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1 t Sherman Engineering, Inc. (503) 230-8876 Ph 31 5 I NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 226-4745 Fax SEI Job#:15-MSDE-04-043 IIOGGANS PARK - PLAN 28848 Lot 7 - Elevation A Tigard, OR December 18, 2015 4 5F 4,.5 Westwood homes, LLCS asci , 12700 NW Cornell Rd Portland, OR 97229 •- • r .N (503) 715-2383 o64 JO,\l 4p SHG el<P'f ES: 6/30/ Subject: Sheet No. Foundation: FD I Framing: Roof Beams RB headers hD I -11D5 Floor Beams FB I -FBI I Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LL6 Shearwalls LL7-LL8 Overturning LL9 Schedule LL I 0 Details D 1 -D29 SHERMAN ENG/NEER/NG, INC. FOOTING SCHEDULE 3/5/ N5 Sandy Blvd. FDI JOB: PLAN 2884 Portland, OR 97232 11/9/15 Client: WESTWOOD HOMES AJW et, soil = 1,500 psf(Assumed) REINFORCEMENT Number Type wallow P,allow FTG Size USE REBAR Ibs/ft 1175 width (inch) depth (inch) CI Cont. 1500 6,000 12 8 (I) #4 Cont C2 Continous 1750 7,000 14 8 (I) #4 Cont G3 Continous 2000 8,000 16 I 0 (2) #4 Cont C4 Continous 2250 9,000 18 10 (2) #4 Cont Number TypeFallow A FTG Size kips ft2 b (inch) I (inch) d (inch) Dearingsf) U5E REBAR PI Pad 3.4 2.3 Y 3 * x'K . , 1� y i 1500 Mu = 1.08k-ft As = .4 in2 a = 0.52 Mcap = II .66k-ft (2)# WAY ;, P2 Pad 6.0 40 �..;�_,>`; 1 1500 ,rte.�. x�.., �... ..,,. Mu = 2.55kft As = .4 in2 a = 0.39 Mcap = I1 .89k-ft , ;{ ( ) E WAYx. :- P3 Pad 9.4 6.3 i.li 10 , ' 1 504 Mu = 4.99kft As _ .4 m2 a = 0.31 Mcap = 12.04k-ft 4YaCx��EF' K �. AWAY , _5 7 P4 Pad 13.5 9.0 " u =�xa��>� ;.� �.� � :�'r��` � 'E 1500 M u = 8.61 k ft As = .6 in2 a = 0.39 M cap = 23.24 k-ft a "3)400„ iY P5 Pad 18.4 12.3 .< `��.ATNitinE..MEa 1502 Mu = 13.69k-ft As = .8 in2 a = 0.45 M cap = 30.79 k-ft ,A:90.400,.- P6 Pad 24.0 16.0 8 ,vX.* `r- 4 ° a`'y 1 tl 1 500 Y M u = 20.4 k-ft As = .8 m2 a = 0.39 M cap = 30.99 k-ft �(4�, aWY� �y Pad Q 18.8 I. d P7 28.8 �cka°tNcW _dv 3�'a-: OSEMA tir i. . 1 534 Mu = 26.52kft As = I. in2 a = 0.45 Mcap = 38.46k-ftEt tAW 'u P8 Pad 40.0 28.4 N r Y 174 �> Ii 1406 M u = 45.33 k-ft As = 1.2 in2 a = 0 44 M cap = 46.22 k-ft f„{ P9 Pad 50.0 36IIMEMinintagagl 1389 M u = 63.75kft As = 1.55 in2 a = 0.51 Mcap = 87.14kft ttlbtitfilltiOitA P I O Pad G5.0 42.3 3ff7 , }, ..'..`` . 01514t1 1538 M u = 89.78 k-ft As = 1.86 in2 a = 0.56 M ca 104.11 p - k-ft ���'� �L- �A�•y",:oodng Schedule-Project � t • BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING RBI Date: I 1/04/15 Selection PT 4x 8 tip#1 Lu = 0.0 Ft Conditions NDS 2001 , Incised Mm Bearing Area RI = 2.1 int R2= 2.1 in2 (I .5) DL Defl= 0.06 in Data Beam Span 7.5 ft Reaction I LL 516# Reaction 2 LL 516# Seam 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) 71 I # Ti.Max Defl L/240 TL Actual Defl L/74 I LL Max Deft L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 30.66 25.38 0.I 2 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 mil) Fc I(psi) Values Reference Values 975 150 I.5 405 Adjusted Values 1166 138 1.4 405 Adjustments CF Size Factor I.300 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 I .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. *DI 5eamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664 l3 PLAN 2884 FRAMING HD I Date: I 1/04/15 Selection 4x I O DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R F= 3.2 int R2= 3.2 int (1 .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 1 TL 2020# Reaction 2 TL 2020# Bm Wt Included 39# Maximum V 2020# Max Moment 2525'# Max V(Reduced) 1397# 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 Deft (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 I% 15% I I% FL,(psi) Fv(psi) E(psi x mit) Fc_l_(psi) Values Reference Values 900 180 I .6 625 Adjusted Values 1242 207 I .G 625 Adjustments CF Size Factor I.200 Cd Duration 1.15 I.I 5 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: 500 Uniform TL: 800 = A Uniform Load A /\ /\ R I = 2020 R2 = 2020 SPAN = 5 FT • Uniform and partial uniform loads are lbs per lineal ft. I I , { CE BeamChek v2007 hcensed to:Sherman Eng;neenng Inc Reg#7992-66413 PLAN 2884 FRAMING I1D2 Date: 11/04/15 Selection 4x 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I= 0,7 int R2= 0.7 in2 (1.5) DL Defl= 0.03 in Data Beam Span 10.0 ft Reaction 1 LL 250# Reaction 2 LL 250# Beam Wt per ft 7.87# Reaction I TL 439# Reaction 2 IL 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 Defl(in) LL Deft 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 mil) Fc (psi) Values Reference Values 900 180 1 .6 625 Adjusted Values 1242 207 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1 .15 1 .15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use I.