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Specifications (85) MS-740 - 004q 151 SUJ Ck\o`,c\,dki..e_ 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-04-037 RECEIVED . ®rot - PLAN 2884E DEC 017 Lot 1 - Elevation A C 'OFTIGARD Tigard. OR BUILT NG DIVISION December 18, 2015 Westwood homes, LLC F'P186 : 12700 NW Cornell Rd a Portland, OR 97229 : Sherman Engineering, Inc. (503) 230-8876 Ph 3 15 I NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 226-4745 Fax SD Job#: 1 5-MSDE-04-037 hOGGANS PARK - PLAN 2884L Lot 1 - Elevation A Tigard, OR December 18, 20 15 F F4S \ Westwood homes, LLC , 4' lee 12700 NW Cornell Rdfr ' Portland, OR 97229 ► (503) 715-2383 ve, 4ya . pt EXPIRES: 8/30/ � Subject: Sheet No. Foundation: FD I Framing: Roof Beams RB I headers I-11) 1 -hD5 Floor Beams FBI -FB I Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LL6 Shearwalls LL7-LL8 Overturning LL9 Schedule LL I 0 Details D I -D29 ,St/ERMAN ENGINEER/NG, INC. FOOTING SCHEDULE 3/5/ NE Sandy Blvd. PDI JOB: PLAN 2884 Portland, OR 97232 I 1/9/15 Client: WESTWOOD HOMES AJW ci, soil = I,500 psf(Assumed) REINFORCEMENT Number Type Wall P,allow FTG Size USE REBAR lbs/ft Ibs width (inch) depth (inch) C I Cont. 1500 6,000 12 8 (I) #4 Cont C2 Continous 1750 7,000 1 `} 8 (!) #4 Cont C3 Contmous 2000 8,000 16 I 0 (2) #4 Cont C4 Continous 2250 9,000 18 IO (2) #4 Cont Number TypePa11ow A FIG Size USE REBAR kips ft2 b (inch) I (inch) d (inch) Bearing (psf) PI Pad 3.4 2.3 Win,:` ; 1aft I O ri „ 1500 Mu = 1.08k-ft As = .4in2 a = 0.52 Mcap = 11 .66k-ft { ) AWAY P2 Pad 6.0 4.024 1, , . . . 1500 Mu = 2.55k-ft As = .4 m2 a = 0.39 M cap = 11 .89k-ft P3 Pad 9.4 6.3 .{. .,. '"::,5- !d -t - :. 0.. .. 1504 M u = As .4 in2 a = 0.3 1 M cap 1 2.04 k-ft 4.99 k-ft = `' ($19,44EA,1r�lAY $.k P4 Pad 13.5 9.0 k.,. O . .a,.3 ,,a`: _ 1,2:.'. . 1 500 Mu = 8.6i k-ft As = .6in2 a = 0.39 Mcap = 23.24k-ft P5 Pad 18.4 12.3 ,4 :f . 4 . 12 . 1502 M u = 13.69k--ft As = .8m2 a = 0.45 M cap = 30.79 k-ft , "t.4E /6Y P6 Pad 24.0 1 6.0 . 4 m : . y.' '.8a ' ',4•1 1 500 M u = 20.4 k-ft As = .8 in2 a = 0.39 M cap = 30.99 k-ft Y (4) , A W '.. P7 Pad 28.8 VtaA� M •Nic 1 534 M u = 26.52 k-ft As = I . In2 a = 0.45 M cap = 38.46 k-ft Y L$, ' = A' P8 Pad 40.0 28.4r I O .- T1 406 M u = 45.33 k-ft As = I .2 in2 a = 0.44 M cap = 46.22 k-ft y ( A WAY P9 Pad 50.0 y - 36.0 � .. ���.;�� _..'s.��,a� fix'^: . .i� 1389 Mu = 63.75k-ft As = 1.55in2 a = 0.51 Mcap = 87.14k-ft E+ F j : P I O Pad 65.0 42.3 ...7& Fly I 1 1538 Mu = 89.78k-ft As = 1.861112 a = 0.56 M cap = 104. 11 k-ft "„odng Schedule-Project 0 rg \ BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING RBI Date: 11/04/15 Selection PT 4x 8 I-IF#I Lu = 0.0 Ft Conditions NDS 2001 , Incised Min Bearing Area RI = 2.1 in2R2= 2.1 in2 (1 .5) DL Defl= 0.06 in Data Beam Span 7.5 ft Reaction 1 LL 516# Reaction 2 LL 516# Seam Wt per ft 6.17# Reaction I TL 545# Reaction 2 TL 548# Dm 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 (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 mil) Fc I (psi) Values Reference Values 975 150 I.5 405 Adjusted Values 1166 138 I .4 405 Adjustments CF Size Factor 1 .300 Cd Duration I.15 I. 15 Cr Repetitive I .00 Ch Shear Stress WA 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 /\ Z . RI = 848 R2 = 848 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. Apt BeamChek v2007 licensed to:Sherman Engmeerng Inc Reg#7992-66413 PLAN 2884 FRAMING I1D I Date: 1 I/04/15 Selection 4x I 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 3.2 m2 R2= 3.2 in2 (I .5) DL Deft= 0.02 in Data Beam Span 5.0 ft Reaction I LL 1250# Reaction 2 LL 1250# Beam Wt per ft 7.87# Reaction I TL 2020# Reaction 2 TL 2020# Sm Wt Included 39# Maximum V 2020# Max Moment 2525'# Max V(Reduced) 1397 # TL Max Defl L/240 TL Actual Deft L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(int) TL Defl (in) LL Deft Actual 49,9 I 32.38 0.04 0.02 Critical 24.39 1 0. 1 2 0.25 0. 