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Report 7u,crAasa- Sherman Engineering, Inc. 1C/71 54) 87 Cr SI (503) 230-5876 Ph 3 I 5 I NE Sandy Blvd. Ste. I 00, Portland, OR.97232 (503) 226-4745 fax 5E1 Job#: I 5-M5DE-04-04 I 9 2015 HOGGANS PARK - PLAN 2884R tat Lot 5 - Elevation {3 Tigard, OR December I 8, 20 I 5 Westwood homes, LLC I 2700 NW Cornell Rd , , Portlgrp and, OR 97229 I (503) 715-2383 'NS:0 tjAl :r.c0/ t: NES iirUSIO Subject: Sheet No. Foundation: FD I Framing: Roof Beams RD I headers I-1D I -t1D5 Moor Beams FB I -FBI I Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LL6 Shearwalls LL7-LL8 Overturning LLS Schedule LL I 0 Details D I -D29 T r Sherman Engineering, Inc. (503) 230-8876 Ph 3 15 I NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 226-4745 Fax SEI Job#: 15-MSDE-04-04 I I-1OGGANS PARK - PLAN 28848 Lot 5 - Elevation 15 Tigard, OR December 18, 201 5 ' MJF, `N Westwood homes, LLC 12700 NW Cornell Rd �w Portland, OR 97229 % p RE N (503) 71 5-2383 vY '`Q a� 10, � ' EMPIRES: 6/30/ r Subject: Sheet No. Foundation: FD I Framing: Roof Beams KB I headers hD I -11D5 Floor Beams FBI -FBI I Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LLG Shearwalls LL7-LL8 Overturning LL9 Schedule LL I 0 Details D I -D29 SHERMAN ENGINEER/NG, INC. FOOTING SCHEDULE 3/5/ NE Sandy Blvd. POI JOB: PLAN 2884 Portland, OR 97232 11/9/15 _ Client: WESTWOOD HOMES NW GI, soil = I ,500 psf(Assumed) REINFORCEMENT Number Type wallow P,allow FTG Size USE REBAR 1195/ft lbs width (inch) depth (inch) CI Cont. 1500 6,000 12 5 (I) #4 Cont C2 Contmous 1750 7,000 14 8 (I) #4 Cont C3 Contmous 2000 8,000 16 I O (2) #4 Cont C4 Contmous 2250 9,000 18 10 (2) #4 Cont Number Typepaliew A FTG Size USE REBAR kips ft2 b(inch) I (inch) ' d (inch) Bearing (psf) P 1 Pad 3.4 2.3 a ,72 MI 4i.IWINT,Wirec 1 500 Mu = I .08k-ft As = .4m2 a = 0.52 Mcap = 11 .66k-ft .j )#41 A'1 ixi'i Pad 4.0 ` . t `'Y' ,:L r Z' P2 6.0 �.�.., ���. �.x� ;� _� � .. :,,��xs� 1500 Mu = 2.55kft As = .4m2 a = 0.39 Mcap = 11 .89k-ft 111;.'4044WOYS P3 Pad 9.4 6.3 %.., F, ,1321- I G 1 504 M u = 4.99 k-ft As = .4 in2 a = 0.31 M cap = 12.04 k-ft VIOWM010t. Pad 13.5 9.0 'f 54,11t:1'-...P.?1:41f740 1 500 M u = 8.61 k-ft As = .61112 a = 0.39 M cap = 23.24 k-ft4MI,4,4 P5 Pad 18.4 12.3 'AiNViEl, r g..<I A 1502 M u = 13.69 k-ft As = .8 in2 a = 0.45 M cap = 30.79 k-ft tz ,ix, 4 ; ,hA `� PG Pad 24.0 16.0 .44:011:140810a 1500 Mu = 20.4k-ft As = .8m2 a = 0.39 M cap = 30.99 k-ft ' :'A a P7 Pad 28.8 18.8 SifiNVIIMIrtilliY, 1534 Mu = 26.52kft As = I . m2 a = 0.45 Mcap = 38.46k-ft #4 „,'''' 'Inri P8 Pad 40.0 28.4 ' 6'4'M7, 7'Ak:. :; , . �� y , 1406 M u = 45.33 k-ft As = 1.2 m2 a = 0.44 M cap = 46.22 k ft itilaA r ,E,;'461:': P9 Pad 50.0 3 ' a i&.' 1389 Mu = 63.75k-ft As = 1.55 m2 a = 0.51 M cap = 87. 14 k-ft '.MitOaft " P I O Pad 65.0 42.3 ` , :: E K .•' 5® ', 1 538 M u = 89.78 k-ft As = 1.86 in2 a = 0.56 M cap = 104.11 k-ft * .ti . 1( ,7 •ootng 5cheduie-P%sect MEW BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664 13 PLAN 2884 FRAMING RBI Date: 11/04/15 Selection PT 4x 8 tiF#I Lu = 0.0 Ft Conditions NDS 2001 , Incised Mm Bearing Area RI = 2.1 m2 R2= 2.I in2 (I .5) DL Defl= 0.06 in Data Beam Span 7.5 ft Reaction I LL 516# Reaction 2 11 516# Beam Wt per ft G.17# Reaction I TL 848# Reaction 2 TL 848# Bm Wt Included 46# Maximum V 848# Max Moment 1590'# Max V(Reduced) 711 # TL Max Defl L/ 240 TL Actual Defl L/74 I LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(int) 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 mil) Fc_l_(psi) Values Reference Values 975 150 I .5 405 Adjusted Values 1166 138 I .4 405 Adjustments CF Size Factor I .300 Cd Duration I .I5 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: 138 Uniform IL: 220 = A Uniform Load A RI = 848 R2 = 848 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. DeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING I1D I Date: 11/04/15 Selection 4x I 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Mm Bearm9 Area RI= 3.2 m2 R2= 3.2 in2 (1 .5) DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction I LL 1250# Reaction 2 LL 1250# Beam Wt per ft 7.87# Reaction 1 TL 2020# Reaction 2 TL 2020# Bin Wt Included 39 # Maximum V 2020# Max Moment 2525'# Max V(Reduced) 1397# TL Max Defl L/ 240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) 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% 11% Fb (psi) Fv(psi) E (psi x mil) Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 I.