TL 3098# Bm Wt Included 269# Maximum V 3295# Max Moment 13316'# Max V(Reduced) 3186# TL Max Defl L/240 TL Actual Defl L/450 L/364 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(ins) Shear(m2) TL Defl(in) LL Defl Actual 155.67 69.19 0.43 0.19 Critical 66.58 19.92 0.80 0.53 Status OK OK OK OK Ratio 43% 29% 53% 35% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 I.8 650 Adjustments Cv Volume 1.000 Cd Duration I.00 1.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I .00 1.00 1.00 1.00 CI Stabibty 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif U Par Unif IL Start End B = 1482 3.25 50 H = 80 0 3.25 250 I = 344 3.25 16.0 H Pt bads: Ill RI = 3295 R2 = 3098 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. I r a d1UU PS BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING 11D5 Date: I 1/04/15 Selection Gx 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Beanng Area R I = 0.6 m2 R2= 0.6 in2 (I.5) DL Defi= 0.0 I in Data Beam Span 8.0 ft Reaction I LL 200# Reaction 2 IL 200# Beam Wt per ft 12.7# Reaction 1 TL 371 # Reaction 2 TL 371 # Bm Wt Included 102 # Maximum V 371 # Max Moment 742'# Max V(Reduced) 297# TL Max Defl L/240 TL Actual Defl L/ >1000 L/364 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in3) Shear(m2) TL Defl (in) LL Defl Actual 82.73 52.25 0.02 <0.01 Cntical 8.84 . 2.28 0.40 0.27 Status OK OK OK OK Ratio I I`fo 4% 5% 3% Fb(psi) Fv(P51) E(psi x mil) Fel(psi) Values Reference Values 875 170 I.3 625 Adjusted Values 1006 I96 I.3 625 Adjustments CF Size Factor I.000 Cd Duration 1.I5 1.15 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I.00 1.00 1.00 1.00 CI Stability I.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 50 Uniform TL: 80 = A Uniform Load A RI = 371 R2 = 371 SPAN = 8FT Uniform and partial uniform loads are lbs per lineal ft. r ' R31 BeamChek v2007 licensed to:Sherman Engmeenng Inc Reg#7992-66413 PLAN 2884 FRAMING FBI Date: 11/04/15 5e/ectron 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 2.0 m2R2= 4.8 in2 (1.5) DL Defl= 0.38 in 0.57 in Data Beam Span 16.0 ft Reaction I LL 426# Reaction 2 LL 426 # Beam Wt per ft 14.94 # Reaction 1 TL 13 12 # Reaction 2 TL 3088# Bm Wt Included 239# Maximum V 3088# Max Moment 9732'# Max V(Reduced) 3000# TL Max Defl L/240 TL Actual Defl L/440 LL Max Deft L/360 LL Actual Defl L/>1000 Attributes Section (ms) Shear(in2) TL Defl (in) LL Defl Actual 123.00 61 .50 0.44 0.06 Critical 48.66 18.75 0.80 0.53 Status OK OK OK OK Ratio 40% 30% 55% 11% Fb (psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 I.8 650 Adjustments Cv Volume I.000 Cd Duration I.00 1.00 Cr Repetitive I .00 Ch Shear Stress WA Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 53 Uniform TL: 73 = A Point TL Distance 5 = 2991 12,75 Uniform Load A Pt loads: �B ^ / \ R I = 131 2 R2 = 3088 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. t FEZ' BeamChek v2007 licensed to:Sherman Engmeenng Inc Reg#7992-66413 PLAN 2884 FRAMING F52 Date: 11/04/15 Selection 5-I/8x 1 2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions ND5 2001 Mm Bearing Area RI = 4.6 in2R2= 5.0 m2 (1.5) DL Defl= 0.07 in 