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Specifications SHERMAN AENGINEERING 3151 NE SANDY BLvn.,SUTPE 100 PORTLAND,OR 97232 INCPHONE(503)230-8876 L'r- SHERMANENGINEERS.COM Structural Calculations April 21, 2017 LOT 6 - Mangold Elevation B Plan 2781R ; °4.'` 8725 SW Ross St. 47w 1 .�4 Tigard, OR 97227 • VIAA. �� SEI Project#17-MSAP-02-432 4 1p1.0 4°4 SOOp Prepared For: EXPIRES: Oi301 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 • G us ;p ��c o rz. 6Q cl gL1 5eamChek v2007 licensed to:.5herman Engineering Inc Reg#7992-664/3 PLAN 2781 FRAMING Date: 11/30/15 .election (2) I-3/4x I I-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Mm Deanng Area RI= 7.6 m2R2= 3.2 in2 (1.5) 11 Defl= 7.05 in Data Beam Span 31.0 ft Reaction I LL 775 # Reaction 2 LL 775 # Beam Wt per ft 10.68# Reaction I TL 5680# Reaction 2,TL 243 I # Bm Wt Included 331 # Maximum V 5680# Max Moment 329 16'# Max V(Reduced) 5590# TL Max Defl L/240 TL Actual Defl L/46 L/695 LL Max Defl L/360 LL Actual Defl L/333 Attributes Section (ins) Shear(int) TL Defl(in) LL Defl Actual 82.26 41.56 8,16 1.12 Critical 131.92 25.58 1.55 I .03 Status Fails OK Fails , Fails Ratio 160% 62% 527% 108% Fb (psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2600 285 1.9 750 • Adjusted Values 2994 328 1.9 750 • Adjustments CF Size Factor 1.001' 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 I.0000 Rb = 0.00 Le = 0.00 Pt Kbe = 0.0 Loads Uniform LL: 50 Uniform TL: 80 = A Point TL Distance B = 5300 6.0 Uniform Load A Pt loads: R I 5680 R2 410 SPAN = 31 FT Uniform and partial uniform bads are lbs per lineal ft. :: Ci.1601 ern Vow r `'il 600( BeamChek v2007 licensed to:Sherman Engineering Inc Reg,`7992-6'6413 PLAN 2781 FRAMING Date: 11/30/15 Selection (2) I-3/4x 11-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing AreaR I= 10.8 in2R2= 8,2 in2 (I.5)DL Defl= 1.39 in Beam Span 18.5 ft Reaction I LL 3642# Reaction 2 LL 3642# Beam Wt per ft 10.68# Reaction I IL 8067# Reaction 2 TL • 6186# Dm Wt Included 198# Maximum V 8067# Max Moment 298621# Max V(Reduced) 7433# IL Max Defl L/240 TL Actual Defl L/89 LL Max Defl L/360 LL Actual Defl L/ 199 Attributes Section (in3) Shear(int) TL Def!(in) LL Defl Actual 82.26 41.56 2.50 1 .12 Critical 119.68 34.02 0.93 0.62 ' Status Fails 'OK Fails Fails Ratio 145% 82% 271% 181% Fb (psi) Fv(psi) E(psi x mu) Fc I (psi) Values Reference Values 2600 285 1.9 750 Adjusted Values 2994 328 1.9 750 Adjustments CF Size Factor I .001. Cd Duration 1.1.5 . 1.15 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 Kbe = 0.0 _Loads Uniform IL: 394 Uniform IL: 630 = A Point TL Distance B = 2400 2.0 Uniform Load A Pt bads: El R 1 — 8 !I) R2 6186) SPAN = 18.5 FT Uniform and partial uniform loads are lbs per lineal ft. FS( BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7592-66413 PLAN 2781 FRAMING Red • Date: 12/07/15 Selection PT 4x I 0 DF-L#2 Lu = 0.0 Ft Conditions ND5 2001, Incised Min Bearing Area R 1= 1.7 int R2= 1.7 in2 (1.5) DL Defl= 0.22 in Data Beam Span 14.0 ft Reaction I LL 613# Reaction 2 Li 613 # Beam Wt per ft 7.87# Reaction 1 TL 1035# Reaction 2 TL 1035# Bm Wt Included 110# Maximum V 1035 # Max Moment 3623'# Max V(Reduced) 921 # TL Max Defl L/240 TL Actual Defl L/384 LL Max Defl L/360 LL Actual Deft L/781 Attributes Section(ins) Shear(in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.44 0.22 • Critical 43.75 8.34 0.70 0.47 Status OK OK OK OK Ratio 88% 26% 63% 46% Fb(psi) Fv(psi) E(psi x mil) Fcl.(psi) Values Reference Values 900 180 I.6 625 Adjusted Values 994 166 1.5 625 Adllustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 . Ch Shear Stress N/A . Ci Incised 0.80 0.80 0.95 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 88 Uniform TL: 140 = A • • I Uniform Load A RI = 1035 R2 = 1035 SPAN = 14 FT Uniform and partial uniform loads are lbs per lineal ft. a BeamChek v2007 licensed to:.Sherman Engineering Inc Reg#7992-6641.3 PIAN 2781 FRAMING I1D3 Date: 12/01/15 Selection Gx 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area R1= 1.2 ma R2= 1.2 m2. (1.5) DL Defl= 0.18 in Data Beam Span 16.0 ft Reaction I LL 400# Reaction 2 LL 400# Beam Wt per ft 12.7# Reaction I TL 742# Reaction 2 TL 742# Bm Wt Included 203# Maximum V 742#• .Max Moment 2966'# Max V(Reduced) 668# IL Max Defl L/240 TL Actual Deft L/584 LL Max Defl L/360 LL Actual Defl L/>1000 Attnbutes Section (ins) Shear(int) TL Defl(in) LL Defl Actual 82.73 52.25 0.33 0.14 ' Cntical 35.37 5.13 0.80 0.53 Status . OK OK OK OK Ratio 43% 10% 41% 27% FL)(psi) Fv(psi) E(psi x md) Fci..(psi) Values Reference Values 875. 170. 1.3 . 