17 Status OK OK OK. OK Ratio 49% 3 1% 15% I I% Fb(psi) Fv(psi) E(psi x mil) 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 I . I 5 I.I5 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: 500 Uniform TL: 800 = A Uniform Load A /\ 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#7992-664/3 PLAN 2884 FRAMING 1102 Date: I 1/04/15 .5election 4x 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 0.7 m2 R2= 0.7 in2 (1 .5) DL Deft= 0.03 in Data Beam Span 10.0 ft Reaction I LL 250# Reaction 2 LL 250 it 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 (in3) Shear(in2) 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 2 I% 8% 13% 9% Ft?(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 900 180 I .6 625 Adjusted Values 1242 207 1 .6 625 Adjustments CF Size Factor I .200 Cd Duration I . 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 R I = 439 R2 = 439 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. CD3 BeamChek v20O7 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING hD3 Date: 1 I/04/15 Selection 4x I 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 0.4 in2R2= 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 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/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl LI >1000 Attributes Section (in3) Shear(m2) TL Defl (in) LL Defl Actual 49.91 32.38 0.01 <0.01 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 mil) Fc I (psi) Values Reference Values 900 180 I.6 625 Adjusted Values 1242 207 1 .6 625 Adjustments CF Size Factor I.200 Cd Duration I ,15 I.1 5 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 TL: 80 = A Uniform Load A .Z . Z . RI = 275 R2 = 275 SPAN = 6.25 FT Uniform and partial uniform loads are lbs per lineal ft. 1111)9 BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING hD4 Date: 11/04/15 Selection 5-I/8x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 5.I in2R2= 4.8 in2 (I .5) DL Defl= 0.24 in 0.30 in Data Beam Span 10.0 ft Reaction 1 LL 1410# Reaction 2 LL 1934 # Beam Wt per ft 10.81 # Reaction I TL 3295 # Reaction 2 TL 3098# Dm Wt Included 209 # Maximum V 3295 # Max Moment 133 I 0'# Max V(Reduced) 3180# TL Max Defl L/240 TL Actual Defl L/450 L/304 LL Max Defl L/300 LL Actual Defl L/>1000 Attributes Section (m3) Shear(int) TL Defl (in) LL Defl Actual 155.07 09.19 0.43 0.19 Critical 00.58 19.92 0.80 0.53 Status OK OK OK OK Ratio 43% 29% 53% 35% Pb (psi) Fv(psi) E(psi x mil) Fol.(psi) Values Reference Values 2400 240 I.8 050 Adjusted Values 2400 240 I .8 050 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 Point TL Distance Par Unif LL Par Unif TL Start End B = 1482 3.25 50 h = 80 0 3.25 250 I = 344 3.25 10.0 1 I1 Pt loads: C Z . . . RI = 3295 R2 = 3098 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. 111Y✓ BeamChek v2OO7 hcensed to:Sherman Engineering Inc Reg#7592-664/3 PLAN 2884 FRAMING h D5 Date: 11/04/15 5election 16x 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 IL 371 # Bm Wt Included 102 # Maximum V 37 I # Max Moment 742'# Max V(Reduced) 297# IL 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(in2) 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 1 I% 4% 5% 3% Fb (psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 875 170 I .3 625 Adjusted Values 1006 196 1.3 625 Adjustments CF Size Factor 1 .000 Cd Duration I.I5 1 .I5 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 IL: 80 = A Uniform Load A RI = 371 R2 = 371 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. I BeamChek v2007 licensed to:Sherman Engmeermg Inc Reg#7992-664 13 PLAN 2884 FRAMING FSI 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 I LL 426# Reaction 2 LL 426 # Beam Wt per ft 14.94 # Reaction 1 TL 13 12 # Reaction 2 TL 3088# Bm Wt Included 239 # Maximum V 3088# Max Moment 9732'# Max V(Reduced) 3000# TL Max Deft L/240 TL Actual Defl L/440 LL Max Defl L/360 LL Actual Deft L/>1000 Attrsbutes Section (in3) Shear(int) 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% I I% FL, (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 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 Loads Uniform LL: 53 Uniform IL: 73 = A Point TL Distance B = 2991 12.75 Uniform Load A Pt loads: R I = 1312 R2 = 3088 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. 