0.1 I in Data Beam Span I I .5 ft Reaction I LL 2113 # Reaction 2 LL 2307# Beam Wt per ft 14.94# Reaction I TL 299 I # Reaction 2 TL 3259 # Bin Wt Included 172 # Maximum V 3259# Max Moment 8770'# Max V(Reduced) 2639# TL Max Def! L/240 TL Actual Defl L/721 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(m2) TL Defl (in) LL Defl Actual 123.00 61.50 0.19 0.12 Critical 43.85 16.49 0.58 0.38 Status OK OK OK OK Ratio 36% 27% 33% 31% 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 I.000 Cd Duration 1.00 1.00 Cr Repetitive I.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 Kbe = 0.0 Loads Par Unif LL Par Unif TL Start End 360 H = 495 0 8.0 440 1 = 605 8.0 1 1.5 II /\ RI = 2991 R2 = 3259 SPAN = 1 1.5 FT Uniform and partial uniform loads are lbs per lineal ft. X ' F,3 DeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING FB3 Date: 11/04/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 4.0 m2 K2= 4.0 m2 (1.5) DL Defl= 0.26 in 0.39 in Oa,La Beam Span 17.5 ft Reaction I LL 1680# Reaction 2 IL 1680# Beam Wt per ft 14.94# Reaction I TL 2594# Reaction 2 TL 2594 # Bm Wt Included 262 # Maximum V 2594# Max Moment 1 1348'# Max V(Reduced) 2297# TL Max Deft L/240 TL Actual Dell L/366 LL Max Defl L/360 LL Actual Defl L/GG I Attnbutes Section (ins) Shear(in2) TL Defl (in) LL Deft Actual 123.00 61.50 0.57 0.32 Critical 56.74 14.36 0.88 0.58 Status OK OK OK OK Ratio 46% 23% GG% 54% Pb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Reference Values 2400 240 I.8 G50 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1 .00 1.00 1,00 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 50 Uniform TL: 80 = A Par Unif LL Par Untf TL Start End 100 ti = 138 0 17.5 42 1 = 64 0 17.5 • h Uniform Load A RI = 2594 R2 = 2594 SPAN = 17.5 FT Uniform and partial uniform loads are lbs per lineal ft. Fri it- J 6eamChek v2O07 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FB4A Date: 12/10/15 Selection 5-I/4x I I-7/8 2.0E TJ Paraiiam W.S. PSL Lu = 0.0 Ft Conditions NDS 2001 Min Bearing AreaRl= 18.5 m2R2= 8.1 in2 (1.5) DL Defl= 0.05 in Data Beam Span 5.0 ft Reaction 1 LL 1144# Reaction 2 LL 1 144 # Beam Wt per ft 19.48# Reaction I TL 12042 # Reaction 2 TL 5242 # Bm Wt Included 97# Maximum V 12042 # Max Moment 14492'# Max V (Reduced) 11313# TL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 123.39 62.34 0.06 <0.01 Critical 59.90 58.51 0.25 0.17 Status OK OK OK OK Ratio 49% 94% 22% 3% Fb (psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2903 290 2.0 650 Adjustments CF Size Factor I .001 Cd Duration I .00 I.00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1.00 I .00 1 .00 1 .00 CI Stability 1 .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 • Loads Uniform LL: 363 Uniform IL: 580 = A Point TL Distance Par Unif LL Par Unif TL Start End B = 13600 1.25 53 li = 73 0 5.0 42 1 = 64 0 5.0 1 Ii Uniform Load A Pt loads:^ / \ R I = 12042 R2 = 5242 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sher man Engineering Inc Reg#79.92-66413 PLAN 2884 FRAMING FB5. Date: 11/04/15 Selection 3-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 3.4 in2R2= 3.7 in2 (1.5) DL Defl= 0.02 in 0.02 in Data Beam Span 6.