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 R I = 439 R2 = 439 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. 14D3 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING HD3 Date: 11/04/15 Selection 4x 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 0.4 m2 R2= 0.4 m2 (1.5) 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 1 TL 275 # Reaction 2 TL 275 # Bm Wt Included 49# Maximum V 275 # Max Moment 429'# Max V(Reduced) 207# TL Max Deft L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (m3) 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% Pb, (psi) Fv(psi) E(psi x mil) Fc.i.(psi) Values Reference Values 900 I80 I.6 625 Adjusted Values 1242 207 I.6 625 Adjustments CF Size Factor I .200 Cd Duration 1 .15 I.I 5 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 Uniform Load A R1 = 275 R2 = 275 SPAN = 6.25 FT Uniform and partial uniform loads are lbs per lineal ft. LD1. BeamChek v2OO7 licensed to:Sherman Engmeermg Inc Reg#7992-66413 PLAN 2884 FRAMING 11D4 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 m2R2= 4.8 in2 (I .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 1 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 Attnbutes Section (ins) Shear(in2) 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 mu) 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 WA Cm Wet Use I.00 I.00 I.00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 1482 3.25 50 H = 80 0 3.25 250 1 = 344 3.25 16.0 H Pt loads: E . . RI = 3295 R2 = 3098 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. 14 DS BeamChek v2007 licensed to:Sherman Engmeermg Inc Reg#75.92-G6413 PLAN 2884 FRAMING HD5 Date: I 1/04/15 Selection Gx 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I= 0.6 m2 R2= 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 1 TL 371 # Reaction 2 TL 371 # Bm Wt Included 102 # Maximum V 371 # Max Moment 742'# Max V(Reduced) 297# IL Max Defl L/240 TL Actual Def( L/ >1000 L/364 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ina) Shear(mn2) TL Defl (in) LL Deft Actual 82.73 52.25 0.02 <0.01 Critical 8.84 • 2.28 0.40 0.27 Status OK OK OK OK Ratio 1 I% 4% 5% 3% Fb(psi) Fv(psi) E(psi x mu) Fc i(psi) Values Reference Values 875 170 1.3 625 Adjusted Values 1006 196 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration I .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 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 50 Uniform IL: 80 = A Uniform Load A RI -- 371 R2 = 371 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. I 6eamChek v2007 licensed to:Sherman Engineering Inc Reg#79.92-66413 PLAN 2884 FRAMING FB I Date: 11/04/15 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 2.0 m?R2= 4.8 in2 (I .5) DL Defl= 0.38 in 0.57 in Data Beam Span 16.0 ft Reaction 1 LL 426# Reaction 2 LL 426# Beam Wt per ft 14.94 # Reaction I IL 1312 # 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 11 Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 123.00 61.50 0.44 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) Fol.(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: 53 Uniform IL: 73 = A rPoint TL Distance B = 2991 12.75 Uniform Load A Pt loads: 0 RI = 1312 R2 = 3088 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engrneerng Inc Reg#7992-664/3 PLAN 2884 FRAMING FB2 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 = 4.6 in2R2= 5.0 inz (I .5) DL Defl= 0.07 in 0.1 I in Data Beam Span I I .5 ft Reaction I LI 2113 # Reaction 211 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 # TL Max Defl L/240 TL Actual Deft L/72 I LL Max Defl L/360 LI Actual Defl L/>1000 Attrrbutes Section (ins) Shear(m2) TL Defl (m) 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 3G% 27% 33% 31% 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 1 .