Report (51) C
Sherman Engineering, Inc. (503) 230-8876 Ph 1
3 15 I NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 226-4745 Fax
SEI Job#: 15-MSDE-04-046 RECEIVED
DECITY C 2 9 2015
110GGANS PARK - PLAN 2781 R LIG�1VI
Lot I 0 Elevation B oDN
Tigard, OR
December 23, 2015
/ r Y
s,
l \
Westwood homes, LLC L '%, , } \
12700 NW Cornell Rd t
Portland, OR 97229 F>'.-,
(503) 7 15-2383
EXPIRE& 6/30/
t11 �2,.
Subject: Sheet No.
Foundation: FD I
Girder Truss Loading: GT I -GT3
Framing:
Moor Joists FJ I -f,12
Roof Beams RB I
Headers ND I -11D2
Moor 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
{ Y
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-04-046
HOGGANS PARK - PLAN 278 I R
Lot 10 - Elevation B
Tigard, OR
December 23, 2015
Westwood Homes, LLC it sa+
12700 NW Cornell Rd 1
Portland, OR 97229
RE •N
(503) 715-2383 `'G1bcP
�`'
04,rt SH �qJ
EXPIRES: 6/30/
Subject: Sheet No.
Foundation: FD
Girder Truss Loading: GT I -GT3
Framing:
Floor Joists FJ I -FJ2
Roof Beams RB I
Headers HDI -HD2
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 O
Details D I -D29
�� ,ter.u, itGIL
BeamChek v2007 licensed to:Sherman Engineering Inc Reg if 7992-664/3
PLAN 2781 FRAMING
Date: 11/30/15
Selection (2) I-3/4x I 1-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft
Conditions NDS 2001
Min Beanng Area RI= 7.6 m2R2= 3.2 in2 (1.5) Dl Defl= 7.05 in
Data Beam Span 31.0 ft Reaction I LL 775 # Reaction 2 LL 775#
Beam Wt per ft 10.68# Reaction I TL 5680# Reaction 211 2431 #
Bin Wt Included 33 I # Maximum V 5680#
Max Moment 32916'# Max V(Reduced) 5590#
TL Max Defl L/240 TL Actual Defl L/46 L/695
LL Max Defl L/360 LL Actual Defl . L/333
Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl
Actual 82.26 41.56 8.16 1. 12
Cntical 131 .92 25.58 I.55 1.03
Status Fails OK Fails Fails
Ratio 160% 62% 527% 108%
Fb (psi) Fv(psi) E(psi x mil) Fc I (psi)
Valves Reference Values 2600 285 I.9 750
Adjusted Values 2994 328 1 .9 750
Adjustments CF Size Factor 1.001
Cd Duration . 1.15 1.15
Cr Repetitive I.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 100 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Loads Uniform LL: 50 Uniform TL: 80 = A
Point TL Distance
B = 5300 6.0
Uniform Load A
Pt loads:
R I 5680 R2 y
SPAN = 31 FT
Uniform and partial uniform loads are lbs per lineal ft.
or
v5forze;d6f6o1"5 613
opin. 6,,,a
BeamChek v2007 licensed to:Sherman Engineering Inc Reg#`7992-661/3
PLAN 2781 FRAMING
Date: I I/30/15
.selection (2) 1-3/4x I 1-7/8 1.9E TJ'Microllam LVL Lu* 0.0 Ft
Conditions ND5 2001
Mm Bearing Area R I= 10.8 int R2= 8.2 int (1.5) DL Defl= I.39 in
Data Beam Span 18.5 ft Reaction I LL 3642# Reaction 2 LL 3642#
Beam Wt per ft 10.68# Reaction 1 TL 8067# Reaction 2 TL • 6I 86#
Dm Wt Included 198# Maximum V 8067#
Max Moment 29862'# Max V(Reduced) 7433#
TL Max Defl L/240 TL Actual Defl L/89
U.Max Defl L/360 LL Actual Defl L/ 199
Attnbutes Section (ins) Shear(in2) TL Defl(in) LL Defi
Actual 82.26 41.56 2.50 1.12
