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Specifications (10) 57-0 ,Z7? ti(. g �t/U> c Sherman Engineering, Inc. (503) 230-8876 Ph 3151 NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 22G-4745 Fax RECEIVED 5E1 Job #: 1 5-MSDE-04-044 DEC 232015 CITY OF TIGARD I'1OGGANS PARK - PLAN 2884E BUILDING DIVISION Lot 8 - Elevation B Tigard, OR December 18, 2015 00,I Westwood homes, LLC 12700 NW Cornell Rd Portland, OR 97229 w-'r A t I . (503) 7l5-23o3 NES: 613011 Subject: Sheet No. Foundation: FD I Framing: Roof beams RB I headers hD I -hD5 Floor Beams FB I -FB I I Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LLG Shearwalls LL7-LL8 Overturning LL9 Schedule LL I 0 Details D I -D29 mngiri . (503) 230-8876 Ph 315 I NEan sandyEBlvd. Stenee. 100ng,, PortlaIncnd, OR 97232 (503) 226-4745 Fax I SEI Job#:15-MSDE-04.044 I IlOGGANS PARK - PLAN 2884L Lot 8 - Elevation B Tigard, OR December 18, 2015 ,,,;,' Westwood Homes, LLC ° :� rt '�,. 12700 NW Cornell Rd 146+' Portland, OR 97229 .-",, 0RE *N (503) 715-2383 w elv SNA, veg EXPIRES: 8/30/ Subject: Sheet No. Foundation: FD I Framing: Roof Beams RB Headers HD I -1-1D5 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 FOOTING SCHEDULE N ENG/NEENG, INC. Y SHERMA 3/5/ NE SandyR/BIUd. FD1 JOB: PLAN 2884 Port/and, OR.97232 Client: WESTWOOD HOMES 11/9/15 NW q, soil = 1,500 psf(Assumed) Number Type REINFORCEMENT waHot, P,allow FTG Size USE REBAR lbs/ft Ibs width (inch) depth (inch) C1 Cont. 1500 6,000 12 8 (I) #4 Cont C2 Contmous 1750 7,000 14 8 C3 Continous 2000 8,000 (I) #4 Cont 16 10 (2) #4 Cont C4 Continous 2250 9,000 18 10 (2) #4 Cont Number Type PaOo" A FTG Size bps ft2 b (inch) I (inch) d (inch) USE REBAR PI Pad 3.4 2.3 ��� Bearing (psf) O.,,'in 1500 : As = .4m2 a = 0.52 6.0 4.0 2 M ca = I I .66 k-ft P2 Pad � � ,q ,_..:b �. � .:, r `gX10 1 500 M u = 2.55 k-ft As = .4 m2 a = 0.39 M caI1 .89k-ft A Pad 9.4 6.3 r P3 -I - - «. s� 3 �s .z M u 4.99 k-ft As - � �. � �,� , r,,,b�'���';� � � i 504 � 4m2 0.31 P4 Pad aM cap 12.04 k-ft ` *� , �o� ',�q a 5 9.03 ,.. :. t�,,.,> ���; :,.:,; `.! 4 1;�" ti 1500 M u = 8.61 k-ft As = .6m2 a = 0.39 M cap = 23.24 k-ft sy.4 12.3 Y ``�r � P5 Pad 8 ICAC ,; i 1 :. 333 1502 Mu = 13.69 k-ft As = .8m2 a = 0.45 Mca 30.79k-ft in P6 Pad 24.0 I6.0 p _ �.. �� M u = = r< 0' ,Ir .. 1500 .x 20.4 k-ft As = .8 m2 a P7 Pad 0.39 M cap 30.99 k-ft °` 02 28.8 18.8df k,�- , __ y.,._ � � 1534 Pad u 26.52 k-ft As = 1. m2 a 0.45 M ca 38.46 k-ft z. 't a p 3�_Z 9 P8 40.0 28.4 �, f r or , , .3� .. r -� .� �G ' A 1406 M u = 45.33 k-ft As = 1.2 m2 a = 0.44 M cap = 46.22 k-ft •� ' p9 Pad 50.0 36.0 T��: , tet. , A' { ;,,U ;. : : l 1389 Mu = 63.75kft As = I.55m2 a = 051 P I O Pad 65.0 42.3 M cap' 87. 14 k-ft N0� ;s��. �'f tAlaklIrg 1535 M u = 89,78 k-ft As = 1,56 int a = 0.5G M cap = 104.1 1 k ft Y«w,: r �,-ra�,,•r AfitDoting Schedule_Pnect0 .. rfa \ DearnChek v2OO7 licensed to:Sherman Engineering Inc Reg#7952-66413 PLAN 2884 FRAMING RBI Date: 1 1/04/15 Selection I PT 4x 8 HF#1 Lu = 0.0 Ft Conditions NDS 2001, Incised Min Bearmg Area R I = 2.I m2 R2= 2.1 in2 (1.5) DL Defl= 0.06 in Data Beam Span 7.5 ft Reaction I LL 516# Reaction 2 LL 516# Beam Wt per ft 6.17# Reaction I TL 848# Reaction 2 TL 848# Bin 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 (ms) 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) Fel(psi) Values Reference Values 975 150 1.5 405 Adjusted Values 1 166 138 1.4 405 Adjustments CF Size Factor I.300 Cd Duration 1.15 1 .15 Cr Repetitive I.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 I .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 138 Uniform TL: 220 = A Uniform Load A RI = 848 R2 = 848 SPAN = 7.5FT Uniform and partial uniform loads are lbs per lineal ft. 441D1 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING HDI Date: 11/04/15 5e%tion 14x I 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 3.2 int R2= 3.2 in2 (I .5) DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1250# Reaction 2 LL 1250# Beam Wt per ft 7.87# Reaction 1 TL 2020# Reaction 2 TL 2020# Bm Wt Included 39# Maximum V 2020# Max Moment 2525'# Max V(Reduced) 1397# IL Max Deft 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 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% 1 1% Fb (psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration I .15 I .15 Cr Repetitive I.00 Ch Shear Stress N/A • Cm Wet Use I.00 1 .00 I .00 1 .