1 +�Z' BeamChek v20O7 licensed to:Sherman Engineenng Inc Reg#7992-664/3 PLAN 2884 FRAMING FB2 Date: 11/04/15 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 4.6 in2R2= 5.0 in2 (1 .5) DL Defl= 0.07 in 0.1 I in Data Beam Span I 1 .5 ft Reaction 1 LL 2113 # Reaction 2 LL 2307# Beam Wt per ft 14.94 # Reaction I TL 2991 # 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 Defl L/72 I LL Max Defl L/360 LL Actual Deft L/ >1000 Attributes Section (ins) Shear(m2) TL Deft (in) LL Defl Actual 123.00 61 .50 0. 15 0.12 Critical 43.85 16.49 0.58 0.38 Status OK OK OK OK Ratio 36% 27% 33% 31% Pb (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 I .00 I .00 Cr Repetitive 1 .00 Ch Shear Stress N/A Cm Wet Use 1.00 I.00 1 .00 1 .00 Cl Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Par Unif LL Par Unif TL Start End 360 h = 495 0 8.0 440 1 = 605 8.0 1 1 .5 11 0 0 RI = 2991 R2 = 3259 SPAN = 11 .5 FT Uniform and partial uniform loads are lbs per lineal ft. Cr 3 BeamChek v2OO7 licensed to;✓herman Engineering Inc Reg#7552-66413 PLAN 2884 FRAMING F133 Date: 1 1/04/1 5 5e%tion 5-1/8x 1 2 GLB 24r-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 4.0 int 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 ! TL 2594 # Reaction 2 TL 2594 # Bm Wt Included 262 # Maximum V 2594 # Max Moment I 1348'# Max V(Reduced) 2297 # TL Max Deft L/240 TL Actual Defl L/366 LL Max Defl L/360 LL Actual Deft L/66 I Attributes Section (m3) Shear(mn2) TL Deft (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% F12 (psi) Fv(psi) E (psi x mit) 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 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 = 0.0 Loads Uniform LL: 50 Uniform TL: 80 = A Par Unif LL Par Unif TL Start End 100 N = 138 0 17.5 42 1 = 64 0 17.5 1 11 Uniform Load A /\RI = 2594 R2 = 2594 SPAN = 17.5 FT Uniform and partial uniform loads are lbs per lineal ft. 71-14 BeamChek v20O7 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FB4A Date: 12/10/15 5e/ection 5-I/4x 1 I-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R l = 18.5 int R2= 8.1 in2 (1 .5) DL Defl= 0.05 in Data Beam Span 5.0 ft Reaction I LL 1 144# Reaction 2 LL 1 144 # Beam Wt per ft 1 9.48# Reaction I TL 12042 # Reaction 2 TL 5242 # Dm Wt Included 97 # Maximum V 12042 # Max Moment 14492'# Max V(Reduced) 11313 # TL Max Defl L/ 240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 123.39 62.34 0.06 <0.01 Critical 59.90 58.51 0.25 0. 17 Status OK OK OK OK Ratio 49% 94% 22% 3% Fb (psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2903 290 2.0 650 Adjustments CF Size Factor I .001 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 1 .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 Point TL Distance Par Unif LL Par Unif TL Start End B = 13600 1 .25 53 H = 73 0 5.0 42 1 = 64 0 5.0 i H Uniform Load A Pt loads: RI = 12042 R2 = 5242 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2584 FRAMING FB5 Date: I 1/04/15 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 3.4 int R2= 3.7 in2 (1.5) DL Defl= 0.02 in 0.02 in Data Beam Span 6.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500# Beam Wt per ft O.I 1 # Reaction I TL 2234 # Reaction 2 TL 2378# Bm Wt Included 55 # Maximum V 2378# Max Moment 3582'# Max V(Reduced) 168 I # 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 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 1% 9% 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 I .00 I.00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 I.00 1 .00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 500 Uniform TL: 688 = A Point TL Distance B = 432 4.0 Uniform Load A Pt loads: 0 RI = 2234 R2 = 2378 SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. FSG BeamChek v2007 licensed to:Sherman Engineering Inc Reg#76,92-66413 PLAN 2884 FRAMING Date: 11/04/15 5e%tion 