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1.00 1.00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Par Unif LL Par Unif TL Start End 360 11 = 495 0 8.0 440 I = 605 8.0 I I .5 11 R I = 2991 R2 = 3259 SPAN = 1 1 .5 FT Uniform and partial uniform loads are lbs per lineal ft. r63 BeamChek v2007 licensed to:5herman Engineering Inc Reg#7592-66413 PLAN 2884 FRAMING FB3 Date: 11/04/15 5e ction 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Beanng Area RI = 4.0 in2R.2= 4.0 in2 (I .5) DL Defl= 0.26 in 0.39 in Data Beam 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 I 1348'# Max V(Reduced) 2297# TL Max Defl L/240 TL Actual Defl L/366 LL Max Defl L/360 LL Actual Defl L/66 I Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl 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 I.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 I .00 1 .00 1 .00 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = O.0 _Loads Uniform LL: 50 Uniform TL: 80 = A . Par Unif LL Par Unif TL Start End 100 F1 = 138 0 17.5 42 1 = 64 0 17.5 II Uniform Load A RI = 2594 R2 = 2594 SPAN = 17.5 FT Uniform and partial uniform loads are lbs per lineal ft. r r pipt BeamChek v2007 licensed to:5herman Engineering Inc Reg#7552-66413 PLAN 2884 FRAMING FB4A Date: 12/10/15 Selection 5-I/4x I I-7/8 2.0E TJ Parallam W.5. PSL Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area R I = 18.5 m2 R2= 8.1 in2 (I .5) DL Defl= 0.05 in Data Beam Span 5.0 ft Reaction I 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 I4492'# Max V(Reduced) 113 13 # TL Max Defl L/ 240 IL 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 58.5 I 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 1.001 Cd Duration 1 .00 I.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: 363 Uniform IL: 580 = A Point TL Distance Par Unif LL Par Unif TL Start End B = 13600 I .25 53 h = 73 0 5.0 42 1 = G4 0 5.0 I1 Uniform Load A Pt loads: 0 / \ R I = 12042 R2 = 5242 SPAN = 5FT Uniform and partial uniform loads are lbs per lineal ft. F&5 BeamChek v2007 licensed to:Sherman Engmeenng Inc Reg I 7992-664/3 PLAN 2884 FRAMING FB5 Date: 11/04/1 5 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 3.4 in2R2= 3.7 in2 (I .5) DL Defl 0.02 in 0.02 in Data Beam Span G.0 ft Reaction I 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) 168 I # IL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attrrbutes Section (in3) Shear(in2) IL Defl(in) LL Defl Actual 75.00 37.50 0.03 0.02 Critical 17.91 10.51 0.30 0.20 Status OK OK OK OK Ratio 24% 28% 1 I% 9% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 G50 Adjusted Values 2400 240 I .8 G50 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: 500 Uniform TL: 688 = A Point TL Distance 8 = 432 4.0 Uniform Load A Pt loads: / \ RI = 2234 R2 = 2378 SPAN = G FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engmeerrng Inc Reg#7992-664/.3 PLAN 2884 FRAMING Date: I 1/04/15 Selection I-3/4x I 1-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft Condition NDS 2001 Min Bearing Area RI = 0.6 in2R2= 0.6 in2 (I.5) DL Defl= 0.03 in Data Beam Span 1 1 .0 ft Reaction I LL 293 # Reaction 2 LL 293 # Beam Wt per ft 5.34# Reaction 1 TL 432 # Reaction 2 TL 432 # Sm 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 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 L (psi) Values Reference Values 2600 285 I .9 750 Adjusted Values 2604 285 I.9 750 Adjustments CF Size Factor 1 .001 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: 53 Uniform TL: 73 = A Uniform Load A 0 RI = 432 R2 = 432 SPAN = I I FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2OO7 licensed to:Sherman engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FB7 Date: 11/04/15 Selection 5-I/8x 12 GM 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area R I= 4.0 m2 R2= 4.0 in2 (1.5) DL Defl= 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 1 TL 2613 # Reaction 2 TL 2613 # Bm Wt Included 153 # Maximum V 2613 # Max Moment 6697'# Max V(Reduced) 2104# TL Max Defl L/240 TL Actual Defl. L/>1000 LL Max Deft L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(m2) TL Defl (in) LL Deft Actual 123.00 61 .50 0.11 0.07 Critical 33.49 13.15 0.51 0.34 Status OK OK OK OK Ratio 27% 21% 21% 20% Fb (psi) Fv(psi) E(psi x mil) Fc.