625 Adjusted Values 1006 196 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 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 :Kbc = 0.0 Loads Uniform LL: 50 Uniform IL: 80 = A • Uniform Load A • RI = 742 R2�2 • SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664 13 PLAN 2781 FRAMING 1104 Date: 12/01/15 5e%ton 4x I 0 DF-L#2 Lu = 0.0 Ft Conditions ND5 2001 Mm Bearing Area RI= 2.I int R2= 0.9 mz (I.5) DL Deft= <0.01 in. Data Beam Span 3.0 ft Reaction I LL 293# Reaction 2 LL 293# Beam Wt per ft 7.87# Reaction 1 TL 1283# Reaction 2 TL 533# Bm Wt Included 24 # Maximum V 1283 # Max Moment 465'# Max V(Reduced) 439# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (:n3) 5hear(in2) TL Defl(in) LL Defl Actual 49.91 32.38 0,00 <0.01 - • Critical 5.17 3.66 0.15 0.10 Status OK OK OK OK Ratio 10% 1 1% 2% 1% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1 080 180 1.6 625 Adjustments CF Size Factor 1.200 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 Uniform LL: 53. Uniform TL: 73 = A Point TL Distance Par Unif LL Par Unif TL Start End • B = 900 0.25 100 11 = 160 0 3.0 42 1 = 64 0 3.0 1 h Uniform Load A Pt loads: I E RI /=J\I�283 R2 = 533 SPAN = 3FT Uniform and partial uniform loads are lbs per lineal ft. rSi BeamChek v2007 licensed to:5hernuan Engineenng Inc Reg.0 7992-66413 PLAN 2781 FRAMING FBI • Date: I 1/30/15 5election , (2) 1-3/4x I 1-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Conditions ND5 2001 Min Beanng Area RI= 1.2 m2R2= 1.2 m2 (I.5) DL Defl= <0.0I in. ' Data Beam Span 4.0 ft Reaction I LL 604# Reaction 2 LL 604# Beam Wt per ft 10.68# Reaction I TL 864# Reaction 2 TL 864# Bm Wt Included 43 # Maximum V 864# Max Moment 8641# Max V(Reduced) 437# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attnbutes Section (m3) Shear(m2) TL Defl (in) LL Defl Actual 82.26 41.56 0.00 <0.01 Critical 3.98 2.30 0.20 0.I3 Status OK OK OK OK Ratio 5% 6% 2% 1% . Pb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2600 285 I.9 750 Adjusted Values 2604 285 I.9 750 Adjustments CP Size Factor 1.001 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 IL: 260 Uniform TL: 358 = A Par Unif LL Par Unif TL Start End 42 11 = 64 0 4.0 • 11 • Uniform Load A RI = 864 R2 = 864 SPAN = 4 PT Uniform and partial uniform loads are lbs per lineal ft. Z BeamChek v2007licensed'to:Sherman Engineering Inc Reg#7992-66413 PLAN 2781 FRAMING FB2 Date: 11/30/15 Selection 3-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 1.3 in2R2= 2.1 in2 (I.5) DL Deft= 0.26 in 0.39 in Data Beam Span 16.5 ft Reaction I LL 439# Reaction 2 LL 439# Beam Wt per ft 9.I I # Reaction I TL 862# Reaction 2 TL 1359 Bm Wt Included 150# Maximum V 1359# Max Moment 4541 '# Max V(Reduced) 1277# TL Max Defl L/240 TL Actual Defl L/535 LL Max Def! L/360 LL Actual Defl L/>1000 Attnbutes Section (ins) Shear(in2) TL Defl(in) LL Defl Actual 75.00 37.50 0.37 0.11 Critical 22.71 7.98 0.83 0.55 • Status OK OK OK OK Ratio 30% 21% 45% 20% Fb(psi) Fv(psi) E(psi x mil) Fe (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 I.00 Cr Repetitive 1.00 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: 53' Uniform TL: 73 = A Point TL Distance S = 864 13.0 Uniform Load A Pt loads: • RI 62 R2 = 1359 SPAN = I6.5 FT Uniform and partial uniform loads are lbs per lineal ft. 4)3 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2781 . FRAMING FB3 Date: 12/01/15 Selection 3-I/8x 12 GIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearmg Area R I= 3.7 m2 R2= 3.4 in2 (1.5) DL Deft= 0.03 in 0.05 in Data Beam Span 7.0 ft Reaction I LL •1400# Reaction 2 LL 1400# Beam Wt per ft 9.1 1 # Reaction I TL 2406# Reaction 2 TL 2207# Bm Wt Included 6.4# Maximum V 2406# Max Moment 4357'# Max V(Reduced) 1847# TL Max Defl L/240 TL Actual Deft L/ >1000 LL Max Deft L/360 U.Actual Defl L/ >1000 Attributes Section (ma) Shear(int) TL Deft(in) LL Deft Actual 75.00 37.50 0.06 0.03 Critical 21.78 1 1 .54 0.35 0.23 Status OK OK OK• OK Ratio 29% 31% 16% I 1% • 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 1.00 1.00 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: 400 Uniform TL: 550 = A • Point TL Distance B = 137 1.5 C = 562 2.75 Uniform Load A Pt loads: ® Q' • RI = 2406 •R2 = 2207 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. FS9 BeamChek v2O07licensed to:Sherman Engineering Inc Reg I'7592-6'6413 PLAN 2781 FRAMING P84 Date: 11/30/15 Selection I I-3/4x 11-7/8 I.9E TJ Microtlam LVL Lu = 0.0 Ft Conditions NDS 2001 I Min Bearing Area RI = 0.2 m2R2= 0.2 in2 (1.5)DL Deft= <0.01 in. Data Beam Span 3.5 ft Reaction I LL 93# Reaction 2 LL 93# Beam Wt per ft 5.34# Reaction I TL 137# Reaction 2 TL 137# Bm Wt Included 19# Maximum V 137# Max Moment 120'# Max V(Reduced) GO# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Deft L/360 LL Actual Deft L./>1000 Attributes Section (:n9) Shear(m2) TL Defl(in) LL Deft Actual 41.13 20.78 0.00 <0.01 Critical 0.55 0.31 0.18 0.12 Status OK OK OK OK Ratio 1% 2% 0% 0% Fl, (psi) Fv(psi) E(psi x mil) Fad_(psi) Values Reference Values 2600 285 I.9 750 Adjusted Values 2604 285 1.9 750. Adjustments CF Size Factor I.001 Cd Duration 1.00 1.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 I.