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= 0.61n2 (1.5) DL Defl= 0.03 in Data Beam Span I I.0 ft Reaction 1 LL 293 # Reaction 2 LL 293 # Beam Wt per ft 5.34 # Reaction I TL 432 # Reaction 2 TL 432 # Bm Wt Included 59 # Maximum V 432 # Max Moment 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) Pv(psi) E(psi x mu) Pc 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 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 Uniform Load A /\ RI = 432 R2 = 432 SPAN = II FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 hcen5ed to:5herman Engmeermg Inc Reg#7992-664/3 PLAN 2884 FRAMING FB7 Date: 1 1/04/15 5e%ction 5-1/8x 12 GLS 24F-V4 DF/DF Lu = 0.0 Ft Condition NDS 2001 Min 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 I TL 26 13# Reaction 2 TL 2613# Bm Wt Included 1 53 # Maximum V 2613 # Max Moment 6697'# Max V(Reduced) 2 104# 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 6I .50 0.1 I 0.07 Critical 33.49 13.15 0.5 I 0.34 Status OK OK OK OK Ratio 27% 2 I% 21% 20% 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 I.00 Cr Repetitive 1 .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 Lb 360 Uniform IL: 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#79.92-66413 PLAN 2884 FRAMING FB8 Date: 11/04/15 ✓e/ection 5-1/8x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 9.1 rn2 R2= 9.6 in2 (I .5) DL Defl= 0.26 in 0.39 in Data Beam Span 19.75 ft Reaction 1 LL 3821 # 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 3 1024'# Max V(Reduced) 5298# TL Max Defl L/ 240 TL Actual Defl L/397 L/364 LL Max Defl L/360 LL Actual Defl L/698 Attributes Section (in3) Shear(m2) TL Deft (in) LL Defl Actual 276.75 92.25 0.60 0.34 Critical 160.55 3 3.1 1 0.99 0.66 Status OK OK OK OK Ratio 58% 36% 60% 52% Fb (psi) Fv(psi) E (psi x mil) Fel(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 I.00 1.00 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 = 585 5.0 320 11 = 440 0 5.0 440 1 = 605 5.0 19.75 h Pt loads: ^ / \ /\ RI = 5912 R2 = 6239 SPAN = 19.75 FT Uniform and partial uniform loads are lbs per lineal ft. 1 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FB9 Date: 11/04/15 Selection I-3/4x I I-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Lu @Oh = 0.0 Ft Conditions NOS 2001, Overhang Min Bearing Area R I = 0.8 in2R2= 2.0 in2 (1 ,5) DL Defl= 0.06 in. Data Beam Span I I .5 ft Reaction 1 LL 389# Reaction 2 LL 952 # Beam Wt per ft 5.34 # Reaction 1 TL 585 # Reaction 2 IL 1482 # Dm Wt Included G4 # 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(m2) 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 0.35 0.05 0.03 Status OK OK OK OK OK OK Ratio 25% 23% 24% 20% 41% 34% Pb (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 I.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 I .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 IL: 73 = A (Uniform Ld on Backspan) Par Unif LL Par Unif TL Start End 188 11 = 300 8.25 I I.5 53 K= 73 (Oh) 0 0.5 188 L = 300 (Oh) 0 0.5 11 L Uniform Load A K R l = 585 R2 = 1482 BACKSPAN = 11.5 FT 011 = 0.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. .PE1A BeamChek v2007 hcensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING FB9A Date: 11/04/15 .5e%tion I-3/4x I 1-7/8 I .9E TJ Microllam LVL Lu = 0.0 Ft Lu @O{1 = 0.0 Ft Conditions NDS 2001, Overhang Min Bearing Area R I = 1 .1 m2 R2= 2.5 in2 (1 .5) DL Defl= 0.10 in. Data Beam Span I I .5 ft Reaction I LL 550# Reaction 2 LL 12 14 # 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 (ins) Shear(m2) 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) 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 1.00 1.00 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 CI Stability @ 0111 .