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Specifications (15) ‘� CN"\c'1/4-1C S- ASHERMAN _ ENGINEERING 3151 NE SANDY BLVD.,SorFE 100 PORTLAND,OR 97232 PHONE(503)2304876 SHERMANENCINEERS.COM Structural Calculations RECEIVED April 21, 2017 AUG 2 2017 LOT 5 Mangold- CITY of- I IGARD p rUILDING DIVISION Elevation B Plan 2884R '< tN0 8725 SW Ross St. los '¢ 404 Tigard, OR 97227 V s 1 SEI Project#17-MSAP-02-431 C 1#1PIO 1 1? P. s '0 Prepared For: EXPIRES: 01301 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 f K ASHERMAN _ ENGINEERING 3151 NE SANDY BLVD.,SurrE 100 PORTLAND,OR 97232 AlikAwoomaINC PHONE(503)230-8876 SHERMANENGINEERS.COM Structural Calculations April 21, 2017 LOT S - Mangold Elevation B Plan 2884R 041 8725 SW Ross St. 4 4�s� Tr Tigard, OR 97227 VA v1 � SEI Project#17-MSAP-02-431 41:14.110 w40 Prepared For: EXPIRES: 'W30!... Westwood Homes 12118 NW Blackhawk Drive Portland, OR 97229 Subject Sheet No. Footing Schedule FD1 Framing: Girder Truss Loading GT1-GT3 Roof Beam RBI 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 � 7 • BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING RBI Date: 11/04/15 Selection PT 4x 8 N F#1 Lu = 0.0 Ft Conditions NDS 200I, Incised Min Bearing Area RI = 2.1 m2 R2= 2.1 in2 (I .5) DL Defl= 0.06 in Data Beam Span 7.5 ft Reaction I LL 516# Reaction 2 LL 5 I # Beam Wt per ft 6.17# Reaction I TL 848# Reaction 2 TL 848# Bm Wt Included 46# Maximum V 848# Max Moment 1590'# Max V(Reduced) 7 I I # 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 30.66 25.38 0.12 0.06 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 mu) Fc I(psi) Values Reference Values 975 150 1 .5 405 Adjusted Values 1 166 138 I.4 405 Adjustments CF Size Factor I .300 Cd Duration 1 .15 1 .15 Cr Repetitive I .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: 138 Uniform TL: 220 = A Uniform Load A RI = 848 R2 = 848 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. 1o' BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING 1101 Date: 11/04/15 Selection 4x I 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 3.2 in2R2= 3.2 int (I .5) DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1250# Reaction 2 LL 1250# Beam Wt per ft 7.87# Reaction I TL 2020# Reaction 2 TL 2020# Bm Wt Included 39 # Maximum V 2020# Max Moment 2525'# Max V(Reduced) 1397# IL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Deft 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% 31% 15% I I% Fb (psi) Fv(psi) E (psi x mil) Fc L (psi) Values Reference Values 900 180 I.6 625 Adjusted Values 1242 207 I.6 625 Adjustments CF Size Factor I.200 Cd Duration 1.I5 1.15 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: 500 Uniform IL: 800 = A Uniform Load A RI = 2020 R2 = 2020 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. 