-.1_(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 N/A Cm Wet Use I .00 1.00 1.00 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform Lb 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. . fjZSpc' • BeamChek v2007 licensed to:Sherman Engmeenng Inc Reg A 7992-664/3 PLAN 2884 FRAMING FB8 Date: 11/04/1 5 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 Deft= 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 59 12 # 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 Defi L/397 LI 364 LL Max Defl L/360 LL Actual Defi L/698 Attributes Section (ins) Shear(int) TL Defl (in) LL Defl 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) 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 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 Point TL Distance Par Umf LL Par Umf TL Start End 8 = 585 5.0 320 H = 440 0 5.0 440 1 = 605 5.0 19.75 I II Pt loads: RI = 5912 R2 = 6239 SPAN = 19.75 FT Uniform and partial uniform loads are lbs per lineal ft. t f61 BearnChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING FB9 Date: I 1/04/15 Selection 1-3/4x I I-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 200 I. Overhang Min Bearing Area RI = 0.8 m2 R2= 2.0 in2 (1.5) DL Deft= 0.06 in. Data Beam Span I I .5 ft Reaction I LL 389# Reaction 211 952 # 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 Defl L/> 1000 L/582 LL Max Defl 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 -0.0I 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 I .9 750 Adjusted Values 2604 285 I.9 750 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 I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 53 Uniform TL: 73 = A (Uniform LA on Backspan) Par Unif 11 Par Unif TL Start End 188 H = 300 8.25 1 1 .5 53 K= 73 (011) 0 0.5 188 L = 300 (OH) 0 0.5 H L Uniform Load A I K / /\ R I = 585 R2 = 1482 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. nqA 5eamChek v2007 licensed to:5herman Engineering Inc Reg#7.992-66413 PLAN 2584 FRAMING FB9A Date: 11/04/15 Selection I-3/4x I I-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Lu @Oli = 0.0 Ft Conditions NDS 2001,Overhang Min Bearing Area RI = I.1 in2R2= 2.5 in2 (1.5) DL Deft= 0.10 in. Data Beam Span I 1 .5 ft Reaction 1 LL 550# Reaction 2 LL 1 214# Beam Wt per ft 5.34 # Reaction I TL 842 # Reaction 2 TL 1900# Bm Wt Included G4 # Maximum V 1711 # 0.5 ft Max Moment 3865'# Max V(Reduced) 1336# 12.0 ft TL Max Deft L/240 TL Actual Defl L/6 15 L/364 LL Max Defl L/360 LL Actual Defl L/>1000 L/668 Attributes Section (in3) Shear(int) TL Deft (in) Li 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% GG% 54% 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 1.00 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 CI Stability @ Oil I .0000 Rb = 0.00 Le = 0.00 Ft Loads 'Uniform LL: 53 Uniform TL: 73 = A Uniform 14 on Backs an Par Unif LL Par Unif TL Start End 188 11 = 300 6.0 I 1 .5 53 K= 73 (OI1) 0 0.5 188 L = 300 (011) 0 0.5 11 L Uniform Load A K RI = 842 R2 = 1900 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. r i ?Pp BeamChek v20O7 licensed to:Sherman Engineering Inc Reg#Z9,92-66-413 PLAN 2884 FRAMING FBI 0 Date: 11/04/15 Selection 5-I/8x 12 GM 24F-V4 DF/DF Lu = 0.0 Ft Conditions NOS 2001 Min Bearing Area R I = 3.3 m2R2= 3.3 in2 (1.5) 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 (in3) Shear(in2) 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 mu) 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 I.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 li = 160 0 10.25 Ii Uniform Load A /\ /\ RI = 2165 R2 = 2165 SPAN = 10.25 FT Uniform and partial uniform loads are lbs per lineal ft. r , Est( BeamChek v2OO7 licensed to:Sherman Engrneermg Inc Reg#7992-664/3 PLAN 2884 FRAMING FBI I Date: I 1/04/15 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = I.5 in2R2= I .5 in2 (1.5) DL Defl= <0.01 irRecom 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 1 TL 1003 # Reaction 2 TL 1003 # Bm Wt Included 71 # Maximum V 1003 # Max Moment 119 I '# Max V(Reduced) 581 # TL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl LI>1000 Attributes Section (ins) Shear(m2) TL Deft (in) IL Deft 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 mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1 .000 Cd Duration I.00 I.