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 53 Uniform TL: 73 = A (Uniform Ld on Backspan) Par Umf LL Par Unif TL Start End , 188 11 = 300 6.0 1 1 .5 53 K = 73 (OI1) 0 0.5 188 L = 300 (Oli) 0 0.5 11 L Uniform Load A K 0 0 RI = 842 R2 = 1900 BACKSPAN = I1.5FT OI1 = 0,5FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. F151° BeamChek v2007 licensed to:Sherman Engineering Inc Reg#75,92-66413 PLAN 2884 FRAMING FBI 0 Date: 11/04/15 Selection 5-I/8x 12 GL6 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 3.3 m2 R2= 3.3 in2 (1.5) DL Defl= 0.04 in Recom Camber=0.06 in Data Beam Span 10.25 ft Reaction 1 LL 1435 # Reaction 2 LL 1435 # Beam Wt per ft 14.94 # Reaction 1 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(m2) TL 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) Pei(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 1.00 1 .00 1.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = O.0 Loads Uniform LL: 180 Uniform IL: 248 = A Par Unif LL Par Unif TL Start End 100 h = 160 0 10.25 11 Uniform Load A RI = 2165 R2 = 2165 SPAN = 10.25 FT Uniform and partial uniform loads are lbs per lineal ft. 113 t BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING FB I I Date: I 1/04/15 5electron 5-1/6x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area R I= 1 .5 m2 R2= 1.5 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) 58 I # TL Max Defl L/240 TL Actual Defl L/ > 1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(m2) TL Defl (in) LL Defl Actual 123.00 61 .50 0.00 <0.01 Critical 5.96 3.63 0.24 0.16 Status OK OK OK OK Ratio 5% G% 2% 2% 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 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 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 11 = 160 0 4.75 hl Uniform Load A 0 Q RI = 1003 R2 = 1003 SPAN = 4.75 FT Uniform and partial uniform loads are lbs per lineal ft. • f2- BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664 1 3 PLAN 2884 FRAMING F512 Date: 12/10/15 Selection 5-I/8x 18 GLB 24F-V8 DF/DF Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2001 , Overhang Min Bearing AreaRl = 1 I .7 it .2= 15.3 in2 (I .5) DL Defl= 0.28 in. Data Beam Span I 1 .5 ft Reaction 1 LL 550# Reaction 2 LL 1214 # Beam Wt per ft 22.42 # Reaction 1 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 OH TL Actual Defl L/305 LL Max Defl L/360 LL Actual Defl L/ >1000 OH LL Actual Defl L/ < -1000 Attributes Section (ins) Shear(in2) TL Deft (in) LL Defl OH TL Defl OH LL Dell Actual 276.75 92.25 0,29 0,01 -0.04 0.00 Critical 227.94 57.19 0.58 0.38 0.05 0.03 Status OK OK OK OK OK OK Ratio 82% 62% 50% 3% 79% 6% Fb (psi) Fv(psi) E (psi x mil) Fc_i_.(psi) Values Reference Values 2400 240 1 .8 650 Adjusted Values 2400 240 I .8 650 Adjustments Cv Volume 1 .000 Cd Duration I .00 1 .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 1.00 1 .00 1 .00 CI Stability I .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 Ld on Backspan) Point TL Distance Par Unif LL Par Unif TL Start End B = 14600 6.25 188 H = 300 6.0 I I .5 53 K = 73 (OH) 0 0.5 188 L = 300 (OH) 0 0.5 H L Uniform Load A K Pt loads: B Z\ R I = 7605 R2 = 9942 BACKSPAN = 11 .5 FT OH = 0.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. Noej ans Park- Plan 2884 Lateral Load I LL I lois '. 1K`'K `4 l I/4/1 5 �wig �',, 2012 IBC 41 z, .,. : ' Per ASCE 7-1 O Basic Wind Speed = 120 I.zt = I.00 Exposure Category= B A = 1.00 Building Height= 18 I = I.00 Roof Slope= 8 :12 = 33.7' Zone Pressure ASP LC ASD Pressure A 25.7 0.6 = 15.4 B 17.6 0.G = 10.6 C 20,4 0.6 = 12.2 D 14.0 0.6 = 8.4 •End Zone Distance: Cave Ht(ft) 18 x 40% = 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= fy;Qf 11Ar,I H r.:Vi.i4WigwePer IBC 2012 Use Group= I Number of Stories= 2 <3 --► Simplified analysis per IBC Section 1613.5.6.2 Sdg = 0.718 R = 6.5 V = 1.2 Sdg W R 6133 W4 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 1' 42.1 x 18 = 758 Floor W= 15 1920 = 28.8 Walls = 8 9.0 ft 1/2 176 + 5.8 = 12.I Partitions = 6 9.0 ft I/2 70 + 3.3 = 5.2 46.1 x 10 = 461 88.2 b `! il X 0.133 *} :f;', �, = ease Shear Distribution: QRf = 1 1.7 X 758 _ 7.3 = 'I_-4; • I2I9 N a �� QFIr = 11.7 X 461 = 4.4 III=129 W2012 IBC-Piolect NEW Design Maps Summary Report 1, Z I 1/4f.C.1 ID la UM; Design Maps Summary Report L User-Specified Input Report Title Tigard, OR Wed November 4,2015 17:05:36 UTC Building Code Reference Document (which2Ol2utilizes InternationalG usshazard BuildingCode data available in 2008) Site Coordinates 45.43767°N, 122.79487°W Site Soil Classification Site Class D - "Stiff Soil" ,Risk -,•-"Irstrx*Vi-,:4- Category I/II/III ,„ , ,,,,,,„.