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 I .00 1.00 1 .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 500 Uniform TL: 800 = A Uniform Load A Z\ /\ RI = 2020 R2 = 2020 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66.4/3 PLAN 2884 FRAMING HD2 Date: 11/04/15 Selection 4x 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 0.7 m2R2= 0.7 int (I .5) DL Defl= 0.03 in Data Beam Span 10.0 ft Reaction I LL 250# Reaction 2 LL 250# Beam Wt per ft 7.87# Reaction I TL 439 # Reaction 2 TL 439# Bm Wt Included 79# Maximum V 439 # Max Moment 1098'# Max V(Reduced) 372 # IL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (m3) Shear(in2) IL Defl (in) LL Defl Actual 49.91 32.38 0.06 0.03 Cntical 10.61 2.69 0.50 0.33 Status OK OK OK OK Ratio 21% 5% 13% 9% Fb (psi) Fv(psi) E(psi x mu) Fc (psi) Values Reference Values 900 180 1 .6 625 Adjusted Values 1242 207 1 .6 625 Adjustments CF Size Factor I .200 Cd Duration 1 .15 1 .15 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 1.00 1.00 I.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 Z RI = 439 R2 = 439 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. 14D3 BeamChek v20O7 licensed to:Sherman Bngmeermg Inc Reg#7.992-66413 PLAN 2884 FRAMING 1103 Date: 11/04/15 Selection 4x 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 0.4 m2 R2= 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 4291# Max V(Reduced) 207 # TL Max Defl L/ 240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.01 <0.01 Critical 4.15 1 .50 0.31 0.21 Status OK OK OK OK Ratio 8% 5% 3% 2% Fb (psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 I .6 625 Adjustments CF Size Factor I .200 Cd Duration I.I 5 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 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. , .111 29 D 5eamChek v2007 licensed to:5herman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING 11D4 Date: I 1/04/15 5e%tion 5-I/8x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 5.1 in2R2= 4.8 in2 (1 .5) DL Defi= 0.24 in 0.36 in Data Beam Span 16.0 ft Reaction 1 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 133 16'# 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 (in3) Shear(in2) TL Defl (in) LL Defl Actual 155.67 G9.I9 0.43 0.I9 Critical 66.58 19.92 0.80 0.53 Status OK OK OK OK Ratio 43% 29% 53% 35% rip (psi) Fv(psi) E(psi x mil) 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 I .00 1 .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 I.00 I .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 _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 • 1 N j� Pt loads: 1 RI = 3295 R2 098 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. PS BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7552-66413 PLAN 2884 FRAMING 11D5 Date: 11/04/15 Selection Gx I 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 200I Mm Bearing Area RI = 0.6 m2R2= 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 37 I # Reaction 2 TL 371 # Bm Wt Included 102 # Maximum V 371 # Max Moment 742'# Max V(Reduced) 297# TL Max Defl L/ 240 TL Actual Defl L/ >1000 L/364 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(m2) TL Defl (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 11% 4% 5% 3% Fb (psi) Fv(psi) E(psi x mu) Fc±(psi) Values Reference Values 875 170 1 .3 625 Adjusted Values 1006 196 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 1 .00 1.00 CI Stability 1 .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 50 Uniform TL; 80 = A Uniform Load A Z . 