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500# Beam Wt per ft 9.11 # Reaction I TL 2234# Reaction 2 TL 2378# Bm Wt Included 55 # Maximum V 2378# Max Moment 3582'# Max V(Reduced) 1.681 # TL Max Deft L/240 TL Actual Defl L/>1000 LL Max Deft L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(in2) IL Defl(in) LL Defl Actual 75.00 37.50 0.03 0.02 Critical 17.91 10.5 I 0.30 0.20 Status OK OK OK OK Ratio 24% 28% 1 1% 9% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 I.8 650 Adjutrnents Cv Volume 1.000 Cd Duration I .00 I.00 Cr Repetitive I.00 Ch Shear Stress WA Cm Wet Use I .00 I.00 1.00 I.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 500 Uniform TL: 688 = A Point TL Distance B = 432 4.0 Uniform Load A Pt loads: RI = 2234 R2 = 2378 SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/.3 PLAN 2584 FRAMING Date: 11/04/15 5ehction I-3/4x I 1-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I= 0.6 int R2= 0.6 in2 (I .5) DL Deli= 0.03 in Data Beam Span 11.0 ft Reaction I LL 293# Reaction 2 LL 293 # Beam Wt per ft 5.34# Reaction I TL 432# Reaction 2 TL 432 # Bm Wt Included 59# Maximum V 432# Max Moment 1 187'# Max V(Reduced) 354# TL Max Deft L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl Actual 41.13 20.78 0.06 0.04 Critical 5.47 1.86 0.55 0.37 Status OK OK OK OK Ratio 13% 9% 12% 10% Fb(psi) Fv(psi) E(psi x mil) Fc 1 (psi) Values Reference Values 2600 285 I.9 750 Adjusted Values 2604 285 1.9 750 Adjustments CF Size Factor I.001 Cd Duration I .00 1.00 Cr Repetitive I.00 Ch Shear Stress. N/A Cm Wet Use 1 .00 IAO 1.00 I.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform IL: 53 Uniform TL: 73 = A Uniform Load A /\ RI =432 R2 = 432 SPAN = 11Ff Uniform and partial uniform loads are lbs per lineal ft. 11. BeamChek v2007 licensed to:5hennan Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING F57 Date: 11/04/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 4.0 m2 R2= 4.0 in2 (1.5) DL Defl= 0.04 in 0.06 in Data Beam Span 10.25 ft Reaction 1 Il 1845 # Reaction 2 11 1845 # Beam Wt per ft 14,94# Reaction I TL 2G 13 # Reaction 2 TL 2613# Bm Wt Included 153 # Maximum V 2613# Max Moment G697'# Max V(Reduced) 2 104# TL Max Defl L/240 TL Actual Defl L/>1000 11 Max Defl L/3G0 LL Actual Deft L/>1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 123.00 G1.50 0.11 0.07 Critical 33.49 13.15 0.5 I 0.34 Status OK OK OK OK Ratio 27% 21% 21% 20% Fb(psi) ry(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 I.8 G50 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1 .00 1.00 1.00 1.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 3G0 Uniform TL: 495 = A Uniform Load A \ /\ RI = 2613 R2 = 2613 SPAN = 10.25 FT Uniform and partial uniform loads are lbs per lineal ft. A t i • BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FB8 Date: I 1/04/15 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 9.1 m2R2= 9.6 in2 (1.5) DL Defl= 0.26 in 0.39 in Data Beam Span 19.75 ft Reaction I LL 3821 # Reaction 2 LL 4269 # Beam Wt per ft 22.42# Reaction I IL 59 12# Reaction 2 IL 6239# Bm Wt