Critical 119,68 34.02 0.93 0.62
Status Fads 'OK Fails Fads
Ratio 145% 82% 271% 181%
Fb(psi) Fv(psi) E(psi x mil) Fc...L(psi)
Values Reference Values 2600 285 I.9 750
Adjusted Values 2994 328 1.9 750
Adjustments CF Size Factor I.001. •
Cd Duration 1.1.5 . 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: 394 Uniform TL: 630 = A
Point TL Distance
B = 2400 2.0
•
•
Uniform Load A
Pt bads:
R 1 8 67 R2 Cf.186
SPAN = 18.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
j
•
BeamChek v2007 licensed to:Sherman Engmeenng Inc keg,iv 7992-664/3
PLAN 2781 FRAMING
KB
I Date: 12/07/15
5e%ton PT 4x 10 DF-L#2 Lu = 0.0 Ft
Condrt►ons NDS 2001, Incised
Min Bearing Area RI= 1.7 m2 R2= 1.7 in2 (1.5) DL Defl= 0.22 in
Data Beam Span 14.0 ft Reaction I LL 613# Reaction 2 LL 6 13 #
Beam Wt per ft 7.87# Reaction I TL 1035 # Reaction 2 TL 1 035#
Bm Wt Included 110# Maximum V 1035#
Max Moment 3623 W Max V(Reduced) 921 #
TL Max Defl L/240 TL Actual Defl L/384
LL Max Deft L/360 LL Actual Defl L/781
Attributes Section (ins) Shear(in2) TL Deft (in) LL Defl
Actual 49.91 32.38 0.44 0.22
Critical 43.75 8.34 0.70 0.47
Status OK OK OK OK
Ratio 88% 26% 63% 46%
Fb(psi) Fv(psi) E(psi x mil) Fel(psi)
Va/ues Reference Values 900 180 1.6 625
Adjusted Values 994 166 I.5 625
Adjustments CF Size Factor I.200
• Cd Duration 1.15 I,15
Cr Repetitive I .00
Ch Shear Stress N/A
Cu 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: 88 Uniform TL: 140 = A
•
•
Uniform Load A
•
RI = 1035 • R2 = 1035
SPAN. = 14 FT
Uniform and partial uniform loads are lbs per lineal ft.
4 ► ,
VD/......._
BeamChek v2007 licensed to:Sherman Livineering Inc Reg Z992-6'64/3
PLAN 2781 FRAMING • •
I1D3 • Date: 12/01/15
Selection Gx I 0 DF-L#2 Lu =0.0 Ft
Conditions NDS 2001 '
Min Bearing Area RI= 1.2 m2R2= 1.2 m2. (I.5)DL Defl= 0.18 in
Bata Beam Span 16.0 ft Reaction I LL 400# Reaction 2 LL 400'# •
Beam Wt per ft 12.7# Reaction I TL 742# Reaction 2 TL 742# '
Bm Wt Included 203 # Maximum V 742#
• Max Moment 2%6'# Max V(Reduced) 668# .
TL Max Def L/240 TL Actual Deft L/584
LL Max Deft L/360 LL Actual Deft L/>1000
Attnbutes Section (ins) Shear(int) TL Defl(in) LL Def
Actual 82.73 52.25 0.35 0.14 •
Critical 35.37 5.13 0.80 0.53 •
Status . OK OK OK OK
. Ratio 43% 10% 41% 27%
Pb• (psi) Fv(psi) E(psi x mel) Fe (Psi)
Values Reference Values 875• 170. 1.3 625 •
Adjusted Values 1006 196 1.3 625
Adjustments CF Size Factor I.000 •
Cd Duration 1 .15 1.15
Cr Repetitive I.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 I.00
CI Stability I.0000 Rb = 0.00 Le = 0.00 Ft :Kbe = 0.0
Loads Uniform II: 50 Uniform TL: 80 = A
•
•
Uniform Load A •
•
RI = 742 R2 == 742 •
SPAN = 16 F1
Uniform and partial uniform loads are lbs per hneal ft.
•
BeamChek v2007 licensed for,Sherman bng►neenng Inc Reg#7992-664/3
PLAN 2781 FRAMING
11D4 Date: 12/01/15
5e%t►on 4x I 0 DF-L#2 Lu = 0.0 Ft
Conditions NOS 2001
Mm Beanng Area RI= 2.1 in2R2= 0.9 int (I .5)DL Defl= <0.01 in.