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 500 Uniform IL: 800 = A IUniform Load A RI = 2020 R2 020 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. 44VE DeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING h D2 Date: 11/04/15 Selection 14x I O DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 0.7 m2 R2= 0.7 in2 (I.5) DL Defl= 0.03 in Data Beam Span 10.0 ft Reaction I LL 250# Reaction 211 250# Beam Wt per ft 7.57# Reaction I TL 439# Reaction 2 TL 439 # Bm Wt Included 79 # Maximum V 439# Max Moment I098'# Max V(Reduced) 372 # 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 Defl (in) LL Defl Actual 49.91 32.38 0.06 0.03 Critical 10.61 2.69 0.50 0.33 Status OK OK OK OK Ratio 21% 8% 13% 9% Fb (psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 900 180 I .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 I .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 ^I / \ RI = 439 R2 = 439 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. 44D3 BeamChek v20O7 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING D3 Date: 11/04/15 Selection 14x 10 DF-L#2 Lu = 0.0 Ft ' Conditions NDS 2001 Min Beanng Area R I= 0.4 m2 R2= 0.4 in2 (I .5) DL Defl= <O.0 I in. Data Beam Span 6.25 ft Reaction 1 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 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% 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 .I5 I.I5 Cr Repetitive I .00 Ch Shear Stress N/A Cm.Wet Use. 1 .00 I.00 I.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 50 Uniform TL: 80 = A IUniform Load A II RI/ 275 /\ R2 = 275 SPAN = 6.25 FT Uniform and partial uniform loads are lbs per lineal ft. . DLI DeamChek v2OO7 licensed to:Sherman Engmeermg Inc Reg,#7592-66413 PLAN 2884 FRAMING H D4 Date: I 1/04/15 .5e%tion 15-I/8x 13-1/2 GLD 24F-V4 DF/DF Lu = 0.0 Ft Condrtrons NDS 2001 Min Bearing Area RI = 5.1 m2 R2= 4.8 in2 (1.5) DL Defl= 0.24 in 0.36 in Data Beam Span 16.0 ft Reaction I LL 1416 # Reaction 2 LL 1934 # Beam Wt per ft 16.8 I # Reaction I TL 3295 # Reaction 2 TL 3098# Dm Wt Included 269# Maximum V 3295 # Max Moment 133 16'# 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 Attrrbutes Section (ins) Shear(in2) IL 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 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 1.00 I .00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads F Point TL Distance Par Unif LL Par Unif TL Start End I B = 1482 3.25 50 H = 80 0 3.25 250 1 = 344 3.25 16.0 I h Pt loads: I Ell RI = 3295 R2 = 3098 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. . A •ps DeamChek v2007 licensed to:Sherman Engineering Inc Reg#7952-66413 PLAN 2884 FRAMING HD5 Date: 11/04/15 Selection 16x 1 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I= 0.6 m2 R2= 0.6 in2 (I .5) DL Defl= 0.01 in Data Beam Span 8.0 ft Reaction I LL 200# Reaction 2 LL 200# Beam Wt per ft 12.7# Reaction I TL 371 # Reaction 2 TL 371 # Bm Wt Included 102 # Maximum V 371 # Max Moment 742'# Max V(Reduced) 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 pn3) Shear(int) TL Defl On) 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% Values Reference (psi) Fv(psi) E(psi x mil) Fc I(psi) Reference Values 875 170 I.3 625 Adjusted Values 1006 196 I .3 625 Adjustments CF Size Factor I.000 Cd Duration I.I5 1.15 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: 50 Uniform TL: 80 = A I Uniform Load A R1/ 1 /\ . R2 = 371 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. I BeamChek v2007 licensed to:Sherman Engineering Inc Reg 1179.92-66413 PLAN 2884 FRAMING FBI Date: I 1/04/15 Selection 15-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 2.0 m2R2= 4.8 in2 (1.5) DL Defl= 0.38 in 0.57 in Data Beam Span 16.0 ft Reaction I LL 426# Reaction 2 LL 42G# 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 (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% I 1% Values Reference Values 2400') Fv(psi) E(psi x mil) Fc I(psi) 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 I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 rLoads Uniform LL: 53 Uniform TL: 73 = A I Point TL Distance B = 299 I 12.75 Uniform Load A 1 Pt loads: I © + RI 312 R.2 = 3088 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. fr2" BeamChek v2007 licensed to:Sherman Engmeenng Inc Reg#7992-664/3 PIAN 2884 FRAMING P52 Date: I 1/04/15 Selection 15-1/8x 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 O.I l in Data Beam Span I 1 .5 ft Reaction 1 LL 2113 # Reaction 2 LI 2307# Beam Wt per ft 14.94# Reaction I TL 299 I # Reaction 2 TL 3259# Bm Wt Included 172 # Maximum V 3259 # Max Moment 8770'# Max V(Reduced) 2639# IL Max Defl L/240 TL Actual Defl L/721 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(m2) TL Defl (in) LL Defl Actual 123.00 61 .50 0.19 0.12 Critical 43.85 16.49 0.58 0.38 Status OK OK OK OK Ratio 36% 27% 33% 3 I% Fb (psi) Fv(psi) E(psi x mil) Fc I(Psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 I.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 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 rLoads Par Unif LL Par Unif TL Start End I 360 H = 495 0 8.0 440 1 = 605 8.0 I I.5 H l � RI 991 R2 = 3259 SPAN = 11.5 FT Uniform and partial uniform loads are lbs per lineal ft. r,3 BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING FB3 Date: 11/04/15 Selection 15-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 4.0 int R2= 4.0 in2 (I .5) DL Defl= 0.26 in Data 0.39 in 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 IL 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% Pb(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 1.00 Cr Repetitive I .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 Uniform LL: 50 f Uniform TL: 80 = A Par Unif LL Par Unif TL Start End 1 100 h = 138 0 17.5 42 I = 64 0 17.5 1 I " 1 I Uniform Load A I ^I R1 2594 / R2 = 2594 SPAN = 17.5 FT Uniform and partial uniform loads are lbs per lineal ft. I , 'Y\5 14 BeamChek v2007 licensed to:Sherman Engmeermg Inc Reg#75.92-66413 PLAN 2884 FRAMING FB4 Date: I 1/04/15 Selection 15-1/8x 12 GLB 24F-V4 DF/DF Lu = O:OFt Conditions NOS 2001 Mm Bearing Area RI= 2.8 m2 R2= 2.8 in2 (1.5) DL Defl= <0.01 in. Data <0.01 m. Seam 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 Deft L/ >1000 Attributes Section (ins) Shear(tn2) TL Defl(in) LL Deft 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% 1 1%v 4% 3% v a lv e sFt) (psi) Fv(psi) E(psi x mu) Fc I(psi) 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 1.00 Ch Shear Stress N/A Cm Wet Use I.00 1.00 1 .00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.00 Loads Uniform LL: 363 Uniform IL: 580 = A Par Unif LL Par Unif TL Start End 53 11 = 73 0 5.0 42 1 = G4 0 5.0 I I i 11 Uniform Load A RI = 1830 R2 = 1830 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. DearnChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FBS. Date: 11/04/15 Selection l 3-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions ND5 2001 Mm Bearing Area R I= 3.4 m2 R2= 3.7 int (I .5) DL Defl= 0.02 in 0.02 in Data Beam Span 6.0 ft Reaction I LL 1500# Reaction 2 LL 1500# Beam Wt per ft 9.I I # Reaction I TL 2234# Reaction 2 TL 2378# Bm Wt Included 55 # Maximum V 2378# Max Moment 3582'# Max V(Reduced) I G8 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) fol.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 I.8 G50 Adjustments Cv Volume 1.000 Cd Duration I.00 I .00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1 .00 1 .00 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 rLoads Uniform LL: 500 Uniform IL: 688 = A I Point TL Distance B = 432 4.0 I Uniform Load A Pt loads: I ® I 0 R I = 2234 R2 = 2378 SPAN = G 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 Date: 11/04/15 Selection 1 I-3/4x I I-7/8 1.9E TJ Microllam LVLi Lu = O.0 Ft Conditions NOS 2001 Min Bearing Area R 1= 0.6 m2R2= 0.6 in2 (I .5) DL Defl= 0.03 in Data Beam Span 1 I .0 ft Reaction I LL 293 # Reaction 2 LL Beam Wt per ft 5.34# Reaction I TL 432 # Reaction 2 TL 293 # 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(m2) 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 I.00 I Cd Duration 1.00 100 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 1 .00 I .