0 . RI = 371 R2 = 371 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. � I P�) Y BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664 13 PLAN 2884 FRAMING FBI Date: I 1/04/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area R I = 2.0 m?R2= 4.8 m2 (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 TL 13 12 # Reaction 2 TL 3088# Bm Wt Included 239 # Maximum V 3088# Max Moment 9732'# Max V(Reduced) 3000# TL Max Defl L/240 TL Actual Defl L/440 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 123.00 61 .50 0.44 0.0G Critical 48.66 18.75 0.80 0.53 Status OK OK OK OK Ratio 40% 30% 55% 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 I .000 Cd Duration 1.00 I.00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 1 .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 Point TL Distance B = 299 I 12.75 Uniform Load A Pt loads: Q RI = I312 R2 = 3088 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING FB2 Date: I 1/04/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 4.6 in2R2= 5.0 in2 (I .5) DL Defl= 0.07 in 0.1 I in Data Beam Span 1 I .5 ft Reaction I LL 2 113 # Reaction 2 LL 2307# Beam Wt per ft 14.94 # Reaction I TL 299 I # Reaction 2 TL 3259 # Dm Wt Included 172 # Maximum V 3259# Max Moment 8770'# Max V(Reduced) 2639# TL Max Defl L/240 TL Actual Defl L/72 I LL Max Defl L/'360 LL Actual Defl L/ >1000 Attributes Section (m3) Shear(in2) 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 I .000 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 1 .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Par Umf LL Par Unif TL Start End 360 H = 495 0 8.0 440 1 = 605 8.0 1 1.5 1 li RI = 2991 R2 = 3259 SPAN = 1 I .5 FT Uniform and partial uniform loads are lbs per lineal ft. 3 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#79.92-66413 PLAN 2884 FRAMING FB3 Date: 11/04/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 4.0 m2 R2= 4.0 in2 (1.5) 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/661 Attributes Section (in3) 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% Pb (psi) Fv(psi) E(psi x mil) 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 I.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 I .00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 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 I li Uniform Load A /\ Q RI = 2594 R2 = 2594 SPAN = 17.5 FT Uniform and partial uniform loads are lbs per lineal ft. 14 BeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-664/3 PLAN 2884 FRAMING FB4 Date: I I/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 m2R2= 2.8 in2 (1 .5) DL Defl= <0.01 in. <0.01 in. Data Beam Span 5.0 ft Reaction I LL 1 144# 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 (in3) 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 mu) Fc_l_(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 I .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 hi = 73 0 5.0 42 I = 64 0 5.0 1 li Uniform Load A RI = 1830 R2 = 1830 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. P.-65 BeamChek v20O7 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FB5. Date: I 1/04/15 Selection 3-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions ND5 2001 Mm Bearing Area RI = 3.4 m2 R2= 3.7 M2 (1.5) DL Defl= 0.02 in 0.02 in Data Beam Span G.0 ft Reaction I LL 1500# Reaction 2 11 1500# Beam Wt per ft 9.1 I # Reaction I TL 2234# Reaction 2 TL 2378# Bm Wt Included 55 # Maximum V 2378# Max Moment 3582'# Max V (Reduced) I G8I # TL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(m2) TL 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% 11% 9% Fb (psi) Fv(psi) E(psi x mu) Fc (psi) Values Reference Values 2400 240 I .8 G50 Adjusted Values 2400 240 I .8 G50 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 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 500 Uniform TL: G88 = A Point TL Distance b = 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. 4 f v r BeamChek v20O7 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING Date: 11/04/15 Selection I-3/4x I I-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 0.6 m2 R2= 0.6 in2 Cl .5) DL Defl= 0.03 in Data Beam Span I I.0 ft Reaction I LL 293 # Reaction 2 LL 293 # Beam Wt per ft 5.34# Reaction I TL 432 # Reaction 2 TL 432 # Dm Wt Included 59 # Maximum V 432 # Max Moment 1187'# Max V(Reduced) 354# IL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attnbutes Section (m3) Shear(in2) TL Defl (in) LL Defl Actual 41 .13 20.78 0.06 0.04 Critical 5.47 1 .8G 0.55 0.37 Status OK OK OK OK Ratio 13% 9% 12% 10% Fb (psi) Fv(psi) E (psi x mil) fel(psi) Values Reference Values 2600 285 I .