Data Beam Span 3.0 ft Reaction I LL : 293# Reaction 2 LL 293#
Beam Wt per ft 7.87# Reaction I TL 1283# Reaction 2 TL 533#
Bm Wt Included 24# Maximum V 1283#
Max Moment 465'# Max V(Reduced) 439#
TL Max Defl L/240 TL Actual Deft L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attnbutes Section (ins) Shear(int) TL Defl(in) LL Defl
Actual 49.91 32.38 0.00 <0.01 •
Critical 5.17 3.66 0.15 0.10
Status OK OK OK OK
Ratio 10% 11% 2% 1%
Fb(psi) Fv(psi) E(psi x mil) Fel_(psi)
Values Reference Values 900 180 I.6 625
Adjusted Values 1080 I80 I.6 625
Adjustments CF Size Factor 1.200
Cd Duration I.00 1.00
Cr Repetitive 1.00
Ch Shear Stress WA
Cm Wet Use 1.00 • 1.00 I.00 I.00
•
CI Stability 1.0600 Rb = 0.00 Le =0.00 Ft Kbe a 0.0
Loads Uniform LI: 53. Uniform TL: 73 = A
Point TL Distance Par Umf LL Par Unif TL Start End
• B= 900 0.25 100 h = 160 0 3.0
•
42 I = 64 0 3.0
•
h
Uniform Load A
Pt loads:
R I = 1283 R2 = 533
SPAN = 3FT
Uniform and partial uniform loads are lbs per lineal ft.
•
P51-
BeamChek v2007 licensed to:5hernran Engineering Inc Reg.#7992-66413
PLAN 2781 FRAMING
FBI Date: I 1/30/15
Selection (2) 1-3/4x I 1-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft
Conditions NDS 2001
Mn, Bearing Area RI= 1.2 m2 R2= I.2 in2 (I.5)0.1 Deft= <0.01 in.
Data Beam Span 4.0 ft Reaction I LI 604# Reaction 2 LL 604#
Beam Wt per ft 10.68# Reaction I IL 864# Reaction 2 TL 864#
Bm Wt Included 43# Maximum V 864#
Max Moment 864'# Max V(Reduced) 437#
TL Max Defl L/240 TL Actual Deft L/>1000
LL Max Deft L/360 LL Actual Defl L./>1000
Attributes Section (ma) Shear(int) IL Defl(in) LL Defl
Actual 82.26 41.56 0.00 <0.01
Critical 3.98 2.30 0.20 0.13
Status OK OK OK OK
Ratio 5% 6% 2% 1%
Fb(psi) Fv(psi) E(psi x mil) Fc L (psi)
Values Reference Values 2600 285 I.9 750
Adjusted Values 2604 285 I.9 750
Adjustments CF Size Factor 1.001
Cd Duration 1.00 1.00
Cr Repetitive I.00
Ch Shear Stress WA
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: 260 Uniform TL: 358 = A
Par Umf 11 Par Urnf TL Start End
42 11 = 64 0 4.0
li
Uniform Load A
RI = 864 R2 = 664
SPAN = 4 FT
Uniform and partial uniform toads are lbs per lineal ft.
. �3Z
BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3
PLAN 2781 FRAMING
FB2 Date: 11/30/15
Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2001
Mm Bearing Area RI= 1.3 m2 R2= 2.1 in2 (1.5) DL Defl= 0.26 in 0.39 in
121 Beam Span 16.5 ft Reaction I LL 439# Reaction 2 LL 439#
Beam Wt per ft 9.I I # Reaction I TI 862# Reaction 2 TL 1359#
Bm Wt Included 150# Maximum V 1 359#
Max Moment 4541 '# Max V(Reduced) 1277#
TL Max Defl L/240 Ti_Actual Defl L/535
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section (m3) Shear(in2) TL Defl(in) LL Defl
Actual 75.00 37.50 0.37 0.11
Cntical 22.71 7.98 0.83 0.55 •
Status OK OK OK OK
Ratio 30% 21% . 45% 20%
Fb(psi) Fv(psi) E(psi x mil) Fc_i_(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
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 I.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
Point TL Distance
6 = 864 13.0
Uniform Load A
Pt loads:
R 1 = 862 R2 = 1359
SPAN = 16.5 FT
Uniform and partial uniform loads are ibs per lineal ft.