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 53 Uniform TL: 73 = A I Uniform Load AI RI 4 2 R2 = 432 SPAN = I I FT Uniform and partial uniform loads are lbs per lineal ft. • BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING FB7 Date: 11/04/15 Selection 15-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 4.0 m2 R2= 4.0 in2 (1 .5) DL Defl= 0.04 in Data 0.06 in 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 Bm Wt Included 153 # Maximum2613 # V 26 13 # Max Moment 6697'# Max V(Reduced) 2 I04 # 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 61 .50 0. 1 1 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) Fcl_(Psi) Values Reference Values 2400 240 I .8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume I .000 Cd Duration 1.00 I.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 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: 360 Uniform IL: 495 = A Uniform Load A ^I I RI = 2613 R2/= 2\613 SPAN = 10.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2O07 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2884 FRAMING FB8 Date: 11/04/15 Selection 15-118x 18 GM 24F-V4 DF/DF Lu = 0.0 Ft I Conditions NDS 2001 Min Bearing Area RI = 9.1 int R2= 9.6 in2 (I.5) DL Defl= 0.26 in 0.39 in Data Beam Span 19.75 ft Reaction I LL 382 I # Reaction 2 LL 4269# Beam Wt per ft 22.42 # Reaction I TL 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 Defl L/397 L/364 LL Max Defl L/360 LL Actual Defl L/698 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 276.75 92.25 0.60 0.34 Critical 1 60.55 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 (psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2319 240 1.8 650 Adjustments Cv Volume 0.966 Cd Duration I.00 1.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1 .00 I.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads I Point TL Distance Par Unif LL. Par Unif TL Start End I B = 585 5.0 320 H = 440 0 5.0 440 I = 605 5.0 !9.75 I h I I I Pt loads: I R! /= 5\912 R2 = 6239 SPAN = 19.75 FT Uniform and partial uniform loads are lbs per lineal ft. f131 DeamChek v2007 hcensed to:Sherman Engineering Inc Reg#79,92-66413 PLAN 2884 FRAMING FB9 Date: 11/04/15 Selection I I-3/4x I I-7/8 I.9E TJ Microllam LVL Conditions NDS 2001, Overhang Lu = 0.0 Ft Lu @OH = 0.0 Ft! Mm Bearing Area R I= 0.8 m2 R2= 2.0 in2 (I .5) DL Defl= 0.0G 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 # Bin Wt Included 64# Maximum V 1293 # Max Moment 2252 '# Max V(Reduced) 9 18# 0.5 ft TL Max Defl L/240 TL Actual Defl L/ >1000 12.0 2 LL Max Defl L/360 LL Actual Defl L/ >1000 L/50 Attributes Section (ins) Shear intL/ < -10000 ( ) TL Deft(in) LL Defl Actual 41 .13 20.78 0.14 0.08 Critical 10.38 4.83 -0.02 -0.01 0.58 0.38 0.05 0.03 Status OK OK OK OK OK Ratio 25% 23% OK 24% 20% 41% 34% Fb (psi) Fv(psi) E(psi x mil) Fc_i_(psi) Values Reference Values 2600 285 1.9 Adjusted Values 2604750 285 I.9 750 Adjustments CF Size Factor I.001 Cd Duration I.O0 100 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 CI Stability @ OH I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 53 Uniform TL: 73 = A (Uniform Ld on Backspan) Par Unif LL Par Unif IL Start End I 188 H = 300 8.25 11.5 53 K = 73 (011) 0 0.5 188 L = 300 (OH) 0 0.5 I H I L I IUniform Load A I K I I I R I = 585 /\ R2 = 1482 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. 031A BeamChek v2007 licensed to:Sherman Engineering/nc Reg I'7992-664/3 PLAN 2884 FRAMING FB9A Date: I 1/04/15 Selection I-3/4x I I-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Lu@OH = O.OFt' Conditions NIPS 2001, Overhang Min Bearing Area R I= 1 .1 in2R2= 2.5 m2 (1.5) DL Defl= 0.10 in. Data Beam Span 1 I.5 ft Reaction I LL 550# Reaction 2 LL 1214 # Beam Wt per ft 5.34# Reaction I TL 842 # Reaction 2 TL f 900# Bm Wt Included 64 # Maximum V 17! 