„„r,,,,, .,, , ., .,, „4,,,,,,,,,, ,,,,,.. -,,, R,,,T,','I,s,1,:',,',7,mo,4,,,Ww.,h`7 '''''.1•1:1rx• '41'1.../, a••',a,.'-'a,' 7%,,i0 '00--••=••••'"',..4 ,,,,,,t ii a.,,7,,,S,..t,-.,,:, ,r4 ,,,',.7.,•3::,•,46 , "Air f„a••,',iii.,4 4..0,.•,ikeakawu,,g.A^Vill.,,,,,. i.‘g,,.:'044 1,1,,,,,,,,,,,s4.6,44.Ti....ars,,,,, ( ."'Iiiimi "'''..145MC 119 2..01ln.',,.'.4„...P2..4',,.&'...,,," ":',1i,:..1.,4`'.' :11'43;:,liVii, /, W4f#4."4,',Ir.&„LitTft .11.11.11111.1111111.47, 7 ,, , ,,... 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FACEResponse Spectrum Design Response Spectrum R 1.10 0.72 0.64 0.55 0.56 0.00 0 0.71 .40 VI,.. Ti 0.40 r III D GG (401 0 01 0.55 , ,32 III 0.44 0.24 0,16 0.33 0.22 0.11 0.00 11 000.00 0.2D 0.40 0. 0 0.610 1.00 1.20 1.40 1.0 1.00 2.00 Period, T(sec) 0.000.0.00 0.20 0.40 0.60Period,0.Il01.0T0(sec)1.201.40 1.G0 1.00 100 38rhieskcategory.o... 1/.? Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or im&ps bttp://enpl-earthguake.cr.usgs.govidesignmaps/us/summary.php?template=minimal&latitude=45.437672&longitude---122.794867 1i:el::to the , . 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= $psf i I,,4 psf Interior= ett4f,psf 4` : psf End Zone , 1 Interior I y End Zone End Zone Length =: `ft Roof Ht ,12 ft Diaph 1 width li ,ft Wall Ht. 1 8 ft Qn Qn Ln Diaph 2 width ft Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips •1 End Left ' 8 � 12 ;, 1 1 2 0Nx £ (�.$j,�F ^ `*.°�� i.'vX 9.,T 1 P: t€' s.: 1,- Y'x: r c a z a r-z n Inter 0 6 m 8 1 .x - 3` *'4'''''1'; ',7:-..--2 ' 12 " '0 = "�1 �.,� u T :, ,# Wig? 4p�. 2 i.\ '�� :%�� � V ., .u� E�+. �``+ e �i�yx 5 � �� £s Y l� �M� S e IJf /. 3 End Right =8.4 , .. 1 :2 4 ,.; . . ::•;-_ , ,,L.,.,,x , 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 '� .` ` , f 'r F9�a F x 5 �xz Y u' �': 1 End Left .?-411".': % ',sv � e s lka lam` " 34 0 2 Inter tiO .41.:4,4°0F;$ 4e'` .' .-.�f� ii,` -- i s 2r ''' :age 4 . ". 1-0-. 3 End Right 4::12.2 4 it'Le $ - 1j� ,, .A.. 1.P'.,. 0.3. . . MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD 3.End Zone= ' ° psf Z�= psf Interior= ,? 4 4 psf 1,-psf LINE ROOF UPR FLR TOTAL Wall Ht.,,..„:7,,gg. 1 1.7 0.82.5 2 2.1 1.0 ".:;.'.!!',7,...,`,Z''-'141‘:i'.. .'1.1. g , ..,x..... Diaph 1 width , g ft 3 0.6 0.3 ,,- . ,.0 „: Diaph 2 width ft 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 ' '10,NA b : k,V41-Vtli 2 Inter * - 0:. 0PM1 rV,,m�V �� �„fi .�1s4 � d �- . . § f: 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 V1 V2 V3 V4 Roof Wall End Zone= ��6psf ,t� 4 psf Interior= psf 2.';psf End Zone Interior v End Zone A End Zone Length = iJ; ft Roof Ht. ft Diaph 1 width'i.,-4?'• ft Wall Ht f ft iii.,,,..0,,,,:,,,,,, lQn Qn Qn Diaph 2 width 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 tiwki A End Left ' € ens �' 4 ' ° + �r'Q' a # ' f y B Inter s a I ,>-+ ;` . .. .! a. f F :* '. �' r3 tj t Pk b a' 0 a�#��235 �^c �s } C End Right ., ,giu_ T -, f:<:1.,,,,.4'4:,:‘,r. :° IPA:;'-::, ;. � : �t .°"?` 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 ' r r�ir & (' . 19 ' l B Inter ,, ` ' a V M .'f w . . , z a C End Right ... . ��;�1 ��a:�,.�.��VR >`� .�,�' �?�":i,4 °° ..� �s,:i;�' .,. ,. �xA—,---"---- ... MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= °`° :psf �I5 psf Interior= ��° 5� psf = $�12.2 psf LINE ROOF UPR FLR TOTAL Wall Ht. :L.9 A 0.0 1.3s ,F B 0.0 2.2 h",r. a Diaph 1 widthft c 0.0 1.2 > . .x Diaph 2 width `s ?ft 7 u\ 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 A End Left �* 8 f £ Fitt r � avu- S! r ,� � � .... T� � z.w, 4i`" y.;�.y, r ..a.0 �x � 4 x B Inter .15 Et-4Ait;'' 4.1115' _. 