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 Uniform Load A /\ /\ RI = 137 R2 = 137 SPAN = 3.5 FT Uniform and partial uniform loads are lbs per lineal ft. rg5 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2781 FRAMING • PBS Date: 11/30/15 5e%tion 3-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Condipons NDS 2001 Mm Bearing Area RI= 4.4 in2R2= 4.4 m2 (I .5) DL Deft= 0.07 in 0.1 I in Data Beam Span 10.0 ft Reaction I LL 2000# Reaction 2 LL 2000# Beam Wt per ft 9.I I # Reaction I TL 2878# Reaction 2 TL 2850# Bm Wt Included 91 # Maximum V 2878# Max Moment 72661# Max V(Reduced) 2319# TL Max Defl L/240 TL Actual Defl 1../646 LL Max Defl L/360 LL Actual Deft L/>1000 Attributes Section(in3) Shear(m2) TL Deft(in) LL Deft Actual 75.00 37.50 0.19 0.1I Critical 36.33 14.49 0.50 0.33 Status OK OK OK OK Ratio 48% 39% 37% 33% Fb(psi) Fv(psi) E(psi x mil) Fci-(psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration I.00 I .00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1 .00 1.00 1.00 I O0 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0,0 Loads Uniform LL: 400 Uniform TL: 550 = A Point TL Distance 8 = 137 4.0 • Uniform Load A Pt loads: RI 878 • R2 = 2850 SPAN = 10 Ff Uniform and partial uniform loads are lbs per lineal ft. Ma0 5eamChek v2007 licensed to:5herman Engneenng Inc Reg#7992-664/3 PLAN 2781 . FRAMING F136 Date: 11/30/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R 1= 6.8 int R2= 6.8 int (I.5) DL Defl= 0.10 in 0.15 in Data Beam Span 10.5 ft Reaction I LL 2940# Reaction 2 LL 2940# Beam Wt per ft 14.94# Reaction I TL 4404# Reaction 2 TL 4432 # Bin Wt Included 157# Maximum V 4432 # Max Moment 12345'# Max V(Reduced) 3647# TL Max Deft L/240 TL Actual Defl L/594 L/695 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(int) TL Defl(in) LI Defl Actual • 123.00 G l.50 0.21 0.12 ' Critical GI.72 22,79 0.53 0.35 Status OK OK OK. OK Ratio 50% 37% 40% 33% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adiusted Values 2400 240 I.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 I.00 Cr Repetitive I.00 Ch Shear Stress N/A • 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: 560 Uniform TL: 770 =A Point TL Distance . B= 594 5.5 • • Uniform Load A Pt loads:^ ^ \ / \ RI = 4404 R2 = 4432 SPAN = 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. P7. ., BeamChek v2OO7 licensed to;Sherman engineering Inc Reg#7992-664/3 PLAN 2781 FRAMING FB7 Date: 11/30/15 Selection 1 G-3/4x 22-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions ND5 2001 • Min Bearing AreaRl = 23.2 ir.2= 23.2 int (1.5) DL Defl= 0.49 in 0.73 in Data Beam Span 20.5 ft Reaction I LL 6396# Reaction 2 LL 63%# Beam Wt per ft 36.9 I•# Reaction I TL 15089# Reaction 2 TL 15089# Bm Wt Included 757# Maximum V 15089# Max Moment 70247'# Max V(Reduced) 12692 # TL Max Defl L/240 TL Actual Defl L/360 L/695 LL Max Deft L/360 LL Actual Defl L/>1000 Attributes Section(ins) Shear(m2) TL Defl(in) LL Deft - Actual 569.53 151 .88 0.68 0.20 Critical 383.54 79.33 1.03 0.68 Status OK OK OK OK Ratio 67% 52% 67% 29% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2400 240 1.8 . 650 Adtusted Values 2198 240 I.8 650 Adjustments Cv Volume 0.916 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 I- Point TL Distance ' Par Unif LL Par Unif TL Start End 1 5a= 5282 5.5 340 11 = 468 0 20.5 C = 5282 15.0 436 1 = 694 0 5.5 436 J = 694 . 15.0 20.5 50 K= 80 0 . 20.5 . K I 1 J 11 Pt loads: Q RI 5089 R2 = 15089 SPAN = 20.5 FT Uniform and partial uniform loads are lbs per lineal ft. fft BeamChek v2007 Gcen5ed to:Sherman Engneermg Inc Reg#7992-664/3 PLAN 278I FRAMING FB8 Date: I 1/30/15 Selection ( 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 • Mm Bearing Area RI= 4.8 m2R2= 4.8 in2 (I.5) DL Defl— 0.06 in 0.09 in Data Beam Span I 1.0 ft Reaction I LL 2200# Reaction 2 IL . 2200# Beam Wt per ft 14.94# Reaction ! TL 3107# Reaction 2 TL 3107# Bin Wt Included 164# Maximum V 3107# Max Moment 8545'# Max V(Reduced) 2542# TL Max Defl L/240 TL Actual Defl L/823 L/695 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (m9) Shear(int) TL Defl(in) LL Defl Actual 123.00 61.50 0.16 0.10 Critical 42.72 15.89 0.55 0.37 Status OK OK OK OK Ratio 35% 26% 29% 27% 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 I .00 Cr Repetitive 1.00 Ch Shear Stress WA Cm Wet Use I.00 1.00 1.00 1.00 CI Stability 1.0000 Rh = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 400 Uniform IL: 550 = A I I Uniform Load A I /\ R! = 3107 R2 = 3107 SPAN = I I FT Uniform and partial uniform loads are lbs per lineal ft. nil BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2781 FRAMING FB9 Date: 12/07/15 Selection I (2) I-3/4x 11-7/8 1.9E TJ Microllam LVL Lu - 0.0 Ft Lu @OH = 0.0 Ftt Conditions NDS 2001, Overhang Min Bearing Area RI= 0.8,n2 R2= 5.2 in2 (I.5) DL DeH= 0.05 in. Data Beam Span . 16.5 ft Reaction I LL 424# Reaction 2 LL 784 # ' Beam Wt per ft 10.68# Reaction I TL G28# Reaction 2 TL 3937# Bm Wt Included 192 # Maximum V 3 182# Overhang Length I.5 ft Max Moment 2282'# Max V(Reduced) 850# Total Beam Length 18.0 ft TL Max Defl L/240 TL Actual Def? L/>1000 OH TL Actual Defl L/755 LL Max Defl L/360 LL Actual Defl L/>1000 OH LL Actual Defl L/ < -1000 Attrrbutes Section (ins) , Shear(int) TL Defl (In) LL Defl OH TL Defl OH LL Defl Actual 82.26 41.56 0.14 0.09 -0.05 -0.03 Critical 10.52 4.47 0.83 0.55 0.15 0.10 Status OK. OK OK OK OK OK Ratio 13% I I% 17% 17% 32% 27% Fb (psi) Fv(psi) E(psi x mil) Fel(psi) Va/vee Reference Values 2600 285 I.9 750 Adiusted Values 2604 285 I.9 750 Advstments CF Size Factor I.00 I . 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe =0.0 CI Stability @ OH 1.0000 Rb = 0.00 Le =0.00 Ft Loads " Point TL • Distance Par Unif LL Par Unif TL Start • 'End F = 2660 (OH) 0.25 53 H = 73 0• 16.5 53 K= 73 (OH) 0 1.5 • 167 L = 264 (Oh) 0 1.5 H ILS I. K I Pt loads: III • 0 1 J RI = 628 R2 = 3937 BACKSPAN = 16.5"FT OH = 1.