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: 180 Uniform TL: 248 = A Par Unif LL Par Unif TL Start End 100 11 = 160 0 4.75 hi Uniform Load A /\ RI = 1003 R2 = 1003 SPAN = 4.75 FT Uniform and partial uniform loads are lbs per lineal ft. r , DeamChek v2007 hcensed to:Sherman Engmeenng Inc Reg#7992-66413 PLAN 2884 FRAMING FB12 Date: 12/10/15 .5election 5-1/8x 18 GO 24F-V8 DF/DF Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions ND5 2001 , Overhang Mm Bearing Area R I = I I .7 iri.2= 15.3 in2 (I .5) DL Defl= 0.25 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 Defl L/240 TL Actual Defl L/479 011 TL Actual Defl L/305 LL Max Defl L/360 LL Actual Defl L/ >1000 011 LL Actual Defl L/ < -1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl OH TL Defl 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_l_(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 I.00 I.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 B = 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: 0 RI = 7605 R2 = 9942 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. Fioggans Park- Plan 2884 Lateral Load LL 11/4/15 2012 IBC djY>;?�*!, ;;a• Per ASCE 7-10 Basic Wind Speed 120 Kzt - 1.00 Exposure Category- B A = 1.00 Building Height= 18 I = 1.00 Roof Slope= 8 :12 = 33.7' Zone Pressure ASD LC ASD Pressure A 25.7 0.6 = I5.4 B 17.6 0.6 = 10.6 C 20.4 0.6 = 12.2 D 14.0 0.6 = 8.4 •End Zone Distance: Eave Ht(ft) 18 x 40% s 7.2 ft Bldg Width(ft) 40 x 10% = 4.0 ft Width x4%- I.6 ft Bldg Length(ft) 50 x 10% = 5.0 ft Length x4%= 2.0 ft Minimum= 4.0 ft Edge Strip= 4.0 ft (End Zone=2x Edge Strip) End Zone Per IBC 2012 Use Group= I Number of Stories= 2 <3 -► Simplified analysis per IBC Section 1613.5.6.2 54, = 0.718 R = 6.5 V = 1.254, W DIM < <"W. • Roof W= 15.0 2205 = 33.1 Walls = 8 8.0 ft 1/2 181 = 5.8 Partitions = 6 8.0 ft 1/2 136 = 3.3 E 42.1 x 18 = 758 Floor W= 15 1920 = 28.8 Walls = 8 9.0 ft 1/2 1 7G + 5.8 = 12.1 Partitions = 6 9.0 ft 1/2 70 + 3.3 = 5.2 CN 46.1 x 10 = 461 88.2 �r X 0.133 = Base Shear Distribution: Qru = I I.7 X 758 = 7.3 = aL ' 1219 1.4 ` R Qrir = I I.7 X 461 = 4.4 = ;.a ° LL-2012 e4ProJea NEW 11/4/2015 Design Maps Summary Report 111USIiS Design Maps Summary Report 1,(,2 User-Specified Input Report Title Tigard, OR Wed November 4,2015 17:05:36 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43767°N, 122.79487°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III • �✓ �� k`�h `� �+ "`4 � f .x It-„a yf P a 3 �"�' gip. - bx i t ' ✓`t o e x,71•'‘ 71 r.at y�. • '9'°"4 »o $+v iyg } £T' Y t trr. ft aH a i ,fir. g C I s+a e � s §r s, t .( & 1 � .C7�h. € '' 9""' � �r'" 'G"l�' `� t'+t^FG ,,�Y Y -a "•.r ���t�' �p' "Su C p", L 'i '�,y;sY tY�f�Sr„(� si l, ,v� P�'�� �Tk �,,� 5 ✓i r i t-4 s fr"'�. t.. F 1/ Y r'� y p ��,s?Aye,,' r t r a q'�y"�r ; ( �, 'Fht f23't' ` r'r :Y rt?�C'ar .°"; .� S. x'R S +Rasp b 7+ 1 s s'+«-tr"' � 3~'n2r"ti�,tl v+rtxY.1�r6�c.r'K'y7e.a.,,u 4v'w'r,.w'°"y"r°�_. 'rs.�z`'nt7"`ye-."�r�fi4Pif',x`�tdim s1x^"+te�"'' rtetA..'",*3.r r.. 'S,✓ar§rrsc'r i x4e tro'::.f 3a-a}'rr&m',w'•,5p'3a'�ra6K'r�tex.t�a:t d t<Yt"CA'§�a,"1 fi�::tl�` �C +"r'Y`'F Y -wYAee"t.+,«y�,.aAvii..4}`1'r� ••'•", m • ;,•„,,,,,,,,A•2; t�h r nrya,F`artJ, 7pSixt',:t^ a�`� r<"#f �, t%14.'4 .4�"6^,1 .:50,4,M7 t k4 •.=1.�y,P� Fjyc(l` r«s 1 � iy,�y§! 2":21' !3YTY. rv, oii41' t,1 'C . § _g "" E ' ip',4F ..e •rk°u . Y +ic' d{ rrn y1 t }"�, "ry' i9 §4 S.c 1 rr di fis � � r sad s . 3 F§ l'J t1 "1.t°� "r 3> t 1 s ' `� fid i - g .A ✓ .; ��'e A� �t" • } Tg $'rs 5 '9 • " -, § e '41. y� r�{�tN"�'t"her 't,"Bc �T� nrZ"n � �1'y. xr < t K.�- .t s.-.rl'1<I i Fr£h c � i r �� t 4�' .� '�i "r£g '�"' .r -.14vN�•a ra '} '� ,"�t h �,.. • ?di'e's,�jj' r x Frl. t aa'"iC fi,r .Sc ' r g raw •rr{.a ary. rt ,r tjy • (fSW a n, y� v t d > ., s" `G& i ,i s d` r s it �r`r'e,r fp' 4.."" ..� 7 f i s .r ,r.