-473
6eamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413
PLAN 2781 . FRAMING
FB3 Date: 12/01/15
Selection 3-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2001
Mm Bearing Area R I= 3.7 m2 R2= 3.4 in2 (I.5) DL Defl= 0.03 in 0.05 in
D_ Beam Span 7.0 ft Reaction I LL •1400# Reaction 2 LL 1400#
Beam Wt per ft 9.I I # Reaction 1 TL 240G# Reaction 2 TL 2207#
Bm Wt Included 64# Maximum V 2406#
Max Moment 4357'# Max V(Reduced) 1847#
TL Max Defl L/240 ' TL Actual Defl L/ >1000
LL Max Defl L/360 LL Actual Defl Li>1000
Attributes Section (ins) Shear(m2) TL Deft(in) LI Defl
Actual 75.00 37.50 0.06 0.03
Critical 21.78 11.54 0.35 0.23
Status OK OK OK OK
Ratio 29% 31% 16% 1 I%
Fb(psi) Fv(psi) E(psi x mil) Fc_i_(psi) '
Values Reference Values 2400 240 I.8 G50
Adjusted Values 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration I.00 1.00
Cr Repetitive 1.00 •
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Loads Uniform LL: 400 Uniform TL: 550 = A
• Point TL Distance
B = 137 1.5
C = 562 2.75
Uniform Load A
Pt loads:
R i = 240G .R2 = 2207
SPAN = 7 FT
Uniform and partial uniform loads are lbs per lineal ft.
Fs9
BeamChek v2007 licensed to;5hennan Engineering Inc Reg#7992-66413
PLAN 2781 FRAMING
FB4 Date: 11/30/15
5e%tion I-3/4x 11-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft
Conditions NDS 2001
Min Bearing Area RI= 0.2 m2R2= 0.2 in2 (1 .5)DL Defl= <0.01 in.
Beam Span 3.5 ft Reaction I LL 93# Reaction 2 LL 93#
Beam Wt per ft 5.34# Reaction 1 TL 137# Reaction 2 TL 137#
Bm Wt Included 19# Maximum V 137#
Max Moment 120'# Max V(Reduced) 60#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section (ins) Shear(mn2) TL Defl(in) LL Defl
Actual 41 .13 20.78 0.00 <0.0I
Critical 0.55 0.31 0.18 0:12
Status OK OK OK OK
Ratio I% 2% 0% 0%
FP(psi) Fv(psi) E(psi x mil) fr.!. (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 WA
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 L.L.: 53 Uniform TL: 73 = A
Uniform Load A
RI == 137 R2 = 137
SPAN = 3.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
6
• 5
BeamChek v2007 licensed to:Sherman Engineering Inc Reg,#7992-664/3
PLAN 2781 FRAMING
F135 Date: 11/30/15
Selection 3-I/8x 12 GIB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2001
Min Bearing Area RI= 4.4 m2R2= 4.4 in2 (I.5) DL Defl= 0.07 in 0.11 in
Data Beam Span 10.0 ft Reaction I LL 2000# Reaction 2 U.. 2000#
Beam Wt per ft 9.I I # Reaction I TL 2878# Reaction 2 IL 2850#
Bm Wt Included 9I # Maximum V 2878#
Max Moment 7266'# Max V(Reduced) 2319#
TL Max Defl L/240 TL Actual Deli L/646
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(ins) Shear(m2) TL Defl(in) LL Defl
' Actual 75.00 37.50 0.19 0.11
Critical 36.33 14.49 0.50 0.33
Status OK OK OK OK
Ratio 48% 39% 37% 33%
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 1.00
Cr Repetitive I.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0,0
•
Loads Uniform LL: 400 Uniform TL: 550 = A
Point TL Distance
B= 137 4.0
Uniform Load A
Pt loads
RI = 2878 • R2 = 2850
SPAN = I 0 FT
Uniform and partial uniform loads are lbs per lineal ft.
r8CO
BeamChek v2007 hcensed to:Sherman Engfneenng Inc Reg#7992-664/3
PLAN 2781 • FRAMING
FB6 Date: 11/30/15
Sek ct on 5-1/8x 12 GLS 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2001
Min Bearing Area RI = 6.8 m2R2= 6.8 in2 (I.5)DL Defl= 0.10 in 0.15 in
Data . Beam Span 10.5 ft Reaction 1 LL 2940# Reaction 2 LL 2940#
Beam Wt per ft 14.94# Reaction I TL 4404# Reaction 2 IL 4432#
Bm Wt Included 157# Maximum V 4432#
Max Moment 12345'# Max V(Reduced) 3647#
TL Max Defl L/240 TL Actual Defl L/594 L/695
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 0.21 0.12
Cntical 61.72 22.79 0.53 0.35
Status OK OK OK OK
Ratio 50% 37% 40% 33%
Pb(psi) Fv(psi) E(psi x mil) Fc i(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration I.00 I.00
Cr Repetitive I.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 I.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
loads Uniform LL: 560 Uniform TI: 770 =A
•
Point TI Distance
B = 594 5.5
Uniform Load A
Pt loads;
/ \
RI =4404 R2 = 4432 .