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 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 R I = 432 R2 = 432 SPAN = I I 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 FB7 Date: I 1/04/15 Selection 5-I/Sx 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI= 4.0 in2R2= 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 I TL 2G 13 # 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 Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl Actual 123.00 G I .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 mil) Fc I(psi) Values Reference Values 2400 240 I .8 650 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 I .00 I .00 I .00 CI Stability I .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 Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING FB8 Date: 11/04/15 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 9.1 m2R2= 9.6 in2 (1 .5) DL Defl= 0.26 in 0.39 in Data Beam Span 19.75 ft Reaction I LL 3821 # Reaction 2 LL 4269# Beam Wt per ft 22.42 # Reaction I TL 5912 # Reaction 2 TL 6239# Bm Wt Included 443 # Maximum V 6239 # Max Moment 31024'# Max V(Reduced) 5298# TL Max Deft L/240 TL Actual Deft L/397 L/364 LL Max Defl L/360 LL Actual Defl L/698 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 276.75 92.25 0.60 0.34 Critical 160.55 33.1 I 0.99 0.66 Status OK OK OK OK Ratio 58% 36% 60% 52% Fb (psi) Fv(psi) E(psi x ml) Fc.i.(psi) Values Reference Values 2400 240 1 .8 650 Adjusted Values 2319 240 I .8 650 Adjustments Cy Volume 0.966 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 Point TL Distance Par Unif LL Par Unif TL Start End B = 585 5.0 320 li = 440 0 5.0 440 1 = 605 5.0 19.75 li Pt loads: El RI = 5912 R2 = 6239 SPAN = 19.75 FT Uniform and partial uniform loads are lbs per lineal ft. V BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 1 PLAN 2884 FRAMING FB9 Date: I 1/04/15 Selection I-3/4x I I-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft Lu @011 = 0.0 Ft Conditions NDS 2001, Overhang Min Bearing Area RI = 0.8 m2 R2= 2.0 mn2 (I .5) DL Deft= 0.06 in. Data Beam Span 1 1 .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 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 -0.01 Critical 10.38 4.83 0.58 0.38 0.05 0.03 Status OK OK OK OK OK OK Ratio 25% 23% 24% 20% 41% 34% Fb(psi) Fv(psi) E(psi x mu) 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 I .00 I .00 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 CI Stability @ Oh I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 53 Uniform TL: 73 = A (Uniform I d on Backspan) Par Unif LL Par Unif TL Start End 188 II = 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 = 11.5 FT Oh = 0.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. , fElA BeamChek v2007 licensed to:Sherman Engineering Inc Reg#799?-66413 PLAN 2884 FRAMING FB9A Date: I 1/04/15 Selection 1-3/4x 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 = 1 .1 in2R2= 2.5 in2 (I .5) DL Defl= 0.10 in. Data Beam Span I 1.5 ft Reaction I LL 550# Reaction 2 LL 1214# Beam Wt per ft 5.34 # Reaction I TL 842 # Reaction 2 TL 1900# Bm Wt Included 64 # Maximum V 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 LL Max Defl L/360 LL Actual Defl L/>1000 L/668 Attributes Section (in3) 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.1(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 I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 CI Stability @ 0111.0000 Rb = 0.00 Le = 0.00 Ft _Loads Uniform LL: 53 Uniform TL: 73 = A (Uniform Li on Backspan) Par Unif LL Par Unif TL Start End 188 11 = 300 6.0 11.5 53 K = 73 (OH) 0 0.5 188 L = 300 (OH) 0 0.5 H L Uniform Load A K 0 RI = 842 R2 = 1900 BACKSPAN = I I .5FT OH = 0.5FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. PP° BeamChek v20O7 licensed to:Sherman Engineering Inc Reg#79.92-66413 PLAN 2884 FRAMING FB 10 Date: 11/04/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area R I = 3.3 int R2= 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 2165 # Reaction 2 TL 2 165# Bm Wt Included 153 # Maximum V 2 165 # 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 (m3) Shear(mn2) IL Defl (in) LL Defl Actual 123.00 61.50 0.09 0.05 Critical 27.74 10.89 0.5 I 0.34 Status OK OK OK OK Ratio 23% 18% 18% 16% Fb(psi) Fv(psi) E (psi x mil) Poi(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 1.