14X, BeamChek v2007 licensed to:Sherman Engmeermg Inc Reg#7.992-664/3 PLAN 2884 FRAMING 11D2 Date: 11/04/15 Selection 4x I 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI= 0.7 m2 R2= 0.7 in2 (I .5) DL Deft= 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 Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(m2) TL Deft (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_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 I .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 = 439 R2 = 439 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. I D3 BeamChek v2007 licensed to:Sherman Engineering/nc Reg#7592-66413 PLAN 2884 FRAMING I1D3 Date: I 1/04/15 Selection 4x 10 DF-L#2 Lu = 0.0 Ft Conditions ND5 2001 Mm Bearing Area RI = 0.4 in2R2= 0.4 in2 (I .5) DL Defl= <0.01 in. Data Beam Span 6.25 ft Reaction I LL 156# Reaction 2 LL 156 # Beam Wt per ft 7.87# Reaction I TL 275 # Reaction 2 TL 275# Bm Wt Included 49# Maximum V 275 # Max Moment 429'# Max V(Reduced) 207# TL Max Defl L 1 240 TL Actual Defl L I>1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section(in3) Shear(m2) TL Defl (in) LL Defl Actual 49.9 I 32.38 0.01 <0.0 I Critical 4.15 I.50 0.3 I 0.2 I Status OK OK OK OK Ratio 8% 5% 3% 2% Fb(psi) Fv(psi) E(psi x mu) Fc I(psi) Values Reference Values 900 180 I.6 625 Adjusted Values 1242 207 I.6 625 Adjustments CF Size Factor I .200 Cd Duration 1.I5 I .15 Cr Repetitive I.00 Ch Shear Stress N/A Cm.Wet Use. I.00 I .00 I.00 I .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 50 Uniform IL: 80 = A Uniform Load A /\ /\ RI = 275 R2 = 275 SPAN = 6.25 FT Uniform and partial uniform loads are lbs per lineal ft. DeamChek v2007 licensed to:Sherman Engineering Inc Reg#79.92-66413 PLAN 2884 FRAMING H D4 Date: 1 1/04/15 Selection 5-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Beanng Area RI = 5.I m2R2= 4.8 in2 (1.5) DL Defl= 0.24 in 0.36 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) 3 186# 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 Deft (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 mit) 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 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 Point TL Distance Par Unif LL Par Unif TL Start End 5 = 1482 3.25 50 H = 80 0 3.25 250 I = 344 3.25 16.0 1 H Pt loads: RI = 3295 R2 = 3098 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. 6eamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING I1D5 Date: 11/04/15 Selection Gx I 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 0.6 in2R2= 0.6 in2 (1.5) DL Defl= 0.01 in Data Beam Span 8.0 ft Reaction I LL 200# Reaction 2 LL 200# Beam Wt per ft 12.7# Reaction I TL 371 # Reaction 2 TL 371 # Bm Wt Included 102 # Maximum V 371 # Max Moment 742'# Max V(Reduced) 257# 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 Deft (in) LL Defl Actual 82.73 52.25 0.02 <0.01 Critical 8.84 2.28 0.40 0.27 Status OK OK. OK OK Ratio I I% 4% 5% 3% Fb (psi) Fv(psi) E (psi x mil) Fc.i.(psi) Values Reference Values 875 170 I .3 625 Adjusted Values 1006 156 I.3 625 Adjustments CF Size Factor I .000 Cd Duration 1.15 I.I5 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1.00 I .00 I.