SPAN = 10.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
Pgq
BeamChek v20O7 I,censed to:Sherman Engineering Inc Reg#7992-G64/3
PLAN 2781 FRAMING
F87 Date: I 1/30/15
Selection G-3/4x 22-1/2 GLB 24f-V4 DF/DF Lu = 0.0 Ft
Conditions NOS 2001 •
Mm Bearing Area R I= 23.2 INV== 23.2 in2 (I.5) DL Defl= 0.49 in 0.73 in
Data Beam Span 20.5 ft Reaction I LL 6396# Reaction 2 IL 6396#
Beam Wt per ft 36.91.# Reaction I TL 15089# Reaction 2 TL 15089#
Bm Wt Included 757# Maximum V 15089#
Max Moment 70247'# Max V(Reduced) 12692 #
TL Max Deft L/240 TL Actual Defl L/360 L/695
LL Max Def! L/360 LL Actual Defl L/ >1000
Attrsbutes Section(ins) Shear(in2) TL Defl (in) U.Defl
Actual 569.53 151.88 0.68 0.20
Critical 383.54 79.33 1.03 0.68
Status OK OK OK OK
Ratio 67% 52% 67% 29%
FI, (psi) Fv(psi) E(psi x mu) Fc I(psi)
Valves Reference Values 2400 240 I .8 . 650
Adjusted Values 2198 240 I .8 650
Adjustments Cv Volume 0.916 .
Cd Duration I.O0 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
Point TL Distance Par Umf LL Par Unif TL Start End
13,= 5282 5.5 340 II = 468 0 20.5
C = 5282 15.0 436 I = 694 0 5.5
436 J = 694 . 15.0 20.5
50 K= 80 0 20.5
K
J
I
I-I •
Pt loads: 0 CI
)\.
/\
RI = 15089 R2 = 15089
SPAN = 20.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
BeamChek v2007 licensed to:5herman Engrneermg Inc Reg#7992-664/3
PLAN 2781 FRAMING
FB8 Date: I 1/30/15
.Se%tron 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2001
Mm Beanng Area RI= 4.8 m2R2= 4.8 int (I .5) DL Deft= 0.06 in 0.09 in
Beam Span I 1 .0 ft Reaction I LL 2200# Reaction 2 LL 2200#
Beam Wt per ft 14.94# Reaction 1 TL 3 107# Reaction 2 TL 3107#
4m Wt Included 164# Maximum V 3107#
Max Moment 8545'# Max V(Reduced) 2542#
TL Max Defl L/240 TL Actual Defl L/823 L/695
LL Max Deft L/360 LL Actual Deft L/>1000
Attributes Section (ins) Shear(int) TL Defl (in) LL Defl
Actual 123.00 61.50 0.16 0.10
Critical 42.72 15.89 0.55 0.37
Status OK OK OK OK
Ratio 35% 26% 29% 27%
Pb(psi) Fv(psi) E(psi x mil) Fc.i.(psi)
Values Reference Values 2400 240 I.8 650
Adjusted Values 2400 240 1.8 650
Adjustments Cv Volume I.000
Cd Duration 1.00 1.00
Cr Repetitive I.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 I.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Loads Uniform LL: 400 Uniform IL: 550 = A
•
Uniform Load A
•
RI = 3107 • R2 = 3107
SPAN = 1 I FT
Uniform and partial uniform loads are lbs per lineal ft.
•
n431
•
•
BeamChek v2007 licensed to:Sherman Engineering Inc Reg I 7992-664/3
PLAN 2781 FRAMING_
PBS Date: 12/07/15
Selection (2) I-3/4x 11-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft Lu @OH = 0.0 Ft
Conditions NDS 2001,Overhang
Min Beanng Area R I = 0.8 m2 R2= 5.2 in2 (1.5) DL Defl= 0.05 in.