1 # Max Moment 3865'# Max V(Reduced) 1336# 0.5 ft ft TL Max Defl L/240 TL Actual Defl I 4 L/6!5 L//23364 11 Max Defl L/360 LL Actual Deft L/>1000 L/668 Attributes Section (m3) Shear(in2) TL Defl (in) LL Defl Actual 41 .13 20.78 0.22 0.12 -0.03 -0.02 Cntical 17.81 7.03 0.58 0.38 0.05 Status OK OK 0.03 OK OK OK OK Ratio 43% 34% 39% 32% 66% 54% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2600 285 I.9 750 Adjusted Values 2604 285 1 .9 750 Adjustments CF Size Factor 1 .001 Cd Duration I.00 1 .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 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 IL: 73 = A (Uniform Lc!on Backspan) Par Unif LL Par Unif TL Start End I 188 H = 300 6.0 11.5 53 K = 73 (OH) 0 0.5 188 L= 300 (OH) 0 0.5 11 I L I I Uniform Load A I K I I I R I = 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. • . BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2884 FRAMING FB10 Date: 11/04/15 Selection 15-I/8x 12 GLB 24F-V4 DF/DF Conditions NDS 2001 Lu = 0.0 Ft Mm Bearing Area RI= 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 I LL Beam Wt per ft 14.94 # Reaction I TL 2465 # Reaction 2 TL 143535# Reaction 2 LL # 2 165 # 13m2165 # m Wt Included 153 # Maximum V Max Moment 5548'# Max V(Reduced) 1743 # IL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attrbutes Section (ins) Shear(in2) IL Defl(in) LL Defl Actual 123.00 6!.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% Pb (psi) Pv(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 I.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1 .00 1.00 Cl StabilityI .00 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 10.25 I II Uniform Load A I RI = 65 R2 = 2165 SPAN = 10.25 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-66413 PIAN 2884 FRAMING FBI ! Date: 11104115 Selection 15-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 1.5 m2 R2= 1 .5 in2 (1 .5) DL Defl= <0.0 I irRecorn 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 7 I # Maximum V 1003 # Max Moment 1191 '# Max V(Reduced) 581 # 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 0.00 <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.i(1251) (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 1.00 1 .00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 180 Uniform TL: 248 = A Par Unif LL Par Unif TL Start End 100 M = 160 0 4.75 II I rUniform Load A R 1 = 1003 R2 = 1003 SPAN = 4.75 FT Uniform and partial uniform loads are lbs per lineal ft. I Iioggans Park- Plan 2884 I Lateral Load . I LL I I ,-,-,,,740,-„t. 11/4/I5 2012 IBC y .,,,. Per ASCE 7-10 Basic Wind Speed= 120 Kzt = 100 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 lit(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= 0,0 +' ' ''' 'w : 2. .....Per IBC 2012 Use Group= I Number of Stories= 2 <3 --► Simplified analysis lysis per IBC Section 16 13.5.6.2 Sdg = 0.718 R= 6.5 3 V = I RSd, w = >a . � I',;, r , . :1 Roof W= 15.0 2205 = Walls = 8 8.0 ft 1/2 181 35.I = Partitions = 6 8.0 ft 1/2 136 = 5.8 = 3.3 1' 42.1 x 18 = 758 Floor W= 15 1920 = Walls = 8 9.0 ft 1/2 176 + 2 Partitions = 5.8 = 1 2.I .8 6 9.0 ft 1/2 70 + 3.3 = 5.2 46.1 x 10 = 461 88.2 Sv' X 0.133 = Base Shear Distribution: qv __ 11.7 1219 X 758 = 1.4 �,4 QPir = 1 1.7 X 461 = 4.4 = 1 wa. 1219 1.4 LL-2012 EC-Project NEW 11/4/2015 Design Maps Summary Report MUSGS Design Maps Summary Report 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 `�£�, '2v b ^+�•�' r° "c '' ' d �`7'� � ,� d '�y t .T, - r!�'.' ,r✓{ '-'" , r �y , VA, ;_t Ss ^.. pyo. d t { � �. s ., 'rs f. � A � • ',• , "C' ^ w � S Y Fp 9 .5. Y L.Odf' .. � Y s � n.�y s h. ,�r+Mi . s'.';24%-°.;'',-*;'i �„ri ¢ 9 , a °V w✓ sem' f1 A t .. ,✓, . � �. � x 5 '+- u � fig i„m?{` a § `' . tfi&� a a z aFP �� �^`'� ` "� r e r� � � ti `:.� r aq�.�u �z • # 3 < �s � " f � � s ck USGS-Provided Output SS = 0.967g SMS = 1.077g SDS .- 0.718g S1 = 0.423 g SM1 = 0.667 g S01 0.4458 For information on how the SS and S1 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. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.' 