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 R / \ I = 371 R2 = 37I SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. • BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING FBI Date: 11/04/15 Selection 5-l/8x 12 GLB 24F-V4 DF/DF Lu 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 2.0 m2 R2= 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 I TL 1312 # Reaction 2 TL 3088# Bm Wt Included 239# Maximum V 3088# Max Moment 9732'# Max V(Reduced) 3000# TL Max Deft L/240 TL Actual Deft L/440 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ms) Shear(m2) TL Deft(in) IL Deft Actual 123.00 61.50 0.44 0.06 Critical 48.66 18.75 0.80 0.53 Status OK OK QK OK Ratio 40% 30% 55% I 1% Fb (psi) Fv(psi) E (psi x mit) Fel(psi) Values Reference Values 2400 240 I .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 I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform 11: 53 Uniform IL: 73 = A Point TL Distance B = 2991 12.75 Uniform Load A Pt loads: 1 RI = 1312 R2 = 3088 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. z BeamChek v2007 licensed to:Sherman Engmeenng Inc Reg#7992-664/3 PLAN 2884 FRAMING FB2 Date: 11/04/15 Se%tion 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI= 4.6 m2 R2= 5.0 in2 (1.5) DL Defl= 0.07 in 0.11 in Data Beam Span I I.5 ft Reaction I LL 2 113 # Reaction 2 U. 2307# Beam Wt per ft 14.94# Reaction I TL 299 I # Reaction 2 TL 3259# Bm Wt Included 172 # Maximum V 3259 # Max Moment 8770'# Max V(Reduced) 2639# IL Max Defl L/240 TL Actual Deft L/72 I 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 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 1 .00 1 .00 1.00 Cl 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 O 8.0 440 I = 605 8.0 I 1.5 1 h RI = 2991 R2 = 3259 SPAN = 11.5 FT Uniform and partial uniform loads are lbs per lineal ft. ! 1 �3. BeamChek v2007 licensed to:Sherman Engneerrng Inc Reg#7992-66413 PLAN 2884 FRAMING F53 Date: 11/04/15 Selection 5-I/8x 12 GLD 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 4.0 in2R2= 4.0 in2 (I .5) DL Defl= 0.26 in 0.39 in Data Seam Span 17.5 ft Reaction I LL 1680# Reaction 2 LL 1680# Beam Wt per ft 14.94# Reaction I TL 2594# Reaction 2 TL 2594 # Bm Wt Included 262# Maximum V 2594 # Max Moment 11348'# Max V(Reduced) 2297# TL Max Defl L/240 TL Actual Defl L/366 LL Max Defl L/360 LL Actual Defl L/661 Attributes Section (in3) 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% 66% 54% Fb (psi) Fv(psi) E(psi x mil) Fc_i_(psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume I .000 Cd Duration 1.00 I .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 _Loads Uniform LL: 50 Uniform TL: 80 = A Par Unif LL Par Unif TL Start End 100 11 = 138 0 17.5 42 1 = 64 0 17.5 11 Uniform Load A /\ /\ RI = 2594 R2 = 2594 SPAN = 17.5 FT Uniform and partial uniform loads are lbs per lineal ft. ft5 _1 BeamChek v2OO7 licensed to:Sherman Engmeermg Inc Reg#7992-66413 PLAN 2884 FRAMING FB4 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 = 2.8 m2 R2= 2.8 in2 (1.5) DL Defl= <0,01 in. <0.01 in. Data Beam Span 