Included 443 # Maximum V 6239# Max Moment 31024'# Max V(Reduced) 5298# TL Max Defl L/240 TL Actual Defl L/397 L/364 LL Max Defl L/360 LL Actual Defl L/698 Attributes Section (in3) Shear(in2) TL Defl (in) LI Defi Actual 276.75 92.25 0.60 0.34 Critical 160.55 33.11 0.99 0.66 Status OK OK OK OK Ratio 58% 36% 60% 52% Fb(psi) Fv(psi) E(psi x mil) Fc1(psi) Valued Reference Values 2400 240 I.8 650 Adjusted Values 2319 240 I.8 650 Adjustments Cv Volume 0.966 Cd Duration 1.00 1.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 I.00 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 585 5.0 320 H = 440 0 5.0 440 I = 605 5.0 19.75 II Pt loads: RI = 5912 R2 = 6239 SPAN = 19.75 FT Uniform and partial uniform loads are lbs per lineal ft. * " • v1 BeamChek v2007 licensed to:Sherman Engineenng Inc Reg#7992-C6413 PLAN 2884 FRAMING FB9 Date: 1 I/04/1 5 Selection I-314x I 1-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2001, Overhang Mm Bearing Area RI = 0.8 m2 R2= 2.0 in2 (I .5) DL Defl= 0.06 in. Data Beam Span 1 I.5 ft Reaction 1 LL 389# Reaction 2 LL 952# Beam Wt per ft 5.34# Reaction 1 TL 585 # Reaction 2 TL 1482# Bm Wt Included 64 # Maximum V 1 293# 0.5 ft Max Moment 2252'# Max V(Reduced) 918# 12.0 ft TL Max Defl L/240 TL Actual Defl L/>1000 L/582 LL Max Defl L/360 Il Actual Defl L/>1000 L/ < -1000 Attributes Section(ins) Shear(in2) TL Defl (in) II Defl Actual 41 .13 20.78 O.I4 0.08 -0.02 -0.01 Critical 10.38 4.83 0.58 0.38 0.05 0.03 Status OK OK OK OK OK OK Ratio 25% 23% 24% 20% 41% 34% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2600 285 1.9 750 Adjusted Values 2604 285 I.9 750 Adjustments CF Size Factor I .001 Cd Duration I.00 I.00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 I.00 I.00 1.o0 CI Stability I.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 CI Stability @ 011 I.0000 Rb = 0.00 Le = 0.00 Ft _Loads Uniform LL: 53 Uniform TL: 73 = A (Uniform Ld on Backspan) Par Unif LL Par Unif TL Start End 188 H = 300 8.25 1 I.5 53 K= 73 (011) 0 0.5 188 L = 300 (011) 0 0.5 H L Uniform Load A K /\ /\ RI = 585 R2 = 1482 BACKSPAN = 11.5 FT 011 = 0.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. it, + t fFqA BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FB9A Date: 11/04/15 Selection I-3/4x I I-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Lu @OH = 0.0 Ft' Conditions NDS 2001, Overhang Min Bearing Area R I = 1.1 int R2= 2.5 in2 (1.5) DL Defl= 0.10 in. Beam Span I 1 .5 ft Reaction I LL 550# Reaction 2 LL 1214# Beam Wt per ft 5.34# Reaction I TL 842# Reaction 2 TL 1900# Bm Wt Included 64# Maximum V 1711 # 0.5 ft Max Moment 3865'# Max V(Reduced) 1336# 12.0 ft TL Max Defl L/240 TL Actual Defl L/615 L/364 LL Max Defl L/360 LL Actual Deft L/>1000 L/668 Attributes Section (ins) Shear(in2) TL Defl (in) IL DefI Actual 41.13 20.78 0.22 0.12 -0.03 -0.02 Cntical 17.81 7.03 0.58 0.38 0.05 0.03 Status OK OK OK OK OK OK Ratio 43% 34% 39% 32% 66% 54% Ft.(psi) Fv(psi) E(psi x mu) Fc (psi) Values Reference Values 2600 285 I.9 750 Adjusted Values 2604 285 I.9 750 Adjustments CF Size Factor I.001 Cd Duration 1 .00 1.