1 �„ PittPik r TOIL iai > V . IA �� C End Right t I___1. . .24; . n r 3� k:. . . F Sherman Engineering, Inc. LL7 3151 NE Sandy Blvd. Portland, OR 97232 t'IOIC1', 11/9/2015 (503) 230-8876 Phone (503) 226-4745 Fax PLAN 2fifb4 AJW FWN17 BACK LOADING WIND(k) 5SI5MIC(k) VI 2,5 2.0 �1 V2 3,2 2.6 O �r ROOF Wild, V3 0.9 0,6 airmonordim H A�WALC5 © UP FLS "' 7 VI 5 2.0 k _ 34 LF < ( 59 4/ ) il uAG1ERW 2,5 k _ 34 i_r - 7h #/' 1Peri Wall: /4 + Co 0,83 - 89 #/' _ ��' 5 V2 5 2.6 k _ 18 LF < ( 149 #/') 1G5 ,� � W 3.2 k _ 18 LF - 183 #/' mup7Perf Wall: 183 + Co 1.00 - 183 #/' 16 •`°•' jinn V3 5 0.6 k 36 LF - ( 17 #/') w 0,9 k - 36 LF — 25 #/' Ic�Zf •A ..,kJ l22�' Parr Wall 25 + Co iOD - Z5 #/ J; "F°AN°°„ T_ WINI2(k) 5N5MIC(k) , V2 23 1.6 0 3 4' © 1°0 FLIZ IIAFH, V3 01 0,4 ._ ,-,t. DINING,`-LDWPW PATIO +tAt?WALL5 @ OMR FL 1' 1,1101107 VI 5 2.0 k + 1,2 k -- 3 k - 34 LF --= 955 iv. ) . D GREAT 8004 0 W 2,5 k + 1,8 k - 4 k 4. 3h LF - 128 41i. 64111=rte 5 Perf Wall: 128 Co 037 167 4/ 1■■■ :_�' V2 5 2,6 k + 1,6 k ' 4 k + 18 LF - 240 � 11e w 3.2 k + 2, k < 6 k + 18 LF - 314 ,t/: 4. g 0s: Perf Wall: 314 + Co 1.00 - 314 4/' 1 ,Lt f 16 V3 5 0.6 k + OA k < 1 k 33 LF - 30,8 ,.i. �N 0,9 k + o,/ k - 2 k — 33 LF — 49,2 ,ti. l� iw Perf Wall: 49 + Co 1.00 - 49 4/' o 0 ri t 101111111111111111 la.am"1"1= {,iiiiiir rr Ill ■■■■ iaim —{ � 1 iii --,iii r } , 1 .t #II II 0-1-071.-••••,,,,,„1: Illi ,timm rrl i i�wi r,.. - Sherman Engineering, Inc. LL g 3151 NE Sandy Blvd. Portland,OR 97232 FPOJtC1: 11/9/2015 (503) 230-8876 Phone (503)226-4745 Fax PLAN 25154 AJW 5112E/ 51M LOAnING WIND(k) 5N5MIC(k) VA I. 1.4 VP 2.2 2.6 I:00F 12 APH, VC 1.2 1.2 5H A1;WALL5 @ UFFFf` FW y.�3 S Cp 3 VA 5 1,4 k : 19 LF - ( 735 #/') rival W 1.5 k + 19 LI - 68 4/' (c� MASTER BED f2 Perf Wall: 75 + Co 0.71 m 102 4/1 it --- 0 VCS 5 2.6 k - 25 V - ( 106 4/') ` w �r V ti W 2,2 k : 25 LF - 90 #/' Abh, Mil VIS illi Peri'Wall; 106 + Co 1,00 -- 106 4/' i o A�l . A i1/4 w 1.2 k _ 17 LF - 71 #/' Peri'Wall 71 + Co 0,63 a 112 4/' ij MEDIA ROOtI WIND(k) 5FI5MICC k) VA 14 0,7 VCS 2,7 1,6 M.P. I2IAFN VC 1.7 0.9 /15 z.15 r ,G ,„„.c ITIMMIIIM e, 5NFAPWALL5 @ LOWFIS4 KITCHEN VA 5 1.4 k + 0.1 k - 2 k : 10 LP -- 205 II, 1i) D 111GREAT ROOM w 1,3 k + 1,4 k -- 3 k - 10 LP - 263 iI/ L. Peri'Wall: 265 + Co 0,70 - 376 #/' ' 6 fats Timmir I V13 5 2.6 k + 1.6 k - 4 k 26 LP - 165 IIiAvon w 2.2 k + 2,7 k -- 5 k : 26 LF - 192 iv. ,w s= Q Perf Wall: 192 + Co 1.00 - 192 4t/' Z5 5 S•4 VC 5 1.2 k + 0.9 k s 2 k + 20 LP s 108 ,I i, I ° r...,.CMAGE w 1,2 k + 1.7 k - 3 k : 20 LF - 149 ,t,, dt& s.i Perf Wall: 149 + Co 0.60 .- 248 #/' tis � Q OVERTURNING - FRONT BACK PLAN 2884 LL 11/10/2015 GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRID 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 '� , V-1 34 0.167 9 4 15 76.30 WIND 51.1 -3.00 -2.84 ,, y,r it � �° '.... LINE 2 V-2 18 0.183 8 15 15 46.82 WIND 26.4 0.00 -0. 10 �� OK naz1 1 J^rt �.h L 3 �N i V-1 18 0.314 9 4 15 21.38 WIND 50.9 -0. 10 2.02 ,ist `se.S=' H LINE 3 V-2 12.25 0.025 8 20 15 27.31 WIND 2.5 0.00 -I . 14 Q% IIs, V-1 8.5 0.049 9 4 15 4.77 WIND 3.7 -1 . 14 -1 .03 'OK4,„10`s OVERTURNING - SIDE TO SIDE GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIB 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 i rsp' fKmw m *4< >_r V-2 2.5 0.073 8 4 15 0.39 SEISMIC 1.5 0.00 0.49 A ;$ A-itifr `g ' ' :, V-1 1.75 0.263 9 4 15 0.20 WIND 4.1 0.00 2.30 .; ,, U' : " ., V-1 6.75 0.376 9 4 15 3.01 WIND 22.8 0.49 3.6I4, ,, I4., . LINE B V-2 24.5 0.106 8 4 15 37.22 WIND 20.8 0.00 -0.06n,. . ,Ot '/i/nail%. V-1 26 0.192 9 10 15 75.04 WIND 44.9 -0.06 -0.07 ,' w P iy,.% ket LINE C V-2 12.5 0.112 8 4 15 9.69 WIND 11.2 0.00 0.43 i ;E '5U oy } r` V-2 4.5 0.071 8 4 15 1.26 WIND 2.6 0.00 0.40 ,,v, M = I V 4fa V-1 7 0.148 9 11 15 5.81 WIND 9.3 0.40 1 .23 7:4``� kp� k\ . f V-1 5.25 0.248 9 11 15 3.27 WIND 11.7 0.43 2.29 :k gtt. V-1 7 0.248 9 11 15 5.81 WIND 15.6 0.00 1 .73 . , £ , 5 of ,:";. 01-Project-Plan 2884L s 1.4 C SNEARUJALL SCNEDU!_E MARK WALL WALL FASTENER TYPE WOOD SILL PLATE WOOD SOLE PLATE SHEARWALL TO SHEARWALL TO ROOF WOOD SILL TO /�(I) SHEATHING (2) (BUILDERS PREFERENCE) (3) TO GONG CONN. (4) TO RIM JST./BLKG(5) BLKG/RIM BD. (6) BIRD BLOCK CONN.