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. Sherman Engineering, Inc. I,I. 3151 NE Sandy Blvd.Portland,OR 97232 pf;OIG1. • (503)2304876 Phone (503)226.4745 Fax PLAN 2781 11/ /2015 AJW fgArriEPICKWAVING WNn(k) 5E15MICC k) VI 1.4 1,3 V2 2,1 2,2 I kOOI= 7IAPH' j V3 0'9 0'9 5HeAJWAI.1.5 a tN'PI;P P�1 VI s 1.3 k + 27 1..r - ( 49 #/') (JI ze), ® W L4 k + 27 Lf 6 52 #/ Perf Wall: 52 + Co 0.95 - 55 #1' V2 5 2.2 k + 9 t-F - ( 244 #/') .emu ..� �<.si 1► � W 2.1 k 9 1.F - 233 #/' T A Poe Walh 244 + Co 1.00 244 #/ eeee'ee 11111 [>�L ae I �IFf R�!'i V3 s 0.9 k 24 1.Fey ( 3B # ) w 0.9 k 24 LP - #/' 6 �S Pert Wall: 38 + Co 1.00 - 38 #/I AS*. . WIN2(k) 5fI5MICC k) VI 2.1 0.8 V2 3,0 1. I9.r' t7IAPH' I • V3 1.4 .0.6 5f Af;WA1-1,5 a LOW FUR. . - 321 Q �,r VI s 13k + 0.8k 2k + 25ILP - 84.8 :v. W 1,4 k + 2.1 k +` Parf Wall: 141 + Co 1.00 - 141 #/' sa �� "w" 0 'r_. 1. V2 5 2,2 k + 1.4 k = 4 k + 25 LP - 143 .M, w,.., 11 W 2.1k + 3.0k 5k + 25IJ m 202 u, 'f RFk111itikC1S _A. LS,ZS I3Z. Perf Wall; 202 Co 1.00 - 202 #/' I , . OAK V3 5 0,9 k + 0.6 k a 2 k + 52I:P = 46.9 ».i.,ge! t, ! w 0.9 k •+ 1.4 k - 2k + 32U 71.9 &,' Perf Wall: 72 + Co 1.00 - 72 #/' .4e•-<-'"/::::.›.•‘ _ ..I''-U NM U. ��. �...itM rr rr i. "1•A Irk :II .g,i:ii :ill, E_ imil _,• illi ami no , . ' Sherman Enaineerina. Inc. LI.g 3151 NE Sandy Blvd..Portland,OR 97232 IVOJeCi: Ill,o/2015 - (503)2304876 Phone (503)226-4745 Fax PLAN 27b1 51M/51PLOAP1N6 WNI7(k) 515Mla k) VA 1.4 2.2 VC 1.4 2.2 . 'ROOF MAN. I 51-EMVALL5 a irreR MR 115 0 . ti! V VA 5 2.2 k + A 1-F .. ( .11 4*/i) - -r —1 .1000,41:1'-"; w 1.4 k + A LF - , $ Iv. . 1 L WA j *Mow . • Perf Wll: le- . Co Oh/ .- tri - n/' 414 ,,Itt.. i ' triffilL ' VC 5 Z2 k + '.-24 LF ... ( If,9 #iv.) f /' ParrWall: 9, + Co 0.71 .. Zli'' il illit 1 TS AS • = , 11.5 5'5 .... j i,,-;,----, 4--...-- _ _ t_ 0.. ,1°' 1 , ---.......„................... WINIX k) 5e15Mla k) ...Mr Yr .. VA 1,1 0,7 •VP 1.9 1.4 IPL ,171/41-1, I VC 1.1 0,7 51-EARWALL-5 a LOW FIX VA 52,2 k + al k .. 5 k + 16 LP 178 n/. o,L, 145 _ .445 ts4.5 ink w 1.4 k + 1.1 k ... k + 16 LF N' 154 n/. io Farr Wall: 178 + Co 0,75 - 238 *1' I ow 1.. [J , - , ' • 1 t VI3 w aao k + - = , v 011 0 i Pelf Wal: 97 + Co 1.00 - 97 #/' 1 lik. . 1 i le VCs 2.2 k + 0.1k - 5 k + 34 1, .N 899 B/.„leit. L Fir _ • 193 , w 1.4 k + . u k - k + ,4 LI Ns 74.1 n/ I - . in* - Perf Wb 86 ÷ Co 0,10 - 125 #/' 0t'tt5 1.15 . • 51-4EARRWALL SCNEDULE WALL WALL FASTS TYPE WOOD SILL PLATE MOOD SOLE PLATE SIEARWALL TO SHEARWALL TO ROOF MAR�k 0) SHEATHING (2)(BUILDERS PREFERENCE) (3) TO GONG CONN. (4) TO RIM J3T,/EL.K6(5 BLK6/R M BD. EEEOD SILL TO UI s "APA RATED 0J31°X2-I/2"P DRIVEN (6)BIRD BLOCK CONN EXiSTUdG FOIidD. {8) (7�ARU G ow SED PASTENER CR t86AX1-I/2"STAPLE, 3."-DIA.XI0'AJ3.'S 5I MPSON'L�'a /� SPACE•6"OG.EDGES d I2°O.G.FIELD 32"O:G. Ibd a b"OA 'ASS'a 24°O.C. 24° SltACED 4 6e s 4\ "APA RATED CD,O431'X2-V2'POPER DRIVEN OG `AGED a bo•OL. 1 SHT6 ONE SIS FASTENER OR IHBA.XI-I/2"STAPLE. i"-DIA,XIO"AJ3.S a 16d a 4"OG, SINIx,ON'LSHO'a SI SPACE•4"01C.EDGES 112'OL.FIELD 28'o. . 'A35'018"O G. ACED UFP' �'APA RAT® �•OJ31'X2 112"K'ONta2 DRNC3! 24'O G. SPACED a 45"O.G. (5 3 i''A OHNE M' FASTENER OR 156AX1-I/2"STAPLE, i"••DIAX10"AJ3.S e " , ' " 5IMP50N'-590'0 51MP634 1�P' SPACE O 3'O,C.EDGES t 12'ac.Fus..D 16"00. 20d 9 9 OG. A35 0 12 OG. r"APA RATED CD OR 0.1'31"X2-1/2"POWER DRIVEN 24"OG. SPACED 0 32"OG. (6- ) 511116 ONE SIDE FASTENER d SPACE O 2.oz. d 3/4"-DIA XIZ"AXISSMIPSON'L540'a 24" , 12"O G.HELD a 24"0.G. 20d 0 3"O.G. 'A55'0 10"O.G. O.G.t TMSberLOK SPACEDa 24"0.c. "APA RATEDev OR 0.131'X2-V2"ROYrER DRIVEN1/4X6 SCSCRIMSP (141019 51NT6 Tyro e� FASTENI3R d SPACE a 4.OC..was!' 3/4"-D1Ax12"ABS 20d•5"O G.d SIMP50N L540'a 12° 12"O.G.FIELD a 20'O.C, 'A35'a 5"0.C. 'AS'a 6'O.G. 0,0.t TMEerLOK WA i"APA RATED OR O.E31'7(2-I/2"POWgR DRIVEN 114X6"SCREW (10101U SHT6 TWO SIDES 12" I SPACE•3"0.0.EDGES t' 9/4°-DIA.X12"AJ3.5 20d a 3"OG.t SOIPSON ts40'o 12" 12"O.G.FIELD a 18"O.G. 'A55'•4"O.G. 'A3'a 6.0.C. O.C.4 TImberLOK WA"APA RAMC' 0.19!"X2-112"DOVER DRIVEN I/4X6"SCREW (15BOp) SHTG TWO SIDES FASTENER 4 SPACE a 2"O.C.EDGES 4 5/4"-DIA.XI2°ABS. 204 a 3"O.G.t SMPSON 1590'a 7" w�� 12"O.G.FIELD 4,12"OG.!3X RECD) 'ASS'a 3"OG, • 'A95'a 4"O.G. O.G.! 1`knberLOK WA NOTES: E8: V4X6°SCREW 1)ALLOWABLE SHEAR CAPACITY FOR TYPE S'WALLS MAY BE INCREASED TO 330-PLP AND TYPE'C'WALLS MAY BE INCREASED TO 460-PLF FOR WIND LOADING 2)ALL PLYMOOD SHEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING. WHERE DOUBLE PLY MALLS ARE REQUIRED,STAGGER STUDS THAT RECEIVE HALING EACH SIDE OF MALL. FRAMING,AT ADJOINING PANEL EDGES SHALL BE 3X AND NAILS SHALL BE STA66ERED(DBL 2X ACCEPTABLE MIEN SPIKED T065TIER WITH 16d SPACED TO MATCH SFEARWALL NAILING PATTERN). MALL STUD SPACING SHALL BE SPACED AT A MAXIMUM OF 16"ON CENTER. 3)D0 NOT PENETRATE TIE SURFACE OF THE SHEATHING WITH THE NAIL HEAD, LOCATE NAIL g"MN.FROM PANEL EDGE, FOR WALL TYPES'S,C t D'-STAPLES ARE ALLOWED IN LIEU OF NAILING,USE 1SEA.X I-I/2'STAPLES. 3X(OR DBI.2X)REOIARE AT PAIS EDGES FOR WALL TYPES ID-If. 4)ALL ANCHOR BOLTS SHALL HAVE A•STEEL PLATE WASHER#X5"X3'INSTALLED(GALVANIZED AT TREATED SILLS). LOCATE ANCHOR BOLT SO THAT EDGE OF PLATE WASHER IS WITHIN Ej"AWAY FROM FACE OF PLYWOOD SHEATHING,AT DEL.SHEATHED WALLS USE A 5X4 PLATE WASHER TO MAINTAIN THE i"EDGE DISTANCE, IF BOLT SPACING IS GREATER THAN WALL LENGTH INSTALL AN ANCHOR BOLT WITHIN 12"OF EACH SF0 OF MALL. 5)NAIL LE SNAIL BE LOGAT®IN THE GENTE°R or THE RIM OR BLOCKING NG MATERIA . 