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I .00 I.00 I.00 1.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 CI Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Loads 'Uniform LL: 53 Uniform TL: 73 = A (Uniform 14 on Backspan) Par Unif LL Par Unif TL Start End 188 H = 300 6.0 I1.5 53 K= 73 (OH) 0 0.5 188 L = 300 (OH) 0 0.5 H L Uniform Load A K R 1 = 842 R2 = 1900 BACKSPAN = I I.5 FT OH = 0.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. ti. O BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FBI 0 Date: I I/04/15 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 3.3 m2 R2= 3.3 in2 (I.5) DL Defl= 0.04 in Recom Camber=0.06 in Data Beam Span 10.25 ft Reaction I LL 1435 # Reaction 2 LL 1435 # Beam Wt per ft 14.94# Reaction I TL 2 165# Reaction 2 TL 2 165 # Bm Wt Included 153# Maximum V 2165# Max Moment 5548'# Max V(Reduced) 1743 # TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(ins) Shear(m2) TL Defl(in) LL Defl Actual 123.00 61.50 0.09 0.05 Critical 27.74 10.89 0.51 0.34 Status OK OK. OK OK Ratio 23% 18% 18% 16% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2400 240 I .8 G50 Adjusted Values 2400 240 I.8 G50 Adjustments Cv Volume I.000 Cd Duration I.00 1.00 Cr Repetitive I.00 Ch Shear Stress WA Cm Wet Use 1 .00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 180 Uniform IL: 248 = A Par Unif U. Par Unif TL Start End 100 11 = 160 0 10.25 li Uniform Load A RI = 2165 R2 = 2165 SPAN = 10.25 FT Uniform and partial uniform loads are lbs per lineal ft. rEit BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7.9.92-66413 PLAN 2884 FRAMING FBI I Date: 11/04/15 Selection 5-1/0x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 1.5 m2R2= 1.5 in2 (I .5) DL Defl= <0.01 mrI?ecom Camber= <0.01 in. Data seam Span 4.75 ft Reaction I LL 665 # Reaction 2 LL 665 # Beam Wt per ft 14.94# Reaction I TL 1003# Reaction 2 TL 1003# Bm Wt Included 71 # Maximum V 1003# Max Moment 1 191 '# Max V(Reduced) 581 # IL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl Actual 123.00 61.50 0.00 <0.01 Critical 5.96 3.63 0.24 0.I6 Status OK OK OK OK Ratio 5% 6% 2% 2% Fb(psi) Fv(psi) E(psi x mid) Fci.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 I.8 650 Adjustments Cv Volume 1.000 Cd Duration I.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 I.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform Il: 180 Uniform TL: 248 = A Par Unif LL Par Unif TL Start End 100 11 = 160 0 4.75 II Uniform Load A R I = 1003 R2 = 1003 SPAN = 4.75 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING F512 Date: 12/10/15 Selection 5-I/8x 18 GLB 24F-V8 DF/DF Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2001, Overhang Min Bearing AreaRl= I 1.7 iR2= 15.3 in2 (I .5) DL Defl= 0.28 in. Data Beam Span I I.5 ft Reaction 1 LL 550# Reaction 2 LL 1214# Beam Wt per ft 22.42# Reaction I TL 7605 # Reaction 2 TL 9942 # Bm Wt Included 269# Maximum V 9744# Overhang Length 0.5 ft Max Moment 45587'# Max V(Reduced) 9151 # Total Beam Length 12.0 ft TL Max Def! L/240 TL Actual Deft L/479 OH TL Actual Defl L/305 LL Max Defl L/360 LL Actual Deft L/ >1000 OH LL Actual Deft L/ < -1000 Attributes Section (ins) Shear(m2) IL Deft (in) LL Defl OH TL Deft OH LL Deft Actual 276.75 92.25 0.29 0.01 -0.04 0.00 Critical 227.94 57.19 0.58 0.38 0.05 0.03 Status OK OK OK OK OK OK Ratio 82% 62% 50% 3% 79% 6% Fb(psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 I.8 650 Adjustments Cv Volume I .000 Cd Duration 1.00 1.