5.0 ft Reaction I LL 1144 # Reaction 2 LL 1144# Beam Wt per ft 14.94# Reaction I TL 1830# Reaction 2 TL 1830# Bm Wt Included 75 # Maximum V 1830# Max Moment 2288'# Max V(Reduced) 1098# TL Max Defl L/ 240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ms) Shear(in2) TL Defl (in) LL Defl Actual 123.00 61.50 0.01 <0.01 Critical 11 .44 6.86 0.25 0.17 Status OK OK OK OK Ratio 9% 11% 4% 3% Fb (psi) Fv(psi) E(psi x mil) Fel(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 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: 363 Uniform TL: 580 = A Par Unif LL Par Unif TL Start End 53 H = 73 0 5.0 42 I = 64 0 5.0 I li Uniform Load A RI = 1830 R2 = 1830 SPAN = 5FT Uniform and partial uniform loads are lbs per lineal ft. . FC- 5 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FB5. Date: 11/04/15 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 3.4 m2R2= 3.7mn2 (1.5) DL Defl= 0.02 in 0.02 in Beam Span G.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500# Beam Wt per ft 9.I I # . Reaction 1 TL 2234# Reaction 2 TL 2378# Bm Wt Included 55 # Maximum V 2378# Max Moment 3582'# Max V(Reduced) 1681 # TL Max Defl L/240 TL Actual Defl L/ >1000 • LL Max Defl L/3G0 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(mn2) TL 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% I I% 9% 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 I.00 I .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: 500 Uniform TL: 688 = A Point TL Distance B = 432 4.0 Uniform Load A • Pt loads:^ /\ /\ RI = 2234 R2 = 2375 SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. • 'PEG BeamChek v2007 licensed to:Sherman Engineering Inc Reg de 7992-664/3 PLAN 2884 FRAMING Date: I 1/04/15 Selection I-3/4x 11-7/8 I .9E TJ Microllam LVL Lu = 0.0 Ft Conditions ND5 2001 Min Bearing Area RI = 0.6 m2R2= 0.6 in2 (I.5) DL Defl= 0.03 in Data Beam Span 1 I.0 ft Reaction I LL 293 # Reaction 2 LL 293 # Beam Wt per ft 5.34 # Reaction 1 TL 432 # Reaction 2 TL 432 # Bm Wt Included 59 # Maximum V 432 # Max Moment 1187'# Max V (Reduced) 354 # 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 Def!(in) LL Defl Actual 41.13 20.78 0.06 0.04 Critical 5.47 I.86 0.55 0.37 Status OK OK OK OK Ratio 13% 9% 12% 10% 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 I.001 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: 53 Uniform TL: 73 = A Uniform Load A RI = 432 R2 = 432 SPAN = I I FT Uniform and partial uniform loads are lbs per lineal ft. 7 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FB7 Date: 11/04/15 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 4.0 m2R2= 4.0 m2 (I .5) DL Deft= 0,04 in 0.06 in Data Beam Span 10.25 ft Reaction I LL 1845 # Reaction 2 LL 1845 # Beam Wt per ft 14.94# Reaction I TL 2613 # Reaction 2 TL 2613# Bm Wt Included 153 # Maximum V 2613# Max Moment 66971# Max V(Reduced) 2 104# TL Max Defl L/ 240 TL Actual Deft L/ >1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(m2) TL Defl (in) LL Defl Actual 123.00 61 .