'A35'GLI S CAN BE REPLACED BY LPT5'INSTALL LETS'OVER WALLPLYWOOD 1401 INSTALLED ON PLYWD..515 OF WALL: 6)SMPSON CUPS AT TOP OP WALLS ARE NOT REGIIIRED IF WALL SHEATHING 15 LAPPED ANIS NAILED TO RIM SD.OR BLOCKING ABOVE. 'A35'CLIPS CAN BE REPLACED BY LETS.' 7)INSTALL L5'CUPS FROM INSIDE OF BLOCKING TO SHEAR-MALL BELOW. MERE VENT BLOCKS ARE LOCATED,ADP UP THE AMOANT OF CLIPS REcURE'D AT THE SHEAR-WALL LENSTH AND SPACE CLIPS AT NON-VENT BLOCK AREAS ALONG THE SAME LIE•TMberLOK SCREWS ARE REWIRED AT TRUSS ONLY SPACED AT 24"ON CENTER. 8)SPECIAL INSPECTION IS REQUIRED FOR POST-INSTALLED CONCRETE ANCHORS ON SIMPSON UFP'BRACKETS. EACH ANCHOR REWIRES A STANDARD CUT HASHER. SHEAIRIALL DETAILS: WOOD SOLE PLATE • PLATEMONAIL! '+ TO RIM JSTJBLKG ME AS . ARWALL TO ROOF yNALL SHTO ® oixBIRD 13I rr K C EDGE Zt 11 WOOD SOLEihIk -- ►\ NA1 LING TO • PLATE'A55 OR lb. �°1111111111111...]:: LP73 BRACKET YK .. 14.. . W/(5)#"X3" `� III /' i 11 _..�. . 11 '1SDS SCREWS .. r - SPE NOTE • ::f' r l ��. I°�I:I1"6" .O MOD )�1`"wr" -.,--- -AtliSHEARWALL TD1141'4%441111144:11141*Tf. r�r • 'EH1z�, BLK6/tRIMBD, (2) '-DIA.EXP. ?) "I a CONN.PLATE CLIPS BOLTS NV 4-1/2" ,, �� EMBEDMT WOOD SIJ TO f SFEAR'1ALL TO eXISTING FOUND• INL@!2. SHEATHING FASTENERS PER SGHEDI .E _ r I *M1 . BeamChek v2007 licensed to:Sherman Engmeenng Inc Reg#7992-664/3 111 PLAN 2781 FRAMING RBI Date: 12/07/15 5election I PT 4x 10 DFL#2 Lu = 0.0 Ft Condtions NDS 2001, Incised Min Bearing Area R I= I.7 int R2= 1.7 int (1.5) DL Defl= 0.22 in Data Beam Span 14.0 ft Reaction I LI 613# Reaction 2 Li 6 13 # Beam Wt per ft 7.87# Reaction 1 TL 1035# Reaction 2 TL 1035 Bm Wt Included I I 0# Maximum V 1035 # # Max Moment 3623'# Max V(Reduced) 92 I # IL Max Defl L/240 TL Actual Defl L/384 LL Max Defl L/360 LL Actual Defl L/781 Attributes Section(ins) Shear(in2) TL Defl(in) LL Defl Actual 49.91 32.38 0.44 0.22 Critical 43.75 8.34 0.70 0.47 Status OK OK OK OK Ratio 88% 26% 63% 4G% Fb(psi) Fv(psi) E(psi x mu) Fc I (psi) Values Reference Values 900 I 80 1.6 G25 Adjusted Values 994 166 1.5 625 Adjustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive I.00 Ch Shear Stress N/A 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 LL: 88 Uniform TL: 140 = A Uniform Load A A R1 = 1035 R2 = 1035 SPAN == 14 FT Uniform and partial uniform loads are lbs per lineal ft. • I. D 6eamChek v2007/,censed to:5hennan Engmeenng Inc Reg#Z992-66413 PLAN 2781 FRAMING • 1103 Date: 12/01/15 Selection J 6x 10 DF-L#2 Lu = 0.0 Ft J Conditions NDS 2001 Mm Bearing Area RI= 1.2 in2R2= 1.2 in2. (1.5) DL Defl= 0.18 in Data Beam Span 16.0 ft Reaction I U. 400# Reaction 2 LL Beam Wt per ft 12.7# Reaction I TL 742# Reaction 2 TL 742# Bm Wt Included 203# Maximum V 742#• . Max Moment 2966'# Max V(Reduced) 668# IL Max Defl L/240 TL Actual Deft L/584 U.Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) IL Defl(in) LL Defl Actual 82.73 52.25 0.33 0.14 • Critical 35.37 5.13 0.80 0.53 Status OK OK OK OK . Ratio 43% 10% 41% 27% • Fb(psi) Fv(psi) E(psi x md) Fel(psi) Values Reference Values 875. 170. 1.3 625 • Adjusted Values 1006 196 1.3 625 A&stments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress WA 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: 50 Uniform TL: 80 =A • • • • 1 Uniform Load A. I I )\ RI = 742 R2 = 742 • SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. 2781 BeamChek v2007 licensed to:Sherman 5ngmeermg Inc Reg 1'7992-66.4 IS PLAN FRAMING 104 Date: 12/01/15 Selection 14x 10 DF-L#2 Lu =. 0.0 Ft Conditions NDS 2001 Mm Beano Area RI= 2.1 m2 R2= 0.9 rn2 (1.5) DL Defl= <0.01 in. Data Beam Span 3.0 ft Reaction I LL 293# Reaction 2 LL 293# Beam Wt per ft 7.87# Reaction I TL 1283# Reaction 2 TL 533# Bm Wt Included 24# Maximum V 1283 # Max Moment .. 465'# Max V(Reduced) 439# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 IL Actual Defl L/>1000 Attnbutes Section pn3) Shear line) TL Defl(in) LL Defl Actual 49.91 32.38 0.00 <0.01 Critical 5.17 3.66 0.15 0.10 Status OIC OK OK OK Ratio 10% 11.% 2% 1 Fb(psi) Fv(psi) E(psi x mu) Fc_L(psi) Values Reference Values 900 180 I.6 625 Adjusted Values 1080 180 1.6 625 Adjustments CF Size Factor 1.200 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 Kbe a 0.0 Loads Uniform LL: 53. Uniform TL: 73 =A Point IL Distance Par Unrf LL Par Unif IL Start End • B = 900 0.25 100 H = 160 0 3.0 42 1 = 64. 0 3.0 1 H Uniform Load A Pt loads: R I = 1283 R2 = 533 SPAN = 3 FT Uniform and partial uniform loads are lbs per lineal ft. • r Pgr • BeamChek v2007 licensed to;Sherman Englneenng Inc Reg.#7.952-66413 PLAN 2781 FRAMING FBI • Date: 11/30/15 5electon ` (2) I-3/4x 11-716 I.9E TJ Microllam LVL. Lu = O.0 Ft l Conditions 105 2001 Mm Beanng Area RI= 1.2 in2R2= 1.2 in2 (1.5)PL Defl= <0.01 in, ' Data Beam Span 4.0 ft Reaction I Li 604# Reaction 2 LL 604# Beam Wt per ft 10.68# Reaction 1 TL 864# Reaction 2 TL 864 # Bm Wt Included 43# Maximum V 864# Max Moment 864'# Max V(Reduced) 437# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(m3) Shear(int) TL Defl(in) LL Dell Actual 82.26 41.56 0.00 <0.0 I Critical 3.98 2.30 0.20 0.13 Status OK OK OK OK Ratio 5% 6% 2% 1% • Fb(psi) Fv(psi) E(psi x mu) Fc L (psi) Values Reference Values 2600 285 1.9 750 Adjusted Values 2604 285 I.9 750 Adjustments CF Size Factor 1.001 Cd Duration I.00 I.