Data Beam Span . 16.5 ft Reaction I LL 424# Reaction 2 Il 784#
Beam Wt per ft 10.68# Reaction I TL 628# Reaction 2 TL 3937#
Bm Wt Included 192# Maximum V 3182# Overhang Length 1.5 ft
Max Moment 2282'# Max V(Reduced) 850# Total Beam Length 18.0 ft
Ti.Max Dell L/240 TL Actual Defl L/>1000 OH TL Actual Dell L/755
LL Max Deft L/360 LL Actual Defl L/>1000 011 LL.Actual Defl L/ < -1000
Attributes 'Section(ins) , Shear(in2) TL Deft (in) LL Defl OH TL Dell OH IL Dell
Actual 82.26 41.56 0.14 0.09 -0.05 -0.03
Critical 10.52 4.47 0.83 0.55 0.15 0.10
Status OK OK OK OK OK OK
Ratio 13% 1 I% 17% 17% 32% 27%
Fb(psi) Fv(psi) E(psi x mil) Fc (psi)
Values Reference Values 2600 285 I.9 750
Adjusted Values 2604 285 I.9 7.50
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 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
Point TL Distance Par Unif LL Par Unif TL Start End
F= 2660 (011) 0.25 53 H = 73 0. 16.5
53 K= 73 (OH) 0 1.5
167 L= 264 (011) 0 1.5
•
L
H K
Pt loads: El
0
Z\
RI = G28 R2 = 3937
BACKSPAN = 16.5 FT 011 = 1.5 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
•
u"..1 0
SNEARUTALL BCINEDULE
MARK WALL WALL FASTENER TYPE WOOD SILL PLATE WOOD SOLE PLATE SHEARWALL TO SEARWALL TO ROOF WOOD SILL TO
(I) SHEATHING (2)( ,DERS PREFERENCE) (3) TO CONG CONN. (4) TO RIM J3TJELK6(5) ELKS/RIM BD. (6) BIRD BLOCK C04*L
4 . J�"APA RATt"D
130,0.131%2-1/2"
OR 136A.X1-I/2"STAPLE, i"-DIAago"A.S.5 0 (U QST a FOND. (B)
Man 5HT6 ONE SIDE SPACE•6"OL.(DOES 1 12"O.C.FIELD 32"OL. Ibd•6.OL, A35'0 24'OL. 51MI'S0N L`' e S51t4PSOM'UFP
"APA RATS BD,0131"X2-I/2"POWER DRIVEN
24▪O.C. SPAG�•60.OG.
OWI. 5Hf6 ONE BIAS FASTENER OR I3GAJG-1/2"STAPLE, i"-DIA.XIO"A.8.5 9 " SHNtx�Old.1-54°.
S90 0 BIMPSpN UFP
SPACE•4 OL.EDGES 4 12"OL.FIELD 2,4"OL. Ibd•o 4 OL. A3'3'a IB"OL. SII O.G.
to,0131'X2-V2"POWER DRIVEN 5PAG®•45 OL.
1./..\ c"APA RATED FASTENER CR 136A.XI-I/2"STAPLE, /j"-121AJG0"AJ3.5®
5fiT6 OHE SVDE SPACE•$'OL.®6E5 t 12"OL.HELD �"OL• 200 e 9.OL. 'A35'•12"OL. t` O'0 SIFT Wp
24▪O.G. SPACED o 32'OA
/\ a'APA RATED BD OR 0.151"X2-1/2"POWER DRIVEN 3/4"-DIA.XI2"A.B.'S SMPSON L590•24"
(67,91) SHT6 OtE SIDE FASTENER I SPACE•2'OG.EDGES 1 " 20d o 5"OL. A38 010"OL. OL.4 TIn berLOK
12.OL.FIELD o 24 04. SWPSON'UM'