(l) EXISTING FOUND. (8) 'APA RATED FASTENER 0.131'X2-1/2°POWER DRIVEN FASTENER OR 13GAXI-I/2"STAPLE, i"-DIA.XIO"ARS® SIMPSON'1550'o SIMPSON UFP' (256VU 5410 ONE SIDE SPACE O 6"OL.EDGES 6 12"O.G.FIELD 32"O.C. Ibd®b"O.G. A35'®24"O.G. 24'O.G. SPACED O 60'0.G. ..e . a°APA RATED 8D 0.131"X2-I/2°POWER DRIVEN FASTENER OR 136AX1-1/2"STAPLE, )1"-DIA.XI0"A•B.5 "fit,) 51-re ONE SIDE SPACE O 4'OL.EDGES 6 12"O.G.FIELD 24"O.G. Ibd®4"OL. A35'®18"DG. 24'OL. i1 O,® SPACED SPACED O.G. ii"APA RATED 8D,0,131"X2-1/2"DOPIER DRIVEN 5HT6 ONE SIDE FASTENER 13GAXI-i/2"STAPLE, DIAXIO"ABS® 51MP50N L5g0'O SIMPSON'UFP' �) IG,"0-6, 20d o 3"O.G. 'A35'® 12"O.G. SPACE o 3"O.G.EDGES d 12"O.G.FIELD24'O.G. SPADED O 32'OL. Q �"APA RATED 8D OR 0.131"X2-1/2"POWER DRIVEN SIMP50N'L540'0 24" (610«) FASTENER d SPACE 0 2"OG.EDGES d 3/4"-DIA.XI2"AB.S SIMPSON 1./FP' 51110 ONE SIDE ®24"O.G. 20d®3"OL. 'A35'®10'O.G. O.G.d TlmberLOK 12"O.G.FIELD I/4X6"5CR31 SPACED a 24"O.G. /4\\., �•APA RATED 8D OR 0.131"X2-I/2"POWER DRIVEN SIMPSON'L590 ®f2" e TG 1Y ,%SIDE. FASTENER d SPACE O 4'OL.EDGES d 3/4"-DIAXI2"A.B.'S 20d o 3"O.G.6 (79041 12°O.G.FIELD ®20"O.G. A35'®5"O.G. 'A35'®8,O.G. O.G.d TTmberLOK WA 8D OR 0.131"X2-I/2"POWER DRIVEN I/4X6"SGRBN �"APA�� FASTENER 6 SPACE O 3"O.G.EDGES 4 314°-DIAXI2"AB.S 20d A 3"O.G.6 SIMPSON L540'K 12" (10104) SHTG TWO 51DE5 12"O.G.FIELD O 18"O.C. 'A35'm 4"O.G. a 6°O.G. OL.d TlmberLOK WA 8D OR 0.131"X2-I/2"POWER DRIVEN SI X6"SCREW �"APA�� FASTENER d SPADE 0 2"OL.EDGES R 3J4'-DIA.XI2"A.B.S 20d 6 3"O.G.d SIMPSON'LS40'®7" (1550*) SHTG TWO SIDES 12°O.G.FIELD B 12"O.G.fax REQ'D) 'A35'B 3"O.G. A35'a 4"OL. O.G.d TlmlxrLOK WA NOTES: J/4X6"SCREW I)ALLOWABLE SHEAR CAPACITY FOR TYPE'5'HALLS MAY BE INCREASED TO 330-PLF AND TYPE'C'WALLS MAY BE INCREASED TO 460-PLF FOR WIND LOADING 2)ALL PLYWOOD SHEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING. WHERE DOUBLE PLY HALLS ARE REQUIRED,STAGGER STUDS THAT RECEIVE NAILING EACH SIDE OF WALL. FRAMING AT ADJOINING,PANEL EDGES SHALL BE 3X AND NAILS SHALL BE STAGGERED(DBL 2X ACCEPTABLE WI-EN SPIKED TOGETHER WITH Ibd SPACED TO MATCH SHEARWALL NAILING PATTERN). WALL STUD SPADING 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 HALL TYPES 5,G 4 D'-STAPLES ARE ALLOWED IN LIEU OF NAILING,USE BGA.X H/2"STAPLES. 3x(OR DBL 2X)REQUIRE AT PANEL EDGES FOR HALL TYPES V-H'. 4)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER ix3"X3"INSTAI I Pn(GALVANIZED AT TREATED SILLS). LOCATE ANCHOR BOLT So THAT EDGE OF PLATE WASHER 15 WITHIN i"AWAY FROM FACE OF PLYWOOD SHEATHING,AT DBL SHEATHED HALLS USE A 3X4 PLATE HASHER TO MAINTAIN THE i"EDGE DISTANCE. IF BOLT SPACING is GREATER THAN WALL LENGTH INSTALL AN ANCHOR BOLT WITHIN 12"OF EACH END OF WALL. 5)NAILING SHALL BE LOCATED IN THE CENTER OF THE RIM OR BLOCKING MATERIAL. 'A55'CLIPS GAN BE REPLACED BY'LPTS.'INSTALL'LETS'OVER WALL PLYWOOD WEEN INSTALLED ON PLYWD.SIDE OF HALL. 6)SIMPSON CUPS AT TOP OF HALLS ARE NOT REQUIRED IF WALL SHEATHING IS LAPPED AND NAILED TO RIM BD.OR BLOCKING ABOVE. 'A3S'CLIPS GAN BE REPLACED BY LPT5.' l)INSTALL LS'CLIPS FROM INSIDE OF BLOCKING TO SHEAR-HALL BELOW. WHERE VENT BLOCKS ARE LOCATED,ADD UP THE AMOUNT OF CLIPS REQUIRED AT THE SHEAR-WALL LENGTH AND SPACE CLIPS AT NON-VENT BLOCK AREAS ALONG THE SAME LINE.Tr berLOK SCREWS ARE REQUIRED AT TRUsS ONLY SPADED AT 24"ON CENTER 8)SPECIAL INSPECTION IS REQUIRED FOR POST-INSTAI I Fr)CONCRETE ANCHORS ON SIMPSON UFP'BRACKETS. EACH ANCHOR REQUIRES A STANDARD GUT HASHER. SHEARU)ALL DETAILS: WOOD SOLE PLATE u. HOOD SOLE _rq TO RIM JST./BLKG ,fiPLATE NAILIN -'''I SF ARWALL TO ROOF AME AS WALL 5HT6 I BIRD BLOCK CONN EDGE cj s ...-4=1---------.. NAILING TO ii�� BLKG WOOD SOLE PLATE'ASS OR `j LPT5 ,{ FP ill lop_ BRACKET \[� NOTA ,. t::;; sDs scREWs �� _1_ 1��' 1 SEE . � I1 e ,.. WOOD SILL PLATE . ., SHEARWALL TO . �,y'j1AX. BLKG/RIM BD. II TO .CN4 (2)1"-DIA.EXP. ,R3' . , CONN. CLIPS BOLTS W/4-1/2" j ; EMBEDMT. . HOOD SILL TO �� SHEARPALL TO SX15TING FOUND. BLKGIRIM BD CI(CATHING W/ FASTENERS PER SCHEDULE