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 I.00 1.00 I.00 CI Stability I.0000 Rb = 0.00 Le = 0.00 Ft Kbe = O.0 Loads Uniform LL: 260 Uniform TL: 358 = A Par Umf II Par Unif TL Start End I 42 H = 64 0 4.0 11 Uniform Load A I I RI = 864 R2 864 SPAN = 4 FT . Uniform and partial uniform loads are lbs per lineal ft. V5Z BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992_664 13 PLAN 2781 FRAMING P52 Date: 11/30/15 Selection 1 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions ND5 2001 Mm Bearmg Area RI= I.3 m2R2= 2.I in2 (I.5)DL Defl= 0.26 in 0.39 in Data Beam Span 16.5 ft Reaction I LL 439# Reaction 2 LL Beam Wt per ft 9.11 # Reaction 1 TL 359# 862# Reaction 2 TL • 1359 Bm Wt Included 150# Maximum V 1359# Max Moment 4541 '# Max V(Reduced) 1277# TL Max Deft L/240 TL Actual Defl L/535 LI Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(mg) Shear(in2) TL Defl(in) LL Defl Actual 75.00 37.50 0.37 0.11 Critical 22.71 7.98 0.83 0.55 • Status OK OK OK OK Ratio 30% 21% 45% 20% FI,(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 I.00 1.00 Cr Repetitive I.00 Ch Shear Stress WA 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: 53• Uniform TL: 73 = A Point TL Distance • 5 = 864 13.0 I Uniform Load A Pt loads: IEl 1/1 R l =862 R2 = 1359 SPAN = 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. 413 6eamChek v2007 licensed to:Sherman Engineering Inc Reg#Z992-6'6413 PLAN 2751 . FRAMING FB3 Date: 12/01/15 Selection ( 3-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 r Min Bearing Area R I= 3,7 m2 R2= 3.4 in2 (1.5) DL Defl= 0.03 in 0.05 in Data Beam Span 7.0 ft Reaction 1 LL 1400# Reaction 2 LL 1400# Beam Wt per ft 9.11 # Reaction I TL 2406# Reaction 2 TL 2207# Bm Wt Included 64# Maximum V 2406# Max Moment 4357'# Max V(Reduced) 1547# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Deft L/ >1000 Attributes Section (ins) Shear(Ina) TL Defl(In) LL Deft Actual 75.00 37.50 0.06 0.03 Critical 21.78 1 1.54 0.35 0.23 Status OK OK OK OK Ratio 29% 31% 16% 11% . Fb(psi) Fv(psi) E(psi x min Fc_l_(psi) , Values Reference Values 2400 240 I.8 650 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 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 • loads Uniform LL: 400 Uniform TL: 550 =A • 1 • Point TL Distance B = 137 1.5 C = 562 2.75 Uniform Load A J Pt loads: I ® Q' I RI = 2406 .R2 = 2207 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. 6 S9 6eamChek v2007 licensed to;5herman Engineering Inc Reg#7992-664/3 PLAN 2781 FRAMING FB4 Date: 11/30/15 Selection 1 1-3/4x I 1-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI (1.5)DL Defl= <0.01 in. Data Beam Span 3.5 ft Reaction I LL 93# Reaction 2 LL 93# Beam Wt per ft 5.34# Reaction I TL 137# Reaction 2 TL 137# Bm Wt Included 19# Maximum V 137# Max Moment 120'# Max V(Reduced) 60# TL Max Defl LI 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 41.13 20.78 0.00 <0.01 Critical 0.55 0.3 I 0.18 0.12 Status OK OK OK OK Ratio I% 2% 0% 0% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 2600 285 1.9 750 Adjusted Values 2604 285 I.9 750. Adjustments CF Size Factor 1.001 Cd Duration I.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: 53 Uniform TL: 73 = A • Uniform Load A R I = 137 R2 = 137 SPAN = 3.5 FT Uniform and partial uniform loads are lbs per lineal ft. fg5 • • ('3-NDS BeamChek v2007licensed to:DF/DF Sherman 8ngmeenng Inc Reg �`7992-6 /3 PLAN iti2781 FRAMING FB5 Date:71919 : 1 1/30/15 Se%t'on I/8x 12 GLB 24F-V4 Lu = 0 0 Ft Condons 2001 Min Bearing Area RI= 4.4 m2R2= 4.4 in2 (I.5) DL Defl= 0,07 in 0.I I in Data Beam Span 10.0 ft Reaction I LL 2000# Reaction 2 LL 2000# Beam Wt per ft 9.I I # Reaction I TL 2878# Reaction 2 TL 2850# Bm Wt Included 91 # Maximum V 2878# Max Moment 7266'# Max V(Reduced) 2319# • TL Max Defl L/240 TL Actual Defl L/646 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(ins) Shear(int) TL Defl(in) LL Defl Actual 75.00 37.50 0.19 0.I 1 • Critical 36.33 14.49 0.50 0.33 Status OK OK OK OK Ratio 48% 39% 37% 33% Fb(psi) Fv(psi) E(psi x mul) Fel(psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 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: 400 Uniform TL: 550 = A Point TL Distance B= 137 4.0 • Uniform Load A Pt loads: RI 878 • R2 = 2850 SPAN = 10 FT Uniform and partial uniform loads are It's per lineal ft. ri5C0 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2781 . FRAMING FBG Date: 11/30/15 Selection ( 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I= 6.8 int R2= 6.8 int (1.5) DL Deft= 0.10 in 0.15 in Data • Beam Span 10.5 ft Reaction 1 LL 29401/ Reaction 2 LL 2940# Beam Wt per ft 14.94# Reaction I TL 4404# Reaction 2 TL 4432 # Dm Wt Included 157# Maximum V 4432# Max Moment 12345'# Max V(Reduced) 3647# Ti..Max Defl L/240 TL Actual Defl L/594 L/695 LL Max Defl L/360 LL Actual Deft L/>1000 Attributes Section (in3) Shear(in2) TL Deft(in) LL Defl Actual • 123.00 61,50 0.21 0.12 ' Cntical 61.72 22,79 0.53 0.35 Status OK OK OK OK Ratio 50% 37% 40% 33% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2400 240 1.8 650 Adiusted 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 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: 560 Uniform TL: 770 =A Point TL Distance B = 594 5.5 II Uniform Load A Pt loads RI = 4404 R2 = 4432 SPAN = 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. . �7 BeamChek v2007 licensed to;Sherman Engineering Inc Reg#79,92-66413 PLAN 2781 FRAMING FB7 Date: 11/30/15 Selection 16-3/4x 22-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing AreaR I= 23.2 inR2= 23.2 int (1.5) DL Defl= 0.49 in 0.73 in Data Beam Span 20.5 ft Reaction I LL 6396# Reaction 2 LL 6396# Beam Wt per ft 36.91.