0.88 0.64 0.77 O.SG 0,42 N0.66 N 0.66 @Y it10.55 0.40 0.44 vl 0.32 0.33 0.24 0.22 0.16 0.11 0.a® 0.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.80 2.00 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 httpy/ 1-earthquake.cr.usgs.gov/designmaps/us/summary.php?templite=minimal&latitude=45.437672&longitude=_122.794867&siteclass=38eiskcategory=0... 1/2 SHERMAN ENGINEERING, INC. _ 3151 NE Sandy Blvd Suite 100 WIND LOAD PER IBC 2012 ( Portland, OR 97232 JOB: Plan 2884 Loading: FRONT/BACK Roof Wall V1 V2 V3 V4 End Zone , psf ' psf Interior= ���' ;'� psf E psf End Zone v Interior v End Zone End Zone Length ft Roof Ht. r ft Diaph 1 width r;ft Wall Ht , Qn Qn Qn Diaph 2 widths ft � ft Shear V1 V2 Line Condition load trib trib total load trib trib total load trib V3 trib total load trib V4 trib total REACTION ROOF width height width width height width width height width width height width Q psf ft ft ft psf ft ft ft 1 End Left a"''e1°:',...'; '-f,,, 'fir psf ft ft psf ft ft ft kips T ),1. �r 2 Inter 4S;z a« '�h "tr" f� yi a °#?.. t y " 3 End Right4 I �� ®: a ; y r'�. .c' °ail"<,. ,. A ,=E a'. c it'''`.1 i�(L�.'„i..-:.'...: , 1Y' r A y, f '�* � �-.., .A, V« ink$ .r � il � �.t � 'V‘,..,4).A,,:„ � � Shear V1 V2 Line Condition load Crib trib total load trib bib total load trib V3 trib total load trib V trib total REACTION UPR FLR width height width width height width width height width width height width Q psf ft ft ft psf ft ft ft psf .ft ft ft psf ft ft ft 1 End Left z' {4 K13 7, , , i _- kips 2 Inter �a �� � � � ,; . _ � z �. �� f u'�,.�. „�,v;.✓ t lea', }. r3> ` �' '� ,s,� .s ' 'Y a ,r Z a .w. , a a ,,a3 _ ll -. `,.,11.44.0 : E .nr 4 ., , 3 End Right .V� $ g t r � � MAIN FLR Roof Wall End Zone= psf ;:72'7:41E;. psf Interior= TOTAL UPPER FLOOR LOAD �� �t � I psf r. psf LINE ROOF UPR FLR TOTAL Wall Ht. � ee` h� g1 0.4 0.8 •.. ' r r • ss Y5 Diaph 1 width ft 2 0.8 1.0 �, � Diaph 2 width ft 3 0.3 0.3y ,,,„,;i4.:,,',(.. `„1 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd �. Suite 100 Portland, OR 97232 Shear V1 V2 V3 Line Condition load trib trib total load trib trib total load trib trib total load trib V trib total REACTION MAIN FLR width height width width height width width height width width height width ip psf ft ft ft psf ft ft ft psf ft ft ft 1 End Left 4 4t .� r t k ft psf ft ft kips 2 Inter 8. Pi a Io . .. „'ia :: ° . �..:1a Ri§ { Ra z Y>;� t� g' t« • � ✓ 3 End Right• , � SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 WIND LOAD PER IBC 2012 I Portland, OR 97232 JOB: Plan 2884 Loading: SIDE/SIDE Roof Wall V1 V2 V3 V4 End Zonepsfpsf Interior= 3 psf psf End Zone ♦ Interior End Zone End Zone Length = ft Roof Ht. ',,I ,ft Diaph 1 width Vijoy ft Wall Ht. ft Qn Diaph 2 width ftQn Qn Shear VI V2 Line Condition load bib trib total load trib bib total load trib V3 trib total load trib V4 trib total REACTION ROOF width height width width height width width height width width height width Q psf ft ft ft psf ft psfft ft A End Left %��. .v ' r 4 ft ft psf ft ft ft kips afk �S? s '; tt Inter '. � .�.t�,.�' a;, k r a t s3s vC End Ri ht .�����, ��� � -��'� � � r,_ � ���g . .7 Shear V1 V2 Line Condition load trio trib total load trib trib total load bib V3 trib total load trib V4 trib total REACTION UPR FLR width height width height width width height width width height width 4 width psf ft ft ft psf ft ft A End Lefts rsP s ,ft psf ft ft ft psf ft ft ft kips B Inter °a�4 �<r �• � �� �; r 4,0 C End Right r� � ` < .' MAIN ��, �" ���._"" FLR Roof Wal! End Zone=i' 41 " TOTAL UPPER FLOOR LOAD f �,�� •psf � ate. ��� psf Interior= psf psf LINE ROOF UPR FLR TOTAL Wall Ht. rg A 0.8 0.7 Diaph 1 width 3� ' ft �.' B 1.3 1.3 .� `,w � Diaph 2 width ft c 0.7 0.7 �� . V 1 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 Shear VI Line Condition load trib trib total load trib V2 trib total load trib V3 trib total load trib V trib total REACTION MAIN FLR width height width q width height width width height width width height width 'ilitn Psi ft ft ft P� ft ft ft A End Left y �� t � , psf ft ft ft psi ft 1.414 B Inter �a ` ,` ft ft kips C End Right �''. 4 4 i` r .