#rw.dr '7 r vr y rjS r G 7 }r. .r t r �n. s�'j "a�i a,' a �, W...SSEwr 3 F� �w P . ;4" yam' r USGS-Provided Output Ss = 0.967g Spas = 1.077g SDS -4" 0.718g S1 = 0.423 g Sral = 0.667 g Sol = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. DICER Response Spectrum Design Response Spectrum • 1.10 0.72 O.33 0.54 0.81 0.55 0.77 Aft ww 0.48 III 0.65 0� 0.55 , 0.40 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.09 MOO 0.00 0.00 0.20 0.40 0.50 0.90 1.00 1.20 1.40 1.60 1.10 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 100 Period.T(sec) Period. T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the http://ehp1-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.437672&longitude=-1?2794867&sitedass=3&riskcategory=0... 1(2 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: Plan 2884 Loading: FRONT/BACK V1 V2 V3 V4 Roof Wall End Zone= � psf 'psf % Interior= ,.,_psf - psf End Zone v I Interior 1 ♦ End Zone End Zone Length = �t;- ft Roof Ht. „ 'y'ft Diaph 1 width �; ft Wall Ht.4�if, 'ft Qn Qn Qn Diaph 2 width kV ft Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips 1 End Left ;':V n 4"' . . , ,A',),-.1W5.,:::, .' 5. : q 4t1.7 , Mstii'Zi- s � r ;? a 3 , 1 ^yy ` 1 .1;4'?' &2 Inter / 1,1,1,,t.;{g:ae . : 'r' k ' i ° 1, S. a.v.. t'r� -t ��i , -olt x 1;f 3 End Right __ '1.-,, L Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load Mb trib total Q UPR FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips 1 End Left s , N ' n is.1 c.,,,,._,,''7s,,�+, °� ret * t,,t:gs ® t: �TM -..r ' s AL. 1 " � ,..Interr t,,,,- .z"f! �s: ;� r,/, . _� �sf,�.� ' �5 �77;7.77,, ,,,-,54...4',:,.., ,i,.€it' `' rtii , F ��a ����'' � ��,} F �` s�a� ' a� � :� ,Ar':;‘,;:-.17 ,' ' � ; , }3 End Right r'''., ,s 1 11- , li*to MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= .psf .1,..:,.-',:, 1,.„.7.i..,„,'psf Interior= 4 " psf 9 r psf LINE ROOF UPR FLR TOTAL Wall Ht. 1 1.7 0.83 kfill 2 2.1 1.0 , i. �� Diaph 1 widthi';„, ft 3 0.6 0.3 a ,'...<<;a.. " *; " Diaph 2 width': �,4 ft R' SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q MAIN FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips 1 End Left , 2 Inter i : i1;Iy'4-4E ns Ok4.0 :. 3 End Right SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: Plan 2884 Loading: SIDE/SIDE I V1 V2 V3 V4 Roof Wall End Zone=t i?*psf psf t psf Interior= i2 psf e ,; psf End Zone y I Interior 1 y End Zone End Zone Length= ft Roof Ht . ft Diaph 1 width x -4,ft Wall Ht.Ili ; ft Qn Qn Qn Diaph 2 widths7`uft Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left ioalturiz gs r iii `r '�' 0 B Intel ' s �� max^; A'� �' +(� :•ttag F: ,. C End Right __ .p i" U`' Ir1a w,.. t§ r i_ Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load (rib trib total load trib Crib total load trib Crib total Q UPR FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left 5 4 r' 3�I 44 ,Ac E B Inter ft ' „ ' P Iv�'n3 1$. ti f yk ` w d "4 1: .1 c %f`'a, `l iy F ''ti Yw�i'��, _rx _ f�",u< K 5. ..gin 3• ....' .�. gas �t 3-T .3-- rt' C End Right ,: q . ,' I 1 �� MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= :psf _:-.I.00;) psf Interior i' .psf �. � k psf LINE ROOF UPR FLR TOTAL Wall Ht -. A 0.0 1.3 ItB 0.0 2.2 Diaph 1 width';; ft c o.0 1.2 °g9 1 ��� Diaph 2 width ft �� � u\ r SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load . trib Crib total load trib trib total load trib trib total Q MAIN FLR width height width width height width width height width width height width sf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left B Inter -c6"f 'X`'� , s3. ,+� "'�� ,`„ ?s �^•`' k:b a. 5 t.t -4 u 'cs:c a 2 t T -.t 7 r C End Right � `...; ,> �.? . ' �, F Sherman Engineering, Inc. Lr7 3151 NE Sandy Blvd. Portland,OR 97232 Pf;OIC I: 12/18/2015 (503)230-8876 Phone (503)226-4745 Fax PLAN 2bb4 MW MOW/I3ACK LOADING WIND(k) 5EI5MIC(k) VI 2.5 2.0 V2 3.2 2.6 00F DIAPN, V3 0,9 0.6 01049 apt n 51 At?WALL5 c LIPKP FIX -7--- 11110—L___ . VI 5 2.0 k + 34 LF = ( 59 #/') w 2.5 k + 34 LF - 74 4/' ti(g6M �°Il- Perf Wall: 74 + Co 0,83 - 89 #I' ' �' V2 s 2.6 k + 18 LF - ( 149 4/') L I' I. w 32 k + 18 LF - 183 #/' 1111Ahh '1 �(((((i r' Perf Wall: 183 + Co 1.00 - 183 41' = 111111111o V3 5 0.6 k + 36 LF - ( 17 #/') r -- Pee Wall: 25 + Co 1.00 -' 25 #1' I '°°M AIM C WIND(k) %I5MICC k) VI 1.8 1.2 V2 2. 