# Reaction I TL 15089# Reaction 2 TL 15089# Bm Wt Included 757# Maximum V 15089# Max Moment 70247'# Max V(Reduced) 12692 # TL Max Defl L/240 IL Actual Dell L/360 L/695 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl Actual 569.53 151.58 0.68 0.20 Critical 383.54 79.33 1,03 0.68 Status OK OK OK OK Ratio 67% 52% 67% 29% Fb(psi) Fv(psi) E(psi x mil) Fal_(psi) Values Reference Values 2400 240 I.8 . 650 Adjusted Values 2198 240 I.8 650 Adjustments Cv Volume0.916 Cd Duration 1.00 1.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 I.00 I.00 1.00 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 I 54= 5282 5.5 340 H = 468 0 20.5 C = 5282 15.0 436 1 = 654 0 5.5 436 J = 694 15.0 20.5 50 K= 80 0 20.5 I K I J I I I H Pt loads: I Q 0 I / R I = 15089 R2 = 155 089 SPAN = 20.5 FT Uniform and partial uniform loads are lbs per lineal ft. ffS BeamChek v2007Gcen.sed to:Sherman Engrneenng Inc Reg if 7.9,92-66413 PLAN 2781 FRAMING FB8 Date: I 1/30/15 ✓9e%tion 15-I/8x 12 GLB 24F-V4 DF/DF Lu = O.0 Ft Conditions NDS 2001 Mm Bearing Area RI= 4.8 in2R2= 4.8 in2 (I.5) DL Defl= 0.06 in 0.09 in Data Beam Span 11.0 ft Reaction ILL 2200# Reaction 2 LL . Beam Wt per ft 14.94# Reaction I TL 2200# 3 107# Reaction 2 TL 3 107# Bm Wt Included 164# Maximum V 3107# Max Moment 8545'# Max V(Reduced) 2542# TL Max Defl L/240 TL Actual Deft L/823 L/695 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(int) IL Defl(in) LL Defl Actual 123.00 61.50 0.16 0.10 Critical 42.72 15.89 0.55 0.37 Status OK OK OK OK Ratio 35% 26% 29% 27% Fb(psi) ry(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 I.00 Cr Repetitive I.00 Ch Shear Stress WA Cm Wet Use 1.00 1,00 1.00 1.00 CI Stability 1.0000 Rli = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 400 Uniform IL: 550 = A Uniform Load A RI = 3107 R2 = 3107 SPAN = I 1 FT Uniform and partial uniform loads are lbs per lineal ft. • • ' BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2781 • FRAMING FB9 Date: 12/07/15 Selection l (2) 1-3/4x I 1-7/8 I.9E TJ Microilam LVL I.0 = 0.0 Ft Lu @OH = 0.0 Ftl Conditions NDS 2001,Overhang Mm Bearing Area RI= 0.8 int R2= 5.2 in2 (I.5) DL Defl 0.05 in. . Data Beam Span . 16.5 ft Reaction I LL 424# Reaction 2 LL Beam Wt per ft 10.68# Reaction I TL 784 # • Bm Wt included 192 # Maximum V 628# Reaction 2 TL 3937# ' th 1.5 ft Max Moment 2282'# Max V(Reduced) 3850# Total Beam Le182# Overhang ngth 18.0 ft TL Max Deft L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/755 LL Max Defl L/360 LL Actual Def L/.>1000 011 LL Actual Defl L/ < -1000 Attributes •Section (ins) . Shear(in2) TL Def(in) LL Defl OH TL'Def OH LL Defl Actual 82.26 41.56 0.14 0.09 -0.05 03 Critical 10.52 4.47 0.83 0.55 0.15 0.1-0.10 0 Status OK OK OK OK OK Ratio 13% 11% OK 17% 17% 32% 27% • Fb (psi) Fv(psi) E(psi x mil) Fc 1 (psi) Valves Reference Values 2600 285 1.9 750 Adjusted Values 2604 285 1.9 7.50 • Adjustments CF Size Factor 1.001 • 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 CI Stability @ OH 1.0000 Rb = 0.00 le = 0.00 Ft Loads Point TL • Distance Par Unif LL Par Unif TL Start ' End F = 2660 (OH) 0.25 53 H == 73 0 16.5 53 K= 73 (OH) 0 I.5• 167 L = 264 (OH) 0 1.5 H I L I I. K J Pt loads: l • n I RI 6 8 �J R.2 = 3937 BACKSPAN = 16.5 FT OH = 1.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. Sh an EnQineerinq, Inc. 3151 NE Sandy Blvd.Portland,OR 97232 LL/ (503)230-8876 Phone (503)226.4745 Fax PLANAN P- 21' II/25/2015 271 AJW f YriPa+l_C�L''LO IN a WINn(k) 51;15MIC(k) VI 1.4 1.3 V2 2,1 2,2 • !poor 7IAPN, j V5 0,9 0,9 SitAI;WALL5 a trreRfLk VI 51.3 k + 27 LF c ( 49 #/') (11 e 1 ,`® w 1.4 k + 27 LT 52 #/' Z1, 1111111111111 Pere Wall: 52 + Co 0,95 - 55 #/' a �iwnr V2 s 2.2 k 9 Li' -. ( 244 #/') L ,�► i; oii,3 4.1 w 21 k + 9 LF = 233 4/' - A Perf Wall 244 + Co 1.00 - 244 # ' 11t.:.,, V3 5 0.9 k 24 1F /,) "�" � / a„ ,��luu W 0;9 k + 24 LF s 38 4/' ►� z6 Perf Wall: 38 + Co 1,00 - 38 #/' � 1 • \MNI7(k) •5E15Mk(k) VI 2.1 0,6 V2 3,0 1.4 IFLx, nIAlH, ( V3 1,4 .0.6 51-EAPWALL5 0 LOVW FLI. 32' © u, VI s 1.3 k + 0,8 k - 2 k + 25 Lr - 84.8 ./". w 1.4 k + 2,1 k . 4 k + 25 Le = 141 Dig Pert Wall: 141 + Co 1.00 - 141 #/' i I ave '� ue V2 s 2.2 k + 1.4 k 4k + 25 Lf 143 W 2.1 k + 3,0 k 5 k + 25 i �° 202 / 1 1111111;!1C1F § It .t5 13L Perf Wall; 202 + Co 1.00 - 202 4/• V3 s 0.9 k + Ob k 2 k + 32 GP ,4 46.9 .,, I h ; .a. w 0.9k •+ 1.4k - 2k + 321.F - 91.9 u, ':. I'.. Perf Wall; 12 + Co 1.00 - 72 4/' • i-- -- I iii: ;r-in" i"r r■ ;SII■111"1 ....immuslima I ■riliwr ii�1Y MO r■" !e ■■ = mirrrf NAL =�onnim ae ravel 1I.IIIMII' � �I�[Ell �L.r��l. rr�r�s .. 