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 I .00 1.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 CI Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 53 Uniform TL: 73 = A (Uniform Ld on Backspan) Point TL Distance Par Unif LL Par Unif TL Start End 5 = 14600 6.25 188 H = 300 6.0 1 1.5 53 K = 73 (OH) 0 0.5 188 L= 300 (OH) 0 0.5 • H L Uniform Load A K Pt loads: RI = 7605 R2 = 9942 BACKSPAN = 1 1.5 FT OH = 0.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. w Sherman Engineering, Inc. LL • 3151 NE Sandy Blvd. Portland,OR 97232 PPO,.JC 1: 12/18/205 • (503)230-8876 Phone (503)226-4745 Fax PLAN 2 i� 4 f1.11N 51M/51DE ILOAI7ING WIM7(k) 515MIC(k) VA 1,3 1,4 V13 2.2 2.6 ROOF f2IAPH, VC 1,2 1.2 51 Af;WALl.5 @ UPPP FLP T 3gt.i S VA 1,4k + 19LP .. # ' LIE I 1 ANIMA yj h Perf Wall: 73 + Co 0,11 - 102 #/' ', Nl V13 s 2.6 k 25 Lr - ( 106 #/') L 1, i. -- I ti w 2.2 k + 25 I-F - 90 #/' nhhhil L4 I 0PerF Wal►: 106 #/Co 1,00 � 106 ' = 1-$011M 11412 VC 5 1,2 k + 17 LF _ ( 11 #/') I. w 1.2k + 17 LF = 71 #/' n Pee Wall: 71 + Co 0,63 - 112 #/' "wa I 2S9 tt-34 c(30 WIND(k) 5�15MICC k) VA 1,4 0.7 VB 2.7 1.6 IPE- . 17IAPH, VC 1.7 0.9 '.45 20 5kEAAWALL5 © LOWKP FL Po VA 5 1.4 k + 0.7 k - 2 k + 10 U = 205- a," Cl II .00.r,'" II if W 1.3 k + 1,4 k = 3 k + 10 LP = 263 4v. A `�,ic �� Perf Wall: 263 + Co 0,70 .' 376 IV' V13 5 2,6 k + 1,6 k = 4 k + 26 1-r = 165 v' t 1:a1` —1 w 2,2 k + 2.7 k = 5 k + 26 1P = 192 a1' `" c� 4 Pexf'Wall: 192 + Co 1.00 - 192 #/' �Gk 1 4,5.5 `111 In VC 5 1.2 k + 09 k - 2 k + 20 LP = 108 ui' d/,!'_' 1 219",1A0 w 1.2 k + 1.7 k = 3 k + 20 L.F = 149 a, Perf Wall: 149 + Co 0.60 - 248 IV' 3. 5 .__-_-- 4*Va 6 Lt.) 51-1EARWALL 5C4E1:XULE MARK MAIL WALL FASTENER TYPE WOOD SILL PLATE WOOD SOLE PLATE SHEARNALL(I) SHEATHING (2)!BUILDERS PREFERENCE) (3) TO GONG CONN. (4) TO RIM JSTJBLK6(3) �, (6) BIRD BLOCKO SHEARWALL CONN. �SILL TO {8) \ `APA RATED ED,0131'X2-1/2'POWER DRIVEN ` (T)EXI5TTN6 FOUND. (SRF) SHT6 ONE SIDE FASTENER OR 13GAX1-I/2"STAPLE i"-DIAXIO"AB.5 o SIMPSON 1-550'• SSIMP50N WP. SPACE•6.OG. t 12°OL.FIELD 32.OL• Ibd o b"OG. A35'0 24°OL. 80 0131'X2 I/2'POWER DRIVEN 24'0 C• SPACED a 60'OL. t�'APA RATED FASTENER B50it 1 SHT6 ONE SIDE 13GAXI-I/2"5T APLE, i"-DIA.XIO"A.B.S• ibd 0 4" SIMPSON LS40'• SIMPSON 11FP' SPACE 0 4"at.epees t 12"OL.FIELD 24"at. OL. A35'•U3"OL. 8D,0131'X2 I/2'POWER DRIVEN24.OL. SPACED 45.OL. �"APA RATED SIMPSON 1540'a 511.41:504 111PP DEFASTENER OR I36AXI-I/2"STAPLE, i"-DIAXO'AB.S• ZOd•3"OL. 'PUS'e 12"OL.(505) 514'6ONESPACE O 3'0.4.F?6E3 4 12"OG.RED 16'at. 24 OG. SPACE) a 32"0.0. j"APA RATED ED OR 0131"X2-1/2"POWER DRIVEN (g lOd) SHTb ONE SIDE FASTENER t SPACE O 2"OG.B75Q3 4 3/4"-DIA X12"A8.5 SIMPSON 1-540'•24" 51M>PSpN 11Fp' 12"OL.FIELD •24.0.0. 