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) Fv(psi) E(psi x mu) Fc I (psi) Values Reference Values 2400 240 1.8 650 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 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: 360 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. BeamChek v2007 licensed to:Sherman Engmeenng Inc Reg#7.902-66413 PLAN 2884 FRAMING FB8 Date; I 1/04/15 Selection 5-I/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 382 I # Reaction 2 LL 4269 # Beam Wt per ft 22.42 # Reaction I TL 5912 # Reaction 2 TL 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 (ins) Shear(m2) TL Defl(in) LL Defl Actual 276.75 92.25 0.60 0.34 Critical 160.55 33.I I 0.99 0.66 Status OK OK OK OK Ratio 58% 36% 60% 52% Ft,(psi) Fv(psi) E(psi x mil) Fc i (psi) Values 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 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Umf LL Par Unif TL Start End B = 585 5.0 320 11 = 440 0 5.0 440 1 = 605 5.0 19.75 1 ` 11 Pt loads:^ \ /\ RI = 5912 R2 = 6239 SPAN = 19.75 FT Uniform and partial uniform loads are Ibs per lineal ft. t 1 BeamChek v2OO7 licensed to:Sherman Fnglneermg Inc Reg#7992-664/3 PLAN 2884 FRAMING F59 Date: I 1/04/15 Selection I-3/4x I I-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Lu @011 = 0.0 Ft Conditions NDS 2001, Overhang Min Bearing Area RI = 0.8 m2R2= 2.0 in2 (I .5) DL Defl= 0.06 in. Data Beam Span I I .5 ft Reaction I LL 389 # Reaction 2 LL 952 # Beam Wt per ft 5.34# Reaction I TL 585 # Reaction 2 TL 1482 # Bm Wt Included 64# Maximum V 1293# 0.5 ft Max Moment 2252'# Max V(Reduced) 918# 12.0 ft TL Max Defl L/240 TL Actual Deft L/ >1000 L/582 LL Max Deft L/360 LL Actual Defl L/ >1000 L/ < -1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 41 .13 20.78 0.14 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% 4 I% 34% Pb (psi) Fv(psi) E(psi x mil) Fci._ Values Reference Values 2600 285 I .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 I .00 1.00 I .00 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 CI Stability @ 011 1.0000 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 11 = 300 8.25 11.5 53 K= 73 (011) 0 0.5 188 L = 300 (011) 0 0.5 11 L Uniform Load A K RI = 585 R2 = 1482 BACKSPAN = 1 1.5 FT Oft = 0.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. } WO BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7.9,92-66413 PLAN 2884 FRAMING FB9A Date: I I/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 RI= I.I m2R2= 2.5 in2 (1.5) DL Defl= 0.10 in. Data Beam Span I I.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 171 I # 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 11 Max Defl L/360 LL Actual Defl L/ >1000 L/668 Attributes Section (ms) Shear(in2) TL Defl (in) LL Defl Actual 41 .13 20.78 0.22 0.12 -0.03 -0.02 Critical 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% Fb (psi) Fv(psi) E(psi x mil) Fc i(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 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 Uniform LL: 53 Uniform IL: 73 = A (Uniform Ld on Backspan) Par Unif 11 Par Unif TL Start End 188 H = 300 6.0 11 .5 53 K = 73 (011) 0 0.5 188 L = 300 (011) 0 0.5 11 L Uniform Load A K RI = 842 R2 = 1900 BACKSPAN = I 1.5 FT OH = 0.