1 Wiman Enaineerina, Inc. 3151 NE Sandy Blvd.Fordand,OR 97232 rkaECT: 11/,0/2015 - ..(503)2304876 Phone (503)226-4745 Fax PI-AN V61 MW 51IX/5I2 LOAN .6 VVIN112(k) 515MIC(k) .. VA 1.4 2.2 VC 1.4 2,2 . 'ROOF PAN, I 51-EAAVALL.5 a MR FLR ig5 ss 1.4,5 ,ak VA 5 2.2 k + 24 LI -- ( .../T #/i) - F7.-1 w . 14k + A 1..r PerrWal: 114.- + Co 0.61 - 17 VC 5 2.2 k + ''-24 1- f,9 ttixj,) umMiliti A ,'s t:', Va - - /' ir PerfWall: 9, + Co 0.71 -. 1,0 *1' ^ sole, Illiit s e) , -Li ti 7., If MP(k) 515MIC(k) . VA LI 0,7 •V13 1,9 1.4 IMP,'12iA1211, I VC 1,1 0,7 9tARWALL5 @ 1-01eR Mk VA 5 2,2 k + 0,7 k .. 3 k + 16 1, 178 sr oeSS4 146 W 14k + 1.1 k .. k + 16 1, ..' 154 11/ Pee Wall: 178 + Co 0,75 .- 2,8 *1' Il, 4... ,, 0 Naga 4' V35 ao k + 1,4 k -. i k + 20 1, ...' 71,8 lip is it ci, ' fl W 0,0 k + ig k .- 2 k + 20 U '''' 974 iv.itt Ill'''77 Per?Wag: 91 + Co 1.00 - 91 is/' VC s 2.2k . 4. 0.1 k W 1.4 k + . ii k .. 5 k + M U ... 14.1 v. •• PerfWaill 86 + Co 0,70 - 125 it/' trtS 1A5 y ,. 4 1,.(...10 i. 514EARWALL 5C1-4E1DULE MARK 1444-L WALL FASTENER TYPE WOOD SILL PLATE WOOD SOLE PLATE SHEARWALL TO (U SHEATHING (2)(BUILDERS PREFERENCE) (S) TO GONG GOWN. ,(47 TO RIM JSTJELKB Silos/RIM BD. 1 L TO ROOF WOOD SILL TO ® "APA RATED ED,0J31"X2-I/2"POPE DRIVEN (5} (6) BIRD maxi(CONN,(1) �p57it15 moo. (B). (2�M1 b SIDE FASTE1 OR 136AXI-I/2"STAPLE, y-DIA.XIO'A.8.5 0 5I•PSON WP' /� SPACE•6"OL. 4 12"O.G.FIELD 32"O.G. Ibd 0 6"DG. A93'a 24"OG. 2454A'SOHI'L55p O /4\ i"APA RATED 8D,OAJI'X2-I/2'POI" DRIVEN SPACED o 60"OL. bdQR61 SHTb ONE SIDE FASTENER OR I36AXI-V2"STAPLE, L.-0i. Am._ AA O 16d co4"OA 'A55'a IS"OA^ SPACE•4 OA.EDGES 1 12'OL.FIELD 2S4 OL. O SPACED Il"APA RATED �•OJ51'X2-I/2"POWER DRIVEN 24 O G SPACED o 45`O.C. 'A95' (g06#} 511115 OME SI3'DE FASTENER OR 186A.NI-I/2"STAPLE, i"-WBAXIO"A 5 I 20d a 3"OL. $I We' SPACE O OL.EDGES t 12"OL.FIELD ib'OL, 012"O G. 24 O '1.590 0 ® H �"APA RATED ED OR 0.191"X2-I/2"POWER DRIVEN SPACED O 32'OL. (6101) we ONE SIDE FASTENER 4 SPACE A 2'OL.ED5E5 t 3/4"-DIAXI2'AB.'S SIMPSON'L.340'O 24" 12"O.G.FIELD EDGES 24"oz. 20d O 3"OG A55'0 10"OG. OL.t T SPAC torLOK 11 vpp 8D OR 0.131°X2-1/2"palm DRIVEN 1/4X6"SCREW WAGED a 24"OL. F APA RATED FASTENER 4 SPACE•4"O.G.EDGES 4' 314"-DIAXI2"A.0.3 20d•5"OL,t SIMPSON 15"6 a 12` rte) SETA Tinto SIDES 12`OL.FIELD 020"O.G. 'A35'O 3"O.G. 'A55'a 8.0.E O.C.t 7b1barLOK N/A"APA RATEDED O Bt"X2-1/2"POWER DRIVEN 1/4X6"SCREW novo SHTG TWO SIDES FASTENER 4 SPACE.3"O.C.EDGES 4 3/4 DIAXI2"ABB 2Od O 5"OL.* `+I14 ON 1.590'0 12" ^ 12"OL,FIELD A IS'OL. 'A35 a 4"OG. 'A35'a 6"OG. 114 4 SCp,5.LOK WA APA RATEDED 0.131"X2-I/2"POWER DRIVEN 1/4X6"SCREW ng8Op1 5H76 TWO SIDES FASTENER 4 SPAGE•2"OG.EDGES t. 3/4"-DIA.XI2"A9.5 O 3"OG.4 SIMPSON 1.540'o 1" 12,D.G.R5 D O 12"OL.ox way) Ass,a 3"O.G. 'a 4"OL. OL.4 TNnberLOK WA V4X6'SCRIBAL I)ALLOWABLE SHEAR CAPACITY FOR TYPE 5'MALLS MAY BE INCREASED TO 530-PLF AIV TYPE'G'WALLS MAY BE INCREACXD TO 460-PLF FOR WIND LOADING 2)EACH SIDE ALL PLYWOOD SHEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING, WHERE DOUBLE FLY WALLS ARE REQUIRED,STAGGER STUDS THAT RECEIVE NALING MATCH SIE OF MALL. NAILING PATTERN/.MALL STUD SPAT ADJOINING PANEL ACING.SHALL EE SPACED NAILS SHALL BE 9X AND A A�MUM OP 16"ONN C 2X ACCEPTABLE,y4EN SPIKED T06ETHBt WITH 16d SPACED TO 3)DO NOT PENETRATE THE SURFACE OF THE SHEATHING,WITH THE NAIL HEAD. LOCATE NAIL r MIN FROM PANEL EDGE. FOR WALL TYPES 5,C 4 D'-STAPLES ARE ALLOWED IN LIEU OF NAILING,USE 136A X 14/2'STAPLES. 3X(OR 03'.2X)REQUIRE AT PANEL EDGES FOR WALL TYPES'D-H'. 4)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE FABER}X3"X3"I STALLEU(6ALVANITJ:D AT TREATED SILLS). LOCATE ANCHOR BOLT SO THAT EDGE OF PLATE WASHER IS WITHIN i"AWAY FROM FACE OF PLYWOOD SHEATHING,AT DBL.SHEATHED WALLS USE A 3X4 PLATE MASHER TO MAINTAIN THE$'EDGE DISTANCE. IF BOLT SPACING IS GREATER THAN WALL LENGTH INSTALL AN ANCHOR BOLT WITHIN 12"OF EACH END OF WALL. 3)NAILING SHALL BE LOCATED IN THE CENTER OP THE RIM OR BLOCKING MATERIAL ASS'CLPS GAN BE REPLACED BY LPT<3.'INSTALL/.PTS'OVER FALL PLYIOOD WHEN INSTALLED ON PLYFD,.SIDE OF WALL 6)SIMPSON CLIPS AT TOP OF MALLS ARE NOT REGN>RED P WALL SHEATHING IS LAPPED AHD NAILED TO RIM BD.OR BLOCKING ABOVE. 'ASS'CUPS CAN BE REPLACED BY LPT5.' 1J INSTALL LS'CLIPS FROM INSIDE OF BLOCKING TO SHEAR-WALL BELOW. WHERE VENT BLOCKS ARE LOCATED,ADD IIP THE AMOUNT OF CEPS REQUIRED AT THE SHEAR-WALL LENGTH MD SPACE CUPS AT NON-VENT BLOCK AREAS ALONG.THE SAME LINE.ThberLOK SCREWS ARE REQUIRED AT TRUSS OILY SPACED AT 24'ON CENTER. 8)SPECIAL INSPECTION IS REQUIRED FOR POST-INSTALLED CONCRETE ANCHORS ON SIMPSON UPP BRACKETS. EACH ANCHOR REQUIRES A STANDARD CUT WASHER SI.IEARU)ALL DETAILS: woo SOLE PLATE _ PLATE HOODSOLE E '( TO RIM JSL.BLK6 • ME AS 3HEARWAL.L TO ROOF WALL 5FHT6 EDGE �' TO mom SOLE BLKG 711111U(1H1111141111•1115., PLATE'ASS OR 1►'(Lt,,, " . 1t, \ BRACKET � /. •�..wif` I �'``4.i.. III' `s,„, 'I=;'�: "I ___ !• SEE NOTE • - ti.f ,;r, 4�"wA�r I' ' "ylM �, ,� •.�`'' SIEARP4ALL TO `+ �'� (R sow SILL PLATE ���: BLAS/RIM�, `Y"!r „f. - II TO r�u (2)�'-DIA.EXP. �. !!' BOLTS W/4-1/2" 4.4"EtWEDMT Gam. int �� CLIPS WOOD SILL TO 1 l• `.N EARWAI L TO MOD FOLMD, BLK•G/RIM BD, SHEATHING W/ FASTENERS PER sC EDLLE