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform Lb 180 Uniform TL: 248 = A Par Unif LL Par Ling TL Start End 100 h = 1 G 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. }Ire^n/t 5eamChek v2007 licensed to:5herman Engineering Inc Reg#7992-664/3 111 PLAN 2884 FRAMING FBI I Date: 11/04/15 5e%tion 5-I/Sx 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 irf ecom Camber= <0.01 in. Data Beam Span 4.75 ft Reaction 1 LL 665 # Reaction 2 LL 665 # Beam Wt per ft 14.94 # Reaction 1 TL 1003 # Reaction 2 TL 1003 # Bm Wt Included 7 I # Maximum V 1003 # Max Moment 1 19 I '# Max V(Reduced) 581 # TL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Deft LI >1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 123.00 61.50 0.00 <0.01 Critical 5.96 3.63 0.24 0.16 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 1 .000 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1.00 I .00 I .00 I .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 11 = 16O 0 4.75 Fi Uniform Load A RI = 1003 R2 = 1003 SPAN = 4.75 FT Uniform and partial uniform loads are lbs per lineal ft. c tloggans Park- Plan 2884 Lateral Load LL I 11/4/15 2012 IBC I � :... Per ASCE 7-1 0 Basic Wind Speed= 120 Kzt = I.00 Exposure Category- B A = 1.00 Building Height= 18 I = 1.00 Roof Slope= 8 :12 = 33.7° Zone Pressure ASD LC A5D Pressure A 25.7 0.6 = 15.4 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% = 7.2 ft Bldg Width(ft) 40 x 10% = 4.0 ft Width x4%= 1.6 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= esiq Per IBC 2012 Use Group= I Number of Stories= 2 <3 Simplified analysis per IBC Section 161 3.5.6.2 54, = 0.718 R= 6.5 V = 1.2 5d5 W = 1 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 1/2 176 + 5.8 = 12.1 Partitions = 6 9.0 ft 1/2 70 + 3.3 = 5.2 46.1 x 10 = 461 88.2 0-DT X 0.133 = Base Shear Distribution: QR1 = 1.7 X 758 = 7.3 = 1219 1 .4 , I.7 X 461 - 4.4 1219 1.4 LL-20121BC-Protect NEW 1'1/412015 Design Maps Summary Report ilIsm Design Maps Summary Reportba User-Specified Input Report Title Tigard, OR Wed November 4,2015 1.7:05:36 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 " ter YI".: �, x"t79 wZ lr r "' �gF3N 4;!;'-:::„' 3 a'¢' q•C.4,..°4;',.'47'-'2.• �`q+� --„,,,,%;...e,''''. .d} fes • i et �- `;}<r - r' ,,„,,,,..4-,1°,:a�b.,',,,n,",.. � `x `: �# ' Y vb..g x � "*Ir • , r•''.:434;.,, °';'$141'-,-.'�° i r a� r r � �ai� �+.. ..4;:°.°:'11'2':'*' d yy , t� '�!5 R £ ,'6..:.4, 7,,,z,t t .1 Y, t std ` ,fF . ,p q � ex�r k+, ' �4�l8t t,----"tar' t °,d- .r=', a3 . "t^ 4�� � n "'s yx . .°.t..=. '1d 4,-:,:::' y mss- .. b ;1:7-" :fsf r 41�,, '' 1{, ¢ c_ C 1 t ..P 2 4A &a o'.--4'..71:4;',4' 3+d° 3''f £ �( 8.t S.i F Y r t J65. � e.'''!•<':°;',''','':;:''''''' `r�3� u"' '-�r� soh � � w•L �r. � ar rcfi+ xs a ,,, 1,,, y t� Si.3 7r Y (4yti v ,A * --'1 .. a 4 �I' 3., ; A7` 5 :. `.,',"a' ��� � � �'��°+ `� ",� � aha�`��` E .;.."*-„,',"••',4 �� ��r r Fes..- ksam..a 5 ;. leAl R :S6 r ht r a ^ yJA ar y3yc ".!;,'„4:1...:-1:: n'D a CS .,:r...,,,, � � � 7� e�� ��'-i�qp�`�`� � ' "„�ytW�rt 4 ,�(+ � r 5. c t4�t ' 5� '' i � r L'�y3f as X41,..fr- „ b+. 4 �.., t ,„• 'C� 5 t`,. t x ; �� x'v �y zcM •.i� ;....414,......,,,,;..,..„„..,` ` f�� iNK m seM"� ' z�3i�h ` �'i-:4"'...,'"',1.•1-4,...4,7-, -. ;,.,,,,,.\,'`� �w1. t � s �� � f t...-1 ,p� `�v"G' �J vr� __.„......../...„,.,,..,.. ,.,...„, � ,�,�,�� � 4 a a 4 .� a+a�*»� F F 4x �. 5 x` .,:::.:T.,- ` Y"^ S °;',!::-.',71-,:.,:' a'.r{ ' ,�di`C t.A.,,,,,...,-,.. °i � ti ,a § �,� ,,-:) ,..*;.,:::-4:-.2%,•;J'',,',1 rs' <y '� f 1 ., � ��, � � 5'-w -�ad ",�' s. Y � � � � a s k C.d' x�S s"i p a.. s` �. R f 2�F :. is -.{ rk Sri y k A 5Jh k fh , A. .. S "a -' "'�.'y��E`„.7.44,44_,,xe'c+T' a •ate' TT Y; " " „,„,...,:.,i,•2.1:.,/.....