20d o 5"OL. ASS'0 10'O G. 04.t 11mberLOK W OR O.I3I"X2-1/2"ROWER DRIVEN U4X6"SCREW SPACED•24"OL. F I}'APA RATED FASTENER I SPACE•4'04.EDS t •3/4"-DIA.XI2"AB.'5 20d a 3"OL.t 51MP50N LS40 0 12" er," SHTS TWO SIDES 12.O.C.FIELD •20"O.G. 'A3$'a 8'OL. OL.t TlmberLOK ^ A35'•s'O.G. N/A \ �}'APA RATED SD OR 0.131"X2-1/2"POWER DRIVEN 1/4X6`SCREN 00100 53.6 TWO 51DE5 ER FASTENI SPACE 0$"0.G. 4 3/4"-DIAXI2"AB.S 20d o 3"OL.t SIMPSON 1-540'a17 12.OL.FIELD a IS"OL. !Aar-'••4"OL. 'A55'•6'OL. O.G.t TCmberLOK WA if\iI�'APA RATEDW OR 0.151°X2-1/2"POv�R DRIVEN 1/4X6"SCR5,4 45801) 6 TWO SIDES FASTENEt2 d SPACE•2.OL.ED.SE5 le4`-DIAXI2"A B.. 20d•3"OL.t SIMPSON'1.540•-i" 12.0.0.FIELD o 12"OL.(3X REQ'D) 'A33'•3"01-. Ate'•4.OL. OL.t 1/4X6'SCREW cRa'LpK WA NOTES: 1)ALLOWABLE SHEAR CAPACITY FOR TYPE 5'WALLS MAY BE INCREASED TO 330-PLF AND TYPE'G'WALLS MAY BE INCREASED TO 460-PL.F FOR MND LOADING 2,)ALL PLYWOOD SHEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING. MERE DOUBLE PLY WALLS ARE REQUIRED,STAGGER STUDS THAT RECEIVE NAILING EACH SIDE OF MALL. FRAMING AT ADJOINIt PANEL EDGES SHALL BE 3X ALD NAILS SHALL BE STAG6ERED(DBL 2X ACGB'+TABLE MEN SPIKED TOGETHER WITH Ed SPACED TO MATCH SHFARWALL NAILING PATTERN. WALL STUD SPACING SHALL BE SPACED AT A MAXIMUM OF 16"04 CENTER. 3.)DO NOT PEETRATE THE SURFACE OF THE SHEATHING,11TH TIE NAIL HEAD. LOCATE NAIL g"MIN.FROM PANEL EDGE. FOR WALL TYPES 5,C 4 0'-STAPLES ARE ALLOWED IN LIB)OF NAILI G.USE 136A.X I-1/2"STAPLES. 3X(OR DBL 2)Q REQUIRE AT PANEL EDGES FOR WALL TYPM ID-H'. 4)ALL ANCHOR BOLTS SHALL HAVE A STS PLATE WA5IE2 q"X3'IFSTALLED(6ALVAT4ZB7 AT TREATED SILLS). LOCATE ANCHOR BOLT 50 THAT EDGE OF PLATE WASHER 15 WITHIN 1j'AWAY FROM FACE OF PLYWOOD SHEATHE*,AT DBL SHEATHED WALLS USE A 3X4 PLATE WASHER TO MAINTAIN THE i,".EDGE DISTANCE. IF Bar SPACING 15 GREATER THAN NALL LENGTH INSTALL AN ANCHOR BOLT NITNN 17'CF EACH EIC)OF WALL. 5)NAILING SHALL BE LOCATED IN THE CENTER OP THE RIM OR BLOCKING MATERIAL. 'AS3'CLIPS CM BE REPLACED BY'EFTS.'INSTALL'LPTS'OVER WALL PLYWOOD MEN INSTALLED ON PLYWD.SIDE OF NALL. 6)SIMPSON CUPS AT TOP OF WALLS ARE NOT REQUIRED IF WALL SHEATHING 15 LAPPED AND NAILED TO RIM BD.OR BLOCKING ABOVE. 'A35'CUPS CAN BE REPLACED BY LPTS.' 7)INSTALL 1.5'CLFS FROM INSIDE OF BLOCKING TO SHEAR-NALL BE.OW. WHERE VENT BLOCKS ARE LOCATED,ADD UP TIE AMOUNT OF CLIPS REQUIRED AT THE SHEAR-;NALL LE STH AND SPACE CLIPS AT NON-VENT BLOCK AREAS ALAN6 THE SANE LIFE.ThnberLOK SCREWS ARE REQUIRED AT TRUSS 014..Y SPACED AT 24"ON CENTER. 5.)SPECIAL IEPECTION 15 REQUIRED FOR POST-INSTALLED CONCRETE ANCHORS ON SIMPSON LFP,BRACKETS. EACH ANCHOR REQUIRES A STANDARD GUT WASHER SFIEARIIJALL DETAILS: SOLE PLATE WOOD 50LE TO R H JSTJI3LK6 AS PLATE NAILI $FEARWALL TO ROOF BIRD BLOCK CCM. WP`I-L SHTfb .44114 �_ EDGE NAILING TO 111111111 WOOD SOLEPLATE'ASS OR 'h p� ►�• BLKG tip.„pi" LATS r!!'"' _ \� -'BRACKET EC.'•' P4/(5) "X3" SOS SCS �� SEE NOTE -7.'Yr.„ SDS SCREWS I� apowiNNO T ` "INN/1 �� �-- SHEARNALL TO TWOOD SILL PLATE 11 �� � .,•yN . BL.K6/T¢IM BD. `'_• •"' LONG CONI. (2) -DIA.EXP. -;� CONN. � �■ CLIPS BOLTS W/4-1/2/ . r" ill B-13EDMT. WOOD SILL TO `.SMALL TO SHEATHING IW/ EXISntd<r FOUND. FASTENERS PER SCHEME