� '' eY4 i MINI Eir-4 e.2.:::,!,, s$- t,r,�4:,,,:':' r '-‘-.:,:;f1,,...! a x .li> H' i r ,2fr x '�^._ ...�,���.�.In �'-. "�s a�§ �,�,�i "fin 7 a ,, Ea SarrF '+(:�i1,.i£�Nl.,}^,viii �.-a:sz�o• x:.3. r s T to Sherman Engineering, Inc. LL 3151 NE Sandy Blvd.Portland, OR 97232 P O QCT; 7(503)230-8876 Phone (503)226-4745 Fax P I11/5/2G' LAN Zfif�q� kW PkON17 I3ACK LOVING WINI(k) 5�I5MIC(k) VI I. 2,0 tof I kOOF I2IAFH, ' V3 0.6 0,6 0 0 0 0 3 VI s 2,0 k + 34 LF - ( 59 #19 w 1.3 k + 34 LF - 39 #/' 1 I _ ,�,' .,. IER Perf Wail 59 Co 0.83 - 71 #/' TJaj :V2 s 2.6k + 18 LF - ( 149 #/ w i,8 k 18 LP no T = 103 #/ ,f auw Perf Wall: 149 + Co 1.00 - 149 it/' ZJe _- V3 5 0.6 k + 36 I.F - ( 17 #/') w 0,6 k + 36 LF Pert Wall: 17 + Co _/.00 17 #/' I [ eee 44 1 NEPA R(704 WINI7(k) 5rl5MIC(k) VI 1.8 1.2 A e 1� t1 V2 2.3 1.6 ,3d 1F1-P, [2IAMN. 1 10 0.1 0.4 aril AKWALL5 © LOW FLS 1,,N........... � VI s 2.0 k + 1.2 k 3 k + :84 11 6 95.5 11' DI err _ T i 1Y.5w I.3 k + L8 k -- 3 k + 4 LF = 92.5 . ,�._r.iPert Wall: 96 + Co 0.77 - 124 #/' t I V2 s 2,6 k + _ _ I' tl ,: s 1.6 k 4 k 8 L� � 240 • �'�G7w1.8k + 2, ' ks4k - LP 234 4215 ° ` == Perf'Wall, 240 + Co 1.00 - 240 */' (440 .4 4174. ZN' V3 s 0.6 k + 0,4 k - I k + 33 LP s 30.8 II,' 1''� " w 0,6 k + a7 k - I k + 55 Lr s 40 71,, it' Pert'Wall: 40 Co 1.00 - 40 #/ - ---L. _,�_r 0 0 e,(-0---'- I iii. Ilh r1111=_1_=.111_iiialiIli;9„ El iv r--- ri s Am g-riI Ii ill I I l' IiM � gi� I fI i 'I I I:' Ii = .,d Sherman Engineering, Inc. ��$ 3151 NE Sandy Blvd. Portland, OR 97232 fl OJ Cf; (503)230-8876 Phone (503)226-4745 Fax PLAN 26b4II/5/2015 kW 511 /5IM 1,0ArING WIND(k) 515MIC(k) VA 1.5 1,4 VCS 2,6 2,6 11200F tIAPH. 1 VC 1.3 1.2 51-EA1?WAL L5 @ LIPPR MP NS 3.; G $ - ----- "7 co W 1.5k + 19 LF - 78 #/' le wx PerfWall: 78 + Co 0.71 - HO #/' LL - 1 6" VI3 5 2,6 k + 25 LF - ( 106 #/') 1 I N w 2.6k 25 LF - 106 4/' u q 44 PerF Wail: 106 f Co 1,00 a MIR! 106 #/' I "rir MIR• ! VCs 1.2k + 17 LF - ( 71 #/.) �J r- w 1.3 k + 17 LF - 76 #/' — Al a- Perf Wall: 76 + Co 0.63 ,- 121 it/' l Allj --i V$ , ;3:571- u� 14X 4 WIND(k) 5e15MIC(k) VA 1.4 0.7 VCS 2.7 1.6 FLP. tIAPH J VC 1.7 0.9 51 ARWA.L5 ©LOWED PL-1 VA s 1.4 k + 0.7 k — .p�Gr-7-----7:: 2 k + l0 I-F - 205 r,. 1.. D I w l.5 k + 1.4 k - 3 k + 10 Lf - 283 n,. r GMAT u ' slag Perf Wall: 283 + Co 0,70 -. 404 4/' €d( ' _�=w_ 1 k4 VI3 s 2,6 k + 1.6 k - 4 k + 26 I,P ¢ 165 ,v. 'CC7 5 k + 26 Lf 208 iv. I 4 _,=f Pere Wall: 208 + Co 1.00 - 208 # ' ��``' r VC s 1.2 k + 0.9 k - 2 k + 20 �P - 108 iv, jp w 1.3 k + 1.7 k - 3 k + 20 Lf - 154 ,v'ille Perf Wall: 154 Co 0.60 a 256 4/' ..... OVERTURNING - FRONT BACK PLAN 2884 LL 11/10/2015 GRID SHEAR DEAD DEAD DEAD LOAD r LOAD NET I LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIB LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINE I V-2 34 0.071 8 20 15 210.39 SEISMIC 19.3 0.00 -3. I4 w V-1 34 0.124 # :,x �- 15 76.30 WIND 37.9 -3.I4 -3.38 V LINE 2 V-2 18 0.149 8 15 15 46.82 SEISMIC 21.5 0.00 -0.37 V-1 18 0.240 9 4 t ` .e �. so �`� „'` 15 21.38 SEISMIC 38.9 -0.37 I .08 ,w4A'4 LINE 3 V-2 36 0.017 8 20 15 235.87 SEISMIC 4.9 0.00 -3.80 sx <s V-1 33 0.040 9 4 � ��,������� ���� 15 71.87 WIND 11.9 -3.80 -4.74 �y �t j( `';j�` ''...:.r. s....fr�i�l tRVF 44:Fig' L�.L'�a�,M,,i. OVERTURNING - SIDE TO SIDE GRID SHEAR DEAD DEAD LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD DEAD LOAD LOAD NET LINE A 8 5 M,restst REDUCTION M,ot ABOVE UPLIFT 0.110 8 4 15 4.48 WIND 7.5 0.00 0.56 y a rtn S veV2 2.5 0.078 8 4 15 0.39 WIND 1.6 0.00 0.53 i lu �es„V 1 ,l_'V-1 1.750.283 94 15 0.20 WIND 4.5 0.00 2.48 14,7111-1# _ V-1 6.75 0.404 9 4 15 3.01 WIND 24.5 -, . 0.53 3.902, s, ;4 . LINE B V-2 24..5 0.106 8 4 15 37.22 V-1 260.208 WIND 20.8 0.00 -0.06 'N ft.I � � ` f riit 9 10 15 i 75.04 WIND 48.7 -0.06 0.08 a �a 0 :� .