- +. 3r fin ..�rz g t E ^�,. V vim x 4 Z' i S' . .-a :: Y ri .... � r ,, a s �� � gNy,..I .; { a 1 �� x s y',..:i.73, .� �7 #of F i r. „ y0...� .' �'", ,' SR*� ,SAF. 7 e a- ^ ,z +.¢ £�� Ta'''r L'�'J a." xr7,;',`.)-:,.;7,t p P ,Pr ' "' a i r x '4:X {� �E �? 5'� F"? � ,� � t� " *� � "a'z'tz ,m r �, � x «`w��E���d�` " h'� if-?f,,--,,,,I,,,,,,,�r �l � ¢ � r ,.t 3 t m rF -e. .. ,..47..M. '1:-',. ..:;- �,� y � [ „ :,_,..7-.4.,...,47,2'.. R > " f+:-F a �2a.� " �k � � 9 �Y !,;3'..4.''. E �Bpi 3 t rot - �#, _ t, p` s ,...,.. ,, "" ,� , ', � s,, P p,, r atiir� �fps y, 'SrJ Iw qk i':-;-•:.„-_,�, �"114:5, 3�y� as"tom x -,a",„,,-;s '" .�' � '-r F'. per, i''� � f� ,aa r«� y , USGS-Provided Output. SS = 0.9678 SMS = 1.0778 Sus = 0.7188 Si = 0.423 g SMS = 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. MGE, Response Spectrum Design Response Spectrum 1.10 0.72 a.�� 0.64 0.88 0.56 0.77 S Q.c� 0.4 0 0.55 0.40 f is 0.44 60 0.33 0.33 0.34 0.22 0.15 0.11 a,pig 0.00 0.00 0.00 0.30 0.40 0.60 0.00 1.00 1.30 1.40 1.60 1.80 a 0� 0.00 0.20 0.40 0.60 O.BO 1.00 1.30 1.40 1.60 1.00 3.00 Period I(sec) Period, T(spec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the httpJ/ehp1-earthquake.cr.usgs.goo/desigrimaps/us/summary.php?tempfate=mirymal8tatitwl�=45.437672&long.t�de=-122. 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= ,I psf y�t..A psf Interior= , >psf w,,;°:22 psf End Zone , Interior • End Zone End Zone Length = ft Roof Ht ft Diaph 1 width g ft Wall Ht. 3, ft IQn Qn Qn Diaph 2 width r ,'_ , ft Shear V1 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 j ft psf ft ft g ft psf ft ft ft psf ft ft ft kips 1 End Left �r i ;'`"P C" { 4', (sl." 'f € q' ."E;'i ® u� j6 i S 'S i 47 ,' .1'" 2 Inter k,ld *-a\ : a :V i f,6o-- 1 1•„L &�' ',.'$(,;''-i.••••• s3' ;P , r ay3 a ; s f ,m 4 has ate. .� � � 3 End Right y ' � #F ief ff' � �" � t �" ,, .m 7,W . € Shear V1 V2 V3 V4 REACTION Line Condition load bib trib total load trib trib total load trib trib total load trib 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 �� r'``t 1STr AA p f r r 2 inter ?.k ,'S is v$ i, w,,q!..,....1,1„,,,,, "a�' � ,':dt�' .: �� X,�. ,,. 1, i ',1 ! 1 r�R., Gxfi ,i, #d ' - ,' ,r:., /,1 'z,te t T 3 End Right '" MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= 4. psf - psf Interior= re' "; psf ^ "psf LINE ROOF UPR FLR TOTAL Wall Ht ' - ' 1 0.4 0.8 -133 2 0.8 1.0 ". Diaph 1 width : ft 3 0.3 0.3 g as � � Diaph 2 width:*'74.k ft SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd - Suite 100 Portland, OR 97232 Shear V1 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 n 1 End Left .. ��<,p*, '; 1 a k 'S= . 1 3,:w. 5 ` 4> I P -. 2 Inter .s..4', � ¢E':� t xiV �a €,t'b� ' 3y ;r � � �, i,,. i �,y�i :t r c- ,;� .,.c1 4� � '��� ��� 3 End Riht. ,� � 1 verw SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 V Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: Plan 2884 Loading: SIDE/SIDE VI V2 V3 V4 Roof Wall End Zone=',1,:':;4,4 psfP, psf Interior= psf s e i2; psf End Zone , I Interior I y End Zone End Zone Length = ?ft Roof Ht.porA ft Diaph 1 width iti),,, 4'',ft Wall Ht #1,144/ft loan Qn Qn Diaph 2 width if,,,,.., ;'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 A End Leftti fl �pp 'a.° i 1 n ; . , DR i xr4a s �t x uT t y B Inter It trA '6 ' .'� �^.i.' z .: $; . :1 •wr j1 g ,F i c,":1 .t . S 1 t 4 a14,rit;1r 4'77 z 46'� g 1 C End Right ' kf% r �. ;Rr.o . lax . t '.i �,! ` . ri" ,, - Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib 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 A End Left 1!1:4;i1: r^� 7V, s x r� B Inter 4 L.<:'1, 0:',`'.�� ZTA ,u, y,i,�, �t. ,.a:..`a '„,' ;ty x .; "� ,-A,i' _ FGe '� _ .