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. I PR° BeamChek v2O07 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FBI 0 Date: 11/04/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearmc3 Area RI= 3.3 m2 R2= 3.3 Int (1.5) DL Defl= 0.04 in Recom Camber=0.06 in Data Seam Span 10.25 ft Reaction 1 LL 1435 # Reaction 2 LL 1435# Beam Wt per ft 14.94# Reaction I TL 2 165 # Reaction 2 TL 2165# Bm Wt Included 153 # Maximum V 2 165 # Max Moment 5548'# Max V(Reduced) 1743# TL Max Deft L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Deft L/ >1000 Attributes Section (ins) Shear(m2) TL Defl (in) LL Deft 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 mu) Fc_L(psi) Values Reference Values 2400 240 !.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 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: 180 Uniform TL: 248 = A Par Unif LL Par Unif TL Start End 100 H = 160 0 10.25 H Uniform Load A RI = 2165 R2 = 2165 SPAN = 10.25 FT Uniform and partial uniform loads are lbs per lineal ft. A rFt( BeamChek v2OO7 licensed to:5herman Engineering Inc Reg#7592-66413 PLAN 2884 FRAMING FB I I Date: 11/04/15 5e%tion 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 1.5 m?R2= 1.5 in2 (1.5) DL Defl= <0.01 iri?ecom Camber= <0.01 in. Data Beam 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 7 I # Maximum V 1003 # Max Moment 1191 '# Max V(Reduced) 581 # TL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Def! L/360 LL Actual Defl L/ > 1000 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl Actual 123.00 61.50 0.00 <0.01 Critical 5.96 3.63 0.24 0. 16 Status OK OK OK OK Ratio 5% 6% 2% 2% 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 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: 180 Uniform IL: 248 = A Par Unif LL Par Unif TL Start End 100 H = 160 0 4.75 li Uniform Load A R! = 1003 R2 = 1003 SPAN = 4.75 FT Uniform and partial uniform loads are lbs per lineal ft. J 1 Sherman Engineering, Inc. LL7 3151 NE Sandy Blvd.Portland,OR 97232 PPO. Cr: 12/18/2015 (503)230-8876 Phone (503)226-4745 Fax PLAN 2fbti4 AJW Ft:ON17 BACK LOVING WINt7(k) 5�I5MIC(k) VI 1.3 2.0 V2 1.8 2.6 (rz00P t7IAFH, V3 0,6 0,6 Q P Q 3d 0 5I-EAPWA-L5 a tiPPR MPIIIM~ VI s 20 k + 34 LF - ( 59 #/') [ SR 83! ! mem w 1.3 k + 34 1-F - 39 #/' i�ii fir.. n PerWall; 59 + Co 0.83 ,- 71 #/' Z:Sk., V2 s 2,6 k + 18 LF - ( 149 *11) LI.' 1�1 1 f w 1.8 k 18 LF - 103 #/' �rr�rrrr 1_��1 urn r.. + - II - �, ' Perf Walt. 149 Co 1.00 149 #/' r� V3 s 0.6 k + 36 LF '- ( 17 #/') `% � a w 0.6 k + 36 LF - 17 #/' C(i :..c ' c Per?Wall 17 + Co 1.00 - 17 *t/' __ , WI MOW Ilia WINI7(k) 5n5MLC(k)_ VI 1.2 V2 2,.3 1,6 .© a.Q 3d a I PI.P.. tIAPH, V3 07 0.4 �� III� MN OEM � 04WW ••OO 5IEAt;WALL5 a LOW�12 FL.I I BI TII VI 5 2.0 k + 1.2 k 3 k + 54 LF 95.5 H/' f r, . Orw 1.3 k + 1.8 k - 3 k + 54 LF - 925 8 I i� ""•ix Per?Wall: 96 + Co 0.77 - 124 #/' F1'.