1.6 ©p 0 3d •0 FIX, DIAPN, V3 0.7 0,4 IIIIIIffiM.IIIIIIIIIIIIIIII EICIE aMPIW —1------- 00 5I-EAPWALL5 ©LOWP FLt; - I Map a Ili VI 5 2,0 k + 1,2 k 3 k ' I Cl 40,6\ - + 3� LP = 95.5 ,�, 8 S C' MAGA rano w 2.5 k + 1.8 k - 4 k + 34 LP - 128 i�, r.l■ PerfWall: 128 + Co 0,77 - 167 #/' Ii ' F4 1 .._._ V2 5 2,6 k + 1,6 k - 4 k + 18 LP -- 240 ii,'AE=L w 3.2 k + 2.3 k - 6 k 18 LP - 314 11 314 y825 Perf Wall: 314 + Co 1.00 - 314 4/' ZNr1 V3 5 0.6 k + 0.4 k - 1 k + 33 LP .' 30.8 */. �-3 30,0.0 11.25 _ t w 0.9k + 0.7k - 2k + 33 LP - 49.2 iv. Perf WA!: 49 + Co 1.00 - 49 4/' r ,� �_... 77 tk - J n' \`._ rra [.-rw= _ o rr 111(AE 1111 I :l.:i_I:..� I 1=1;l1 i 4 4f. Sherman Engineering, Inc. LI-$ 3151 NE Sandy Blvd. Portland, OR 97232 MMO ICI: 12/16/2015 (503)230-8876 Phone (503)226-4745 Fax PLAN 281-34 AJW 51r/5117E LOAPING WINI7(k) 5�15MIC(k) VA 13 1.4 VP 2.2 2.6 C;OOF f7IAPH. VC 1.2 1.2 5 FAJWALL5 © UFPEf;EIS ---= 3g4 6 el w 15 k + 19 LF - 68 #/' s.ca, 1 ..Am I in Pert'Wall: 73 + Co 0.71 - 102 #/' '- J al ofG V13 5 2.6 k + 25 LI a I X11111 i r � 44/ i, . 106 #/ � �` �--�� W 2.2 k - 25 1.r - 90 ' Ilr 1r O Perf Wall: 106 + Co 1,00 - 106 #/' 1441110 VC s 1.2 k + 17 1-F - ( 71 #/') jj�� w LZk - 17 LF - 11 #/' Perf Wall: 71 + Co 0,63 - 112 #/' L1.100A MOM ilk 2,5 J u. a A WIN12(k) 5M5MIC(k) VA 1.4 0,7 VI3 2.7 1,6 I F1.V, PIAPH. VC 1.7 0.9 44) 4.0 4111 SI ARWAl.1.5 © LOW Eft? a..m *3 1-j0.3 Imo, ,--� VA s 1.4 k + 0.7 k - 2 k _ 10 I,P - 205 4i/ A. (a t mow w 1.3 k + 1.4 k - 3 k + 10 Lr - 263 iv, I 1; '"�' ..561-1 _ N� Perf Wall: 263 + Co 0,10 -' 376 #/' VPs 2.6 k + 1.6 k - 4 k 26 LP .' l65 «/ ''"`'4 Ill` _, 9 R 1 0 i w 2.2 k + 2.7k - 5k + 26I.-P - 192 n/. i. 4 Perf Wall: 192 + Co 1,00 - 192 #/' *.# �5•S VC 5 I,2k + 0,9 k - 2k + 20 LP - 108 .1v - w 1.2 k + 1.7 k - 3 k + 20 V .. 149 'i/. t Perf Wall: 149 + Co 0.60 - 248 #/' .33 P to (.95 / OVERTURNING - FRONT BACK PLAN 2884 LL t 11/10/2015 GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIB LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINE I V-2 34 0.089 8 20 15 210.39 WIND 24.2 0.00 -3.00 a k P.w/ I Za V-1 34 0.167 9 4 15 76.30 WIND 51.1 -3.00 -2.84 ' kC . LINE 2 V-2 18 0.183 8 15 15 46.82 WIND 26.4 0.00 -0. 10 O ► Lr` V-1 18 0.314 9 4 15 21.38 WIND 50.9 -0. I 0 2.02 ,14.63= LINE 3 V-2 12.25 0.025 8 20 15 27.31 . WIND 2.5 0.00 -I . 1440aiistE K V-1 8.5 0.049 9 4 15 4.77 WIND 3.7 -I . 14 -I .03 riii ;* > ; kiirgV ?,' za3 OVERTURNING - SIDE TO SIDE GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT MB LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINE A V-2 8.5 0.102 8 4 15 4.48 SEISMIC 6.9 0.00 0.50 M1 V-2 2.5 0.073 8 4 15 0.39 SEISMIC t5 0.00 0.49 r r>x ,Use V-1 1.75 0.263 9 4 15 0.20 WIND 4.1 0.00 2.30 V-1 6.75 0.376 9 4 15 3.01 WIND 22.8 0.49 3.6 I - g� , e'oxil, .I4 7t LINE B V-2 24.5 0.106 8 4 15 37.22 WIND 20.8 0.00 -0.06 it.1•,,:1342.. .OK., 0.- .,, _Z& V-1 26 0.192 9 10 15 75.04 WIND 44.9 -0.0G -0.07 f`".:_ r OK. kx a 's : * LINE C V-2 12.5 0.112 8 4 15 9.69 WIND 11.2 0.00 0.43 V-2 4.5 . 0.071 8 4 15 1.26 WIND 2.6 0.00 0.40 , Use V-1 7 0.148 9 11 15 5.81 WIND 9.3 0.40 I .23 V-1 5.25 0.248 9 11 15 3.27 WIND 11.7 0.43 2.29 .1 , tl r; V-1 7 0.248 9 11 15 5.81 WIND 15.6 0.00 1 .73 OT-Project-Plan 2884L S I .l A, LUC 5I-4EARUALL SCHEDULE MARKWALL WALL FASTENER TYPE HOOD SILL PLATE WOOD SALE PLATE SHEARNALL TO SEAWALL TO ROOF WOOD SILL TO (I) SHEATHING (2)(BUILDERS PREFERENCE) (3) TO GONG CONN. (4) TO RIM J5T/BLK6(5) BLK6/RIM BD. (6) BIRD BLOCK COtCJ.Cl) EXISTING FOUND. (8J /5\ I�"APA RATS 8D,OJ3P1'X2-1/2"POWER DRIVB.1 ( FASTENER OR I36AX1-I/2"STAPLE, J1"-DIAXIO"AB.'S 0 SIMPSON L550`® SIMPSON UTP' SHT8 ONE SIDE 32"OC. ibd,b"OL. 'AM'0 24"OL. SPACE 0 6"OL.eases 4 12"OL.FIELD 24"OL: SPACED 0 60"O.G. ri"APA RATED 812 0J31°X2-1/2"POWER DRIVEN U FASTEER OR 136AXI-I/2°STAPLE. J1"-PIAXIO"AJ3.5 0SIMPSON LSAO'0 SIMPSON'UFP' 51416 ONE SIDE t6d 0 40 OL. A35'018"OL. ^ SPACE a 4'Oh.EDGES 4 12"Oh.FIELD 24,E OL• 24'OG. , D f"APA RATED 8D,0J31'X2-I/2"POWER DRIVEN SPACED 0 45"O.G. 51416 ONE 5112E FASTENER OR 136AX }" 1-1/2"STAPLE, -DIAXIO"A.B.5 0 204 0 3"OL. 'A35'012"O.G. SIMPSON L540'0 SIMPSON'UTP' � SPACE 0 3'OL.EASES d 12"O.GC.Fr>0 32'O.G. /E\ i"APA RATS 812 OR 0.131"X2-1/2"POWER DRIVEN 3/4"-DIA.XI2"AJ3.5 SIMPSON LS90'024' 12.oh. 4 SPACE O 2"OL. 4 204 o 3"Oh. A35'0 10"OL. Oh.t TNM�erLOK SPACED 24"Oh. (bTOd) 51416 ONE SIDE0 24"OL. � t2 Oh..FIELD /F\ /I"APA RATED 812 OR 0.131"X2-1/2"POWER DRIVEN I/4X6 SCREW FASTENER4 SPADE O 4'OL.EDGES d 3/4"-DIA.XI2"AE.5 20d 0 5"O.G.d `I L590'0 12" (7,100) 6 TWO SIDES 12"OL.FIELD 020"O.G. A35'0 5"OL. ASS'0 8'OL. Oh.d ThnberLOK WA 8D OR O.13I"X2-1/2"POWER DRIVEN I/4X6"SCREW 'APA RATS FASTENER 4 SPADE O 3°O.G.was 4 3/41"DIAX12'AE.5 20d 0 3"Oh.4 SIS'L540'0 12" (1010d) 5a-r6 TWO SIDES.12"OL.FIELD 0 I8"OL. 