�xaxailA. C End Right S -1 .:ex . " �..r. .k!."; .k . . sit=u I, MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= ; ;psf `ypsf Interior= - psf ; �, psf LINE ROOF UPR FLR TOTAL Wall Ht. 1s. A 0.80.7 itlE B 1.3 1.3 a7acinn Diaph 1 width : -°ft c 0.7 0.7t?,`!. ' r Diaph 2 width ; r« ft 7 0A SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 Shear 1/1 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 A End Left r ke; yy j B Inter 4. , A. i� �* �£ S f � • ti > x v" C End Right �, ,. � : .' _. i.s t 'l. . Sherman Engineering, Inc. Lt.7 3151 NE Sandy Blvd. Portland,OR 97232 PIO.JC1: 12/18/2015 (503)230-8876 Phone (503)226.4745 Fax PIAN 2554 AJW i9 ON1"/BACK LOVING WINK k) 5�I5MIC(k) VI 1.3 2.0 V2 18 2.6 ROOF IIA H, V3 0.6 0.6 0 Io Q 3' Q SI ARNAU,5 @ UIP FI,I2 it 11111111111111.11-1 in .3.5 st Gas To VI 5 2,0 k + 34 LF _ ( 59 IV') 'L3' Pert Wall: 59 + Co 0,83 - 71 #/' 4 V2 s 2.6 k + 18 LF _ ( 149 #/') L • w 1.8 k + 18 1-F _ 103 #/' mum ,11� �i qP�-f'Wall: 149 Co 1.00 - 149 #/' �-= �raj V3 s O,6 k + 36 LF _ ( 17 #/') I. los 0,6 k + 36 LF 17 #/' � ,k u.., .Lt, Per'Wall: 17 + Co 1.00 -. 17 #/' „OM AIM Eli, `\" �5. max k) 5I5MIC(k) V2 2. I.6 ©toy,Q '3d FI-P, IIAPN, V3 0.7 0,4 ��1.i o . 007 51EAt?WWA-L5 @ 1-0VV FI. 143t1:401JI 143t1:401t(4 VI s 2,0 k + 1.2 k 3 k ,� 34 LP = 95.5 , S MOOA"3""3"w 1.3k + 1.8k = 3k + 34 LP = 92.5 ni I 1!0 Perf Wall: 96 + Co 0.77 - 124 #/' arc! ,., Q V2 s 2.6 k + 1.6 k = 4 k 18 LP - 240 «i mw ! E 2.5 W 1.8 k + 2.3 k = 4 k + 18 LP = 234 it/. ;: �'t �,4 'r g Perf Wall: 240 + Co 1,00 -. 240 #/' A.A. • ilII V3 5 0.6 k + 0,4 k = I k + 33 LP = 30,8 ani' �� 11 t(3,5 w 0.6 k + 0,7 k = 1 k + 33 LP = 40 #, Pee Wall: 40 + Co 1,00 - 40 #/' _---.._._.____1 a - S • .-.., r r i b. l**tarilli �� I[iiiiiiimIl I . 1` !II 1 I3;,. t V. . r Sherman Engineering, Inc. LL 3151 NE Sandy Blvd.Portland,OR 97232 PPOJCf: 12/18/2015 (503)230-8876 Phone (503)226-4745 Fax PLAN 2ob4 AJW 51M/5117E LOAP1N6 WIM7(k) 5EI5MIC(k) VA 1,5 1.4 V13 2.6 2.6 001 tIAPH, VC 1.3 1.2 51EAf;WALL5 @ UPPEt;FIX 3 11.6 5 VA 5w 1,4 k + 19 Lf _ ( 73 4/') pi KITEAM I „_' 0 to Perf WPI: 78 + Co 0,71 ,- 110 #/' - 1 V[3 5 2,6 k + 25 LF - ( 106 #/') I w 2.6 k + 25 LF - 106 4/' II W i' Perf Wall: 106 + Co 1,00 .- 106 4/' Z2% °= •,'-- " :t... VC 5 1.2k + 17 LF - ( 71 4/') 11- w 1.5k + 17 LF - 16 #/' N Perf Wail: 16 + Co 0.63 - 121 4/' ,�,„ ,o,,, r'_L....:071111 2.5 E 0 q. K.7,s WIND(k) 5 i5MICC k) VA 1.4 0.7 VP 2,7 1.6 FLk. 17IAPH. VC 1,7 0.9 .1# 2.4 SNEAf?WN.LS c LOWED ELS =F a.,.. .3. 1 °o. e VA s 1.4 k + 0.7 k - 2 k + Io t-r - 205 ii/. CD 0 a� w 1.5 k + 1.4 k - 3 k + 10 LP .-- 283 Il/, M0°"'""� r t Perf Wall: 283 + Co 0.70 - 404 4/' @ ilf 1 ol` ' .1 R V13 s 2.6k + 1,6k 4k + 26 LP - 165 ��,' wa(I __...._........ . ii w 2.6 k + 2,7 k = 5 k + 26 i.r = 208 iii' 10 * �5 ."t9! ;V Pe,f Wall: 208 + Co 1.00 -. 208 #/' hi VCs 1.2 k + og k - 2 k 20 V 108 a,,' ' VI w 1.3 k + 1.7 k - 3 k + 20 LT .' 154 „.. �" N Perf Wall: 154 Co 0,60 - 256 4/' --______I- IRC 0 k OVERTURNING - FRONT BACK PLAN 2884 LL 11/10/2015 GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIB LOAD M,restst REDUCTION M,ot ABOVE UPLIFT LINE I V-2 34 0.071 8 20 15 210.39 SEISMIC 19.3 0.00 -3. 14 '%" 4 ? (*qr. � 1� k V-1 34 0.124 9 4 15 76.30 WIND 37.9 -3. 14 -3.38 er VoI `.� , '`; , $ LINE 2 V-2 18 0.149 8 15 15 46:82 SEISMIC 21.5 0.00 -0.37 � `i€nafl^ Y , 4g V-1 18 0.240 9 4 15 21.38 SEISMIC 38.9 -0.37 I .08 ..s5. ..'" 5 D 4 - i i. LINE 3 V-2 36 0.017 8 20 15 235.87 SEISMIC 4.9 0.00 -3.80i,:; O1 iit g x. t V-1 33 0.040 9 4 15 71.87 WIND 11.9 -3.80 -4.74 ,Y , p6oti i? , OVERTURNING - SIDE TO SIDE GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINE A V-2 8.5 0.110 8 4 15 4.48 WIND 7.5 0.00 0.56 tARiftr t s. V-2 2.5 0.078 8 4 15 0.39 WIND 1.6 0.00 0.53 ., � T x V-1 1.75 0.283 9 4 15 0.20 WIND 4.5 0.00 2.45 4. 1 , V-1 6.75 0.404 9 4 15 3.01 WIND 24.5 0.53 3.90 °,,f 4 i 1 H k aziffif LINE B V-2 24.5 0.106 8 4 15 37.22 WIND 20.8 0.00 -0.0G ., r .. �_ Px t ` ti= V-1 26 0.208 9 10 15 75.04 WIND 48.7 -0.06 0.08 ,, ? ; '1 *_ti v.t. LINE C V-2 12.5 0.121 8 4 15 9.69 WIND 12.1 0.00 0.50ffi '1 tivkk V-2 4.5 0.076 8 4 15 1.26 WIND 2.7 0.00 0.44 '1. .. se G s ' V-1 7 0.154 9 11 15 5.81 WIND 9.7 0.44 I .33 5 ' p ii V-1 5.25 0.256 9 11 15 3.27 WIND 12.1 0.50 2.43 ? ,� 4. < ' V-1 7 0.256 9 11 15 5.81 WIND 16.1 0.00 I .81 6 ` N �,• a OT-Project L-UC 51-IEARUJALL 5C1-IEDULE MARK WALL HALL FASTENER TYPE WOOD SILL PLATE WOOD SOLE PLATE SHEARWALL TO SHEARHALL TO ROOF HOOD SILL TO (I) SHEATHING (2)(BUILDERS PREFERENCE) (3) TO GONG CONN. (4) TO RIM JST./BLK6(5) ELKG/RIM BD. (6) BIRD BLOCK COM.