-� 3 =. :_a� gab.A .i LINE C V-2 12.5 0.121 8 4 15 9.69 WIND 12.1 0.00 0.50 `' � V-2 4.5 0.076 8 � 4 15 1.26 WIND 2.7 r _ 44-4, 1 V-1 7 0.154 0.00 0.44 �f t 1 't� 9 11 15 5.81 �1'is `° , .. :, -0. yt V-1 5.25 0.256 WIND 9.7 0.44 I .33 g � r. 1. ., . � r #: 9 11 15 3.27 WIND 12.1 0.50 2.43 �. �r. Fg 4"� �� ' V-1 7 0.256 9 11 15 5.81 WIND 3 WIND 16.1 0.00 1.81 I ,�= .ry ° <°``* OT-Project c,. t. SHEARUJALL SCHEDULE MARK(1) SHEATHING L FASTf34ER TYPE W000 SILL PLATE WOOD SOLE PLATE SHEARWALL TO (2) (BUILDERS PREFERENCE) (3) TO GONG GOWN. (4) TO RIM J5T./BLK6(5) BLKG/RIM BD. (6) BIRD BLOCK TO CONN. NG Foal° \ �"APA RATED 8D,0.131"X2-I/2"POWER DRIVEN (U (b) { Ak1 SHT6 ONE SIDE FASTENER OR 136A.XI-I/2"STAPLE, '-DIA.XIO"AB.5 O51MP50N'LS50'o SIMPSON WP' SPACE a 6"OG.ED6E5 4 12"0G.FIELD 32"O.G. Ibd a 6"OG. A35'a 24"OG. 'APA RATED 8D,O.I3I'X2-I/2"POWER DRIVEN 24'O.G. SPACED a 60'O.G. iFU 5HT6 ONE 51DE FASTENER OR 136A.XI-I/2"STAPLE, �'-DIA.XIO"AB.S• SPACE O 4"OG.EDGES 4 12"O.G.FIELD 24"oG. Ibd 0 4"OG. 'A35'0 18"OG. SIMPSON,. 1590'0 SIMPSON SPACED UJFP' 8D,OJ31'X2-1/2"POWER DRIVEN 24"OG. 0 45'OG. in APA RATED FASTENER OR 136A.X1-1/2"STAPLE, "-DIAXk7"AB.S O (SOr,K) SHTG ONE SIDE SPACE•5'OG,EDGES 4 12"OG.FIELD 16"OG. 20d e 3"OG. 'A35'6 12"OG. SIMPSON L540'® SPACED SIMPSON'UFP' �'APA RATED 8D OR O.I31"X2-I/2"POWER DRIVEN 24.OG. SPACED 0 32'Or,. (67aI) Sk76 ONE SIDE FASTENER I SPACE O 2"OG.EDGES 4 3!4"DIAXf2"ABS SIMPSON'LS90'a 24' 12`O G.FIELD a 24"0G. 20d O 3"OG. A35'a b'0.4. OG.4 TlmberLOK SIMPSON'UFP 'APA RATED O•I31"X2-I/2'POWER DRIVEN I/4X6'SCREW `SPACED 0 24"O.G. (790x) SHTG TWO SIDES FASTENER d SPACE O 4.OG.EDGE$4 3/4"-DIAX12"AB.S 2Od a 5"OG.4 SIMPSON L590'a 12" � i2'OG.FIELD 020"O.G. A35'A 5"O.G. 'A55'a 6'OG. OG.4 TMterLOK WA /6\ ii"APA RATED 8D OR 0.131"X2-I/2"POWER DRIVEN I/4X6•SCREW (10104) SHTG TWO SIDES FASTENER*SPACE o 3'OG.ED6E5 4 3/4"-DIAXI2"AB.S 2Od a 3"OG.4 SIMPSON'L590'a 12" 12"OG.FIELD a 18"OG. A35 0 4"0.C. 'A35'a 6"OG. Or,,4 TlmberLOK WA ii'APA RATED 8D OR 0.131"X2-I/2"POWER DRIVEN I/4X6"SCREW (ISBOKJ 5HT6 TWO SIDES FASTENER 4 SPACE 0 2"OG.EDFiES 4 3/4"-DIAXI2"AB.S 20d a 3"OG.4 SIMPSON'L590'a 7" 12°OG.FIELD a I2"OG.(3X REQ'D) 'A35'a 3"O.G. 'A55'0 4"O.C. OG.4 TlmberLOK WA NOTES: I/4X6"SCREW I)ALLOWABLE SHEAR CAPACITY FOR TYPE 5'WALLS MAY BE INCREASED TO 33O-PLF AND TYPE'C'WALLS MAY BE INCREASED TO 460-PLF FOR WIND LOADING 2)ALL PLYWOF WALL OOD SHEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING. WHERE DOUBLE PLY WALLS ARE REQUIRED,STAGGER STUDS THAT RECEIVE NAILING MATCHMASHEARWALL NAILINGIPA PATTERN). WALL STUD SPACINGS SHALL BE 3X AND SHALL BE SPACED AST A MAXIMUM OLS SHALL BE F I6"ON CENTER 2X ACCEPTABLE NEN SPIKED TOGETHER WITH Ibd SPACED TO 3)DO NOT PENETRATE THE SAGE OF THE SHEATHING WITH THE NAIL HEAD. LOCATE NAIL g"MIN,FROM PANEL EDGE. FOR WALL TYPES'5,C 4 D.-STAPLES ARE ALLOWED IN LIEU OF NAILING,USE 136A.X I-1/2"STAPLES. 3X(OR DBL 2X)REQUIRE AT PANEL EDGES FOR WALL TYPES D-H'. 4)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER iX3"X3"INSTALL EDGEWITHIN i"AWAY FROM FACE OF PLYWOOD SHEATHING,AT DE.SHEATHED WALLS USE A 3X4 LATE WASEFER TO SMAINTAIN THE i"EDGE BDISTAN E. IF BOLT OF PLATE WASI•ER IS SPACING 15 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. 'A35'CLIPS CAN BE REPLACED BY'LPTS,'INSTALL'LPTS'OVER MALL PLYWOOD WHEN INSTALLED ON PL.YWD.SIDE OF WALL. 6)SIMPSON CLIPS AT TOP OF WALLS ARE NOT REQUIRED IF WALL SHEATHING 15 LAPPED AND NAILED TO RIM BD.OR BLOCKING ABOVE. 'A55'CUPS CAN BE REPLACED BY LPTS,' 7)INSTALL LS'CLIPS FROM INSIDE OF BLOCKING TO SHEAR-WALL BELOW WHERE VENT BLOCKS ARE LOCATED,ADD UP THE AMOUNT OF CLES REQUIRED AT THE SHEAR-WALL LENGTH AND SPACE CLIPS AT NON-VENT BLOCK AREAS ALONG THE SAME LINE.Th aerLOK SCREWS ARE REQUIRED AT TRUSS OHU.Y SPACED AT 24"ON CENTER. 8)SPECIAL INSPECTION 15 REQUIRED FOR POST-INSTALLED CONCRETE ANCHORS ON SIMPSON UFP'BRAC.N ETS. EACH ANCHOR REQUIRES A STANDARD GUT WASHER. SHEARUTALL DETAILS: WOOD SOLE PLATE WOOD SOLE '4 TO RIM JSTJELKG PLATE NAILING AME AS SHCARWALL TO ROOF 1 BIRD BI_ nr GEL`-I ITC _ NAILING TO WOOD 50LE , , /" �� BLKG PLATE'ASS OR j►Rlj��\� LPT5 —'BRACKET , : T 5D5 SCREWS SEE NOTF :.:^, o11 1;ei*I 1 ` 111111, '�� *C4'11!1111111 -e'4 SFEARWALL TO 1°\v WOOD SILL PLATE *i6,-1,10. act; TO GONG CONN. BLK6/RIM 3D. (2) "-DIA.EXP. ?,_� BOLTS W/4-1/2" '.•�• i '- �' S CLIPS EMBEDMT. I' WOOD SILL TO SHEARWALL TO ENERS PER EXISTING FOUND, BLK6/RIM BD SHEATHINGF1 SCHEDULE