__.- V2 s 2.6k + 1.6k - 4k + 18 LF =.' 240 iv' ' ... ..... ..... w 1.8 k + 2.3 k - 4 k 18 LF - 254 Hi. ��,, �+i 'WPeri Wall: 240 + Co 1.00 -•. 240 #1' 1. `� V3 s 0.6 k + 0,4 k - I k + 33 LF - 50.8 it/r t(,25 w 046 k + a7 k - I k + 55 LF - 40 Hi. - ! Pee WaI: 40 + Co 1.00 -. 40 #/' L_________ —- F El ��� ,r glii aliAl L.,....iiiil, F....Tali--r- , ,„,...,.„ 1—.mi ii -,. I -1-4 lillimilaillIgl"f" ...._ ...'' ._...E,.........r::.. J moi.:......._. ..< -......._. 4 t, l Sherman Engineering, Inc. LL 3151 NE Sandy Blvd. Portland,OR 97232 PPOJCf: 12/18/2015 (503)230-8876 Phone (503)226-4745 Fax PLAN 2bo4 AJW SIl7E/5117E LOADING WIND(k) 5E15MIC(k) VA 1,5 1,4 VP 2.6 2.6 (Poor 17IAP1-1, VC 1,3 1.2 4fAWWALL5 @ 1PP�P PLP 3 •5 S VA 5 1.4 k + 19 LF - ( 73 #/') .,wig, ...113 w 1.5 k + 19 LF = 78 #/' I �1 !n Perf Wdl, 18 + Co 0.71 - 110 #/' �, w+ V13 s 2,6 k + 25 LF - ILI �`�,, N ( lob #/ � Lam, W 2.6 k + 25 Lr = 106 #/' iniiii ii e,-r 1 Perf Wall: 106 + Co 1.00 - 106 #/' EIN •• 0 _ .F VC s 1.2 k + 17 L1 - ( 11 #/') .� Perf Wall: 76 + Co 0.63 - 121 #/' - £ w MOOR MOW C CBE MEM .0 tilS a:% W1Nt2(k) 515MIC(k) VA 1,4 0.7 V13 2.7 1.6 SLP. t7IAPH, VC 1.7 0.9 �,.15 z ffla:Mr51-EAPWALL5 @ LOW PLP °" 0 VA 5 1.4 k + 0.7 k = 2 k + 10 LP = 205 */. MOOR T• wa ji IA w i, k + 1.4k - 3k + to LP = 283 */. imm 151 +- . g Pert Wall: 263 + Co 0,70 - 404 #/' eferF I V13 s 2.6 k + 1.6 k - 4 k + 26 LP = 165 e/, Walt 111ip'_- -Fi 1 4116. -W 2.6 k + Z.7 k = 5 k 26 LF = 208 aF/ E 1 r 1111 �e✓ , 25• �✓ Perf Wall: 208 + Co 1.00 - 208 #/' It VC 5 1.2 k + 0.9 k = 2 k + 20 LP = 108 111' w 1.3 k + 1.7 k = 3 k + 20 if = 154 i/ t'Perf Wa l: 154 + Co 0.60 - 256 */' _._ __.�., E n IR5 Ai 4 M LUo SI-4EARWALL SGIEpULE WALL WALL FASTENER TYPE WOOD SILL PLATE WOOD SOLE PLATE SHEARWALL TO SNEARHALL TO ROOF WOOD SILL TO MARK(1) SHEATNIN6 (2) (BUILDER'S PREFERENCE) (5) TO GONG CONN. (4) TO RIM-ST./ELKO(5) ELKO/RIM BD. (6)BIRD BLOCK CONN.(p EXISTING FOUND. (6) 8D,0.131%2-1/2"POWER DRIVEN A, i`APA RATED SHAG ONE TIDE FASTENER OR I36AXI-V2"STAPLE, i"-DlA.XIO"AB.5 O I6d 0 6"0L. 'A35'a 24"0L. SIMP50N 7550'0 5144'S°14 WP W MinSPACE•b OG.EDGES d 12"0L.FIELD 32"OL. 24"OL. SPACED 060"OL. i"APA RATED 8D OJ31"X2-1/2"POWER DRIVEN FASTENER OR 13GAX1-1/2"STAPLE, i"-DIAXIO"A.B.5 0 SIMPSON'LS90'a SIMPSSON UFP' ezotNFU SHTG ONE SIDE SPACE 0 4'0GS.ED4 12"O.G.FIELD 24"OL. 1661 d+4°OL. A35'o IB'OL. 24.O.G. SPACED O 45'OL. \ ri"APA RATED 80 0.131"X2-I/2"POWER DRIVEN 51476 ONE SIDE FASTENER OR 136A.4-1/2"STAPLE, }"-DIAXIO"A.6.5 a 2Od a 3"0L. 'A35'a 12"O.G. SIMPSON 11.580'o SIMPSON IFP' (5505#) SPACE•3'0.6.EDGES 4 12"0G.FIELD I6"OL. 24'OL. SPACED 0 32"OL. Ei,APA RATED 8D OR 0.131"X2-V2"POVER DRIVEN SIMP'aON 7590'O 24" FASTENER 4 SPACE O 2"OG.ED6E5 4 3/4"-DIAXI2"AJ3.5 SIMA'SON IFP' (6-Op) 511.67 ONE SIDE 12"O.G.FIELD 0 24°OL. 20d 0 3"OL. A35'010'OG. OL.4 TlrtdDerl OK SPACED O 24"0L. REK /4,,,, 1"APA RATED SIMPSON 8D OR 0.131"X2-I/2"POWER DRIVEN X6" 1.58 FASTENER d SPACE 0 4"OL.EDGES d 3/4"-DIAX12"A.B.'S 20d 0 5"O.G.1 L590'0 12' (idol) SHT6 TWO SIDES 12°0L.FIELD O 20"O.G. 