(I) EXISTING FOUND. (8) Q pi"APA RATED 8D,0.131'X2-I/2"POWER DRIVEN - FASTENER OR 136A.XI-I/2"STAPLE, 11"-DIA.XIO"A.B.S 051MP50N 1-950.0 SIMPSON IEP' MAW SHTG ONE SIDE SPACE a 6"O.. 4 12"O.G.FIELD 32"O G. Ibd 0 6"O G. A35'0 24"0.0. 24'O G. SPACED 060'O.G. " 8D 0.131'X2-I/2"POI" DRIVEN G I APA RATED FASTENER OR 136AXI-1/2"STAPLE, "-DIA.XIO"A.B.S 0 SIMPSON L5g0'o SIMPSON Win'( OIWU 514T6 ONE SIDE SPACE O 4"0,G.EDGES 4 12"O.G.FIELD 24"O.G. I6d o 4"OG. A35'0 18"OC,, 24"O.G. SPACED 0 45"O.G. 17:\ i"APA RATED 8D Od31"X2-1/2"POWER DRIVEN SE"ONE SIDE S FASTENOR 136AXI-1/2"STAPLE, /1 DIAXIO"A$.5® 200 0 3"O G. A35'0 l2"O G. SIMPSON'L5g0'0 SIMPSON'UFA' SPACE O 3'0.C..EDGES 4 12"0.0.FIELD 16"0.0. 24'O.G. SPADED a 32"O.G. Ea.APA RATED ED OR OJ31"X2-V2"POWER DRIVEN SIM o,a 24" SMPSct!,UFA,3/4"-DIA.XI2"AE.SFASTENER t SPACE 0 2"O G.EDGES 4 2Oo 3"0.C. A35'o 10'OG. 0.0.t TmbeLOK SPACED 0 24" "O G.(6700 SHTG ONE SIDE12"O.G.FIELD 0 24"OG. 1/)(6"SCRI301 F a.APA RATED ED OR 0.131"X2-I/2"POKER DRIVEN S�hPSON'L590 0 12" FASTENER 4 SPADE O 4"OG.EDGES t 3/4"-DIA.XI2"A 8.5 2Od•o 3"O.G.t .per.a 8.O.G. O.G.t NTImborLOK WA f1gOq) SHTG TWO SIDES 0 20"O.G. 'A35'0 5"O.G. 12°O.G.nay A\ i"APA RATED 8D OR 0.131"X2-I/2"POWER DRIVEN V4X$"SGRf34 \ 3/4"-DIA FASTENER 4 SPACE 0 3"OG.®6C5 d .X12"ABSAB.S 2Od•o 3"O.G.4 SIMPSON LS40'0 12" (1010#) SI"TWO SIDES 12"O.G.FIELD 0 18'O.G. 'A35'0 4"O.G. A35 a 6'O G. O G.t T r.berL WA H 'APA RATED ED OR 0.131"X2-I/2"POWER DRIVEN I/4Xb"SGRB"l FASTENER 4 SPACE O 2"0.0.EDGES 4 3/4'-DIAXI2°AB.S 20d a 3"O.G.4 SIMPSON 1590'0 T (1560*) 9"TNIO SIDES 12"O.G.FIELD 0 12.O.G.(3X REQ'D) 'ASS'a 5"O.G. A35'0 4"0.0. 0.0.4 TknberLOK WA I/4X6"SGRB"I NOTES: I.)ALLOWABLE SHEAR CAPACITY FOR TYPE 5'WALLS MAY BE INCREASED TO 330-ALF AND TYPE'G'WALLS MAY BE INGRFASED TO 460-ALF FOR HIND LOADING 2)ALL PLYWOOD SHEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING. II-ERE DOUBLE PLY WALLS ARE REQUIRED,STAGGER 571.425 THAT RECEIVE NAILING EACH SIDE OF HAL. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3X AND NAILS SHALL BE STAGGERED(DEL 2X ACCEPTABLE WHEN SPIKED T06ETFER 111TH Ibd SPACED TO MATCH SHEARHALL NAILING PATTERN). HALL STUD SPACING SHALL BE SPACED AT A MAXIMUM OF 16"ON CENTER. 3.)DO NOT PENETRATE THE SURFACE OF THE SHEATHING WITH THE NAIL HEAD. LOCATE NAIL 1"MIN.FROM PANEL EDGE. FOR WAIL TYPES'5,G 4 D'-STAPLES ARE ALLOWED IN LIEU OF NAILING,115E I3GA.X 1-1/2"STAPLES. 3X(OR DEL 2X)REG1IRE AT PANEL EDGES FOR WALL TYPES D-H'. 4)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER}X3"X3"INSTALLED(GALVANIZED AT TREATED SILLS). LOCATE ANCHOR BOLT SO THAT EDGE OF PLATE WASHER 15 WITHIN k AWAY FROM FACE OF PLYWOOD SHEATHING,AT DBL SHEATHED HALLS USE A 3X4 PLATE WASHER TO MAINTAIN THE 4"EDGE DISTANCE. IF BOLT SPACING 15 GREATER THAN WALL LENGTH INSTALL AN ANCHOR BOLT WITHIN 12°OF EACH END OF HALL. 5)NAILING SHALL BE LOCATED IN TIE CENTER OF THE RIM OR BLOCKING MATERNAL. 'A35'CLIPS CAN BE REPLACED BY'LPTS.'INSTALL'LATS'OVER HALL PLYWOOD II-EN INSTALLED ON PLYHD.SIDE OF HALL. 6)SIMPSON CLIPS AT TOP OF WALLS ARE NOT REQUIRED F HALL SHEATHING IS LAPPED AND NAILED TO RIM BD.OR BLOCKING ABOVE. 'A55'CLIPS CAN BE REPLACED BY'LATS.' 1)INSTALL'LS'CLIPS FROM INSIDE OF BLOCKING TO SHEAR-MALL BELOW. HERE VENT BLOCKS ARE LOCATED,ADD UP THE AMOUNT OF CLIPS REWIRED AT THE SHEAR-HALL LENGTH AND SPACE CLIPS AT NON-VENT BLOCK AREAS ALONG THE SAME LINE.TIrtberLOK SCAMS ARE REQUIRED AT TRU55 ONLY SPADED AT 24"ON CENTER. 8)SPECIAL INSPECTION IS REQUIRED FOR POST-INSTALLED CONCRETE ANCHORS ON SIMPSON VW'BRACKETS. EACH ANCHOR REWIRES A STANDARD CUT WASHER. SI-IEAR:WALL DETAILS: HOOD 50LE PLATE I WOOD SOLE TO RIM JSTJBLKG AS PLATE NAILI SHEARWALL TO ROOF HALL SHTG 41 I n:- $LhIi BIRD B OCK CONN. EDGENAILING TO H'I ATE'AD 501-RE j --,--"AlI �► . LPT5 . .. IEP' T ••"• i;"• 5D5 SCREWS 1e:*. 1,i Ilik,SEE NOTE R"'� irr,� ��i*''''.....! 0" lip •( � SHEAIRWALLWOOD SILL PLATEci • , ELK6/WM S G IT� (2) '-DIA.EXP. J COCLIPS BOLTS W/4-1/2" .°• L .+ I� WOOD SIL TO 2/ SIEARWALL TO SHEATHING HI EXISTING FOUND, BLKGM BD. FASTENERS PER SGHEDILE