80 OR 0.131'X2-i/2"POWER DRIVEN1/4X6"SCREW ''AGED o 24"04.
�"APA RAT / SPACE•4"OL.ems!' 3/4"-DIAJ(I2"&I" 20d O 9"OL.t GIMP oN L590'a 12'
rmosu 5°1-6 711°SIDES 12'O.G.FIELD •20"O.G. A95'0 5"OL. 'A' 'a B'O.G. OL.I Timbal-OK WA
a"APA RATH) ED OR O.13I"X2-1/2"POWER DRIVEN 1/4X6"SGI '
(DODO) 5HT6 TWO SIDES FASTENER t SPACE•8"OL.EDGES 4' 3/4"-DIAXI2"A.B.S 20d o 3"O.C.4 0SOIPSON L590'•12"
12°OL.FIELD a IB"OL. 'A55'•4"OL. 'A35'•6"OL. OL.1 limbo:OK N/A
"PSA RATS BD OR 0.13!"X2-V2"P DRIVEN O X6"SCREWbBr
( pK) 6 TWD SURES FASTENER 1 SPADE•2"OL[316L3 E• 3/4"-DIAJCI2"A9.5 20d o 3"OL.t EPSON i590'e 7"
12 OL.FIELD •12"OL.I2" READ) god •3"O.G. • 'AS's'•4"OL. OL.t TCRENt K WA
1/4X6"SCREW
I.)ALLOWABLE SHEAR CAPACITY FOR TYPE 5'WALLS MAY BE INCREASED TO 530-PLF AND TYPE'C'WALLS MAY BE INCREASED TO 460-PLF FOR WV LOADING
2JEACH ALL PLYWOOD SHEEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOGK/45. WHERE DOUBLE PLY WALLS ARE REQUIRED,STAGGER STUDS THAT RECEIVE NAILING
MATCH SHEARWALL NANOUS PATTERN/. WALL 1W SPACING SHALLL BE SPACED AATNV NA MAXIMUMSHALL��TIS'� ACCEPTABLE WAN SPIKED TOGETiE2 WITH�d SPACED TO
3.)DO NOT PENETRATE THE SURFACE OF THE SHEATHING 4TH THE NAL HEAD. LOCATE NAIL 'MIN;FROM PANEL ED6E. FOR WALL TYPES S,C t D'-STAPLES ARE ALLopED IN
LIBJ OF NAILING,USE BGA.X I-1/2"STAPLES. 3X(OR DBL 2X)REQUIRE AT PANG..EDGES FOR WALL TYPES 9D-N".
4J ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER 4tO"X3"INSTALLED(GALVANIZED AT TREATED SILLS). LOCATE ANCHOR BOLT SO THAT EDGE OP PLATE WASHER 15
THAN WALL LENGTH WITHIN i"MAY FROM FACE OP PLYWOOD 5HEATIRJ6,AT DEL SHEATHED WALLS USE A 5X4 PLATE WASHER TO MAINTAIN THE i"EDGE DISTANCE. IF BOLT SPACING IS GREATER
5)WAILING SHALL BE(LOCATE D*4 C TER OF THE RIM OR BLOCKING MATERIAL. A99'CLIPS CAN BE REPLACED BY'LPTS.'INSTALL 1PT5'OVER WALL PLYWOOD WEA(
INSTALLED ON PLYNV..SIDE OF WALL.
6J SIMP5ON CLIPS AT TOP OF HALLS ARE NOT REQUIRED E MALL SHEATHING IS LAPPED NV NAILED TO RIM BD.OR BLOCKING ABOVE. 'ASS'CLIPS CAN BE REPLACED BY'LFT3,'
i.)INSTALL LS'CLIPS FRCH tare OF BLOCKING TO SHEAR-WALL BE.LOAL MERE VENT BLOCKS POE LOCATED,ADD UP 1HE AMOUNT OF CLIPS REQQRED AT THE LE NSTH NV SPACE AT NON-VENT BLOCK AREAS ALONG THE SAME L ThborL OK WADE ARE REows ATTRUE.ONLY SPACED AT 24 R L
BJ SPECIAL INSPECTION IS REQUIRED FOR POST-INSTALLED CONCRETE ANCHORS ON 511450N UM" EACH ANCHOR REGIMES A STANDARD CUT WAS1 .
SWEARZWALL DETAILS: P4000 SOLE PLATE.
PLATE •
NAIL SOLE y TO RIM JST./BLK6 • AS
SIEARWALL TO ROOF MALL SHT6
BIRD 01 L EDGE
•
"" .x NAILI TO
WOOD SOLE ��.,�
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5NEARWALL TO ate;
TOCWOOSILL PLATE ,,•"N u4 BLI;6/121C WL 011s.�`- �..
To .O r Cnuu (2) '-DIA.EXP.‘11111 ; CONN �� �■ CLIPS
BOLTS HV/4-1/2"EMBEDMT ;� ��
D911I ro l X70
exlsnNG FOOD.
130
SHEATHING W/
FASTENERS PER
SCHEDULE