'A35'0 4"OL. A35'0 b'Oh. OL.t TirrberLOK N/A H 'APA RATED �' 0.131" I/2'POWER DRIVEN I/4X6"SCREW FASTEN d SPX2-ACE 0 2°OL. t 3/4'-DIAXI2°A13.5 god 0 3"OL.t SIMPSON tSclo'0 1" (15800 911115TNO SIDES 12.Oh.FIELD 0 12"OL.(3X REDD) 'A35'0 3"Oh. A35'0 4"OL. OL.d 7./mberLOK N/A NOTES: v.06"SGR131 I)ALLOWABLE SHEAR CAPACITY FOR TYPE'5'WALLS MAY BE INCREASED TO 330-PLF AND TYPE'C'WALLS MAY BE INCREASED TO 460-PLF FOR WINO LOADING 2)ALL PLYWOOD SIEATHAIG EDGES,SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING. WHERE DOUBLE P�LY. WALLS ARE REWIRED,STAGGER 5111125 THAT RECEIVE NAILING EACH SIDE OF NAi.L. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3X AND NAILS SHALL BE STAG6ERED(DBL 2X ACCEPTABLE WHEN SPIKED TOGETHER MTH Ibd SPADED TO MATCH SHEARWALJ_NAIL$NS PATTERN/. WALL STUD SPACING SHALL BE SPACED AT A MAXIMUM OF 16"ON CENTER. 3)DO NOT PENETRATE THE SURFAGE OF THE SHEATHING WITH THE NAIL HEAD. LOCATE NAIL$"MIN.FROM PANEL EDGE. FOR WALL I TPty 5,C 4 D'-STAPLES ARE ALLOWED IN LIB./OF NAILING,USE I36A.X 14/2"STAPLES. 3X(OR DBL 2X)REWIRE AT PANEL EDGES FOR WALL TYPES'D-H'. 4)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER*Ci"X3"INSTALLED(6ALVANIZED AT TREATED SILLS). LOCATE ANCHOR BOLT SO THAT EDGE OF PLATE WASTER IS WITHIN 6"AWAY FROM FACE OF PLYWOOD SHEATHING,AT DBL SHEATHED WALLS USE A 3X4 PLATE WASHER TO MAINTAIN THE i"EDGE DISTANCE. IF BOLT SPACING IS GREATER THAN WALL LENGTH INSTALL AN ANCHOR BOLT WITHIN 12"OF EACH END OF NALL. 5.)NAILING SHALL BE LOCATED IN THE CENTER OF TIE RIM OR BLOCKING MATERIAL. A35'CUPS CAN BE REPLACED BY'LPTS.'INSTALL LPTS'OVER WALL PLYWOOD WHEN INSTALLED ON PLYWD.SIDE OF WALL. 6)SIMPSON CLIPS AT TOP OF WALLS ARE NOT REWIRED IF WALL SHEATHING 15 LAPPED AND NAILED TO RIM BD.OR BLOCKING ABOVE. A35'CLIPS CAN SE REFLAGED BY LPTS.' 1)INSTALL LS'CUPS FROM ASIDE OF BLOCKING TO SHEAR-FALL BELOW. WHERE VENT BLOCKS ARE LOCATED,ADD UP THE AMO,JNT OF CLIPS REQUIRED AT THE SHEAR-WALL LENGTH AND SPACE CLIPS AT NON-VETT BLOCK AREAS ALONG THE SANE LIM.Thnt erLOK SCREWS ARE MIRED AT TRUSS OILY SPACED AT 24"ON CENTER. 8)SPECIAL INSPECTION 15 RESTORED FOR POST-INSTALLED CONCRETE ANCHORS ON SIMPSON UTP'BRACKETS. EACH ANCHOR REWIRES A STANDARD GUT WASHER. SHEARU)ALL DETAILS: WOOD SOLE PLATE >,i WOOD SOLE `'t TO RIM JSTJ3LK6 AS • PLATE NAILI SICARWALL TO ROOF WALL BIRD BIO SFIT6 NAILING TO WOODSOLE EDGE BLKG PLATE'ASS OR 4 LPT5� FP'BRACKET �. . �^ r"c 111 •.r G 5 (5)C"X'" �`� -I� {if' allilill 1 � SLE NOTE 111* • • '• , 5125 5GI2EN5 f.sir 111111-,,,,..0'' It 41414414%4441r(401:tj WOOD SILL PLATE ^ 1~ � TO s.? TO GONG C,mal, (2)1"-DIA.EXP. 1,� � ratCONN. 'milt SGL IPS BOLTS P1/4-1/2" °. DMT. WOOD_.5111 TO TO SHEATHING W/ EXISTING FOUND. NI KG/RIM BD FASTENERS PER SCHEDULE 11,'-0" 40� " k 29'-0" rECEIVED 1T-01/2" DEC 2 3 2015 1.. D1" CITY OF TIGARD $ -N1+ `•UlLDK'1G DIVISION .D2(3 ,,. „q . , . , d ' 2-10 �� ,.� 6:12. 4. NI N 8 "Airit, I . � / M U I I X IN , , , , , ; ; ; ; ; ; , I 0 J s s : ccv� t[� c7 �Q 125, Ni 8:12 3 , i 23 6:12 4 - s a 4 1Q� 12, V • ! I I 1 t I I I • ' 6:12 >_i_ I 0 8:12 HUSZB re SJJ+ � 8:12 ES,11 �N • 2 i `\ 112)(__, q �,`/: ` b12 1 8:12 A2 iv _ - :1 , - PORCH ROOF •�Q��/ 0,1N _/ M BY OTHERS 113 M <(% csi • -3 15'-01/2" / ► ► r l 10'-0" 4'-11112 k• 10'-61/2" All truss to building connections are the responsibility of hre building designer or EOR. ©Copyright CompuTrus Inc.2006 'LDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS NESTWOOD 11/24/15 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND 17925DJECT ENGINEERED STRUCTURAL FAKaITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 17925 Ps i umber WESTWOOD PL2884-A HOGGANS PAtch Struct, DESIGNER/ENGNEERODRECORD 1N: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2884 / A CHECKED BY:: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS COMPANY LIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.