'A35'0 5"O.G. ASS'0 8.OL. OL.4 TunlaerLOK N/A /5\ 5\ j•APA RATED ED OR O.13I"X2-1/2"POWER DRIVEN SIMPS N'L54 FASTENER 4 SPACE 0 3"0.C.EDGES d 3/4"-DIAX12"AB.5 2061 a 3'q 0L.4 `+I ` O'O 12" (1010') 54416 TWO SIDES 12"0L.FIELD 0 18.D.C. 'A35'0 4 0L. A35'a b"OL. OG.i TlmberLOK WA �"APA RATED CO OR O.I31"X2-I/2"POWER DRIVEN SIMPSON SCREW FASTENER 4 SPACE 0 2"OL.ED6E5 i 3/4"-DIAX12"A.6.'S 2Od•o 3"O.G.* 7590 O 7" (15�) SHTG TWO SIDES 12°0.6.HELD 0 12"0L.(3X REVD) 'A35'0 3"O.G. O 4.OL. OL,4 TImb�LOK WA NOTES: I/4X6"SGREw I)ALLOWABLE SHEAR CAPACITY FOR TYPE'5'WALLS MAY BE INCREASED TO 330-PLF AND TYPE'G'WALLS MAY BE INCREASED TO 46O-PLF FOR WIND LOAMK 2J ALL PLYWOOD SHEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKINO. HERE DOUBLE PLY WALLS ARE REQUIRED,STAGGER STUDS THAT RECEIVE NAILING EACH SIDE OF WALL. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3X AND NAILS SHALL BE STAU6ERHXDBL 2X ACCEPTABLE WHEN SPIKED TOGETHER WITH Ibd SPACED TO MATCH SIEARWALL NAILING PATTERN). WALL 571.D SPACING SHALL BE SPACED AT A MAXIMUM OF 18"ON CENTER 3J DO NOT PENETRATE THE SURFACE OF THE SHEATHING WITH THE NAIL HEAD. LOCATE NAIL I"MIN.FROM PANEL EDGE. FOR WALL TYPES 5,G 4 D'-STAPLES ARE ALLOWED IN LIEU OF NAILING,USE EGA.X I-1/2"STAPLES. 3X(OR DBL 2X)REQUIRE AT PANEL EDGES FOR WALL TYPES 7D-H'. 4)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER*X5")3"INSTALLED(GALVANIZED AT TREATED SILLS) LOCATE ANCHOR BOLT 50 THAT EDGE OF PLATE WASHER IS WITHIN "AWAY FROM FACE OF PLYWOOD SHEATHING,AT DBL SHEATHED WALLS USE A 3X4 PLATE WASHER TO MAINTAIN THE i"EDGE DISTANCE. IF BOLT SPACING 15 GREATER THAN WALL LENGTH INSTALL AN ANCHOR BOLT V4THIN 12"OF EACH END OF HALL. 5)NAILING SHALL BE LOCATED IN THE CENTER OF THE RIM OR BLOCKING MATERIAL. A35'CLIPS CAN BE REPLACED BY'LPT5.'INSTALL'LPT5'OVER NAL PLYWOOD WHEN INSTALLED ON PLYNND.SIDE OF WALL. 6J SIMPSON CLIPS AT TOP OF HALLS ARE HOT REQUIRED IF WALL SHEATHING 15 LAPPED AND NAILED TO RIM ED.OR BLOCKING ABOVE. 'A35'CLIPS CAN BE REPLACED BY LPT5.' '7)INSTALL 7S'CLIPS FROM INSIDE OF BLOCKING TO SHEAR-WALL BELOW. V#ERE VENT BLOCKS ARE LOCATED,ADD UP DE AMOUNT OF CLIPS REQUIRED AT THE SHEAR-HALL L.BI6TH AND SPACE CLIPS AT NON-VENT BLOCK AREAS ALONG TIE SAME LINE.TIth rLOK SCREWS ARE REQURED AT TRUSS OHEY SPACED AT 24"ON CENTER. 8)SPECIAL INSPECTION 15 REQUIRED FOR POST-INSTALLED CONCRETE ANCHORS ON 51HPSON IFP'BRACKETS. EACH ANCHOR REGIMES A STANDARD GUT WASHER Sl.4EARWALL4g DETAILS: WOOD SOLE PLATE `� WOOD SOLE I TO RIM JST.IELKG AME AS PLATE NAILIN- "'' 5tEARYIALL TO ROOF WALL 5HT6 P.IRD rr,K c010t EDGE 4 .c _ NAILING TO • WOOD SOLE ii -` �\ ELKS PLATE 'ASS OR .�tio . ..{,. :, ... ....... E LPT5 �� • . . BRACKET • .. ..,.. N i 06111111, SBE NOTE II . '.'....w.. k0t`.' . SHEARWALL TOWOOD SILL PLATE % f.. BL1 G/RITOGONGC0I. (2) "-DIA.FRCP. IIBOLTS W/4-1/2" EM6EDMT. VWOOD SILL To Jnr..... SHEATHING VV EXISTING FOUND" FASTENERS PER SCHEDULE